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Home My WebLink About20131785.tiffMarch 14, 2013 Mr. Kim Ogle, Planner III Weld County Department of Planning Services 1555 North 17th Avenue Greeley, CO 80631 MBASELINE Engineering • Planning • Surveying RE: Completeness Review Submittal, Noble Gill Storage Yard Use by Special Review Dear Kim: Baseline Corporation is representing Noble Energy, Inc. to process a Use by Special Review permit for a new storage facility near Gill, Colorado. We are pleased to submit this application for a completeness review. We met with you for a pre -application discussion on February 14, 2013. The property, owned by Noble, consists of approximately 86.63 acres located in Section 26, Township 6 North, Range 64 West of the Sixth P.M. The USR is located on Lot B of RECX12-0069 and is zoned Agriculture. The facility will serve as the storage yard for equipment to be used in Noble's oil and gas operations throughout the Wattenberg field. In addition, Encana Natural Gas, Inc. will operate a liquid natural gas fueling station on the site. Attached to this letter you will find the following submittal documents: • Access Permit Application • Copy of Deed • Copy of Certificate of Conveyances • Notification List of Surface Property Owners • Drainage Study & Grading Plan (Forthcoming) • Traffic Memo • Site Plan Sheets We look forward to working with you as this Use by Special Review application moves through the approval process. Please contact me if you have any questions. Sincerely, /.471 Vincent Harris, AICP Planning Manager CC: Greg Pickerel, Noble Energy, Inc. Dan Sommers, Noble Energy, Inc. Corporate Headquarters Downtown Golden 700 12th Street, Suite 220 Golden, Colorado 80401 Ph 303.940.9966 Fax 303.940.9959 High Plains Downtown Greeley 710 11th Avenue, Suite 105 Greeley, Colorado 80631 Ph 970.353.7600 Fox 970.353.7601 Rocky Mountains Ski Village 1815 Central Park Drive, #370 Steamboat Springs, Colorado 80477 Ph 970.879.1825 Fax 866.242.9106 SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE RECEIPT # /AMOUNT # IS APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number 0801-26-2-00-008 & 0801-26-2-00-009 (12 digit number - found on Tax I.D. information, obtainable at the Weld County Assessor's Office, or www.co.weld.co.us) Legal Description Lot B, RECX12-0069 , Section 26 , Township 6 North, Range 64 West Zone District: A , Total Acreage: 86.63 , Flood Plain: N/A , Geological Hazard: N/A Airport Overlay District: N/A FEE OWNER(S) OF THE PROPERTY: Name: Noble Energy, Inc. attn: Greg Pickerel Work Phone # Home Phone # Email GPickerel@nobleenergyinc.com Address: 1625 Broadway Suite 2000 Address: City/State/Zip Code Denver, CO 80202 Name: Work Phone # Address: Address: City/State/Zip Code Home Phone # Email Name: Work Phone # Home Phone # Email Address: Address: City/State/Zip Code APPLICANT OR AUTHORIZED AGENT (See Below: Authorization must accompany applications signed by Authorized Agent) Name: Vincent Harris, AICP, Baseline Corporation Work Phone # 303-202-5010 x217 Home Phone # Address: 700 12th Street, Suite 220 Address: City/State/Zip Code Golden, CO 80401 Email vince@baselinecorp.com PROPOSED USE: Oil and gas equipment storage, LNG fueling station, truck parking I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal authority to sign for the corporation. 3/8/2013 Signature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date Use by Special Review Questionnaire Case USR13-XXXX Noble Gill Storage Yard Located on Land in Section 26, Township 6N, Range 64W of the 6th P.M., southeast of Weld County Road 64 1/2 and Weld County Road 57 r:a'hn 4•111 Applicant: Noble Energy, Inc. 1625 Broadway Suite 2000 Denver, Colorado 80202 anoble energy Application Submitted: March 14, 2013 — Initial Submittal Section 1 Questionnaire 1°'knoble energy Application for Use by Special Review 1. Description of Proposed Use: This USR application is referred to as the Gill Storage Yard application and is from Noble Energy, Inc. Noble Energy operates approximately 7,800 oil and gas wells in the Denver- Julesberg (DJ) Basin with the vast majority being located in Weld County, Colorado. In addition, Noble operates numerous production facilities associated with these wells. To support this inventory of existing wells in addition to the new wells that are drilled each year, Noble needs an adequate storage yard for the receiving, storage and dispatching of oil and gas related surface equipment. The proposed site is located on two parcels (080123200008 and 080126200009, together being Lot B of RECX12-0069) measuring approximately 86.63 acres total. The lot is located on the northeast corner of WCR 64 '/2 and WCR 57). It is currently zoned Agricultural and surrounded by Agricultural zoned properties. The operation outlined in this application includes the receiving, storing and dispatching of equipment including production tanks, water pits, separators, treaters, pumping units, meter houses, stairs, landings, emission control devices (burners and compressors), facility containment rings and other miscellaneous equipment for delivery to oil and gas production facilities. In addition, a liquid -natural gas (LNG) mobile fueling station will also be located on site. This facility will be maintained and operated by Encana Natural Gas Inc. for Noble on this site. This facility will be added to the southwestern side of the site and will contain a full semi -truck turnaround for refueling of Encana vehicles. The mobile fueling station (see pic below) will be parked on site and not moved until it is no longer required for service. The Unit will be protected from impacts with concrete barriers and will be electrically grounded. A maximum 5,500 gallons of LNG is stored within the facility. Encana Natural Gas Inc. estimates 25 trucks will utilize the facility for fueling daily with the facility operating 24 hours a day seven (7) days a week. Separate truck parking will be provided near the access point for this facility. Please see the attached site layout for more information. The access road for both the storage yard and the LNG fueling station will be from County Road 57. The proposed access will be 50 -foot wide with 65 -foot turning radii. Gill Storage Yard USR13-XXXX Noble Energy, Inc. Ri?,noble energy ASELINE Engiannng Planning Surrey ng Ownership Information Land Owner: Noble Energy, Inc. 1625 Broadway Suite 2000 Denver, CO 80202 Example: Existing Noble Storage Facility Tanks, Separators, etc. Gill Storage Yard USRI3-XXXX Noble Energy, Inc. Example LNG Mobile Fuelin Example Existing Noble Storage Facility Station: 8.5' x 50' Ri?,noble energy BASELINE Enpinaennp Planning Sarreyrng 2. Consistency with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan Comprehensive Plan Consistency Section 22-2-10(D) emphasizes the extraction of natural resources as an important part of the economy of Weld County. This storage yard will contribute to the expansion of the county's industrial economic base by providing increased capacity for future marketing of oil production in Weld County. Oil and gas facilities are allowed as a use by right in the A (Agricultural) Zone District. However oil and gas storage facilities and oil and gas support and services require a Use by Special Review (USR) permit in Weld County. 