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Home My WebLink About20143678.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT # /AMOUNT # /$ CASE # ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number 0 7 1 1 - 1 0 . 1 . 0 0 . 0 1 1 (12 digit number - found on Tax I.D. information, obtainable at the Weld County Assessor's Office, or www.co.weld.co.us) Legal Description Lot A of Recorded Exemption RECX12-0031 , Section 10 , Township 7 North, Range 64 West Zone District: Agricultural , Total Acreage: 27.9 , Flood Plain: No , Geological Hazard: wA Airport Overlay District: N/A FEE OWNER(S) OF THE PROPERTY: Name: Noble Energy do Boyd McMaster Work Phone # (720) 587-2318 Home Phone # Email bmcmaster@nobleenergyinc.com Address: 1625 Broadway, Suite 2200 Address: City/State/Zip Code Denver, CO 80202 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., c/o Boyd McMaster Work Phone # (720)587-23' 8 Home Phone # Email bmcmaster@nobleenergyinc.com Address: 1625 Broadway, Suite 2200 Address: City/State/Zip Code Denver, CO 80202 PROPOSED USE: Amendment to USR12-0014 to permit a Central Water 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_ -% -/ g ature: Owner or Authorized Agent ate Signature: Owner or Authorized Agent Date 1625 Broadway 119, noble Sulte 2200 . energy Denver, Colorado 80202 Tel: 303.228.4000 Fax: 303.228.4280 July 15, 2014 Weld County Planning 1555 N. 17111 Avenue Greeley, CO 80631 RE: Cummins CWPF Designation of Authorized Agent Dear Planning Department: Noble Energy, Inc. owns Lot A of Recorded Exemption REX12-0031 located in the E 'A, of the NE 1/ of Section 10, Township 7 North, Range 64 West. Noble would like to amend USR12- 0014 on this lot and I authorize Boyd McMaster to be Noble Energy's Authorized Agent. In addition, I authorize Patrick Schauer to be the primary point of contact for communications from the County regarding the application. Sincerely, NOBLE ENERGY, INC. niel . Ke ly Vice President P:\35719\133-35719-14011\Deliverables\Cummins USR Application\application doc ariginals\Autborization Letter.doc 1625 Broadwayrk, noble Suite 2200 energy Denver, Colorado 80202 Tel: 303.228.4000 Fax: 303.228.4280 August 20, 2014 Mr. Kim Ogle Weld County Planning 1555 N. 17th Avenue Greeley, CO 80631 RE: Noble Energy's Cummins Central Water Processing Facility, an Amendment to USR12-0014 Dear Kim : Attached please find one (1 ) complete hard copy of the application to amend Noble Energy's Cummins Field Disposal Facility permit (USR12-0014) to permit the site as a Central Water Processing Facility (CWPF). As a CWPF, the site will have both injection wells and a recycling facility for produced water. If you have any questions, please let me know. We look forward to working with you on this project. Sincerely, NOBLE ENERGY at 4cars'e---------- 7 Patrick Schauer Project Coordinator cc: Boyd McMaster, Noble Energy Pam Horn, Tetra Tech Cummins Central Water Processing Facility USR Questionnaire '1 . Explain, in detail, the proposed use of the property. In 2012, Tetra Tech worked with Noble Energy, Inc. to obtain approval of a produced water injection facility known as Cummins Field Injection Facility (USR12-0014). USR12-1014 is currently permitted to allow for a single injection well that will accept produced water via pipeline. The facility is on a 27. 9 acre RE lot located in part of the Northeast Quarter (NE4) of Section 10, Township 7N , Range 64W of the 6th P. M. , Weld County, Colorado in the A (Agricultural) Zone District. The property in this area is predominantly rangeland/non-irrigated agricultural land. The only other uses within a couple mile radius of the property are oil and gas wells and support equipment. To date, no portion of the Cummins Field Injection Facility has yet been developed and Noble Energy would now like to amend their existing USR permit to expand the uses at the site. With the expansion of uses desired for the facility, Noble Energy would refer to the facility as the Cummins Central Water Processing Facility (Cummins CWPF). Noble Energy wants to amend the USR to include facilities to recycle produced water. The facility was originally permitted as an unmanned facility that would receive only Noble Energy's produced water via pipeline for injection into a Class II disposal well. Since the time that we permitted the Cummins Field Injection Facility, Noble Energy's need for produced water disposal has increased and their long-term plans for handling produced water have changed to include a strong focus on recycling produced and flowback water. Noble has been testing recycling technology so that they can reuse produced water and reduce their overall fresh water consumption . This recycle operation includes storage for both untreated and treated produced water. Noble also desires to amend the USR to allow water to be trucked to the facility. Allowing trucks to unload at the Cummins facility would take trucks off the County Roads which are currently driving to the High Sierra C1 , C4, C7, and C8 to unload the produced water for injection. Noble ultimately plans to deliver water to the facility via pipeline from multiple oil fields, which will remove up to 150 water trucks from the county roads. However, trucks will be required until pipes can be constructed to carry the produced water to the facility and in the event of pipeline shutdowns for repair or maintenance. Noble Energy wants to amend the USR to allow the facility to function as a commercial facility. Noble has made the business decision that they do not want to be in the business of operating water processing facilities. Therefore, they have plans for a third party to operate the facility. Because of this, it is important to third party vendors that the facility be permitted as a commercial disposal