HomeMy WebLinkAbout20170905.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION
DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631
www.weldaov.com * 970-353-6100 EXT 3540 * FAX 970-304-6498
FOR PLANNING DEPARTMENT USE:
AMOUNT $
APPLICATION RECEIVED BY
DATE RECEIVED: 1/19/17
CASE # ASSIGNED: USR17-0003
PLANNER ASSIGNED: DA
Parcel Number: 1 0 5 7_ 1 2_ 3 _0 0_ 0 0 5
Address of site:
Legal Description: Lot A Red Ex 4599
(*A 12 *lit number on Tax LD.
information, obtahaiale at
w w w .w eldgov.com).
Section: 12 Township: 4 N Range: 66 W
Zone District: Ag Acreage: 6.94 Floodplain:OYON Geological Hazard:CWY N Airport Oreriay:OYON
FEE OWNER(S) OF THE PROPERTY:
Name: Delbert & Rosalie Wertz
Company:
Phone #: 970-396-4554 Email:
Street Address: 17491 County Road 46
City/State/Zip Code: La Salle, CO. 80645
Name:
Company:
Phone #:
Street Address:
City/State/Zap Code:
Name:
Company:
Phone #:
Email:
Street Address: _
CityfState/Zp Code:
Email:
APPLICANT OR AUTHORIZED AGENT (See belowAuthorization mustacconpanyafl applications signed byAuthorizedAgents)
Name: Jeff Winter
Company: Winter Seed & Ag Services LLC
Phone #: 970-573-0840 Email: jeff.winter@plantpioneer.com
Street Address: 1727 19th ave
City/State/Zip Code: Greeley, CO. 80631
PROPOSED USE: Agricultural seed sales/storage and boat, R.V., trailer storage facility.
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
mustsign 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
authorityto sign for the corporation.
SignsAmer or Authorized Agent Signature: Owner or Authorized Agent Date
Jeff Winter
1 7 1
at
Print Name Print Name
Rev 412016
DEPARTMENT OF PLANNING SERVICES
1555 N 17th AVE
GREELEY, CO 80631
PHONE: (970) 353-6100, Ext. 3540
FAX: (970) 304-6498
AUTHORIZATION FORM
I J efrrei 0 id.-n3s-r represent.ik,442ERT 9i AS ./E tdr or he property
(AgentlApplicant) (Owner)
Z located at .4- Pec Ex cs-1 q
LEGAL DESCRIPTION: SEC 1 Z TWN f III RNG G6 4)
SUBDIVISION NAME: AyA- LOT BLK
I can be contacted at the following Home 970 MI6 -1O,Cet
Email:
Work 170- S 7 - Cie?"
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The property owner can be contacted at the following
Home 970- P'q-2P8/
Work 17C -- fv -
Email: 00 e pcop. f TZ/.0 .11NE-T
Correspondence emailed to:
(Check one)
DATE I2 -7F~ 267/rP
OWNER'S SIGNATURE
❑ Agent/Applicant
❑ Property Owner
USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE
REPLIES FOR JEFF WINTER
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.co.weld.co.us/Departments/PlanningZoning/LandUseApplicationsAssistance/ApplicationAssistance.html
Planning Questions: Planner on Call 970-353-6100 x3540
1. Explain, in detail, the proposed use of the property.
The project will consist of an agricultural seed business and storage facility. A portion of the site will be outside
storage and the rest will be in buildings planned for the site. It is anticipated that the outside storage will
consist of RV's and boats but could consist of Construction Equipment and Commercial Vehicles such as
trailers and Semi Trucks. There could be up to 200 spaces for RV's outside. There will be up to 125 spaces for
RV's inside the buildings
2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the
Comprehensive Plan.
The project is being located on farmland that has been previously dried up. The seed business portion of the
facility will directly serve neighboring Ag uses.
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.
Per section 23-3-40 the location can be used for business via a Use by Special Review process.
4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and
compatible with surrounding land uses.
The proposed facility will be surrounded on all sides by farm land. The northwest border is formed by the
Union Pacific Railroad and HW 85 north west of the Railroad.
5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.)
The storage facility will be open 7 days a week and have hours from 6:00 a.m. to 10:00 p.m. The seed
dealership will also be open 7 days a week during planting season (8 weeks a year in the spring) but most
times of the year will not have regular office hours. Planting season will be from April 15t to May 31't. During
this time period the office will be open 7 days a week from 6:00 a.m. to 8:00 p.m.
6. List the number of full time and/or part time employees proposed to work at this site.
There are four partners in the ownership of the facility. Most times of the year there will be one person on site
maximum. During planting season there may be up to 3 of the ownership partners on site to assist customers.
7. If shift work is proposed include the number of employees per shift.
No shift work is planned
8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc.
The storage facility is estimated to have possibly 20 people a day visit the site. The seed facility the peak
times of the year will have up to 10 people a day visit the site.
9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals.
No animals are planned for the site.
10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt,
grass, buildings)
The lot drive surfaces will be road base. A detention pond will account for each type of impervious surface.
11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed?
The site will have (3) spaces available for employees and customers in addition to a loading/ unloading area
that most seed customers will use for parking. There will be one ADA space provided.
12. Explain the existing and proposed landscaping for the site.
There is no current landscaping on the site. The proposed site will have some landscaping around the
perimeter and the detention pond. The landscaping will consist of native grasses and possibly some evergreen
trees. Please see the USR map for the landscaping hatch to see location of Landscaping
13. Describe the type of fence proposed for the site (e.g. 6 foot chain link with earth tone slats)
The fencing will be 6' chain link with no slats to discourage theft.
14. Describe the proposed screening for all parking and outdoor storage areas.
If the site is located in a floodplain outdoor storage is restricted.
The site is not planned to be screened to discourage theft at the facility. The property is not in a flood plain.
15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs.
There will be no reclamation required for the facility if the USR termination occurs
16. Who will provide fire protection to the site?
LaSalle Fire Protection
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 central buildings and the northern half of the eastern building are the only items shown on the site plan
that may not be built with the initial construction. The remainder of the facility will be completed prior to
occupancy. (Including gravel surface to provide emergency vehicle access to all the buildings)
Engineering questions: 970-353-6100 x3540
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)
Passenger Cars/Pickups for all uses up to 15 trips a day.
Pickups with Trailers for all uses up to 5 trips a day.
Tandem Trucks for all uses up to 2 trips a month.
Semi Truck/RV for all uses up to 10 trips a month.
2. Describe the expected travel routes for site traffic.
The majority of the traffic will come from HW 85 via 35 and then 46. Customers west of HW 85 will probably go
south to CR 42 to use the stoplight to cross HW 85 and then north on CR 35.
3. 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.)
70% of the traffic will access the site via HW 85. The remainder will access the site from CR 35 from the south
and CR 46 from the east.
4. Describe the time of day that you expect the highest traffic volumes from above.
9:00 am to 10:00 am.
5. Describe where the access to the site is planned.
The access point to the site will be off of CR 46 along the eastern side of the site.
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.
N/A
2. Where the water originates if it flows onto the property from an offsite source.
Offsite flows originate from the RR ROW
3. Where it flows to as it leaves the property.
It is conveyed in the on -site swales to detention pond where it will be released undetained
4. The direction of flow across the property
West to East
5. If there have been previous drainage problems with the property
N/A
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.
Included
2. The drainage report must include a certification of compliance stamped and signed by the PE which
can be found on the engineering website.
Stamped Certificate of Compliance will be provided with final report.
3. A general drainage report guidance checklist is available on the engineering website. More complete
checklists are available upon request.
Noted
Environmental Health questions: 970-304-6415 x2702
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 Central Weld Water Tap 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 new septic system is planned for the facility.
3. If storage or warehousing is proposed, what type of items will be stored?
The seed business will store seeds only. No fertilizers or other ag chemicals. The storage facility could store
RV's, boats, cars, trucks, trailers, ag equipment, construction equipment, semi trucks and semi trailers.
4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this
site.
There will be a dumpster planned for the site to handle normal wastes. No other chemicals or petroleum
wastes are anticipated to be required to be removed.
5. If there will be fuel storage on site indicate the gallons and the secondary containment. State the number of
tanks and gallons per tank.
There will be no fuel storage on site.
6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained.
There will be no washing of vehicles or equipment on the site
7. If there will be floor drains indicate how the fluids will be contained.
There will be no floor drains in any of the buildings
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
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.
The seed business will initially be a 40' x 100' warehouse facility with an additional 20' x 50' office along one side.
The storage facility buildings will be open on one side (similar to a carport) and be approximately 9600 square feet.
The future buildings on the map will be pole barn type buildings up 15,000 square feet in size (23,000 sq ft total of
future buildings) but fire walls may be required to eliminate the need for sprinkling. The future 40' x 200 sq ft
building and the future 50' x 300' building will be used for RV Storage
2. Explain how the existing structures will be used for this USR?
Not applicable
3. List the proposed use(s) of each structure.
Please see #1
Additional Response to comment #1 the 200' oil and gas setbacks shown are the only ones that reach the
boundary of the USR
Notice of Inquiry
Development within an Intergovernmental Agreement
Urban Growth Boundary
Date of Inquiry
10/13/16
Town Referred to:
LaSalle
Name of Person Inquiring
Jeff Winters
Property Owner
Derek and Rosalie Wertz
Planner
Diana Aungst
Legal Description
Lot A of RE -4599 PT SW4 12 4 66
Legal Parcel #
105712300005
Major Crossroads
CR 35 and CR 46
Type of Inquiry Seed dealership and RV Storage
The above person inquired about developing a parcel of land inside your designated intergovernmental
Agreement Urban Growth Boundary. This person has been referred to your community by Weld County
Planning to discuss development options on this site,
Weld County Comments: Do you wish to annex this property?
Town/City Comments: Ahn,Q.11.a1or61—
Z.-IV-DU(
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I2--13~He
Signature of Weld County Planner
c
Signature of Town/City Representative
It is the applicant's responsibility to return the completed form to Weld County.
Weld County Planning Department
1555 N 17" h Ave. Greeley, Co 8063.1 - (970) 353.6100, ext. 3540 - (970) 304-6498 Fax
FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION
BUSINESS EMERGENCY INFORMATION:
Busine
Name: winter Seed & Ag Services LLC
Address:1727 19th ave
Business
Owner:Jeff Winter
Phone: 979-573-994°
City, ST, Zip: Greeley, CO. 80631
Phone: 970-573-0840
Home Address: 1727 19th ave City, ST, Zip: Greeley, CO. 80631
List three persons in the order to be called in the event of an emergency:
NAME
TITLE ADDRESS
PHONE
Jennifer Winter property co-owner 1727 19th ave. Greeley, CO. 80631 970-302-4027
Michelle Fried
property co-owner 1559 41st ave. Greeley, CO. 80634 970-302-4007
Craig Fried
property co-owner 1559 41st ave. Greeley, CO. 80634 360-460-5041
Business
Hours: Days:
Type of Alarm: None
Burglar Holdup Fire Silent Audible
Name and address of Alarm Company: N/A
Location of Safe: N/A
MISCELLANEOUS INFORMATION:
Number of entry/exit doors in this building: 2
Location(s): South end of seed shed and south end of office.
Is alcohol stored in building? NIA Location(s):
Are drugs stored in building? N/A Location(s):
Are weapons stored in building? N/A Location(s):
The following programs are offere
programs of interest.
a public service of the Weld Coun
Physical Security Check
UTILITY SHUT OFF LOCATIONS.
Main Electrical: unknown at time of application
riffs Office. Please indicate the
Crime Prevention Presentation
Gas Shut Off: unknown at time of application
Exterior Water Shutoff: unknown at time of application
Interior Water Shutoff: unknown at time of application
Weld County Treasurer
Statement of Taxes Due
Account Number 8.4786507 Parcel 105712300005
Legal Description Situs Address
PT SW4 12-4-66, LOT A REC EXEMPT RE -4599
Account: R4786507
WERTZ DELBERT E
17491 COUNTY ROAD 46
LASALLE, CO 80645
Year Tax
Interest Fees
Payments Balance
Tax Charge
2016 $2.62
$0.00 $5.00
$0.00 $7.62
Total Tax Charge $7,62
Grand Total Due as of 01/10/2017 $7.62
COLLECT $5.00
Tax Billed at 2016 Rates for Tax Area 0140 - 0140
Authority
WELD COUNTY
SCHOOL DIST RE1
NORTHERN COLORADO WATER
(NC
CENTRAL COLORADO WATER
(CCw
CENTRAL COLORADO WATER
SUED
LASALLE FIRE
AIMS JUNIOR COLLEGE
HIGH PLAINS LIBRARY
WEST GREELEY CONSERVATION
Mill Levy
15.8000000*
16.9560000
1.0040400
2.0040400
1.5830000
5.1540000
6.3080000
3.2710000
0.4140000
Amount Values Actual Assessed
$0,80 AG -DRY FARM LAND $145 $40
$0.85 AG -WASTE LAND $2 $10
$0.05 Total $147 $50
$0.10
$0.08
$0.25
$0.31
$0.16
$0.02
Weld County Treasurer
Pursuant to the Weld County Subdivision Ordinance, the attached Statement(s) of Taxes
Due, issued by the Weld County Treasurer, are evidence of the status as of this date of all
property taxes; special assessments and prior tax liens attached to this (these) account(s).
