HomeMy WebLinkAbout20191255.tiffUSE BY SPECIAL REVIEW USR APPLICATION
DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631
www.weldgov.com * 970-400-6100 * FAX 970-304-6498
FOR PLANNING DEPARTMENT USE:
AMOUNT $
APPLICATION RECEIVED BY
DATE RECEIVED:
CASE # ASSIGNED:
PLANNER ASSIGNED:
USR18-0 119
Parcel Number*: C 41 " SI- _o 3
Address of site:
Legal Description: SC /21
New Recorded Exemption
r
Zone District: A Acreage: sc. Lr Flood lain:
FEE OWNER(S) OF THE PROPERTY:
1►li dna-
Name:
Company:
Phone #:
c‘ v‘
y
(*A 12 digit number on Tax I.D.
information, obtainable at
www.weldgov.com).
Section: 2S Township: % N Range: W
eological Hazard: YQN a Airport Overlay: YQN
Street Address:
11
City/State/Zip Code: i Peet- I Co 80 c
Name:
Email:
ft -
Company:
Phone #:
Street Address:
Email:
City/State/Zip Code:
Applicant:
Name: Expedition Water Solutions Colorado LLC
Company:
Phone #:
Street Address:
Email:
2015 Clubhouse Drive, Suite 201
City/State/Zip Code: Greeley, Co 80634
APPLICANT OR AUTHO, IZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents)
Name: LI: (%) c \1/40,\"; 6: i rni 3 iel&r1/4
Company: e .xr s -f, Lint _ ., l,,.4 6.
Phone #: '7 _ r - Email:
Street Address: I
City/State/Zip Code: /gin. - -c b /14 1 00
PROPOSED USE:
c‘ic:
S
he -ft 0)11
I -7\x_ li. I e't
C. A ta
l (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or
contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property
must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the
application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal
autho'ty to sign '• r the corporation.
g
Signature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date
-.
L \vAv
Print Name
,S keseNt .v
Print Name
Rev 4/2016
DEPARTMENT OF PLANNING AND BUILDING
DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT
1555 NORTH Timm AVENUE
GREELEY, CO 80631
AUTHORIZATION FORM
(t4aefi k
l TV\ct1 Skt Hcler permission eiris
(Owner - please print) (Authorized Agent — please print)
to apply for any Planning, Building or Septic permits on our behalf, for the property located at (address or
parcel number) below:
124O1* rttet,
O57rSOOOO5a3_aa_
Legal Description; � E of Section 429C, Township + N, Range Cop_ I W
Subdivision Name: Lot Block
Property Owners Information:
Address: 6001 tt.,) s+ CreeIej Cwo eocaiy
3q 5-5-q5
Phone: �7n �PE-mail;
Authorized Agent Contact Information:
Address: fip q '� -3 EISS K �S � 1 tt ��'V � �! � .. CO __5046-.1
Phone: j705T3 7-2occ, __ . C'1YIC7�I. �&erflS ZS;nn ai/Yccr�
Correspondence to be sent to: Owner, 0 Authorized Agent a Both Ell by Mata Email I51
Additional Info:
Owner Signature:
Owner Signature
O144)) Date: I U - z 3.- ig
0A-ut glieteeKnivu, (p -z3 -lg
__, Date:
DEPARTMENT OF PLANNING AND BUILDING
DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT
1555 NORTH 17TH AVENUE
GREELEY, Co 80631
AUTHORIZATION FORM
I, Jim Goddard President of Expedition WaterSolutions; give permission to Eric Wernsman
(Owner — please print) (Authorized Agent — please print)
to apply for any Planning, Building or Septic permits on our behalf, for the property located at (address or
parcel number) below:
.Parcel # 046525000053
Legal Description: Part of SE 1/4 of Section 25 , Township 9 N, Range 61 W
S ubdivision Name: Lot Block
Property Owners Information:
Address 2015 Clubhouse Drive # 201 Greeley Colorado 80634
P hone: 970-515-6950 E-mail: jgoddard exc ed' tion- ater.cQm
Authorized Agent Contact Information:
Address 16493 Essex Rd South Platteville Colorado 80651
P hone: 970-539-2656
E -Mail eti erns26 gmaLL _com
Correspondence to be sent to: Owner Authorized Agent Bath / by Mail_ _ Email
Additional Info EWS #8 Site
Owner Signature:
Ciffelier
Date:
Owner Signature: Date:
USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE
Answer the following questions on a separate sheet. If a question does not pertain to your use, please respond
with "not applicable". For assistance with some of these questions see this website:
http://www.po.weld.co.usi epartments/Plynnin oning/LandUseApplicationsAssistance/ApplicationAssistanee.html
Planning Questions:
1. Explain, in detail, the proposed use of the property.
The site will be used for a Class II salt water injection well facility. The site will have an 80' x 100' steel building
that will contain the office area and the injection pumps. There will be a concrete tank containment area that
will have up to 35 steel and/or fiberglass tanks that will be used for salt water processing. There will be a
concrete truck unload pad that will also provide containment. A pipeline will be constructed to deliver water to
the site in there will be very little truck traffic to the facility. The USR map shows the initial construction to
consist of (2) spaces for trucks to unload water. The USR map shows expansion to (6) spaces but that
expansion is not anticipated at this time.
2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the
Comprehensive Plan.
The injection well facility will be placed on a site that will have no negative affect on surrounding agricultural
uses. There is a gas plant owned by Sterling Energy along the west property line.
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.
he use will be permitted by a Use by Special Review.
4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and
compatible with surrounding land uses.
All the adjoining properties are used for agricultural purposes. There is pasture land to the north, south and
east. There is a gas plant owned by Sterling Energy along the west property line.
5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.)
The facility will operate 24 hours a day 365 days a year
6. List the number of full time and/or part time employees proposed to work at this site.
There will be up to 10 full time employees on the site every day.
7. If shift work is proposed include the number of employees per shift.
The employees will be split over 3 shifts a day.
8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc.
There will be less than 20 semi trucks with trailers a day come to the site. There may be up to 20 passenger
car trips to the site a day. If the truck traffic levels increase, Expedition is happy to revise the USR application
in the future.
If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals.
10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt,
grass, buildings)
. r he site is planned to have 8000 sq. ft. of building, 55,300 sq. ft. of gravel, 43,380 sq. ft of concrete and the
remainder of the 20 acre site to remain as reclaimed to native grasses, farm and or ranch land.
11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed?
There is 1 ada space planned and Y non ada spaces proposed.
12. Explain the existing and proposed landscaping for the site.
There is no landscaping planned at this time due to to the very rural nature of the site. All disturbed areas that
are not planned to covered will be re -seeded with native grasses.
13. Describe the type of fence proposed for the site (e.g. 6 foot chain link with earth tone slats)
A pipe gate may be installed at the access point at least 75' off the edge of CR 100
14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain
outdoor storage is restricted.
There is no screening planned for the site. The site is located on an unprinted flood plain panel 08123C1050E
Zone D
15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs.
If the site is abandoned, the injection well(s) and containment areas will need to be abandoned per COGCC
regulations.
16. Who will provide fire protection to the site?
Pawnee Fire 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 overlot grading will begin after USR approval. It will take approximately 6 months to complete the grading,
concrete work and building construction. The seeding will be completed by November 2019.
Engineering questions:
1. Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups, Tandem
Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site)
20 roundtrips per day passenger cars
20 roundtrips per day Semi-Truck/Trailer
2. Describe the expected travel routes for site traffic.
Traffic will enter on the south side of the site, travel north to the unload pad and then east and south and back
west and finally south to site entrance/ exit point.
Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the
south, 30% from the east, etc.)
It is anticipated that 50% of the trucks will go east on CR 100 to CR 390 and to 50°k will go west on CR 100 to
CR 89.
4 Describe the time of day that you expect the highest traffic volumes from above.
The highest anticipated traffic volume will be from 9:00 am to 10:00 am
5. Describe where the access to the site is planned.
The site access is planned off CR 100 at a distance of 3200' east of CR 95
6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an
exception to stormwater detention requirements per code section 23-12-30 F.1.
A. Does your site qualify for an exception to stormwater detention? If so, describe in a drainage narrative the
following:
1. Which exception is being applied for and include supporting documentation.
2. Where the water originates if it flows onto the property from an offsite source
3. Where it flows to as it leaves the property
4. The direction of flow across the property
5. If there have been previous drainage problems with the property
B. Does your site require a stormwater detention pond? If so, the following applies:
1. A drainage report summarizing the detention pond design with construction drawings and maintenance
plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage
related sections of the Weld County Code.
Drainage report and drawings will be provided
2. The drainage report must include a certification of compliance stamped and signed by the PE which
can be found on the engineering website.
A stamped copy and certificate of compliance will be provided with the final accepted copy.
3. A general drainage report guidance checklist is available on the engineering website. More complete
checklists are available upon request.
Environmental Health questions:
1. What is the drinking water source on the property?
If utilizing a drinking water well include either the well permit or well permit application that was submitted to
the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a
tap or meter number, or a copy of the water bill.
A well will be applied for.
2. What type of sewage disposal system is on the property?
If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to the
age of the existing septic system, apply for a septic permit through the Department of Public Health and
Environment prior to submitting this application. If a new septic system will be installed please state "a new
septic system is proposed". Only propose portable toilets if the use is consistent with the Department of Public
Health and Environment's portable toilet policy.
