HomeMy WebLinkAbout20082782.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL
• REVIEW(USR)APPLICATION
FOR PLANNING DEPARTMENT USE DATE RECEIVED:
RECEIPT/AMOUNT# /$ CASE#ASSIGNED:
APPLICATION RECEIVED BY PLANNER ASSIGNED: rN.,
Parcel Number 1061 14 100002
Legal Description: Part of Lot B of RE-4254 being part of the NE4 Section 14,Township 4, Range 68 West of the
6th P.M., Weld County, Colorado
Flood Plain: No Zone District: Agricultural Total Acreage: 14.94 acres Total Acreage in USR: 5.70 acres
Overlay District: No Geological Hazard: No Airport Overlay District: No
FEE OWNER(S) OF THE PROPERTY:
Name: Joseph and Bonnie Rutledge
Address: 2474 W. 880 N., Hurricane, UT 84737-3473
APPLICANT
Name: Pete and Heather Valconesi
Phone#: 970-587-9073 Cell Phone#: 970-590-7954
Email Address: pete@highmarkmanufacturing.com
Address: 21769 WCR 15, Johnstown, CO 80534
•UTHORIZED AGENT:
Name: Lockman Land Consulting, LLC Go Sheri Lockman
Phone#: 970-381-0526 Email Address: sherilockman@what-wire.com
Address: 36509 WCR 41, Eaton, CO 80615
PROPOSED USE: Assemble wall components for Laundromats and a secondary residence.
I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or
contained within the application are true and correct to the best of my (our) knowledge. Signatures of all fee owners of
property t ign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be
included it the application. If a corporation is the fee owner, notarized evidence must be included indicating that the
signat s the legalautthority to sign for the corporation.Lct r l G' OS die-CthiUCt--�C;fM D.9�i, 1 /q1 /
Signature: Owner or authorized Agent I Date Signature: Owner or Authorized Agent ' Date
• EXHIBIT
2008-2782 1 2
SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL
• REVIEW (USR) QUESTIONNAIRE
1. Explain, in detail,the proposed use of the property.
The applicant wishes live and conduct his business on the site. The business, High Mark Manufacturing, Inc.,
assembles wall units for Laundromats. The panels are built off site, then assembled with water lines, power
boxes, conduit and wire on site. Water lines are done with press fittings so that no welding is required. A small
amount of welding is required when the frame is being assembled. One saw is used to cut the end panels to
length. This amounts to approximately 9 cuts per day. The sawdust is swept up and placed in the dumpster.
The applicant will also use the site to ship and receive a small amount of furniture which is manufactured and
assembled off site.
The applicant is also requesting an apartment within the 66'x180' assembly building. This would be the second
residence on the site as the applicant wishes to build a single family residence outside of the USR
boundary. The apartment would be used by the applicant and his family until the single family dwelling can be
completed. Upon completion, the apartment would be used by an employee for security or to house visiting
relatives. Eventually, the apartment would be used to house the applicants mother who intends to live on the
site when her health requires additional care. The apartment will not be used as a rental.
2. Explain how this proposal is consistent with the intent of the Weld County Code Comprehensive Plan.
B. A.Goal 2. States conversion of agricultural land to commercial uses will be considered where adequate
services are currently available or reasonably obtainable.
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.
• Sections 23-3-40.L and 23-3-40.R allow for additional single family residences and uses permitted in the
commercial zone district subject to the approval of a Use by Special Review.
4. What type of uses surround the site? Explain how the proposed use is consistent and compatible with
surrounding land uses.
The surrounding properties are all agricultural in nature with single family residences. Berthoud has annexed
the property southwest of the site. This area was approved for a residential subdivision. However, no
construction has begun on the site and it is being farmed. The assembly building is being located to have the
least impact possible on the neighbors. The proposed use does not have any noise which can be heard off
site nor does it have any associated smell. Lighting on the buildings will consist of one light near each door
which will be shielded so light is not nuisance to the surrounding property owners. The building is being
planned to look like a horse barn with stucco siding, rock wainscoting and large wood pillars. Employee
parking and the trash dumpster will be screened from surrounding properties.
5.a. How many people will use this site?
The applicants family and a maximum of 6 employees.
5.b. How many employees are proposed to be employed at this site?
6 employees not including the applicant
5.c. What are the hours of operation?
Normal hours of operation are from 8:00 a.m. to 4:30 p.m. However, the applicant would like to keep the hours
• of operation at 24 hours daily. The extended hours will have an exceptionally small impact on the surrounding
properties.
0.d. What type and how many structures will be erected on this site?
The first building which will look like a horse barn will be 66'x180". This building will be used for assembling the
wall units and the apartment. The second building is a storage shed with a maximum size of 40'x60'. This
building will only be built in the future if the need arises.
5.e. What type and how; many animals, if any,will be on this site?
The applicant will not exceed the number of animal units allowed in the Agricultural District.
5.f. What kind (type,size,weight)of vehicles will access this site and how often?
The applicants and employees personal vehicles, a 20' flatbed trailer which is pulled by the applicants pickup,
and a forklift. One to two delivery trucks(usually done by UPS or FedEx)visit the site per week.
5.g. Who will provide fire protection to the site?
Johnstown Fire Protection District.
5.h. What is the water source on the property?
Little Thompson Water District.
5.1. What is the sewage disposal system on the property?
A septic system will be installed in accordance with Weld County Regulations.
•.j. If storage or warehousing is proposed,what type of items will be stored?
Panels, electrical and plumbing fixtures.
6. Explain the proposed landscaping for the site.
The only proposed landscaping is a four foot vinyl picket fence and moderate sized evergreen shrubs west of
the parking area.
7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity
occurs.
No reclamation will be required. The applicants hopes to retain the ability to sell the lot as a horse property in
the future.
8. Explain how the storm water drainage will be handled on the site.
The site will convey on-site drainage via a roadside swale to the water quality pond where the on-site flows will
be routed and passed through a spillway. A complete drainage study is included with this application.
9. Explain how long it will take to construct this site and when construction and landscaping is
scheduled to begin.
Construction will begin immediately upon approval of the Use by Special Review.
10. Explain where storage and/or stockpile of wastes will occur on this site.
. A dumpster is removed by a commercial hauler once a week.