3. Consistency with the intent of the Weld County Code. Chapter 23 (Zoning) and the zone district in which it is located. Section 23-3-10 indicates that uses that are "more intense and have a potentially greater impact" are permitted within the A (Agricultural) zone district. The operation of a storage facility for oil and gas operations, as well as fueling stations, can be considered more intense uses of land that are more suitable for remote locations such as the proposed site. 4. Surrounding Uses and Compatibility with surrounding uses. The Gill Storage Yard is surrounded by large agricultural properties, residences, as well as a dairy and hog farm to the northwest. The Town of Gill is also located approximately 0.64 miles to the southwest of the southern property line. Some of the surrounding uses are large-scale agriculture that operate industrial equipment and have also been approved through the special review process. The Noble water depot site directly north of the proposed storage yard (MUSR12-0016) was also approved, and in addition to the proposed site, will help facilitate the Oil and Gas industry in the area. 5. Describe the following: a. Number of people who will use this site Noble estimates that 25 trucks will come and go from this facility on a daily basis for loading and unloading purposes. It is also proposed that 25 additional trucks will utilize the LNG facility on a daily basis. b. Number of employees proposed to be employed at this site Noble Energy, Inc. will staff five (5) employees for the purpose of managing the site, and for the loading and unloading of materials that come to the site via trucks. Gill Storage Yard USR13-XXXX Noble Energy, Inc. Ri?,noble energy ASELINE 6 Engiannng Planning Surrey ng c. Hours of operation The Gill Storage Yard will operate 24 hours per day 7 days per week. The LNG facility will also operate 24/7. d. Type and number of structures to be built on this site • One employee office building • One Garage for employee vehicles. • 32 20'x10' storage containers • Liquid natural gas (LNG) fueling station • Tuboscope for pipe inspections • Pipe racks e. Type and number of animals, if any, to be on this site No animals will be maintained on the site. f. Kind of vehicles that will access this site and how often Semi -tractor trailers will be used to haul the equipment that is stored on site. A few larger, one -ton pick-up and 5th wheel trailers, will access the site to haul larger equipment out to the job site. Tanker trucks will refuel at the LNG facility. g. Who will provide fire protection to the site The Platte Valley Protection District provides fire protection to this area. A referral packet will be sent to the District by the County. h. Water source on the property (both domestic and irrigation) The site is served by domestic water provided by North Weld County Water District. Noble has had discussions with NWC Water District to upgrade the size of the water tap to four (4)" near the intersection WCR 64 '/z and WCR 57. This agreement was made for the recently approved Carpio Water Storage Facility located directly north of the site. The same water tap will be utilized for the proposed storage yard. A water -line easement will be dedicated across the two parcels. i. Sewage disposal system on the property (existing and proposed) A commercial septic sewer system will be designed, permitted, and constructed in accordance with the Weld County Health Department's Regulations. Gill Storage Yard USR13-KXYX Noble Energy, Inc. Honer[] MBASELINE ' energy Wagering Planning SummM J If storage or warehousing is proposed, what type of items will be stored Production tanks water pits, separators, treaters, pumping units, meter houses, stairs, landings, emission control devices including burners and compressors, facility containment rings and other miscellaneous equipment for delivery to oil and gas production facilities. 6. Proposed Landscaping There is no existing screening and no additional landscaping is proposed with this application. 7. Reclamation Procedures Noble Energy, Inc. has no intentions of ceasing operations of this facility once it is operational. This facility is intended to be a long-term operation, however should the Gill Storage Yard no longer be needed by Noble, equipment will be removed from the site and any vegetation on site will comply with County standards. 8. Storm Water Drainage The proposed site is relatively flat and will be surfaced with gravel. Please refer to the drainage report located in the appendix of this document for further explanation. 9. Construction period Construction of the Gill Storage Yard is anticipated to commence soon upon approval of this requested USR permit. 10. Waste Handling Plan The objective of the Waste Handling Plan is to ensure waste generated at the facility is managed in accordance with all Local, State and Federal regulations. Additionally, the Plan identifies operational chemicals used or stored on site for the LNG fueling station, which require specific disposal pathways. Noble and Encana personnel are trained annually with regards to proper waste management practices. This facility will be serviced by a waste management company for solid waste removal. Three dumpsters will be located next to the access road, adjacent to the LNG fueling station. The likely waste handler will be Waste Management. Materials are expected to be stored at the facility to support operations, and have specific disposal requirements. Gill Storage Yard USR13-XXXX Noble Energy, Inc. Ri?,noble energy ASELINE 8 Engiannng Planning Surrey ng All liquids will be managed and disposed/recycled in accordance with local, state, and federal regulations. If any waste is produced it will be placed accordingly in a waste dumpster, which will be appropriately managed and disposed of by as required by State and County regulations. The dumpster is emptied either weekly or every two weeks and the roll -off is emptied on a call - out basis. Non -routine waste from the LNG facility (e.g. spills or releases) will be managed in accordance with Encana Natural Gas Inc.'s Contingency Plan. Spills, as appropriate, will be reported to the proper regulatory agency(s). Additionally, a site -specific Spill Prevention Control and Countermeasure (SPCC) Plan will be developed if required, which will outline appropriate actions to be taken in the event of a spill or release. The SPCC Plan in conjunction with the Emergency Response/Oil Spill Contingency Plan will ensure that all appropriate response actions are taken and that all waste will be handled in accordance with applicable rules and regulations. Both documents are written in accordance with requirements set forth by the Environmental Protection Agency. Regarding a motor vehicle oil leak (potentially during construction), Noble's/Encana's Standard Operating Procedures will be to dig up the contaminated soil and likely ship it to the Ault Waste Management Facility. Noble/Encana will then test and analyze the remaining soil to be sure it is clear of all contaminates. Once that is completed, Noble/Encana will back fill the previously contaminated area. Please note that a final Waste Handling Plan will be submitted after approval of the USR permit. This plan will contain the list of chemicals to be stored on -site and the chosen waste handler. 