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Home My WebLink About20143665.tiff SITE SPECirIC DEVELOPMENT PLAN AND USE t3Y SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT # /AMOUNT # 1$ _ CASE # ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number 0 4 7 1 . 1 9 . 0 . 0 0 _ 0 0 3 (12 digit number - found on Tax I.D. information, obtainable at the Weld County Assessor's Office, or www co.weld.co.tis) Legal Description W 1 /2 of NW 1 /4 S19, T9N, R58W , Section 19 , Township 9 North, Range 58 West Zone District: Agricultural , Total Acreage: 80 ac. , Flood Plain: No , Geological Hazard: NSA Airport Overlay District: N/A FEE OWNER(S) OF THE PROPERTY: Name: Timbro Ranch & Cattle Co. LLC Work Phone # 970-396-5885 Home Phone # Email Tlcco o@yahoo.com Address: P. O. Box 1806 Address: City/State/Zip Code Sterling, CO 80751 Name: Work Phone # _ Home Phone # Email Address: Address: City/State/Zip Code 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: Noble Energy, Inc. , April Schroer Work Phone # 303-503-4125 Home Phone # Email aschroer@nobeenergyinc.com Address: 1625 Broadway, Suite 2200 Address: City/State/Zip Code Denver, CO 80202 PROPOSED USE: Gas Processing Facility 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. &libtk;A &Ans\b-ty-Li ze q Signature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date August 12, 2014 Weld County Planning 1555 North 17th Avenue Greeley, Colorado 80631 RE: Designation of Authorized Agent Dear Planning Department: I, Ronald Timmerman of Timbro Ranch & Cattle Co., LLC, authorize April Schroer with Noble Energy, Inc. to be the Authorized Agent for the USR application related to Noble Energy Inc. 's Facilities that are proposed to be located on our property located in the west half of the northwest quarter of Section 19, Township 9 North, Range 58 West of the 6th P.M. in Weld County, Colorado. Sincerely, iieaii, Member Timbro Ranch & Cattle Co., LLC 11011111111111111111111111111111111111 III 111111111 IIII 3173685 04/2612004 09:59A Weld County, CO I of 1 R 6.00 0 0.00 Steve Moreno Clerk & Recorder STATEMENT OF AUTHORITY 1 . This Statement of Authority relates to an entity named Timbro Ranch & Cattle Co . , LLC , a Nebraska limited liability company 2. The type of entity is a: ❑ Corporation ❑ Nonprofit corporation Limited liability company ❑ General partnership ❑ Limited partnership ❑ Registered limited liability partnership ❑ Registered limited liability limited partnership ❑ Unincorporated non profit association ❑ Government or governmental subdivision of agcncy ❑ Business trust ❑ Trust 3. The entity is formed under the laws of Colorado 4. The mailing address for the entity is P . O , Box 1826 � .. Sterling , CO 80751 5. The name(s) X or position(s) of each person authorized to execute instruments conveying, encumbering, or otherwise affecting title to real property on behalf of the entity is (are) Ron Timmerman , Member _ G. (Optional) The authority of the foregoing person(s) to hind the entity is not limited limited as follows: 7. (Optional) The authority of the foregoing person(s) to bind the entity is not limited limited as follows: 8. This Statement of Authority is executed on behalf of the entity pursuant to the Provision of Section 38-30- 172, C.R.S. Executed this 13thday of April , 20. 04 • ane Ron Timmerman Member (type or print) State of Colorado ) ) County of ) The foregoing instrument was ackngwledged before me this 13tbay of April 20 04�byn Timmerman as member of Timbro Ranch & cant4)..0 :,"1.L4 a Nebraska limited liability Witness my hand and ottijit'ea, ` - ' "ny My Commission expires: t� o 13btr 'ublic 9 /z p ` ,t / . TNG 607)-4O 1625 Broadway ' noble Suite 2200 Denver, Colorado 80202 energy Tel: 303.228.4000 Fax: 303.228,4280 August 13, 2014 Weld County Planning 1555 North 17th Avenue Greeley, CO 80631 Re: Pony Creek Gas Processing Facility Authorized Agent for Noble Energy, Inc. Dear Planning Department: Noble Energy, Inc. (Noble) is the applicant for the Pony Creek Gas Processing Facility proposed on land currently owned by 'Iirnhro Ranch & Cattle Co. LLC and Located in the VA, of the NWA of Section 19, Township 9 North, Rance 58 West. On behalf of Noble, 1 authorize April Schroer to he Noble's Authorized Agent. In addition, 1 authorize Pam Flora with Tetra Tech to be the primary point of contact for communications from the County regarding the application. Sincerely, NOBLE ENERGY, INC. r-ok;7/ Daniel E. Kelly Vice President — DJ Basin DEK/AS/kv C:1User:`3tiATHL.E- I\AppData\Local.Terop\notesD049D3\Authorization Letter-Noble doe Pony Creek Gas Processing Facility USR Questionnaire 1 . Explain, in detail, the proposed use of the property. Noble Energy is proposing to purchase 80 acres of land from Timbro Ranch & Cattle Company, LLC for a gas processing facility. The property to be purchased is the W1/2 of the NW%/4 of Section 19, Township 9 North, Range 58 West. It is a part of a 320 acre parcel (parcel 047119000003 — the north half of Section 19) which is in the A (Agricultural) Zone District. Upon approval of the USR application by the Board of County Commissioners, Noble will close on the property and therefore own the land when the USR plat is recorded. At that time, a deed for the 80 acres will be provided to the County. Natural gas from Noble's well sites in the vicinity of the proposed plant will be piped to the Pony Creek Gas Processing Facility (Pony Creek) to be treated. Two pipelines (sizes to be determined) will deliver gas to the facility for processing. The gas needs to be treated to remove CO2, trace amounts of hydrogen sulfide, and water prior to recovering the sellable Natural Gas Liquids (NGL) and in order to create sellable natural gas streams for use by consumers. The Natural Gas and NGLs will be transported via pipeline by Southern Star and OPPL (see below for more information). There is a chance that trucks could be used to transport the NGLs, but this would only be if the pipeline was down. The NGL pipeline will be less than 10" in diameter. Residue gas sales will be transported via pipeline; this pipeline will also be under 10" in diameter. A byproduct of the gas processing facility is unstabilized condensate. Unstabilized condensate will be stabilized at the Pony Creek facility. The stabilized condensate stream is not as volatile as NGL so it will be stored at the Pony Creek Gas Plant Facility in atmospheric tanks until it is sold and trucked to off-site locations for use. There is also the possibility that Noble may construct a meter and the equipment necessary to transport the stabilized condensate via pipeline to other Noble facilities. Noble is also going to sublease a portion of the gas processing area to Southern Star and OPPL as part of the process of getting the processed natural gas off-site and to the end users. The areas that will be leased to Southern Star and OPPL are labeled on the site plan map. Southern Star would use their area to install a residue gas meter and associated equipment. OPPL will use their area to install a NGL meter and associated equipment. The meters would be connected to pipelines that take the residue gas and NGL off-site. Southern Star and OPPL will be responsible for appropriately permitting their pipelines. Power source Tri-State Generation and Transmission Association , Inc. (Tri-State) and its Member System, Morgan County Rural Electric Association (REA), plan to provide the required electrical service to this new facility and its infrastructure. Tri-State is the wholesale provider of electrical energy to its Member System, Morgan County REA, who provides retail electrical service to their customers in northeastern Colorado. In order to get power to the substation at this facility, Noble submitted a formal request for service to Morgan County REA and Tri-State and it is Noble's understanding that these agencies will be obligated to provide this service. Noble Energy is currently working with Tri-State and Morgan County REA on the electrical service needs for Pony Creek so that Tri-State and Morgan County REA can determine what system improvements may be necessary to serve the facility. Noble understands that the existing transmission system in the area is not capable of serving the new load that will be required by Pony Creek and, therefore, new transmission infrastructure will be required . The details on what new transmission infrastructure will be proposed are still being developed by Tri-State and Morgan County REA, but it will require at a minimum a new transmission source from the Keota Substation located across the street from Noble Energy's Keota Gas Processing Facility on County Road 89, one mile south of County Road 106. Fencing Due to Homeland Security requirements, the gas processing facility will be surrounded by a security fence (6' chain link with barbed wire along the top). All entrances into this fenced in area will have a gate and the gates will all be equipped with an ESD (emergency shutdown device) button and be 1 mechanized to open with a key card or pad. Noble will coordinate with the Raymer-Stoneham Fire Protection District to provide them with a code so that they have access to the facility in the case of an emergency. Accesses Noble will access the site using an existing oil and gas road in CR 106 right-of-way that connects to CR 119 approximately one mile north of the intersection of CR 119 and CR 104. From CR119, this oh and gas road runs east about 3/4 of a mile before it turns south and cuts through Section 13, T9N, R59W to the northwest corner of the Pony Creek property in Section 19, T9N, R58W. From that point, the road heads east along the north edge of the Pony Creek property. Noble plans to build a new access road along the west side of Section 19, T9N , R58W, within the County road right-of-way for CR121 , to access their site. Noble will enter into a non-exclusive license agreement with the County for the road within the CR106 and CR121 right-of-way and they have agreements with Timbro Ranch & Cattle Co, LLC to use the road where it crosses Section 13, T9N , R59W. As shown on the site plan map, Noble has planned three access points into the facility off of their proposed road that will be constructed in the County Road 121 right-of-way. Large trucks would enter the facility at the southernmost access point and then exit from the center access point. The northernmost access point would be for employees of the facility to both enter and exit the facility. Three access points into the site are desired to provide a safe site circulation pattern; the trucks are separated from employee vehicles. A guard house is proposed at the truck entrance. Traffic Generation and Access The Pony Creek Gas Processing Facility will generate very little traffic since the gas is proposed to both enter and leave the site via pipeline. However, there will be approximately three water and condensate trucks per day that will come and go from the site. Water taken from the site will be delivered to an approved facility for disposal. If for some reason there was a temporary operational/ mechanical problem causing the NGL pipeline to be down, there would be the potential for up to 12 additional trucks per day to take the NGLs off-site. The employees (up to 15 over a 24 hour period) would each generate one trip in and out every day. Other traffic could include OPPL and Southern Star employees stopping by the site every once in a while (no more than once a day) and a few incidental vehicles coming to the site for equipment maintenance, waste pick-up, mail, and deliveries. During construction of the site, Noble anticipates around 150 vehicles per day coming to the site bringing the construction workers (approximately 300 workers with 2 workers coming together in each vehicle). There would also be some incidental trips during this period when equipment gets delivered, but this would probably amount to only about 1 truck per day. It is anticipated that construction of the site would take about one year and that activity would start slow, ramp up and then taper off during that period . 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. The Pony Creek Facility will be consistent with the intent of the Weld County Code and Comprehensive Plan in the following ways: A. Policy 7. 2. : Conversion of agricultural land to nonurban residential, commercial and industrial uses should be accommodated when the subject site is in an area that can support such development, and should attempt to be compatible with the region. The land that Noble is proposing to convert to industrial uses is non-irrigated rangeland that is located in a very rural area where there is a significant amount of oil and gas activity already occurring . Therefore the proposed use is compatible with the region. OG. Goal 1: Promote the reasonable and orderly exploration and development of oil and gas mineral resources. 2 OG. Goal 2: Ensure that the extraction of oil and gas resources conserves the land and minimizes the impact on surrounding land and the existing surrounding land use. The proposed Pony Creek site is located in a sparsely populated area of the County where there is already a significant amount of oil and gas development. Since the site will utilize piping to bring gas to the facility it will generate very little additional oil and gas traffic in the area once the facility is operational. While construction of the site will generate some impacts because of the extra activity and trips to the site, once it is constructed, the site the impact on the surrounding land will be minimal. In addition , the Pony Creek facility will help reduce air quality concerns by eliminating the need for flaring. 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. The property is located in the Agricultural Zone District. According to the Weld County Code, oil and gas support and service facilities, as proposed on this application, are a Use by Special Review in the Agricultural Zoning District. 4. What type of uses surround the site (explain how the proposed use is consistent and compatible with surrounding land uses). The Pony Creek property and surrounding areas are rangeland that is used for cattle grazing and oil and gas facilities. There are very few residences in the area, the closest one being about a mile to the north and it is also owned by Timbro Ranch & Cattle Co LLC. This plant is proposed to process gas from the wells in the area which will help to minimize oil and gas traffic in the area. Therefore, the proposed facility is compatible with the surrounding land uses. 5. Describe, in detail, the following: a. Number of people who will use this site. At full build-out, there is the potential for Noble to have up to 15 employees working two shifts (10 daytime shift employees and 5 nighttime shift employees) at this site. There will also be up to 3 water and condensate truck drivers, one OPPL and one Southern Star employee that will stop by every once in a while, and up to 5 miscellaneous visitors coming onto the site within a 24 hour day. b. Number of employees proposed to be employed at this site. As described above, there will be up to 15 people employed at this site. c. Hours of operation. The site will operate 24 hours a day/seven days a week. d. Type and Number of structures to be erected (built) on this site. Noble's improvements/structures proposed on the site are called out in detail on the USR site plan map. However, below is a summary of the improvements/structures: • Guard shack • Control room • Warehouse • Below grade storm shelter • Communications tower (up to 35' tall) • Three MCC buildings • Ticket office • Residue compressor building with residue compression air coolers • Inlet compressor building with inlet compression air coolers • Analyzer building • Two amine buildings with associated amine equipment for both buildings including contactors, strippers, contactor scrubbers, inlet filters/coalescers, contactor gas coolers, reflux condensers and accumulators, reflux pumps, reboilers, lean amine injection and booster pumps and amine coolers, anti-foam tanks, RO water and amine storage tanks, amine drain sumps with filters, flash drums, exchangers, and pumps • Flare stack with a flare control panel and flare KO drum 3 • Electrical substation • Transformers • Pipe rack • Two hot oil skids with expansion tanks, filters, circulation pumps, and heaters • Two complete refrigeration packages including refrigeration skids for chillers, scrubbers, receivers, economizers, reclaimers, and suction scrubber heaters; refrigeration condensers, and propane make-up drums • Two complete cryo packages including cryo skids, product skids, dehy skids, expander packages, NGL product treater package, separators, demethanizers, contactors, reboilers, surge drums, gas exchangers, NGL booster/pipeline pumps, sieve beds, filters, treaters, and coalescers. • Stabilization package including condensate stabilizer and stabilizer reboiler and stabilization skid for a filter, drum and stabilizer cooler • Metering receivers/launchers including: two inlet pig receivers, residue gas launcher/receiver, NGL pig launcher/receiver, two inlet slug catchers, condensate launcher/receiver, two inlet surge drums and two air filters • Two pipeline liquid pumps • Condensate feed pumps • Two instrument air compression packages including air compressor, dryer and two receivers • Condensate truck loading/unloading pumps and skids • Auxiliary water storage tank with heater • Five underground open drain sumps • Four NGL storage tanks • Eight condensate storage tanks • Slop tank • Methanol supply tank • Lube oil storage tank • Two vapor recovery packages (VRU) and vapor combustion unit (VCU) with spare • Water treatment package (potential for up to two) • Two inlet discharge compressor K.O. drums and two inlet filters/coalescers • Residue gas filter/coalescer • Two regenerative thermal oxidizers (RTO) • Two RTO gas scrubbers • Two amine gas flash scrubbers • Two dryer regen compressors and two cryo turbo expander/compressor packages • Inlet gas metering for residue gas and NGL sales pipelines e. Type and number of animals, if any, to be on this site. There will be no animals kept on this site. f. Kind of vehicles (type, size, weight) that will access this site and how often. Following are the types of vehicles that may access the site organized by the various proposed uses on the site. The weight of vehicles is unknown, but it is noted that the County will not allow vehicles on County roads to exceed CDOT's required specifications for pounds per axle. Type/Size of Vehicles Estimated Number of Trips per 24 hour day Large trucks 3 (water and condensate delivery trucks) Employee vehicles 15 OPPL and Southern Star employees and miscellaneous 7 visitor vehicles (mail, delivery, trash, maintenance) Temporary NGL Trucks Up to 12 (only in the case of the NGL pipeline being down) i 4 g. Who will provide fire protection to the site. The property falls within the New Raymer-Stoneham Fire Protection District. We will be reaching out to the District to let them know about the project and coordinate with them on an Emergency Action Plan for the facility. h. Water source on the property (both domestic and irrigation). There is no existing water source (domestic or irrigated) on the property. Noble Energy plans to have a restroom facility on the property when the site develops. At that time, they will permit and install a commercial well. Bottled water will be provided during construction. i. Sewage disposal system on the property (existing and proposed). There is no existing sewage disposal system on the property. Noble Energy plans to have a restroom facility on the property when the site develops. At that time, they will permit and install a septic system. In addition , Noble would like to place a portable toilet near the load/unload areas for truck drivers and employees from OPPL and Southern Star to use. This is necessary because non-Noble employees will not have access to the permanent restroom facilities in the office due to Homeland Security restrictions. The portable restrooms will have hand washing facilities. In addition, portable restrooms will be used during construction. j. If storage or warehousing is proposed, what type of items will be stored. An outdoor storage area is proposed at the facility and there will be a warehouse on site for storage of spare parts. Both are shown on the USR site plan map. 6. Explain the proposed landscaping for the site. No landscaping is proposed because there is no irrigation on the site to support landscaping. In addition, because this is a very remote area and there are no homes near this facility, landscaping to mitigate or screen the area is not needed. 