A septic system design will be provided with USR approval.
3. If storage or warehousing is proposed, what type of items will be stored?
A 55 gallon drum of scale inhibitor and a 55 gallon drum of biocide will be stored.
4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this
site.
The biocide and scale inhibitor will be stored in the pump building which has containment provided within the
building. The oil that is recovered from the filtering process will be stored in a fiberglass tank that will be inside
the tank containment area.
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.
A 300 gallon diesel tank will be on site in the tank containment area.
6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained.
Wash water from tanks and or vehicles will be contained on the truck unload pad. The water will drain into the
injection well system.
7. If there will be floor drains indicate how the fluids will be contained.
Floor drains will drain into the injection well system.
8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.)
If the USR is approved EWS will attain an Apen Permit for the facility.
9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.)
10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.)
N/A
11. Additional information may be requested depending on type of land use requested.
Building questions: Jose Gonzalez 970-353-6100
1. List the type, size (square footage), and number of existing and proposed structures. Show and label all
existing and proposed structures on the USR drawing. Label the use of the building and the square footage.
An 8000 square foot metal building will be constructed that will enclose the pump buildings and office areas.
2. Explain how the existing structures will be used for this USR?
There are no existing buildings on the site.
3. List the proposed use(s) of each structure. Please see above
Weld County Public Works Dept.
1111 H Street
P.O. Box 758
Greeley, CO 80632
Phone: (970)304-6496
Fax: (970)304-6497
Property Owner
Name Michael and Mary Krier
Cornpang
Address 6001 W 21st St
city Greeley State CO zip 80634
Phone
Fax.
E-mail
Parcel Location
The access is onWCR 100
Nearest Intersection: WCR 100 & WCR 5
Dist. from Intersection (approx. in ft.) 3200' East
Parcel Number(s) 046525000003
Section/Township/Range 25/0/61
Total # of Existing Accesses to parcel 0
Proposed Use
❑ Temporary (Tracking Pad Required) (U)
n Small Commercial (#)
❑ Field (Agriculture Only) (#)
ACCESS PERMIT
APPLICATION FORM
Authorized Agent/Applicant (if different from Owner)
Name Eric Wernsman
Company Wernsman Engineering and Land Development
Address 16493 Essex Rd S
City Platteville p
State CO Zi 80651
Phone 970-539-2656
Fax
E-mail eJwerns25@gmaiLcom
Existing Count v Road Surface Information
Asphalt Gravel iff Treated Other
Proposed Access Information
Culvert Size & Type (15" CMP/RCP min.) 15" MP
Materials used to construct access
Access Construction Start Date
Access Construction Finish Date
c Single Residential L#) ❑ Oil & Gas (tt)
tz Large Commercial (#) ) ❑ Industrial (#)
❑ Subdivision O#1
Is this access associated with a Planning or Building Department Process?
i USR/MUSR ❑ RECX/SUBX E. PUD D WOGLA ❑ COMPLEX (IA required) a Other
Planning/Building Department case If
Required Attached Documents
- Traffic Control Plan (a generic plan can be found at https://www.weldgov.corn/departments/public works/permits!)
During the review process it may be determined that a right-of-way use permit will be required as well.
- Certificate of Insurance (with "Weld County, Colorado" listed as the certificate holder & as an additional insured)
Access Pictures (from the left, right, into & out of the access — N, 5, E, & W)
- Access Authorization Form (Not required if the application is signed by the landowner.)
Fee schedule (to be determined by permitting agency)
- $75 each access point: Temporary, Small Commercial, Oil & Gas, Single Family Residential
- $150 each access point: Industrial, Large Commercial, Subdivisions
- Field (Agriculture only): no cost
Parcel Sketch (or provide an aerial on an add`I sheet)
A- Existing Access L1- Proposed Access
WCRZ,-
T
N
trfts
u
Description of Work or Reason for Permit
WCR itt
raTh
sit
1
U
By accepting this permit, the undersigned Property Owner/Authorized Agent, under penalty ofperjury, verifies they have received all
pages of the permit application; they have read and understand all the permit requirements and provisions set forth on all pages. By
virtue of their signature the Property Owner/Authorized Agent is bound by and agrees to comply with all said permit requirements
and provisions, all Weld caunty ordinances, and state laws regarding access construction.
Signature
Printed Name
Signature Printed Name
(In case of multiple Property Owners/Authorized Agents)
er:
Lie fiti S imieN Date ityierAl
Date
• Access Permits are good for 1 year from the date of issuance. Property Owner/Authorized Agent must obtain a new
permit or request an extension if the construction of the access point is not completed in that timeframe.
• Extensions are subject to approval by Public Works
* County regulations on road access can be found in Article V of Chapter 12 of the Weld County Code.
•r 'a "-ii 4 4 - `. a•. . a
-. wi
j
f"
f. r r
p •}. .a;.�R} . r.•r o- '.S g. ..4t v r it.r . IL
y �y t r M
E �'1` rL, r J 6 -1 • . , + tl 1-r ��r n r. F lS e
w
r '_I,f'.. rCd +„ ti r-' t" . #. 4 �'�e a!;c:::
a - `y '
.�•-`�.1$ eu r- .. .e �iy� t •i 'a r`aM=a,.t 4i'-�'a:h..11:''fr� ^" •;��. �: CI
r
ti • `,1� r , 'V ti r, DP`.- -P•.y f. iat •ir -Jq�r F �-"_PP
•� ti.t '4 ,L Sr i "4 L rl•M Ji t • t s[ - -•. U. T • it.
"•.i rp 'Sr; • rA 'k t^•�\1 ;wit; Pr . .rr-:
ire:• r • a• *: • ar-7 - aJ. *
s
r .r•. • • ..... 1•_ • w
e f •. '•.l it
r' - •i-�-•• 4 .Y' r yam'• . i.•
_. .�.' :�C - • I t .1 • T la
I ►[ " 1 C • ' . 41
:a +
i •• r • n 2 P _ Y.Y
.. .r_ C.
r - r• r s r .• a.- , f - '' • . V. • •: "c •V-•. • '
_ e- �'. • `r it
-.• Ili i
}. {
.
• .• • - • J•. •.t +• -. r'-' •. •• Tr4.
.. . i r ..
iir
r• _, _e .j s.Ls14:_
ta
.j, ra ill
- r .r� rA._r. '1• r •'•i.- ` +,.-r i.r a; W a .4". r. :
i. •t r s
Ii
4` `'[' - " 'a a• • - S: ' _,�e.�. a•` 1. •ti L 9. b r'a'<• 4- v.�•ti • e 4 f fr '•f •. •'
Waste Handling Plan,
A dumpster will be on site for normal business refuse and will be emptied weekly,
Waste will be disposed of at
Waste Management
North Weld Landfill
4000 Weld County Road 25
Ault Colorado 80610
Phone Number 866-482-6319
Dust Abatement Plan
During the construction phase of the project Expedition Water Solutions will
utilize water trucks to maintain dust suppression. The storm water management
plan will be followed to mitigate soil erosion during the construction phase.
After construction is completed the site will be stabilized using native vegetation
and compacted gravel surfaces. Vegetation will not be allowed to grow over 12"
high. Additionally Expedition Water Solutions will maintain the gravel drives and
entrances. A water truck will be provided as necessary to maintain dust
suppression.
WERNSMAN
ENGINEERING AND
LAND
DEVELOPMENT
October 26, 2018
Hayley Balzano
Weld County Public Works
P.O. Box 758
Greeley CO 80632
ERIC WERNSMAN
16493 ESSEX RD
PLATTEVILLE CO 80651
RE: Preliminary Drainage report and plan for Expedition Water Solutions EWS #8
Site on CR 100
Dear Hayley
Attached is the Preliminary Drainage Report and Plan for the EWS #8
proposed injection well facility. This report addresses both the on -site and off -site
hydrology that affects or is affected by the proposed development.
If you have any further questions or comments regarding this matter,
please contact this office.
I
TrAt
4
t,"
Eric ' `�` ��� WerrrP .i ',E.
" I hereby certify that this report for the drainage design f r the EWS
#8 injection well facility was prepared by me (or under my direct
siverv6sion) in accordance with the provisions of the Weld County
Storm Drainage Criteria for the owners thereof"
ountiuia
13,,i) RE 04,4)
Registered Professional Enghnr
State of Colorado No. 33371
Index
Page
1-6
7-9
10
11-13
14
15
16-17
18
19
20
21
22
23-26
27
28
29
DRAINAGE REPORT
NOAH POINT PRECIPITATION FREQUENCY ESTIMATES
BASIN AND SUB -BASIN IMPERVIOUSNESS CALLS
100 -YR PEAK RUNOFF ALL BASINS
SWALE CALCULATIONS SECTION A -A
SWALE CALCULATIONS SECTION B -B
SB2 CULVERT CALCULATIONS
DETENTION VOLUME REQUIRED FAA METMOU
DETENTION VOLUME PROVIDED
WQCV ORIFICE AND REQUIRED VOLUME
10-YR HISTORIC RELEASE RATE ORIFICE
EMERGENCY OVERFLOW CALCULATIONS
NRCS S IL MAP AND INFORMATION
FEMA MAP
VIC!NITY MAP
REFERENCES
Genera! Description:
The proposed site is located on the north side of County Road 100 which is
is a gravel surfaced road. The western side of the site is approximately 2350' west
of County Road 95. The western side of the site is next to a Natural Gas
Compressor Station. The northern, eastern, and southern boundaries are adjacent
to undeveloped agricultural pasture property. (Please see sheet Cl for a vicinity
map.) The proposed site is located within the South East 1/4 of Section 25,
Township 9 North, Range 61 West of the 6th Prime Meridian. The legal
description for the property will be part of a Recorded Exemption that will be
applied for in the future. There are no mapped major waterways, water holding
areas or water resources on or adjacent to the property.