facility to allow them to accept produced water from oil and gas companies other than just Noble Energy. Noble would like to request approval to construct temporary unloading equipment so that they may begin to operate as soon as the USR amendment is approved. This would allow Noble to remove up to 30 trucks from the county roads up to a year prior to the full construction of the facility is completed. The temporary unloading equipment would have a covered liner along with dirt berms to prevent spills from escaping from the liner. In addition, during the period of temporary operations, a trailer would be installed for use as an office and portable restrooms with hand washing facilities would be provided on-site. Bottled water would be provided for drinking water. Noble requests that this temporary facility be allowed to operate for up to one year prior to the permanent facility being constructed and ready for operations. Noble Energy will be working with the State to make sure the temporary facility will comply with APEN permitting requirements and asks that the County allow for an extended period of up to 12 months for temporary operation. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. The Weld County Comprehensive Plan has Goals and supporting Policies that encourage responsible Oil and Gas development in the County. Below is a list of the specific Oil and Gas goals followed by an explanation of how the goals are being addressed: 1 OG.Goal 1 : Promote the reasonable and orderly exploration and development of oil and gas mineral resources. 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. OG Goal 3: Prevent surface and groundwater contamination from oil and gas minerals exploration and extraction. The plan for the Cummins CWPF is to construct pipelines to convey produced water to the facility from surrounding wells in order to continue to help find ways to minimize the impacts of oil and gas on the County. Noble hopes to have all of the pipelines in the ground by 2015; however, there are no guarantees this will happen and so the site needs to be permitted to also allow trucks to bring the water to the facility. The facility will be designed to accept up to 150 truckloads of water every day; however, water would only be trucked if installation of the pipeline system was delayed, in emergency situations when pipelines are inoperable, when total water flow from the piped wells drops below the capacity of the facility, or when the operator of the facility wants to bring in produced water from other operators so that they can operate at capacity. By operating in this manner, Noble is being very responsible in making sure their operations are both reasonable and orderly. In addition, Noble is also proposing to construct a recycling facility for produced water at this site so that they can work toward being able to reuse the water for fracking. Noble is in the process of designing a distribution system that a recycling facility at this site would tie into for sending water back out of the site via pipeline. When this distribution system is designed Noble plans to construct the recycling facility. The Cummins CWPF is in an area where there is already a significant amount of oil and gas development. In fact, from the site, the only above ground existing land use that can be seen in the area for miles is other oil and gas facilities. The centralized nature of the facility will reduce the overall impact to County land by combining operations from several fields into a single location. Once the pipeline system is constructed, truck traffic will be reduced which will reduce road damage and nuisance across the county. The site will be designed to have a detention pond that will be used to control surface water in the event of a storm. All proposed facilities on the site will be within secondary containment areas to prevent contamination of the surface and groundwater in the event of a spill. The fact that water will primarily be piped to the facility will also greatly reduce the likelihood of spills associated with truck unloading. The Colorado Water Watch has also installed a groundwater monitoring well on the site that will serve to transmit real-time water quality measurements and will allow for much more rapid responses to any potential contamination. 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 Cummins CWPF property and surrounding areas are dryland prairie; there are many oil and gas facilities in the vicinity. There are no residences within a couple of miles of the Cummins CWPF. Therefore, the injection facility will be compatible with the surrounding land uses. 5. Describe, in detail, the following: a. Number of people who will use this site. Noble Energy anticipates that there will be up to six employees working at the facility at any one time. The facility will operate 24 hours a day, 7 days a week and so there will be three, 8-hour 2 shifts. Therefore, over a 24 hour period, there could be up to 18 employees working at the site. Trucking will be limited to the hours of 7:00 am to 10: 00 pm. The facility will be designed to take in up to 150 truckloads of water per day, there is the potential for up to 150 truckers to be at the site for a limited amount of time each day that trucking occurs. b. Number of employees proposed to be employed at this site. As described above, up to 18 people could be employed at this site. c. Hours of operation. The site will operate 24 hours a day/seven days a week. Truck traffic will be limited to the hours of 7:00 am to 10:00 pm. d. Type and Number of structures to be erected (built) on this site. The design elements that Noble Energy would like to have at the Cummings CWPF are the following: • A total of 2 injection wells (Noble Energy may add 1 injection