7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. When termination of the Pony Creek Facility occurs, the improvements will be removed and the land will be returned to its native state. 8. Explain how the storm water drainage will be handled on the site. The onsite storm water drainage will be handled by onsite drainage ditches and three detention ponds. The one-hundred year developed runoff from each basin will be detained and released at the ten-year historic rate. The majority of the site will drain through onsite drainage ditches into the largest detention pond . Two separate detention ponds will collect the storm water from the two lease areas on the west side of the site. For a detailed evaluation of the proposed storm water drainage improvements, please see the Final Drainage Report. 9. Explain how long it will take to construct this site and when construction and landscaping is scheduled to begin. Noble anticipates that it will take about a year to construct the facility and construction is expected to commence in January of 2016. 10. Explain where storage and/or stockpiles of wastes will occur on this site. An outdoor storage area is called out on the USR plat map. There will be no storage and/or stockpiling of wastes. 11 . Please list all proposed on-site and off-site improvements associated with the use (example: landscaping, fencing, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. Construction of the access road within the County Road 121 right-of-way is proposed to commence in January of 2016 followed immediately by construction of all of the improvements shown on the USR plat map for the site. Construction is expected to take a year to complete. 5 O,p C00 � 4iA Weld County Public Works Dept. t -4 1111 H Street ACCESS PERMIT P.Q. Box 758 G ' . ,•Q. Greeley, CO 80632 APPLICATION FORM �� /C \t, N Phone: (970)304-6496 Fax: (970)304-6497 Applicant Property Owner (If different than Applicant) Name April Schroer Name Weld County Company Noble Energy Address 1111 H Street/PO Box 758 Address 1625 Broadway, Suite 2200 City Greeley State CO Zip 80632 City Denver State CO Zip 80202 Phone 970-304-6496 Business Phone 303-503-4125 Fax 970-304-6497 Fax 303-228-4282 E-mail E-mail aschroer@nobleenergyinc.com A = Existing Access A= Proposed Access Parcel Location & Sketch The access is on WCR 119 Nearest Intersection: WCR 119 & WCR 104 t,a WCR ! 04 (Row) Distance from Intersection one mile N (at WCR 106 ROW) Parcel Number between 046912000003 and 046913000006 o- Section/Township/Range btwn S12 and S13, T9N, R59W T cc u cU Is there an existing access to the property . IYES NO ❑ N 3 3 Number of Existing Accesses Existing road being permitted Road Surface Type & Construction Information Asphalt li Gravel 1 Treated pi Other WCR Culvert Size & Type Existing culvert to remain Materials used to construct Access existing gravel surface Construction Start Date NA- existing Finish Date NA- existing Proposed Use °Temporary (Tracking Pad Required)/ $75 O Single Residential/$75 ° Industrial/$150 ® Small Commercial or Oil & Gas/SPC 0 Large Commercial/$150 ° Subdivision/$150 0 Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? 0 No Q USR o RE OPUD ° 0ther Required Attached Documents Traffic Control Plan - Certificate of Insurance - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities construction. i Signature.�� LA ,4_, ilt-e t Printed Name krtl .1-)1O �'e— Date 8 - t3 - zi,) � ti- Approval or Denial will be issued in minimum of 5 days. Approved by Revised Date 6/29/10 From the access road looking north down County Road 119. I . _ •- i. ._ �• � 1.. ] mow. �t •^ - � �_ 64 . .w •• • From the access road looking south down County Road 119. • WO r L . i 7 �' • _ II !mot :sic.' " . e . N f. ..y • • • • S.. , • vv. • - . . a. From County Road 119 looking east into site down the existing access road . i. -. - a- .4= ♦-- , •- , • • - • Pony Creek Gas Processing Facility Waste Handling Plan 1 . Any general office waste generated on-site will be collected in a trash dumpster provided on-site. Drums will be provided on-site to collect oily rags and filters. All of this waste will be collected by Waste Management and taken to: North Weld Landfill 40000 WCR 25 Ault, CO 80610 970-686-2800 2. No permanent disposal of wastes will take place at this site. 3 . Fugitive dust, blowing debris, and other nuisance conditions will be minimized during construction. 4. Waste water will be taken off-site for disposal at: McDonald Farms Enterprises, Inc. 7247 East County Line Road Longmont, CO 80501 303-772-4577 5. The applicants operations will be in accordance with the approved Waste Handling Plan. 6. All chemicals on-site will be properly stored in labeled containers, Noble will have SPCC plans in place, and MSDS sheets will be available on-site for each chemical stored. The types of chemicals and amounts anticipated to be stored at the facility are as follows: Chemical Amount Natural Gas Liquids 240,000 gallons (in 2 tanks) Amine 420 barrels Deionized Water 420 barrels Hot oil 1000 gallons Compressor Lube Oil 200 barrels Seal Oil 400 gallons Pump Oil 400 gallons Methanol 420 barrels Condensate 11 ,000 barrels (in 8 tanks) Produced water 320 barrels Unstabilized Condensate 60,000 gallons 7. All development standards will be adhered to. Pony Creek Gas Processing Facility Dust Abatement Plan 1 . A water truck will be utilized, as necessary, to control dust on the site. 2. The access road will consist of gravel road base. Speeds will be restricted to reduce the amount of dust generated. 3 . Waste materials shall be handled, stored, and disposed of in a manner that controls fugitive dust, fugitive particulate emissions, blowing debris, and other nuisance conditions. 4. Fugitive dust and particulate emissions will be controlled on the site. 5. All development standards will be adhered to. Pony Creek Gas Processing Facility Emergency Action Plan Noble Energy is in the process of preparing an Emergency Action Plan for the facility. The plan will be prepared in coordination with the Raymer-Stoneham Fire Protection District. Once completed, the plan will be provided to Weld County's Office of Emergency Management. Tel: 303-792-2450 P.O. Box 630027 EUGENE G. COPPOLA P.E., PTOE Fax: 303-792-5990 Littleton, CO 80163-0027 August 12, 2014 Kim Ogle Weld County Planning 1555 N . 17th Avenue Greeley, CO 80631 RE : Traffic Narrative for Noble Energy's Pony Creek Gas Processing Facility Kim : I have estimated site traffic for Noble Energy's Pony Creek site in Weld County . The site is generally located east and south of the CR 119 - CR 104 intersection . Construction related activities are expected to start in early 2016 and continue for about 12 months. During construction up to 150 worker vehicles and one truck per day may access the site during peak construction time. Construction and related traffic is expected to follow the normal process of ramping up, peaking, and winding down as construction nears completion . Permanent and recurring site traffic was estimated for build out conditions including the gas processing plant and leased areas for residual gas and NGL metering . Routine daily site traffic estimates for the Pony Creek site are provided below . The total estimate includes a contingency that rounds daily traffic up to the nearest 10 round trips. It should be noted that up to 12 additional daily truck round trips may occur if the NGL pipeline is temporarily shut down for repairs. Gas Processing Plant Large trucks - 3 per day (water and condensate) Employees - up to 15 Miscellaneous - 5 per day for the entire site (visitors, mail , trash , deliveries, etc) Leased Areas (Residual Gas Meter & NGL Meter) Employees vehicles - 2 per day Total Daily Round Trips Large trucks - 3 Other vehicles - 22 Rounding contingency -- 5 GRAND TOTAL - 30 As indicated, the Pony Creek site is expected to generate 30 round trips per day. Since the site will operate 24 hours per day, seven days per week, the magnitude of peak hour traffic is estimated at 5 - 6% of daily traffic. This equates to about 2 round trips during peak hours. Vehicles will enter and exit the site using an existing oil and gas access road constructed in the CR 106 right-of-way. At the CR 119 - access road intersection there is more than 1 ,000 feet of sight distance available in both directions. I trust this letter will meet your current needs . Please give me a call if you have any questions or need any further assistance . Sincerely, EORG`r��%.,,, ‘17/9-r4- . C !Ai • • Eugene G . Coppola, P. E . , PTOE :-:-; * :?3- 15945 u• "= 9T-i • PNA1. • "S. •s•.• stain'?" . ... 41/01°P C FINAL DRAINAGE REPORT FOR PONY CREEK GAS PROCESSING FACILITY WELD COUNTY, COLORADO Prepared for: Noble Energy 1625 Broadway, Suite 2200 Denver, CO 80202 Prepared by: Tetra Tech, Inc. 1900 South Sunset Street, Suite 1 -E Longmont, Colorado 80501 Tetra Tech Job No. 133-35719- 14003 August 2014 TETRA TECH ENGINEER'S CERTIFICATION I hereby certify that this report for the final drainage design of the Pony Creek Gas Processing Facility was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County Storm Drainage Criteria for t ~ , .plicants • ' the property thereof. _it �, 00 LICe*'l%1 ki.:** A. 64444::(), % • 89 9 / I •-� 41• \,..... Q cc 5 • • �. , %e,t9SI0N A�-��-" kkt � Jeffrey A. Butson, P.E., CFM Licensed Professional Engineer State of Colorado No. 41891 TABLE OF CONTENTS Page 1 .0 INTRODUCTION 1 2.0 GENERAL LOCATION AND DESCRIPTION 1 2. 1 Location and Existing Conditions 1 2.2 Proposed Development 1 3 .0 DRAINAGE BASINS AND SUBBASINS 2 3 . 1 Major Basin Description 2 3 .2 Historic Drainage Patterns 2 3 .3 Off-site Drainage Patterns 3 4.0 DRAINAGE DESIGN CRITERIA 4 5 .0 DRAINAGE FACILITY DESIGN 5 5 . 1 General Concept 5 5 .2 On-site Drainage 6 5 .3 Off-site Drainage 8 5 .4 Water Quality 8 6.0 DETENTION 9 7.0 CONCLUSIONS 10 8.0 REFERENCES 11 i List of'Appendices Appendix A: Mapping Vicinity Map FEMA Flood Insurance Rate Map Appendix B: Hydrology Computations Appendix B- 1 : Soils Report Appendix B-2: Rainfall Data Appendix B-3 : Historic Runoff Calculations Appendix B-4: Off-site Runoff Calculations Appendix B-5: Developed Runoff Calculations Appendix C: Hydraulic Computations Appendix C-1 : Culvert Calculations Appendix C-2: Drainage Channel Calculations Appendix C-3 : Detention Pond Calculations Appendix C-4: WQCV Calculations Appendix D: Drainage Plans Sheet 1 : Historic Drainage Plan Sheet 2: Off-site Drainage Plan Sheet 3 : Developed Drainage Plan 1. 0 INTRODUCTION The purpose of this report is to present the proposed storm drainage improvements for the Pony Creek Gas Processing Facility (Pony Creek). With development of a green field site, one can expect an increase in impervious cover and, therefore, an increase in peak stormwater runoff. This report examines the undeveloped flow patterns of off-site and on-site drainage basins and the proposed stormwater facilities designed to mitigate the downstream impact of increased stormwater runoff. The contents of this report are prepared, at a minimum, in accordance with the Weld County Code for a Final Drainage Report. 2. 0 GENERAL LOCATION AND DESCRIPTION 2.1 Location and Existing Conditions The Pony Creek Gas Processing Facility site is located on an approximately 80 acre parcel located approximately 10 miles north-northwest of the Town of Raymer, Colorado. The property is located at the southeast corner of the intersection of Weld County Road (WCR) 104 and WCR 121 rights of way. The subject property is located in the west half of the northwest quarter of Section 19, Township 9 North, Range 58 West of the 6th P.M., Weld County, Colorado. A vicinity map has been provided in Appendix A. The property is currently undeveloped and consists of agricultural rangeland. Surrounding land use adjacent to the subject parcel is primarily rangeland for livestock grazing. There are also some existing oil and gas facilities in the surrounding area. 2.2 Proposed Development Noble Energy is proposing a natural gas processing facility. Development will occur on an 80 acre parcel located about one mile east of the intersection of WCR 104 and WCR 119. Natural gas from Noble Energy's well sites in the vicinity of the proposed plant will be piped to the Pony Creek Gas Processing Facility to be treated. The gas will be treated to remove carbon dioxide and water, processed to recover natural gas liquids (NGL), and create a sellable gas stream for use by consumers. Gas and produced liquids will be transported via pipelines. Another function of the Pony Creek Facility is to stabilize condensate. The stabilized condensate will be stored in atmospheric tanks until it is sold and trucked off-site. A few storage and staging areas are also proposed on the site. Items stored in the storage and staging areas will be new material such as pipe, separation equipment, heater treaters, spare parts for on-site facilities and Conex boxes/transports. These areas may also be used to stage equipment for improvements on this site or for future projects not associated with this parcel. A portion of the gas processing area will be leased to Southern Star and OPPL as part of the process of getting the processed natural gas off-site and to the end users. The site will be accessed using an existing oil and gas road that connects to CR 119 approximately one mile north of the intersection of CR 119 and CR 104. The existing road will need to be improved to continue south along the west boundary of the Pony Creek parcel along what would be CR 121 right-of-way. Final Drainage Report 1 August 2014 Pony Creek Gas Processing Facility P:135719\133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc There are three proposed access points onto the site off of what would be the road that falls within the CR 121 right-of-way. Large trucks will be able to enter the facility at the southernmost access point and then exit from the center access point. The northernmost access point will be for employees of the facility to both enter and exit the facility. Three access points into the site are desired to keep the site circulation more safe by keeping the trucks separated from employee vehicles. A guard house is proposed at the truck entrance. 3. 