The entire proposed parcel will contain approximately 20 acres.
Approximately 4.85 acres of the property will be developed. The site is proposed
to be an injection well facility with gravel and concrete drives, a steel building and
native grass swales. The ground cover on the existing site consists of natural
grasses and weeds. The soil type(s) present are Avar-Manzanola Complex,
Manzanola clay loam, and Olney fine sandy loam. See NRCS soil report in the
appendix for location of soil types. NRCS classifies most of the soils in hydrologic
group "C" for runoff purposes. In the proposed condition, offsite flows will be able
to enter the site from the west and the on -site channels will have the ability to
pass the 100-yr events to the detention pond and pass them via the emergency
overflow. Most of the runoff generated by the proposed development will be
collected via sheet flows, swales, and directed toward the on -site detention pond.
The remainder of the un-developed on -site flows will sheet flow un-
detained to the east. This area does not contain proposed improvements. The
detention pond is located in the eastern portion of the property and releases
developed runoff through a staged outlet. A water quality capture outlet will
release minor storm flows over a 40 -hour time period and a major storm orifice
opening will release flows at a ten-year historic rate. The released flow will be
directed south east towards the roadside ditch in CR 100.
Drainage Basins and Sub -Basins:
There is no Weld County Master Drainage Plan for this site at the current
time. Wild Horse Creek lies to east about 6 miles. The closest major basin is the
South Platte River Basin, which lies approximately 24 miles to the south. The site
lies on unprinted FEMA map panel 08123C1050E. This project site is located
within Flood Hazard Zone D on the FEMA map.
There is an offsite basin Sub -basin 051 to the south west that drains onto
the property. 051 is almost entirely undeveloped and contains approximately 32
acres and has an imperviousness of 2. The 100 -year runoff rate is 66.22 cfs. The
on -site channels are designed to carry all of the offsite flows and route them
around the site.
There are is one on site basin (Si) that direct flows flow away from the site
to the swale (Sec A -A). Si is generated entirely from undeveloped area flow and
does not drain into the detention pond. Sub -basin Si contains 126 acres, has an
imperviousness of 2 and represents the flows along the west side of the
developed site. The 100 -year runoff rate is approximately 6.30 cfs.
Sub -basin (52) contains all of the developed site runoff. Sub -basin S2 is
located in the central and eastern portion of the site and contains 4.58 acres. S2
has an imperviousness of 56 and generates a 100 -year runoff rate of
approximately 22.66 cfs.
Drainage Design Criteria:
There is no Weld County Master Drainage Plan or project master drainage
plans for this site at the current time. The site is in a Non -Urbanizing Area of Weld
County. Offsite and onsite undeveloped flows from the southwest side of the site
will be routed around the site and will not be passed through the emergency
overflow. Nearly all of the developed flows from the site will be routed to the
detention pond.
Using the NOAA Atlas 14 Volume 8 Version 2 an IDF table was generated. A
one -hour rainfall depth of 1.23 inches, 1.50 inches, and 2.64 inches was
determined fora 5 -year, 10 -year, and 100 -year event, respectively. The rational
method was used to calculate runoff and release rates. The detention pond was
sized using a 10 -year historic release rate. A water quality capture volume is
designed within the pond to release minor storms over a 40 -hour period to
maintain water quality. The on -site swale was sized to pass the 100 -year event.
The runoff for specific design points was calculated by inputting the area,
imperviousness, soil type, one hour precipitation values, slope, length of travel
and conveyance into the peak runoff spreadsheet. Please see the corresponding
peak runoff and feature design for each point. The release rate and developed
runoff amounts were calculated using the rational method. The detention pond
volume was determined using the Modified FAA Method with one exception. The
discharge rate did not use the soil type value. The discharge rate was determined
by finding the total historic runoff rate for the site and then dividing by the site
area per Weld County recommendations. This value was then input into the
detention pond spreadsheet to determine the volume required.
Drainage Facility Design:
The 100-yr storm volume required by using the Modified FAA method was
determined to be 28,697 cubic feet. With a pond outlet invert of 5003.45, the
100 -year high-water elevation is 5005. The available volume provided is
approximately 42,942 cubic feet. The additional volume may be used if future
development occurs on the site. The water quality capture volume (WQCV) can be
included in this volume per the Weld County Addendum to the Urban Drainage
Manual. The minimum WOG/ allowed for the site is 0.142 acre-feet. (6185 cubic
feet). The proposed detention outlet has an initial orifice plate to provide water
quality capture volume with one 1-1/8" diameter orifice to release the water
quality capture volume runoff. The top of the orifice plate is set at elevation
5004.57 to ensure that once the water quality volume is captured the storm
water spills into the next stage of the inlet. The second orifice plate with a 4" high
opening releases flow to an 18 -inch diameter corrugated metal pipe (CMP) that
directs flows to the south. A 2' x 7' rip rap pad shall be placed at the end of the
outlet pipe to assist with erosion mitigation within the roadside ditch.
An emergency spillway is designed in the detention pond berm to allow on -
site flows to leave the detention pond in the event that the pond outlet is
clogged. The emergency overflow is provided at elevation 5005. The spillway
base shall be a minimum of 25 feet wide and will limit the flow depth to 5-1/4"
inches at a discharge rate of 22.66 cubic feet per second. A 8' X 41' Type "L" Rip
Rap area is provided on the downstream side of the overflow for erosion
protection.
Swale Sec A -A collects all of the offsite flows Sub -Basin 051 that drain to
the property from the south west and the onsite flows from Sub -Basin Si (54.55
cfs combined) and routes the flow around the site to undeveloped portions of the
site. Sec A -A has a minimum slope of 0.6%. The manning's "n" is 0.040 which
creates a 100 -year water depth of 2.16 feet and a Froude Number of 0.50. The
swale outfalls onto native grass areas.
Swale Sec B -B collects the flow from Sub -Basin 52 (22.66 cfs) and carries
flow to the (3) 24" CMP culverts crossing the driveway. Cross Section B -B has a
slope of 0.6%. The manning's "n" is 0.040, which creates a 100 -year water depth
of 0.87 feet and a Froude Number of 0.44.
The (3) 24" CMP culverts have an inlet elevation of 5003.91 and an outlet
elevation of 5003.78. When the head water reaches elevation 5005.4 the culverts
have the capacity to pass 23.98 cfs even if the detention pond is full. At the end of
the pipes, a 12 foot by 8 foot bed of Type L riprap is placed to mitigate erosion.
The spreadsheets included in the report detail the physical requirements to
provide adequate drainage ways. Please refer to the spreadsheets for the specific
design.
Once the site vegetation has been re -seeded very little maintenance should
be required for site operation. Care should be taken to keep trash and debris out
of inlets and pipes to prevent excess water from building up on the site. If
complete blockage would occur in the detention pond outlet the water would
release through the emergency spillway. If blockages occur they should be
immediately cleaned. All storm water pipes shall be kept clean to maintain full
capacity.
S
Conclusions:
The proposed site will control developer! storm water flows through an on -
site detention pond. The allowable release rates from the detention pond include
a water quality release rate that allows minor storm flows to release over a 40 -
hour time period and a major storm release rate that is equivalent to the ten-year
historic runoff rate. Off -site flows that drain toward the site are directed around
the property. All of these storm water flows are conveyed off -site to the east.
This report and design will meet the Weld County Code without any
variances. This design should be more than adequate to prevent either on -site or
off -site runoff flows from creating damage. The site is not part of any Weld
County Master Drainage Plan. Please see the reference sheet for a complete list
of references used for this design and report
Drainage/ Site Maintenance Plan
1. Site shall be inspected monthly or after every storm event.
2. At all times any erosion that may occur shall be corrected as soon as
possible to mitigate the chance of erosion leaving the site.
3. All culverts shall be inspected regularly and cleaned if necessary.
4. Any seeded areas that are not covered with vegetation shall be re -seeded
and irrigated as necessary to establish permanent vegetation.
5. Snow should not be piled in swales or near detention pond outlet.
NOAA Atlas 14, Volume 8, Version 2
Location name: Briggsdale, Colorado, USA*
Latitude: 40.7131°, Longitude: -104.1429°
Elevation: 4931.66 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perin, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale
Unruh, Michael Yekta, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PE graphical I Maps & aerials
PF tabular
PD -based point
precipitation frequency
estimates
with
90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
1
2
5
10
[ 25
50
100
200
500
1000
5 -min
0.258
(0.201-0.333)
0.314
(0.244-0.404).