Signed:
Current year's taxes are due but not delinquent.
Date: I-ja` I7
JEFF WINTER
USR 17-0003 MAP
CR 46 LASALLE,
WELD COUNTY, COLORADO
CR 46
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VICINITYMAP
PLANNING COMMISSION CERTIFICATION
This is the certify that the Weld County Planring Commission has certified and does hereby recommend to the
Board of County Commissioners_ Weld County Colorado, for its confirmation, approval and adoption this Site
Specific Development Plan and Use by Special Review as shown and described thereon this day of
20
Chair_ Weld County Planning Commission
BOARD OFCOUNTY COMMISSIONERS CERTIFICATION
This is to certify that the Board of County Commissioners. Weld County. Colorado. does hereby confirm and
adopt this Site Specific Development Plan and Use by Special Review and Development Standards as shown
and described hereon this day of 20
Chair, Board of County Commissioners
ATTEST:
Weld County Clerk to the Board
BY:
Deputy Clerk to the Board
Dated:
PROPERTY OWNER'S CERTIFICATION
The undersigned mafor property ownerls) do hereby agree to the Site Specific Development Plan and Use by
Special Review Development Standards as described hereon this day of
20
Signature
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1727 19TH AVE
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WERNSMA N ENGINEERING
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3944986 Pages: 1 of 3
07/02/2013 02:19 PM R Fee:$21.00
Steve Moreno: Clerk and Recorder. Weld County. CO
11111�r11 II III
Exhibit "A"
PIPELINE RIGHT-OF-WAY GRANT
FOR AND IN CONSIDERATION OF THE SUM OF Ten and More ($10.00+) DOLLARS
for the pipelines to be constructed under the terms hereof, to be paid after a survey establishing the route of the lines
has been completed, and before construction is commenced,
IIWE, Delbert E. Wertz and Rosalie K. Wertz, 17491 Weld County Road 46, LaSalle, Colorado 80645
hereinafter referred to as "Grantor" (whether one or more) does hereby grant, sell, convey, and warrant to DCP
Midstream. LP, its successors and assigns, hereinafter referred to as "Grantee', the right, privilege and easement,
Seventy-five (75) feet in width for a temporary easement for initial construction for these lines only and a permanent
easement of Fifty (50) feet in width, for the purpose of two pipelines and from time to time, operating, inspecting,
maintaining, protecting, repairing, replacing, and removing two pipelines or other appurtenances, for the transportation
of oil, gas, petroleum products, water, and any products and derivatives of any of the foregoing, and any combinations
and mixtures of any of the foregoing, upon and along a route through the following described land located in WELD
County, State of COLORADO, to wit:
Township 4 North. Range 66 West, 6th P.M.
Section 12: Part of the SW/4, more particularly described as Lots A and B of Recorded Exemption RE -4599
Said temporary construction easement and permanent pipeline easement being more particularly described on
Exhibit "B" attached hereto and made a part hereof.
Together with the right of ingress and egress to and from said pipelines, on, over, and across said land and adjacent
land of Grantor.
It is agreed that the pipelines to be laid under this grant shall be constructed a minimum depth of forty-eight (48)
inches below the surface of the ground to permit normal cultivation at the time of construction, and Grantor shall have
the right to fully use and enjoy the above described premises subject to the rights herein granted.
Grantee agrees to restore the surface and subsurface to its original contour as nearly as practicable and will replace or
rebuild all damaged parts of all drainage systems, irrigation systems or other property of Grantor, all to the reasonable
satisfaction of Grantor. Grantee also agrees to reseed those lands disturbed with a native grass blend or blend
requested by Grantor.
Grantee shall have the right to clear all trees, undergrowth and other obstructions from the herein granted permanent
right-of-way, and Grantor agrees not to build, construct or create any buildings, structures or engineering works on the
herein granted right-of-way that will interfere with the normal operation and maintenance of said lines.
Grantee agrees to pay to the owners and to any tenant, as their interests may be, any and all damages to crops, timber,
fences, drain tile, or other improvements on said premises that may arise from the exercise of the rights herein granted;
provided, however, that after the pipelines have been constructed hereunder, Grantee shall not be liable for damages
caused on the easement by keeping said easement clear of trees, undergrowth, and brush in the exercise of the rights
herein granted. Any payment due hereunder may be made direct to the said Grantor or any one of them. The initial
consideration paid by Grantee to Grantor includes any and all damages that may be sustained by original construction
of the pipelines within the easement area, including without limitation, cutting trees and damages to surface, fences or
any other property owned by Grantor.
The grant is made in consideration that Grantee, its successors and assigns, shall hold Grantor, its successors and
assigns, harmless from damages or liability of any character which may arise out of the exercise of the rights herein
granted.
The terms, conditions, and provisions of the contract shall extend to and be binding upon the heirs, executors,
administrators, personal representatives, successors, and assigns of the parties hereto.
3944986 Pages: 2 of 3
07/02/2013 02:19 PM R Fee:$21.00
Steve Moreno Clerk and Recorder- Weld County CO
1111INP,Ii4KZl4+'ti:I 14i:144Ptiea11iniTi1:.V.i1,ti.11Ili
TO HAVE AND TO HOLD said easement, rights, estates, and privileges unto Grantee, its successors and assigns, as
long as said easement is used for the purposes granted herein.
IN WITNESS WHEREOF, Grantor has executed this instrument this
signed, sealed, and delivered in the presence of:
Delbert E. Wertz
STATE OF COLORADO
SS.
COUNTY OF f�/�
Art(
day of r, J , 2011
4-)624/.6a n
Rosalie K. Wertz
ACKNOWLEDGEMENT
Before Me, the undersigned, a Notary Public in and for said County and State, on this day personally appeared,
l�el.6Gt lot0,44x tom.,/ iaS& e , known to me to be
the same person(s) who executed the within and foregoing instrument, and acknowledged to me fey executed the
same ase;t free and voluntary act and deed for the purposes and consideration therein expressed.
451
Given Under My Hand and Seal of Office, this day of
My commission expires: '41-.42- /1/
ROBERT E BW, II
NOTARY PUBUC
STATE OF COLORADO
•
, A.D. 2011.
CP..(A7/0
Notary Public
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3944986 Pages: 3 of 3
07/02/2013 02:19 PM R Fee:$21.00
Steve Moreno: Clerk and Recorder Weld County: CO
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DATE: 3/2/2017
TO: Diana Aungst
FROM: Jeff Winter
RE: USR 17-0003 Site Plan Changes
Diana,
The original USR Permit submission included approximately five (5) acres of Union Pacific
Railroad property. This acreage was intended for outdoor RV storage parking.
The new site plan reflects the Railroad property has been deleted; it will not be used for storage
or any other use affiliated with our Permit.
The revised site plan includes one (1) 40' x 100' seed shed, as well as one (1) 40' x 240' three -
sided RV storage building for Phase I construction. The intent is to use the open space for
outdoor RV storage parking, yielding 125 spaces, until additional buildings are constructed in
future construction phases.
The future construction of the site may include the following: one (1) 50' x 300'; two (2) 40' x
240'; and one (1) 40' x 200' three -sided RV storage buildings.
Regards,
Jeff Winter
Winter Seed & Ag Services LLC
970-573-0840
WERNSMAN
mit ENGINEERING, INC.
1011 42nd STREET • EVANS, CO 80620
Phone (970) 353-4463 Fax (970) 353-9257
January 10, 2017
Hayley Brown
Drainage Engineer
Weld County Planning Dept
Greeley CO 8O632
RE: Preliminary Drainage report and plan Winter Seed and Storage Facility
Dear Ms. Brown,
Attached is the Preliminary Drainage Report and Plan for the new Winter
Seed and Storage 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.
Sincerely,
Eric Wernsman P.E.
" I hereby certify that this report for the final drainage design for the
new Winter Seed and Storage Facility was prepared by me (or under
my direct supervision) in accordance with the provisions of the Weld
County Storm Drainage Criteria for the owners thereof"
Registered Professional Engineer
State of Colorado No. 33371
Index
Page
1-10 DRAINAGE REPORT
11 5 YR AND 100 YR RAINFALL DEPTHS FROM GREELEY CRITERIA
12 BASIN AND SUB -BASIN IMPERVIOUSNESS CALCS
13 5-YR PEAK RUNOFF FOR HISTORIC CONDTIONS
14 100-YR PEAK RUNOFF FOR SUBBASIN S1
15 100-YR PEAK RUNOFF FOR SUBBASIN S2
16 100-YR PEAK RUNOFF FOR SUBBASIN S3
17 100-YR PEAK RUNOFF FOR SUBBASIN S4
18 100-YR PEAK RUNOFF FOR SUBBASIN S5
19 100-YR PEAK RUNOFF FOR SUBBASIN S6
20 100-YR PEAK RUNOFF FOR SUBBASIN S7
21 100-YR PEAK RUNOFF FOR THE ENTIRE SITE
22 100-YR PEAK RUNOFF FOR OS1 BASIN
23 100-YR PEAK RUNOFF FOR OS1 BASIN
24 SWALE CALCULATIONS SECTION A -A
25 SWALE CALCULATIONS SECTION B -B
26 SWALE CALCULATIONS SECTION C -C
27 SWALE CALCULATIONS SECTION D -D
28 SWALE CALCULATIONS SECTION E -E
29 SWALE CALCULATIONS SECTION F -F
30 SWALE CALCULATIONS SECTION G -G
31 SWALE CALCULATIONS SECTION H -H
32 SWALE CALCULATIONS SECTION I -I
33 SWALE CALCULATIONS SECTION J -J
34 SWALE CALCULATIONS SECTION K -K
35 SWALE CALCULATIONS SECTION L -L
36 DETENTION VOLUME REQ'D (MODIFIED FAA METHOD)
37 DETENTION VOLUME PROVIDED
38 ORIFICE PLATE FOR 5 YR HISTORIC RELEASE RATE
39 WQCV ORIFICE AND VOLUME REQ'D
40 OVERFLOW CALCULATIONS
41-42 PUMP SPECIFICATIONS
43-44 CULVERT AND RIP RAP CALCULATIONS
45-46 RUNDOWN RIP RAP CALCULATIONS
47-50 NRCS SOIL MAP AND INFORMATION
51 FEMA MAP
52 VICINITY MAP
53 REFERENCES
General Description:
The proposed site is located on the north side of the Weld County Road 46
(WCR 46) Right -of -Way. The site is south east of Union Pacific Railroad Row which
is along the east side of State Highway 85. The proposed site is located on
existing dry land farm ground in the south west % of Section 12 Township 4 North,
Range 66 West of the 6t" Prime Meridian. The Western Mutual Ditch is about
1200 feet east of the project site. The Farmers Independent Ditch is about 1900
feet northwest of the site. No other major waterways are located near or
adjacent to the site.
The entire property contains 6.95 acres, but the plan is for the business to
lease 3.4 acres of Railroad ROW and construct a road base surface on the ROW.
That offsite road base surface will be accounted for in the drainage and detention
calculations. The site is currently dry land farm land. A detention pond with a
water quality control volume is proposed to hold developed flows from the
proposed developed portion of the site and release at a reduced 40 -hour drain
time and a five-year historic rate, respectively. The ground cover on the existing
site varies because it is dry land farm land. The soil types present on the site are
Olney Fine Sandy Loam, 0 percent to 1 percent slopes (Index Number 46 shown
on the map) and Vona Sandy Loam, 3 to 5 percent slopes, (Index Number 75).
The slight majority of the site is Olney Fine Sandy Loam which is a Hydrologic Soil
Type "B" which is used in the calculations. The existing site has a poorly defined
ridgeline running north south that is in the western half of the site that splits
flows to run east and west. The overall drainage of the area however runs from
the south west to the north east.
The majority of the runoff generated by the proposed development will be
collected via a swale or flow overland toward the on -site detention pond. The
remainder of the un-developed on -site flows will sheet flow un-detained to the
northeast. This area will not contain proposed improvements. The detention
pond is located along the southern side of the property and will be pumped to the
eastern side of the site where it will drain as sheet flow to the north east.
Drainage Basins and Sub -Basins:
There is no Weld County Master Drainage Plan for this site at the current
time. The closest major basin is the South Platte River Basin, which lies
approximately 4.5 miles to the north west. This project site is not located within
the South Platte River 100 -year floodplain. The site is located on FEMA map
8123C1730E.
The offsite flows draining toward the site from the south are mainly
directed away from the site by CR 46. CR 46 will direct flows from the south west
to the east. The Union Pacific also acts as a barrier that prevents flows from the
west from entering the site by directing them north east. The areas east of the
site will drain north east away from the site. There is small amount of Railroad
ROW east of the tracks and west of the site that will drain onto the site. Those
areas are designated as basins O51 and OS2 and are accounted for in the drainage
design.