0 DRAINAGE BASINS AND SUBBASINS 3.1 Major Basin Description The subject property is located in rural Weld County and is surrounded by undeveloped agricultural rangeland. The project site lies in a FEMA designated area, Zone D: "no analysis of flood hazards has been conducted." The Pony Creek facility is located in Flood Insurance Rate Map (FIRM), Community Panel No. 0802660425C. This map panel is not published, which indicates that no FEMA designated floodplains have been identified. The site is located outside any applicable Weld County or adjacent Master Drainage Plans. A minor ridge line, running from approximately the northeast corner of the property in a southwest direction bisects the property. The site is located within an unnamed watershed which is a tributary to South Pawnee Creek. The western side of the property generally sheet flows to the southwest corner of the site. The existing topography indicates that runoff in the surrounding area to the north and west of the site generally flows southwest and around the site development. The existing topography indicates that the runoff from north and east of the site area flows southwest through the site. According to the Soil Survey of Weld County, Colorado, Northern Part [ 1], site soils are primarily silty loams, clay loams and loams. Loam soils are generally well drained and slopes are between 0 and 9 percent. A detailed soil survey report has been provided in Appendix B-1. The soil types within the project site are predominantly hydrologic soil group B. The soil types in the surrounding area include soil group B, C and D. 3.2 Historic Drainage Patterns A minor ridge line divides the site into two historic sub-basins: Basin A and Basin B. Basin A consists of the western half of the property; runoff from this basin generally sheet flows to the southwest. The existing topography indicates that the runoff flows southwest around then site, and then begins to flow southeast as it passes through the southwest corner of the site. Basin B consists of the eastern half of the property and drains southwest through the Pony Creek site. A Historic Drainage Plan is enclosed with this report. Site rainfall depth information was obtained from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14, Volume 8, Precipitation-Frequency Atlas of the United States (2013). This data supersedes the default rainfall depth information provided in the Urban Storm Drainage Criteria Manual. The current NOAA data was used for the determination of point rainfall data. The NOAA data formed the basis of the IDF calculations for other storm frequencies and durations using Urban Drainage methods. Rainfall data is presented in Appendix B-2. Final Drainage Report 2 August 2014 Pony Creek Gas Processing Facility P:\357191133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc Historic runoff coefficients are calculated for each site soil type using the methods detailed in the Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. Because the area of Drainage Basin B is less than 160 acres, the Rational Method was used to analyze the historic peak flows. The time of concentration for Basins B was estimated using the methods detailed within Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. Basin A exceeded 160 acres, so the NRCS Curve Number method was used to estimate peak runoff. HEC-HMS was used to estimate the flow. Time of concentration for Basin A was estimated using the time of concentration methods detailed within Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. HEC-HMS uses the lag time, defined as 0.6 times the time of concentration, as input for calculation of the hydrograph. The Curve Number was estimated using the values for semi-arid rangeland that is presented in Table 2-2d of the NRCS TR-55 Urban Hydrology for Small Watersheds publication. A composite CN accounting for land use and hydrologic soil group was estimated. The composite CN for Basin A was estimated as approximately 85. Calculations for time of concentration and composite CN for the HMS analysis are presented in Appendix B-3. Historic peak flows for the 10-year and 100-year storm events for Drainage Basins A and B have been provided in Table 1 . Table 1 : Historic Basin Runoff Summary Basin Area Peak Flow Peak Flow Corresponding 11) (acres) 10 Year (cfs) 100 Year (cfs) POA A 226.07 90.30 236.50 A B 102.23 27.93 99.02 I3 Detailed historic drainage calculations are provided in Appendix B-3. 3.3 Offsite Drainage Patterns Historic sub-basin A is divided into two off-site drainage basin. Off-site Drainage Basin, O-1a, is located north and west of the subject property and is approximately 186 acres. Runoff from Off-site Basin O- la flows southwest around the perimeter of the site area. The topography indicates that the runoff then begins to flow to the southeast at the southwest corner of the site, but does not interfere with the Pony Creek site development. Basin O-la will remain unchanged as a result of the project. Off-site Drainage Basin, O- lb, is also located north of the subject property. Basin O- lb is approximately 24 acres and contributes runoff that drains southwest onto the northern part of the site. Basin O- lb is discharged to the west to Basin O- 1a, which conveys the flow to the natural drainage way south of the project site. Off-site Drainage Basin O-2a is approximately 50 acres. Runoff from Drainage Basin O-2a generally flows southwest through the project site. Drainage from off-site Drainage Basin O-2b also flows southwest, but does not flow through the developed site area. Flows from this drainage basin will continue to flow overland south of the Final Drainage Report 3 August 2014 Pony Creek Gas Processing Facility P:135719\133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc project site and will remain unchanged as a result of the project. Drainage Basin O-2b is approximately 33 acres. Off-site drainage flows are summarized in Table 2. Table 2: Off-site Basin Runoff Summary Basin ID Area (acres) Peak Flow Peak Flow Corresponding POA 10 Year (ct's) 100 Year (cfs) O- 1 a 185.64 74.20 194.30 A O- 1 b 24.26 11 .52 38.25 A O- 1 c 1 .22 1 . 10 3.23 B O-2a 49.38 17.21 60.40 B O-2b 32.69 9.99 35.56 B An Off-site Drainage Plan is presented in Appendix D, Sheet 2 . Off-site drainage calculations are provided in Appendix B-4. 4. 0 DRAINAGE DESIGN CRITERIA This report is prepared in compliance with the Urban Storm Drainage Criteria Manual, Volumes 1, 2 and 3; Weld County Code; and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3. Based on this criterion, a 100-year storm is used as the major storm when evaluating existing and proposed drainage facilities. Rainfall Data: Data for the 6-hour and 24-hour storm event was collected using the Volume 8, Precipitation-Frequency Atlas of the United States (2013). Rainfall data was then converted to 1 - hour rainfall data using Urban Drainage and Flood Control District's (UDFCD's) UD-RainZone v1.01 spreadsheet. For drainage basins less than 160 acres in area, which includes the on-site basins and off-site basins O- lb, O-2a, and O-2b, the Rational Method was used in stormwater runoff calculations. For off-site Drainage Basin O- 1a, and Historic Basin A, which are greater than 160 acres, the NRCS Curve Number method was used for runoff evaluations using U.S. Army Corps of Engineers HEC-HMS software. Runoff coefficients are weighted based on soil types and the historic and proposed land cover encountered at the site. Pipe and Culvert Sizing: Site storm infrastructure capacities have been evaluated using Manning's Equation. The culverts on site are sized to convey the 100-year storm event. Additionally, the outlet pipes from each detention pond are sized for a specific release rate of the 10-year historic flow with the use of an orifice plate. Erosion control devices will be provided at all culvert and swale outlets to protect against downstream erosion. Culvert sizes were determined using Culvertmaster software. Preliminary pipe calculations have been provided in Appendix C-1 . Drainage Channel Sizing: A drainage channel is proposed along the east side of the project site to route off-site flows along the east side of the site. This channel is sized for the 100-year storm event Final Drainage Report 4 August 2014 Pony Creek Gas Processing Facility P:\357191133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc using Manning's Equation. Additional channels are present on the site to channel flows to the detention ponds. All channels are sized for the 100-year storm event using Manning's Equation. Multiple on-site drainage channels have also been sized to convey the major storm event. Detailed channel calculations have been provided in Appendix C-2. Due to the fire danger at the site, much of the developed section of the site will be unvegetated, including drainage channels. Detention ponds may be vegetated. Due to the relative steepness of channels and the soil types, turf reinforcement mat is recommended for all drainage channels and pond slopes to reduce erosion potential. Turf reinforcement mat (TRM), North American Green P300 or equivalent, can be utilized at velocities up to 9 ft/sec in the unvegetated condition. Specifications sheets and shear stress calculations of the TRM is provided in Appendix C-3. Riprap will be placed at all culvert outfalls, and has been sized according to the Urban Drainage Flood Control District Manual, Volume 2. Detailed riprap calculations have been provided in Appendix C-3. Detention Pond Sizing: The detention pond volume has been determined using the UDFCD's Detention Design — UD-Detention v2.34. Detention Pond 1 will detain the 100-year developed storm event from Drainage Basins 1 , 2, 3 and 4, and be configured to release no more than the 10-year historic flow at the points of analysis in accordance with Weld County criteria. A minimum of one- foot of freeboard will be provided for each detention pond. The required water quality capture volume will be contained within the detention volume for each detention pond. An emergency spillway, in the form of a trapezoidal weir, is proposed to convey the 100-year flow rate at a 6-inch depth. Detailed detention pond calculations have been provided in Appendix C-4. Water Quality Pond Sizing: A water quality pond is required prior to releasing stormwater runoff from the development. The water quality pond has been sized for the 25-yr developed storm event in accordance with Noble Energy's operational procedures for mitigation of stormwater runoff from this industrial site. This volume is in excess of the mandated WQCV. This water quality pond will include a water quality orifice plate on the outlet structure in accordance with the Urban Storm Drainage Criteria Manual. Detailed water quality pond sizing information is presented in Appendix C-5. 5. 0 DRAINAGE FACILITY DESIGN 5.1 General Concept Three main drainage ditches will convey stormwater flows through the developed site area. The majority of the site runoff will be detained in Detention Pond 1 . The developed portion of the site is divided into 6 main drainage areas. Drainage Basins 1 , 2, 3 and 4 all drain into Detention Pond 1 . The runoff from each of the two lease areas (Drainage Basins 5 and 6) will be detained in two separate detention ponds. The drainage ditches are designed to convey the 100-year developed storm event and the release from the detention ponds will not exceed the 10-year historic rate. Detention Pond 1 will discharge partially to Point of Analysis (POA) A and partially to POA B. Detention Ponds 2 and 3 will both discharge to POA A. Final Drainage Report 5 August 2014 Pony Creek Gas Processing Facility P:135719\133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc Drainage basin O-lb will be intercepted by a drainage ditch on the north side of the access road. This will discharge through Basin O- 1 a to POA A. Drainage Basins 0-2a and O- 1c will be intercepted by a drainage ditch on the east side of the project site. This channel will discharge at POA B. Tables 3 and 4 show the allowable discharge for each POA based on the historic 100 year flows and developed 10 year flows. Drainage Basin O- la and O-2b will remain unchanged and the flows from each of those basins will not be routed through drainage ditches or detained in detention ponds Table 3 : POA A Runoff Summary Flow 10 Year Discharge (cfs) Historic Basin A 90.30 Offsite Basin O-1 85.72 Max. Allowable Discharge from POA A 4.58 Table 4: POA B Runoff Summary 10 Year Discharge Flow (cfs) Historic Basin B 27.93 Off-site Basin O-2 27.20 Max. Allowable Discharge from POA B 0.74 5.2 On-site Drainage Drainage Basin 1 is located on the northeast corner of the project site area. Stormwater runoff will flow to the southeast into a drainage channel located on the west side of the site access road. Drainage Basin 1 was subdivided into Basin la and Basin lb in order to size Channel 1 , which will convey the flows from these basins. Culvert la and Culvert 1 b will convey the flows from these drainage basins under the access road crossings. Drainage Basin 2 is located in the northern half of the project site area. Drainage Basin 2 was divided into three sub-basins to size Channel 2, which conveys the flows from Drainage Basin 2. Culvert 2a is sized to convey flows from Drainage Basin 2a to accommodate a walking path over the drainage channel. Drainage Basin 3 is located on the west side of the site development. Flows from this drainage basin will flow through Channel 3. Culvert 3 will convey the flows from this basin under the site access road. Final Drainage Report 6 August 2014 Pony Creek Gas Processing Facility P:135719\133-35719-14003\Docs\Reports\Drainage Report\Drainage Report Pony Creek.doc Culvert 2b is sized to convey flows from both Channel 2 and Channel 3. Downstream of the Culvert 2 crossing, the channel is sized to convey flows from Channel 1 , Channel 2 and Channel 3 and will route the flow into Detention Pond 1 . Detention Pond 1 is sized to have capacity for the 100 year developed rainfall event, and the discharge from the pond will not exceed the 10-year historic rate. Detailed culvert calculations are provided in Appendix C-1. Drainage Basins 1 , 2, 3 and 4 consist of most of the site development including tanks, access roads, pipe racks, storage areas and other components of the Pony Creek facility. Drainage Basins 1 , 2, 3 and 4 will all drain to Detention Pond 1 and discharge partially into POA A and partially into POA B. The drainage for the two lease areas on site has been designed so that each lease area has a separate detention pond. Drainage Basin 5 collects stormwater from the west lease area. An underground pipe conveys the stormwater to Detention Pond 2. Drainage Basin 6 collects stormwater from the east lease area. An underground pipe conveys the runoff to Detention Pond 3. Because plans have not yet been developed for the two lease areas, the detention ponds for both lease areas have been sized to accommodate 50% of the lease areas being impervious. Because impervious areas generate increased amounts of runoff, higher percentages of imperviousness result in greater required detention volumes. Because plans have not been developed for this area, a high percentage of imperviousness was assumed for the lease areas. The two detention ponds for the lease areas will discharge to POA A. Table 5 provides the peak flow rates for the on-site drainage basins. Developed runoff from the onsite basins is routed through the detention pond and flows will be attenuated to the 10-year historic rate. Table 5: Onsite 100-year Runoff Summary Basin Area Runoff Coeff, C Peak Flow ID (acres) 100 Year 100 Year (cfs) 1 a 7 .00 0.455 21 .75 1 b 3 . 85 0.473 12.77 2a 5 .08 0.529 19. 15 2b 5 .35 0.475 18.08 2c 0.96 0.496 3.59 3 0.99 0.464 3 .45 4a 6.24 0.451 20.42 5 1 .40 0.374 5 .44 6 1 .66 0.500 6.41 Detailed developed drainage calculations have been provided in Appendix B-5. Final Drainage Report 7 August 2014 Pony Creek Gas Processing Facility P:135719\133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc 5.3 Off-site Drainage Off-site Drainage Basin, O- 1a, is located north and west of the subject property and is approximately 186 acres. Runoff from Off-site Basin O- la flows southwest around the perimeter of the site area. The topography indicates that the flow then begins to flow to the southeast at the southwest corner of the site, but does not interfere with the Pony Creek site development. Off-site Drainage Basin, O- lb, is also located north of the subject property. Basin O-lb is approximately 24 acres and contributes runoff that drains southwest onto the northern part of the site. Stonuwater from Basin O- lb will be collected in a drainage channel that will convey the water to the west, through a culvert and under an existing oil and gas service road. Off-site Drainage Basin O-2a is approximately 50 acres. Runoff from Drainage Basin O-2a generally flows southwest through the project site. The runoff from this drainage basin will be intercepted by a drainage ditch that runs along the east side of the project site. Drainage from off-site Drainage Basin O-2b also flows southwest, but does not flow through the developed site area. Flows from this drainage basin will continue to flow overland south of the project site. Drainage Bain O-2b is approximately 33 acres. Peak flows for the 10-year and 100-year storm events for the off-site drainage basins have been provided in Table 6. Table 6: Off-site Basin Runoff Summary Basin 11) Area (acres) Peak Flow Peak Flow Corresponding POA 10 Year (cfs) 100 Year (cfs) O- 1 a 185 .64 74.20 194.30 A O- 1 b 24.26 11 .52 38 .25 A O- 1 c 1 .22 1 . 10 3 .23 B O-2a 49.38 17.21 60.40 B O-2b 32.69 9.99 35 .56 B Detailed drainage channel calculations have been provided in Appendix C-2. 5.4 Water Quality The proposed water quality feature for the site is water quality capture ponds. Water quality capture volume (WQCV) for Basin 1 , 2, 3, and 4 will be located within Detention Pond 1 . WQCV for each lease area will be included in each respective detention pond volume. The water quality volumes for all of the detention ponds are sized in accordance with the Urban Storm Drainage Criteria Manual, Volume 1-3 and the water quality features are designed to handle the runoff from the developed portions of the site. Developed runoff flows are designed to route through the water quality feature. Per Urban Storm Drainage Standards, 120% of the water quality volume will be provided. The proposed water quality Final Drainage Report 8 August 2014 Pony Creek Gas Processing Facility P:135719\133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc volume drain time is 40 hours. A perforated plate is proposed as the water quality feature for each pond. The WQCV is included in the detention pond volumes for each of the drainage basins. WQCV calculations are presented in Appendix C-5. A storage volume summary is provided below in Table 7. Table 7: Storage Volume Summary Water Quality Pond ID Capture Volume (acre-feet) 0.338 2 0.032 3 0.038 6. 0 DETENTION There are three detention ponds within the project site. The largest pond, Detention Pond 1 , collects runoff from the majority of the site. The other two ponds collect runoff from each of the lease areas on site. Detention Pond 1 discharges partially to POA A and partially to POA B. Detention Pond 2 and Detention Pond 3 both discharge to POA A. The maximum release rate to POA A is 4.58 cfs. The maximum release to POA B is 0.74 cfs. Detention Pond 1 has the largest capacity and provides storage for the runoff from a majority of the site. Detention Pond 2 and Detention Pond 3 are designed to provide capacity for each of the lease areas. The lease area detention ponds have been designed with an assumption that 50% of the lease areas will be impervious surfaces. A summary of the required detention volumes is presented in the following table. The combined outflow for Detention Ponds 1, 2 and 3 are 4.58 cfs, which is the maximum outflow allowable for POA A. Table 8: Detention Ponds Required Total Detention Release Rate Pond ID Detention Volume Volume (acre-feet) (cfs) (acre-feet) 1 6.74 11 .98 1 . 