well to the one already permitted). • 6 truck unloading bays to allow for water to be trucked to the facility. • Skim and settling tanks to separate any oil and solids from the trucked water as well as oil storage tanks for any skim oil collected. • The site will be designed to handle up to 20,000 barrels of water per day. • A perimeter road around the facility to be used for maintenance and truck staging, when needed. • A recycling facility that will be designed to accept 20,000 barrels of water per day and store 250,000 barrels of water on both the feed and discharge sides of the facility. • An office building; once the recycling facility is constructed, a lab will be added to the office building. • FlareNOC combustors. • Security fencing around the entire facility with gates at the entrance points. • Trash containment area near the office buildings. • A communications tower that may be up to 35' tall. • Temporary truck unloading equipment to allow for operations during construction of the permanent facility. 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. The table below outlines the types of vehicles that may access 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 Maximum Potential Number of Vehicles per 24 hour day Em to ee vehicles 18 Miscellaneous vehicles 5 (oil haul, mail, delivery, trash, and maintenance trucks) Water delivery trucks that will access 150 (120 will use County Roads, 30 will use the site on a temporary basis private oil and gas roads to the facility) Due to the fact that we are requesting permission to allow up to 150 water trucks to bring produced water to the site on a temporary basis, we had a traffic study prepared for the Cummins CWPF. Of the up to 150 water trucks projected, approximately 30 are expected to come from within the oil field immediately around the Cummins CWPF and will not drive on County Roads. Therefore, the number of potential water trucks coming to the site on County roads would be limited to 120. None of these 120 trucks will be new trucks on County roads, instead they will be water trucks that have been redirected to this site from other locations around Weld County. In addition, the 30 water trucks which currently travel from within the oil field immediately around the Cummins CWPF to other disposal facilities will be kept off of the County Roads because they will 3 just stop at the Cummins CWPF rather than pass by it on their way to other injection facilities as the currently do. Once the system of pipelines to the facility is in place (planned to be in place by 2015), it is estimated that the facility will meet full capacity through piped water alone. The only trucking of water that would occur after all pipelines are in place would be in emergency situations when pipelines are inoperable or when total water flow from the piped wells drops below the capacity of the facility. The attached traffic study addresses the proposed permanent additional traffic that will be generated by this site. Within a 24 hour period there will be three, 8-hour shifts and each shift will have up to 6 employees who will come and go to the site every day. There will also be up to 5 miscellaneous trucks travelling to the facility every day to pick up oil, deliver mail or packages, pick up trash , and perform maintenance at the site. The attached traffic study also addresses proposed haul routes to the site. g. Who will provide fire protection to the site. The property falls within the Galeton Fire Protection District. h. Water source on the property (both domestic and irrigation). There is no existing water source (domestic or irrigation) on the property. Noble Energy plans to have a restroom facility on the property when the site develops. Noble Energy will permit and install a commercial well on the site to meet their domestic water needs. 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 permanent restroom facilities in the office building on the property. Therefore, they will permit and install a septic system. In addition, on a temporary basis, Noble would like to have the ability to place portable toilets on the property to meet the needs of the truck drivers that are on site during the times when the water needs to be trucked to the site rather than piped. Portable toilets and bottled water will also be used during construction of the facility. j. If storage or warehousing is proposed, what type of items will be stored. No permanent storage or warehousing is proposed on this site. A temporary storage area has been proposed on the site. It would be used for the temporary storage of new piping or other equipment prior to it be installed in the ground or at the facility. 6. Explain the proposed landscaping for the site. Noble does not propose to add landscaping to the site beyond restoration of native vegetation where practical. This decision was reached for several reasons. First, there is no irrigation on the site to support landscaping. Second, this is a very remote area and there are no homes adjacent to this facility and so 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 facility occurs, the facilities 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. Off-site flows will be routed around the site. On-site flows will be conveyed to an on-site detention pond . The one-hundred year developed storm event will be released at the ten-year historic rate from the pond. For more details, please see the 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 infrastructure associated with the CWPF and construction is expected to commence upon approval of the amended USR for the facility. It is anticipated that pipes for transporting water to the facility will be constructed by 2015 before the proposed facility is ready to operate. Noble anticipates that they will construct the recycling portion of the facility once they have a recycled water distribution system designed to include the recycling 4 facility on this site; the design for this system is currently underway. As indicated above, no landscaping is proposed at this site. 10. Explain where storage and/or stockpiles of wastes will occur on this site. The only waste stored on site will be produced water prior to processing. 