11. Dust Abatement Plan During the construction phase of the project, Noble will utilize water trucks to maintain dust suppression. Also, the Storm Water Management Plan will be followed to mitigate soil erosion during the construction phase. After construction is completed the site will be stabilized using native vegetation in allowed areas, which will not be allowed to grow over 12" high. Additionally, Noble will gravel the access drive and all circulation areas on site. In addition, a water truck will be utilized to control dust after construction, as needed. Gill Storage Yard USR13-XXXX Noble Energy, Inc. Ri?,noble energy ASELINE 9 Engiannng Planning Surrey ng Section 2 1. Notification Requirements rkInoble energy In accordance with Section 23-2-260 (B) (9) of the Weld County Code a certified list of the names and addresses of the owners of property within 500 feet of the subject property is provided in the Appendix. The County is responsible for mailing the notice. This list was created from the Assessor records of Weld County on November 9, 2012. Posted Notice: In accordance with Section 23-2-210 of the Weld County Code a sign shall be posted by the County on this proposed property stating that a Use by Special Review Permit has been requested. Gill Storage Yard USRI3-XXXX Noble Energy, Inc. Ri?,noble energy ASELINE 10 Engiannng Planning Surrey ng 2. Operation Standards NOISE CONTROL: The operation of the Gill Storage Yard shall comply with the noise standards enumerated in Section 25-12-101, C.R.S. The proposed uses are not subject to COGCC noise regulations. AIR AND WATER QUALITY: All activities will be in compliance with the permit and control provisions of the Colorado Air Quality Control Program, Title 25, Article 7, and C.R.S. as applicable. No waste water will be discharged within the site. Human wastes will go into the permitted septic vault and leach field. LIGHTING: Lighting on the site will be downcast and shielded lighting will be provided on the proposed building. Lighting is for nighttime security and emergency work only. Any source of lighting on the site shall be shielded so that light rays will not shine directly onto adjacent properties where such would cause a nuisance or interfere with the use on the adjacent properties. In addition, neither direct nor reflected light from any light source on site will create a traffic hazard to operators of motor vehicles on the adjacent access road. WEED CONTROL: The facility will be kept free of weeds, rubbish, and other waste material. The area shall be treated if necessary and as practicable to prevent invasion of undesirable species and noxious weeds. Gill Storage Yard USR13-.3OOOC Noble Energy, Inc. n energy BASELINE 11 Engineering Planning Su• 3. Required Permits Weld County: A Use by Special Review Permit is required to be approved by the Board of County Commissioners. Access to the site from WCR 57 will be coordinated with the Weld County Department of Public Works. Noble will submit any additional permits necessary for county approval prior to the commencement of construction on site. Platte Valley Fire Protection District: The Site Plan and Use by Special Review Application will be referred to and reviewed by the Platte Valley Fire Protection District. A letter from the fire district regarding this proposal will be added to the Appendix once it is received. Oversize Load Permits: If necessary, oversize load permits will be obtained prior to moving any new equipment onto the site. Access Permits: Access permit applications have been submitted as part of this application. Please refer to the Appendix. Gill Storage Yard USR13-.3OOOC Noble Energy, Inc. n energy BASELINE Engineering Planning Su• 4. Traffic Please see the Traffic Memo located the Appendix. 5. Fire & Emergency Response There is adequate provision for the protection of the health, safety and welfare of the inhabitants of the neighborhood and the county. All roads leading to and those in the site area are designed and maintained to support fire apparatus. Ample turnaround room to accommodate fire apparatus is present. Noble has support personnel in the field or on call at all times to provide technical assistance in fire prevention and elimination. 6. Spill Prevention, Control and Countermeasure If required, an SPCC plan will be created for the facility prior to construction of both the storage facility and the LNG facility. It is Noble's' policy to create and maintain SPCC plans at all of its non -transportation related facilities in accordance with 40 CFR Section 112. Upon completion of the SPCC plan, a signed copy will be provided, per the request of Weld County. On Behalf of Noble Energy, Inc. this Report has been prepared by: MBASELINE Engineering • Planning • Surveying Golden Office 700 12th Street, Suite 220 Golden, CO 80401 303-202-5010 or 303-940-9966 www.baselinecorp.com Gill Storage Yard USR13-.3OOOC Noble Energy, Inc. n energy BASELINE 13 Engineering Planning S,_. Weld County Public Works Dept. 1111 H Street P.O. Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 Applicant Name Vincent Harris, AICP ACCESS PERMIT APPLICATION FORM Property Owner (If different than Applicant) Name Noble Energy, Inc. Company Baseline Corporation Address 1625 Broadway Suite 2000 Address 700 12th St, Ste. 220 city Denver State CO Zip 80202 city Golden State CO Zip 80401 Phone Business Phone 303-202-5010 x217 Fax Fax 303-940-9959 E-mail vince@baselinecorp.com Parcel Location & Sketch The access is on WCR 57 Nearest Intersection: WCR 57 & WCR 64.5 Distance from Intersection 250 feet Parcel Number 0801-26-2-00-008 & -009 Section/Township/Range S26, T6N, R64W Is there an existing access to the property?(DYES NO 0 Number of Existing Accesses 2 (AP12-00133) Road Surface Type & ConstructionInformation I Asphalt n Grave�freated I Other Culvert Size & Type TBD Materials used to construct Access Construction Start Date TBD Finish Date Proposed Use ['Temporary (Tracking Pad Required)/ $75 ['Single Residential/$75 ['Small Commercial or Oil & Gas/$75 ['Large Commercial/$150 ❑Field (Agriculture Only)/Exempt E-mail gpickerel@nobleenergyinc.com A= Existing Access O= Proposed Access T N 57 5 V 3 WCR 66 A WCR 64.5 WCR 64 59 5 V 3 Note: existing accesses are to oil & gas well and agriculture field only ❑ Industrial/$150 ❑Subdivision/$150 Is this access associated with a Planning Process? ❑No ❑USR :IRE ❑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 facilitigs construjtion. Signature Printed Name Vincent Harris Date March 8, 2013 Approval or Denial will be issued in minimum of 5 days. Approved by Revised Date 6/29/10 TRAFFIC MEMO vB To: Weld County CC: Baseline Project File — 220 PL Gill Storage Facility USR From: Noah Nemmers, PE Date: March 12, 2013 Re: Noble Energy, Inc. — Storage Facility Trip Generation OVERVIEW This traffic memo is prepared to accompany the USR permit application for the storage facility and liquid