0.413
(0.320-0.533)
0.504
•(0.388-0.652)
0.640
(0.483-0.869)
0.756
(0.554-1.03)
0.879
(0.622-1.23)
1.01
(0.688-1.45)
1.20
(0.785-1.76)
1.36
(0.859-1.99)
10 -min
0.378
(0.295-0.487)
0.460
(0.358-0.592)
0.605
(0.469-0.780)
0.737
(0.569-0.955)
0.938
(0/07-1.27)
1.11
(0.811-1.51)
1.29
(0.911-1.80)
(1.01-2.12)
1.48
1.76
(1.15-2.57)
(1.26-2.91)
1.99
X15 -min
0.462
(0.360-0.594)
0.560
' (0.436-0.721)
0.738
(0.572-0.952)
0.899
(0.693-1.17)
1.14
(0.862-1.55)
I 1.35
(0.989-1.84)
1 (1.11-2.19)
1.57
(1,23-2.58)
1.81
2.15
(1.40-3.14)
2.42
(1.53-3.55)
30 -min
0.625
(0.487-0.804)
0.759
(0.590-0.977)
0.997
(0.773-1.29)
1.21
(0.935-1.57)
1.54
(1.16-2.08)
1.81
(1.33-2 A7)
2.10
(1.49-2.93)
(1.64-3.44)
2.42
(1.874.17)
2.86
3.22
(2.044.73)
60 -rain
0.769
(0.599-0.989)
0.931
(0.725-1.20)
1.23
(0.950-1.58)
1.50
(1.15-1.94)
1.91
(1.44-2.59)
(1.66-3.09)
2.26
2.64
(1.87-3.68)
3.05
(2.07-4.35)
3.63
(2.37-5.31)
4.11
(2,60--6.03)
2 -hr
0.913
(0.719-1.16)
1.10
(0.868-1.41)
1.45
(1.14-136)
(1.39-2.28)
1.78
2.28
(1.74-3.07)
2.71
(2.01-3.67)
3.17
(2.27-4.38)
3.68
(2.53-5.20)
4.41
(2.91-6.37)
5.00
(3.20-7.25)
3 -hr
0.990
(0.785-1.25)
I 1.19
(0.943-1.51)
(1.24-1.99)
1.57
1.92
(1.50-2.44) i
2.47
(1.90-3.31)
2.94
(2.20-3.97)
3.46
(2.50-4,76)
4.03
(2.79-5.66)
4.85
(3.23-6.96)
6.52
(3.56-7.95)
6 -hr
1.14
(0.915-1.43)
1.36
(1.09-1.71)
1.78 i
(1.42-2.23)
(1.72-2.73)
2.16
2.77
(2.16-3.68)
3.29
(2.49-4.39)
3.87
(2.82-5.26)
I (3.15-6.25)
4.50 1
5.41
(3.64-7.68)
i 6.15
(4.01-8,76)
12 -hr
1.33
(1.07-1.64)
1.58
(1.28-1.96)
2.03
(1.64-2.,52)
2.45 1
(1.96-3.05)
3.07
(2.41-4.00)
I 3.60
(2.75-4.72)
4.16
(3.07-5.57)
4.77
(3.37-6.53)
5.64
(3.83-7.90)
6.34
(4.18-8.93)
24 -hr
1.56
(1.28-1.91)
1.83
(1.49-2.23)
2.29
(1.87.2.81)
i
2.72
(2.20-3.35)
3.36
(2.66-4.31)
3,89
(3.00-5.04)
4.47
(3.33-5.90)
i 5.09
(3.64-6.88)
5.97
(4.10-8.25)
6.68
(4.46-9.29)
2 -day
1.78
(1.47-2.15)
2.08
(1.72-2.52)
2.60
(2.14-3.15)
3.06
(2.51-3.72)
3,73
(2.97-4.71)
4.28
(3.33-5.45)
I. 4.85
53.65-6.31)
5.45
(3.94-7.26)
I. 6.30
(4.37-8.58)
6,97
(470-9.58)
3 -day
1.94
(1.61-2.32)
2.24
(1.87-2.69)
2.77
(2.30-3.33)
3.23
(2.67-3.90)
3.90
(3.14-4.89)
4.46
(3.49-5.64)
5.03
(3.81-6.50)
(4.10-7.46)
5.64
6.50
(4.54-8.79)
7.17
. (4.88-9.80)
-day
(1,73-2.47)
2.06
(1.99-2.84)
2.37
2.91
(2.42-3.48)
3.37
(2.80-4.06)
I 4.06
(3.27-5.05)
4.61
(3.63-5.80)
5.19
(3.95-6.66)
5.80
(4.24-7.62)
6.65
(4.67-8.95)
7.32
' (5.01-9.95)
7 -day
2.36
(1.99-2.79)
2.72
(2.29-3.22)
3.31
(2.79-3.93)
3.82
(3.20-4.55)
4.53
(3.67-5.56)
5.09
5.66
6.25
7.05
7.66
(4.04-6.32)
(4.34-7.18)
(4.60-8.11)
(4.99-9.36)
(5.29-10.3)
10 -day
2.63
(2.23-3.09)
3.03
(2.57-3.56)
3.68
(3.11-4.34)
4.22
(3.55-4.99)
I 4.96
(4.04-6.02)
5.53
(4.40-6.80)
6.10
(4.70-7.66)
6.68
(4.94-8.59)
7.44
(5.30-9.81)
8.02
(5.57-10.7)
20 -day
3.46
(2.98-4.03)
3.93
(3.38-4.58)
4.69
(4.01-5.46)
5.30
(4.51-6.20)
6.13
(5.04-7.33)
6.76
(5.43-8.18)
7,36
(5.73-9.12)
7.97
(5.96-10.1)
8.76
(6.31-11.4)
I 9.34
(6.57-12.3)
30 -day
4,17
(3.61-4.81)
4.71
(4.08-5.44)
5.57
(4.80-6.44)
6.26
(5.37-7.27)
7.18
(5.94-8.51)
7.86 1
(6.37-9,44)
8.52
(6.68-10.5)
917
(6.90-11.5)
9.99
(7.25-12.9)
10.6
(7.51-13.9)
45 -day
5.05
(4.41-5.79)
5.71
(4.98-6.55)
6.76
(5.86-7.76)
7.56
(6.54-8.73)
(7.17-10.1)
8.63
9.40
(7.66-11.2)
10.1
(7.98-12.3)
10.8
(8.19-13.5)
11.7
(8.51-14.9)
12.3
(8.75-16.0)
60 -day
5.79
(5.07-6.60)
6.58
(5.76-7.51)
7.81
(6.82-8.93)
8.76
(7.60-10.1)
9.96
(8.31-11.6)
10.8
(8.85-12.8)
(9.18-14.0)
11.6
12.3
(9.37-15,2)
13.2
(9.64-16.7)
13.7
(9.85-17.8)
1 Precipitation
Numbers
(for a given
bounds
Please
frequency (PE)
in parenthesis are
duration and average
are not checked against
refer to NOAA Atlas
estimates
PF estimates
recurrence
probable
14 document
in this table are based
at lower and upper
interval) will be
maximum precipitation
for more information.
on frequency analysis of partial
bounds of the 90% confidence
greater than the upper bound (or
(PMP) estimates and may
duration
interval.
less
be higher
series (PDS).
The probability
than the lower
than currently
that
bound)
valid
precipitation frequency estimates
is 5%. Estimates at upper
PMP values.
Back to Top
PF graphical
1
PDS-based depth -duration -frequency (DDF) curves
Latitude: 40.7131°, Longitude: -104.1429°
Precipitation depth
Precipitation depth (in)
14
a
6
2
0 _
c 5
o
r4 r -I
Duration
NOAA Atlas 14, Volume 8, Version 2
!
1
R
•
f
INA
•
•
Fe
pm, RI R
25 50 100 200 500 1000
Average recurrence interval (years)
f
Created (GMT): Thu Oct 18 15:00.53 2018
Back to TQQ,
Maps & aerials
Small scale terrain
3km
i
2mi
i
Are recurrence
intaval
(years)
IMINNIIMInme
2
5
10
25
50
100
200
500
1000
Duration
FFETSIIIN
alenseelmi
�i•
5 -min
10 -min
t SR-mmn
'ire
60 -min
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
!-- 30 -day
45 -day
60 -day
Large scale terrain
•
r
>
rV
car tin
b
•
I
f
re"
r
i Cheyenne fi
.44 ►ittitiCa+ l ins
s
*Greeley
L ongrnon t
a
100km
z -s II
6t?rni-int, Ter
M c�
Fort cow o
Greeley
LAngtnent
Boulder
Large scale map
Ch rr e
r
S
BOmi
l.ar• a scale aerial
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questonsnoaa.gpv
Disclaimer
9
Sub -basin Imperviousness
EWS8 10/24/2018
081
Land Use
Area (ft2)
I (%)
Impervious
Area, Grass
1395278
,
2
Roofs
0
903
Concrete Surfaces
0
•
100
Driveways,
Gravel
0
40
Wghtd Avg & Total Area
1395278
2
cres
S2 ( All developed Areas)
32.03
Land
Use
Area
(ft2)
1
(%)
Landscape
59381
2,
Roofs
8000
90
Concrete Surfaces
' 43380
100
Driveways, Gravel
55269
40
Detention
Pond
45089
100
211119
56
Wghtd Avg & Total
Area
Acres 4.85
SI (Remain Undeveloped)
Land
Use
Area (ft2)
I (%)
Landscape
A
,
98635.