Identify Results • • Page 1 of 2
WELD COUNTY ASSESSOR
• PROPERTY PROFILE
Account#: R4317006 Parcel#: 106114100002
Tax Area: 2371 Bordering County:
Acres: 14.94
Township Range Section Quart. Sec. Subdivison Name Block# Lot#
04 - 68 - 14 - 1 - -
Owners Name &Address: Property Address:
RUTLEDGE JOSEPH J & Street: 4912 46 CR
2474 W 880 N City: WELD
HURRICANE, UT 84737-3473
Additional Owners:
RUTLEDGE BONNIE L
Business/Complex:
Sales Summary
Sale Date Sale Price Deed Type Reception #
$0
Legal Description
PT NE4 14-4-68 LOT B REC EXEMPT RE-4254 SITUS: 4912 46 CR WELD 000000000
• Land Valuation Summary
Land Type Abst Code Unit of Number of Assessed
Actual Value
Measure Units Value
Agricultural 4117 Acres 5.57
Agricultural 4117 Acres 5.48
Agricultural 4147 Acres 3.8
Agricultural 4167 Acres 0.09
Land Subtotal: 14.94 $3,115 $910
Buildings Valuation Summary
Assessed
Bldg# Property Type Actual Value
Value
1 Out Building
Improvements Subtotal: $1,808 $520
Total Property Value $4,923 $1,430
Building Details
Account#: R4317006 Parcel#: 106114100002
Owners Name&Address: Property Address:
RUTLEDGE JOSEPH J & Street: 4912 46 CR
2474 W 880 N City: WELD
• HURRICANE, UT 84737-3473
Building# Property Type
1 Out Building
http://maps2.merrick.com/Website/Weld/setSgl.asp?cmd=QUERY&DET=PP&pin=106114... 8/5/2008
Identify Results • • Page 2 of 2
Individual Built As Detail
• Built As: Grain Bin Year Built: 1970
Exterior: HVAC: None
Interior Finish: Built As SQ Ft: 1
#of Baths: 0 Roof Type:
#of Bdrms: 0 Roof Cover:
# of Stories: 1
Rooms: 0 Units: 0
Garage:
Attached SQ Ft: Detached SQ Ft:
Basement:
Total SQ Ft: Finished SQ Ft:
•
•
http://maps2.merrick.com/Website/Weld/setSgl.asp?cmd=QUERY&DET=PP&pin=106114... 8/5/2008
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0 Phone : 970 . 587 . 9044 • Fax : 970 . 587 . 9045
•
HIGH MARK
P. O. Box 212 • Johnstown, Colorado 80534 Manufacturing, Inc..
www. highmarl< manufacturing .com
• •
Construction of wall units.
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FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION
• BUSINESS EMERGENCY INFORMATION:
Business Name: kit 4 incest✓s. /IG.0 u f c t-ur,' a •r.Uc. Phone: 9'7o - SP 7.to Y
Address: PO 13o)c tit .104 44 tow') CO City,ST,Zip: 80≤J y
Business Owner: Core. Pekes Va.lcwcs; Pros . Phone: 970-S7o -79ry
Home Address: Z/ 7 G 9 (,.I c1Z lS City,ST,Zip: TOS ..sttw CC) &GS 3 y
List three persons in the order to be called in the event of an emergency:
NAME p TITLE ADDRESS PHONE
'F€--c✓• Uc..I c5.,' PEc5/ o c...s — -4769 4Jc4Z /.� Z'CJt4.estcwv Co 9 70-.1 a 7 • 9�
HCc.tl.c.r -z• 76 t•. 'c1Z /5 Joh-.siiud•v Cc 910•r x'79
4iQ-12✓.tJ Lvhress -R r,.4cti atiA-Srocatit (o ?cS31 910 • 2/,S '3),
Business Hours: c '.2 Days: Ai - P
Type of Alarm: None :urgla Holdup ire Silent Audible
Name and address of Alarm Company:
. Location of Safe: 0cR.'cL o,-i S,'•1�
MISCELLANEOUS INFORMATION:Number of entry/exit doors in this building: V Location(s):ti f —.Ai —S''‘,>‘-_ Z -'w - S lb c._
s - S,'oc [- L^ Seib
Is alcohol stored in building?.rO C) Location(s):
Are drugs stored in building?NO Location(s):
Are weapons stored in building? AO Location(s):
The following programs are offered as a public service of the Weld County Sheriff's Office. Please indicate the
programs of interest. Physical Security Check Crime Prevention Presentation
UTILITY SHUT OFF LOCATIONS:
Main Electrical: )41-rriu/ /Oar*it S. c-C_
Gas Shut Off: t)c•/-c..r ,'or , ot- •I.) C.—
Exterior Water Shutoff: Ekf-.-. .'cr it-merit. S•'I) '• —
Interior Water Shutoff: A.10rt^t L✓c., 11 /Ulf' Cer.ve-e
•
-12-
Report Date: 07/14/2008 11:28AM WELD COUNTY TREASURER Page: 1
STATEMENT OF TAXES DUE
SCHEDULE NO: R4317006
• ASSESSED TO:
RUTLEDGE JOSEPH J &
2474 W 880 N
HURRICANE, UT 84737-3473
LEGAL DESCRIPTION:
PT NE4 14-4-68 LOT B REC EXEMPT RE-4254 SITUS: 491246 CR WELD 000000000
PARCEL: 106114100002 SITUS ADD: 4912 46 CR WELD
TAX YEAR CHARGE TAX AMOUNT INTEREST FEES PAID TOTAL DUE
2007 TAX 103.62 0.00 0.00 103.62 0.00
TOTAL TAXES 0.00
GRAND TOTAL DUE GOOD THROUGH 07/14/2008 0.00
ORIGINAL TAX BILLING FOR 2007 TAX DISTRICT 2371 -
Authority Mill Levy Amount Values Actual e
WELD COUNTY 16.804* 24.03 AGRICULTURAL 3,115 910
SCHOOL DIST RE5J 32.029 45.80 AGRICULTURAL 1,808 520
NCW WATER 1.000 1.43
LTW WATER 0.000 0.00 TOTAL 4,923 1,430
JOHNSTOWN FIRE 9.478 13.55
AIMS JUNIOR COL 6.308 9.02
THOMPSON RIVER REC 3.594 5.14
WELD LIBRARY 3.253 4.65
TAXES FOR 2007 72.466* 103.62
* Credit Levy
ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER
OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE
CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY AND MOBILE HOMES-AUGUST 1,
REAL PROPERTY-AUGUST 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIERS CHECK.