natural gas fueling station uses proposed by Noble Energy, Inc. located at the intersection of WCR 64 %z and WCR 57 in Weld County, Colorado. This memo provides an overview of the long term traffic associated with this site. BACKGROUND Access to the site is located on WCR 57 via a proposed 50 foot -wide driveway. The site is located directly northeast from the intersection of WCR 57 and WCR 641/2 and approximately 2/3 of a mile east of Gill. WCR 57 is a gravel road with one lane in each direction. CSH 392 is a State Highway approximately 1.48 miles north of the site and the intersection of WCR 57 and WCR 64 1/2. CSH 392 is classified as RA - Regional Highway with a speed limit of 65 mph. There is one lane in each direction at WCR 57 with no turning lanes. All roads have 60' of right-of-way. The use on the site consists of one small office, storage of oil and gas related equipment, a Liquid Natural Gas (LNG) fueling station, and large -truck parking. These uses are proposed uses and are planned for construction upon approval of a Use by Special Review application. This memo assesses current traffic generation associated with the site operations. The haul route is planned to be directly from Colorado State Highway 392 south to the site on Weld County Road 57 and back north again on Weld County Road 57 to Highway 392 once the trucks fill either their tanks with LNG or flatbed with oil and gas equipment related to production. The trucks will then disperse east and west via CSH 392. TRIP GENERATION Operational Traffic The following vehicle summaries have been used to determine the anticipated traffic generation numbers: • Overall Employees —5 per shift, one shift —10 trips • Average Daily Deliveries/Pickups Storage Yard: (semi or flatbeds) — 25 daily (50 trips) • Average Daily Deliveries/Pickups LNG facility (Tanker semi) — 25 daily (50 trips) 1 The following table depicts the expected long term trip generation for the operation: Table 1. Operational Traffic Trip Generation Summary Table Phase Maximum Employees/ /Trucks Daily Vehicle Trips Daily Vehicle PCEs* Average Daily Operation Employee Trips 5 employees/day 10 vehicle trips/day 10 PCE/day Semi -Truck Trips 50 trucks/day 100 truck trips/day 300 PCE/day Total Daily Trips 310 PCE/day *PCE = Passenger Car Equivalent. TRIP DISTRIBUTION 100% of all trips in and out of the proposed Gill Storage Yard will utilize the route indicated from CSH 392 south via WCR 57. CONCLUSION The ongoing use of the site and associated traffic is consistent with the existing uses on surrounding properties with exiting traffic onto WCR 57. The intersections of WCR 57 at CSH 392 and WCR 64 %2 have a stop control on the side roads and adequate line of site for proposed traffic volumes. Improvements to the intersection at CSH 392 are planned. The access and use of the site for storage and refueling should not create any adverse impacts on the surrounding road network. 2 Noble Wattenberg Storage Facility PHASE lii DRAINAGE STUDY WELD COUNTY, COLORADO March 22, 2013 PREPARED FOR: Noble Energy 1625 Broadway, Suite 2200 Denver, CO 80202 C/o GWD Design Tammy Zimbelman 621 17th St, Ste 1200 Denver, CO 80293 303-951-9309 PREPARED BY: Diamondback Engineering & Surveying, Inc. 12640 West Cedar Drive, Suite C LAKEWOOD, COLORADO 80228 (303) 985-4204 PROJECT MANAGER: JOHN ENOCHS, PE TABLE OF CONTENTS PAGE I. GENERAL LOCATION AND DESCRIPTION 1 II. DRAINAGE BASINS AND SUB -BASINS 2 III. DRAINAGE DESIGN CRITERIA 3 IV. DRAINAGE FACILITY DESIGN 4 V. SUMMARY AND CONCLUSIONS 9 VI. REFERENCES 10 APPENDIX A VICINITY MAP SCS SOILS MAP FEMA FIRM MAP APPENDIX B HYDROLOGIC COMPUTATIONS APPENDIX C HYDRAULIC COMPUTATIONS MAP POCKET DRAINAGE PLANS CERTIFICATIONS "I hereby certify that this report for the final drainage design of the Nobel Energy Wattenberg Storage Yard 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." ounityrro 0 0 N9 O• r i alt t' 8057 • �Av°• Z7-- °�. I VIV V000000° 1 tk‘t �I,,,jj 111u1 John D. Enochs, P.E. Colorado No. 26057 For and on behalf of Diamondback Engineering & Surveying, Inc L GENERAL LOCATION AND DESCRIPTION: A. LOCATION 1 Location: Nobel Energy Wattenberg Storage Yard (Wattenberg Storage Yard) is located in the northwest 1/4 of Section 26, Township 6 North, Range 64 West of the Sixth Principal Meridian, County of Weld, State of Colorado (see Vicinity Map, Appendix A). 2. Existing Streets: The existing site is surrounded by agricultural land and bounded to the north WCR 64, to the east by WCR 57 and to the south by WCR 62.5. 3. Major Open Channels, Lakes, Streams and Other Water Sources: There are no features in these categories on or adjacent to the site. There is a small pond located to the northeast of the site on the adjacent property. 4. Names of Surrounding Developments: The land surrounding the site is agricultural. There is no developed land nearby. B. DESCRIPTION OF THE PROPERTY: 1. Area in Acres: The site is 86.6 acres. 2. Ground Cover and Soil Types: The area is planted in an agricultural crop. According to the USDA Web Soil Survey, the soil type for 66.5% of the site is Hydrologic Type B and 23.2% is Type D. Soils on the site are classified as 23.2% Aquolis and Aquepts, 35.8% Otero Sandy Loam 1 to 3% slopes and 35.5% Otero Sandy Loam 3 to 5% slopes. More soils information can be found in the appendix. 3. Major Open Channels and Property Ownership: There are no major open channels on the site. The property is owned by Nobel Energy, Inc. 4. General Project Description: The site encompasses approximately 86.6 acres and includes agricultural land. The site generally slopes to the southeast at a 1-4% grade. The site will serve as a piping and equipment storage yard for Nobel Energy. The proposed site will be flattened out and will slope to the southeast at 1%. The 1 entire site will be covered with Class 6 road base. Runoff from the site will be collected in perimeter ditches which run along the eastern and southern edges of the site. Water from both ditches will flow directly to the 100 year detention pond located in the southeast corner of the site. There is an existing ditch which runs across the middle of the site. This ditch enters the site via a 36" culvert. The ditch will be piped across the site via a 36" RCP culvert. In addition to the storage yard, there will be a 1,850 SF office/garage facility built on the south end of the site. 5 Existing Irrigation Facilities: Any irrigation facilities on the site will be removed prior to construction. 6. Groundwater Characteristics: The proposed site will be used for materials storage. Besides domestic use by the on -site office, the site will not use groundwater for irrigation. H. DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION 1. Reference to Weld County Master Drainage Plans: Not applicable. 2. Major Basin Drainage Characteristics: There will be one detention pond for the site located at the southeast corner. No water from offsite drainage basins will enter the site. Offsite water will run under the site through a 36" RCP and be discharged to where it historically runs. The proposed site will have three drainage basins. The northern -most basin, Basin A drains to the southeast and into the eastern pad -side ditch. The middle basin, Basin B drains directly to the detention pond. The southern basin, Basin C drains to the southern pad -side ditch. 