250, 000 bbl of produced water storage will be constructed on site. 11 . Please list an 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. Noble is not proposing any new off-site improvements at this time. Noble Energy will work with Weld County if it is determined that some improvements to the existing roads are necessary based on the impact of traffic from this facility. Construction of the on-site improvements associated with the facility is expected to commence in January 2015 and it will take approximately a year to build the facility. 5 Cummins Central Water 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 Galeton Fire Protection District. Once completed, the plan will be provided to Weld County's Office of Emergency Management. Cummins Central Water Processing Facility Waste Handling Plan 1 . All waste on site will either be taken to Waste Management or Waste Management Conservation Services Inc. (CSI). Waste Management will take care of typical waste generated onsite. CSI will take care of any solids/sediments accumulated in the tanks. The solids/sediments are removed with a vacuum truck, then hauled to CSI with a Waste Management manifest. The solids/sediments are stored in the tanks until removal. Waste Management North Weld Landfill 4000 WCR 25 Ault Co, 80610 866-482-6319 Waste Management - Conservation Services Inc. (CSI) 41800 E 88th Avenue Bennett, CO 80102 303-644-43.95 2. Sewage from portable restrooms will be taken off-site for disposal at: McDonald Farms Enterprises, Inc. 7247 East County Line Road Longmont, CO 80501 303-772-4577 3 . There will be two chemicals used on site. The first is EB 506. This chemical is a demulsifier that keeps the bacteria's out of the tanks. The second chemical used onsite is WT- 990. This chemical is a scale inhibitor for the well bore. There will be less than 50 gallons of each chemical onsite. Attached to this document is the MSDS for each chemical. 4. The applicants operations will be in accordance with the approved Waste Handling Plan. 5. All development standards will be adhered to. Cummins Central Water 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. Colorado Department of Public Health and Environment RECYCLING FACILITY INITIAL REGISTRATION FORM Section I Facility Information: Facility Name: Cummins Central Water Processing Facility Corporate Name (if different than above): Street Address: County: Weld City or Town: State: CO Zip Code: Mailing Address: 1625 Broadway, Suite 2200 City or Town: Denver State: CO Zip Code: 80202 Facility Contact Name: Boyd McMaster Telephone: 720-587-2318 Fax Number: 303-228-4280 Email Address: bmcmaster@nobleenergyinc.com Section II Owner Information (Complete if different than above): Owner's Name: Noble Energy, Inc. Owner Address: 1625 Broadway, Suite 2200 City or Town: Denver State: CO Zip Code: 80202 Telephone: 303-228-4000 Fax Number: 303-228-4280 Email Address: info@nobleenergyinc.com Section III 24-Hour Emergency Contact Information: Name: Noble Energy Emergency Contact Line Telephone: 970-304-5000 Fax Number: Email Address: Submitted by: Boyd McMaster Date: 8/18/14 INSTRUCTIONS Complete Sections I, II, and III. Send completed form to: Colorado Department of Public Health and Environment Solid Waste Unit Leader HMWMD-SW-B2 4300 Cherry Creek Dr. South Denver, CO 80246- 1530 If you have questions regarding this form, please contact Wolf Kray at 303-692-3337 or toll-free 1 -888- 569- 1831 ext. 3337. 2008 SHALLOW GROUNDWATER MONITORING PLAN CUMMINS CENTRAL WATER PROCESSING FACILITY WELD COUNTY, COLORADO Prepared for: Noble Energy 2115 117th Avenue Greeley, Colorado 80634 Prepared by: Tetra Tech 1900 S. Sunset Street, Suite 1 -E Longmont, Colorado 80501 Tetra Tech Job No. 133-35719-14011 August 2014 TETRA TECH TABLE OF CONTENTS Page 1 .0 INTRODUCTION 1 1 . 1 Background 1 1 .2 Project Description 1 2.0 MONITORING WELL INSTALLATION PROGRAM 1 2. 1 Well Installation 1 2.2 Well Development 2 3 .0 GROUNDWATER MONITORING PROGRAM 2 3 . 1 Groundwater Sampling 2 3 . 1 . 1 Sampling Procedures 3 3 . 1 .2 Sample Designation 3 3 . 1 .3 Sampling Equipment Handling Procedures 3 3 . 1 .4 Sample Handling Procedures 4 3.2 Laboratory Testing Methods 5 3 .3 Reporting 6 4.0 CREDITS 6 5.0 REFERENCES 7 List of Tables Table 1 Groundwater Sampling and Analysis Plan List of Figures Figure 1 Site Plan with Proposed Monitoring Wells Figure 2 Typical Monitoring Well Diagram List of Appendices Appendix A Groundwater Sampling Form Shallow Groundwater Monitoring Plan 1 August 2014 P:1357191133-35719-14011 tDocs Reports'iGroundwatcr Monitoring Plan.docx 1. 0 INTRODUCTION This report presents the proposed shallow groundwater monitoring plan for the proposed Cummins Central Water Processing Facility (Cummins CWPF) in Weld County, Colorado. The site is located in the Northeast Quarter of Section 10, Township 7, Range 64 West, of the 6th Principal Meridian. This plan covers shallow groundwater perched on top of and within weathered bedrock, if present. Colorado Water Watch, a joint program of the State Department of Natural Resources, Colorado State University, and Noble Energy, will monitor groundwater of the Laramie-Fox Hills Aquifer. The project site is shown on Figure 1 . 