P.O. Box 458
Greeley, CO 80632
(970)353-3845 ext. 3290
pOb WELD COUNTY TREASURER
q3
Pursuant to the Weld County Subdivision Ordinance, the attached Statement(s)
of Taxes Due, issued by the Weld County Treasurer, are evidence that, as of this date,
all property taxes, special assessments and prior tax liens currently due and payable
connected with the parcel(s) identified therein have been paid in full.
• Sign Q�li�[�s Date
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•• VALCONESI USR
• WELD COUNTY, COLORADO
0
• FINAL DRAINAGE REPORT
• Prepared For
• Peter Valcoaesi
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• July 15, 2008
• Project No. 08023
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41.
Prepared By:
• ,tDi KETTERLING, BUTHERUS AND NORTON
• , ENGINEERS, LLC.
• 820 8TH STREET PLAZA
• ENGINEERS GREELEY, CO 80631
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;• ENGINEER'S CERTIFICATION
•
• I hereby attest that this report for the drainage design of Valconesi USR was prepared by me, or
under my direct supervision, in accordance with the provisions of the Weld County Storm
Drainage Criteria for the responsible parties thereof.
Prepared by:
• (� OP FO�4Fs.1Ft�
,z. ct , ubP 99m
Dana R. Foreman, PE
• Registered Professional Engineer �`o•• ' �
• State of Colorado No. 38071 ITS'••. ...••'' '
• \\v,,
• Reviewed by:
•
�\outatIlitimuW.
it C. KErp-f
• - f.
• Mich el C. Ketterling, PE •
st
•• Registered Professional Engineer _Iwo 16 Jr
• State of Colorado No. 16299 y(P,FS,°�6/ �•O�g
• Ls;i '9 • o • QQ
• •••.N••
�OF��C�Ot COQ�`\••
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I.
Table of Contents
I
• I. General Location& Description 1
•
• A. Location 1
B. Description of Property 1
•
• II. Drainage Basins and Sub-basins 1
A. Major Basin Description 1
• B. Sub-basin Description 1
III. Drainage Design Criteria 2
• A. Regulations 2
• B. Hydrological Criteria 2
• C. Hydraulic Criteria 3
D. Waiver/Variance from Criteria 3
• E. Stormwater Quality Considerations 3
• IV. Wetland Preservation&Mitigation 3
•• V. Drainage Facility Design 3
• A. General Concept 3
• B. Specific Details 3
• VI. Conclusions 4
• A. Compliance with Standards 4
B. Drainage Concept 4
•
• VII. References 5
• VIII. Appendix 6
• Appendix A—Calculations
• Appendix B—Graphs&Charts
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• I. General Location & Description
• A. Location
• Valconesi USR is part of the Northeast Quarter of Section 14, Township 4 North, Range
• 68 West, of the 6th P.M., County of Weld, State of Colorado. The project is bounded by Weld
County Road (W.C.R.) 46 to the north and agricultural land to the west, south and east.
•
• B. Description of Property
• The total area of the Use By Special Review(USR) site is approximately 5.02 acres. The
• land is currently undeveloped and the ground cover consists of some vegetation. Agricultural
• buildings and residences are located approximately six hundred feet from the proposed USR
ID improvements and are not part of this study. The majority of the existing site drains from north
• to southwest with an approximate average slope of 4%; the site then drains to an existing
•
• drainage area that is located along the existing property's western boundary.
• Currently the site is irrigated via a lateral that travels west to east that will likely be
• abandoned with this project.
•• In its developed state, the site will consist of a manufacturing building, gravel drive,
• gravel parking area and concrete sidewalks. A possible second building may be added in the
• future and was included in this report. Overlot grading of the site will be implemented for
• construction of the proposed USR improvements, roadside swale and water quality pond.
•
• II. Drainage Basins and Sub-basins
•
A. Major Basin Description
• The entire USR boundary was delineated and studied as basin DA (5.02 acres). As
` requested by Weld County Public Works staff, only a water quality pond is proposed for this
• USR site, however, the water quality pond will provide some detention as runoff passes through
the pond.
• B. Sub-basin Description
Basin DA was not broken into smaller sub-basins.
Nor
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• Off-site drainage enters the existing property from the north and travels along the western
•. boundary in an existing swale. The proposed USR site is approximately three feet higher than
• the existing swale and will likely not be affected by the off-site runoff.
•
• III. Drainage Design Criteria
•
• A. Regulations
• The primary criteria for the storm water management for this project is "Urban Storm
•
Drainage Criteria Manual,"Volumes I, II, & III, as published by the Urban Drainage and Flood
•
• Control District, Denver, Colorado.
• The supplemental criteria is "Weld County Storm Drainage Criteria Addendum to the
• Urban Storm Drainage Criteria Manuals Vol. 1, 2 and 3, Weld County Code Article XI and
• Appendix 8L" as published by Weld County Public Works Department and "Design Criteria and
4111
• Construction Specifications, Volume II -Storm Drainage Design Criteria" (SDDC) as published
• by the City of Greeley Public Works Department, March, 2007.
Charts, graphs, and tables used in design are included in the Appendices at the back of
: ip
this report.
•
• B. Hydrological Criteria
• The current City of Greeley rainfall intensity-duration curves were used in the drainage
• analysis of this site. The 100-year curve was used to analyze the major storm event and the 5-
•
year curve was used for the initial storm event.
Table 3-3, "Extended Duration-Intensity-Frequency Tabulation" (SDDC)was used as
• input for the Rational Method.
•
• "Soil Survey of Weld County, Colorado, Southern Part,"published by the United States
• Department of Agriculture Soil Conservation Service was used to determine the hydrologic soil
• type for the site. This project is located within the Colby Loam (Index Number 16) hydrologic
• soil type "B", Otero Sandy Loam (Index Number 53)hydrologic soil type "B" and a small
• portion within Nunn Clay Loam (Index Number 42) hydrologic soil type "C". The developable
4111 portion of the site is primarily located on soil type "B" which is considered a well draining soil
that should adequately drain the water quality pond.