Historically the site slopes generally to the north east at approximately a
0.5% slope. In the current undeveloped condition the five-year runoff rate is 2.78
2-
cubic feet per second (cfs). This historic runoff rate includes the offsite basins that
will be leased from the Railroad and developed as road base surfaces (S1 and S2).
The detention facilities will be designed to include the runoff from
the site and the offsite basins S1 and 52 that will be leased and developed as part
of this project.
Sub -basin S1 contains 2.93 acres and is comprised of a portion of the
railroad row and a about half of the farthest west buildings. The imperviousness
of the basin is 43% and the 100 -year runoff rate is 9.98 cubic feet per second (cfs).
Sub -basin S2 contains 1.97 acres and is north east of S1. S2 is comprised of
the remainder of the railroad row and another portion of the farthest west
buildings. The imperviousness of the basin is 44% and the 100 -year runoff rate is
6.73 cfs.
Sub -basin S3 contains 1.46 acres and is east of S2. S3 is comprised of a
portion of the buildings and road base surfaces. The imperviousness of the basin
is 55% and the 100 -year runoff rate is 5.17 cfs.
Sub -basin S4 contains 0.91 acres and is east of S1. S4 is comprised of a
portion of the buildings and road base surfaces. The imperviousness of the basin
is 54% and the 100 -year runoff rate is 4.16 cfs.
Sub -basin S5 contains 1.48 acres and is east of 54. S5 is comprised of the
central portion of the buildings and road base surfaces. The imperviousness of
the basin is 49% and the 100 -year runoff rate is 5.42 cfs.
Sub -basin $6 contains 0.95 acres and is south of 54. $6 is mainly comprised
of the landscaped detention pond and a small area of road base surface. The
imperviousness of the basin is 6% and the 100 -year runoff rate is 3.27 cfs.
Sub -basin 57 contains 0.45 acres and is east of 56 and 55. S7 is mainly
comprised of the landscaped detention pond and a small area of road base
surface. The imperviousness of the basin is 15% and the 100 -year runoff rate is
1.37 cfs.
Including S1 and S2 the entire site contains 10.25 acres. The overall
imperviousness of the basin is 42% and the 100 -year runoff rate is 29.81 cfs.
The Offsite Sub -basin O51 contains 0.81 acres and is west of Si. O51 is
undeveloped Railroad ROW that will run onto the site. The imperviousness of the
basin is 2% and the 100 -year runoff rate is 2.18 cfs.
The Offsite Sub -basin O52 contains 0.50 acres and is west of 52.O52 is
undeveloped Railroad ROW that will run onto the site. The imperviousness of the
basin is 2% and the 100 -year runoff rate is 1.35 cfs.
Drainage Design Criteria:
The City of Greeley one -hour rate for the five-year and 100 -year storm
events, were used for the project due to the close proximity. A one hour rainfall
depth of 1.49 inches and 2.78 inches were used for runoff calculations. The
rational method was used to calculate runoff and release rates. The detention
pond was sized using a 5 -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 swales are 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 51,823 cubic feet. With a pond outlet invert of 4706, the 100 -
year high-water elevation is 4712. The available volume provided is
approximately 57,357 cubic feet. The water quality capture volume (WQCV) can
be included in this volume per the Weld County Addendum to the Urban Drainage
Manual. The minimum WQCV allowed for the site is 0.193 acre-feet. (8407 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
4708.12 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 a 12 -inch diameter corrugated metal pipe (CMP) that
empties into a 4' diameter manhole that has three Dayton 4LE17 grinder pumps
that will have the combined capacity to pump 2.7 cfs. The pumps will empty into
a single 10" PVC pipe that will carry flow to the east property line. Please see the
detail for further information. A 20' concrete flow leveler shall be placed at the
end of the outlet pipe to convert the point discharge into a more historic sheet
flow.
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 4712. The spillway
base shall be a minimum of 35 feet wide and will limit the flow depth to 5-1/2"
inches at a discharge rate of 33.34 cubic feet per second. Please refer to the
appendix for the calculations regarding the spillway.
A swale is designed along the northwest side of the property in Sub -basin
S1 that collects flows from S1 and OS1 (12.16 cfs). This swale is designated as
Cross -Section A -A in the design calculations and on the drainage plan and has a
slope of 0.3%. Using a manning's "n" of 0.03 for a gravel swale, the resulting 100 -
year event water depth is 0.55 feet and the Froude Number is 0.39. The velocity
of the flow is 1.15 feet per second. The swale provides a minimum of 8" of
freeboard to the building elevations. The swale outfalls into Cross- Section B -B.
Cross Section B -B has a slope of 0.5%. Sec B -B again collects the flow from
S1 and OS1 (12.16 cfs). Using a manning's "n" of 0.03 for a gravel swale, the
resulting 100 -year event water depth is 0.84 feet and the Froude Number is 0.53.
The velocity of the flow is 1.96 feet per second. The swale provides a minimum of
8" of freeboard to the building elevations. The swale outfalls into Sec G -G.
Cross Section C -C has a slope of 0.35%. Sec C -C collects the flow from S2
and O52 (8.08 cfs). Using a manning's "n" of 0.03 for a gravel swale, the resulting
100 -year event water depth is 0.54 feet and the Froude Number is 0.42. The
velocity of the flow is 1.28 feet per second. The swale provides a minimum of 1
foot of freeboard to the building elevations. The swale outfalls into Sec D -D.
i`D
Cross Section D -D has a slope of 0.35%. Sec C -C collects the flow from 52, S3
and O52 (13.25 cfs). Using a manning's "n" of 0.04 for a landscaped swale, the
resulting 100 -year event water depth is 0.92 feet and the Froude Number is 0.42.
The velocity of the flow is 1.89 feet per second. The swale provides a minimum of
1 foot of freeboard to the building elevations and adjacent top of berm. The swale
outfalls into the eastern section of the detention pond.
Cross Section E -E has a slope of 0.5%. Sec E -E collects the flow from 53 (5.17
cfs). Using a manning's "n" of 0.03 for a gravel swale (conservative since a portion
of the channel is on a concrete pan), the resulting 100 -year event water depth is
0.48 feet and the Froude Number is 0.49. The velocity of the flow is 1.35 feet per
second. The swale provides a minimum of 9" of freeboard to the building
elevations. The swale outfalls into Sec D -D
Cross Section F -F has a slope of 0.5%. Sec F -F collects the flow from 54 (4.16
cfs). Using a manning's "n" of 0.03 for a gravel swale (conservative since a portion
of the channel is on a concrete pan), the resulting 100 -year event water depth is
0.41 feet and the Froude Number is 0.47. The velocity of the flow is 1.22 feet per
second. The swale provides a minimum of 1 foot of freeboard to the building
elevations. The swale outfalls into Sec G -G
Cross Section G -G has a slope of 2.2%. Sec G -G collects the flow from 51, 54
and OS1 (16.32 cfs). Using a manning's "n" of 0.016 for a concrete section, the
resulting 100 -year event water depth is 0.41 feet. (All of the flow in a 100 —year
event remains on the concrete section.) The velocity of the flow is 4.81 feet per
second. The swale provides a minimum of 1 foot of freeboard to the building
elevations. The swale outfalls into Sec J -J in the detention pond.
7
Cross Section H -H has a slope of 0.6%. Sec H -H collects the flow from S5
(5.42 cfs). Using a manning's "n" of 0.03 for a gravel swale (conservative since a
portion of the channel is on a concrete pan), the resulting 100 -year event water
depth is 0.33 feet. The velocity of the flow is 1.16 feet per second. The swale
provides a minimum of 6" of freeboard to the building elevations. The swale
outfalls into Sec L -L in the detention pond.
Cross Section I -I has a slope of 0.9%. Sec I -I collects the flow from 54 (4.16
cfs). This is conservative in nature because not all of the flow from 54 can reach I-
I. Using a manning's "n" of 0.03 for a gravel swale (conservative since a portion of
the channel is on a concrete pan), the resulting 100 -year event water depth is 0.5
feet. The velocity of the flow is 1.81 feet per second. Freeboard for the concrete
curb section is not provided because if the channel overtops it will empty into the
detention pond. The swale outfalls into Sec J -J in the detention pond.
Cross Section J -J has a slope of 19%. Sec J -J collects the flow from S1, S4 and
OS1 (16.32 cfs). Using a manning's "n" of 0.016 for concrete section the resulting
100 -year event water depth is 0.27 feet. The velocity of the flow is 15.59 feet per
second. Freeboard for the concrete curb section is not provided because if the
channel overtops it will empty into the detention pond. The section outfalls into a
16' x 16' x 18" Type "L" Rip Rap pad in the bottom of the detention pond.
Cross Section K -K has a slope of 10%. Sec K -K collects the flow from S2, S3,
55, S7 and OS2 (20.04 cfs). Using a manning's "n" of 0.016 for concrete section the
resulting 100 -year event water depth is 0.27 feet. The velocity of the flow is 13.56
feet per second. Freeboard for the concrete curb section is not provided because
if the channel overtops it will empty into the detention pond. The section outfalls
into a 16' x 16' x 18" Type "L" Rip Rap pad in the bottom of the detention pond.
8
Cross Section L -L has a slope of 20%. Sec L -L collects the flow from 55 (5.42
cfs). Using a manning's "n" of 0.016 for concrete section the resulting 100 -year
event water depth is 0.25 feet. The velocity of the flow is 14.25 feet per second.
Freeboard for the concrete curb section is not provided because if the channel
overtops it will empty into the detention pond. The section outfalls into a 8' x 10'
x 18" Type "L" Rip Rap pad in the bottom of the detention pond.
Sec D -D outfalls to a 36" CMP culvert that crosses the access driveway. The
culvert has the ability to pass the flow when the tail water elevation reaches
4711.8 and the head water reaches 4712 which is the detention pond high water
elevation. At this elevation (4711.8) the pond has satisfied the detention
requirement. The high water elevation of 4712 is used for the total detention
calculations has additional volume beyond what is required. The 36" CMP culvert
discharges to an 11' x 5' x 18" Rip Rap map to mitigate erosion.
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.
9
Conclusions:
The proposed site will control developed 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 five-year
historic runoff rate. Off -site flows that drain toward the site are directed through
the property and the detention pond spillway. All of these storm water flows are
conveyed off -site to the west.
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
2 -year
1.04
1.49
1.76
2.51
2.78
50 -year;
190 -year
The 1DF curves were developed by distributing the one -hour point rainfall values using the
factors obtained from the NOM Atlas as presented below.
TABLE 3.4(1). - FACTORS FOR DURATIONS OF LESS THAN ONE HOUR
Duration (minutes)
5
10
15
30
Ratio to 1 -hour Depth
0.29
0.45
0.57
0.79 l 1
The point values were then converted to intensities and plotted on Figure 3-1. The data are
also presented in Tables 3-1, 3-2, and 3-3.
Gf�er.-'I
SA -Of y,I\ tsar C
Section 3 - Page 4
I(
Sub -basin Imperviousness
WINTER 1/8/2017
OS1
Land Use
Area (ft2)
I (%)
Impervious Area, Grass
35259
2
Roofs
0
90
Concrete Surfaces
0
100
Driveways, Gravel
0
40
Wghtd Avg & Total Area
35259
2
Acres 0.8
SB1
Land Use
Area (ft2)
I (%)
Impervious Area, Grass
0
2
Roofs
8000
90
Concrete Surfaces
0
100
Driveways, Gravel
119801
40
Wghtd Avg & Total Area
127801
43
Acres 2.93
SB3
Land Use
Area (ft2)
I (%)
Impervious Area, Grass
0
2
Roofs
19340
90
Concrete Surfaces
0
100
Driveways, Gravel
44069
40
Wghtd Avg & Total Area
63409
55
Acres 1.46
SB5
Land Use
Area (ft2)
I (°/0)
Impervious Area, Grass
0
2
Roofs
11510
90
Concrete Surfaces
0
100
Driveways, Gravel
52964
40
Wghtd Avg & Total Area
64474
49
Acres 1.48
SB7
Land Use
Area (ft2)
I (%)
Impervious Area, Grass
13259
2
Roofs
0
90
Concrete Surfaces
0
100
Driveways, Gravel
6553
40
Wghtd Avg & Total Area
19812
15
Acres 0.45
OS2
Land Use
Area (ft2)
I (%)
Impervious Area, Grass
22824
2
Roofs
0
90
Concrete Surfaces
0
100
Driveways, Gravel
0
4O
Wghtd Avg & Total Area
22824
2
Acres 0.5
SB2
Land Use
Area (ft2)
I (°/9_L
2
Impervious Area, Grass
0
Roofs
6200
90
Concrete Surfaces
0
100
Driveways, Gravel
79435
40
Wghtd Avg & Total Area
85635
44
Acres 1.97
SB4
Land Use
Area (ft2)
I (%)
Impervious Area, Grass
0
2
Roofs
11350
90
Concrete Surfaces
0
_ 100
Driveways, Gravel
28504
40
Wghtd Avg & Total Area
39854
54
Acres 0.91
SB6
Land Use
Area (ft2)
I C/0)
Impervious Area, Grass
36798
2
Roofs
0
90
Concrete Surfaces
0
100
Driveways, Gravel
4405
40
Wghtd Avg & Total Area
41203
6
Acres 0.95
ENTIRE SITE
Land Use
Area (ft2)
I (%)
Impervious Area, Grass
50057
2
Roofs
56400
90
Concrete Surfaces
0
100
Driveways, Gravel
335731
40
Wghtd Avg & Total Area
442188
42
Acres 10.15
CALCULATION OF -A PEAK:R₹JNOFF-USING RATIONAL METHOD
Project Title: _
Catchment ID:
WINTER
Hi
I. Catchment Hydrologic Data
Catchment ID = H1
Area = 10.25 Acres
Percent Imperviousness = 2.00 %
NRCS Soil Type = B A, B, C, or D
II. Rainfall Information I (inch/hr) = Cl P1 1(O2 + Td)"C3
Design Storm Return Period, Tr = . 5 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 1.47 inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C = 0.08
Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 = 0,0B
Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swalesl
Waterways
LEGEND
O Begiiming
Flaw Direction
Catchmani
Boundary
NRCS Land
Type
Conveyance
2.5
5
7
10
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Calculations:
Reach
ID
Overland
Slope
S
ftlft
input
Length
L
ft
input
500 ...