2
Roofs
0
90
Concrete
Surfaces
0
100
Driveways,
Gravel
0
40
Wghtd Avg & Total
Area
a
98635
2
Acres 2.26
eTh
{f
I � rein
-or
co
C
I I
Pi -
O
04
It
S
V
Fa,
YI
It
CO
W
r
460
Delis of this color are for required user -input
co
Cells of this color are for calculated results based on overrides I
413
o
O
74-0
co -
En
10/24/2018
co
W
c
6-15 0
Q a J
O
I
O
t
N
I'
tip
.2
U)
0
int
co
a)
mom
eta
C
to
co
U
C
ea
513
C
C=
C
II II
py Ig
P9
N
p�Y E
g
4.7
P E
II
Li
Li);
C'3
Channelized
Flow Time
tt (min)
/
,
N
.
Channelized
Flow Velocity
Vt (f /sec)
r
o
N
co
r
O
O}
r
0
r -
GO
N
r
1o13eJ
aaueAenuo3
SOIN
r
CC'J
a
r
•avel) Flow
Channelized
Flow Slope
St (Mt)
O
6
O
6
O
6
O
6
DIS Elevation
(ft)
(Optional)
U/S Elevation
(ft)
(Optional)
i
Channelized
Flow Length
Lt (ft)
O
J'1N''�
4
s
'
3487.00
(u!w)
awti Moll
peel.1eA0
,
i
;.
_
_
N
C
5
O
E
O
- o
C
cTs
C▪ 7
-c
n
CI}
V
O
O
1a7
ID
e
0 0
{f}
3I
C,
2 1
(o o4
0
cu et
ea
CC
t- L
C1
C 1--
z
0
taTi
O
U
C3
c3
0
depth, P1 (in)
1 -hour rainfal
to
co
N-
0
0
Ca
ntensity Equation Coefficients =
CC
a
Peak Flow, Q (cfs)
Q
Ci
it,
Nei
.
r
C.0
6
I ov-cc
r
CO
►
Ira
N
Q
cCs CD
in
i.
>I
t=
in
O• CN
N
,
•
r
Ni-
l
CN
es,'caD
Oa
4
r
{'r}
CO
r
23.42
O?
CSC
_
L14.55
4
4
•
sr
O
r
CO
CS
N-
t
I—
>i
U)
0.50
4—
C
O
.,
(D
C�
I''-
a
i
0
CSI
i
'
ti
'
co,
0 .
6
_
in
a
6
+
N.-
co
I
ro
Ce }
6
N1'
Rainfall Intensity, I finlhr)
L
1
O
CD
Li
•
I
,
,
1
N
a
i
O
05
e
CO
CD
LO
L
a
i
,
ro
O
le
I
<0
OD
CO
CO
.
L-,
is
In
CSI
cs4
0
-
.
-
(N
cNi
i
N.
r
r
cr5
ivies
is
i
C
e
'Li
•
S.,
In
3.22
..111
.
CN
N
Cr;
,
{i
k
l
i
ri -
d
I
icr
N.:
r
CT.;
r
(N
C\)
C
-
r
>.
1
4O
.
r
O>
r
1
I
i
r
i
,
_
CO
C'4
1
e of Concentration
N
O
NI
N.
C4
r
N
Ce)
r
...
1
.. 0
.,.
,
a
al a
tat,4a's
N-
di 0
CO "r-
0
to
O))
�CN
N
T�
tf)
E.
C'CD c.)
Nt
Computed
to (min)
C.0
Cr)
csi
co
aD
ca
N
cr
csi
r
cc;
r
r
Normal Flow
Analysis
- Trapezoidal
Channel
Project:
Channel ID:
EWS #8
Sec A -A reqd to pass 54.55 cfs
T
21
•
1:11° 77 1
Z2
13
Design
Information
(Input)
Channel Invert
Slope
So = 0.0060 ftlft
Manning's n n = 0.040
Bottom Width
B = 0.00 ft
Left Side
Slope
Z1
= 4.00
ft/ft
Right Side Slope
Z2 = 4.00 ftlft
Freeboard Height
F = 1.00 ft
Design Water Depth
Y = 2.16 ft
Normal
Flow Condtion
(Calculated)
,
Discharge
Q = 55.55 cfs
Froude
Number
Fr = 0.50
Flow Velocity
V = 2.98 fps
Flow Area A = 18.66
sg ft
Top
Width
T
= 17.28
ft
Wetted
Perimeter P = 17.81
ft
Hydraulic
Radius R = 1.05
f
Hydraulic
Depth D = 1.08 ft
Specific
Energy Es = 2.30 ft
Centroid of Flow Area Yo = 0.71
ft
Specific
Force Fs = 1.15
kip
seta-a.xlsx, Basics 10/26/2018, 1:01 PM
1�I
i _
Normal Flow Analysis - Trapezoidal Channel
11
Project:
Channel ID:
EWS #8
Sec B -B read to pass 22.66 cfs
V
Z1
B
Z2
1
Design Information
(Input)
Channel
Invert Slope
So = 0.0060 ftlft
Manning's
n n = 0.040
Bottom
Width B = 0.00 ft
Left
Side
Slope
Z1
= 12.50
ft/ft
Right
Side
Slope
Z2 = 27.00 ft/ft
Freeboard
Height F = 1.00
ft
Design
Water Depth
Y = 087 ft
Normal
Flow
Condtion
(Calculated)
Discharge
Q = 24.74 cfs
Froude
Number
Fr
= 0.44
Flow
Velocity V = 1.65 fps
Flow Area A = 14.05
sg
ft
Top
Width
T
= 34.37
ft
Wetted Perimeter
P = 34.42
ft
Hydraulic
Radius R = 0.43 ft
Hydraulic Depth
D = 0.44
ft
Specific Energy Es = 0.91
ft
Centroid
of
Flow
Area Yo = 0.29 ft
Specific
Force
Fs = 0.35 kip
secB-B.xlsx, Basics 10/2612018, 1:01 PM
•s
CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: Blue cells are for user data entry
Basin ID: Green cells are calculated values
Status:
die
TIT
Cate
Design Information (Input):
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull -down list)
lean
Box Culvert: Barrel Height (Rise) in Feet
Barret Width (Span) in Feet
Inlet Edge Type (choose from pull -down list)
nett flimflam
w
L
Number of Barrels
Inlet Elevation at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Enhance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition Coefficient
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (output):
cared Wool.■
sett se
D=I
24 inches
Square End Projection
Height (Rise) _ ft.
Width (Span) = ft.
Square Edge w/ 30-78 deg. Flared Wingwall
No =
Inlet Elev
Outlet Elev =
L=
n=
Kb
kx
3
3.91
3,78
66
0.016
0
1
0.50
1.23
2.73
0.85
0.1121
ft. elev.
ft. elev.
ft.
Water Surface
Elevation
(ft., linked)
Tailwater
Surface
Elevation
ft
Culvert
Inlet -Control
Flowrate
cis
Outlet
Flowrate
Culvert
-Control
cfs
Controlling
Culvert
Flowrate
(output)
cfs
Equation
Used:
Inlet
Flow
Control
Used
4.80
5.00
9.90
0.00
0.00
Min. Energy. Eqn.
N/A
5.00
5.00
14.40
0.00
0.00
Regression Eqn.
NIA
5.20
5.00
19.20
20.56
19.20
Regression Eqn.
INLET
5.40
5.00
24.30
23.98
23.98
Regression Eqn.
OUTLET
5.60
5.00
29.70
24.60
24.60
Regression Eqn.
OUTLET
5.80
5.00
35.10
25.70
25.70
Regression Eqn.
OUTLET
6.00
5.00
40.50
28.02
28.02
Regression Eqn.
OUTLET
6.20
5.00
45.30
30/1
30.71
Regression Eqn.
OUTLET
MO
5.00
50.10
36.10
36.10
Regression Eqn.
OUTLET
6.60
5.00
54.30
41.48
41.48
Regression Eqn.
OUTLET
6.80
5.00
58.20
46.25
46.25
Regression Eqn.
OUTLET
7.00
5.00
62.10
50.54
50.54
Regression Eqn.
OUTLET
7.20
5.00
65.70
54.57
54,57
Regression Eqn.
OUTLET
7.40
5.00
69.00
58.25
58.25
Regression Eqn.
OUTLET
7.60
5.00
72.30
61/9
61.79
Regression Eqn.
OUTLET
7.80
5.00
75.30
65.10
65.10
Regression Eqn.
OUTLET
OUTLET
78.00
8.00
5.00
68.16
68.16
Regression Eqn.
8.20
5.00
81.00
71.22
71.22
Regression Eqn.
OUTLET
8.40
83.70
74.15
74.15
Regression Eqn.
OUTLET
8.60
86.10
76.84
76.84
Regression Eqn.
OUTLET
8.80
88.80
79.54
79.54
Regression Eqn.
OUTLET
9.00
91.20
82.11
82.11
Regression Eqn.
OUTLET
9.20
93.60
84.68
84.68
Regression Eqn.
OUTLET
9.40
95.70
87.12
87.12
Regression
Eqn.