1.1 Background Noble Energy, Inc. is proposing to construct the Cummins CWPF approximately 11 miles east of Ault, in Weld County, Colorado. This facility will both recycle and inject produced water. Two injection wells are currently planned on the south part of the site. Produced water will be delivered to this facility via trucks and pipeline. The injection wells will be over 9,000 feet deep. A geotechnical investigation (CTL Thompson, 2012) did not encounter shallow groundwater in six borings drilled to depths of 25 to 30 feet. Weathered bedrock was encountered at depths ranging from at the surface to approximately 12 feet below existing ground. However, this groundwater monitoring plan has been developed to evaluate baseline shallow groundwater quality conditions around the proposed facility in case groundwater conditions develop at the site. The groundwater monitoring plan was developed based on conversations with the Weld County Department of Public Health and Environment (WCDPHE). 1.2 Project Description The groundwater monitoring plan encompasses work required to collect and analyze samples from shallow groundwater monitoring wells proposed for the Cummins CWPF. This groundwater monitoring plan outlines a drilling and well installation program to allow for the monitoring of shallow groundwater conditions above and/or within the weathered bedrock underlying the site. This monitoring plan also outlines the sampling and analytical analysis processes that will be required if shallow groundwater conditions develop onsite. 2. 0 MONITORING WELL INSTALLATION PROGRAM 2.1 Well Installation Three groundwater monitoring wells will be installed at the site. The monitoring wells will include one upgradient and two downgradient wells. The upgradient well will be installed approximately 140 feet northeast of the truck unloading area facility, and will monitor background water quality if groundwater develops. The two downgradient wells will be installed approximately 40 to 80 feet southwest of the produced and treated water storage tanks. The purpose of the downgradient wells will be to monitor for potential impacts to groundwater from the facility. The approximate locations of the proposed monitoring wells are shown on Figure 1 . Shallow Groundwater Monitoring Plan 1 August 2014 F:135719'133-35719-14011 tiDocs Reporis'¶GroundwaierMonitoring Plan docx Drilling for the well installation will be conducted utilizing a truck mounted drill rig and 41/4" inside diameter hollow-stem continuous flight augers. Total depths of the borings will be based on conditions encountered and will likely range from 10 to 20 feet below ground surface. Graphical logs of the material encountered in the monitoring well borings will be presented in a well completion report. All augers, sampling equipment, and downhole tools will be steam cleaned prior to the drilling of each well bore. Upon completion of the well bores, a 5 or 10-foot section of Schedule 40 PVC well screen will be attached below solid Schedule 40-PVC casing. The PVC will be placed from the bottom of the well bore to approximately 2.5 feet above existing grade. Grade 10-20 sand will be placed in the annulus to a level at least 2 feet above the top of the well screen. Bentonite chips will be used to backfill the remainder of the annulus to a depth of approximately 2 feet below grade. A lockable steel riser will be placed over the PVC. Grout will be placed in the upper 2 feet of the annulus, grouting the steel riser in place. The ground surface will slope away from the wells. A typical monitoring well representation can be found on Figure 2. Tetra Tech will complete Colorado Division of Water Resources Well Construction and Test Report Form GWS -31 and Monitoring/Observation Water Well Permit Application Form GWS- 46 for each monitoring well installed. Tetra Tech will submit form GWS-31 directly to the Office of the State Engineer (SEO). As the owner of the wells, Noble Energy will be required to sign and submit the GWS-46 forms. Monthly groundwater measurements will be made for a year or until groundwater develops in the well . If groundwater does not develop, measurements will be made quarterly thereafter. 2.2 Well Development After installation of the monitoring wells and if groundwater conditions are observed, based on the monthly water level measurements, the wells will be developed to facilitate the filter pack settlement around the annulus, and to remove any contaminates potentially introduced during the well installation process. Approximately 10 casing volumes will be purged from the well, if the volume of available groundwater allows it. The casing volumes will be removed by either bailing or pumping using clean disposable equipment for each well. 3. 0 GROUNDWATER MONITORING PROGRAM 3.1 Groundwater Sampling If groundwater develops, groundwater samples will be obtained on a quarterly basis. Prior to any sampling activities, inspection of the wells will be conducted. The inspection will include the following: Shallow Groundwater Monitoring Plan 2 August 20 14 P::~357191133-35719-140111DocsV Reports 1Groundwater Monitoring Plan.docx • The absence/presence of wellhead security shall be documented (i.e., missing lock, damaged steel riser, etc.). After inspection of each well, a minimum of three well casing volumes will be purged from the well if the volume of available groundwater allows it. This will provide for the collection of representative samples. Purging will be performed using a dedicated hand bailer or peristaltic pump with new or dedicated tubing. Low yielding wells shall be purged dry and sampled once water levels have recovered sufficiently to collect a sample. 3. 1. 