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
l+1/A
5.00
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
S168
19..58 C: -
0.0050
0.08
0.16
0,35,:
0.00501::'.
•- ':415
2
.3......:
Sum
915
IV. Peak Runoff Prediction
Rainfall Intensity at Computed To, I = 1.32 inch/hr
Rainfall Intensity at Regional Tc, I = : 3.33 inch/hr
Rainfall Intensity at User -Defined Tc, I = 3.33 inch/hr
Computed Tc =
Regional Tc =
User -Entered Tc =
71.25
15.08
15.08.
Peak Flowrate, Op = 1:17 cfs
Peak Flowrate, Op = . 2.76 cfs
Peak Flowrate, Op = 2:78 cfs
I-IISTORIC.xls, Tc and Peak° 1/9/2017, 7:06 AM
CALCULATION -OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
WINTER
S1
I. Catchment Hydrologic Data
Catchment ID= S1
Area = 2:93 Acres
Percent Imperviousness = 43:00 %
NRCS Soil Type = B A, B, C, or D
II. Rainfall Information I (inchlhr) = C1 ' P1 !(02 + Td)"C3
Design Storm Return Period, Tr = 100 years
C1 = 28.50
C2= 10.00:
C3= 0.786
P1= 2.78 inches
(input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
(input one -hr precipitation --see Sheet "Design Info")
Ill. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C
0,5t
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
illustration
LEGEND
Q Beginning
Flew Direction
Catchment
Benw3arx
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Shod
Pasture/
Lawns
Nearly '
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance 2.5 5 7 10 15 20
Calculations:
Reach
ID
Overland
Slope
S
ft/ft
in put
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey -
anus
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0076:
a003Q:
0.0050
1.83.
255 •
80
2
3
4
5
Sum
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, i =
Rainfall Intensity at Regional Tc, I =
Rainfall Intensity at User -Defined To, I =
4.53 inchlhr
6.77 inch/hr
6.77 inchlhr
6.31_
1500
15.00
0.14
0.82
1.06
21.65
-5:17
- 1.26
Computed Tc =
Regional Tc =
User -Entered To =
28.08
12.89=
12.89
Peak Flowrate, Qp _
Peak Flowrate, Op =
Peak Flowrate, Op =
6.68 cfs
9.98 cfs
9.98 cfs
S1100.xls, To and PeakQ 1/9/2017, 7:06 AM
1`�
.CALCULATION OF A:PEAK RUNOFF -USING RATIONAL METHOD
Project Title:
Catchment ID:
WINTER'
S2
I. Catchment Hydrologic Data
Catchment ID = S2
Area = 1.97 Acres
Percent Imperviousness = 44.00 %
NRCS Soil Type = - B A, B, C, or D
II. Rainfall Information I (inch/fir) = C1- P1 /(C2 + Td)^C3
Design Storm Return Period, Tr = 100 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= . 2.78 inches (input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C = 0.51
Overide Runoff Coefficient, C = _
5-yr. Runoff Coefficient, C -S =
Overide 5-yr, Runoff Coefficient, C =
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.32
.. (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Tillage/
Field
Short
Pasture!
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
LEGEND
OB=� 'a
now Direction
Catchment
Boundeiy
NRCS Land Heavy
Type Meadow
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
Conveyance
2.5
5
7 10
15
20
Calculations:
Reach
ID
Overland
Slope
S
filft
input
Length
L
It
input
162
5-yr
Runoff
Coefl
C-5
output
NRCS
Convey-
ance
input
N1Ac::.:
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
22.61
5.88
0.0050
0.32
0.12
0.0030
0.0035
290
60
..,,2
3
4
Sum
532
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 4.36 inchlhr
Rainfall Intensity at Regional To, I = 6.75 inch/hr
Rainfall Intensity at User -Defined Tc, I = .. 6.75 inchlhr
S1200xls, Tc and PeakO
15.0O
D:&2::.
0.89
15.00
1.50
Computed Tc =
Regional Tc =
User -Entered Tc
Peak Flowrate, Qp =
Peak Flowrate, Qp
Peak Flowrate, Op =
30.00
12.96
12.96
4.35 cfs
6.73 cfs
6.73 cfs
119/2017, 7:06 AM
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: ...:.:;: �1111NTER
Catchment ID: S3
I. Catchment Hydrologic Data
Catchment ID = S3
Area = . 1.46 Acres
Percent Imperviousness = - 55.00 %
NRCS Soil Type = B A, B, C, or D
IL Rainfall Information I (inch/hr) = Cl - P1 1(C2 * Td)AC3
Design Storm Return Period, Tr = 100 years (input return period for design storm)
Cl = 28.50 (input the value of C1)
C2= 10,00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.78 inches (input one -hr precipitation —see Sheet "Design Info")
Analysis of Flow Time (Time of Concentration) fora Catchment
Runoff Coefficient, C = 0:54
Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.)
...................
5-yr. Runoff Coefficient, C-5 = 0,38:
Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land
Type
Conveyance
Calculations:
Reach
ID
Slope
S
Length
L
NRCS
Convey-
ance
Tillage/
Field
Short
Pasture!
Lawns
7
Nearly
Bare
Ground
10
LEGEr' D
Ogg
Firm Dirac !ion
Cateh nevi
Boundary
Grassed
Swalest
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Overland
fllft
input
ft
input
5-yr
Runoff
Coeff
C-5
output
input
NIA::.
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0-0200
00050::
.0.0050::
25...
0.38
0.08
5.18
1
2...
356
328:.....,
Sum
709
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 6.41 inch/hr
Rainfall Intensity at Regional Tc, I = . 6.53 inchlhr
Rainfall Intensity at User -Defined Tc, I = 6.53 Inch/hr
20.00
15:00
1.41
4:20
5.15
1.06
Computed Tc =
Regional Tc =
User -Entered Tc =
Peak Flowrate, Qp =
Peak Flowrate, Op =
Peak Flowrate, Qp =
14.53
13.94
13.94
5.08 cfs
5.17 cfs
5.17 cfs
S1300.xls, Tc and PeakQ 1/9/2017, 7:06 AM
CALCULATION OF APEAK RUNOFF USING RATIONAL METHOD
Project Title: WINTER
Catchment ID: ._ S4
I. Catchment Hydrologic Data
Catchment ID = 54
Area = 0.91 Acres
Percent Imperviousness = . 54.0D %
NRCS Soil Type = ....:..... B. A, B, C, or D
II. Rainfall Information I (lnchihr) = Cl P1 /(C2 + Td)AC3
Design Storm Return Period, Tr =
Cl = 28.50
C2= 10.00
C3= 0.786
P1=
100 years
2.78 inches
(Input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of 03)
(input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
..............
Runoff Coefficient, C = .. G.54
Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 = '' 0.37
Overide 5-yr, Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C5.)
Illustration
LEGEND
Being
Flaw Di¢ection
Catchment
Boundary
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas 8
Shallow Paved Swales
(Sheet Flow)
Conveyance f 2.5 5 7 14
15 20
Calculations:
Reach
ID
Overland
1
2
Slope
S
Rift
input
Length
L
ft
input
35
173
36
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
NI/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0370
0.0055
0.0270
4
5..
Sum
z44
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 8.48 inch/Fir
Rainfall Intensity at Regional Tc, I = 714 inchfir
Rainfall Intensity at User -Defined Tc, I = 8.48 inchlhr
0.37
2000
20.00
0.1'2
1.48
3.29
5.04
1.94
0.18
...................
Computed Tc =
Regional Tc =
User -Entered Tc =
T.17
11:36:
7:17
Peak Flowrate, Qp = 4.16 cfs
Peak Flowrate, Qp = . 3,50 cfs
Peak Flowrate, Op = ` :416 cfs
S4100.xls, To and PeakQ 1/9/2017, 7:07 AM
17
CALCULATION;OF A PEAK RUNOFF USING RATIONAL METHOD :
Project Title:
Catchment ID:
WINTER
S5
I. Catchment Hydrologic Data
Catchment ID = S5..
Area = ::.:_ ...:1..48 Acres
Percent Imperviousness = . . ,49.00 %
NRCS Soil Type = BA,B,C,orD
II. Rainfall Information I (inchlhr) = Cl* P1 l(C2 + Td)^C3
Design Storm Return Period, Tr = . 100 years (input return period for design storm)
Cl = 28.50 (Input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0 786 (Input the value of C3)
P1= 2.78 inches (input one -hr precipitation -see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) fora Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr, Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0.52
(enter an overide C value if desired, or leave blank to accept calculated C.)
0.34;
_::: (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
LEGEND
(� Be hud {
Flew Duet lion
Caluhmant
Be ea.darr
NRCS Land
Type
Conveyance
2.5 5 I�� 10 1
Calculations:
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Reach
ID
Overland
Slope
S
ft/ft
input
Length
L
It
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A.
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0020
25.
0.04'
1.59
11.61
3.16
13.0063:
301
5:
Sum
326'
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = _
Rainfall Intensity at Regional To, I = _
Rainfall Intensity at User -Defined Tc, I =
6.36 inch/hr
7.03 inch/hr
7,03 inch/hr
20.00
Computed Tc =
Regional Tc
User -Entered Tc =
14.77
11.81
11.81
Peak Flowrate, Qp =.
Peak Flowrate, Qp =
Peak Flowrate, Qp
4.90 cis
5.42 cfs
5.42 cfs
S5100.xis, Tc and PeakO 1/912017, 7:07 AM
l$
CALCULATION OF A PEAK:RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
WINTTR
Se
I. Catchment Hydrologic Data
Catchment ID = $6
Area = 0.95 Acres
Percent Imperviousness = .. 6.00 %
NRCS Soil Type = B A, B, C, or D
II. Rainfall Information t (inch/hr) = Cl * P1 1(C2 + Td)AC3
Design Storm Return Period, Tr = 100 years
C1 = 28.50
C2= 10.00
C3= 0.786
P1= -- 2.78 inches
(input return period for design storm)
(input the value of C1)
(input the value of C2)
(input the value of C3)
(input one -hr precipitation --see Sheet "Design Info")
III. Analysis of Flow Time Crime of Concentration) for a Catchment
Runoff Coefficient, C = _=r' 0.38
Overide Runoff Coefficient, C = ... (enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 = ` 0.11
Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Heavy
Meadow
Tillage/
Field
Short
Pasture!
Lawns
Nearly
Bare
Ground
LEGEND
O Beginning
Flow Dine[tion
Catchment
Bdrundaxx
NRCS Land
Type
Conveyances
Calculations:
2.5
7
m
Grassed
Waterways
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
15
20
Reach
ID
Overland
Slope
S
iVfl
input
O250D
0.0090
011000
0.0030
Length
L
ft
Input
5 -r -
Runoff
Coeff
C-5
output
0.11
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
0:13
Flow
Time
Tf
minutes
output
2.97
1
2
3
4
5
144
24 _..