OUTLET
9.60
98.10
89.45
89.45
Regression Eqn.
OUTLET
9.80
100.20
91.77
94.77
Regression Eqn.
OUTLET
10.00
102.60
93,98
93.98
Orifice Eqn.
OUTLET
10.20
104.40
96.18
96.18
Orifice Eqn,
OUTLET
10.40
106.50
98.38
98.38
Orifice Eqn.
OUTLET
10.60
108.30
100.46
100.46
Orifice Eqn.
OUTLET
Processing Time:
Copy of LID -Culvert v3.04.xlsrn, Culvert Rating
01.86 Seconds
10/26/2018, 1:03 PM
Determination of Culvert Headwater and Outlet Protection
Project: EWS #8 Culvert S2 basin
Basin ID: Green cells are calculated values
r
r
C
h
9c.a
L
So
V
RIPRAP
Soil Type:
Choose One:
O Sandy
• Non -Sandy
Design Information (Input):
Design Discharge
Circular Culvert:
Barrel Diameter in Inches
Inlet Edge Type (Choose from pull -down list)
Box Culvert:
Barrel Height (Rise) in Feet
Barrel Width (Span) in Feet
Inlet Edge Type (Choose from pull -down list)
Number of Barrels
Inlet Elevation
Outlet Elevation OR Slope
Culvert Length
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Tailwater Surface Elevation
Max Allowable Channel Velocity
Square End Projection
Q =I 22.66 Icfs
D =1 24 !inches
OR
Height (Rise) = ft
Width (Span) = ft
Square Edge w/ 90-15 peg. Headwall
No =
Eiev IN =
Elev OUT =
L=
n=
=
kx=
Elev Yt -7-
V
3
3.91
3.78
65
0.016
0
1
7
ft
ft
ft
ft
ft/s
Required Protection (Output):
Tailwater Surface Height
Flow Area al MaxChannel Velocity
Culvert Cross Sectional Area Available
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Losses Coefficients
Culvert Normal Depth
Culvert Critical Depth
Tailwater Depth for Design
Adjusted Diameter OR Adjusted Rise
Expansion Factor
Flow/Diameteras OR Flow/(Span t Rise' 6)
Froude Number
TailwateNAdjusted Diameter OR Tailwater/Adjusted Rise
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
Headwater/Diameter OR Headwater/Rise Ratio
Minimum Theoretical Riprap Size
Nominal Riprap Size
UDFCD Riprap Type
Length of Protection
Width of Protection
Yt
At -
A=
=
Yn _
Yc =
d=
Da
1/(2mtan(C)) =-
O/O42.5
=
Fr =
Yt/D =
NW1 _
HWo
HW =
HMO =
d50
Type =
Lp _
r=
0.80
1.08
3.14
0.50
1.22
2.72
151
0.98
1.49
6.39
1.34
0.43
0.40
ft
ft2
ft2
ft
ft
ft
ft
€t
fe'5is
1.43 Ift
1,60
5.51 Ift
0.80
2
6
VL
6
3
in
in
ft
ft
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project: EWS #8
Basin ID:
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
Determination of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
I - -tin n.orrnation n.ut :
.
e i• n r i orrrtatio
MS
•
Catchment Drainage Impervlowness la =
56.00
percent
Catchment Dra.nage Imperviousness la = 56.00 percent
Catchment Drainage Area A a
4.850
acres
Catchment Drainage Awa A = 4.850 acres
Predevelopment NAGS Soil Group Type =
C
A, B, C, or D
Predeveloprnent NRCS Soil Group Type = C A, B., C, or D
Return Period for Detention Control T =
10
years (2, 5, 10, 25, 50. or 100
Return Period for Detention Control T --
100
years (2, 5, 10, 25, SC, or 10D)
'rime of Concentration of Watershed To =
15
minutes
Time of Conoentration of Watershed To -
15
minutes
Allowable Unit Release Rale q =
0.10
cfs/acre
Allowable Unit Release Rats q -
0.36
afsie ore
Anne -hour Precipitation P, =
1.47
inches
One -hour Precipiiatior P1 =
2.84
inches
Design Rainfall IDF Formula I = C,t P,l(C2.T.)AC3
Design Rainfall l0F Formula i = C1'* PI(c2+Tore,
Coefficient One C1 =
28.50
Coefficient One C1 = 28.50
Coefficient Two C2 _
10
Coefficient Two C2 = 10
Coefficient Three Cs a
0.789
Coefficient Three ; = 0.780
D lon of Average Outflow from the Basin lCalculpted}-
betermination of Average Out ow from the Basin
tealculate
Runoff Coefficient C = 0.49
runoff Coefficient C - 0,62
Inflow Peak Runoff Cp-in = 7.86 cfs
Inflow Peak Runoff Op -'n r 17.85 cfs
µ.11owable Peak Outflow Rate Cp-out = 0.49 cfs
Allowable Peak Outflow Rd:e ctp-cut - 176 cfs
Mod. FAA Minor Storage Volume = 14,815 cubto feet
Mod. FAA Major Storage Volume = 28,697 cubic feat
Mod. FAA Minor Storage Vorume = 4.340 acre -ft
Mod. FAA Major Storage Volume = 0.559 acre -ft
30
<- Enter Rainfall
Duration Incremental Increase Value Here {e.g. 6 ror 6 -Minutes)
Rainfall
Duration
minutes
(Input)
Rainfall
Intensity
inches it hr
(output)
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
-m"
(output}
Average
Outflow
cfs
(Output)
Outflow
Volume
acre-feet
(output)
Storage
Volume
acre-feet
(output)
Rainfall
Duration
minutes
in.ut
Rainfall
Intensity
inches 1 hr
(output}
Inflow
Volume
acre-feet
(output)
Adjustment
Factor
°m"
(output)
Average
Outflow
as
(output)
Outflow
Volume
acre-feet
(Output)
Storage
Volume
acre -feel
(output)
0
0.00
0.000
0.00
0.00
0.000
0.000
0 0.00
0.000
-
0,00
,
0.00
0.000
0.000
2.28
0.224
0.75
0.36
0.015
0.209
30
4.10
0.509
0.75
1.31
0.054
0.455
60
1.47
0.288
0.63
0,30
0.025
_0.263
60
2.63
0.656
0,63
1.09
0.090
0.564
90
1.11
4.326
0.58
0.28
0.035
0.291
90
1.99
.0 741
0.58
1.02
0.128
0.615
120
0.90
0.354
0.56
0.27
0.045
0.308
120
1.62
0.803
0.56
0.98
0.162
0.641
150
0.76
0.376
0.55
0.27
0.055
0.320
1 150
1.37
0.852
0.56
0.96
0.198
( 0,654
180
0.67
0.393
0.54
0.26
0.065
0.328.
180
1.20
0:893
0.54
0.659
0.95
0.234
210
0.59
0.400
0.54
0.26
0.075
0.333
210
1.07
0,028
0.54
0.94
0.271
0.658
240
0.54
0.422
0.53
0.28
0.085
0,337
240
0.96
0.959
0.53
0.93
0307
0.653
270
0.49
0.434
0.53
128
0.095
0,339
270
0.88
0,987
0.53
0.92
0.343
0.644
300
0.45
0.445
0.53
0.25
0.105
0.340
300
0.81
1.012
0.53
0.92
0.379
0.633
330
0,42
0.466
0.52
0.25
0.115
0.340
330
0.76
1.035
0.52
0.91
0.415
D.620
360
0.39
0.465
0.552
0.25
0.125
0,339
360
0.71
1.056
0.52
I 0.91
0.451
0.605
390
0 37
0.473
0.562
0.25
0.135
0.338
300
0.67
1.076
0.52
0.01
0.487
0.589
420
0.35
0,482
0.52
0.26
0145
0.336
420
0.63
1.094
0.52
0.90
0,523
0.571
450
0.33.