1 Sampling Procedures Field and visual parameters including pH, specific conductance, color/appearance, turbidity, and odor will be conducted during the purging process. Chemical stability is indicated when successive measurements of pH differ by less than ± 0.2 standard units, and specific conductance and temperature differ by less than 10 percent. Multiple measurements may not be possible in low yielding wells. The field parameter data will be noted on the groundwater sampling form (Appendix A). The wells will be sampled immediately following purging activities. A complete set of samples, as specified in Table 1 , will be obtained from each well. Samples will be collected and preserved in laboratory supplied containers according to the sampling protocol listed in Table 1 . 3. 1. 2 Sample Designation Groundwater sampling designation will identify the organization sampling the well, the well number, type of sample, and date of sample. TT-CCWPFMW01 - 101514 The first field identifies the company conducting the sampling (e.g. TT refers to Tetra Tech). The second field identifies the well sampled (CWPFMW01 refers to Central Water Processing Facility Monitoring Well # 1 ), and the third contains the date in a month-day-year format that the sample was obtained. 3. 1. 3 Sampling Equipment Handling Procedures Dedicated and/or new sampling equipment consisting of peristaltic pump tubing and/or hand bailers will be used and dedicated to each well. Personnel involved in sampling equipment preparation, sample collection, and sample processing will wear nitrile gloves (or equivalent) for personal protection and to minimize the opportunity for sample contamination. A new, clean pair will be worn at each well. Shallow Groundwater Monitoring Plan 3 August 2014 P:t357191133-35719-1 40111DocstReportsSGroundwater Monitoring Plan.docx 3. 1. 4 Sample Handling Procedures Sampling procedures will be conducted in a manner which assures that samples and field data are representative, and that resultant data can be duplicated for subsequent data analysis. The protocols are outlined below. All samples will be placed in a new sample container obtained from a designated analytical laboratory. The laboratory will have "pre-charged" the sample containers with preservatives (e.g. HCl), as specified in Table 1 . The sample containers will be labeled in the field with the following information: • Company name (e.g. Tetra Tech) • Sample identification (see Section 3 . 1 .2) • Sample date and time • Preservative type (e.g. HCl) All samples transmitted to the designated analytical laboratory will be accompanied by a Chain- of-Custody record. The following information will be supplied in the indicated spaces to complete the record: • Shipping method and tracking number • Signatures of individuals relinquishing possession of the samples • Sample number • The sample matrix • Sampling personnel and company • Sample type • Sample analysis or analyses to be performed • Sample identification • Sample date and time • Remarks, as needed Individual field sampling team members shall be responsible for the care and custody of samples they collect until the samples are properly transferred to the next authorized person or laboratory. Each time responsibility of a sample changes, the new custodian will sign, date, and note the time that the change occurred on the Chain-of-Custody record. Upon collection, the samples will be placed in a pre-cooled ice-filled cooler for storage and transportation to the designated laboratory. Chain-of-Custody record forms will be placed in a clean plastic bag (e.g. Ziploc bag), sealed, and placed in the shipping cooler. One copy of the Chain-of-Custody will be retained by the field team. Upon delivery of the shipping coolers to the laboratory, the laboratory check in custodian will evaluate the condition of the cooler. The cooler will be opened and the Chain-of-Custody records retrieved and signed. The custodian will then document the physical condition of the shipping cooler and sample containers contained within, record the temperature of the samples, and measure the pH of the preserved samples. Any problems such as lack of sufficient Shallow Groundwater Monitoring Plan 4 August 2014 P:1357191133-357/9-140111Docs Reports lGro undwater Monitoring Plan.docx preservative, improper cooler temperature, expired holding times, etc. will be noted. Problems noted (if any) will be reported in the final analytical report. 3.2 Laboratory Testing Methods The groundwater samples will be analyzed for each of the constituents listed in Table 1 utilizing the methodology specified. Table 1 . Groundwater Sampling & Analysis Program Item Reporting Container/ Field Laboratory Holding Limit Preservative Constituent Method Method Time (Days) (mg/L) Field pH Unfiltered Field N/A N/A parameters measured in field Specific Unfiltered Field N/A N/A Conductance 2 x 1000 mL Chloride Unfiltered plastic, non- EPA 300. 1 28 1 preserved Sulfate Unfiltered 1 BTEX Compounds 3 x 45 mL Benzene Unfiltered 0.001 VOA vial, Toluene Unfiltered 0.001 Hydrochloric Ethylbenzene Unfiltered SW846 8260B 14 0.001 acid Xylenes (o- Preservedl xylene, Unfiltered 0.003 m- + p-xylene, total xylene) NOTES: 'I3TEX samples must be acidified to a pH less that 2 with concentrated hydrochloric acid (1=1 ) with pH verified in the laboratory or filed per CDPHE's Groundwater VOC Sample Preservation Policy (CI)PI lh;, 1998). Shallow Groundwater Monitoring Plan 5 August 2014 P•t35719S 133-35719-110)1',Docs Uleports',Grvundwater Manflormg Plan.docx 3.3 Reporting A report summarizing the analytical results provided by the designated laboratory will be provided. A discussion and interpretation of the results will be included. The following data will be included: • Well Identification • Sample date and time • Sample type • Analyte • Analytical results • Units of measurement • Qualifiers • Analytical Method • Method detection limit • Analytical date and time Tetra Tech will prepare a report for review by Noble Energy and transmittal to the WCDPHE. The report will include sampling procedures, groundwater levels, potentiometric, and analytical results. A discussion of the results and trends and potential impacts to groundwater will also be reported. Inorganic results will be compared to the Colorado Oil and Gas Conservation Commission (COGCC) standard of 1 .25 times the background concentration. Detected organic concentrations will be compared to the Colorado Department of Public and Environment, Water Quality Control Commission (CDPHE-WQCC) standards. 