63
Sum
254
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 8:96 inch/hr
Rainfall Intensity at Regional Tc, I = ` 7.13 inch/hr
Rainfall Intensity at User -Defined Tc, I = 8.96 inch/hr
S6100.xls, Tc and PeakO
15.00
20.00
15,-00
1.69
0.06 .:.:
1;28
6.32
0.82
Computed To =
Regional Tc =
User -Entered To =
6.00
11.41
600
Peak Flowrate, Op = 3.27 cfs
Peak Flowrate, Op = 2.60 cfs
Peak Flowrate, Op 3.27 cfs
1/9/2017, 7:07 AM
ft
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
Project Title: _
Catchment ID:
WINTER
S7
I. Catchment Hydrologic Data
Catchment ID = S7
Area = 0.45 Acres
Percent Imperviousness = .. . 15,00. %
NRCS Soil Type = ...... B A, B, C, or D
II. Rainfall Information I (inchlhr) = Cl * P1 !(C2 + Td)AC3
Design Storm Return Period, Tr = 1.00 years (input return period for design storm)
Cl = 28150 (input the value of C1)
C2= 10:00: (input the value of C2)
C3= 0.786 (input the value of C3)
P1= . 2 78 inches (input one -hr precipitation —see Sheet "Design Info")
Ill. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C = . 0:42
Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C -S = ;;':::::;:;:0.17:
Overide 5-yr. Runoff Coefficient, C (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
rNRCS Land
Type
Conveyance
Calculations:
Heavy
Meadow
2.5
Tillage/
Field
5
Short
Pasture/
Lawns
Nearly
Bare
Ground
7 10
LEGEND
O Beginning
Flew Direction
Cateh-mant
Boundary
Grassed
Swales/
Waterways
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Reach
ID
Overland
1
2
3
4
5
Slope
S
flit
input
Length
L
fl
input
5-yr
Runoff
Coeff
C-5
output
NRCS Flow Flow
Convey- Velocity Time
- ance V Tf
fps minutes
input output output
N/A 0,11 ...:1.1.57.
0.0200
0.0100':
0.1500
0.0050
76
65..
12 ..
63
Sum
216
0.17.
10.00 1:00: 1.08
7.00 2.71 0.07
1500 t-:06. 0.99
Computed c = 13.83
Regional Tc = : 11.20
User -Entered Tc = 11.20
IV. Peak Runoff Prediction
Rainfall Intensity at Computed To, I = 6.56 inch/hr Peak Flowrate, Op = 1.25 cfs
Rainfall Intensity at Regional To, I 7.18 inch/hr Peak Flowrate, Qp = 1,37 cfs
Rainfall Intensity at User -Defined Tc, ] =:'x:: .. 718 inch/hr Peak Flowrate, Qp = .. - -1.37 cfs
57100 xls, TO and PeakQ
11912017, 7:07 AM
cw0
CALCULATION OF:A PEAK RUNOFF USING RATIONAL METHOD
Project Title:
Catchment ID:
WINTER
ENTIRE SITE
I. Catchment Hydrologic Data
Catchment ID = ENTIRE SITE
Area = 10.15 Acres
Percent Imperviousness = 42.04 %
NRCS Soil Type = B A, B, C, or D
II. Rainfall Information I (inch/hr) = C1* P1 /IC2 + Td)"C3
Design Storm Return Period, Tr = 100 years (input return period for design storm)
Cl = 28.50 (input the value of C1)
C2= . 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.78 inches (input one -hr precipitation -see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 =
Overide 5-yr. Runoff Coefficient, C =
0,50
0.31':
(enter an overide C value if desired, or leave blank to accept calculated C.)
(enter an overide C -S value if desired, or leave blank to accept calculated C-5.)
Illustration
LEGEND
O Deeming
Flow Ditation
Catansent
Boun3xi7
NRCS Land
Type
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
Nearly
Bare
Ground
Grassed
Swales/
Waterways
Paved Areas 8
Shallow Paved Swales
(Sheet Flow)
Conveyance 2.5 5 ` 7
10 15 20
Calculations:
Reach
ID
Overland
Slope
S
ft/fl
input
Length
L
ft
input
162
290
103
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
N/A
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
22.91
4.4050
0.0030
0.0035
0.31
0.12
1.10
0.89
1.06
1.06 ...
1.38
1
2
3
4
5
0.0050
0.0050.
4.0085
571
62
148
Sum
1,336
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = _
Rainfall intensity at Regional Tc, I = _
Rainfall Intensity at User -Defined Tc, I = _
3.60 inch/hr
5.87 inch/hr
5.87 inch/hr
20.00.::,
4.41
1.93
8.97
0.97`:
1.78
15.00
15.00
Computed To =
Regional Tc =
User -Entered Tc =
40.98
17.42
17.42
Peak Flowrate, Qp 18,31 cfs
Peak Flowrate, Op = "' "29.81 cfs
Peak Flowrate, Op = 29.81 cfs
ENTIRESITE100.xls, To and PeakQ 1/9/2017, 7:07AM
it
CALCULATION OFAPEAK RUNOFF USING.RATIONAL:METHOD:
Project Title:
Catchment ID:
WINTER.
OS1
I. Catchment Hydrologic Data
Catchment ID = O51
Area = 0.81 Acres
Percent Imperviousness = 2.00 %
NRCS Soil Type = B A, B, C, or D
II. Rainfall Information I (inchlhr) C1 " P1 /(C2 + Td)^C3
Design Storm Return Period, Tr = 100 years (input return period for design storm)
Cl = 28.50 (input the value of C1)
C2= 10.00 (input the value of C2)
C3= 0.786 (input the value of C3)
P1= 2.78 Inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C = 0.36
Overide Runoff Coefficient, C =
5-yr. Runoff Coefficient, C-5 = 0.08
(enter an overide C value if desired, or leave blank to accept calculated C.)
Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Heavy Tillage/ Short Nearly
Meadow Field Pasture/ Bare
Lawns Ground
Grassed
Swales/
Waterways
',MEND
Q Beaming
Flow Direction
Catchment
Be ....aa'
NRCS Land
Type
Conveyance
2.5 5 I�
Calculations:
10
15
Paved Areas &
Shallow Paved Swales
(Sheet Flow)
20
Reach
ID
Overland
Slope
S
ft/11
input
Length
L
ft
input
5-yr
Runoff
Coeff
c-5
output
NRCS
Convey-
, once
input
N/A;;;;,
Flow
Velocity
V
fps
output
Flow
Time
Tf
minutes
output
0.0100
54
0.08
0.07
13.551
1
2
4
5
Sum
54
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 6.62 inch/hr
Rainfall Intensity at Regional Tc, I = : 7.43 inch/hr
Rainfall Intensity at User -Defined Tc, I = : r r : 7.43 inch/hr
0S1100.xls, To and PeakQ
Computed Tc =
Regional Tc =
User -Entered Tc =
13.5T-
1O.3O
10.30
Peak Flowrate, Qp = 1.94 cfs
Peak Flowrate, Op = 2.18 cfs
Peak Flowrate, Qp = 2.18 cfs
1/9/2017, 7:08 AM
CALCULATION OF A PEAK.RUNOFF. RATIONAL METHOD
Project Title:
Catchment ID:
WINTER ::"
I. Catchment Hydrologic Data
Catchment ID = O52 --
Area = 0.50 Acres
Percent Imperviousness = 2:00 %
NRCS Soil Type = a A, B, C, or D
II. Rainfall Information I (inch/hr) = Cl ' P1 i(C2 + Td)AC3
Design Storm Return Period, Tr = 100 years (input return period for design storm)
C1 = 28.50 (input the value of C1)
C2= wy : 10:00 (input the value of C2)
C3= 0786 (input the value of C3)
P1= 2.78 inches (input one -hr precipitation —see Sheet "Design Info")
III. Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C = ""` 0:36`
Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 = 0.08
Overide 5-yr_ Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
Heavy
Meadow
Tillage/
Field
Short
Pasture/
Lawns
LEGEND
O Beginning
Flaw Direction
Catehmeni
BoundeaY
NRCS Land
Type
5
Nearly
Bare
Ground
Grassed
Swafesl
Waterwa
Paved Areas &
Shallow Paved Swabs
(Sheet Flow)
7
10
15
20
Calculations:
Reach
ID
Overland
Slope
S
ftlft
Input
Length
L
ft
input
5-yr
Runoff
Coeff
C-5
output
NRCS
Convey-
ance
input
NJA
Flow
Velocity
V
fps
output
Flow
Time
If
minutes
output
• 00089:::
54
0.08_
0.06
14,54
2
Surn
54...
IV. Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I = 6i40- inch/hr
Rainfall Intensity at Regional Tc, I = 7,43 inchmr
Rainfall Intensity at User -Defined Tc, I = 7.43 inchlhr
Computed Tc =
Regional Tc =
User -Entered Tc =
14.54
10 30
1.0.30
Peak Flowrate, Op = 1 X16 cfs
Peak Flowrate, Op = : 1:35. cfs
Peak Flowrate, Op = s.:. 1.35 cfs
O521100 xis, Tc and PeakO 1/9/2017, 7:08 AM
7,3
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER
SEC A -A REQ'D TO FLOW 12.16 cfs
F
Y
T
Z1
Ye
S
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.0030 ft/ft
n = 0.030
B= 6:06ft
Z1 = 52.00 ft/ft
Z2 = 19.00 ft/ft
F= 1.00 ft
Y = 0.55 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
-Q =
Fr =
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
12.35 cfs
0.39
115 fps
10.74 sq ft
39.05 ft
$9:07 ft
0.27 ft
0.28 ft
0.57 ft
0.18, ft
0.15 kip
SECA-A.xlsx, Basics 1/9/2017, 7:09 AM
it
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER
SEC B-BREQ'D TO FLOW 12.16 cfs
F A
Y
T
El
Yo
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.0050 ft/ft
n = 0.030
B = 0.04 ft
Z1 = 9.00 ft/ft
Z2 = 9.00 ft/ft
F = 1.00 ft
Y= 0.84 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
12.46 cfs
Fr = _
V= _
A= _
T=`
P= _
R= _
D= _
Es = _
Yo =
Fs =
0.53
1.96 fps
6.35 sq ft
15.12 ft
15.21 ft
0.42 ft
0.42 ft
0.90 ft
0.28 ft
0,16 kip
SECB-B.xlsx, Basics 1/9/2017, 7:09 AM
Zs-
Normal Flow Analysis - Trapezoidal Channel
Project
Channel ID:
WINTER
SEC C -C REQ'D TO FLOW 8.08 .cfs
Y
T
Ye
a
Z1 <
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.0035 ft/ft
n = 0.030
B= 0.00 ft
Z1 = 36.00 ft/ft
Z2 = 4.00 ft/ft
F= 1.00ft
Y= 0.58 ft
Normal Flow Condtion (Calculated?
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=. •
Es =
Yo =
Fs =
8.64 cfs
0.42
1.28 fps
6.73 sq ft
23.20 ft
23.28 ft
0.29 ft
0.29 ft
0.61 ft
0,19 ft
0.10 kip
SECC-C.xlsx, Basics
1/9/2017, 7:09 AM
Lio
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER •
5EC:D-D REQ'D TO FLOW13.25 cfs
F
T
Z1
Yo
B
Z2
1
Design Information (Input)
Channel invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.0050 ft/ft
n = 0.040
B = 4.00 ft
Z1 = 4.00 ft/ft
Z2 = 4.00 ft/ft
F= 1.00 ft
Y= 0.92 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
13.38 cfs
0.42
1.89 fps
7.07 sq ft
11.36 ft
11.59 ft
0.61 ft
0.62 ft
0.98 ft
0.39 ft
022 kip
SECD-D.xlsx, Basics 1/9/2017, 7:09 AM
27
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER
SEC E=E:REO'D TO FLOW 5.17 cfs
Deslcin Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.0050 ft/ft
n = 0.030
B= 0.00 ft
Z1 = 17.00 ft/ft
Z2 = 17.00. ft/ft
F= 1.00 ft
Y= 0.48 ft
Normal Flow Condtion (Calculated).