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• C. Hydraulic Criteria
• Manning's equation was used to size the roadside swale.
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• D. Waiver/Variance from Criteria
No waivers or variances are being requested. A stormwater quality pond is being
provided as recommended by the Public Works staff. A positive pond outlet is not provided.
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E. Stormwater Quality Considerations
•
• Water Quality Capture Volume (WQCV) is provided as a Best Management Practice
• (BMP) for this project.
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• An erosion control plan will be incorporated into the construction plans. Sand bags and
• silt fence will be used to reduce accumulating sediment that might otherwise leave the project
• site.
• The proposed retention area should assist in improving stormwater quality prior to
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•• releasing downstream.
•
• IV. Wetland Preservation& Mitigation
• Wetlands are not located within the USR site.
•
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• V. Drainage Facility Design
• A. General Concept
•
• The site will convey on-site drainage safely via a proposed roadside swale to the water
• quality pond where the on-site flows will be routed and passed through via spillway. The
• spillway is proposed at an elevation of 4884.39.
it The tables, charts, and figures used in the drainage design are included in the appendices
•
• at the back of this report.
S
• B. Specific Details
The pond was sized based on the required water quality capture volume necessary for this
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• development. The total on-site area tributary to the pond is approximately 5.02 acres with an
• 3
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• approximate imperviousness of 13.9%. Table 1, below, is a summary of the pond parameters.
•• See Appendix A for more details.
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Water Quality Capture Volume(WQCV) 0.04 Ac-Ft
• Total Pond Volume 0.20 Ac-Ft
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• Water Quality Volume Surface Elevation 4884.39
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Weir Elevation 4884.39
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• Berm Elevation 4886.00
• Release During 100-yr Storm 12.76 cfs
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• Table 1. Retention Pond Summary
•
•• The proposed retention pond will be accessible for maintenance. Retention pond and
• drainage easements are provided as necessary.
41,
• VI. Conclusions
•
• A. Compliance with Standards
The drainage design for this project generally complies with Weld County's Design
•
• Criteria and Comprehensive Drainage Plan except as noted in Section III.A. In addition, we
• have followed recommendations of the County's Public Works staff.
•
• B. Drainage Concept
We believe that the drainage facility design will be effective in controlling stormwater
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• runoff and will ensure a reasonable level of safety and well being for residents of the area.
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VII. References
•• "Urban Storm Drainage Criteria Manual," Volumes I, II, & III, Urban Drainage and
ID Flood Control District, Denver, Colorado.
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• "Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria
• Manuals Vol. 1, 2 and 3, Weld County Code Article XI and Appendix 8L" as published by Weld
• County Public Works Department, October 2006.
•
•
• "Design Criteria and Construction Specifications, Volume II —Storm Drainage Design
• Criteria," City of Greeley Public Works Department, March 2007.
•
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• "Soil Survey of Weld County, Colorado, Southern Part," United States Department of
• Agriculture Soil Conservation Service in cooperation with Colorado Agriculture Experiment
• Station, September 1980.
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• APPENDIX A
�• CALCULATIONS
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• I. BASIN CHARACTERISTICS 7
• VICINITY MAP 8
• SOIL MAP 9
• SOIL&WATER FEATURES 10-15
"C"VALUES FROM UDFCD, (JUNE 2001) 16
• DEVELOPED COMPOSITE"C"VALUE, 5-Yr. & 100-Yr. Events and 17
• COMPOSITE"PERCENT IMPERVIOUS" 18
• TIME OF CONCENTRATION 19
• II. WATER QUALITY POND CALCULATION 20
• EXTENDED DETENTION BASIN SIZING 21
DETENTION POND CAPACITY SPREADSHEET 22
• SPILLWAY DESIGN 23
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III. FLOW ROUTING 24
• INITIAL STORM, 5-YEAR EVENT 25
• MAJOR STORM, 100-YEAR EVENT 26
• OPEN CHANNEL& SWALE DESIGN 27-28
• APPENDIX B
•• GRAPHS & CHARTS 29-34
• APPENDIX C
• DRAWING IN POCKET 35
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•• I. BASIN CHARACTERISTICS
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• ► , KETTERLING, BUTHERUS & NORTON Valconesi U.S.R.
,/ 7 , Weld County, Colorado
820 8th Street Greeley, Colorado
• ENGINEERS (970) 395-9880 Vicinity Map
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(Valcanesi USR)
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• Hydrologic Soil Group
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• Hydrologic Soil Group—Summary by Map Unit—Weld County,Colorado,Southern Part
• Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
16 Colby loam,3 to 5 B 13.0 63.7%
percent slopes
•
42 Nunn day loam,1 to 3 C 0.9 4.2%
• percent slopes
53 Otero sandy loam,5 to 9 B 6.5 32.1%
• percent slopes
' Totals for Area of Interest(AOl) 20.4 I 100.0 J
• 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
Oa) three dual classes(ND, B/D, and C/D).The groups are defined as follows:
• Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly
• wet.These consist mainly of deep,well drained to excessively drained sands or
gravelly sands.These soils have a high rate of water transmission.
• Group B. Soils having a moderate infiltration rate when thoroughly wet.These
• consist chiefly of moderately deep or deep,moderately well drained or well drained
• soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
• Group C. Soils having a slow infiltration rate when thoroughly wet.These consist
• chiefly of soils having a layer that impedes the downward movement of water or
• soils of moderately fine texture or fine texture.These soils have a slow rate of water
transmission.
• Group D. Soils having a very slow infiltration rate(high runoff potential)when
ithoroughly wet.These consist chiefly of clays that have a high shrink-swell
• potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
• These soils have a very slow rate of water transmission.
• If a soil is assigned to a dual hydrologic group(ND, 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.