12 2 0. 16 0.58 1 . 10 3 0.21 1 . 16 3 .09 Final Drainage Report 9 August 2014 Pony Creek Gas Processing Facility P:135719\133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc 7. 0 CONCLUSIONS This report is prepared in compliance with the Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3. The proposed drainage system for the Pony Creek Gas Processing Facility will provide detention for the developed section of the site, releasing flows at the 10-year historic rate. Releases are as near to the points of design as practical. This Final Drainage Report is being submitted to Weld County for review and approval. Final Drainage Report 10 August 2014 Pony Creek Gas Processing Facility P:135719\133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc 8. 0 REFERENCES United States Department of Agriculture Soil Conservation Service in cooperation with Colorado Agricultural Experiment Station. Soil Survey of Weld County, Colorado, Southern Part, September 1980. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual, Volume 1-3, June 2001 . Weld County Code. Weld County, Colorado, September 6, 2008 . Weld County Engineering and Construction Criteria. Weld County Public Works Department, April 2012. NOAA Atlas 14, Volume 8, Precipitation-Frequency Atlas of the United States. U.S. Department of Commerce, 2013. Final Drainage Report 11 August 2014 Pony Creek Gas Processing Facility P:135719\133-35719-14003\Docs\Reports\Drainage Report\Drainage Report_Pony Creek.doc APPENDIX A - MAPPING �'� i IT R59WIR58W4. :I' ,, , , . ,.. \:•.)--:-.....' - - - , • i, , I . . . , . _ .. . . .______ .. \ • . , ,. ____ I i : , k . • .. 2 . .. . K , el , \ \ • , ; c, L I - ll ' \` I �` `•,�D �.� - ij• _ - '' ' l f - -- - ) .__-- - .� ly fr,ri . • 7 ... . . . p , . fi . . ., , . „... , .486, ..„, N_____ s . .. . , r• ..... , , , . ._ . /- ., ... „. ,.. I _ r a I\\ L\l �t \ ) i. \ , _. Q r - PRIVATE U - ACCESS \I , ,,, RO' li i .. , AD \,__ . ... ... . . i . _. I , . . . , , , ,_ , )____, ,, alaSC---f i, b, J •2 T9N • Z !II- Well 0 CR 104 4851• _ _ _-- . __ - a 5 'a --- en - - \\\ t U J - Z ii • < I•' d-' • I- • . O d IL t w 1 ` I I 1, w I, U' \ \ • j Z z \ t 1 • , t iI 0t Z \ — SITE w r I `4 -d ; J . fff f II = 1\. `` J �' ' 4 8')1 1 1 N. .. 4..L ....„:-....-,,,---.:..,..-._-_=.,-• ---,F.7- ----..._______-_„__________ : \ -- 0 1000' 2000' •t 1 - - M ". 1 SCALE: 1" = 2000' a L Q - NOBLE ENERGY/WATTENBERG HOLDING Project No.: 133-35719-14003 FT -t ,EI TETRA TECH PONY CREEK GAS Date: JULY 2014 a to PROCESSING PLANT FACILITY I— Designed By: KKJ t vt www.tetratech.com VICINITY MAP Figure .is 1900 S Sunset Street, Suite 1-E a N 1 v Longmont, Colorado 80501 U PH: 303.772.5282 FAX: 303.772.7039il Bar Measures 1 inch Pawnee National Grasslands </NN Approximate i 1j NATIONAL FLOOD INSURANCE PROGRA� 11111III wIl of hCpTa NOT INCLUDED. Project Location i � * 080266 0495 * 08 i ! I I FIRM I FLOOD INSURANCE RATE MAP Ii i WELD COUNTY, !I COLORADO 'H (UNINCORPORATED AREAS) 14 I I I , vim— Town ofRttyincr i l MAP INDEX AREA NOT INCLUDED i PANELS PRINTED:75.325.465 475. 480. 485- , I I 489, 495, 605. 607 - 609. 615 617. 619. 626 1 • -629. 635 - 639. 645. 675, 700. 725. 750. 775. I 800. 825. 850, 855. 860. 861. 863. 864. 866. I 868. 900. 92 5. 960. 970. 980. 981. 983. 990. 995, 1025 C * 080266 0575 C * 08 I COMMUNITY-PANEL NUMBERS 080266 0001 -1075 I I ' MAP REVISED: MAC. _ _ _ `� e SEPTEMBER 22, 1999 a• I i •ct. I Federal Emergency Management Agency , , This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www. msc.fema.gov APPENDIX B - HYDROLOGY COMPUTATIONS APPENDIX B - 1 SOILS REPORT Soil Map—Weld County, Colorado, Northern PartFri RI En O O 591400 591500 591600 591700 591800 591900 59,2000 40° 44'40"N K • ail 40° 44'40"N I r _ .+ ' County Road 104 _r _ _ W It J , r !di - •� :• ; . \ J ' are y � .` 1• Y ti 17. ' r .r. • .?r r ' t l C'W.{ Y raF �•; S i, G ti,411,1.--* i, �,�p•r I • *J1 �k i g rl .Cr i.,lfVakyJ�rI •• .! !4. �It +(.'��Q der - Lrl t 4 i' .a.. r , . • .7�. f •"*.�, 9'Zci . . _• ( + ,'� r.^ Tr ) *' Sri! 8 . m!-ac ^'I .^'�r�4ki ' ' " ur ? ter 0 ' 'j,. '' 1LII ~ to r ':r7"'F `r i`' 'ts-ti. 'fw, _. r 7. § r �1 , d•('fir t T. M yp t ry 1. vor .1 1 , ' .i�/vT�T•Y,, 4 .r^'4•+�Mf" rVl s0 5 • • r. t • • • . . ........._.......—„, ..... I - 25 It �y '•\ , _. 't. .. ,_,� • .. SI •r .. 5.. _ ...7:F :1 ♦ r-1 •` 111 .i as • r • rtiit'e ''J 'r • '.1 I }y - c . - r ' - • 1.a• . gp . •- , ...,Jul,�� r r 1, . 5 i• �,: . w • ; , t• • 0 14" yyYlC Z ��'tp 4,- Y- '.c r fib{ r•it •' .—.+1.� ..lF'+•^T' S �Yyr • O �, 1 r4 Ilk' � a..'" �71� ;r•. •• 7.; . .Y, I. .*r `> 1,f ��4T� 'r Iidir t'�r.JSl.t` 'YJ• - • r1-1 _�+ ' 1 - �,• •,.� l!1 AJ4 -fr J ,T 3 • /I, ;, . ' Cn 1 'r1� " . . r I:i',�' ' • FS t ''Ir. ?y r• , ` `.- lF• r s �' ' „ y n ,r +V I.+ iV: ..,a f _ Ai, "'. l+r %• ' 1a &7_ ' '• r,�..1iM1 • �-+'1Fy{yj�c�y *T t S r' r a ry K:i5' ., �' •I I„S�Ci r lf2r tQ'-' r a '1. � �. .�. .a. /( v ..._i 4 1 • �jil94`• J' r( 1. . 4 r ` '- • -,4 ..! 11'• "•'a 4 ' Al _ .- ?--ui'<l, ' 1 ., r'�.-AL , •• ••�y lr•`ti+'4-�SW., .* � Y,}r NN.r I '�r.f1 .•V f^'�} . ''15' r' ,, r If e+f"Ili r.4•,././ ,,•1( �F. +•„ r }t "4 i 4 .'�' �� "). 8 • : 1�6fy•►(�' } y ,14 x•• ,t. . �c,i •Y. •I J (/ ...;,,,es • �'k(1! ,. -Lei 1 . i'\ .�J. v0, at, ''[Ri• . .iP I.4,1,Jf , ;L.i..., t ° � t1 ..aa . 41' 'tr �% dr'• <,••:,,,,,,,-..,iti iY iN t, .. O ''•i • r�'i Ytf 'L• .i r.�+ r• 1 c•7r t , Y_ '�(1z1i.rr � iI. O it 6in i'lr � A/� '' - .%ai n 1's.!. all..I 4 S rY lA w:/, �" 1 itrl Il:f 'mareN . },'.ltt1 Y I l ., (r r 5, t 1 7 J 1 `. ly\• '^,y:l_"' ' .,'<';•:jars' cr q. .. 5 ixhli - •I r't,• f• t.,<-•-„,% ' rl• i...a •9 a d� r , JIi . I r A'i'in �. `'• -1,'-•; r h.'I :in'', l. 4 ,yj; :..�,;rl 4 �,<i • �r1T '� yl' f• +� ...4 0 . 'ftrY ' .r. , �I r k;. !w �.( • ,.'7•:', 7 "l,t : ,''!4^ k: avote N " .,'.' • p r' '„i .4 .1y Ai i , t r 1A ! X110-.. 2r• 'e' II'r h Iyrlr jar- . d� y aa4", \ 7Jy. C.3, )..i • .. r'4 . r , a 1t, lam • , a S Lri 0 .�• •p � r.,`.hY .�' •II • ai ,,r.•a (aVbki�4E .. •} �, r •i' l• !' c -!4,.,.--1,.- a \'C7 it.,,.. 'i: 'Y ,,7 ' in w .• +TQ'(,. r `J' r•-,.. 'l li �\•< •T TI-f '.. ''M1.) •L.1 �N. r t^..,,f,/( t51�' e t f [1' • ?Jo, h n 1y '1, � , }l �i> yh 1 -41'� ll, +tr / � 1rN~8 ♦ I',w, S' r 1'• T . • rl ` - 1rl� 44 ,, 16-1. '�. • • 'i, .r, r '.0''' , ri 1. �,.,•, lr V rv�t�al,.f' J ▪ 3. k 1 r } i '��k ::$ ' ivJ A T L•e ��yCC �k^ 5 vw +t 1 > ' )' ` .• a1 (it rf M- 9« 4/1 .,x, ,•L, r t f�1 r '. - F c. i r• ,_ t _ L -,:c4;-„.--�{ rr kY .1(, 4 Y •. .i , ' 'n • f 15 -r - rfr 1 •t'-'• 4 ,J F . I r. ,�i � ' 1 •,t',•-U 3,y • 6• 1 kb. A.t -..,."4:. ...•-;„, ,,, yyi., •, !,,'J `C ,� I • ' t _, �.w. . mi� ,�.' a . , .� , '. 7 r :`' „al,0 •;A.,.• r7. .y,lt7r�4"y, ry �r1i' 1 t 31 '1,:.4' r e e, •' ',t- ",\. � - r, "L}'r �i', ` •, `p ty , ,y r, 1 tom• • �1 t • r Y 1 , tc' �7 , ?Nil,' �,1t r7.4 0 'F,,� 1 •�,'t Ri 1 � •�,��r•r47 4:1.. '�_;`fPy, ". .� r'r` ` . gt( Z� �1 - •p.r`��h ,�t� 'Y.y� 11=t; 1. '9 ' C` .til +r( '''{ ` �7 . -+. tr1 Ifi 'V' r-: .,:÷,..64I ' • G .. f,ll• 'n •• • ' .,44,i :t; �..1 iiy� r f • • ? 1 t;.,,"L1�'2,�1{ r''4''4: i • y �Rj ,.y .• \ JI6t<� i . :..i '� .1 is Ic. - ' _ t '+tt i ,l.i .•••.,t04.1 • ., •1 f i 2,..444 .1': f :1 ., ' .,..1L , 4.-ii,' -, ''..-11 e, f 4— (-are, y I + Jf'•'r-t ei . Jr1 { ..e. '2 . t +..•�.i �.1 .e.''.1 'T} ' a .';:y 1r "" '-"" 11�q} lfl � ':�r.% r'�•St• k}•S+, I .,� ; .M.•.�f .• -f E,/ S • �r !•r r \ I / a• • � .-1 r ill + t.♦ 1. b l ..f F1� t. +6'I t'. y� , ‘..4*, ') ) e , • 1 • 1. * I 7 11 I I r 1'yr.z .I• . . ' \ YrT'`S-11 lY• \. S . . ° , r ) :.r ..{'' 40° 44'7"N ' r -Is . ,. IPS.r ! {'- n !` ' r-- -�'•-r I :a4!rl r !sr4 :'ra` .` � , ?9r-. • '_x. lr R�==+'G� 40° 44'7"N 591400 591500 591600 1 591700 591800 591900 592000 in Map Scale: 1:4,900 if printed on A portrait(8.5" x 11") sheet. M Meters 2 0 50 100 200 300 0 N Feet A 0 200 400 800 1200 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 USDA Natural Resources Web Soil Survey 3/4/2014 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Weld County, Colorado, Northern Part MAP LEGEND MAP INFORMATION Area of Interest (AO!) Spoil Area The soil surveys that comprise your AOI were mapped at 1 :24,000. Area of Interest (AOI) I Stony Spot Warning: Soil Map may not be valid at this scale. Soils ;i7;_ii Stony Spot or. Soil Map Unit Polygons ''"`' Enlargement of maps beyond the scale of mapping can cause rr Wet Spot misunderstanding of the detail of mapping and accuracy of soil line ,r ao Soil Map Unit Lines placement. The maps do not show the small areas of contrasting ,2„ Other soils that could have been shown at a more detailed scale. O Soil Map Unit Points .- Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map to Blowout Water Features measurements. Streams and Canals i,*, Borrow Pit Source of Map: Natural Resources Conservation Service Transportation Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Clay Spot +-uu Rails Coordinate System: Web Mercator (EPSG:3857) Closed Depression Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator Gravel Pit US Routes projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Gravelly Spot Major Roads Albers equal-area conic projection, should be used if more accurate 0 Landfill calculations of distance or area are required. Local Roads A, Lava Flow This product is generated from the USDA-NRCS certified data as of Background the version date(s) listed below. 4 Marsh or swamp . Aerial Photography Soil Survey Area: Weld County, Colorado, Northern Part sfi Mine or Quarry Survey Area Data: Version 9, Dec 23, 2013 Miscellaneous Water Soil map units are labeled (as space allows)for map scales 1 :50,000 0 Perennial Water or larger. r Rock Outcrop Date(s) aerial images were photographed: Sep 30, 2010—Oct 19, 2011 4. Saline Spot The orthophoto or other base map on which the soil lines were 6�0 Sandy Spot compiled and digitized probably differs from the background Severely Eroded Spot imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 40. Sinkhole Slide or Slip O Sodic Spot USDA Natural Resources Web Soil Survey 3/4/2014 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Weld County, Colorado, Northern Part Map Unit Legend Weld County, Colorado, Northern Part (CO617) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 30 Keith loam, 0 to 6 percent 1 .5 1 .4% slopes 31 Kim-Mitchell complex, 0 to 6 92.5 83.2% percent slopes 32 Kim-Mitchell complex, 6 to 9 0.0 0.0% percent slopes 67 Thedalund-Keota loams, 3 to 9 17.2 15.4% percent slopes Totals for Area of Interest 111 .2 100.0% USDA Natural Resources Web Soil Survey 3/4/2014 a Conservation Service National Cooperative Soil Survey Page 3 of 3 • •�• -�� _ ` ' t\ `; - �t� , te •r _ � } ' >: r 4 1 ( 1 l ..f r lit• • �J 1 1-' - - , • `+ ' ! . . I I I• }'� �ri • • 1\ Y \ L i r.it- y 4. N ` 27• `` 67 r 30 i - • I 32 /. . . �y •Q _ ^'w9 .• ` mx U . j -on 31 _ o t r cf, . ' -;i. Project 1 31 Y I. it _ ...• , - r r. _ .,..c • Site • O ;�il' • ,` ? y . :. '. 0 - 1 ;000 Y r•<. ��T.•• I _v • N_�f •�} ., E _ 1 ,fit. x •, --- . 4Y 1.t y LLI Y h �+•7 W '.i• '� ¢. _ Syr( ,- !% •1 `� • �, • .. • ,CC ;la} 44O/4 . :- . 'r -- s _ • . • � - Feet CL . '. ` fry ,. •` "'t( ` ,` •� � h; �a • 1' ..;.4:1 e•�.' 4 Soils Legend X - t 1:1”.....e.- y4*..'km.. t ,f.,rN T',I. L•"44.-.4°>. .•.Yt `�J 71.? '' m • �'t' `. Ri .- t, , - • 4, ,' . ,;i t- - . _asainiiIM_ Map Unit No.; Map Unit Name (7 � 1 • #+••,�•Y��'Y"�wxty'�y• •`�'' ••/� }• :{ }n'a# -� R- . - ilk+��i�-.7.��;• " •' •-'`- > - zL� '• t_ - • •� �} �. 27; Epping silt loam, 0 to 9 percent slopes • 1 �. =i h• _,.[ . t Kt11` x(. 1. ," ,, t M . " ;t,,. t;. . i 30; Keith loam, 0 to 6 percent slopes - li!••II�M,S •tY�•'I\.. .{..t . 'r ♦r '•Z � i' '1 4:'I "•,4-'%% ♦. • '.€ - :•s 4ti• • 4 ( .. Y E `• '' i YI rt.--.` '1 r- i — ch „ 0,,, ,::- ,c;. . x E�,• �•�• + „g1 131 ; Kim Mitchell complex, 0 to 6 percent slopes �J 1 y • f 1 ,. ,D�_ ~ '">f. iwr: "' t' ? Ai 4"S,"O. � �` '� -J. 'y 32; Kim Mitchell complex, 6 to 9 percent slopes rs y ' M J' r..�� "3 ` .,.� • h ' 4' .-�w`=.7C.r - .y • �+ •L."i4, :.\ a' , �.1 • * •'•>. f it fh yk..t, a .,..,v ►% .i._„M: ' r I 1` • ; . w • ;^�•T• I •i. • .1.‘: '• S. .." �' 1. •r �k y` < - r, M j ! _ ‘%.--,: � J,• ' ,! • � •c �V_ ` �r` y�r ,1.'Nr. M 4 „ � • _ _'�� - . _• 167; Thedalund-Keota loams, 3 to 9 percent slopes r-. , • 1�L ' t4 s.s. ` ' V '?1,4 )- • I •i ` s ` _• . r • ,:' •,` jr..' `* - •e A S1 ,,; • + ,�: NOBLE ENERGY, INC. Project No.: 133-35719-14003 ad'a ,.•••''' - n. '^� . .. `; t ii , �� -:1,. Date: AUG 19, 2014 TETRA TECH WELD COUNTY, COLORADO J..v 'y L 1i •a , ` r t r;` , . • �- 1• e a Designed By: JJA'--� ri ' - ^.t- f +' t www.tetratech.com N `a` `� '° PONY CREEK Figure No. viol. .,3< \ t o rn a, • �,"� • , - \ .1 • ; b 1900 S. Sunset Street, Ste. 1-E GAS PROCESSING FACILITY 1 O , kt "'" s0 , ' • s . „� s ( .f,,,' Longmont, Colorado 80501D '`, , - - If ; , pc• PHONE: (303) 772-5282 FAX: (303) 772-7039 HISTORIC SOILS MAP �• ill _ ` ' t\ `; .•t� ; ,ate 'r` _ } raE r 4• • 1 ( .r lst. iw .- . ) . . e , ci I '. .....: lk ,. • • r� \ , - . > 44 \3/4. . ts. \-1'.* i . i . ... .,. . +�gillittlis,„6,‘" t • •‘rs ``N. + : 67 Mc '-., 40 -, / j-4 .' • � ` "' .r74. 32 ii. _4LLI 3,r • r31 ` �. r it I.': . a } a • u_ r.3-51 - t Project �� r ' r. �r-"�'. : *l., Site j_dill /%jetO ar µ ''-e.� .. . .. - t:a� S. - 0 1 '000 CO j��tj`r.at rei • • . .E t� r�•.. t _ _ r _ Ce Q (� �` +{. wF 'r.1 } 1 ' =• f'1 • � • . • ,y„n + 4..-a. f,-- - - - '_ - .-..F@@t, , ` _ if / 'Y r r � <n 4.. , a ka r t: AV° II Lk • • .t• '\, 1 „ ri I. Soils Legend r it k all t, •. # ., 1. _ �� > . .i1 • '1\ Map Unit No • Map Unit Name O r . , ".R `�S f.=.. � 1/4 } }^ �'a', i ' '. M.` ," • - ,'- X� - 27; Epping silt loam, 0 to 9 percent slopes O t • •' J. .:r.•. -••••7716.4‘r. -• r: •} .'', 'lrf }•- ; \ ,,. \; •, 1 is' c. (`� : T j 1 Keith loam, o percent slopes o „zen•ct •Ct t r _ r!„, . . 1 + —I 30; I m, 0 t 6 pe t lope 7-- "Jr" ' ` a{. � „ wtz �• • s • �'` 31 ; Kim Mitchell complex, 0 to 6 percent slopes ,' + { . • . _ .Nw DTI, . ti+-4 r • d f. • kawii• �, f .S v ' •� u, �' .__ • " :ti .> G �!i� �, 'r'-4 �°+� x' Q; y*Q� '4t'....� ` ' ... _ • 32; Ki m-Mitchell complex, 6 9 p ercentslopes deer r� �•V A align,�„ i. .,ilt • ; .l 67; T to n `• y,,K•�R. NOBLE ENERGY, INC. Project No.: 133-35719-14003 to co a • ' lit TETRA TECH WELD COUNTY, COLORADO Date: AUG 19, 2014 • Tr . • Designed By: JJA N • www.tetratech.com PONY CREEK Figure No. 1900 S. Sunset Street, Ste. 1-E Long(nont, Colorado 80501 GAS PROCESSING FACILITY 2 Q ` . . PHONE: (303) 772-5282 FAX: (303) 772-7039 OFFSITE SOILS MAP •' a..„ ne iii # .i •. . , . . ,,,.. I. . - . ,,-s; Wk Lt.—, , 4 . . . . .%its ... 2 . , tr ,,,,iifr. frI v, , , , ).. _ , _.". • • . , • , 4 4 .' 41 it . . 'AK, i r . 1/jamIt . I N\ I 0.c. , 2 i - ----- -- - -- i t H • - Project Site ,: - y' , rtr ? it j A2 1 , WA 1 a - ''. •_ - i . ?I , . W �� ter` �� R. , s .4yp��N. Z t - i..ef- f; ' •'r- - - -. • 0 100O OJT ��'f. i_: ��t !4'�3 � tA 1 .. 4 ✓ p( VA ,; ., ,r r,y'Qy4w 1 {•, .; t.. tt...-..:i.< F t:t• Feet •: co- L — .• ' �f 6 ',tie;' Ir .. -•N�4!!i.ram _ O y^ ,.it.,fit •r1 t.i, t'- .Yir 1• - 1 et.'7 A h ,. .sit, ry �• • i' t.,. • '. ti + �'I l,_ .4,-'7_ .. . tjf' 7.2•1, .i .'• •!1K. s ?'r,l •-'•� ►M r• r I '4 Soils Legend u. ii.o, w, it Sit ,: le _ '• i •.t 4i :'4.,•. z• t;_ , K` Map Unit No.; Map Unit Name m r c�-; 31 ; Kim-Mitchell complex, 0 to 6 percent slopes t•, g' s1 67; Thedalund-Keota loams, 3 to 9 percent slopes rn - n NOBLE ENERGY, INC. Project No.: 133-35719-14003 ( ' [it)a - - TETRA TECH WELD COUNTY, COLORADO Date: AUG 19, 2014 Designed By: JJA o www.tetratech.com N / PONY CREEK Figure No. o; i • - 1900 S. Sunset Street, Ste. 1-E GAS PROCESSING FACILITY 3 0 ,,. .-. Longmont, Colorado 80501 Q `-;W "4._►,� .t\fat._ 's' • t :- PHONE: (303) 772-5282 FAX: (303) 772-7039 DEVELOPED SOILS MAP APPENDIX B -2 RAINFALL DATA Depth-Duration-Frequency and Intensity-Duration-Frequency Tables for Colorado Hydrologic Zones 1 through 4 Blue cells are inputs. Project: Where is the Watershed Located? Hydrologic Zone (1 , 2, 3, or 4) = 1 (see map) Located within UDFCD Boundary Elevation at Center of Watershed = 4,846 ft Q Located outside of UDFCD Boundary Watershed Area (Optional) = N/A sq. mi. (Optional) Select a location within the UDFCD boundary: v 1 . Rainfall Depth-Duration-Frequency Table If within the UDFCD Boundary, Enter the 1-hour and 6-hour rainfall depths from the USDCM Volume 1 . Otherwise, Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume III. Return Rainfall Depth in Inches at Time Duration Period 5-rein 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr 2-yr 0.27 0.44 0.55 0.63 0.97 1 .11 1 .22 1 .40 1 .86 5-yr 0.42 0.67 0.85 0.98 1 .49 1 .62 1 .72 1 .87 2.33 10-yr 0.52 0.83 1 .05 1 .21 1 .84 2.00 2.11 2.29 2.75 25-yr 0.65 1 .03 1 .30 1 .50 2.28 2.50 2.66 2.92 3.38 50-yr 0.76 1 .22 1 .53 1 .77 2.70 2.95 3.15 3.45 3.91 100-yr 0.87 1 .39 1 .75 2.02 3.09 3.40 3.64 4.01 4.48 500-yr 1 .11 1 .77 2.23 2.57 3.93 4.29 4.57 5.00 5.47 Note: Refer to Figures 4-1 through 4-12 of USDCM Volume 1 for 1-hr and 6-hr rainfall depths. Refer to NOAA Atlas 2 Volume III isopluvial maps for 6-hr and 24-hr rainfall depths. Rainfall depths for durations less than 1-hr are calculated using Equation 4-4 in USDCM Volume 1 . 2. Rainfall Intensity-Duration-Frequency Table Return Rainfall Intensity in Inches Per Hour at Time Duration Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr 2-yr 3.27 . 2.61 2.19 1 .51 0.97 0.60 0.44 0.26 0.09 5-yr 5.07 _ 4.04 3.39 2.34 1 .49 0.93 0.69 0.41 0.14 10-yr 6.25 4.98 4.18 2.89 1 .84 1 . 14 0.85 0.50 0.17 25-yr 7.74 6.17 5.18 3.58 2.28 1 .42 1 .05 0.62 0.21 50-yr 9.14 7.29 6.12 4.23 2.70 1 .67 1 .24 0.74 0.25 100-yr 10.46 _ 8.35 7.00 4.84 3.09 1 .92 1 .42 0.84 0.29 500-yr 13.32 10.62 8.91 6.16 3.93 2.44 1 .81 1 .07 0.37 Note: Intensity approximated using 1-hr rainfall depths and Equation 4-3 in USDCM Volume 1. UD-Rain v1 .01 , DDF & IDF Tables 8/7/2014, 12:36 PM Depth-Duration-Frequency and Intensity-Duration-Frequency Tables for Colorado Hydrologic Zones 1 through 4 109 100 10/ 106 IOS 104 10] 102 41 .41 I 4 I 1 3 I I I I 1 I 4 I M I 1 I I 1 I I 1 r I I 1 1 J2 —' 1 --39 I 2 1 • I 1 le • I — 21 I1 I I 1 I I II I 1 COLORADO ht‘" ,I,,, ._.