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Fr=
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
5.31 cfs
0.49
1.35 fps
3.92 so ft
16.32 ft
16.35 ft
0.24 ft
0.24 ft
0.51 ft
0.16 ft
0.05 kip
SECe-e.xlsx, Basics 1/9/2017, 7:10 AM
Z9
Normal Flow Analysis - Trapezoidal Channel
Project: _
Channel ID:
WINTER
SEC F -F REQ'D TO FLOW 4.16 cfs
F
Y
T
Z1
Yo
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.0050 ft/ft
n = 0.030
B = 0.00 ft
Z1 = 22.00 ft/ft
Z2 = 19.00 ft/ft
F= 1,00 ft
Y = 0.41 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr=
V=
A=
T=
P=
R=
D=
Es=
Ye =
Fs
4.20 cfs
0A7
1.22 fps
3.45 sq ft
16.81 ft
16.83 ft
0.26 ft
0.21 ft
0.43 ft
0.14 ft
0.04 kip
SECF-F.xlsx, Basics 1/9/2017, 7:10 AM
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER
SEC G -G REQ'D TO FLOW 16.32 cfs
Design Information (Input)
Channel invert Slope
-Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.0220 ft/ft
n = 0.016
B= 0.00 ft
Z1 = 20.00 ft/ft
Z2 = 20.00 ft/ft
F= 1.00 ft
Y = 0:41 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr=
V=
A=
T=
P=
R=
D=
Es=
Yo =
Fs=
18.34 cfs
1.87
4.81 fps
3,39 sq ft
16.48 ft
16.50 ft
0.21 ft
0.21 ft
0.77 ft
0.14 ft
0.18 kip
SECG-G.xlsx, Basics
1/9/2017, 7:10 AM
20
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER
SEC H -H REQ'D TO FLOW 5.64 cfs
F
Y
T
Z1
Vo
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.0060 ft/ft
n = 0.030
B= 0.00ft
Z1 = 50.00,ff/ft
Z2 = 50.00 ftlft
F= 1.00 ft
Y= 0.33 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
:. :.6:30 cis
Fr = 1).50
).50
V = 1.16 fps
A = 5.45 sg ft
T = 33.00 ft
P = 33.01 ft
R= 0.16 ft
D = 0.17 ft
Es= 0.35 ft
Yo= 0.11 ft
Fs = 0.05 kip
SECH-H.xlsx, Basics 1/9/2017, 7:11 AM
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER
SEC I-1REQ'D TO FLOW 4.16 cfs
F
Y
T
Zi
Ye
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So =
n=
B=
Z1=
Z2 =
F=
0.0090 ft/ft
0.030
0.00 ft
0.01 ft/ft
20.00 ft/ft
1.00 ft
Y = 0,50 ft
Normal Flow Condtion (Calculated'
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr =
V=
A=
T=
P=
R=
D=
Es=
Yo =
Fs
4.53 cfs
0.64
1.81 fps
2.50 so ft
10.01 ft
10.51 ft
0.24 ft
0.25 ft
0.55 fl.
0.17 ft
0.04 kip
SECI-I.xlsx, Basics 1/9/2017, 7:11 AM
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER .
SECJ-J REQ'D TO FLOW 16.32 cfs
F
Y
T
Z1
Ye
0
B
Z2
I
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.1900 fUft
n = 0.016
B= 4.00 ft
Z1 = 0.01 ft/ft
Z2 = 0.01 ft/ft
F= 1.00 ft
Y = 0.27 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr=
V=`
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
16.85 cfs
5.29
15.59 fps
1.08 so ft
4.01 ft
4.54 ft
0.24 ft
0.27 ft
4.04 ft
0.13 ft
0.52 kip
SECJ-Jxlsx.xlsx, Basics 1/9/2017, 7:11 AM
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER
SECK-K REQ'D TO FLOW 20.04 cfs
T
Yo
ZI
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.1000 ft/ft
n = 0.016
B = 4.00 ft
Zl = 0,01 ft/ft
Z2 = 0.01 ft/ft
F = 1.00 ft
Y= 0.37 ft
Normal Flow Condtion (Calculated)
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr=
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
20.09 cfs
3.93
13.56 fps
1.48 sq ft
4.01 ft
4.74 ft
0.31 ft
0,37 ft
3,23 ft
0.18 ft
0.55 kip
SECK-K.xlsx, Basics
1/9/2017, 7:11 AM
Normal Flow Analysis - Trapezoidal Channel
Project:
Channel ID:
WINTER
SECL-L REQ.D TO FLOW 5,42 :cfs
F
Y
T
Z1
Ye
B
Z2
1
Design Information (Input)
Channel Invert Slope
Manning's n
Bottom Width
Left Side Slope
Right Side Slope
Freeboard Height
Design Water Depth
So = 0.2000 Mt
c = 0.016
B= 2.00 ft
Z1 = 0.01 ft/ft
Z2 = 0.01 ft/ft
F = 1.00 ft
Y = 0.25 ft
Normal Flow Condtion (Calculated}
Discharge
Froude Number
Flow Velocity
Flow Area
Top Width
Wetted Perimeter
Hydraulic Radius
Hydraulic Depth
Specific Energy
Centroid of Flow Area
Specific Force
Q=
Fr=
V=
A=
T=
P=
R=
D=
Es =
Yo =
Fs =
7.14 cfs
5.03
14:25 fps
0.50 sq ft
2,01 ft
2.50 ft
0.20 ft
0.25 ft
3.41 ft
0.12 ft
0.20 kip
SECL-L.xlsx, Basics
1/9/2017, 7:11 AM
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Project:
Basin ID:
(For catchments less than 100 acres only. For larger catchments, use hydrograph routing method}
(NOTE: for catchments larger than SO acres, LUMP hydrograph and muting are recommended)
Determ l nation of MINOR Detention Volume Using Modified FAA Method
Determination of MAJOR Detention Volume Using Modified FAA Method
Deelpn Information In trt .
I.=
A=
Type •
T =
To =
q =
P. _
C. •
C; •
C, =
percent
acres
A, B, C, or D
years (2, 5, 10, 25, 50, or 1090
meutes
cfsfaore
inches
Desion Information finoull:
1e.
A
Type =
7 .I:....
TO .
a =
P, _
C,=
G, =
G =
42.00
10.155
B
percent
acres
A, a, 0, or D
years I2, 5, 10, 25. 50, aria])
mlwtes
cfs/aore
{riches
Caldrnen8 Drainage Imperviousness
Catchment Drainage Area
Predeselopment 9000 Sol Gulp
Ream Period for Deteraon Control
Time of Concentrator of Watershed
Allowable Una Release Rate
❑ne-M:r Prar b5on
Design Rainfall 1DF Formula I= C,'P11(Or+T,)^Ca
Coefficient One
Coefficient Two
Coefficient T1eee
• : 42-00 :
Catdeneet Drainage imperviousness
Catdaner,t Drainage Area
Predevelopment HRCS 508 Gory
Rem Period for Detention Control
Time of Concentrator of Watershed
Aloenable Unit Release Rate
Dno-hos_r Precipda0an
Design Rainfall OF Formula 4= C,' P11(C,+T,J^C,
Coefficient One
Coefficient Two
Coeffider4 Three
10.150
B
12
400 • _ l'
: - 40 -
40
0.21
' ' 0.27-_ ' -
•7-47 •
?.7B
28.50 _.
16
0 759
28.50
• 13—
0.789
Determination of AVeraae Outflow from the Basin (Calculated):
Determination of Areraot Outflow from the as ICalculatedl:
Ruoff Coefficient
Inflow Peak
Allowable Peak
C= 0.37
Ruoff Open • 7-18 cue
Outflow Race 139 -out • 2.69 off
Mod FAA Minor Storage Volume = 14.355 cubic feet
Mod FAA Minor Storage Volume = 0.330 acted[
'- Enter 0d0.00 Dua@an IncrementOI Increa55 Value Here ja-g. 5 for 5 -Minutes)
Runoff Coefficient C = 0-90
Haw Peak Rs ,off C117 -in = 19.35 cis
ANowable Peak Outflow Rate Op -out = 2.74 cis
Mad. FAA Major Storage Volume a 51,319 cubic feet
Mad. FAA Major Storage Volume = 1.176 acre -41
20 -
Rabid
DoaSon
rcrfutes
Iirail)
Rainfall
Intensity
mines le
(3018141
Indoor
Vuhme
acre-feet
4udput)
Ad)<stmenl
Factor
-ni
101118!10
Average
OVAow
at
(output)
Outflow
Volume
acre-feet
1ou181t)
Storage
Velure
acre-feet
(output)
Rainfall
bo ason
masses
(rq0)
Rairla6
! enity
arses J le
Iplipll0
I01ow
Vohme
acre -legit
ta•t:00
Adussbnent
Factor
'm'
(0116'31)
Average
Outflow
cts
l0uto.10
Outflow
Vehme
acre-feet
(ouGrt)
Storage
Volume
acre -feel
(oe18eR)
• 0
000
2 86
1:91
1.47
1.20
1.03
0.93
0 510
073
057
..-.,.080...-:,
057
654
1 .
0.51
0-48
0.45
943
341
0.39
000
0-35
0-34
033
.0.32
031
- ...930..
0.29
. 9.20 ,
0.27
0.27
0.25 -
....
025
0.24
0.24
0.23
0.23 1
0.22
6.22
0.21
0.21
020 .
0.20 l
.0.20
, 0,19
0.15
i 0.10
0.18
0.18 ,
0.18 t
0.18
D-17 -
0.17
0.17
0.17
0.10
0-15
010 n
--- p 16 1
015
0.000
0 296
- 0.396
i 0.455
0.498
0.531
0.559
5592
0.603
0.521
9.638
{
0.653
6867 --.t
._..
- 0.850
! 0802
I 0704
071!
i 0.725
0734
i 0.744
9.752
0.701
n....0769.....
. 0177
5 0784
,....-
0,702
1 0780............054
1 0.806
0.812
, 0.818
0 825
0831
0837
_...-...-.....-.
0 0 - 8943
' 0-848
0 854
0-655 `
0.884
0.065
----0.875 ...{
0.579
0.804
0.889 .�
0.894
0,898 ..-....--.0.52
0.903
0-907
3911
0.915 0
0.920 i
3.924 f
3.420 l
0:932....-I
0.935 i
0.930
5943 1
0,947
0-960 I
0954 ,
0-956
0.961
0.60 000 0 000 0 000
1:00 209 0-058 0 239
..,.,-190 •.... 2.09 0.115 9,281
......+.....
0.>Cr l 1.74 0.1 d4 0.311
0.75 - 1.57 0173 0.325
0.70 - 1.46 0.202 0.330
0.87 1'.39 0.230 0.326__-_-
0.64 - 1.34 T 0.258 5.323
0.63 - 1.31 ;.-...0.288 0.315
061 1:28...... ....0317 0,304 ........,180-_-._.-.-126..._..'
•. •-.060 - ..» 1.25 ,.......0346..-. -....0292
........ .....
0.59 -..»-.124...-......0,374.--.. --- 0,279-..,.
t-- ..... ....-
056 122 -_-__. 3453 -.,-.0281,-,-,
......
i 0,58 - - -- 1.2'1 9-432 0.246
} 0.57 119 I 0.451 0.231
057 118 T 0490 0214
0.56 115 0511 0198
--..
•---..0.511....,,i 117 0547 0177
0.50 116 0578 0150
.r-.... ...-..
4.55 1.16 •r 0-605 0.139
0.55 1-15 9-634 0.114
055 0_15 : 3-682 0099
---...055.-. , 1 14 - 3691_._ 0070
..-..,0.54 1.14 3720 ---- 0.057
054 :,...-,.1)3 _.., .,.,0.749.........,.0,030
.....
054 1.73 0.778 0.014.,,
,.., 1.13 -...---0.606 -0.005
054 1 1.12 i 0-635 0030
0.54 1.12 0.854 .0 062
0.53 1.12 3.093 -0.074
0.53 1.12 - 3.922 .0 .097
OSJ 1.31 • 0.950 •0119
053 : f 11 0.979 .-.. .0.142
......... ..........1..........
053 . 111 1008 -0.165
0.53 : 1. 7 1.037 --,-0184
: 0.53 1.11 ' 1.056 0.212
0.53 1 1.14 <---...1.094,., ._., -0.235 7
- 053 l .09 1.123 -0.259
953 -.l 1.10 n 1.152 -0.283
0.53 ., 1.10 0 1.181 - -6.308
0.53 : 110 :: 1.210 -0-330
0.52 1.10 1-238 -0.354
0.52 1.10 ; i.2@7 -0.378
0,52 1.09 • 1.296 I -0.402
i 1.09 . 1.325 :.....-0.427
0.52 . 1.00 1.354 1 -0-451
052 1-09 1382 1 -0.176
9.52 1.04 '. 1-411 -CM
0.522 i 1.09 1440 -4.520
0.52 i 195 1-489 -0-549
0.52 ' 1.04 1.408 -0.574
0.52 1.00 1.526 -0.590
0.52 F 1.08 :1 1555 ` .0.824
052 j 108 1584 i •0.649
0.52 i 708 :,.-.- 1.513 -0.874 --.
05 I 1.00 1.542 ' -0 899
0.52 i 1,06 1172 1 -5.724
0.52 t 1.09 : 1.699 € -0.749
052 7.00 -.._ 1.728 -0.774
052 1.08 1.757 i -0.799
052 1.58 1.785 .0.825
0 0.00 0009
20 5.41 0-717
40 62 1.011 -
r 3.
.....-..'...... ...........,..
fm 2.77 , 1.163
80 n 228 1.272
100 • 1.94 i 1.357
120 } 1.70 ;' 1.426
140 •1,52 1.488
800 I.1,88 1.541
1588...,:.
200 1.17 ._.1530....
........2........-.....,.......
-...-220-..-,.-...-,1:09..-...- (0.855.,-
240 1.02 1-705
280 0.98 ? 1.738
t 260 090 j 0.789
300 0.66 t 1796
320 - 002 1826
....{
340 , 076 j 1852
300 075 I 1877
350 n 0.72 t 1.400
403 06..,.•, 1_023
420 ' 0.56 l 1;945
443 0.84 1.085
! 4130 -. 0.62 - 1.965
450 '.: 0.69 2.005
502 0.56 - 2.023
520._. 050 2.041
548 ; 0.55 2.050 • 21
500 e- 0.53 - 2.076 :.....051...