4.0 CREDITS This report was prepared by Gary Linden, P.G. Prepared by: / Gar Linden, P.G. Project Manager Shallow Groundwater Monitoring Plan 6 August 2014 P: 35719t133-35719-1,101 Reportslrroundwater Monitoring Plan docx 5.0 REFERENCES Colorado Department of Public Health and Environment, Water Quality Control Commission, 2013, The Basic Standards for Groundwater. Colorado Oil and Gas Conservation Commission, 2014, Table 910- 1 Concentration Levels. CTL Thompson, 2012, "Geotechnical Investigation Cumming Field Injection Facility, Southwest of WCR -- 84 and WCR — 57, Weld County, Colorado ", Project No. FC05899- 125, July 9, 2012. 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I • I 1 I 1 _ 1 y . 0 T U I S I < IMAM ArMnOU DWI Ta11Mp11M)1101 a7+.vbr Par ln.,w:»'.I;,Mt1Init ne,na a sem),t,woe.4 =TTE LOCKABLE STEEL RISER (AT GRADE SURFACE COMPLETION 2' MAY BE REQUIRED IN PAVED OR in PARKING AREAS) s 'v 2% SLOPE AWAY FROM WELL N CONCRETE 2" SCH 40 PVC W U Q cc w °° W C 0 0° w Cl) Q o O U) TOP OF SAND VARIES 2 J O Z N O 1-- p - 10-20 SAND TOP OF SCREEN VARIES cn — F- cC O — a W — — 2" SCH. 40 PVC (10 SLOT) U �O O O h Cn - o - v rn _ in in M NOTE: DEPTHS VARY BOTTOM DEPTH OF MONITORING WELL VARIES �-- � SUMP PLUG BASED ON FIELD rn CONDITIONS. 8" r, NOT TO SCALE 0 0 a NOBLE ENERGY Project No.: 133-35719-14011 II' TETRA TECH CUMMINS CENTRAL WATER PROCESSING FACILITY Date: AUG 2014 N Designed By: GL www.tetratech corn TYPICAL MONITORING WELL CONSTRUCTION 1900S SUNSET STREET, SUITE 1-E FIGURE 2 0 co LONGMONT, CO 80501 t PHONE: (303) 772-5282 FAX: (303) 772-7039 Ymma Bar Measures 1 inch APPENDIX A GROUNDWATER SAMPLING FORM GROUNDWATER SAMPLING RECORD ISAMPLE No. Project No: Location: Page of Date: Weather Conditions: Personnel: Comments: INSTRUMENTS USED Instrument Manufacturer/Model Serial No. Calibration Water Level Probe pH Meter Std: 4 7 10 @ °C Reading Slope: pH Meter Std: 4 7 10 @ °C Reading Specific Conductance Meter Std: uS @ 25 °C Reading Specific Conductance Meter Std: uS @ 25 °C Reading Temperature Other: Filtration Single Sample 0.45 micron in-line high capacity disposable filter. WELL PURGING INFORMATION Casing Diameter(inches): Borehole Diameter (inches): Screened Interval (ft BGL): Depth to Water (ft below MP): Total Depth (ft): Casing Volume (gal): (gal/ft: 1.5" = 0.09: 2" = 0.16: 3" = 0.37: 4" = 0.65) Purging Method: Comments: Monitoring point (MP) is the top of the PVC well casing. Depth to Specific Date/ Vol. Purged Water Conductance Temp Appearance Time (gal) (feel below MP) pH (us© 25 deg Cl (deg C) (color, sediment, etc.) Comments • Cummulative Volume Purged: (gallons) (casing vol) WELL SAMPLING INFORMATION Sampling Equipment: Comments: SAMPLING MEASUREMENTS: Depth to Depth Specific Other Other Date/ Water Sampled Conductance Temp Time (feet below MP) (feet below MP) pH (us @)25 deg C) (deg C) Comments • SAMPLE HANDLING: Date/ Aliquots Filtered Preserved Time Volume (ml) Bottle Composition Quantity (YIN) (type) Comments Field QA/QC Samples Collected (type, Sample No.): Equipment Decontamination: Waste Disposal: Signature of Field Personnel: TETRA TECH Longmont, CO (303) 772-5282 P:1357191133-35719-140111Docs\Reports\GW Monitoring plan\GW_Sample FINAL DRAINAGE REPORT CUMMINS CENTRAL WATER PROCESSING FACILITY WELD COUNTY , COLORADO Prepared,for: Noble Energy 2115 117th Avenue Greeley, Colorado 80634 Prepared by: TETRA TECH 1900 South Sunset, Suite 1 -E Longmont, Colorado 80501 Tetra Tech Job No. 133-35719- 14011 August 2014 ft TETRA TECH ENGINEER'S CERTIFICATION I hereby certify that this report for the final drainage design of the Cummins Central Water Processing Facility was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County Engineering and Construction Cr ' eria for the owners thereof 1#csi�,1/4 ...., ;,..,�pOO Iice,' 1_.....•...,,,,s."„.. . 4. , . -.1 A. 6.,,.1e) Is, N,• k s , i' 4189 Z /I ,� -° 'Si •. \°� . • •mss 03 II reo.."••••• liar k‘\ 8/QNA1. its-_ Jeffrey A. Butson, P.E., CFM Licensed Professional Engineer State of Colorado No. 41891 TABLE OF CONTENTS Page 1 .0 INTRODUCTION 2.0 GENERAL LOCATION AND DESCRIPTION 3.0 DRAINAGE BASINS AND SUBBASINS 1 3 . 1 Major Basin Description 1 3 .2 Historic Drainage Patterns 2 3 .3 Off-site Drainage Patterns 3 4.0 DRAINAGE DESIGN CRITERIA 3 5.0 DRAINAGE FACILITY DESIGN 6 5 . 1 General Concept 6 5 .2 Onsite Drainage 6 5 .3 Off-site Drainage 9 6.0 CONCLUSIONS 9 7.0 REFERENCES 10 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 : Conveyance Summary Appendix C-4: Detention Pond Calculations Appendix C-5: 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 identify and define final design information for storm drainage facilities for the Cummins Central Water Processing Facility. The contents of this report are prepared, at a minimum, in accordance with Weld County Criteria for a Use by Special Review (USR) Final Drainage Report. This report examines the undeveloped flow patterns of off-site and on-site drainage basins and proposed stormwater facilities to maintain the controlled release at the 10-year historic rate for the developed 100-year storm event. Z0 GENERAL LOCATION AND DESCRIPTION The Cummins Field site is located on an approximately 28 acre parcel approximately 11 miles east of Ault, Colorado in the Northeast Quarter