- IS • N 71 >• N ....�rtiva o.w..r.r<---.. (�-1=r-1= • w I, w. .--7—w..�.�rw•...�u...- Figure 19 wrwr w.....r__. rwr+r. r.." oo..�I r Na/nn. t, ro Jn nA.)nywwtlnn+ !d 1. rw/ l00-,r w r..aa.eyA � �.— 1 I I _ _ 109 IM 107 100 IOC 104 107 -- 102 Design Rainfall IDF & DDF Chart +24-hr depth O 6-hr depth 6 i 0 —S-3-hr depth 2-hr depth •�. 2 5 � . I��■—� TEE:: 4 gs c ��— ► 10 min depth 6 �, t _ -14-5-min depth o. 3 G - d I ., 24-hr intensity ►� N `.F. I $ 6-hr intensity m c C4 2 - ! I� ' ! � - . To -3-hr intensity �!•�/ ''� �� 10 •ct o 2-hr intensity �� ♦ -1-hr intensity 1 � � � I 12 -30-min intensity I I r, = v a - 15-min intensity I I I I I lb I I 14 10-min intensity 1 10 100 5-min intensity Return Period (years) UD-Rain_v1 .01 , DDF & IDF Tables 8/7/2014, 12:36 PM APPENDIX B -3 HISTORIC RUNOFF CALCULATIONS Pony Creek Historic Runoff Calculations Basin Basin Area(acres) Basin Imperviousness Runoff Coeficients,c Ltotal Li Si Sw Ti Tt Bain'all Intensity I (in/hr) Basin Flows Q (cis) POA Area Soil Type A Soil Typc a Soil Type C Soil Type D Gravel Road(ac) Roof/Tank(ac) Undeveloped(ac) 1% ≥ Yr 5 Yr 10 Yr 100 Yr (ft) (ft) (ft/ft) (11/ft) (min) (min) (min) 2 1 r 5 Yr 10 Yr 100 Yr 2 Y 5 Yr 10 Yr 100 Yr A 226.07 0.00 114.51 52.14 59.42 0.00 0.00 226.07 2.0 0.042 0.125 0.213 0.434 496: 500 0.02 0.0131 31.3 92.8 124.2 0.59 0.90 1.12 1.87 90.30 236.50 A B 102.23 0.00 81.30 1.68 19.25 0.00 0.00 102.23 2.0 0.034 0.103 0.186 0392 3565 500 0.03 0.01683 28.0 56.3 84.3 0.78 1.19 1.47 2.47 2.68 12.57 27.93 99.02 B Basin A-CN Values for HMS Analysis CN Site Imperviousness Table Entire watershed is herbaceous semi-arid grassland(TR-55 pg.2-8) Soil Type A* 0.00 0.00% 80 Root'/rank 90 Soil Type B 114.51 50.65% 80 Soil Type C 52.14 23.06% 87 Gravel Road 40 Soil Type D 59.42 26.28% 93 226.07 100.0% Undeveloped 2 Composite: 85 1-hour Point Rainfall Depth * No CN value for Type A to TR-55,assumed Type B CN value 2 Yr 5 Yr 10 Yr 100 Yr P I 0.97 1.49 1.84 3.09 Basin A(2% Imp.) 2 yr 5 yr 10 yr 100 yr Soil Type A (1.00 0.00% 0.000 0.008 0.070 0.216 Soil Type B 114.51 50.65% 0.028 0.088 0.166 0.362 Notes: Soil Type C 52.14 23.06% 0.056 0.162 0.262 0.508 Soil Type D 59.42 26.28% 0.056 0.162 0.262 0.508 I. R cr to Table RO-3 for Site Imperviousness. Historic flow analysis=2% imperviousness. 226.07 100.0% 2. Re r to Urban Drainage Criteria Manual Vol. 1 Table RO-5 for RunoffCoefficients,C Composite: 0.042 0.125 0.213 0.434 1(stoat ions: It =Ti+Tt I=(28.5*PI)/(10+Tc)^0.786 Q=CPA PI = 1-hr point rainfall depth C= RunoffCoeffcient Basin B(2% Imp.) 2 yr 5 yr 10 yr 1110 yr Ti=(0.395*(1.I-05)*L^0.5)/SA0.33 Tc - time of conentraction 1=Rainfall Intensity Soil Type A 0.00 0.00% 0.000 0.008 0.070 0.216 C =5 Yr Runoff Coefficient A=Area Soil Type B 81.30 79.52% 0.028 0.088 0.166 0.362 L 500 ft. maximum Soil Type C 1.68 1.65% 0.056 0.162 0.262 0.508 S average watercourse slope Soil Type D 19.25 18.83% 0.056 0.162 0.262 0.508 102.23 100.0% Tt=( -500)*V V=Cv*S^0.5 Composite: 0.034 0.103 0.186 0.392 v=Conveyance Coefficient(Table RO-2) S=avera a watercourse slo 11IMRS195FS1\Projects1357I9\133-35719-1 40031SupportDocs\Calcs\Runoff Pony Creek APPENDIX B -4 OFF -SITE RUNOFF CALCULATIONS Pony Creek Of site Runoff Calculations Basin Basin Area(acres) Basin Imperviousness Runoff Coefficients,c Ltotal Li Si Sw Ti Tt Tc Rainfall Intensity I(iMtr) Basin Flows Q(cfs) POA Area Soil Type A Soil Type B Soil Type C Soil Type D Gravel Road(ac) RootTFank(ac) Undeveloped(ac) 1% 2 Yr 5 Yr 10 Yr 100 Yr (ft) (ft) (ft/it) (ft/ft) (min) (min) (mm) 2 Yr 5 Yr 10 Yr 100 Yr 2 Yr 5 Yr 10 Yr 10( Yr t)-i:a 185.64 0.00 99.45 32.32 53.88 0.00 0.00 185.640 2 0.041 0.122 0.211 L430 5008 500 0.02 0.01298 31.4 94.2 25.6 0.58 0.90 1.11 1.86 74.20 94.3A O-l b 24.26 0.00 5.49 13.20 5.58 0.00 0.00 24.260 2 0.050 0.145 0.240 0.475 2250 500 0.03 0.02222 26.8 28.0 54.8 1.04 1.60 1.98 3.32 1.26 5.64 11.52 38.251 O-Ic 1.22 0.00 0.50 0.72 0.00 0.00 0.00 1.220 2 0 0.100 0.193 0.277 0 482 303 303 0.0165 24.2 0.0 24.2 11.72 12.65 1127 5.49 0.21 0.62 1.10 3.233 O-2a 4938 0.00 35.80 0.10 13.48 0.00 0.00 49380 2 0.036 0.108 0.192 0.402 2536 500 0.03 0.01972 27.9 34.5 62A 0.95 1.47 1.81 13.04 1.68 7.85 17.21 60.4(6 O-26 32.69 0.00 26.90 0.00 5.79 0.00 0.00 32.690 2 0.033 0.101 0.183 0388 3144 500 0.03 0.02226 28.1 42.2 70.3 0.88 1.35 1.67 .80 0.95 4.47 9.99 35.5S Basin O-la(2%Imp.) CN Site Imperviousness Table Soil Type A 0.00 0.00% 80 RooVFank 90 Soil Type B 99.45 53.57% 80 Gravel Road 40 Soil Type C 32.32 17.41% 87 Undeveloped Soil Type D 53.88 29.02% 93 185.64 100.0% I-hour Point Rainfall Depth 2Yr 5Yr 10Yr 100 Yr C polite: 85 PI 0.97 1.49 1.84 3.09 Basin O-la(2%Imp.) 2 yr 5 yr 10 yr 100 yr Soil Type A 0.00 0% 0.000 0.008 0.070 0.216 Notes: Soil Type B 99.45 54% 0.028 0.088 0.166 0.362 1. Refer to Table RO-3 for Site Imperviousness. Historic flow analysis=2%imperviousness. Soil Type C 32.32 17% 0.056 0.162 0.262 0.508 2. Refer to Urban Drainage Criteria Manual Vol. 1 Table RO-5 for RunoffCoefficients.C Soil Type D 53.88 29% 0.056 0.162 0.262 0.508 185.64 I00°% Eouations: Modified 0.041 0.122 0.211 0.430 11=Ti+Tt 1=(28.5*P1)/(10+Tcy'0.786 Q=C*I*A PI = I-hr point rainfall depth C=Runoff Coefficient Basin 0-lb(2%Imp.) 2 yr 5 yr 10 yr 100 'I Ti=(0.395*(I.I-05)*LA0.5)/SA0.33 Tc=time of eonentraetion 1=Rainfall Intensity Soil Type A 0.00 0% 0.000 0.008 0.070 0.216 C5=5 Yr Runoff Coefficient A=Area Soil Type B 5.49 22.62% 0.028 0.088 0.166 0.362 L=500 ft.maximum Soil Type C 13.20 54.40% 0.056 0.162 0.262 0.508 S =average watercourse slope Soil Type D 5.58 22.99% 0.056 0.162 0.262 0.508 24.26 100.0% Ft=(L-500)*V V=Cv*SA0.5 Modified 0.050 0.145 0.240 0.475 Cv=Conveyance Coefficient(Table RO-2) S=.average watereourse slope Basin O.1c(2% Imp.) 2 yr 5 yr 10 yr 100 yr Soil Type A 0.(X) 0% 0.008 0.076 0.152 0.288 Soil Type B 0.50 40.98% 0.068 0.152 0.232 0.408 Soil Type C 0.72 59.02% 0.122 0.222 0.308 0.534 Soil Type D 0.00 0.00% 0.122 0.222 0.308 0.534 1.22 100.0% Modified 0.100 0.193 0.277 0.482 Basin O-2a(2%Imp.) 2 yr 5 yr 10 yr 1n0 yr Soil Type A 0.00 0% 0.000 0.008 0.070 0.216 Soil Type B 35.80 72.51% 0.028 0.088 0.166 0.362 Soil Type C 0.10 0.20% 0.056 0.162 0.262 0.508 Soil Type D 13.48 27.29% 0.056 0.162 0.262 0.508 49.38 100.0% Modified: 0.036 0.108 0.192 0.402 Basin 0-26(2%Imp.) 2 yr 5 yr 10 yr l00 yr Soil Type A 0.00 0% 0 0.008 0.07 0.216 Soil Type B 26.90 82% 0.028 0.088 0.166 0.362 Soil Type C 0.00 0% 0.056 0.162 0.262 0.508 Soil Type D 5.79 18% 0.056 0.162 0.262 0.508 32.69 100% Modified: 0.033 0.101 0.183 0.388 _ 111MRS I95F5I1Prcdects135719\133-35719-I40031SupportDocs\Calcs1 Runoff_Pony Creek APPENDIX B -5 DEVELOPED RUNOFF CALCULATIONS Pony Creek Developed Runoff Calculations Basin _I Basin Area arcs Bobs Inpenlowness Runoff Cacfkknts.c U.S Tr RddaU Inlardly I pn1� Basin Flows Q/Rs) PO, Vu 'Soil Type A SnJ Type 9 Type C Sol Type D limwl Rand fee) RenOTaok(racy Agdn4(ac) I llrcltiebind(ac) I 1% 2 Yr S Yr 10 Yr 1(10 Vr (A) (Si) 2 Yr S Yr Id Yr 100 Yr 2 Yr . r lb Yr 100 Yr la 7.00 0.00 4.18 ?79 0.00 0.84 0.39 0.00 5.77 II 0.085 0.174 0.257 0.45 1060 15. 2.14 329 4.06 r 127 4.01 7.32 21.496 lb 3.85 0.00 3.21 0.64 0.00 0.47 0.75 0.00 2.63 24 0.152 0.226 0.304 0.473 903 I5.) 2.20 3.38 4.17 '.01 1.29 2.94 4.89 12.7178 21 5.08 0.00 131 3.77 0.00 0.35 1.04 0.00 3.69 B 0.175 0.257 0.335 0.529 816 14.5 2.23 3.43 4.24 .12 1.99 4.48 7.23 19.MB 36 5.35 0.00 4.35 1.00 0.00 0.27 1.20 0.00 3.88 24 0.153 0.227 0.306 0.475 822 14.5 2.23 3.43 4.23 .11 1.83 4.17 6.92 18.086 24: 0.96 0.00 0.96 0.00 0.00 0.08 0.37 0.00 0.51 39 0.224 0.294 0.356 0.4% 511 124 2.36 3.63 4.48 .53 0.51 1.03 153 3.5V8 3 0.99 0.00 0.99 0.00 0.00 0.33 0.13 0.00 0.53 27 0.162 0232 0.308 0.464 525 12.) 2.36 3.62 4.47 .51 0.38 0.83 1.36 3.4/B 4a 6.24 0.00 6.24 3.61 0.00 0.52 0.39 0.00 5.33 II 0.083 0.172 0.255 0.451 710 133 2.28 3.50 432 .26 1.18 175 6.86 20.4211 415 4.22 0.00 4.22 0.00 0.00 0.19 0.00 0.00 4.03 4 0.036 0.096 0.182 0.374 460 12.5 2.39 3.67 4.53 .61 0.36 1.49 3.48 12.00B 5 1.40 0.00 1.40 0.00 0.00 Assume 0.300 0760 0363 353 12.0 2.44 3.75 4.63 777 0.79 1.57 133 5.44A 6 I 1.66 0.00 1.66 0.00 0.00 Assa 50'ib Otp!n�ioustttss 0.230 0300 0.360 0.500 380 12. 2.43 3.73 4.60 773 0.93 1.86 2.75 6.4IA Site Inpe»fonmtc Table Alkali 100 Cheer Point Rainfall Depth Roof/Tank 90 2 Yr 5 Yr 10 Yr 100 Yr Cased.Road 40 PI 0.97 1.49 1.84 109 Undeveloped 2 &e9: Dash la 2yr Syr 10yr I®yr 1. Refer to TableRU-i for Sic hperneinnen. Hesxic flew atulysis=2%ipeni,iwa Sad Type A 000 0% 0.004 0.068 0146 0.284 2. Refer io labor'Drainage Criteria Manual Vol. 1 Table 1035 for Runoff Coefficients.C Sod Type B 4.18 60% 0.064 0.146 0226 0.404 sea Tyree 2.79 40% 0.116 0.216 0304 0.532 Sd Tpe D 0.00 0% 0.116 0.216 0.304 0332 reunions: 6.97 100% Tc=L'180r10 Mudded: 0.085 0.174 0.257 0.455 I=(28.5•PI)/(10-Tcy0.786 Bann lb 2yr Syr 10 yr 100 yr Tc=time o(a :nom:dn Sod Type A 0.00 (Ph 0.084 0.154 0.224 0.346 Sod Type 331 83% 0.144 0.216 0.294 0.456 Q=CI'A Sod Type 0.64 17% 0.194 0.276 0356 0.558 C=RunofCocll'rcinn Sod Thee D 0.00 0% 0,191 0.276 0.356 0358 I-Railed bluntly 3.85 100% A=Arr4 Motftod: 0.152 0.226 0304 0.473 Bait 2a 2yr Syr 10 yr 100 yr Sod Type A 0.00 0% 0.078 0.148 0.218 0.342 Sal Type B 1.31 26% 0.138 0.212 0.288 0.452 Soil Type 3.77 74% 0.188 0.272 0352 0.556 Sal Type D 0.00 0% 4188 0.272 0352 0.556 5.08 100% Modified: 0.175 0.257 0.335 0.529 Bait 26 2 yr 5yr 10 yr 100 yr Sod Type A 0.00 0% 0.084 0.154 0.224 0.346 Sod Type B 435 81% 0.144 0.216 0.294 0.456 Sod Type 1.00 19% 0.194 0.276 0.356 0.558 Sod Type D 0.00 0% 0.194 0.276 0.356 0358 5.35 1(10% Modified: 0.153 0.227 0.106 0.475 Basin 2c 2 Syr 10)7 103 y Sol Type A 0.00 0% 0.184 0.244 0.296 0.406 sea Typo 6 0.96 100% 0.224 0.294 0.356 0.496 Sd Type C 0.00 0% 0.274 4346 0.416 0378 Sod Type D 0.00 0% 0.274 (1346 0.416 0.578 0.962 100% Modified: 0224 0.294 0.356 0.4% BS I3 2yr Syr 10 yr 100 yr Sd Type A 0.00 0% 0.106 0.172 0.238 0.358 Sod Type B 0.99 10(P 0.162 0.232 0.308 0.464 Soil Type C 0.00 0% 0.208 0.288 0.368 0364 Sd Type D 0.00 0% 0.208 0.288 0368 0364 0.99 1(10%1 Modified: 0.162 0232 0308 0.464 Baer 4a 2yr 5yr 10yr 100 yr sea Type A 0.00 0% 0.004 0.068 0.146 0. 4 Sod Type B 6.24 63% 0.064 0.146 0126 0.404 Sal Type C 3.61 37% 0.116 0.216 0.304 0.532 Sod Type D 0.00 0% 0.116 0.216 0.304 0332 9.85 100% Modified: 0.083 0.172 0.255 0.451 Basin 46 2yr 5yr 10yr 100 yr Sal Type A 0.00 0% 0.01X) 0.016 0.090 0.232 Sod Type B 4.22 100% 0.036 0.096 0.182 0.374 Sd Type c 0.00 0% 0.072 0.174 0.274 0.516 Sal T)pc D 0.00 0% 0.072 0.174 0274 0.516 4.22 100% Modified: 0.036 0.096 0.182 0.374 Bain 5 2yr Syr 10)7 100 yr Sal Type A 0.00 0% 0.190 0.250 0300 0.410 Sod Type B 1.40 100% 0230 0300 0.360 0.500 Sal Type C 0.00 0% 0.0100 0.350 0.420 0380 Sod Type D 0.00 0% 0.280 0.350 0.420 0.580 1.4 100% Moditt d: 0.B0 (1300 0360 0.5(10 Basin 6 2 yr 5 yr IO yr 100yr Sod Type A 0.00 01/. 0.190 0.250 0.300 0.410 Sod Tpe B 1.66 100% 0.230 0.300 0360 0300 Sod Type C 0.00 0% 0.280 0.350 0.420 0.580 Soil Type D 0.00 0% 0.280 0.350 0.420 0.580 1.66 100% Mkxtified: 0230 0300 0.360 0.500 1NMRS195FSl1Pnjech53S7l9l33-35719-14003\Seq;xrtDceet t"Ranf Perry Crack APPENDIX C - HYDRAULIC COMPUTATIONS APPENDIX C - 1 CULVERT CALCULATIONS Culvert Calculator Report Pony Creek - Culvert 1 a Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,854.20 ft Headwater Depth/Height 1 .44 Computed Headwater Elew 4,854.20 ft Discharge 21 .75 cfs Inlet Control HW Elev. 4,854.20 ft Tailwater Elevation 4,852.54 ft Outlet Control HW Elev. 4,854.20 ft Control Type Outlet Control Grades Upstream Invert 4,852.04 ft Downstream Invert 4,851 .68 ft Length 43.17 ft Constructed Slope 0.008339 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 1 .26 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 1 .26 ft Velocity Downstream 6.84 ft/s Critical Slope 0.010227 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1 .50 ft Section Size 18 inch Rise 1 .50 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev. 4,854.20 ft Upstream Velocity Head 0.61 ft Ke 0.20 Entrance Loss 0.12 ft Inlet Control Properties Inlet Control HW Elev. 4,854.20 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 3.5 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: kathy.junglen p:\...\supportdocs\calcs\pony creek culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/19/14 08:43:36 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Pony Creek - Culvert lb Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,847.55 ft Headwater Depth/Height 1 .05 Computed Headwater Elew 4,847.39 ft Discharge 34.52 cfs Inlet Control HW Elev. 4,847.21 ft Tailwater Elevation 4,845.34 ft Outlet Control HW Elev. 4,847.39 ft Control Type Entrance Control Grades Upstream Invert 4,844.25 ft Downstream Invert 4,843.85 ft Length 66.05 ft Constructed Slope 0.006056 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 1 .79 ft Slope Type Steep Normal Depth 1 .79 ft Flow Regime Supercritical Critical Depth 1 .91 ft Velocity Downstream 7.85 ft/s Critical Slope 0.004977 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,847.39 ft Upstream Velocity Head 0.82 ft Ke 0.50 Entrance Loss 0.41 ft Inlet Control Properties Inlet Control HW Elev. 4,847.21 ft Flow Control N/A Inlet Type Square edge w/headwall Area Full 7.1 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer: kathy.junglen p:\...\supportdocs\calcs\pony creek culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/19/14 08:44:39 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Pony Creek -Culvert 2a Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,853.91 ft Headwater Depth/Height 1 .28 Computed Headwater Elew 4,851 .60 ft Discharge 19.15 cfs Inlet Control HW Elev. 4,851 .60 ft Tailwater Elevation 4,849.55 ft Outlet Control HW Elev. 4,851 .59 ft Control Type Inlet Control Grades Upstream Invert 4,849.04 ft Downstream Invert 4,848.67 ft Length 56.53 ft Constructed Slope 0.006545 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 1 .57 ft Slope Type Mild Normal Depth 1 .74 ft Flow Regime Subcritical Critical Depth 1 .57 ft Velocity Downstream 7.22 ft/s Critical Slope 0.007750 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,851 .59 ft Upstream Velocity Head 0.70 ft Ke 0.20 Entrance Loss 0.14 ft Inlet Control Properties Inlet Control HW Elev. 4,851 .60 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 3.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: kathy.junglen p:\...\supportdocs\calcs\pony creek culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/19/14 08:46:02 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Pony Creek -Culvert 2b Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,847.71 ft Headwater Depth/Height 1 .07 Computed Headwater Elew 4,847.21 ft Discharge 40.68 cfs Inlet Control HW Elev. 4,847.11 ft Tailwater Elevation 4,844.65 ft Outlet Control HW Elev. 4,847.21 ft Control Type Entrance Control Grades Upstream Invert 4,844.00 ft Downstream Invert 4,843.38 ft Length 66.30 ft Constructed Slope 0.009351 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 1 .78 ft Slope Type Steep Normal Depth 1 .73 ft Flow Regime Supercritical Critical Depth 2.08 ft Velocity Downstream 9.34 ft/s Critical Slope 0.005462 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,847.21 ft Upstream Velocity Head 0.94 ft Ke 0.20 Entrance Loss 0.19 ft Inlet Control Properties Inlet Control HW Elev. 4,847.11 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 7.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: kathy.junglen p:\...\supportdocs\calcs\pony creek culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/19/14 08:46:33 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Pony Creek -Culvert 3 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,849.56 ft Headwater Depth/Height 1 .33 Computed Headwater Elew 4,848.67 ft Discharge 3.45 cfs Inlet Control HW Elev. 4,848.64 ft Tailwater Elevation 4,847.48 ft Outlet Control HW Elev. 4,848.67 ft Control Type Outlet Control Grades Upstream Invert 4,847.34 ft Downstream Invert 4,846.85 ft Length 65.45 ft Constructed Slope 0.007487 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 0.79 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 0.79 ft Velocity Downstream 5.16 ft/s Critical Slope 0.009960 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1 .00 ft Section Size 12 inch Rise 1 .00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,848.67 ft Upstream Velocity Head 0.31 ft Ke 0.20 Entrance Loss 0.06 ft Inlet Control Properties Inlet Control HW Elev. 4,848.64 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 0.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: kathy.junglen p:\...\supportdocs\calcs\pony creek culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/19/14 08:46:55 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Pony Creek -Culvert O-1 b Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,852.19 ft Headwater Depth/Height 1 .03 Computed Headwater Elew 4,852.03 ft Discharge 38.25 cfs Inlet Control HW Elev. 4,851 .94 ft Tailwater Elevation 4,850.27 ft Outlet Control HW Elev. 4,852.03 ft Control Type Outlet Control Grades Upstream Invert 4,848.95 ft Downstream Invert 4,848.75 ft Length 40.00 ft Constructed Slope 0.005000 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 2.01 ft Slope Type Mild Normal Depth 2.05 ft Flow Regime Subcritical Critical Depth 2.01 ft Velocity Downstream 7.59 ft/s Critical Slope 0.005258 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 3.00 ft Section Size 36 inch Rise 3.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,852.03 ft Upstream Velocity Head 0.86 ft Ke 0.20 Entrance Loss 0.17 ft Inlet Control Properties Inlet Control HW Elev. 4,851 .94 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 7.1 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: kathy.junglen p:\...\supportdocs\calcs\pony creek culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/19/14 08:47:27 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Detention Pond 2 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,845.04 ft Headwater Depth/Height 0.95 Computed Headwater Elew 4,844.22 ft Discharge 5.44 cfs Inlet Control HW Elev. 4,844.10 ft Tailwater Elevation 4,842.71 ft Outlet Control HW Elev. 4,844.22 ft Control Type Outlet Control Grades Upstream Invert 4,842.80 ft Downstream Invert 4,842.50 ft Length 115.00 ft Constructed Slope 0.002609 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 0.90 ft Slope Type Mild Normal Depth 1 .25 ft Flow Regime Subcritical Critical Depth 0.90 ft Velocity Downstream 4.92 ft/s Critical Slope 0.005963 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1 .50 ft Section Size 18 inch Rise 1 .50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,844.22 ft Upstream Velocity Head 0.21 ft Ke 0.20 Entrance Loss 0.04 ft Inlet Control Properties Inlet Control HW Elev. 4,844.10 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 1 .8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: kathy.junglen p:\...