590 0.52 2.092
s
560 I 0.50 : 2.100
BZIr 0.49 2.124
810 0.40 : 2'.138
860 9.47 2.154
880 0.46 2.188
720 405l 2.162 1-
720 0 0.44 2.196 p
740 < 0.4! i 2.209
780 0.42 2.222 '.
700 , 0.41 2.235
800 :' 0.40 i 2.247
820 0.39 1 2.2@0
040 0.39 1 2.272 [
/ 860 0.39 i 2:284
BBD - 037 2.295
400 0.37 ' 2.306
026 036 i 2.318 i
946 0.35 . 2.329 e
886O 3.35 - 2.339
966 034 2350.
1000 s 034 I 2.360 i
1020 0.33 2371 e
1010 0-33 2.381
-.. 1060 , 0.32 2.391 1
1550 .-.-i 032 2.400
1100 .. 031 2.410 1
1120 031 2.420
� 030 2.48 }-
1140 0
1190 0.30 2.130
1150 ? 0.30 7 2.447 7
120.2 - 0.29 - 2.455
0.00
1.00
1.00
0.83
0.75
i 0.73
067
5.64
5.53
0.51
0.50,.. ...
.--..0.59 ,
056 4
050
057 •
057
055
-
056
054
055 1
0.55 i
055 j
0.55
054 F
i 054
0.54
0.54
0.54 n
`
t ,
0.59
0.53 -
= 4.53 :
: 553
0.53
0.53 i
053 :
0.53 I
0.53 ;
0.53 1
D.53 1
0.53 ,
0.52
052 l
0.52.
0.52
0.52 0
0.52
052 --...--.-1:13..--.
i 052
)-....0.52
052
- 052
0.52
0.52
0.52 -
_... 0:62...
r 0.52
..
0.52
i 0.52
0.52 ''
0.52 -
0.00
2.74
2.74
Z.ZB
2.08
1.52
1 93
1.76
1.71 :-_,.,.0.377
1.87......
_., 104 .1,
...--1.82
160
1-SB
1-57
1-55
154
- -
1-53
1-52
151 „-..,.,--0741
1.51..,
1.50
1.49
}.IB
148
1.18
1.48
1.47
....1.47... • :_...-1,132
1-48
1-16
1 4 i
1 46
1.45
1.45
1.45
1.45
1.A4
1.44
1.44
1.44
1.44 ''
1.44
1.43
1.43
1.43.,,
1.43
1.43
143,_-
1.43 •
102
102
1.42
1.42
1.42
1.42
.. -
1.42
142
1.42
1.42 -
0.000
0.075
0.151
0.189
0.225
0.264
1 0.302
- 0.340
0.415
0.453
• ..-.0.191
0.529
0,566
0.604
0542
---0074
-
0/17
• 0/55
- ,...0.830
.0.008
0.806
0.944
• 0981
1.019
1.057
1.095
1-170
1209
1.249
- 1283
1.321
1359
1.397
1.434
1,472
, 1.510
1.548
1.585
1.623
1.661
1.899
....1.730
1.774
1.512
1.850.,...
1.697
-._1.975
1963
2-001.
2.038
2.078
2,114
....2152....,•;
2.108
.-. ...-.-.
2237
2205
2.303
2.340
0 000
0 681
0,860
0.075
1.048
• 1.093
1.128
1.148
- 1.183
_ 1172....
_ ............
1.177 ..
1.178....
1.178
7.172
- 1.165
1156
1146 --
- .
l 1.135 ..
- 1122
1.108
1002
1 1.570
- 1.059
1,062
- 1.023
1004
0.985
0964
' .-.0.943-...-
0.922
0.900
0.676
[ 0.855
0.032
1 0.038
1 0.785
0761
- 6.737
0.712
0.087
0.662 •-
9037
-..• 0.611
0.595 ••»
0.559
0.532
0.506
0.479
0.452
..-. U:i25..
0,397
0.370
0.342
0314
0.787
0;2SC•.,,,
0230
: 0.202
0,173
0.145
0.115
20
40 ...
...
60
80
100
120
140
150
180
200
,...229
246 ...
260
280
304
320
-...-..2-..
340
-...-360
3800.38
460
420
440
/80
480 ....-
500
... 520.
540
550
560
600
620 _-._,..026
840
- ;-...
._..6660
86
060 .
760
720
742
780
780
...800
820_
840
980
BBO
?00 -
920
940
950
980
1000
1020
1040
1060
1090
1150
1120
.... 1140... :
1186
1100
1200
Mod. FAA Manor Storage Volume (csbie 0.) 4 14,155 Mod. FM Major Storage Volume 140015 ftj ._ X1,315
Mod. FAA Minor Storage Volume (acre -114 • 0.3289 Mod. FM Major Storage Volume (acre•h.l = 1.1701
UDFCO DETENTION BASIN VOLUME ESIIM6ATING WORKBOOK Version 2.35, Releases" January 2015
71910260 xis. Modified FAA
17912017, 7'02 AM
2(0
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project
Basin ID;
Design Information (Input):
Width of Basin Bottom; W
Length of Basin Bottom, L =
Dam Side -slope (H:V), Zd =
StaneStorane Relationship:
ft
ft
Wit
Check Basin Sha e
Right Triangle OR -
Isosceles Triangle OR
Rectangle OR...
Circle/Ellipse . OR..
Irregular (Use Overide values in cells 032:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': 0.33 1.18 ::acre -ft.
Storage Requirement flan Sheet'liydrograph ;acre -ft.
Storage Requirement from Sheet'FullSpectrum': :≥, : :acre -ft
La3els Water Side
for WoCV, Minor, Surface Slope
& Major Storage Elevation (H:V)
Stages ft Rlft
(input) (input) Below EL
Bi00 {input)
TOG
WoCV 8:00
*in 00
11:00'
Tailwater of 11:80
Basin
Width at
Stage
ft
(output)
Basin
Length at
Stage
ft
(output)
Surface Surface Volume
Area at Area at Below
Stage Stage Stage
ft2 ft2 User 1t°
(output) Overide (output)
3.130.
.......
Surface
Area at
Stage
acres
(output) (output)
Volume
Below
Stage
acre -ft
0.072 0.000
0.00 0.00 4,290 3710 : 0.098 0.085
0.00 ; 0.00 ..5534... 8,672 0.129 0.199 _
0.00 0-00 7.636 15,307 ' 0.175 0.351
0.00 000 10,880 24,565 0.250 0-564
0.00 0 00 15,855 37,933 0.364 " 0.671
0.00 000 21.273 52,785 0.488 1-212
0.00
12:00
0.00
24.45.1- 57357 ' 0.561 1.317
Target Volumes
to: WoCV, Minor,
& Major Storage
Volumes
(for goal seek)
gIN/A #N/A _
f4N/A
#N/A
#NIA _
#N/A
#N!A
#N/A
#N/A
#N/A
#N1A
#N/A
*VA #N/A
#N!A #N/A
#N/A #N/A
#N/A #N/A
#N/A 4NAA _
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A _
#N/A
#N/A
#N/A
4N/A
#N/A
#N/A
- 4N/A
#N/A
#WA
#NIA ,.. #N/A _
#N/A • #N/A
#N/A ' #NIA
#N/A --#N!A
#N/A #N/A
#N/A #N/A
4N/A
#NIA ' AMA
g4N/A
#N/A
#N/A
#NIA #N/A
#N/A #N/A
............
#N/A
-t
SIVA
*WA
#N/A
#NIA #N/A
M — i SN/A #N/A ..
#N/A _ #N/A
76F1A260.xls, Basin
115/2017, 7:03 AM
37
x
U U
m
> O
o
C
CV
P•Tr-
-
fl
O
d
c0
l'V
i
C):
N
r..
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ictor Plate for Circular Vertical Orifices or
U)
IX
QI
II 11 U II II
to,.?
. c
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W
n
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113
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W d)
d) O O'v
0 4-
o 0 CC.) C
CO a) d) a) U
0 > a)
a>m a a) c.,
iLitE0
Calculated
0
W
14
C)
O
Full -flow area
II II U II Ii II N
O
0OC
U
6
W
t @
d?
vck a
d) C
iu en
U)
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o r
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m
sr
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caC 40 d) 7
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O d)
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=. vb d7 O
a 0 < ® > WO N
IIII_ — a)
m w U Li ° E 5Q-
t.- O . la .C O c +r
'F O C
oaO 9i Um t
w
u o 0 m0 0 .4 .2 4)
I u. ? Ia_ I— = W CC
Calculation of Ori
Width of Equivalent Rectangular Vertical Orifice
1/9/2017, 7:03 AM
76F1 A260.xls, Restrictor Plate
4)
E
0
L
C
C
av
I
4)
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w
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to
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n Information
Watershed Des i
' o 0
U)
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Outlet Design Information (Output):
U)
II)
U
4) W
W
a)
a)
G'
0) (O
'o
II II II II II II
U U • 7 0 0 0
°
q }
r O` O O
47 x f
03 (B (a
E
• o. a
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4) N 4L) N
to
= 0 =
(1'5 • (p > O 0 0
U
a a) U)
Tocv to to
.0 an
0 0
� L
U 0
CS CO
4) 4)
al ▪ IV
4) as
4)
( a)
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Q.0.
O O
m ce
D
H H
M
1/9/2017, 7:03 AM
76F1A260.xls, WQCV
39
Size Overflow Wier FOR SITE H = (Q/Cd*W)".667 Q= 33.34 cfs
Cd= 3.1
H = (Q/Cd*W)^.667 W= 35 ft
H = (69/3.1'"24)^.667 Height= 0.455 ft
Pumps I Sump, Effluent and Sewage Pumps I Submersible Sewage Pumps
I 2 HP Manual Submersible Sewage Pump, 230 Voltage, 335 GPM of Water@ 15 Ft. of Head
View Product Family
DAYTON
2 HP Manual Submersible Sewage Pump, 230 Voltage, 335 GPM of
Water @ 15 Ft. of Head
item# 4LE17 Mfr. Model# 4LE17 Catalog Page# 3269 UNSPSC#40151517
T
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PRODUCT DETAILS
Price 0
$1,065.00 each
This item requires special
shipping, additional charges
may apply.
Auto•Reorder Every', 1 Month •
Deliver one time only
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Shipping Weight 127.0 lbs.
EMAIL b PRINT
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availability.
8G631
SAVE
Country of Origin China I Country of Origin is subject to change.
Nofe: Product availability rs real tune updated and adjusted continuousy. The product WIN be reserved for you when you complete
your order. More
Dayton submersible ejectors are self-contained and recommended for use in a sump or basin, where they should be vented in accordance with local
plumbing codes. They are designed to pump effluent or wastewater, nonexplosive and noncorrosive liquids. and shall not be installed in locations
classified as hazardous in accordance with the United Stated Electrical Code (NEC), ANSI/NFPA 70. Never install the pump in a trench, ditch, or hole
with a dirt bottom; the legs will sink into the dirt and suction will become plugged.
View Less n
TECHNICAL SPECS
Item Submersible Sewage Pump
Pump Type Manual
HP 2
Switch Type None
Base Material 303 Stainless Steel
Housing Material Cast Iron
Impeller Material Cast Iron
Voltage 230
Phase
Amps
19
GPM of Water @ 10 Ft. 375
of Head
GPM of Water @ 15 Ft.
of Head
335
GPM of Water @ 20 Ft. 290
of Head
GPM of Water @ 25 Ft. 250
of Head
GPM of Water @ 30 Ft. 200
of Head
GPM of Water ,g 40 Ft. 65.0
of Head
Max. Head 46.5 ft.
Thermal Protection Auto
Height 21-1/4"
Diameter 16-23/32"
Cord Length 25 ft.
Max. Dia. Solids 2-1/2"
GPM of Water @ 5 Ft. 405
of Head
Motor Type PSC
Bearing Type BaN
Shaft Seal Silicon Carbide
Agency Compliance CSA
Discharge NPT 3"
Max. Liquid Temp. 104 Degrees F
Motor RPM 1750
1
CULVERT STAGE DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS)
Project: WINTER
Basin ID: E;ULVEP,`C#(
Status: _ .
x.veken es�Mori z�w;5ea
k.smane'Paat;
33 riamws:
wr 1 :
Iw I
9[p. t�-
Design Information (Input): r
Circular Culvert: Barrel Diameter in Inches
Inlet Edge Type (choose from pull -down list)
OR;
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 at Culvert Invert
Outlet Elevation at Culvert Invert OR Slope of Culvert (ftvlft h-)
Culvert Length in Feet
Manning's Roughness
Bend Loss Coefficient
Exit Loss Coefficient
Design Information (calculated):
Entrance Loss Coefficient
Friction Loss Coefficient
Sum of All Loss Coefficients
Orifice Inlet Condition CoeffiCrent
Minimum Energy Condition Coefficient
Calculations of Culvert Capacity (output):
}
a
<ci Tffiuo1000
r
D=i 36
Square End Projection
Height (Rise)�t...............