O
IlUSDA Natural Resources Web Soil Survey 2A 7/2/2008
Conservation Service National Cooperative Soil Survey Page 3 of 4
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• Hydrologic Soil Group-Weld County,Colorado,Southern Part Valcanesi USR
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• Rating Options
• Aggregation Method: Dominant Condition
• Component Percent Cutoff None Specified
• Tie-break Rule: Lower
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SO USDA Natural Resources Web Soil Survey 2.0 7/2/2008
a Conservation Service National Cooperative Soil Survey Page 4 of 4
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Drainage Class—Weld County,Colorado,Southern Part
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• % Conservation Service National Cooperative Soil Survey Page 1 of 3
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• Drainage Class
•
• Drainage Class—Summary by Map Unit—Weld County,Colorado,Southern Part
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
• 16 Colby loam,3 to 5 Well drained 13.0 63.7%
percent slopes
42 Nunn day loam,1 to 3 Well drained 0.9 4.2%
• percent slopes
• 53 Otero sandy loam,5 to 9 Well drained 6.5 32.1%
percent slopes
• Totals for Area of Interest(AOI) J 20.4 1 100.0%
• Description
• "Drainage class(natural)"refers to the frequency and duration of wet periods under
• conditions similar to those under which the soil formed.Alterations of the water
• regime by human activities, either through drainage or irrigation, are not a
consideration unless they have significantly changed the morphology of the soil.
• Seven classes of natural soil drainage are recognized-excessively drained,
somewhat excessively drained,well drained, moderately well drained, somewhat
•• poorly drained, poorly drained,and very poorly drained.These classes are defined
• in the"Soil Survey Manual."
• Rating Options
• Aggregation Method: Dominant Condition
• Component Percent Cutoff' None Specified
• Tie-break Rule: Higher
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• USDA Natural Resourcesa Web Soil Survey 2.0 7/2/2006
Conservation Service National Cooperative Soil Survey Page 3 of 3
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•. DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF
•
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Table RO-5—Runoff Coefficients,c
• Percentage
Imperviousness Type C and D NRCS Hydrologic Soil Groups
• 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
0% 0.04 0.15 0.25 0.37 0.44 0.50
• 5% 0.08 0.18 0.28 0.39 0.46 0.52
• 10% 0.11 0.21 0.30 0.41 0.47 0.53
15% 0.14 0.24 0.32 0.43 0.49 0.54
• 20% 0.17 0.26 0.34 0.44 0.50 0.55
• 25% 0.20 0.28 0.36 0.46 0.51 0.56
30% 0.22 0.30 0.38 0.47 0.52 0.57
. 35% 0.25 0.33 0.40 0.48 0.53 0.57
40% 0.28 0.35 0.42 0.50 0.54 0.58
• 45% 0.31 0.37 0.44 0.51 0.55 0.59
50% 0.34 0.40 0.46 0.53 0.57 0.60
• 55% 0.37 0.43 0.48 0.55 0.58 0.62
• 60% 0.41 0.46 0.51 0.57 0.60 0.63
65% 0.45 0.49 0.54 0.59 0.62 0.65
•
70% 0.49 0.53 0.57 0.62 0.65 0.68
. 75% 0.54 0.58 0.62 0.66 0.68 0.71
80% 0.60 0.63 0.66 0.70 0.72 0.74
• 85% 0.66 0.68 0.71 0.75 0.77 0.79
90% 0.73 0.75 0.77 0.80 0.82 0.83
95% 0.80 0.82 0.84 0.87 0.88 0.89
S• 100% 0.89 0.90 0.92 0.94 0.95 0.96
TYPE B NRCS HYDROLOGIC SOILS GROUP
• 0% 0.02 0.08 0.15 0.25 0.30 0.35
5% 0.04 0.10 0.19 0.28 0.33 0.38
• 10% 0.06 0.14 0.22 0.31 0.36 0.40
. 15% 0.08 0.17 0.25 0.33 0.38 0.42
20% 0.12 0.20 0.27 0.35 0.40 0.44
• 25% 0.15 0.22 0.30 0.37 0.41 0.46
• 30% 0.18 0.25 0.32 0.39 0.43 0.47
35% 0.20 0.27 0.34 0.41 0.44 0.48
•. 40% 0.23 0.30 0.36 0.42 0.46 0.50
45% 0.26 0.32 0.38 0.44 0.48 0.51
• 50% 0.29 0.35 0.40 0.46 0.49 0.52
• 55% 0.33 0.38 0.43 0.48 0.51 0.54
60% 0.37 0.41 0.46 0.51 0.54 0.56
• 65% 0.41 0.45 0.49 0.54 0.57 0.59
70% 0.45 0.49 0.53 0.58 0.60 0.62
• 75% 0.51 0.54 0.58 0.62 0.64 0.66
O 80% 0.57 0.59 0.63 0.66 0.68 0.70
85% 0.63 0.66 0.69 0.72 0.73 0.75
• 90% 0.71 0.73 0.75 0.78 0.80 0.81
95% 0.79 0.81 0.83 0.85 0.87 0.88
ID 100% 0.89 0.90 0.92 0.94 0.95 0.96
•
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S.• 2007-01 RO-11
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=0 II. WATER QUALITY POND CALCULATION
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•• ENGINEERS REQ'D ULTIMATE DETENTION POND CAPACITY
• Project Name : VALCONESI USR Project Number: 08023
Location I4ELD COUNTY CO Calculated By: DRF
• Item Water Quality Pond Capacity Calculation For Basin DA Checked By: MCK
• ACTUAL STORAGE:
•
• (A) (B) (C) (O)
Elevation Depth Area Volume I Volume I Volume
(St..) (a) (a) (Ac.-()
•
4,884.00 6,280.00 Total Volume 1,742.40 0.04 acre-feet
• 4,885.00 1.00 7,060.00 7,060.00 0.16 Elev.(A1) = 4,885.00
7,840.00 F Volume(D1) 7,060.00
• 1,00 8,670,00 8,670.00 0.20 Partial volume(C2) = 8,670.00
4,886.00 9,500.00 Depth,partial volume 1.00
• High water level = 4884.39
Free board 1.61
• Top pond bank elev. = 4886.00
•
5 Required Volume for Extended Detntion Basin= 0.04 acre-feet
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• D-pond_Capadty,xls,Bet.Pond-Al,71812008,3:14 PM
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•• ►/ : 1,I SPILLWAY DESIGN CALCULATION
ENGINEERS .