\supportdocs\calcs\pony creek culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/18/14 05:30:32 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Detention Pond 3 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,844.93 ft Headwater Depth/Height 1 .00 Computed Headwater Elew 4,844.46 ft Discharge 6.41 cfs Inlet Control HW Elev. 4,844.41 ft Tailwater Elevation 4,842.80 ft Outlet Control HW Elev. 4,844.46 ft Control Type Outlet Control Grades Upstream Invert 4,842.97 ft Downstream Invert 4,842.50 ft Length 95.00 ft Constructed Slope 0.004947 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 0.98 ft Slope Type Mild Normal Depth 1 .08 ft Flow Regime Subcritical Critical Depth 0.98 ft Velocity Downstream 5.25 ft/s Critical Slope 0.006435 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1 .50 ft Section Size 18 inch Rise 1 .50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,844.46 ft Upstream Velocity Head 0.34 ft Ke 0.20 Entrance Loss 0.07 ft Inlet Control Properties Inlet Control HW Elev. 4,844.41 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 1 .8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Project Engineer: kathy.junglen p:\...\supportdocs\calcs\pony creek culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/18/14 05:30:55 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 APPENDIX C -2 DRAINAGE CHANNEL CALCULATIONS Channel la Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.00800 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 21 .75 ft3/s Results Normal Depth 0.86 ft Flow Area 4.78 ft2 Wetted Perimeter 8.42 ft Hydraulic Radius 0.57 ft Top Width 8.14 ft Critical Depth 0.88 ft Critical Slope 0.00723 ft/ft Velocity 4.55 ft/s Velocity Head 0.32 ft Specific Energy 1 .18 ft Froude Number 1 .05 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.86 ft Critical Depth 0.88 ft Channel Slope 0.00800 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:34:34 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 1 a GVF Output Data Critical Slope 0.00723 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:34:34 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 1 b Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.00200 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 34.52 ft3/s Results Normal Depth 1 .49 ft Flow Area 11 .17 ft2 Wetted Perimeter 12.44 ft Hydraulic Radius 0.90 ft Top Width 11 .96 ft Critical Depth 1 .12 ft Critical Slope 0.00679 ft/ft Velocity 3.09 ft/s Velocity Head 0.15 ft Specific Energy 1 .64 ft Froude Number 0.56 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .49 ft Critical Depth 1 .12 ft Channel Slope 0.00200 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:35:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 1 b GVF Output Data Critical Slope 0.00679 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:35:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 2a Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.00530 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 19.15 ft3/s Results Normal Depth 0.89 ft Flow Area 5.06 ft2 Wetted Perimeter 8.64 ft Hydraulic Radius 0.59 ft Top Width 8.35 ft Critical Depth 0.82 ft Critical Slope 0.00736 ft/ft Velocity 3.79 ft/s Velocity Head 0.22 ft Specific Energy 1 .11 ft Froude Number 0.86 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.89 ft Critical Depth 0.82 ft Channel Slope 0.00530 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:36:31 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 2a GVF Output Data Critical Slope 0.00736 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:36:31 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 2b Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.00660 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 40.68 ft3/s Results Normal Depth 1 .22 ft Flow Area 8.11 ft2 Wetted Perimeter 10.71 ft Hydraulic Radius 0.76 ft Top Width 10.31 ft Critical Depth 1 .22 ft Critical Slope 0.00664 ft/ft Velocity 5.02 ft/s Velocity Head 0.39 ft Specific Energy 1 .61 ft Froude Number 1 .00 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .22 ft Critical Depth 1 .22 ft Channel Slope 0.00660 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/19/2014 8:36:11 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 2b GVF Output Data Critical Slope 0.00664 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/19/2014 8:36:11 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 2c Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.00200 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 3.00 ft Discharge 99.20 ft3/s Results Normal Depth 2.40 ft Flow Area 24.48 ft2 Wetted Perimeter 18.18 ft Hydraulic Radius 1 .35 ft Top Width 17.40 ft Critical Depth 1 .89 ft Critical Slope 0.00590 ft/ft Velocity 4.05 ft/s Velocity Head 0.26 ft Specific Energy 2.66 ft Froude Number 0.60 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.40 ft Critical Depth 1 .89 ft Channel Slope 0.00200 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:38:10 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 2c GVF Output Data Critical Slope 0.00590 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:38:10 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 3 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.020 Channel Slope 0.00750 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 0.00 ft Discharge 3.45 ft3/s Results Normal Depth 0.63 ft Flow Area 1 .20 ft2 Wetted Perimeter 4.00 ft Hydraulic Radius 0.30 ft Top Width 3.79 ft Critical Depth 0.61 ft Critical Slope 0.00931 ft/ft Velocity 2.88 ft/s Velocity Head 0.13 ft Specific Energy 0.76 ft Froude Number 0.90 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.63 ft Critical Depth 0.61 ft Channel Slope 0.00750 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:38:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 3 GVF Output Data Critical Slope 0.00931 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/18/2014 2:38:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Offsite - 1 b Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.01450 ft/ft Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 0.00 ft Discharge 38.25 ft3/s Results Normal Depth 1 .52 ft Flow Area 9.19 ft2 Wetted Perimeter 12.50 ft Hydraulic Radius 0.74 ft Top Width 12.12 ft Critical Depth 1 .42 ft Critical Slope 0.02086 ft/ft Velocity 4.16 ft/s Velocity Head 0.27 ft Specific Energy 1 .78 ft Froude Number 0.84 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .52 ft Critical Depth 1 .42 ft Channel Slope 0.01450 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/19/2014 8:37:10 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Offsite - 1 b GVF Output Data Critical Slope 0.02086 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/19/2014 8:37:10 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Offsite - 2a Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00850 ft/ft Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 0.00 ft Discharge 63.63 ft3/s Results Normal Depth 2.03 ft Flow Area 16.44 ft2 Wetted Perimeter 16.72 ft Hydraulic Radius 0.98 ft Top Width 16.22 ft Critical Depth 1 .73 ft Critical Slope 0.01949 ft/ft Velocity 3.87 ft/s Velocity Head 0.23 ft Specific Energy 2.26 ft Froude Number 0.68 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.03 ft Critical Depth 1 .73 ft Channel Slope 0.00850 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/19/2014 8:37:42 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Offsite - 2a GVF Output Data Critical Slope 0.01949 ft/ft Bentley Systems, Inc. Haestad Methods SolBbottdrtttwMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/19/2014 8:37:42 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 APPENDIX C -3 DETENTION POND CALCULATIONS Pony Creek Drainage Conveyances 100-Year Flows Culvert Runoff Calculations CULVERT ID C'oniributingBasins 10- r 100-)r HW EL: Inv.In Inv.Out Velocity," Pipe Din. let's) (cfs) (ft/s) (in) la la 7.32 21.75 4854.2 4852.04 4851.68 6.84 2x 18" I b la. lb 12.21 34.52 4847.55 4844.25 4843.85 7.85 36" 2a 2a.2b 7.23 19.15 4853.91 4849.04 4848.67 7.22 24" 2b 2a,21%3 15.52 40.68 4847.71 4844.00 4843.38 9.34 36" 3 3 1.36 3.45 4849.56 4847.34 4846.85 5.16 12" O-Ib 0-lb 11.52 38.25 4852.19 4848.95 4848.75 7.59 36" DI' 2 5 2.33 5.44 4845.04 4842.8 4842.5 4.92 18" DP 3 6 2.75 6.41 4845.44 4842.97 4842.5 5.25 18" Riprap Apron Calculations at Culvert Outlets Type of Rip Rap Depth Expansion I actor Length of Rip Rap Check Discharge CULVERT ID Tailwater Allowable s Rip Rap d<° (Table s 11(2"lane) (Figure s Pipe 0, D per Barrel, Depth,Yt Velocity,v YUD Q� (Figure MD-21) MD-7) 2 d50 Q/D= MD-23) At Length 3 D (Min.) 10*D (Max) Use Ow (ft) (cfs) (ft) (ft/sec) _ - (in) (in) - (fl'-) - (9) (9) (9) (fl) la 1.5 10.88 0.86 3.00 0.57 5.92 L 9 18 3.9 5.7 3.6 15.5 4.5 15 15 l b 3 34.52 1.49 3.00 0.50 6.64 L 9 18 2.2 6.4 11.5 30.2 9 30 30 2a 2.00 19.15 0.88 3.00 0.44 6.77 L 9 18 3.4 4.5 6.4 23.6 6 20 20 2b 3.00 40.68 3.00 3.00 1.00 7.83 L 9 18 2.6 6.7 13.6 10.2 9 30 10 3 ISO 3.15 0.63 3.00 0.63 3.45 L 9 18 3.5 6.5 1.2 5.4 3 10 5 O-lb 3.00 Ss '5 1.52 3.00 0.51 7.36 L 9 18 2.5 63 12.8 33.9 9 30 30 DP 2 1.50 I 0.21 3.00 0.14 2.96 L. 9 18 2.0 1.2 1.8 8.6 4.5 15 9 DP3 1.50 a. I'. 0.30 3.00 0.20 3.49 L 9 18 2.3 1.8 2.I 10.1 4.5 15 10 Ditch Calculations 10-yr 100-yr Depth of I Ion Req'd Depth+Freeboard Planned Min. Depth Velocity Froude# Hydr. Radius Shear Ditch ID Contributing Basins (cfs) (cfs) Type Side Slopes Channel slope ftl (9) (ft) (Ws)ftts n=0.02 (ft) (psi) la la 7.32 21.75 Trapezoidal(3' BW) 3:1 a Nir , u.sr, 1.86 2.5 4.55 1.05 0.57 0.28 lb la, Ib 12.21 34.52 Trapezoidal(3"BW) 3:1 0.20% 1.49 2.49 2.5 3.09 0.56 0.9 0.11 2a 2a 7.23 19.15 Trapezoidal(3'BW) 3:1 0.53% 0.89 1.89 2.5 3.79 0.86 0.59 0.20 2h 2a,2b,3 15.52 40.68 Trapezoidal (3'BW) 3:1 0.66% 1.22 2.22 2.5 5.02 1.00 0.76 0.31 2c I a, lb,2a,2b,2c.3 36.12 99.20 Trapezoidal(3`BW) 3:1 0.20% 2.40 3.40 3.5 4.05 0.60 1.35 0.17 3 3 1.36 3.45 V Ditch 3:1 0.75% 0.63 1.63 2.0 2.88 0.90 0.30 0.14 (l-!b O-lb 11.52 38.25 V Ditch 4:1 1.45% 1.52 2.52 3.0 4.16 0.84 0.74 0.67 u-. .. O-2a,O-Ic 18.31 63.63 V Ditch 4:1 0.85% 2.03 3.03 3.5 3.87 0.68 0.98 0.52 1\1MRS I95FS I1Projects1357I91133-35719-I40031SupportDocs\Cales\Runoff_Pony Creek 1. 5.h L'♦ at' ' f ' 4•104,0 1111' ��w . � 7 ./ 4.41 1 - r .1'. . ._ t ,rte • x '� 6) _' x,'ist The complete line of Rol IMax"'products .tic - r. offers a variety of opt ions for both 'r W -� `+err, is r�4 'r. "s f:-. � je'i i� n. ��.. s 0- •vr a . �..' Wit ' J -- short-term and permanent erosion - - :�r f " : E ?? A` L tAx �" 'talk control needs. Reference the Rol I Max -#:.- I .,... . '! , '�. fHg ,� �t.r: `�.�� ^\I ♦r� � Products Chart below to fi nd the - `..-apejt At,ii\: -16;.. ' ;� . right solution for your next project . '� ;fir . ` " '7' . �- ~ i • 1' • Y l•� 1, f � • A} , ,c \ t r s att Ni.. `t . . t Rol I Max Product Selection Chart TEMPORARY ERON ET BI CN ET ir PIP0S75 _ i S150 SC150 CI25 S75BN Longevity 45days 60 days 12mo. 12mo. 24mo. 36mo. 12mo. Moderate Flow Moderate Flow Medium Flow Low Flow Channels Channels Low Flow Channels Channels Channels High-Flow Channels Low Flow Channels Applications 4:1-3:1Slopes 3:12:1SIopes 4:1-3:1Slopes 3:12:1SIopes 2:11:1 Slopes 1:1 and ereater Slopes 4:1-3:1Slopes Design Permissible Unveget at ed Unveget at ed Unvegetated Unveget at ed Unveget at ed Unvegetated Unveget at ed Shear Stress 1.55(74) 1.75(84) 1.55(74) 1.75(84) 2.00 (96) 2.25(138) 1.60 (76) Ibs/ft"(Pa) Design Permissible Unveget at ed Unveget at ed Unveget at ed Unveget at ed Unveget at ed Unvegetated Unveget at ed Velocity 5.00 (1.52) 6.00 (1.52) 5.00 (1.2) 6.00 (1.83) 8.00 (2.44) 10.00 (3.05) 5.00 (1.52) ft/s(m/s) Lightweight Lightweight Lightweight Lightweight Heavyweight Heavyweight Leno woven. 100% arrnlerated arrelerated photodegradable photodegradable UV-stabilized UV-stabilized biodegradable photodegradable photodegradable polypropylene polypropylene polypropylene polypropylene jute fiber Top Net polypropylene polypropylene 1.50lbs/ 1000ft2 1.50lbs/ 1300ft' 1.501bs/ 1000ft2 1.50Ibs/ 1000ft2 2.9 lbs/ 1000 ft? 2.9Ibs/ 1000ft/ 9.30Ibs/ 1000ft./ (0.73 kg/ 100 m2) (0.73 kg/ 100 m2) (1.47 kg/ 130 m2) (1.47 kg/ 100 m2) (4.53 kg/ 130 m2) (0.73 kg/ 100 m2) (0.73 kg/ 100 m2) approxwt approxwt approxwt approxwt approxwt approxwt approxwt Center Net N/A N/A N/A N/A N/A N/A N/A Straw/coconut matrix 70%St raw a raw fiber Straw fiber St raw fiber St raw fiber 0.351bs/yd2 Coconut fiber St raw fiber Fiber Matrix 0.50 lbs/yd2 0.50 Ibs/yd2 0.50 Ibs/yd2 0.50 Ibs/yd2 (0.19 kg/m2) 0.50 Ibs/yd2 0.50 lbs/yd2 (0.27 kg/m2) (0.27 kg/m2) (0.27 kg/m2) (0.27 kg/m2) 30%Coconut (0.27 kg/m2) (0.27 kg/m2) 0.15 Ibs/yd' (0.08 kg/m2) Lightweight Light weight Light weight Heavyweight acrPlerated photodegradable photodegradable UV-stabilized photodegradable of ro lenepolypropylene of ro lene Bottom Net N/A polypropylene N/A p YP py p yp py N/A 1.50lbs/ 1300ft? 1.50Ibs/ 1000ft' 150 lbs/ 1000 ft' 2.91bs/ 1000ft' (0.73 kg/ 100 m2) (0.73 kg/ 100 m2) (0.73 kg/ 100 m2) (1.47 kg/ 100 m2) approxwt approx wt approxwt approxwt Thread Accelerated Accelerated Degradable Degradable Degradable UV-stabilized Biodegradable degradable degradable polypropylene 8 * '•.t. •4y ,----,4 _ s .r► 1 . _ � , , + „`_ ' s_�-�oier ,kyT.! '"-: 1 ''' ' am.t --.A idj4C • 'Cy, 1e "r :;,rt. .N .rji e_ ....#w-. re.�'niCf, ` _t 447:• ,t!-s` liv': Tip �� - /� ' ?di'- ' �,. i i =eel' -ei i; a• Fes} ' s' ( �Y�1 .� : _v 1 71 / -el gyp` j is 9y . �a ' �'��y,_ wig!`.j�y.i►Q 4r, r1 �: �wf�� • Al1�+�Si1, t? %Pz `vim. •+1'r � •�, �-•�__ - r r _� °� • 'y! ` � -� _ ' i ` r -r , -. •7.r, ter r ..?- �- Jr 4-J{� � - ; TEMPORARY PERMANENT BICNEf ERONET WAX >ips i Ilk__ a- Illors> n/ • x S150BN SC150BN C125BN P300 SC250 C350 P550 Longevity 12 coo. 18 mo. 24 coo. Permanent Permanent Permanent Permanent Moderate Flow Medium Flow High-Flow Channels FGgh-Flow Channels High-Flow Channels High-Flow Channels Extreme Applications Channels Channels 1:1andOeaterSlopes tlSlopes tland Greater Slopes tland&eaterSlopes I•ilgh-Flow Channels 3:1-2:1Slopes 2:1-1:1Slopes t1and Greater Slopes Design Unvegetated Unvegetated Unvegetated Unvegetated Permissible Unvegetated Unvegetated Unvegetated 3.0 (144) 3.0 (144) 3.2(153) 4.0 (191) Shear Stress 1.85(88) 2.10(100) 2.35(112) Vegetated Vegetated Vegetated Vegetated lbs/ft2(Pa) 8.0(383) 10.0(480) 12.0(576) 14.0(672) Design Unvegetated Unvegetated Unvegetated Unvegetated Permissible Unvegetated Unvegetated Unvegetated 9.00 (2.7) 9.5(2.9) 10.5(3.2) 12.5(3.8) Velocity 6.00(183) 8.00(2.44) 13.00(3.05) Vegetated Vegetated Vegetated Vegetated ft/s(m/s) 16.0(4.9) 15.0(4.6) 20.0(6.0) 25.0(7.6) Leno woven. 100% Leno woven. 100% Leno woven. 100% Heavyweight Heavyweight Ext ra heavyweight Ultra heavyweight biodegradable biodegradable biodegradable jute UV-stabilized polypropylene polypropylene polypropylene jutefiber jute fiber fiber polypropylene Top Net 5.0 lbs/ 1000 ft' 8.0 lbs/ 1000 ft2 24.0 lbs/ 1000 ft2 9.30 lbs/ 1000 ft2 9.30 lbs/ 10001t2 9.30 lbs/ 1000 ft2 5.0 lbs/ 1000 ft 2 (2.44 kg/ 100 m') (3.91kg/100 m2) (1174/ 100 m2) (4.53 kg/ 100 m2) (4.53 kg/ 100 m2) (4.53 kg/130 m2) (2.44 kg/100 m2) approxwt approxwt approxwt approxwt approxwt approxwt approxwt Ultra heavyweight Ultra heavyweight Ultra heavyweight polypropylene- polypropylene- polypropylene- Center Net N/A N/A N/A N/A corrugated corrugated corrugated 24.0 lbs/1300 ft2 24.0 lbs/ 1000 ft2 24.0 lbs/1000 ft2 (117 kg/ 130 m2) (11.7 kg/ 100 m2) (117 kg/ 100 m2) Straw/coconut matrix Straw/coconut matrix 70%Straw UV-stabilized 70%Straw UV-stabilized Straw fiber 0.35 lbs/ Coconut fiber polypropylenefiber 0.351bs/yd2 Coconut fiber polypropylene f iber Fiber Matrix 0.50 lbs/yd2 (0.19 kg/m2) 0.50 lbs/yd2 2 (0.19 kg/m2) 0.50Ibs/yd2 2 (0.27 kg/m2) 30%Coconut (0.27 kg/m2) 0.701bslyd o (0.27k /m2 0.501bs/yd (0.38 kg/m2) 30 /o Coconut g ) (0.27 kg/m2) 0.15 lbs/yd2 0.15 lbs/yd2 (0.08 kg/m2) (0.08 kg/m2) Woven. 130% Woven. 100% Woven. 130% Heavyweight Heavyweight Extra heavyweight Ultra heavyweight biodegradable biodegradable biodegradable UV-stabilized UV-stabilized polypropylene polypropylene jutefiber jute fiber jutefiber polypropylene polypropylene Bottom Net 770 lbs/ 1000 ft2 7.70 lbs/ 1000ft 2 770 lbs/ 1000ft 2 3.0 lbs/ 1000 ft2 5.0 lbs/ 1000 ft2 8.0Ibs/ 1000 ft2 24.0Ibs11000 ft2 (3.76 kg/100 m2) (3.76 kg/ 130 m2) (3.76 kg/100 m2) (1.47kg/ 100 m2) (2.44 kg/ 100 m2) (3.91kg/ 100 m2) (11.7 kg/ 100 m2) approxwt approxwt approx wt approx wt approx wt approx wt approx wt Thread Biodegradable Biodegradable Biodegradable UV-stabilized UV-stabilized UV-stabilized UV-stabilized polypropylene polypropylene polypropylene fiber polypropylene 9 APPENDIX C -4 WQCV CALCULATIONS DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Pony Creek Basin ID : Detention Pond 1 ( For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) ( NOTE : for catchments larger than 90 acres, CUHP hydrograph and routing are recommended ) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information ( Input) : Design Information ( Input) : Catchment Drainage Imperviousness la = 17 .00 percent Catchment Drainage Imperviousness la = 17.00 percent Catchment Drainage Area A = 33.690 acres Catchment Drainage Area A = 33.690 acres Predevelopment NRCS Soil Group Type = C A, B , C, or D Predevelopment NRCS Soil Group Type = C A, B , C, or D Return Period for Detention Control T = 25 years (2 , 5. 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2 , 5, 10, 25 , 50, or 100) Time of Concentration of Watershed Tc = 22 minutes Time of Concentration of Watershed Tc = 22 minutes Allowable Unit Release Rate q = 0 .09 cfs/acre Allowable Unit Release Rate q = 0 . 09 cfs/acre One-hour Precipitation P1 = 2 .28 inches One-hour Precipitation P1 = 3 . 