0,480
0.62
0.26
0155
0.334
4550
0.60
1.112
0.52
0.00
0.559
0.552
480
0.32
0496
0.62
0.26
0.165
0.331
480
0.67
1.126
0.52
0.90
0,561,5
0.533
510
0.30
0.503
0.61
0.25
0.175
0.328
510
0.54
1144
0.51
0.00
0.631
0.512
540
0.29
0.510
0,61
0.25
0.185
0.324
640
_ 0.52
1.155
0.51
0.90
0.667
0.491
570
0.28
0.516
0,81
0.25
0.195
0.321
670
0.60
1.173
0.51
0.90
_
0.703
0.469
600
0.27
0.522 0.61
0.225
0.205
0.317
600
0.48
1.186
0.51
0,89
0,740
0.447
630
0.26
0 528 0,61
0.25
0.216
0.312
630
0.46
1,199
0.51
0,817
0,776
0.424
660
0.28
0 533 0.61
0.25
0.226
0.308
660 0.44
1.212
0.51
0,89
0,812
0.400
690
0.24
0.539
0.51
0.25 -
0.235
0.303
690
0.43
1.224
0.51
0.89
0.848
0.376
720
0.23
0.544
0.51
0,26
0.246
6.295
720
0.41
1.235
0 51
0.89
0,884
0.362
760
0.22
0.549
0.51
025
- - 0.256
0.203
750
0.40
1.247
0.51
0.09
0.020
0.327
780
0.22
0.553
0.51
0.25
- 0.268
0.288
780
0,39
1.268
0.51
0M9
0.966
0.302
1 810
0.21
0.558
0.51
0.25
- 0.276
0.282
810
0.35
1.268
0.51
0.89
0.992
0.276
840
- 0.20
0.563
0.51
0.26
0.286
0.277
640
0.37
1.278
0.51
0.69
1.020
0250
870
020
0.567
0.51
0.25
0.296
0271
870
0.36
1.2.38
0.51
0.89
1.064
0.224
900
0.19
0.571
0.51
0.25
0.306
0.265
900
0.35
1.208
0.51
0.89
1.100
0.108
930
0.10
0.575
031
0.25
0.316
0.260
930
0.34
1.307
0.51
0.89
1.136
0.171
960
0.18
0.570
0.51
0.25
0.326
0,254
960
0.33
1.316
0.51
0.80
1.172
0.144
990
0.18
0.5683
0.51
025
0.336
0.247
990
0.32
1,325
0.51
0.89
1.20$
0.117
1020
0,18
0.587
0.51
0.25
0.346
0.241
1020
0.32
1.334
0.51
0.89
1.245
0.089
1050
0 17
0.591
0.51
0.26
0.356
0.235
1050
0.31
1.342
0.61
0.89
1.281
0 062
1050
0' 7
0.694
0.51
0.25
0.365
0-_2220
_ 1080
0,30
1.351
031
0.89
1.317
0 034
1110
0.18
0.608
0.51
0.25
0.376
_
0.222
1110
0.30
1.359
0.61
0.$8
1.353
0.006
1140
0.16
0.601
0.61
0.25
0,385
0.216
1.140
0.29
1.367
0.61
0.88
1.380
-0.022
1170
0.16
0.05
0.651
0.25
0,396
0,209
1170
0.28
1.374
0.51
0.86
1.425
-0.051
1200
0.1.5
0 80
0.61
0.25
0.406
0.202
1200
0.28
1.302
0,61
0.88
1.461
-0.079
1230
0.15
0 C 1 1
0.51
- 0.25
0.416
0.196
1230
0.27
1.389
0.51
0.88
1.497
-0.108
1260
0.15
0.615
0.61 -
0.25
0.426
0.180
1250
0.27
1.397
0.51
0.88
1.533
-0.136
1290
0.15
0 618
0.61
0.25
0.436
0.182
1200
0.26
1-404
0 51
0,88
1.569
-0.165
1320
0.14
0 621
0.61
0.25
0.446
0.175
1320
0.26
1.411
0 51
0.88
1.005
-0.194
1360
0.14
0 624
0-51
0.25
0.456
0.166
1350
0.25
1.418
0.51
0.88
1.041
-0.224
1380
0.14
0.627
0.51
0.25
0.4€#6
0.161
1360
0.25
1.425
0.51
0.88
1,677
-0.263
1410
0.14
0.630
0.51
0.26
0.476
0.154
1410
0,25
1.431
0.51
0.88
1.714
-0.282
1440
0.13
r
0.255
0.486
0.147
1440
0,24
1.438
0.51
0.88
1/50
-0.312
1470
0.13
r : :
r
0.24
0.496
0.140
1470
0,24
1.444
0.51
0.88
1.788
-0.341
1500
- 0.13
r
r
0 24
0.506 --
0.132
1500
0.23
1.461
0.51
0.88
1.822
-0,371
1530
0.13
0.641
0.50
0.24
0.516
I 0.126
1530
023
1.457
030
0.88
1.855 -0.401
1560
0.13
0.644
- 0.50
0.24
0,526
0.118
1580
023
1.4.63
0.60
0-88
1,894
-0.431
1590
0.12
0.640
0.50
0 24
0.536
0.110
1500
0.22
1.460
0.60
0.88
1.930
-0 461
1620
0.12
0.640
0.50
0.24
0.546
0.103
1620
0.22
1.475
0.60
0.88
1.988
-0 491
1650
012
0.662 _
0.50
0.24
0.556
0.095
1650
0.22
1.481
0.60
0.88
- - 2.002
-0 521
1680
0.12
0.664
0.60
0.24
0.565
O-OB3
1680
0.21
1.486
0.50
0.88
2.03$
-0.552
1710
0.12
0.657
0.60
0.24
0.578
0.000
1710
0.21
1.492
0.50
0.88
2.074
-0.582
1740
0.12
0.550
0.560
0.24
0.686
4073
174O
0.21
1.498
0.50
0.88
2.110
-0.613
1770
0.11
0.662
0.-5C
0.24
0.596
0.065
1770
0.21
1.503
0.50
0.89
2.146
-0.843
18DC:
0.11
0.654
017C
0.24
0 tad
0,050
1300
3 20
1.509
0 50
C.P
2:188
-0.674
od. FAA MinorStorage Volume (cubic ft.) = 14,515 Mod. FAA Ma or Storage Volume (cubic ft.) =
Mod. FAA Minor Storage Volume (acre -1L),= 0.3401 Mod. FAA Major Storage Volrxrno (acre -ft,) =
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.: 6, Released January 2015
28,897
0.8588
ews$keoladelention.xls, Modified FAA
10/20t22018, 9:44 AM
/8
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project; EWS #8
Basin ID;
Design Information (Input):
Width of Basin Bottom, W =
Length of Basin Bottom, L =
Dam Side -slope (H:V), Zd =
Stage -Storage Relationship:
/S&S]c%CZ
lc.
ft
ft
ft/ft
L
Righ
Isoscele
Circl
FirreeLeseede
Siid Slope
Check Basin Shape
t Triangle
s Triangle
Rectangle
e / Eliipse
Irregular
Storage Requirement from Sheet 'Modified FAA':
Storage Requirement from Sheet 'Hydrograph':
Storage Requirement from Sheet 'Full -Spectrum'.
MINOR
OR...
OR...
OR...
OR...
(Use Overide values in cells G32:G52)
MAJOR
0.34
0.66
acre -ft.
acre -ft.
acre -ft.
Labels
for WQCV, Minor,
& Major Storage
Stages
(input)
Water
Surface
Elevation
ft
(input)
5003.45
5004.00
Side
Slope
(H:V)
ftlft
Below El.
(input)
Basin
Width at
Stage
ft
(output)
Basin
Length at
Stage
ft
(output)
Surface
Area at
Stage
ft2
(output)
Surface
Area at
Stage
ft2 User
Overide
Volume
Below
Stage
ft3
(output)
Surface
Area at
Stage
acres
(output)
Volume
Below
Stage
acre -ft
(output)
Target Volumes
for WQCV, Minor,
& Major Storage
Volumes
(for goat seek)
0.00
0.00
0
0.000 I 0.000
25,089 6,899 0.576 I 0.158
5004.57
0.00
0.00
38,409 24,996 0.882 I 0.574
5005.00
0.00
0.00 45,057 42,942 1.034 I 0.986
#NIA
#N/A
UN/A
#NIA
#NIA
/MIA
#NIA
UN/A
#NIA
MIA
#NIA
MIA
#NIA
#NIA
#NIA
#NIA
#NIA
UN/A
#NIA
MIA
UN/A
UN/A
#NIA
#NIA
#NIA
14N/A
#NIA
UN/A
#NIA
IIN/A
#NIA
11N/A
#NIA
MIA
#NIA
#NIA
UN/A
MIA
#NIA
#NIA
UN/A
#NIA
UN/A
#NIA
UN/A
#NIA
UN/A
#NIA
UN/A
UN/A
UN/A
#INI/A
#N/A
#NIA
UN/A
U VIA.
#NIA
UN/A
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
#NIA
UN/A
#NIA
#N/A
#NIA
#NIA
UN/A
UN/A
#N/A
#NIA
#NIA
#NIA
#NIA
UNIA
#NIA
ews8keotadetention.xis, Basin 10/26/2018, 12:40 PM
Q
C
C
CO
• •
I
5
E
z
0
C
C,
C
0
U)
S
r
r
O
I I
z
0
a
a)
0
z
4E°
U 0
a)
a co .C
4-
6 O
cn
4—
O
r
co
co
O
O
co
O
;—
'b
in
ni'
QQ
O
0
r-
I I
C.0U
Cco
.0
a
CO
E
0
II II
2
o Lto)
`
0
O_
ins 0
O O
0 CO
C0
W
4)
O
0
a
a.
O
f
W
I I
z
U
0
O
z
I I
0
0
Er
CD
O0
9)
L
0
I I
.72
C
C)
I-
.C
co
W
Li-
p
1/J
I I
C
r
C
0
2
E
■ •
C
CD
E
C
Watershed Desi
CD
0
r
CD
0 0
L L_
Q
O
lEn
a)
L
Q.
■•
SI
45
0
nformation
C
SI
0
co
a)
0
p
to
7 4
C)
c
O
0.118 acre-feet
0.142 acre-feet
O
r
I1 II II II
c:41 2
r�
> L CO
""1".
co =
co
sz: O E
0 81 2
C
CD
CD
ci
I-
0 T
II II
<C
CO 03
C•
U
-CIC°
L L
c)
a3 CO
W �3
CO CO
Et co
2 4i
L
CO CO
O) O)
C C
0 0
co co
O
F-
10/26/2018, 9:51 AM
0
C
U)
d
O
C
0
CO
0
Oa
7,0
co
W
U
O
mai
I
w
C)
O
te
O
L
a
z
N
w
a-
ce
O
I
C)
re
I
w
SE
0
r
O O
0} 0)
L
i
X
#2 Vertical
Orifice
i
#1 Vertical
Orifice
LO
CO
r
CS
r
W
.9
I
O
f
L
to
C,
L
C.