3. A FEMA Firmette taken from Community Panel Number 080266 0636 C Dated September 28, 1982 for the site is in the Appendix. The site is not located in any 100 year flood plains or floodways. 2 4. Please refer to the map pocket for the Drainage Report drawings. B. SUB -BASIN DESCRIPTION 1. Historic Drainage Patterns: The site slopes from northwest to southeast. There is a ditch which currently carries offsite water across the site. The ditch flow will be routed in its current location through a 36" RCP culvert and be discharged at the point that the ditch historically discharged. No on -site runoff will be routed to the culvert. All on -site runoff will be collected in ditches located along the eastern and southern edges of the pad. These ditches will flow to the 100 year detention pond located at the southeast corner of the site. 2. Offsite flow patterns and impacts: There is an existing ditch located along the eastern side of the proposed site. This ditch currently carries any runoff from the existing site to the southeast corner of the site and through an existing 36" culvert which crosses WCR 62.5 and onto the parcel to the south. Another ditch flows through the site from northwest to southeast across the middle of the site. Flows from this existing ditch will flow through a proposed culvert which will run from where the ditch enters the site to where it exits the site. The proposed culvert will follow historic drainage patterns and discharge to the existing ditch which runs along the eastern side of the site. III. DRAINAGE DESIGN CRITERIA A. Regulations 1. Optional Criteria: No alternative criteria were used in the preparation of this report. There are no deviations from the Weld County Storm Drainage Criteria. B. Development Criteria Reference and Constraints 1. Previous Drainage Studies for the Property: There are no known Drainage Studies previously prepared for this property. 3 2. Site Constraints: This site currently slopes from the northwest to the southeast at between 1-4% grades. The proposed site grading will follow historical patterns and slope from the northwest to southeast at 1%. There will be cut slopes along the northwestern side and fill slopes along the eastern and southern sides of the site. It is anticipated that rippable rock will be encountered along the northwestern edge of the site. C. Hydrological Criteria 1. The basis for this Drainage Study is the "Weld County Storm Drainage Criteria Addendum to Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3, and the most recent Urban Drainage and Flood Control District's (UDFCD) Storm Drainage Manual. The Rational Method was used to determine runoff for the on -site basins, the time of concentration (Tc), and determining peak runoff flows for the developed basins. Due to the proximity of the site with the City of Greeley, rainfall data was directly taken from the City of Greeley which was taken directly from NOAA Atlas. 2. Storm Recurrence Intervals: Storm recurrence intervals used in this study are the 5 year and 100 year. 3. Runoff Calculation Methods: UDFCD spreadsheets were utilized to calculate runoff from the site. All calculations can be found in the Appendix. 4. Detention Discharge and Storage Calculation Methods: Full spectrum Detention will be utilized at this site with the Excess Urban Runoff Volume (EURV) determined per the UDFCU criteria manuals. The V=KA method as determined by UDFCD storm drainage manuals will be used for the 100 -year storm water detention. Stormwater detention will be provided for the EURV volume in addition to the 100 -year storm event. 5. Other Criteria: No criteria other than Weld County and UDFCD Storm Drainage Criteria were used in this report. D. Hydraulic Criteria 1. Open channel flow and flow characteristics have been analyzed utilizing Manning's Formula. The two proposed ditches which run along the eastern and southern edges of the pad. Were modeled using the UDFCD trapezoidal spreadsheet. 2. Detention Outlet Type: The detention pond outlet is based on a Type D inlet. The upstream side has water quality release plate and orifices sized to carry the 100 year release rate of 76.62 CFS. The outlet structure grate has a net opening of 34 square feet. Calculations can be found in the Appendix. 3. Check and Drop Structure Criteria: UDFCD sizing criteria was used for the outlet structure. 4. Water Quality Outlet Configuration: A water quality plate will be mounted on the outlet structure. The plate has eight rows of two holes each to release the proper amount to achieve a 72 hour release of the EURV. 5. Culverts: The outlet structure discharges into three (3) 24" culverts. 24" diameter culverts were used due to low head. 6. There are no storm sewer inlets on the site. The 36" culvert which runs through the site has two (2), five foot diameter intermediate manholes. 7. Permanent Erosion Control Features: Rip rap is used at both ditch discharges to the detention pond, over both Forebay berms, and along the emergency overflow weir. S. Criteria not Presented in Weld County Code: No criteria outside of the Weld County Code are being proposed for this site. IV. DRAINAGE FACILITY DESIGN A. General Concept 1. Historic Drainage Patterns: The site slopes from northwest to southeast. There is a ditch which currently carries offsite water across the site. Other ditches are located along the eastern and southern property boundaries. The eastern and southern ditches carry stormwater from the cross -site ditch and from the site to a culvert 5 which crosses WCR 64.5. 2. Compliance with Offsite Runoff: The proposed facilities generally maintain historic patterns. The ditch which currently flows across the site will be collected in a 36" RCP culvert situated in the ditches current location. The 36" RCP culvert will discharge at the point that the ditch historically discharged. No on -site runoff will be routed to the culvert. All on -site runoff will be collected in ditches located along the eastern and southern edges of the pad. These ditches will flow to the 100 year detention pond located at the southeast corner of the site. All site and historic runoff will continue to be routed through the 36" culvert located under WCR 64.5. A capacity calculation for this culvert can be found in the Appendix. 3. Tables, Charts, Figures and Drawings: The Appendix contains all the backup calculations and detailed site grading and drainage plan. Calculations are based on Weld County Drainage Regulations and utilize the latest UDFCD spreadsheets. 