•
• Project Name VALCONESI USR Project Number: 08023
Location WELD COUNTY,CO Computation By: DRF
IDete• Item •
ntion Pond Check By: MCK
• Size Overflow For 100-Year Flow
•
• MAX.RELEASE FROM SPILLWAY= 12.76 (Cfs)
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• Weir Flow:
• General form of the equation: Q = CL0„(`3/2
•
• D = Discharge(CFS) C= 2.62
• C = Weir Coefficient(2.62) H= 0.34
L = Horizontal Length(feet) L= 25.00
• H= Total Energy Head(feet)
•• O= 12.99 > 12.76 ok.
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SPILLWAY.xls,Pond A,7/8/2008,3:22 PM
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• III. FLOW ROUTING
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••0 ►0 =_A� OPEN CHANNEL & SWALE DESIGN
• ENGINEERS
• Project Name: VALCONESI USR Project Name . 08023
• Location WELD COUNTY, CO Computation By : DRF
Item Major Storm 100 Yr. Event Check By MCK
•
• Design Point : 1
• UPSTREAM PORTION
ID
II
• Flow Depth, (Y) = 0.71 ft
• Free'Board = 0.50 ft Max. depth =6"(0.50')for Flow less than 20.00 CFS
. Total Depth = 1.21 ft
• Conditions: Manning
• Grass = 0.030
• Manning 0.03 (Grass-lined swale) Concrete= 0.015
Channel Slope, (So) 7.00% Rip-Rap= 0.040
• Left Side Slope, (Ss) 4.00 H:1V
• Right Side Slope, (Ss) 4.00 H:1V
Channel Base Width, (b) 0.00 ft (Triangular Channel)
•• Discharge,(Q) 12.76 cfs < Qei°= 13.02 cfs OK
• Gravity, (g) 32.20 ft/sec2
Calculation:
• Top Width, (B) 5.68 ft
• Flow Area, (A) 2.02 ft2
• Wetted Perimeter, (P) 5.85 ft
Velocity, (V) 6.46 ft/sec
• Hydraulic Depth, (y) 0.36 ft (y=A/B)
• CALCULATE FROUDE NUMBER
• F=V/(gy)" 1.91 Flow is Supercritical
ID
ID
Ill
ID
DO
D
5 Channel.xls_CIIANNEL UPSTREAM_?/8/2008
ID
a7
••
•
•Oil [1 :3L OPEN CHANNEL & SWALE DESIGN
• ENGINEERS
• Project Name : VALCONESI USR Project Name : 08023
• Location WELD COUNTY, CO Computation By : DRF
Item Major Storm 100 Yr. Event Check By MCK
•
• Design Point: 1
• DOWNSTREAM PORTION
•
• Flow Depth, (Y) = 1.02 ft
• Free Board = 0.50 ft Max. depth =6"(0.50') for Flow less than 20.00 CFS
Total Depth = 1.52 ft
•
• Conditions: Manning
• Grass = 0.030
• Manning 0.03 (Grass-lined swale) Concrete= 0.015
Channel Slope, (So) 1.00% Rip-Rap = 0.040
• Left Side Slope, (Ss) 4.00 H:1V
• Right Side Slope, (Ss) 4.00 H:1V
Channel Base Width, (b) 0.00 ft (Triangular Channel)
•• Discharge,(Q) 12.76 cfs < ()care= 12.93 cfs OK
• Gravity, (g) 32.20 ft/sec2
• Calculation:
• Top Width, (B) 8.16 ft
• Flow Area, (A) 4.16 ft2
• Wetted Perimeter, (P) 8.41 ft
Velocity, (V) 3.11 ft/sec
• Hydraulic Depth, (y) 0.51 ft (y=A/B)
•
CALCULATE FROUDE NUMBER
• F=V/(gy)lyl 0.77KI—IFlow is Subcritical
ID
Ill
SI
S.•
. Channel.xls_CHANNEL DONMSTREAM_7/8/2008
)8
•
•
•
• APPENDIX B
• GRAPHS& CHARTS
•
• A) RECOMMENDED TIME OF CONCENTRATION EQUATION
• B) RECOMMENDED PERCENTAGE IMPERVIOUSNESS VALUES
• C) INTENSITY DURATION FREQUENCY CURVES, GREELEY, FIGURE 3-3
• D) AMERICAN GREEN C350 PERFORMANCE STATISTICS
•
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•
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S.
DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF
411
• 2.4 Time of Concentration
• One of the basic assumptions underlying the Rational Method is that runoff is a function of the average
• rainfall rate during the time required for water to flow from the most remote part of the drainage area
• under consideration to the design point. However, in practice,the time of concentration can be an
• empirical value that results in reasonable and acceptable peak flow calculations. The time of
• concentration relationships recommended in this Manual are based in part on the rainfall-runoff data
collected in the Denver metropolitan area and are designed to work with the runoff coefficients also
recommended in this Manual. As a result, these recommendations need to be used with a great deal of
• caution whenever working in areas that may differ significantly from the climate or topography found in
• the Denver region.
For urban areas,the time of concentration, r,., consists of an initial time or overland flow time, r;, plus the
• travel time,r„ in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non-
• urban areas,the time of concentration consists of an overland flow time,r,, plus the time of travel in a
• defined form,such as a swale, channel,or drainageway. The travel portion, t„ of the time of
• concentration can be estimated from the hydraulic properties of the storm sewer,gutter, swale,ditch,or
drainageway. Initial time, on the other hand,will vary with surface slope,depression storage, surface
•
cover,antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The
•• time of concentration is represented by Equation RO-2 for both urban and non-urban areas:
• t =t, +t (RO-2)
• in which:
r.=time of concentration (minutes)
•
t,=initial or overland flow time(minutes)
•
r,=travel time in the ditch,channel, gutter, storm sewer, etc. (minutes)
• 2.4.1 Initial Flow Time
• The initial or overland flow time, r,, may be calculated using equation RO-3:
• 0.3951.1—C,
• t; = So» (RO-3)
in which:
• r,=initial or overland flow time(minutes)
C,=runoff coefficient for 5-year frequency(from Table RO-5)
•
•
'• 2007-01 RO-5
Urban Drainage and Flood Control District
S
S a9
•
•
•
•• RUNOFF DRAINAGE CRITERIA MANUAL(V. 1)
•
• L=length of overland flow(500 ft maximum for non-urban land uses, 300 ft maximum for urban
• land uses)
S=average basin slope(ft/ft)
•
• Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds,the
• overland flow time may be very small because flows quickly channelize.