4
205
w
i�
a,
0
a
401
a
Ca
co
L
CD
c13
0
W
W
Ca
L.
O
w
C)
SE
O
C)
c
sic
75.
C)
a
0)
.rte
tisi 13'
a)
O
L c
LI L
-Cca
C)
0 E
L �
IJ
a)
u C
6) 43
a)O
cr m
'c_
re � ,. O
Calculated
omit
Ca
u:
-flow area
LL
I I
r
H
Half Centra
a
Percent of Design Flow =
c
0
C
C)
4,
O
O
/��
a
2
C)
a
1
I
I
COM
d
-w
d
C
4
Ce)
6
00
crib
00
r
r
-
II II II
<o
H >
v
0
H
c
0
to
C)
0
SE
.L
O
(1)
C
E
0
I
w
a>
Co
o_
0
0
CO
0
r
w Q
46.
a)
0
co
O
a)
SE
O
C)
2
Q
LJ..
LPL
i
a
CO
CO
04
o
Ci
t
va
LU
C)
c
co
0
cc
vzs
0
S
a.
W
0
O
- IIf
Cu
-
0,
co
W
w
O
0
C,
W
4
0
t
10/2612018, 9:52 AM
a)
03
0
4)
C
O
gias
co
a)
Ct
co
L99v(\LP JO)=H
499'v(M* PO/O) = H
CO
I I
C
f
fa
n
U H
71-
44° 4i 55i` IV
571390
3
ti
A
571450
57',510
Hydrologic Soil Group —Weld County, Colorado, Northern Part
571570
Map Scale: 1:2,590 if printed on A landscape (11" x 0.5") sheet
0 35 i0
140
x571630
-t Meters
210
Feet
0 100 200 400 600
Map pwjanori: Web tvlercator ecirnercoordinates: W 84 Edge tics: 11M Zane 13N WC t
usnA Natural Resources
7111 Conservation Service
571684
Web Soil Survey
National Cooperative Soil Survey
571810
57181D
s e a
era
,�trr
57187 0
57130
10/24/2016
Page 1 of 4
4C 47 5,5' N
47 42'44h N
Hydrologic Soil Group —Weld County, Colorado, Northern Part
Area of Interest IAOI)
ri
MAP LEGEND
Area of Interest (AO')
Soils
Soil Rating Polygons
Tk
I.
1W
A
AID
B
B/D
D
DID
O
Not rated or not available
Soil Rating Lines
A
AID
paike
,.he B/D
telsode
C
C/D
paborh D
,r Not rated or not available
Soil Rating Points
• A
■
r
•
ND
B
B/D
■
•
C
C!D
D
a Not rated or not available
Water Features
Streams and Canals
Transportation
41-I
Rails
ebot Interstate Highways
isatzo US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your ADI 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, Northern Part
Survey Area Data: Version 13,. Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1 54,000 or larger
Date(s) aerial images were photographed: Oct 22. 2014 —Oct 2,
2017
The orthophota 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.
LINatural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/2412018
Page 2of4
Hydrologic Soil Group —Weld County, Colorado, Northern Part
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI Percent of A01
10
36
Avar-Manzanola
complex, 0 to 3
percent slopes
Manzanola clay loam, 0 C
to 3 percent slopes
2.1 6,3%
Olney fine sandy loam, B
0 to 6 percent slopes
Totals for Area of Interest
Description
16.8
14.6
33.5
50.2%
43.5%
100.0%
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 (Al B, C, and D) and
three dual classes (A/D, 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 (ND, BID, or /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.
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
10/24/2018
Page 3 of 4
Hydrologic Soil Group —Weld County, Colorado, Northern Part
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoffs None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey
arm Conservation Service National Cooperative Soil Survey
10/24/2018
Page 4 of 4
a
0)
Z.)
Et
(IT)
Cu
J
co
N
Co
I
0
0
U.
cc
C
0
s �
a
Ct
Z
Flood Elevation (BFE)
ion c .N
sal 0 ti)
vi 4 "•J
Q '- t.I
s t1 o
C
I i I:
:
i
1 1§ 13 LD
4 Q dl
_ 4
at M
C E
.C t C CC i. XI 1Z VS C
O a Q D C5
•+
um
C CD
a C
al 03
o
i_ rA
bo ri -a 0
ce 4 4-
4/3
0 6
LL
dcc
In MC
Future Conditions 1% Annual
Chance Flood Hazard ;Lore,'
Area with Reduced Flood Risk due to
Levee. See Notes, acne r
Area with Flood Risk due to Leveez'rc D
kro SCREEN! Area of Min}rnai Flood Hazard t_
Effective LOMRs
I
Area of Undetermined Flood Hazard
Channel, Culvert, or Storm Sewer
I
1
Levee, Dike, or Floodwall
OTHER AREAS
J
W
cc
z
Ltl
a
STRUCTURES
Cross Sections with 1% Annual Chance
Water Surface Elevation
a
It
of el
LL
0
a)
C_
J
a
as XI
m 1s
g
�m
I
Csbi 1
Limit of Study
Jurisdiction Boundary
__— --- Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
It VI
w W
CC
aF.-
7
Digital Data Available
No Digital Date Available
a+
as
E
fR- d C ` i_
O.a C S C L by ea d} al
3'�c
43 § d al =• v wlet
w� g. 1:64;
�- d� y C Lco JD
V 4. m
Lot
J � L c. c as, fa 173Q i 'L3 C a7 Ly lJ
�f� Edj
wa a 1 E 4i 4.8
CI MIS C� X) 7 C e E 2Y E 14 C
121) L p 'CIdi a' C W �+
Ct ha 41 i 2 C Pen ? 4 0 et 14 Qa a' ji. in VI 11 C' rTi
C C L LL C sit
t L'V ,C �+ pa s. ` Li C
N a -I
I C 14 8 iI"! y v t i s a i
�a 4`� Joy >aE fg cg.
I: r�
MAP PANELS
ass_ '2± c � Ems g.
�
C
0 9 cs c Q
zz
43 b- o
ii O+ CL a .C m ( L CL CS
ia�- ° 0mu`. Ea g a
rTIE -5
L 0 0J 7 r
I- rird
'104'8'36 30'91V
40a42'43.03'N
C
0•
1.0
r
0
0
0
CN
C�
0
r
O
0
r
d
tN
668DM
L6 8DM
83M
REFERENCES
1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,3
DATED JUNE 2001 REVISED AUGUST 2008
2. NOAA ATLAS 14 VOLUME 8 VERSION 2 RAINFALL MAPS
B. RUNOFF ANALYSIS-UD RATIONAL SPREADSHEET v1.02a DATED SEPT
2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME I
4. CULVERT DESIGN-UD • CULVERT SPREADSHEET v2.00c DATED FEB 2010
FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1
S. CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1.04 DATED OCT 2006
6. UD-BMP SPREADSHEET v3.01 DATED JAN 2011
7. UD-DETENTION 2.2 DATED AUGUST 2011
Zq
WERNSMAN
ENGINEERING AND
LAND
DEVELOPMENT lie
Eric Wernsnen
16493 Essex Rd
Platteville CO 80651
October 22, 2018
Weld County
Department of Planning Services
1555 N 17th Ave
Greeley, CO 80631
Re: EWS #8 Injection Well Site for Expedition Water Solutions — Traffic Letter
To Whom it May Concern:
The project site is located in the South East quarter of Section 25, Township 9 North, Range 61 West of the 6th
P.M., County of Weld, State of Colorado. The project will consist of an injection well facility for disposal of Oil Field
Water. The subject site is adjacent to an existing gas compression station along the west side. The north, east, and
south sides of the site are adjacent to undeveloped pasture land.
The site will have almost all of the water pumped to this facility and unlike the existing Expedition sites, truck
traffic to the site will be minimal. Expedition Water Solutions anticipates that most days there will be less than 5
truck trips to the site. Expedition is stating 20 trucks a day, only in case overflow from another injection well would
require trucks to be routed to this site. This is not the planned normal operation, only a back-up plan. There will be
approximately 20 passenger vehicle trips to the site per day from the employees. It is anticipated that 50% of the
trips will go east and 50% of the trips will go west on CR 100.
County Road 100 has 67 average daily trips according to Weld County's latest traffic counts on 3/23/2018. With 40
trips (20 truck trips) a day to the site and assuming 10% of those trips are peak hour trips, this generates 4 trips an
hour to the facility. The Weld County vehicle triggers for additional lane construction are as follows:
10 vph during peak hour turning left into the facility — left turn deceleration lane
25 vph during peak hour turning right into the facility — right turn deceleration lane
50 vph during peak hour turning right out of the facility — right turn acceleration
it is not anticipated that the site will reach any of these triggers. The overall low levels of traffic associated with
this site should not have adverse impacts. Please contact me with any questions.
Sincerely,
EricWernsman
Wernsrnan Engineering and Land Development LW
Hello