Width (Span)-
pare E.5.a.: m90-15 Deg Headwall
No=
Inlet Elev =� _
Cutlet Elev =
Kr= .raj ...r.,,...,1
K,=mow..
co
KEe..=E 0.189
inches
ft
ft
ft elev.
ft. clay.
ft
Water Surface Teilwater Culvert Culvert Controlling Inlet
Elevation Surface Inlet -Control Outlet -Control Culvert Equation
Elevation Flowrate Flowrate Flowrate Used:
R oft cfs Cfs
_ (output
11.00 11.60 5'0 0 -OD 0.00 Min. Energy. Eqn. { N/A
11.10 11 80 : 6 4 0.00 0.00 Min. Energy. Eqn NIA
11.20 11.80 I 7.50 0 09 0.00 ,Min. Energy Egn..,.,.,.,.,x NIA
11.30 11.80 8.70 s 0.00 0.00 Min. E err . Eqn. Nir----1
0.00
1 Min. Energy
11.40 11.60 ! 10.00 # 0 009Y Eqn N/A
1150
ft.. linked
11-60
11-70
11.40 1 0.00 0,00 g Min- Energy. Eqn.
Regress.,
11.80 12.70 0.04 0,00 i Regression Eqn. NIA
11.80 14.10 0.00 0.00 Regression Eqn. N/A
11-80 11.80 • 15.60 0.00 Regression
E.
e 0,00 Regress on Eqn. N/A
11-90 1180 1700 11.32 11,32 1 Reg ressiooEqn CUTLET_
1.____11.9C
W � � 12.00 11.80 18.60 16-01 16..01 Regression Eqn. OUTLET M #
.......v .....,,v,,,,,,16.
12.10 11 80 20 20 19 61 19.61 Regression Eqn OUTLETN
21.80 % Regression Eqn. .
Flow
Control
Used
N/A
12.30
I.
12.40
2180 v.# 22-65
23 40 %_ 24-22 23.40 Regression Eqn. NLET
c 2510 # N' 24-72 ..» .»Mu 24.72:AM ,y :Regression Eqn. OUTLET
12.50 26.70 2525 25.25 Re ression Eqn. € OUTLET
tu,..,.,,,,
12.60 E 28.40 25 85 25.65 Regression Win. OUTLET
30 Ofl 26.46 26A6 _Regression Eqn OUTLET
31 70 27 16t. 2716 Regression Eqn OUTLET
12.90 f 33%6 j 27.87 27,87 Regression Eqn OUTLET
13.00 ----?.------5:176"—
...,.,.wr:...... "�34 90" NN— 28.55 23.59 i Regression Eqn- ...EOUTLET
13-10
12.70
12.80
1320
1330
13.40
.,. 1350.,
_
13-60
13.70
1380
13,90
36 50
39 10 s 31.75 F 3t75 .# Regressloo . OUTLET
39.60 39 60 33.40 - ) 33.40 C Re ression F n- OUTLET
41 10 35 01 ""{ 35,01 e} Regression Eqn- E OUTLET
,w..,...»w.E ..,:... .........<. "' P 35,54 ... 3....RegressionEgn42.60
-
.. .. .i. ..
30.16 3D.15 Regression Eqn- OUTLET
,..�..0 ,k
44.00 :,,,,,,,...„.,433,,891.,;038 33.23 Regression Eqn- E OUTLET
45740---1 E39 T8 N Re ressionEqn _OUTLE_T
r.46.80 4- } M� 41,25 .. .....j Regression E n Mm OUTLET
..l . 48.10 £.,„• d2-74 ._.... 42,74 f Regression Eqn. OUTLET
Processing Time: 00.20 Seconds
OUTLET
CULVERTUI xlsm, Culvert Rating
1/9/2017. 7:13 AM
Determination of Culvert Headwater and Outlet Protection
Project: WINTER
Basin ID: CULVERT #1
n
LP
Design Information (Input):
Design Discharge
Circular Culvert:
Barrel Diameter In Inches
Inlet Edge Type (Choose from pull -down list)
Box Culvert:
Beret 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
=
14.65
D=I
i Square. End Projection
Height (Rlse) _
Width (Span) =
36
OR
tr
No =
Elev IN =
Elem./ OUT =
L=
n=
k =
Elev r,=
V=
1
10
9.5
93
0.016
0
1
7
ofs
inches
ft
ft
ft
n
ft
ft
ft/s
Required Protection (output):
Tailwater Surface Height
Flow Area at Max Channel 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/Diameter25 Q$ Flow/(SpanRise' 5)
Froude Number
Tailwater/Adjusled Diameter Qj3 Tallwater/Adjusted Rise
Inlet Control Headwater
Outlet Control Headwater
Design Headwater Elevation
HeadwaterlDlameter 93 Headwater/Rise Ratio
Minimum Theoretical Riprap Size
Nominal Riprap $ize
UDFCD Riprap Type
Length of Protection
Width of Protection
Vt
�-
A=
ke
kr=
ks =
Y =
Yu =
d=
Va =
11(2 1an(0))
Q/D"2.5 =
Fr=
Yt/D =
HW{
HA) =
HW =
HW)D =
d.
de.=
Type =
Lp =
T=
1.20
2.09
7.07
0.50
1.01
2.51
1.26
1-22
2.11
6.70
0.94
0.94
0.40
1.74
1.76
11/9
0.59
2
6
VL
9
5
ft
ft2
ft'
ft
ft
ft
ft
ft
ttu t/
ft
ft
in
in
ft
ft
Lig
Riprap sizing
100 -Year Storm Event
Winter
prepared by: SLS
Riprap at end of Cross -Section J -J Rundown:
Pd = (V2+gd)'12
V = design flow velocity at channel outlet (ft/s) _
g = gravity (ft/s2) =
d = design depth of flow at channel outlet (ft) _
Pd = riprap sizing design parameter (ft/s) _
D = Channel Design Width (ft) =
Riprap type:
D50 =riprap diameter (inch) =
Bed Length (ft) =
Bed Width (ft) _
Bed Thickness (ft) =
Conclusion:
4 Eq. HS -16e, UDFCD Drainage
Criteria Manual, 2008
15.59 4 Manning's Equation
32.2
0.27 -> Manning's Equation
15.87 4 Eq. HS -16e, UDFCD Drainage
Criteria Manual, 2008
4
L 4 From Fig. HS -20c, UDFCD Drainage
9 Criteria Manual, 2008
16 4 Eq. HS -18, UDFCD Drainage Criteria
Manual, 2008
16 4 Eq. HS -20, UDFCD Drainage Criteria
Manual, 2008
1.31 4 Eq. HS -17, UDFCD Drainage Criteria
Manual, 2008
Riprap at end of channel will consist of a 16.0'L x 16'W x 1.5'T bed.
Riprap at end of Cross -Section K -K Rundown:
Pd = (V2+gd)1/2
V = design flow velocity at channel outlet (ftfs) =
g = gravity (ft/s2) _
d = design depth of flow at channel outlet (ft) _
Pd = riprap sizing design parameter (ftls) _
D = Channel Design Width (ft) =
Riprap type:
D50 =riprap diameter (inch) =
Bed Length (ft) =
Bed Width (ft) =
Bed Thickness (ft) =
13.56
32.2
0.37
13.99
4 Eq. HS -16e, UDFCD Drainage
Criteria Manual, 2008
4 Manning's Equation
4 Manning's Equation
4 Eq. HS -16e, UDFCD Drainage
Criteria Manual, 2008
4
L 4 From Fig. HS -20c, UDFCD Drainage
9 Criteria Manual, 2008
16 4 Eq. HS -18, UDFCD Drainage Criteria
Manual, 2008
16 4 Eq. HS -20, UDFCD Drainage Criteria
Manual, 2008
1.31 4 Eq. HS -17, UDFCD Drainage Criteria
Manual, 2008
Conclusion: Riprap at end of channel will consist of a 16.0'L x 16W x 1.5'T bed.
Riprap sizing (continued)
100 -Year Storm Event
Winter
prepared by: SLS
Riprap at end of Cross -Section L -L Rundown:
Pd = (V2+gd)%
V = design flow velocity at channel outlet (ft/s) _
g = gravity (ft/s2) =
d = design depth of flow at channel outlet (ft) =
Pd = riprap sizing design parameter (ft/s) =
D = Channel Design Width (ft) =
Riprap type:
D50 =riprap diameter (inch) =
Bed Length (ft) =
Bed Width (ft) =
Bed Thickness (ft) =
-j Eq. HS -16e, UDFCD Drainage
Criteria Manual, 2008
14.25 4 Manning's Equation
32.2
0.25 4 Manning's Equation
14.53 4 Eq. HS -16e, UDFCD Drainage
Criteria Manual, 2008
2
L 4 From Fig. HS -20c, UDFCD Drainage
9
Criteria Manual, 2008
10.08 4 Eq. HS -18, UDFCD Drainage Criteria
Manual, 2008
8 4 Eq. HS -20, UDFCD Drainage Criteria
Manual, 2008
1.31 4 Eq. HS -17, UDFCD Drainage Criteria
Manual, 2008
Conclusion: Riprap at end of channel will consist of a 10.0'L x 8'W x 1.5'T bed.
LAI
Warning: Soil Map may not be valid at this scale.
Hydrologic Soil Group —Weld County, Colorado, Southern Part
MAP INFORMATION
MAP LEGEND
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid al this scale.
M is
U C
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Water Features
Streams and Canals
TS 0 s9 C
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Hydrologic Soil Group —Weld County, Colorado, Southern Part
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit —Weld County, Colorado, Southern Part (COS18):..
i
Map unit symbol
.;.: Map unit name
t
Rating Acres in AOl
Percent of AOl-
46
Olney fine sandy loam, 0
to 1 percent slopes
B
7.9
64.5%
75
Vona sandy loam, 0 to 1 i
percent slopes
A
4.3
35.5% ,
Totals for Area of Interest
12.2 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, BID, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, 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
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
12/13/2016
Page 3 of 4
Ljq
Hydrologic Soil Group —Weld County, Colorado, Southern Part
Component Percent Cutoff: None Specified
Tie -break Rule: Higher
CsDA Natural Resources Web Soil Survey
ail. Conservation Service National Cooperative Soil Survey
12/13/2016
Page 4 of 4
so
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52
REFERENCES
1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,3
DATED JUNE 2001 REVISED AUGUST 2008
2. RUNOFF ANALYSIS-UD RATIONAL SPREADSHEET v1.02a DATED SEPT
2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME I
3. CULVERT DESIGN-UD -CULVERT SPREADSHEET v2.04 DATED JULY 2012
FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1
4. CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1.05 DATED OCT 2013
5. UD-DETENTION_2.34 DATED NOV 2013
6. CITY OF GREELEY STORM DRAINAGE CRITERIA SECTION 3 DATED JUNE
2008
Weld County Public Works Dept.
1111 H Street
P.O. Box 758
Greeley, CO 80632
Phone: (970)304-6496
Fax: (970)304-6497
ApplicantJr �
Name � W r ?r
Company W4,1er` J..rJ.. .S'er-eJ•'r�r L.L
Address (n2 7 iltIL A-irt.
City c.17 State to Zip cffitai
Business Phone 170 , . 7 3 — O?yv
Fax pp��
E-mail j e.#. pj +tan.g.ce rc
Parcel Location & Sketch
The access is on WCR IV&
Nearest Intersection: WCR Lib & WCR �Z
Distance from Intersection
Parcel Number
A0571 O000
Section/Township/Range
/2/41/4, 6,
Is there an existing access to the property?IOYES NO 0
Number of Existing Accesses
Road Surface Nye & Construction Information
Asphalt a Gravel Treated in Other
Culvert Size & Type /V _.
Materials used to construct Access ( 4.5,S ;i ce-
Construction Start Date 57/7 Finish Date
Proposed Use
Temporary (Tracking Pad Required)/ $75
Small Commercial or Oil & Gas/$75
®Field (Agriculture Only)/Exempt
ACCESS PERMIT
APPLICATION FORM
Property Owner (If different than Applicant)
Name . ke. ''Wek
Address 17411 Csk Rim) 76
City 4R...Vedic. State !tV Zip fD-yc-
97O-3Y6 - tir-r'`t
Phone
Fax
E-mail
♦= Existing Access A= Proposed Access
[] Industrial/$150
Subdivision/$150
®Single Residential/$75
®Large Commercial/$150
Is this access associated with a Planning Process? No a° USR ®RE ®PUD ®Other
Required Attached Documents
- Traffic Control Plan -Certificate of Insurance
- Access Pictures (From the Left, Right, & into the access)
By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit
application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the
authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the
Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws
regarding facilities construction. 1 �r�
Signature Ol� Printed Name Oa (- w) ' 71 Date
V23/0
Approval or Dial will be issued in minimum of 5 days. Approved by
Revised Date 6/2 /10
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