• 2.4.2 Overland Travel Time
• For catchments with overland and channelized flow,the time of concentration needs to be considered in
• combination with the overland travel time,r„which is calculated using the hydraulic properties of the
swale, ditch,or channel. For preliminary work,the overland travel time,t„can be estimated with the help
of Figure RO-1 or the following equation(Guo 1999):
•
• V=C„S, °5 (RO-4)
• in which:
V=velocity(ft/sec)
• C.=conveyance coefficient(from Table RO-2)
• Sw=watercourse slope(ft/ft)
•• Table RO-2--Conveyance Coefficient,C.
• Type of Land Surface Conveyance Coefficient, C.
Heavy meadow 2.5
. Tillage/field 5
• Short pasture and lawns 7
. Nearly bare ground 10
• Grassed waterway 15
Paved areas and shallow paved swales 20
•
• The time of concentration,se, is then the sum of the initial flow time,t;, and the travel time,t„ as per
• Equation RO-2.
. 2.4.3 First Design Point Time of Concentration in Urban Catchments
• Using this procedure,the time of concentration at the first design point(i.e., initial flow time,t,) in an
. urbanized catchment should not exceed the time of concentration calculated using Equation RO-5.
f` + 10 (RO-5)
180
• in which:
• =maximum time of concentration at the first design point in an urban watershed(minutes)
•
•• RO-6 2007-01
Urban Drainage and Flood Control District
S
Sc,
•
•
• DRAINAGE CRITERIA MANUAL N. 1) RUNOFF
•
• L=waterway length(ft)
• Equation RO-5 was developed using the rainfall-runoff data collected in the Denver region and, in
• essence, represents regional"calibration"of the Rational Method.
The first design point is the point where runoff first enters the storm sewer system. An example of
• definition of first design point is provided in Figure RO-2.
Normally, Equation RO-5 will result in a lesser time of concentration at the first design point and will
• govern in an urbanized watershed. For subsequent design points,the time of concentration is calculated
• by accumulating the travel times in downstream drainageway reaches.
2.4.4 Minimum Time of Concentration
• Should the calculations result in a r,of less than 10 minutes, it is recommended that a minimum value of
• 10 minutes be used for non-urban watersheds. The minimum t"recommended for urbanized areas
• should not be less than 5 minutes and if calculations indicate a lesser value, use 5 minutes instead.
• 2.4.5 Common Errors in Calculating Time of Concentration
• A common mistake in urbanized areas is to assume travel velocities that are too slow. Another common
• error is to not check the runoff peak resulting from only part of the catchment. Sometimes a lower portion
•• of the catchment or a highly impervious area produces a larger peak than that computed for the whole
catchment. This error is most often encountered when the catchment is long or the upper portion
• contains grassy parkland and the lower portion is developed urban land.
•
2.5 Intensity
•
The rainfall intensity,I, is the average rainfall rate in inches per hour for the period of maximum rainfall of
• a given recurrence frequency having a duration equal to the time of concentration.
. After the design storm's recurrence frequency has been selected,a graph should be made showing
• rainfall intensity versus time. The procedure for obtaining the local data and drawing such a graph is
• explained and illustrated in Section 4 of the RAINFALL chapter of this Manual. The intensity for a design
point is taken from the graph or through the use of Equation RA-3 using the calculated 4.
• 2.6 Watershed Imperviousness
• All parts of a watershed can be considered either pervious or impervious. The pervious part is that area
• where water can readily infiltrate into the ground. The impervious part is the area that does not readily
. allow water to infiltrate into the ground, such as areas that are paved or covered with buildings and
• sidewalks or compacted unvegetated soils. In urban hydrology,the percentage of pervious and
. impervious land is important. The percentage of impervious area increases when urbanization occurs
•
•�• 2007-01 RO-7
Urban Drainage and Flood Control District
•
•
•
(3/
•
•
•• DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF
•
• Table RO-3—Recommended Percentage Imperviousness Values
• Land Use or Percentage
Surface Characteristics Imperviousness
• Business:
• Commercial areas 95
• Neighborhood areas 85
• Residential:
Single-family *
• Multi-unit(detached) 60
• Multi-unit(attached) 75
• Half-acre lot or larger
• Apartments 80
Industrial:
• Light areas 80
• Heavy areas 90
• Parks,cemeteries 5
Playgrounds 10
•
Schools 50
• Railroad yard areas 15
0• Undeveloped Areas:
• Historic flow analysis 2
Greenbelts, agricultural 2
•
Off-site flow analysis 45
• (when land use not defined)
• Streets:
• Paved 100
Gravel(packed) 40
• Drive and walks 90
• Roofs 90
• Lawns, sandy soil 0
• Lawns, clayey soil 0
• *See Figures RO-3 through RO-5 for percentage imperviousness.
ID
• CA =KA + (1.31i —1.4412 + 1.1351—0.12 for CA ≥0, otherwise CA=0 (RO-6)
CCD = Keg ±(0.858i3 —0.78612 +0.774i+0.04) (RO-7)
•
• Ca =(Ca + CeD)72
•
••� 2007-01 RO-9
Urban Drainage and Flood Control District
•
•
•
39.