00 inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* Pi/(C2+Tc)^C3 Coefficient One O1 = 28 .50 Coefficient One Ci = 28.50 Coefficient Two O2 = 10 Coefficient Two O2 = 10 Coefficient Three C3 = 0 .789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated) : Determination of Average Outflow from the Basin (Calculated) : Runoff Coefficient C = 0.44 Runoff Coefficient C = 0.55 Inflow Peak Runoff Qp-in = 62.51 cfs Inflow Peak Runoff Qp-in = 102.81 cfs Allowable Peak Outflow Rate Qp-out = 3.09 cfs Allowable Peak Outflow Rate Qp-out = 3.09 cfs Mod . FAA Minor Storage Volume = 157,787 cubic feet Mod . FAA Major Storage Volume = 278,764 cubic feet Mod. FAA Minor Storage Volume = 3.622 acre-ft Mod. FAA Major Storage Volume = 6.400 acre-ft 5 Enter Rainfall Duration Incremental Increase Value Here (e.g . 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) ;output) (output) (output) (output) (input) (output) (output) (output) output) (output) (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 I 0.000 0.000 5 7.67 0.783 '1 .00 3.09 0.021 0.762 5 10.09 1 .288 1 .00 3.09 0.021 1 .267 10 6. 11 1 .248 1 .00 3.09 0.043 1 .206 10 8.04 2.053 1 .00 3.09 0.043 2.010 15 5. 13 1 .570 1 .00 3.09 0.064 1 .506 15 6.75 2.582 1 .00 _ 3.09 0.064 2.518 20 4.44 1 .813 1 .00 3.09 0.085 1 .728 20 5.84 2.982 1 .00 3.09 0.085 2.897 25 3.93 2.007 0.94 2.91 0.100 1 .907 25 5. 17 3.300 0.94 _ 2.91 0. 100 3.200 30 3.54 2. 167 0.87 2.68 0. 111 2.056 30 4.66 3.564 0.87 2.68 0. 111 3.454 35 3.22 2.304 0.81 _ 2.52 0. 121 2. 183 35 4.24 3.789 0.81 2.52 0. 121 3.668 40 2.97 2.423 0.78 2.40 0. 132 2.291 40 3.90 3.985 0.78 2.40 0. 132 3.853 45 2.75 2.529 0.74 2.30 0. 143 2.386 45 3.62 4.159 0.74 _ 2.30 0. 143 4.016 50 2.57 2.623 0.72 2.23 0. 153 2.470 50 3.38 4.314 0.72 2.23 0. 153 4. 161 55 2.41 2.709 _ 0.70 2. 16 0. 164 2.545 55 3. 17 4.455 0.70 2.16 0. 164 4.291 60 2.28 2.787 0.68 2. 11 0. 175 2.613 60 2.99 4.584 0.68 2. 11 0. 175 4.410 65 2. 15 2.859 0.67 2.07 0. 185 2.674 65 2.83 4.703 0.67 2.07 0. 185 4.518 70 2.05 2.927 0.66 2.03 0. 196 2.731 70 2.69 4.813 0.66 2.03 0. 196 4.618 75 1 .95 2.989 0.65 2.00 0.206 2.783 75 2.57 4.916 0.65 2.00 0.206 4.710 80 1 .87 3.048 0.64 1 .97 0.217 2.831 80 2.46 5.013 0.64 1 .97 0.217 4.796 85 1 .79 3.103 0.63 1 .95 0.228 2.875 85 2.35 5. 104 0.63 _ 1 .95 0.228 4.876 90 1 .72 3. 155 0.62 1 .92 0.238 2.917 90 2.26 5. 190 0.62 1 .92 0.238 4.951 95 1 .65 3.205 0.62 1 .90 0.249 2.956 95 2. 17 5.271 0.62 _ 1 .90 0.249 5.022 100 1 .59 3.252 0.61 1 .89 0.260 2.992 100 2. 10 5.349 0.61 1 .89 0.260 5.089 105 1 .54 3.297 0.60 1 .87 0.270 3.027 105 2.02 5.422 0.60 1 .87 0.270 5. 152 110 1 .49 3.340 0.60 1 .85 0.281 3.059 110 1 .96 5.493 0.60 1 .85 0.281 5.212 115 1 .44 3.381 0.60 1 .84 0.292 3.089 115 1 .89 5.561 0.60 _ 1 .84 0.292 5.269 120 1 .40 3.420 0.59 1 .83 0.302 3. 118 120 1 .84 5.626 0.59 _ 1 .83 0.302 5.323 125 1 .36 3.458 0.59 1 .82 0.313 3. 146 125 1 .78 5.688 0.59 1 .82 0.313 5.375 130 1 .32 3.495 _ 0.58 1 .81 0.324 3. 171 130 1 .73 5.748 0.58 1 .81 0.324 5.425 135 1 .28 3.530 0.58 1 .80 0.334 3. 196 135 1 .69 5.806 0.58 1 .80 0.334 5.472 140 1 .25 3.564 0.58 1 .79 0.345 3.220 140 1 .64 5.863 0.58 1 .79 0.345 5.518 145 1 .22 3.597 0.58 1 .78 0.355 3.242 145 1 .60 5.917 0.58 1 .78 0.355 5.561 150 1 . 19 3.629 _ 0.57 1 .77 0.366 3.263 150 1 .56 5.969 0.57 _ 1 .77 0.366 5.603 155 1 . 16 3.660 0.57 1 .76 0.377 3.284 155 1 .52 6.020 0.57 1 .76 0.377 5.644 160 1 . 13 3.691 0.57 1 .76 0.387 3.303 160 1 .49 6.070 0.57 1 .76 0.387 5.683 165 1 . 10 3.720 0.57 1 .75 0.398 3.322 165 1 .45 6. 118 0.57 _ 1 .75 0.398 5.720 170 1 .08 3.748 0.56 1 .75 0.409 3.340 170 1 .42 6. 165 0.56 1 .75 0.409 5.756 175 1 .06 3.776 _ 0.56 1 .74 0.419 3.357 175 1 .39 6.211 0.56 _ 1 .74 0.419 5.791 180 1 .03 3.803 0.56 1 .73 0.430 3.373 180 1 .36 6.255 0.56 1 .73 0.430 5.825 185 1 .01 3.829 _ 0.56 1 .73 0.441 3.389 185 1 .33 6.298 0.56 _ 1 .73 0.441 5.858 190 0.99 3.855 0.56 1 .72 0.451 3.404 190 1 .31 6.341 0.56 1 .72 0.451 5.889 195 0.97 3.880 _ 0.56 1 .72 0.462 3.418 195 1 .28 6.382 0.56 1 .72 0.462 5.920 200 0.96 3.905 0.56 1 .72 0.472 3.432 200 1 .26 6.422 0.56 1 .72 0.472 5.950 205 0.94 3.929 0.55 1 .71 0.483 3.446 205 1 .24 6.462 0.55 1 .71 0.483 5.979 210 0.92 3.952 0.55 1 .71 0.494 3.458 210 1 .21 6.500 0.55 1 .71 0.494 6.007 215 0.91 3.975 0.55 1 .70 0.504 3.471 215 1 . 19 6.538 0.55 1 .70 0.504 6.034 220 0.89 3.998 0.55 1 .70 0.515 3.483 220 1 . 17 6.575 0.55 _ 1 .70 0.515 6.060 225 0.87 4.020 0.55 1 .70 0.526 3.494 225 1 . 15 6.612 0.55 1 .70 0.526 6.086 230 0.86 4.041 0.55 1 .69 0.536 3.505 230 1 . 13 6.647 0.55 _ 1 .69 0.536 6. 111 235 0.85 4.063 0.55 1 .69 0.547 3.516 235 1 . 11 6.682 0.55 _ 1 .69 0.547 6. 135 240 0.83 4.084 0.55 1 .69 0.558 3.526 240 1 . 10 6.716 0.55 1 .69 0.558 6. 159 245 0.82 4. 104 0.54 1 .68 0.568 3.536 245 1 .08 6.750 0.54 _ 1 .68 0.568 6. 182 250 0.81 4. 124 0.54 1 .68 0.579 3.545 250 1 .06 6.783 0.54 1 .68 0.579 6.204 255 0.80 4. 144 0.54 1 .68 0.590 3.554 255 1 .05 6.815 0.54 _ 1 .68 0.590 6.226 260 0.78 4. 163 0.54 1 .68 0.600 3.563 260 1 .03 6.847 0.54 _ 1 .68 0.600 6.247 265 0.77 4. 182 0.54 1 .67 0.611 3.571 265 1 .02 6.879 0.54 1 .67 0.611 6.268 270 0.76 4.201 _ 0.54 1 .67 0.621 3.580 270 1 .00 6.910 0.54 1 .67 0.621 6.288 275 0.75 4.219 0.54 1 .67 0.632 3.587 275 0.99 6.940 0.54 1 .67 0.632 6.308 280 0.74 4.238 0.54 1 .67 0.643 3.595 280 0.98 6.970 0.54 1 .67 0.643 6.327 285 0.73 4.256 0.54 1 .66 0.653 3.602 285 0.96 6.999 0.54 1 .66 0.653 6.346 290 0.72 4.273 0.54 1 .66 0.664 3.609 290 0.95 7.028 0.54 1 .66 0.664 6.364 295 0.71 4.290 0.54 1 .66 0.675 3.616 295 0.94 7.057 0.54 1 .66 0.675 6.382 300 0.70 4. 308 I 0.54 1 .66 0.685 3.622 300 0.93 T 7.085 0.54 I 1 .66 0.685 6 .400 Mod. FAA Minor Storage Volume (cubic ft.) = 157,787 Mod. FAA Major Storage Volume (cubic ft.) = 278,764 Mod . FAA Minor Storage Volume (acre-ft.) = 3.6223 Mod. FAA Major Storage Volume (acre-ft.) = 6.3995 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 .34 , Released November 2013 Detention Pond 1 UD-Detention v2 .34, Modified FAA 8/18/2014 , 3 : 53 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Pony Creek Basin ID : Detention Pond 1 7- Inflow and Outflow Volumes vs . Rainfall Duration 8 — - - a 7 I _ • • • • • •• • � • • I I i - i I I • • • • • • • • • • • • • • • • • I i 5 • • • • • •• ai • • ) L 4 • I a a - as • oo ° ° ° o ° ° 00000 - 0000000000 ° ° ° oo ° ° ° 3 a - o000 o ° o 'd o - 2 ,a# ° . �. I • • i 1 I I I 0 — - - 0 50 100 150 200 250 300 350 Duration ( Minutes ) —s—Minor Storm Inflow Volume _ Minor Storm Outflow Volume Minor Storm Storage Volume t Major Storm Inflow Volume Major Storm Outflow Volume • Major Storm Storage Volume 4 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 .34 , Released November 2013 Detention Pond 1 UD-Detention v2 .34, Modified FAA 8/18/2014 , 3 : 53 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: PONY CREEK Basin ID : Detention Pond 2 ( For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) ( NOTE : for catchments larger than 90 acres, CUHP hydrograph and routing are recommended ) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information ( Input) : Design Information ( Input) : Catchment Drainage Imperviousness la = 50 .00 percent Catchment Drainage Imperviousness la = 50.00 percent Catchment Drainage Area A = 1 .400 acres Catchment Drainage Area A = 1 .400 acres Predevelopment NRCS Soil Group Type = B A, B , C, or D Predevelopment NRCS Soil Group Type = B A, B , C, or D Return Period for Detention Control T = 25 years (2 , 5. 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2 , 5, 10, 25 , 50, or 100) Time of Concentration of Watershed Tc = 12 minutes Time of Concentration of Watershed Tc = 12 minutes Allowable Unit Release Rate q = 0 .80 cfs/acre Allowable Unit Release Rate q = 0 . 80 cfs/acre One-hour Precipitation P1 = 2 .28 inches One-hour Precipitation P1 = 3 . 09 inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* Pi/(C2+Tc)^C3 Coefficient One C1 = 28 .50 Coefficient One Ci = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0 .789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated) : Determination of Average Outflow from the Basin (Calculated) : Runoff Coefficient C = 0.46 Runoff Coefficient C = 0.52 Inflow Peak Runoff Qp-in = 3.65 cfs Inflow Peak Runoff Qp-in = 5.59 cfs Allowable Peak Outflow Rate Qp-out = 1 .12 cfs Allowable Peak Outflow Rate Qp-out = 1 .12 cfs Mod . FAA Minor Storage Volume = 2,881 cubic feet Mod . FAA Major Storage Volume = 5,745 cubic feet Mod . FAA Minor Storage Volume = 0.066 acre-ft Mod. FAA Major Storage Volume = 0.132 acre-ft 5 Enter Rainfall Duration Incremental Increase Value Here (e.g . 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) ,output) (output) (output) (output) (input) (output; (output) (output) output) (output) (output) 0 0.00 0.000 0.00 _ 0.00 _ 0.000 0.000 0 0.00 0.000 0.00 _ 0.00 0.000 0.000 _ 5 7.67 0.034 1 .00 1 . 12 0.008 0.026 5 10.40 0.052 1 .00 1 . 12 0.008 0.044 10 6. 11 0.054 1 .00 1 . 12 0.015 0.039 10 8.28 0.083 1 .00 1 .12 0.015 0.068 15 5. 13 0.068 0.90 1 .01 0.021 0.047 15 6.95 0.104 0.90 _ 1 .01 0.021 0.084 20 4.44 0.079 0.80 0.90 0.025 0.054 20 6.02 0.121 0.80 0.90 0.025 0.096 25 3.93 0.087 0.74 0.83 0.029 0.059 25 5.33 0. 134 0.74 _ 0.83 0.029 0. 105 30 3.54 0.094 0.70 0.78 0.032 0.062 30 4.79 0. 144 0.70 0.78 0.032 0. 112 35 3.22 0. 100 0.67 0.75 0.036 0.064 35 4.37 0. 153 0.67 0.75 0.036 0. 117 40 2.97 0. 105 0.65 0.73 0.040 0.065 40 4.02 0. 161 0.65 0.73 0.040 0. 121 45 2.75 0. 110 0.63 0.71 0.044 0.066 45 3.73 0.168 0.63 _ 0.71 0.044 0. 124 50 2.57 0. 114 0.62 0.69 0.048 0.066 50 3.48 0.175 0.62 0.69 0.048 0. 127 55 2.41 0. 118 0.61 0.68 0.052 0.066 55 3.27 0. 180 0.61 0.68 0.052 0. 129 60 2.28 0. 121 0.60 0.67 0.056 0.066 60 3.08 0. 186 0.60 0.67 0.056 0. 130 65 2. 15 0. 124 0.59 0.66 0.059 0.065 65 2.92 0. 190 0.59 0.66 0.059 0. 131 70 2.05 0. 127 0.59 0.66 0.063 0.064 70 2.78 0. 195 0.59 0.66 0.063 0. 132 75 1 .95 0. 130 0.58 0.65 0.067 0.063 75 2.65 0. 199 0.58 0.65 0.067 0. 132 80 1 .87 0. 132 0.58 0.64 0.071 0.061 80 2.53 0.203 0.58 0.64 0.071 0. 132 85 1 .79 0.135 0.57 0.64 0.075 0.060 85 2.42 0.207 0.57 _ 0.64 0.075 0. 132 90 1 .72 0. 137 0.57 0.63 0.079 0.058 90 2.33 0.210 0.57 _ 0.63 0.079 0. 131 95 1 .65 0. 139 0.56 0.63 0.083 0.057 95 2.24 0.213 0.56 _ 0.63 0.083 0. 131 100 1 .59 0. 141 0.56 0.63 0.086 0.055 100 2. 16 0.216 0.56 0.63 0.086 0. 130 105 1 .54 0. 143 0.56 0.62 0.090 0.053 105 2.08 0.219 0.56 0.62 0.090 0. 129 110 1 .49 0. 145 0.55 0.62 0.094 0.051 110 2.02 0.222 0.55 0.62 0.094 0. 128 115 1 .44 0. 147 0.55 0.62 0.098 0.049 115 1 .95 0.225 0.55 _ 0.62 0.098 0. 127 120 1 .40 0. 149 0.55 0.62 0.102 0.047 120 1 .89 0.228 0.55 _ 0.62 0. 102 0. 126 125 1 .36 0. 150 0.55 0.61 0.106 0.045 125 1 .84 0.230 0.55 _ 0.61 0. 106 0. 125 130 1 .32 0. 152 _ 0.55 0.61 0. 110 0.042 130 1 .78 0.233 0.55 0.61 0. 110 0. 123 135 1 .28 0. 153 0.54 0.61 0. 113 0.040 135 1 .74 0.235 0.54 0.61 0. 113 0. 122 140 1 .25 0. 155 0.54 0.61 0. 117 0.038 140 1 .69 0.237 0.54 0.61 0. 117 0. 120 145 1 .22 0. 156 0.54 0.61 0. 121 0.035 145 1 .65 0.239 0.54 0.61 0. 121 0. 118 150 1 . 19 0. 158 0.54 0.60 0. 125 0.033 150 1 .61 0.242 0.54 _ 0.60 0. 125 0. 117 155 1 . 16 0. 159 0.54 0.60 0. 129 0.030 155 1 .57 0.244 0.54 0.60 0. 129 0. 115 160 1 . 13 0. 160 0.54 0.60 0. 133 0.028 160 1 .53 0.246 0.54 0.60 0. 133 0. 113 165 1 . 10 0. 162 0.54 0.60 0. 137 0.025 165 1 .50 0.248 0.54 _ 0.60 0. 137 0. 111 170 1 .08 0. 163 0.54 0.60 0. 140 0.022 170 1 .46 0.249 0.54 0.60 0. 140 0. 109 175 1 .06 0. 164 _ 0.53 0.60 0.144 0.020 175 1 .43 0.251 0.53 _ 0.60 0. 144 0. 107 180 1 .03 0. 165 0.53 0.60 0. 148 0.017 180 1 .40 0.253 0.53 0.60 0. 148 0. 105 185 1 .01 0. 166 0.53 0.60 0. 152 0.014 185 1 .37 0.255 0.53 _ 0.60 0. 152 0. 103 190 0.99 0. 167 0.53 0.60 0. 156 0.012 190 1 .35 0.257 0.53 0.60 0. 156 0. 101 195 0.97 0. 169 0.53 0.59 0. 160 0.009 195 1 .32 0.258 0.53 0.59 0. 160 0.099 200 0.96 0. 170 0.53 0.59 0. 164 0.006 200 1 .30 0.260 0.53 0.59 0. 164 0.096 205 0.94 0. 171 0.53 0.59 0. 167 0.003 205 1 .27 0.261 0.53 0.59 0. 167 0.094 210 0.92 0. 172 0.53 0.59 0. 171 0.000 210 1 .25 0.263 0.53 0.59 0. 171 0.092 215 0.91 0. 173 0.53 0.59 0.175 -0.002 215 1 .23 0.265 0.53 0.59 0. 175 0.089 220 0.89 0. 174 0.53 0.59 0.179 -0.005 220 1 .21 0.266 0.53 _ 0.59 0. 179 0.087 225 0.87 0. 175 0.53 0.59 0. 183 -0.008 225 1 . 19 0.268 0.53 0.59 0. 183 0.085 230 0.86 0. 176 0.53 0.59 0. 187 -0.011 230 1 . 17 0.269 0.53 _ 0.59 0. 187 0.082 235 0.85 0. 177 0.53 0.59 0.191 -0.014 235 1 . 15 0.270 0.53 _ 0.59 0. 191 0.080 240 0.83 0. 177 0.53 0.59 0. 194 -0.017 240 1 . 13 0.272 0.53 0.59 0. 194 0.077 245 0.82 0. 178 0.52 0.59 0. 198 -0.020 245 1 . 11 0.273 0.52 _ 0.59 0. 198 0.075 250 0.81 0. 179 0.52 0.59 0.202 -0.023 250 1 .09 0.274 0.52 0.59 0.202 0.072 255 0.80 0. 180 0.52 0.59 0.206 -0.026 255 1 .08 0.276 0.52 _ 0.59 0.206 0.070 260 0.78 0. 181 0.52 0.59 0.210 -0.029 260 1 .06 0.277 0.52 _ 0.59 0.210 0.067 265 0.77 0. 182 0.52 0.59 0.214 -0.032 265 1 .05 0.278 0.52 _ 0.59 0.214 0.065 270 0.76 0. 183 _ 0.52 0.58 0.218 -0.035 270 1 .03 0.280 0.52 0.58 0.218 0.062 275 0.75 0. 183 0.52 0.58 0.221 -0.038 275 1 .02 0.281 0.52 0.58 0.221 0.059 280 0.74 0. 184 0.52 0.58 0.225 -0.041 280 1 .00 0.282 0.52 0.58 0.225 0.057 285 0.73 0. 185 0.52 0.58 0.229 -0.044 285 0.99 0.283 0.52 0.58 0.229 0.054 290 0.72 0. 186 0.52 0.58 0.233 -0.047 290 0.98 0.284 0.52 0.58 0.233 0.051 295 0.71 0. 186 0.52 0.58 _ 0.237 _ -0.050 295 0.97 0.286 0.52 0.58 0.237 _ 0.049 300 0.70 0. 187 I 0.52 0 . 58 0.241 -0.054 300 0.95 0.287 0.52 I 0 . 58 0.241 0 .046 Mod. FAA Minor Storage Volume (cubic ft.) = 2,881 Mod. FAA Major Storage Volume (cubic ft.) = 5,745 Mod . FAA Minor Storage Volume (acre-ft.) = 0 .0661 Mod. FAA Major Storage Volume (acre-ft.) = 0. 1319 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 .34 , Released November 2013 Detention Pond 2 (Lease Area 5) Pony Creek, Modified FAA 8/18/2014 , 3 : 57 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: PONY CREEK Basin ID : Detention Pond 2 7- Inflow and Outflow Volumes vs . Rainfall Duration 0 . 35 -- - - 0 . 3 I I I 0 . 25 -1 0 . 2 a) a) = = = ' � y i as _ 0 . 15 0. I 03 I • • • Well• _ • • % • • • 0 . 1 �• • I • , • • • • • • • • • • - • • • • i� OOOOOOOO �► OOO gli • • OO OOOO , • � • . 0 . 05 O OOOO • • O OOOO _ OOO OO OO O O 11 � I 0 - - 0 50 100 150 200 250 300 350 Duration ( Minutes ) _— Minor Storm Inflow Volume - Minor Storm Outflow Volume C Minor Storm Storage Volume - Major Storm Inflow Volume A Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 .34 , Released November 2013 Detention Pond 2 (Lease Area 5) Pony Creek, Modified FAA 8/18/2014 , 3 : 57 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Pony Creek Basin ID : Detention Pond 3 ( For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) ( NOTE : for catchments larger than 90 acres, CUHP hydrograph and routing are recommended ) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information ( Input) : Design Information ( Input) : Catchment Drainage Imperviousness la = 50 .00 percent Catchment Drainage Imperviousness la = 50.00 percent Catchment Drainage Area A = 1 .660 acres Catchment Drainage Area A = 1 .660 acres Predevelopment NRCS Soil Group Type = B A, B , C, or D Predevelopment NRCS Soil Group Type = B A, B , C, or D Return Period for Detention Control T = 25 years (2 , 5. 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2 , 5, 10, 25 , 50, or 100) Time of Concentration of Watershed Tc = 12 minutes Time of Concentration of Watershed Tc = 12 minutes Allowable Unit Release Rate q = 0 .66 cfs/acre Allowable Unit Release Rate q = 0 .66 cfs/acre One-hour Precipitation P1 = 2 .28 inches One-hour Precipitation P1 = 3 . 09 inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* Pi/(C2+Tc)^C3 Coefficient One C1 = 28 .50 Coefficient One Ci = 28.50 Coefficient Two O2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0 .789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated) : Determination of Average Outflow from the Basin (Calculated) : Runoff Coefficient C = 0.46 Runoff Coefficient C = 0.52 Inflow Peak Runoff Qp-in = 4.33 cfs Inflow Peak Runoff Qp-in = 6.63 cfs Allowable Peak Outflow Rate Qp-out = 1 .10 cfs Allowable Peak Outflow Rate Qp-out = 1 .10 cfs Mod . FAA Minor Storage Volume = 3,878 cubic feet Mod . FAA Major Storage Volume = 7,486 cubic feet Mod . FAA Minor Storage Volume = 0.089 acre-ft Mod. FAA Major Storage Volume = 0.172 acre-ft 5 Enter Rainfall Duration Incremental Increase Value Here (e.g . 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) ,output) (output) (output) (output) (input) (output; (output) (output) output) (output) (output) 0 0.00 0.000 0.00 _ 0.00 _ 0.000 0.000 0 0.00 0.000 0.00 _ 0.00 0.000 0.000 _ 5 7.67 0.040 1 .00 1 . 10 0.008 0.033 5 10.40 0.062 1 .00 1 . 10 0.008 0.054 10 6. 11 0.064 1 .00 1 . 10 0.015 0.049 10 8.28 0.099 1 .00 1 .10 0.015 0.083 15 5. 13 0.081 0.90 0.99 0.020 0.060 15 6.95 0.124 0.90 _ 0.99 0.020 0. 103 20 4.44 0.093 0.80 0.88 0.024 0.069 20 6.02 0.143 0.80 0.88 0.024 0. 119 25 3.93 0. 103 0.74 0.81 0.028 0.075 25 5.33 0. 158 0.74 _ 0.81 0.028 0. 130 30 3.54 0. 112 0.70 0.77 0.032 0.080 30 4.79 0. 171 0.70 0.77 0.032 0. 139 35 3.22 0. 119 0.67 0.74 0.036 0.083 35 4.37 0. 182 0.67 0.74 0.036 0. 146 40 2.97 0. 125 0.65 0.72 0.039 0.085 40 4.02 0. 191 0.65 0.72 0.039 0. 152 45 2.75 0. 130 0.63 0.70 0.043 0.087 45 3.73 0.200 0.63 0.70 0.043 0. 156 50 2.57 0.135 0.62 0.68 0.047 0.088 50 3.48 0.207 0.62 0.68 0.047 0. 160 55 2.41 0. 140 0.61 0.67 0.051 0.089 55 3.27 0.214 0.61 0.67 0.051 0. 163 60 2.28 0. 144 0.60 0.66 0.055 0.089 60 3.08 0.220 0.60 0.66 0.055 0. 165 65 2. 15 0. 147 0.59 0.65 0.058 0.089 65 2.92 0.226 0.59 0.65 0.058 0. 167 70 2.05 0. 151 0.59 0.64 0.062 0.089 70 2.78 0.231 0.59 0.64 0.062 0. 169 75 1 .95 0. 154 0.58 0.64 0.066 0.088 75 2.65 0.236 0.58 0.64 0.066 0. 170 80 1 .87 0. 157 0.58 0.63 0.070 0.087 80 2.53 0.241 0.58 0.63 0.070 0. 171 85 1 .79 0.160 0.57 0.63 0.073 0.086 85 2.42 0.245 0.57 0.63 0.073 0. 171 90 1 .72 0. 163 0.57 0.62 0.077 0.085 90 2.33 0.249 0.57 0.62 0.077 0. 172 95 1 .65 0. 165 0.56 0.62 0.081 0.084 95 2.24 0.253 0.56 0.62 0.081 0. 172 100 1 .59 0. 168 0.56 0.62 0.085 0.083 100 2. 16 0.257 0.56 0.62 0.085 0. 172 105 1 .54 0. 170 0.56 0.61 0.089 0.081 105 2.08 0.260 0.56 0.61 0.089 0. 172 110 1 .49 0. 172 0.55 0.61 0.092 0.080 110 2.02 0.264 0.55 0.61 0.092 0. 171 115 1 .44 0. 174 0.55 0.61 0.096 0.078 115 1 .95 0.267 0.55 0.61 0.096 0. 