4. Hydraulic Structures: The detention pond outlet structure will be a modified Type D Inlet. It will have a restrictor plate on the front to allow drainage of the EURV in 72 hours. A grate will be installed on the top of the inlet capable of passing the 100 year storm with a 50% blockage. The outlet for the structure will be three parallel 24" pipes which are capable of carrying the 100 year release rate of 76.62 CFS. The effluent weir was sized to carry the 100 year inflow. Rip rap will be installed along the back side of the dam to provide slope protection. Emergency overflow has been provided in the detention facility in the form of a weir and concrete cut off wall. The emergency overflow weir has been designed to pass the 100 -year developed peak inflow. All proposed ditches have been sized to convey 100 -year flows without overtopping. The eastern ditch conveys runoff from Basin A to the detention pond. The peak 100 -year runoff conveyed by this ditch is 122.5 CFS. The peak 100 -year flow results in a depth of 2.67' at Design Point 1. The southern ditch conveys water from Basin C to the detention pond. The peak 100 -year runoff conveyed by this ditch is 60.62 CFS. The peak 100 -year flow results in a depth of 2.00' at Design Point 2. Please refer to the ditch calculations located in Appendix of this report. B. Specific Details 1. Drainage Criteria Compliance: This site has no inlet structure, curb and gutters or other structures typically found in subdivision or commercial developments. All components were sized using Weld County Drainage Regulations. Water quality will be applied to this site in the form of a water quality facility combined with the proposed detention pond. The proposed facility will incorporate a forebay and micropool within the facility. Criteria for the application of water quality in full spectrum detention facilities are determined based on EURV requirements per the UDFCD storm drainage manuals. 2. Drainage Solutions at Specific Design Points: Two ditches drain the majority of the site. Each ditch enters the detention pond from a different direction. To accommodate this arrangement, two Forebays were designed. The larger Forebay accommodates approximately 2/3 of the flow. There are trickle channels from each Forebay to the outlet structure. 3. Detention Storage and Outlet Design: The 100 year detention pond and outlet structure were sized utilizing UDFCD criteria and spreadsheets. The detention pond is located at the low point on the property. By routing all surface drainage to the pond, the site discharges to the area of historic discharge. The outlet structure was designed to release the EURV over 72 hours. 4. Maintenance Operations and Access: The proposed Water Quality/Detention Pond has been located close to the parking lot for access and maintenance of the facility. It is the owner's responsibility to keep vegetation trimmed and the outlet structure grate and restrictor plate free from debris. The ditches and pond are located close to the facility so any debris or blockages will be visible to onsite staff. 5. Permit Applications: N/A V CONCLUSIONS A. Compliance with the Weld County CODE: The drainage plans for this facility were designed to meet or exceed Weld County drainage regulations. The purpose of this Phase III Drainage Study was to develop a stormwater management system for the proposed Wattenberg Storage Yard improvements. This study was prepared in reference to the Weld County Storm Drainage Criteria and the Urban Drainage Flood Control District Storm Drainage Criteria Manual. B. Drainage Concept 1. Design Effectiveness to Control Damage: The drainage design presented in this study provides additional effectiveness to control damage due to stormwater runoff. The proposed release from the entire site is the same as existing conditions. However, the discharge into the adjacent properties south of this site is reduced providing a positive result on the adjacent properties. The drainage facilities were designed to release stormwater at the historic rate of 76.63 CFS. Release rates from the facility are in compliance with applicable regulations and are designed to control damage from the facility's storm runoff. Infiltration methods will be promoted by means of conveying stormwater in unlined ditches to the proposed on site water quality/ detention facility. Runoff will be cleaned and discharged from the proposed facility with the addition of water quality in the proposed detention facility. 2. Influence on the Master Drainage Plan: The results of the proposed development have a positive influence on the existing drainageway and its planning studies. The site discharge follows historic patterns and drainageways. 3. Irrigation: There are no irrigation facilities which traverse the site. 8 4. References: 1. Weld County Storm Drainage Addendum to the Urban Storm Drainage Criteria Manuals; Weld County, Colorado October 2006. 2. Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District (latest edition). 3. FEMA FIRM Flood Insurance Rate Map, Map No 0802660635C, September 28, 1982. 4. Soil Survey of the Weld County Area, Colorado, US Department of Agriculture. 9 APPENDIX A VICINITY MAP SCS SOILS MAP FEMA FIRM MAP 10 WCR 68 7 HWY 392 / / WCR 66 ON. 0./ 4-"e: WCR 55 6th AVE )--). w /74 / WCR 64 1/2 (S'- G/ I U WCR 64 GILL WCR 62 1/2 3rd AVE rn LU U VICINITY MAP APPROXIMATE SCALE I I I las FLOOD INSURANCE RATE MAP Enip4fg AZo& r4OO•A o o O t- )- -J O Z to W — LL cr O x en lc s2; 2 J a. W w4 �W 0- m M Cr) =0 WCC N CO W CO c CC 4O 2 co a00 W _— 1— = W N O U tai co in cn CD I- d • U c r c r a 0 0 car c 0 N N .� - EHP;' cot Et. 92 tiic QZO `1 'O 4 .8 m rn w h E E mct2 O D mm e c 7 FJ aon OL lO t y >` " ILLU U n 0 ! Jte. E E• .00 u- oE c yN0ca y 03 d I-sota z O N t1 N 1 4 • • • Web Soil Survey http://websoi (survey.nres.usda.goviapp/WebSoilSurvey.aspx Flan a 44 L d • 71 LSD% ��. ppp " tnc±Z 1:eic Contact Us Download Soils Data Archived Soil Surveys Soil Survey Status Glossary Preferences Link Logout Help Area of Interest (AOI) Soil Map View Soil Information By Use: An uses Intro to Soils Soil Data Explorer Shopping Cart (Free) a©1. gat 1.1 i s of -1 Scale (not to scale) Suitabilibes and Limitations for Use Properties and Qualities Ratings Open All( Close All Soil Chemical Properties Soil Erosion Factors Soil Physical Properties Soil Qualities and Features AASHTO Group Classification (Surface) Depth to a Selected Soil Restrictive Layer Depth to My Soil Restrictive Layer Drainage Class Frost Action Frost -Free Days Hydrologic Soil Group View Description View Rating View Options Map Table Description of Rating Rating Options Detailed Description Advanced Options Aggregation Dominant Condition Method Component Percent Cutoff Tie -break Rule Lower Higher View Description View Rating Map Unit Name Parent Material Name Representative Slope Unified Soil Classification (Surface) Water Features Soil Properties and Qualities Map — Hydrologic Soil Group Printable Version A A A Add to shopping Cart I Ecological Site Assessment Soil Reports Warning: Soil Ratings Map may not be valid at this sale. Tables — Hydrologk Soil Group — Summary By Map Unit Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol 4 51 52 Map unit name Rating Acres in AOI Percent of AOI Aquolls and Aquepts. flooded D 20.1 23.2% Otero sandy loam, 1 to 3 B 31.0 35.8% percent slopes Otero sandy loam, 3 to 5 B 35.5 41.0% percent slopes Totals for Area of Interest Description — Hydrologic Soil Group 86.6 100.0% Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual lasses (ND, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of days that have a high shrink -swell potential, soils that have a high water table, soils that have a daypan or day layer at or near the surface, and soils that are shallow over nearly impervious matenal. 