•
•
I
0
411 STORM FREQUENCY
0 STORM
DURATION 2-YEAR 5-YEAR 10-YEAR 25-YEAR 50-YEAR 100-YEAR
.I (IN/HR) (IN/HR) (IN/HR) (IN/HR) (IN/HR) (IN/HR
•I 5 MIN 3.62 5.19 6.12 7.31 8.73 9.67
. 10 2.81 4.02 4.75 5.67 6.78 7.51
• 15 2.37 3.40 4.01 4.79 5.72 6.34
20 2.00 2.86 3.38 4.03 4.81 5.34
• 25 1.77 2.54 3.00 3.58 4.28 4.74
• 30 1.64 2.35 2.78 3.22 3.97 4.39
• 40 1.34 1.92 2.27 2.70 3.23 3.59
• 50 1.16 1.66 1.96 2.34 2.80 3.10
• 60(1HR) 1.04 1.49 1.76 2.10 2.51 2.78
• 80 0.80 1.14 1.47 1.61 1.91 2.16
100 0.67 0.94 1.20 1.30 1.58 1.79
•
120(2HR) 0.58 0.80 0.96 1.14 1.30 1.50
5 150 0.49 0.66 0.78 0.93 1.10 1.23
• 180(3HR) 0.42 0.56 0.67 0.80 0.92 1.05
• 4 HR 0.33 0.44 0.53 0.62 0.72 0.81
• 5 0.27 0.36 0.43 0.50 0.57 0.66
.• 6 0.23 0.30 0.37 0.43 0.49 0.57
• 8 0.20 0.24 0.29 0.34 0.39 0.44
• 10 0.15 0.20 0.24 0.29 0.32 0.36
12 0.13 0.17 0.20 0.25 0.28 0.31
.
14 0.11 0.15 0.18 0.23 0.24 0.27
• 16 0.10 0.13 0.16 0.20 0.22 0.24
• 18 0.09 0.12 0.14 0.18 0.19 0.21
. 20 0.08 0.11 0.13 0.17 0.18 0.19
• 22 0.07 0.10 0.12 0.16 0.16 0.17
• 24 0.07 0.09 0.11 0.14 0.15 0.16
•
•
.
'• EXTENDED DURATION-INTENSITY-FREQUENCY
• TABULATION
. GREELEY, CO
• <.,n,.,F/ TABLE 3-3
' Greeley PUBUC WORKS DEPARTMENT
•III Great.F4om the Ground Up. ✓ STORMWATER MANAGEMENT DIVISION SCALE: NTS
• 1001wxnr AVENUE oiencr,COLORADO 00031 REVISED MARCH 2007
.
33
•
• Vmax3 - C350 Overview Page 1 of 1
0
•
•• y, y0 AboutYmaa• Plaftets on Installation l' Design
GuideProject GUaranlae
'War Guide Cottle i.. Software Photos
Slopes Channels Shorelines Installation Products DOT System Staple Guide
• Performance Profile I Problems Solved
• C3 5 0® black NET
Stabilized
• +.::w- i Boryk.USe
• Permanent Turf Reinforcement Mat •..M.M4t3..'"c s ma 11,000 r12 approximate
Super-high Performance Ci}i iVii W
CENTER NET
411 had Exceeds to 30" Rock Riprap _ Black se oT ee
Ultimate Combination of Natural Erosion Control f P0110,0pylene Corrugated
• = . 29/6 1,000 It'
Si and Synthetic Vegetation Reinforcement . 4I 0 qnr
North American Green's 0350 is comprised of a permanent,super high vr' MATRIX McTERML
• 1.1e strength three-dimensional matting structure incorporated with a 100% ! 100.0 comnm
clear coconut fiber matrix.The C350 is designed to provide both long-term,
Slopes widepre-vegetated ariety erosion protection and permanent turf reinforcementstream Ina BOITDM NL 1
• wide variety of lines.applications,including critical flow channels,stream Black w sr eT tl
C Flow banks and shorelines.
PolypW Ill
ene
Flow •'� 8143/1.ow it,,pprommate
• Channetl •`•Ys�'=• weigh!
The 100%coconut fiber matrix supplements the permanento matting's },•--�•≤}i 'a,
5hurelmes Initial mulching and erosion control capabilities for up to 36 months. • ;• ;:•ti., TMRE40
Proven in laboratory and field research,the permanent of super •.: S: nlgck VV araDlllzetl
• high strength 3-0 structure e boosts the shear resistance of vegetation up _ -;•r Palroropylene
to 12 lbs ft'(576 Pa.)-once thought the highest level of vegetation '::,y
equivalent reinforcement possible.Offering permanent erosion protection DIMENSIONS
• equivalent to that of 30'(0.76 m)rock(loran,the C350 provides a cost- Width.0 d It(1 m)
effective,environmentally friendly'green"alternative for severe erosion (myth 55Itmr((16.90 m)
• control projects. Areal 40 yd(33.00
welch('3,100 25(1118e-c 0 kg)
1/-115th
• Download Technical
k Specifications PDF
•
Maximum Value with Vmax3 C350IIIP
• Cost Comparison C350 30"(0.76 m)Rock Riprap
• Materials $7,800-9,900 $32,000
Labor $6,400-7,900 $21,300
• Total Installed Cost $14,200-17,800 $53,300
($8-10 ye/$9-12 m2) ($30 y011$36 m2)
.
MAXIMUM SAVINGS OF;39,100
• •Based on costs for protecting a 16 ft X 1,000 ft(4.8 m x 305 m)drainage channel.
•Costs shown in U.S.Dollars.Costs may vary based on location.
• C350 Product Application Guide*
• Limiting Shear Stress lb/ft'(Pal Permissible Velocity R/s
Flow Duration
• Applications (m/s) Typical Projects FHWA EP-03
Bare Soil Vegetatetl TRM categories
0.5 hr 50 hr 0.5 hr 50 hr Unvegetated Vegetated
• Greater (1531 (144) (576) (480) (3.2) (6.0) High Flow Areas, and C
Slopes Shoreline Protection
• High Flow
• Channels
36-Month
• Vegetation
Grow-in
Period
• •This guide is for general purposes only.Actual product selection and design should be developed using North
American Green's Erosion Control Materials Design Software(ECMDS®).
• •All unvegetated and vegetated Vmax3 performance values are based on laboratory research utilizing test
methods similar to those detailed in ASTM D 6459-00.
• Distributor Locator Contact Us Privacy Policy Terms of Use North American Green
• All Vmazs products have been tested by AASHTO's National Transportation Product Evaluation Program for RECPs.
GSA Contract Number GS-07F-68700'04/01/2004-03/31/2009
• c,2005 North American Green-All rights reserved.
Site Design by Gray Loon Marketing Group.Ins.Unauthorized use of Images and content is strictly prohibited.•••
•
• http://www.vmax3.com/products/c350.tp1 7/8/2008
•
39
•
•
•
•
•• APPENDIX C
• DRAWING IN POCKET-DRAINAGE EXHIBIT
•
•
•
•
•
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