171 120 1 .40 0. 176 0.55 0.61 0. 100 0.076 120 1 .89 0.270 0.55 0.61 0. 100 0. 170 125 1 .36 0. 178 0.55 0.60 0.104 0.074 125 1 .84 0.273 0.55 0.60 0. 104 0. 169 130 1 .32 0. 180 _ 0.55 0.60 0. 108 0.072 130 1 .78 0.276 0.55 0.60 0. 108 0. 168 135 1 .28 0. 182 0.54 0.60 0. 111 0.070 135 1 .74 0.279 0.54 0.60 0. 111 0. 167 140 1 .25 0. 184 0.54 0.60 0. 115 0.068 140 1 .69 0.281 0.54 0.60 0. 115 0. 166 145 1 .22 0. 185 0.54 0.60 0. 119 0.066 145 1 .65 0.284 0.54 0.60 0. 119 0. 165 150 1 . 19 0. 187 0.54 0.59 0. 123 0.064 150 1 .61 0.286 0.54 0.59 0. 123 0. 164 155 1 . 16 0. 189 0.54 0.59 0. 127 0.062 155 1 .57 0.289 0.54 0.59 0. 127 0. 162 160 1 . 13 0. 190 0.54 0.59 0. 130 0.060 160 1 .53 0.291 0.54 0.59 0. 130 0. 161 165 1 . 10 0. 192 0.54 0.59 0. 134 0.058 165 1 .50 0.294 0.54 0.59 0. 134 0. 159 170 1 .08 0. 193 0.54 0.59 0.138 0.055 170 1 .46 0.296 0.54 0.59 0. 138 0. 158 175 1 .06 0. 195 _ 0.53 0.59 0.142 0.053 175 1 .43 0.298 0.53 0.59 0. 142 0. 156 180 1 .03 0. 196 0.53 0.59 0. 145 0.050 180 1 .40 0.300 0.53 0.59 0. 145 0. 155 185 1 .01 0. 197 _ 0.53 0.59 0. 149 0.048 185 1 .37 0.302 0.53 0.59 0. 149 0. 153 190 0.99 0. 199 0.53 0.58 0. 153 0.046 190 1 .35 0.304 0.53 0.58 0. 153 0. 151 195 0.97 0.200 0.53 0.58 0. 157 0.043 195 1 .32 0.306 0.53 0.58 0. 157 0. 149 200 0.96 0.201 0.53 0.58 0. 161 0.041 200 1 .30 0.308 0.53 0.58 0. 161 0. 148 205 0.94 0.202 0.53 0.58 0. 164 0.038 205 1 .27 0.310 0.53 0.58 0. 164 0. 146 210 0.92 0.204 0.53 0.58 0. 168 0.035 210 1 .25 0.312 0.53 0.58 0. 168 0. 144 215 0.91 0.205 0.53 0.58 0.172 0.033 215 1 .23 0.314 0.53 0.58 0. 172 0. 142 220 0.89 0.206 0.53 0.58 0. 176 0.030 220 1 .21 0.315 0.53 0.58 0. 176 0. 140 225 0.87 0.207 0.53 0.58 0. 180 0.028 225 1 . 19 0.317 0.53 0.58 0. 180 0. 138 230 0.86 0.208 0.53 0.58 0. 183 0.025 230 1 . 17 0.319 0.53 0.58 0. 183 0. 136 235 0.85 0.209 0.53 0.58 0.187 0.022 235 1 . 15 0.321 0.53 0.58 0. 187 0. 134 240 0.83 0.210 0.53 0.58 0. 191 0.019 240 1 . 13 0.322 0.53 0.58 0. 191 0. 131 245 0.82 0.211 0.52 0.58 0.195 0.017 245 1 . 11 0.324 0.52 0.58 0. 195 0. 129 250 0.81 0.212 0.52 0.58 0. 198 0.014 250 1 .09 0.325 0.52 0.58 0. 198 0. 127 255 0.80 0.213 0.52 0.58 0.202 0.011 255 1 .08 0.327 0.52 0.58 0.202 0. 125 260 0.78 0.214 0.52 0.58 0.206 0.008 260 1 .06 0.329 0.52 0.58 0.206 0. 122 265 0.77 0.215 0.52 0.57 0.210 0.006 265 1 .05 0.330 0.52 0.57 0.210 0. 120 270 0.76 0.216 _ 0.52 0.57 0.214 0.003 270 1 .03 0.332 0.52 0.57 0.214 0. 118 275 0.75 0.217 0.52 0.57 0.217 0.000 275 1 .02 0.333 0.52 0.57 0.217 0. 116 280 0.74 0.218 0.52 0.57 0.221 -0.003 280 1 .00 0.334 0.52 0.57 0.221 0. 113 285 0.73 0.219 0.52 0.57 0.225 -0.006 285 0.99 0.336 0.52 0.57 0.225 0. 111 290 0.72 0.220 0.52 0.57 0.229 -0.009 290 0.98 0.337 0.52 0.57 0.229 0. 108 295 0.71 0.221 0.52 0.57 _ 0.233 _ -0.012 295 0.97 0.339 0.52 0.57 0.233 _ 0. 106 300 0.70 0.222 I 0.52 0 . 57 0.236 -0.014 300 0.95 0. 340 0.52 I 0 . 57 0.236 0 . 104 Mod. FAA Minor Storage Volume (cubic ft.) = 3,878 Mod. FAA Major Storage Volume (cubic ft.) = 7,486 Mod . FAA Minor Storage Volume (acre-ft.) = 0 .0890 Mod. FAA Major Storage Volume (acre-ft.) = 0. 1719 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 .34 , Released November 2013 Detention Pond 3 (Lease Area 6) Pony Creek, Modified FAA 8/18/2014 , 4 : 05 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Pony Creek Basin ID : Detention Pond 3 7- Inflow and Outflow Volumes vs . Rainfall Duration 0 . 4 - - 0 . 35 0 . 3 - 0 . 25 0 . 2 - • • • • • • • • • • •• � � � • • • • • 0 . 15 • • ! • • , � _ • • • • • • ea 0 . 1 �e - o ° ° ° p ° O p ° Op O-I pp ° ° 0 . 05 O ° ° oop oo ° oo ° o ° o op 0 0 50 100 150 200 250 300 350 Duration ( Minutes ) _— Minor Storm Inflow Volume - Minor Storm Outflow Volume a Minor Storm Storage Volume - Major Storm Inflow Volume A Major Storm Outflow Volume • Major Storm Storage Volume 4 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 .34 , Released November 2013 Detention Pond 3 (Lease Area 6) Pony Creek, Modified FAA 8/18/2014 , 4 : 05 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Pony Creek Basin ID: Detention Pond 1 x #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 4,842.95 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,841 .00 feet Required Peak Flow through Orifice at Design Depth Q = 3.09 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 12.0 inches Orifice Coefficient Co = 0.60 Full-flow Capacity (Calculated) _ Full-flow area Af = 0.79 sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 4.6 _ cfs Percent of Design Flow = 147% _ Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3. 1416) Theta = 1 .79 rad Flow area A0 = 0.50 sq ft Top width of Orifice (inches) To = 11 .71 inches Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.61 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,841 .61 feet Resultant Peak Flow Through Orifice at Design Depth O0 = 3.1 , cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.82 Ifeet Detention Pond 1 UD-Detention v2.34, Restrictor Plate 8/18/2014, 4:04 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Pony Creek Basin ID: Detention Pond 2 x #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 4,842.71 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,842.00 feet Required Peak Flow through Orifice at Design Depth Q = 1 . 12 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 12.0 inches Orifice Coefficient Co = 0.60 Full-flow Capacity (Calculated) _ Full-flow area Af = 0.79 sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 1 .7 _ cfs Percent of Design Flow = 154% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3. 1416) Theta = 1 .45 rad Flow area A0 = 0.33 sq ft Top width of Orifice (inches) To = 11 .91 inches Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.44 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,842.44 feet Resultant Peak Flow Through Orifice at Design Depth O0 = 1 .1 , cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.75 feet Detention Pond 2 (Lease Area 5) Pony Creek, Restrictor Plate 8/18/2014, 4:00 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Pony Creek Basin ID: Detention Pond 3 x #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice Water Surface Elevation at Design Depth Elev: WS = 4,842.80 feet Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,842.00 feet Required Peak Flow through Orifice at Design Depth Q = 1 . 10 cfs Pipe/Vertical Orifice Diameter (inches) Dia = 12.0 inches Orifice Coefficient Co = 0.60 Full-flow Capacity (Calculated) Full-flow area Af = 0.79 _ sq ft Half Central Angle in Radians Theta = 3.14 rad Full-flow capacity Qf = 2.1 _ cfs Percent of Design Flow = 188% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3. 1416) Theta = 1 .37 rad Flow area A0 = 0.30 sq ft Top width of Orifice (inches) To = 11 .77 inches Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.40 feet Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,842.40 feet Resultant Peak Flow Through Orifice at Design Depth O0 = 1 . 1 cfs Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.75 feet Detention Pond 3 (Lease Area 6) Pony Creek, Restrictor Plate 8/18/2014, 4:07 PM APPENDIX D - DRAINAGE PLANS 1 I 2 I 3 i 4 I 5 i 6 I 7 if ••• ... 7 ` "' . 03/44%..........>./ O co O • • ) 1•11 ' ..„, _a a'• g O A \\ ; %,.... -S91/4.5., fi 1 15.g ca F ` I I T ♦ a7 E chci% 3 8. \ • 1 • • ♦� 1 ' i ....• • 1 • \ 1 I 2 •�- � co• \( .� \l _ •\ • • E '•. •j it •\ . • r ♦ — 1 I • 11. r. •ti • • • I1 :i\ \\\• °. •••' ` • ✓ / / ' • \ ' • •` ♦ `♦ `r• • •�' 1 ' fl / `\ r '•, l • i • 1� 48 jay jj / N. � • © .Q C �_ - .z . - -._ �� ` r- �� •\ '-. 0 150' 300' 600' . ._.. ,, ,, a ii r� gi e Kit . •ll \ '. SCALE: 1"=300'ic „,„ :. ., .� 1 • ‘ /: . t '', /• T • LEGEND: J ��(/� - o o / DRAINAGE FLOW m W -.T j ' IQ o� o ox�x ▪o O o o / S�I / \ • —..—.. —..—..— EINBOARY '0 O 0 0 ` / B `• tt` o O J 1Q278 ti98 /•. •\ r 44 � _tern� •�� • 5 •• • ♦• \ ""/ _� PROPERTY LINE U \ C N. ' 0 It 'd+`6-�� in • 1 \ �• T POINT OF ANALYSIS w ••\ I u ° • •115'•1 )) • �•- DRAINAGE BASIN NUMBER O c7 0 813119.: 4 f — g a ��. -� ', '- J 10 YEAR PEAK DISCHARGE I� • InI \�'\ 1; Lis x—'-`'1 � �, /- 90 100 YEAR PEAK DISCHARGE re 1 1AC 0‘./,\ I 2 - \� xxti --.... / • �' DRAINAGE BASIN ACREAGE Q .. \ f x �• M p lei -N fica x x I ,.• NOTE: i a -•\ I x I - . I 1• 1. OFFSITE BASIN DELINEATIONS BASED ON USGS CONTOUR • o • -.\ •* x x I- t, • N. DATA. } U � x_i• 1 ' U o x-� I • _ ` ` ? Q F- 0 Ya ro \ f w 2 ti 1 iw• o — r' 0 CC Et • f,l . • ` 1 . ' i •E 't \ `•• Protect No.: 13345719-14003 a co A 1 1 I • I Designed By: LAW I \ 1 Drawn 9y CFW 2 - t 1 I ` Checked BY 1AB O H I I o. 0 1 ' 1. a'. ,Q, 1 v Sheet o Bar Measures 1 inch 1 I 2 i 3 I 4 i 5 I 6 I 7 E w o o°'i / r •. .• V 8 cOO _ • \ WCD �30 � I '*II \ , O LL F , _ � � �� J • O vi J N T• o n iIII • / ••\ - p... COo I • • '• / 2426 9atSt \ 121 a I Ns: . /� *A0 41, • / -•\ • / • / _ .. r�_,. .� . A 8 . • . ... 1 -,ie 5 8 155.84 9 423 " 4.. '"T / _ %� -• /111).\. \' amom, a a smart a ia aum ••• mart)a• ' l • . ' Z _/1 A 7.• ././ sir" \�_� ''''.\ / tat f�o1.iD / ` �l • %--t� 1 1 1 49,38 9921 i t• ✓/ 01 �- , 1 / 1. • tAG4�gg4 • /Y��/ ini- \ , :.....? \ • wolf Vg 1 • x o _mot_. p v' \ ,1 •' / , / CernC / / © 12 C • I p c • ,1.‘ I x F •.-xJ .o O o o•• \ i�� / /• 0 125 250' 500' 1 / \II: 41 I= jE ' '�• /� / SCALE: 1" = 250' ..P \ \ •Ill B \ k..: • , •. 1 i .. El) isile7 N... 1-1 g k— ° 1. soi \ ` LEGEND: } • • BO o 0\ - .• r— / �, DRAINAGE FLOWCC m • _ •\ x� ��00• ` '�+� /• f /' %,..\\ -••-••-••-••-••- DRAINAGE BASIN BOUNDARY I- x x "° _ .•\ o f _ ♦ / ' / • - - - DRAINAGE FLOW PATH • ••\ L--— N . i d / •.• / ♦� - - PROPERTY LINE 1 • IA ui ••\ -` - .4, /'` a• 1 POINT OF ANALYSIS H C '\ ' x 0 r/ ♦a, X• I.W ••\ 11L I Q f / •` \. DRAINAGE BASIN NUMBER 0 • O ••\ • x ' /' `♦ , r!_ -10 YEAR PEAK DISCHARGE 2 o I\�•_ I I a I\ f/ /•- \t 3AC �� 100 YEAR PEAK DISCHARGE o 6 e \ \ I x .Xxz_—�L—a�_ j I / w 1 •. " ...,,...../ . DRAINAGE BASIN ACREAGE o jx�l.--x•cP)cc \o W ( • I x / t ~ •-., t NOTE: l I •\ xi I. ` N 1. OFFSITE BASIN DELINEATIONS BASED ON USGS CONTOUR ct -•r+ ., DATA. B , • `• C7 \ H z II W W WE! W W �♦. \ �. (� U (9 (7 % r x Q rn %. \ J i lJ l > Z 1 a 1 r la— ' a Q ah c' t 1 r�i I ± a f ProJect No.: 13335719-14003 A Cir Designed By: LAW R Drawn Sy: CFlM II 1 �x • • Checked By. JAB $ A: + I _ o I , ; -•.► — + % 2 T O •_ ♦. 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I I / / I hl1 // / / I \ ` -- 7 , >1 / / r 4 ! / - - � ` DRAINAGE PATH 2b ;I!\ I f / f l IIII ' f� / / :4 i x 1 o x \ POND ` — r _ - _ , - ! I I II, / Aa� I JJ li , OUTLET _J'- - . rin / II / - V L=822' 't r ' _ 4868— / / ! / — / / �, I 1 1 r `� I iti / / // O/6 / = III � � �� / r l s / i / II / I / / I A i I \ /— / I' r / II� _t r . Ii - '-iit i ( ! 1 "( 1 1 / Ap %/ 524 1 / I I r/ � � _ � � I I I la // /i x-4861 //„., r'j /III / v �/ 4 \� \ \ \`•/ // / / J 1 J I f 2c / � / �� f f -- _ / J son s IN \,\1)1/4, ` I nI f \ ' / i_J ' L / / / //j 4866 / - / ` / l J r is o-, 7 --. ) \.,\ \ \ ` - / 2 b / / / 1 „ �� ! I I ) \, c4%1 ` r / / J / 11 / — f v I �,� o - \ , 1 � p // ,, I 53 CULVERT 1b ------___ r ) ii I \ ) r r / 65 / / / / I r' / c ° ,/ / ` / ' Or \ '10 7'`/ 535 .rt• /// // � l0 I I r - - --- a g4 / / \ cm 11 / , / �� / .arnA / r � �� l_ o. 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J II I y � Aa / / / x x ! _fin �xr. / // // / I I ==- �=' ==== 1 iq / L A• - I! `/ "'. / `� - ~- ~ / ( I c I / J 2'a '' i / / I' CULVERT 2b 4845 - 100 YR DETENTION P4842.95• h // / I / / i - 4845 I \ // /r ~\ \ � / / // ! a 1 do J � � / / - 1 ��{ ( / / 't Ili ( 11 ! r J °� 8AB t ?3 ='-- / . x x —484�x I 1REO'D STORA =6.74 AC FT III ` �1 } b�� 1 / / h ELECTRICAL �C l i \ i--___ 3�.--=_- I `; / �� Ih \ -o1' / I / / / / ,a / / SUBSTATION ~ J J 4848 1 V '______=484 / II 1 \ L — J � / / 1 J / / / ( // 1 " 4849— I • S'` v / r !Ijl \/ / e ` - -va.. �,� �\ fit, / \\` t / / P� /•' 1 ! / / / x x x L�-J r 1 �� r / ===4845 ====— -�, , m W / 1 f / / / I 1 CULVERT 2a / / (/, �— / �4 ::>/: l4844 \x i / , ) I / I / y — _ %/�i ` r / / / CHANNEL 2b i co / 11 I II ti • 1 / / / ' / ( I 1,--/ b/�/ / l / / / I DEPTH 2.5' d / I �4b/ / ii / l r / / / r I J 1 DRAINAGE PATH 6 P \ II I / / /' 401 SIDE SLOPES 3:1 / ! 1.8$ 75 I ` I \ / ^ / J r / / 4?Z VA _ I / / / / h r J / / z.,,/ ;, x I. 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REO'D STORAGE=0.16 AC FT Y / 4854 — �j' r _ - r / < �_ 5r _ �- \� \ / ms's 4845 4845 '^ r Oil: - I �J ilia \ ' r—/ l .�` '� rP �� \�� Q w1 , _ - �_ —r _ - - _-• r -I aI 01 -LG --` \ -• � G- 1r \ , --rG -i - " � G �1 \ G - �— G - -T— � - - G —� -G. - � G - O o _ \-. '� } O B H CL U c4 LEGEND: z 0O Lil �� DRAINAGE FLOW PROPOSED BUILDINGS r/z/v/A DRAINAGE SWALE W/TRM MAT(TYP.) a W Q W H Ill d W DRAINAGE BASIN BOUNDARY GRAVEL DRIVE Z CC - --4840- -- EXISTING MAJOR CONTOURS(1' INT.) "-i-',.. 'SR; ILI OO W o _••_••_••_••_„_ OFFSITE DRAINAGE BASIN BOUNDARY .W.1 Z E3 O EXISTING MINOR CONTOURS NATURAL GAS PIPE RACK m O (I)a Q M _ _ _ TIME OF CONCENTRATION PATH Z (Wj Z 4840 PROPOSED MAJOR CONTOURS(1'INT.) IX Q 6 Il 7-7 BDRAINAGE BASIN NUMBER LL co DETENTION POND Q p 10 YEAR PEAK DISCHARGE CO M 1D 100 YEAR PEAK DISCHARGE a, �qC PROPOSED MINOR CONTOURS N. \ re M \ //�\ Project No.: 13345710-14003 a A `DRAINAGE BASIN ACREAGE / ^ \ POINT OF ANALYSIS (POA) © Designed By: LAW II a EXISTING FENCE LINE Drawn 9y. CFW — — . , PROPERTY LINE/ROW MSS By: JAB g CC EXISTING UNDERGROUND GASLINE NOTE: 0 50' 100' 200' iii te; —x x— PROPOSED FENCE =cm o EXISTING OVERHEAD UTILITIES 1. SEE FINAL CONSTRUCTION DRAWINGS FOR3 DETAILED DRAINAGE AND GRADING DETAILS SCALE: 1" = 100' U •• PROPOSED DRAINAGE SWALE Sheet l i Bar Measures 1 inch Tel: 303-792-2450 P.O. Box 630027 EUGENE G. COPPOLA P.E., PTOE Fax: 303-792-5990 Littleton, CO 80163-0027 August 12, 2014 Kim Ogle Weld County Planning 1555 N . 17th Avenue Greeley, CO 80631 RE : Traffic Narrative for Noble Energy's Pony Creek Gas Processing Facility Kim : I have estimated site traffic for Noble Energy's Pony Creek site in Weld County . The site is generally located east and south of the CR 119 - CR 104 intersection . Construction related activities are expected to start in early 2016 and continue for about 12 months. During construction up to 150 worker vehicles and one truck per day may access the site during peak construction time . Construction and related traffic is expected to follow the normal process of ramping up, peaking , and winding down as construction nears completion . Permanent and recurring site traffic was estimated for build out conditions including the gas processing plant and leased areas for residual gas and NGL metering . Routine daily site traffic estimates for the Pony Creek site are provided below. The total estimate includes a contingency that rounds daily traffic up to the nearest 10 round trips. It should be noted that up to 12 additional daily truck round trips may occur if the NGL pipeline is temporarily shut down for repairs. Gas Processing Plant Large trucks - 3 per day ( water and condensate) Employees - up to 15 Miscellaneous - 5 per day for the entire site (visitors, mail , trash , deliveries, etc) Leased Areas (Residual Gas Meter & NGL Meter) Employees vehicles - 2 per day Total Daily Round Trips Large trucks - 3 Other vehicles - 22 Rounding contingency - 5 GRAND TOTAL - 30 As indicated , the Pony Creek site is expected to generate 30 round trips per day . Since the site will operate 24 hours per day, seven days per week, the magnitude of peak hour traffic is estimated at 5 - 6% of daily traffic. This equates to about 2 round trips during peak hours . Vehicles will enter and exit the site using an existing oil and gas access road constructed in the CR 106 right-of-way . At the CR 119 - access road intersection there is more than 1 ,000 feet of sight distance available in both directions. I trust this letter will meet your current needs. Please give me a call if you have any questions or need any further assistance . Sincerely, „ GEORGE G, i'firsL .(ijed7r-41 tc. •• Eugene G . Coppola , P. E. PTOE Talc 'D 15945 ` 4: fiN i , Ft °NAL ,�,f •. *tint • ?/i •f•.•• cad % OP COL a Pony Creek Gas Processing Facility Waste Handling Plan 1 . Any general office waste generated on-site will be collected in a trash dumpster provided on-site. Drums will be provided on-site to collect oily rags and filters. All of this waste will be collected by Waste Management and taken to: North Weld Landfill 40000 WCR 25 Ault, CO 80610 970-686-2800 2. No permanent disposal of wastes will take place at this site. 3 . Fugitive dust, blowing debris, and other nuisance conditions will be minimized during construction. 4. Waste water will be taken off-site for disposal at: McDonald Fauns Enterprises, Inc. 7247 East County Line Road Longmont, CO 80501 303-772-4577 5. The applicants operations will be in accordance with the approved Waste Handling Plan. 6. All chemicals on-site will be properly stored in labeled containers, Noble will have SPCC plans in place, and MSDS sheets will be available on-site for each chemical stored. The types of chemicals and amounts anticipated to be stored at the facility are as follows: Chemical Amount _Natural Gas Liquids 240,000 gallons (in 2 tanks) Amine 420 barrels Deionized Water 420 barrels Hot oil 1000 gallons Compressor Lube Oil 200 barrels Seal Oil 400 gallons _ Pump Oil 400 gallons Methanol 420 barrels Condensate 11 ,000 barrels (in 8 tanks) Produced water 320 barrels Unstabilized Condensate 60,000 gallons 7. All development standards will be adhered to. Pony Creek Gas Processing Facility Dust Abatement Plan 1 . A water truck will be utilized, as necessary, to control dust on the site. 2. The access road will consist of gravel road base. Speeds will be restricted to reduce the amount of dust generated. 3. Waste materials shall be handled, stored, and disposed of in a manner that controls fugitive dust, fugitive particulate emissions, blowing debris, and other nuisance conditions. 4. Fugitive dust and particulate emissions will be controlled on the site. 5 . All development standards will be adhered to. Pony Creek Gas Processing Facility Emergency Action Plan Noble Energy is in the process of preparing an Emergency Action Plan for the facility. The plan will be prepared in coordination with the Raymer-Stoneham Fire Protection District. Once completed, the plan will be provided to Weld County's Office of Emergency Management. Hello