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. Rating Options — Hydrologk Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified 1 of 2 3/20/2013 4:38 PM Soil _Map -Weld County_Colorado_Southern_Part.pdf http://websoilsurvey.sc.egov.usda.gov//WssProduct/atp32j45sun5cg45... Soil Map —Weld County, Colorado. Southern Part (Nobel Wattenberg Storage Yard) 40' 2T 54" 40. 2T 2r b A Map Scale 14,460 A pmtea on Astte (8 5" x 11") sheet 0 40 80 Feet 0 150 300 600 900 Meters 160 240 USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 3/20/2013 Page 1 of 3 40' 27 54" 40' 2T 23- 1 of 3 3/20/2013 4:35 PM Soil Map-Weld_County_Colorado_Southern_Part.pdf http://websoi lsurvey.sc.egov.usda.gov//WssProduct/atp32 j45sun 5cg45... , 0 s Soil Map -Weld County Colorado Southern Part (Nobel Wallenberg Storage Yard) MAP LEGEND Area of Interest (AOl) Area of Interest (AOI) Soils Soil Map Units Special Point Features Blowout • ti S Se J Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot i andhll Lava F low Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot 0 Sinkhole Slide or Slip Sodic Spot Spoil Area 0 Stony Spot t1i Very Stony Spot t Wet Spot Other Special Line Features Gully Shod Steep Slope ., . Other Political Features • Cities Water Features Streams and Canals Transportation ., . Rails ti Interstate Highways US Routes Major Roads Local Roads MAP INFORM, Map Scale 1 4.460 if printed on A size ( The soil surveys that comprise your AOI Warning Soil Map may not be valid at II - Enlargement of maps beyond the scale misunderstanding of the detail of mappir placement The maps do not show the s soils that could have been shown at a m Please rely on the bar scale on each ma measurements Source of Map Natural Resources Cc Web Soil Survey URL http / websoilsi Coordinate System UTM Zone 13N N I his product is generated from the USUP the version date(s) listed below Soil Survey Area Weld County Color Survey Area Data Version 11 Aug 2r Date(s) aerial images were photographe I he orthophoto or other base map on wl compiled and digitized probably differs ti imagery displayed on these maps As a of map unit boundaries may be evident i sly\ Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2 of 3 3/20/2013 4:35 PM Soil_Map-Weld_County_Colorado_Southern_Part.pdf http://websoilsurvey.sc.egov.usda.gov//WssProduct/atp32j45sun5cg45... Sod Map -Weld County, Colorado, Southern Part Nobel Wattenberg Storage Yard Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name I Acres in AOI Percent of AOI 4 51 52 Totals for Area of Interest Aquolls and Aquepts. flooded Otero sandy loam, 1 to 3 percent slopes Otero sandy loam, 3 to 5 percent slopes 20 1 31.0 35 5 86.6 23 2% 35.8% 41 0% 100.0% LSDA Natural Resources Conservation Service Web Sod Survey National Cooperative Soil Survey 3/20(2013 Page 3 of 3 3 of 3 3/20/2013 4:35 PM APPENDIX B HYDROLOGICAL COMPUTATIONS 11 DETENTION VOLUME BY THE FULL SPECTRUM METHOD Project: Nobel Wattenberg Basin ID: Area of Watershed (acres) Subwatershed Imperviousness Level of Minimizing Directly Connected Impervious Area (MDCIA) Effective Imperviousness' Hydrologic Soil Type Type A Type B Type C or D Excess Urban Runoff Volume4 100 -year Detention Volume Including WQCV 5 86.60 40.0% 0 * User input data shown in blue. 0 V 40.0% Percentage of Area Area (acres) 0.0 76.8% 66.5 23.2% 20.1 Recommended Horton's Equation Parameters for CUHP Infiltration (inches per hour) Decay Coefficient --a Initial--/; Final --/o 4.152 0.6 0.0018 Detention Volumes 2,5 Maximum Allowable Release Rate, cfs3 (watershed inches) (acre-feet) 0.50 3.63 Design Oulet to Empty EURV in 72 Hours 0.85 6.16 76.62 I Runoff Voume - Inches 2.50 2.00 1 50 1 00 0.50 0.00 • • • • �I • • /taw ea./ I se •sly s 'a' - es aa i � 0 20 40 60 Percent Total Imperviousness 80 100 100 1, WI type A Sal wow wive o. c a u sne -•—• WOW Type A Sal — — — EURV Type8Sal f LW Type CO Sal • waw sure vane • Elnv Slave Moline Notes: 1) Effective imperviousness is based on Figure ND -1 of the Urban Storm Drainage Criteria Manual (USDCM). 2) Results shown reflect runoff reduction from Level 1 or 2 MDCIA and are plotted at the watershed's total imperviousness value; the impact of MDCIA is reflected by the results being below the curves. 3) Maximum allowable release rates for 100 -year event are based on Table SO -1. Outlet for the Excess Urban Runoff Volume (EURV) to be designed to empty out the EURV in 72 hours. Outlet design is similar to one for the WQCV outlet of an extended detention basin (i.e., perforated plate with a micro -pool) and extends to top of EURV water surface elevation. 4) EURV approximates the difference between developed and pre -developed runoff volume. 5) 100-yr detention volume includes EURV. No need to add more volume for WQCV or EURV U D-Dete ntion_v2.31. xl s 4/2/2013, 4:35 PM EURV IMPERVIOUS CALCULATIONS Soil Type (A -D): B&D JOB NO: PROJECT: Noble Wattenberg Storage DATE: 2012.105 3/21/2013 BASIN TOTAL AREA (SF) AREA LANDSCAPE (SF) AREA GRAVEL (SF) AREA Roof Top (SF) C2 C5 C10 C100 I (0/0 ON -SITE BASINS A 1842855 0 1842855 0 40% B 1149735 1149735 0 40% C 779706 777856 1850 40% Total 3772296 0_ 3770446 1850 40% 86.60 Acres C Values are based on Urban Drainage Equations RO-6, RO-7 and Tables RO3 and RO-4. Surface landscape 0% roof 90% gravel 40% WEIGHTED C -VALUE CALCULATION Soil Type (A -D): C JOB NO: PROJECT: Noble Wallenberg Storage DATE: 2012.105 3/21/2013 BASIN TOTAL AREA (SF) AREA LANDSCAPE (SF) AREA GRAVEL (SF) AREA Roof Top (SF) C2I C5 C10 C100 I (%) ON -SITE BASINS A 1842855 1842855 0 0.28 0.35 0.42 0.58 40% B 1149735 0 1149735 0 0.28 0.35 0.42 0.58 40% C 779706 0 777856 1850 0.28 0.35 0.42 0.58 40% Total 3772296 0 3770446 1850 0.28 0.35 0.42 i 0.58 40c EXISTING BASINS NONE _ C Values are based on Urban Drainage Equations RO-6, RO-7 and Tables RO3 and RO-4. Surface landscape 0% roof 90% gravel 40% SECTION 3 - SECTION 3A-FINAL.pdf http://www.greeleygov.com/Stormwater/Documents/Stormwater De... TABLE 3.4 - ONE -HOUR POINT RAINFALL (INCHES) 2 -year 5 -year 10 -year 50 -year 100 -year 1.04 1.49 1.76 2.51 2.78 The IDF curves were developed by distributing the one -hour point rainfall values using the factors obtained from the NOAA Atlas as presented below. TABLE 3.4(1) - FACTORS FOR DURATIONS OF LESS THAN ONE HOUR Duration (minutes) Ratio to 1 -hour Depth 5 10 15 30 0.29 0.45 0.57 0.79 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. Section 3 — Page 4 4 of 8 3/21/2013 2:11 PM in O r N O N Z 0 O 2' c a) a) a O Z 0 W cc a. DESIGN STORM: 5 Year Z w CO w 0 0 w `?w0 et 0 w wQ� w ctO z 2 • Q Z z Q 2O re p U)0 A r II r a- ce) r O N } CO 0w- j- WI- CC w W D JW < Q O 00 REMARKS .-.x N N X X X X TRAVEL TIME (NUN) '1 E (-1-j X X ■ • . (Sdd) ulDOl3A • N " X X • (Id) E " X X - HION3l RZIS 3dld I p r " X X W n. E (0/0) 3d01S N. " X X •(SAO) (SAO) MOld NOIS3a a " X X I— W W MOld 1332:ILS j " X X CC co . (%) 3d01S V " X X TOTAL RUNOFF (SAO) O Co r (81-I/NI) I N r. -- a) r 0) r- a) r (Ov) (V r ^) 3 (NIW) o r a) Co N co c r co R r r I DIRECT RUNOFF (Sdo) O Q) O) c) N oci N r..- v, rr 8H/NI I w CD (O N 0 M 1- M (Dv) d.� ti Ln I` r N ai to N •cfl (NIW) 1 %ad a) N co r co r dd300 ddONf121 j Coin 6 in Co 6 in Co 6 (Od) ValV v r Co v rn Co R) O a) NOIS34 V32iv .-. co INIOd NOIS3a N r N r Z Q m Q 0 0 U) O r r O N O m O a) c a) 3-a ca a) n >- .c) O Zr '-g 0 fr WO O} - c d Z 0 C W 0 Z (' w W S 0w `? W 0 W CO 0- )- to W O O Q H LJZ W • Q J Z0Z Q 0 wog O) r 0 WIN r � N .. M m 0 H Q -J U W J F - Q O 0 Owl CHECKED BY: co N N I I 0 CO Y re Q M Cr .� vX X X X X TRAVEL TIME (NM) 11 v X X (Sdd) A1lOOI3A E N X X (Id) HION3I — " X X 3ZIS 3dld p " X X a a NO 3d0IS R " X X (Sd0) MOld NOIS30 a " X X LRRHIS (Sd0) MO -Id 133NJS r " X X (%) 3d0 -1S r " X X TOTAL RUNOFF ' (Sd0) D (-CI- r (bH/NI) I N (0V) (V . 0) _Z (NUN) 0 r cc co N M M cc 17.7778 DIRECT RUNOFF (Sd0) 0 v 122.50 co CD CO coo 6 iiH/NI I 0 -- rn v N 6 cc Sri (0M) V . 0 (.O N co co isi M a (NIW) — co a) M N ch c0 r co I` r dd300 ddONflN CZ co U) o co up 6 O in 6 (0d) V3ZI`d ' r M c ' M N o SD, IC NOIS30 Yard co INIOd NOIS30 N co c r Z a 03 Q m 0 Wattenberg Storage Yard Date: 3/19/13 Site Release Analysis Proposed Site EVENT Q100: (cfs) A. Existing Site Release 76.62 B. Proposed Site Release: Detention facility outlet structure release: 76.62 Total Proposed Site Release 76.62 Reduction in existing site release: 0.00 Wattenberg Storage Yard Date: 3/19/13 Outlet Structure Release Rate Calculations A. Allowable Release Rates: Area: Soil Type: 86.60 acres B, D 100 -Year: Release Factor: 0.8848 cfs/acre 100 -Year Release: 76.62 cfs 100 -Year Release: 76.62 cfs Wattenberg Storage Yard Detention Volume Calculations 3/19/2013 1 Full Spectrum Detention EURV Impervious % = 40% Required Storage = EURV = (Storage/12) * Area EURV = 158,123 cubic feet 3.63 acre-feet 2. 100 -Year Storm Event K100 = V=KA Results V1o0 = Summary 0.50 watershed inches Area,ti3O = 86.60 ac (Tributary Area) V=KA K10© = (1.78*I - 0.002*12 - 3.56) / 900 0.0711 6.16 acre-feet Impervious % = 40% A = 86.60 acres V100 = 268,330 cubic -feet Event Total Required Volume Notes: acre-feet cubic feet EURV 100 -Year Storm Event 3.63 6.16 158,123 268,330 Includes EURV and WQCV 4/2/2013 APPENDIX C HYDRAULIC COMPUTATIONS 12 Wattenb erg Storage Site Stage Storage Calculations DATE: 3/19/2013 NORTH FOREBAY CONTOUR AREA (SF) VOLUME (CF) SUM VOLUME (CF) VOLUME (ACRE -FT) 4627.5 16564 0.00 0.00 0.00 4628.2 18143 12420.00 12420.00 0.29 SOUTH FOREBAY AREA (SF) VOLUME (CF) SUM VOLUME (CF) VOLUME (ACRE -FT) CONTOUR 4627.5 6668 0.00 0.00 0.00 4628.2 7405 5057.00 5057.00 0.12 TOTAL FOREBAY VOLUME IS TOTAL FOREBAY VOLUME IS 6.51% 100 YEAR STORAGE VOLUME OUTLET ELEVATION = 4625.50 11.05% OF EURV AREA (SF) VOLUME (CF) SUM VOLUME (CF) CONTOUR VOLUME (ACRE -FT) 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 EXCESS URBAN RUNOFF VOLUME (EURV) REQ'D = 100YR VOLUME REQ'D (including EURV) = VOLUME (ac -ft) 3.63 6.16 MIN ELEVATION 4628.33 4629.19 Detention Pond Design Exhibit co w up E.D. a) k kt m o .. c Co o. io \ C $ o a)F2 CD' a) as CS 3 _ a a. c Outlet Structure Trickle Channel u. Ui \ C a) 0 0 .141 Scf l- CO [a m 20 2 �\ u- CD 2V. rC \ V' rc / / tD ..CV ii B E c is. . ms IX o 2\k� 2\NJ LL k ui IILL / / E .03 .cc -5O::: 45 a t O 2 e@ $1-mk> 2k0a C " II o _E f / CO . � 2— 2\�/ eD • 16 LL / � '2 ,. Si. = 3 § / 2 .c 0 & 000>0 0>aC zem«> ZcOS \ I-- • o k Oct.it3 non mcO n0 nom # 5n n co@ co@ n f= q @ \K� K� \KN Co2 $$ $ $$$ o Q 8220 2t CV CV CD 'I / .. ii o a) 0 tk _■ >w k > w § .5 R gat 2 cc o w�mO Outlet Structure: -a- cv C C ■ b_ . N a o / sa �g en CO w O § « ■ o m S E c 0k/ k� k20 Wattenberg Storage Yard Date: 3/19/13 Outlet Structure Orifice Sizing Calculations 100 -Year Orifice: Q= CA (2*g*h)o 5 O100 76.62 cfs C: 0.62 D: 24.00 inches A: 3.14 ft2 4*A 9.42 g: 32.20 ft/sec' h: 2.79 (100-yr WSE - Oulet Pipe Inv - D/2) Q= 78.32 cfs Use (3) 24.00 inch diameter orifice Wattenberg Storage Yard Date: 3/19/2013 OUTLET STRUCTURE DESIGN GRATE SIZING A. Verify grate can pass the 100 -year flow w/ 50% clogging: Q100 Release= 76.62 cfs Determine the area necessary to pass the required flow through grate: A = Q / (C*(2GH) "`) ^Gate= 17.13 Ft` Q: 76.62 Cfs C: 0.65 Ft/S` G: 32.2 H: 0.73 Ft (Sloped Grade) 17.13 X1.5 34.27 Ft2 (accounts for 50% clogging) Try: Type C Inlet Close Mesh Grate Grate size: (L*W) 6.52 X =Sqrt of Reqd Area + 8" 6.52 Ft Area of grate = 42.56 Ft2 Bar size: 4.0 in deep X 0.375 in wide spaced < 2.375 " OC No. of bars = [(W ft * 12 in/ft) / Sp(in)] + 1 = 34 Bars Area of bars = LBar * WBar * Number of bars = 6.93 Ft2 Area of grate open to flow = Agate - ABais = 35.63 Ft2 Area 35.63 Ft2 > 34.27 Ft2 Grate can pass the required flow Wattenberg Storage Yard Date: 3/19/2013 OUTLET PIPE SIZING Verify the outlet pipe can pass the 100 -year outflow Q100 = Pipe Size = Water Stage = Invert Outlet pipe = Q = C*A*(2*G*H)112 Q 76.62 cfs 24 inch diameter 4629.19 4625.40 27.37 cfs C: A: G: H: 0.65 3.14 Ft2 32.20 Ft/S2 2.79 Ft Use (3) 24" Diameter Pipes 82.11 > 76.62 cfs Wattenberg Storage Yard Date: 3/19/2013 EMERGENCY OVERFLOW WEIR DESIGN Determine weir length to pass the Peak 100 -Year Inflow Q100 Peak Inflow = 271.10 Weir Invert = 4629.19 Top of Bank = 4630.19 Determine an overflow weir length to pass 100 -year flows. Q = C*L*H3I2 L = Q/(C*H312) Lweir = Q: 271.10 Cfs C: 3.32 H: 1.00 Ft 81.66 Ft Use a minimum weir length of: 81.66 feet. Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: .4. F •1. T Yo Z1 =. B Z2 1 Design Information Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth Input) So = n= B= Z1 = Z2 = F= Y= 0.0060 0.030 4.00 2.00 2.00 0.00 2.67 ft ft ft ft/ ft ft/ft ft 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 = 129.29 0.70 5.18 24.94 14.68 15.94 1.56 1.70 3.09 1.08 2.97 cfs fps sgft ft ft ft ft ft ft kip Copy of UD-Channels v1.04.xls, Basics 3/21/2013. 1:38 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: 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= Y= 0.0100 0.030 2.00 2.00 2.00 0.00 2.00 ft/ft ft ft/ft ft/ft ft 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 = 63.37 0.85 5.28 12.00 10.00 10.94 1.10 1.20 2.43 0.77 1.23 cfs fps sgft ft ft ft ft ft ft kip Copy of UD-Channels_v1.04.xls, Basics 4/2/2013, 4:07 PM H W J H 0 >> W 2 J 0 W ce a Q U ce Q u. _ ON cn 0 I me to Drain the Paid 8 N Diameter of holes D • u 4 a Number of holes per row N • gI C In00 0 0000` Dian O 0 0 0 O 0 o eoo 0000� O 0 0 O 000. O 0 S .S O C1. f 8 fo to h O V m C C N C 0 ■ 01111011 -, 4' C tO M w p _• Z N Q u L e c E,EY O E U L 9.Y V O IC s 1. tie E ` F Y Y A N ta Im Y a w U • L o a s o Te c. S 00 G5 o w U 00> O S C T. c a VI Y C 7 Excess Urban Runoff Volume (From'Full•SpecUum Sheet) O 0 O 000 O 000 O 0 O O O 000 O 0 I Y V E o `> > O 2 `▪ o AII Y 6 4 C C A Y1. o N N E 6 8 8 o a a 0 di LL N N w w Y O a 2e jc4) • o A A ce 4 Y 5 n a S a J C C G G M Y 4 0. N O Y 0 0 O V W o 0 H H Calculation of Collection Capacity; w LL i!! w i t t a t t t S a t l a R t i ` w i 7 l l` i i i i t w t i t i a t t i a t i t t 4. C 0 i a N 0 s a 1 Ii Y W i a I Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 I Collsetion Capacity for Hach Row of Holes In cis i I I {O1 1• « N 3/21/2013.616 PM UD•Detention v2.31 xis, WQCV APPENDIX D DRAINAGE PLANS 13 K F8 1 s p R$ o R P 11 s y :5112 00 IV nobli one WA. 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