of Section 10, Township 7 North, Range 64 West of the 6th P.M., Weld County, Colorado. While no county roads are constructed adjacent to the property, the site is bound by right-of-way for WCR 84 to the north and by right-of-way for WCR 57 to the east. Additionally, several other oil and gas facilities are located in the area; however, no surrounding developments exist around the site. No notable major water resource or irrigation facilities exist adjacent to the site. A vicinity map has been provided in Appendix A. Noble Energy is proposing to construct a central water processing facility to be operated by a third party operator. The Cummins Central Water Processing Facility will include a produced water injection facility, as well as a water recycling operation. The facility will include the construction of an additional injection well, several buildings, storage tanks, processing tanks, access drives, and buried utilities. The facility allows produced water from oil and gas operations in the Cummins Field area to be brought into the facility via local pipelines or truck. Produced water will either be injected via well or recycled for reuse in other operations. The water recycling operation will include settling tanks and storage for both untreated and treated produced water. Upon approval of the USR, it is proposed to use the existing injection and construct a temporary unloading facility. The unloading facility will use the existing road and modify the existing well pad to accommodate operations. Temporary operations in this location are expected to be for one year. As discussed with Weld County personnel, the temporary use will not require any detention/retention facilities. A well pad and access road currently exist on the site. The existing ground cover consists of natural grasses and vegetation. According to the July 9, 2012 geotechnical investigation report, no groundwater was found to a depth of approximately 30 feet. 3. 0 DRAINAGE BASINS AND SUBBASINS 3.1 Major jor Basin Description The site is located outside any applicable Weld County or adjacent Master Drainage Plans. The project site is the future location of the Galeton Reservoir, to be built as part of the Northern Final Drainage Report 1 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc Colorado Conservancy District's Northern Integrated Supply Project (NISP). It is assumed that the facility operations will conclude prior to the construction of the reservoir. Drainage generally flows to the southwest into an unnamed natural drainage that flows off-site toward the southeast. According to the Soil Survey of Weld County, Colorado, Northern Part, the site soils belong mainly (-85%) to Hydraulic Soil Group (HSG) C; however HSG B soils also exist on the site. Renohill fine sandy loam and Manzanola clay loam are the predominant soil types on the site. Generally, slopes remain between 0 and 6 percent. The geotechnical report shows that silty sands exist to a depth of 12 feet on the project site, confirming the use of HSG B for onsite runoff analyses. A detailed soils report has been provided in Appendix B-1 . Weld County Road 84 right-of-way runs adjacent to the property to the north and Weld County Road 57 right-of-way to the east. There are existing privately maintained roads within the rights- of-way. No substantial ditches have been built along the roadways to intercept off-site drainage, and no irrigation ditches exist within 200 feet of the site. Other than several oil and gas wells, the location around the site is largely undeveloped, with sparse vegetation. The property does not lie within a FEMA 100-year floodplain, as shown in Appendix A. 3.2 Historic Drainage Patterns In the historic condition, the site is divided into two sub-basins, Basin A and Basin B. Basin A is located on the westerly portion of the parcel, with drainage flowing from northwesterly to southeasterly to point of analysis (POA) A. Basin B is located on the east side of the parcel and has a drainage flow path from northeasterly to southwesterly to POA B. A Historic Drainage Plan (Sheet 1) is provided in the back pocket of this report. While separated for the historic drainage analysis, the release rates for detention assume that POA A and POA B discharge to the same location. Both points of analysis do drain to the same drainageway south of the property line. In addition, the Historic runoff coefficients are calculated based on the soil types described in the NRCS soils report. The site rainfall depth information was obtained using the Rainfall Depth- Duration-Frequency charts provided by the Urban Storm Drainage Criteria Manual, Volume 1, Ch. 4. Using the obtained rainfall depth information and soil map, basin runoff peak flows for the 10-year storm event are shown in Table 1 below: Table 1 : Historic Runoff Summary Basin Area Peak Flow Peak Flow Corresponding ID (acres) 10 Year (cfs) 100 Year (cfs) POA A 296.22 46.00 141 .30 A B 104. 17 26.89 90.37 B Detailed historic drainage calculations are provided in Appendix B-3 . Final Drainage Report 2 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc 3.3 Off-site Drainage Patterns Off-site flows are conveyed around the site, and are subdivided into two main basins, Basins O- land O-2. Basin O- 1 flows from the north and west, and is subdivided into four smaller sub- basins, O-1a, O- lb, O- 1c, and O- 1d. The basin subdivisions O-lb and O1 -c are for the sizing of the channels and culvert along the north side of the property. Basin O-1d was subdivided to separately analyze the area with the existing well pad and facilities. A HEC-HMS model was prepared for O-1 , which consists of all the O-1 subbasins. Initial calculations for the subdivided basins produced negative allowable detention release rates due to the use of HEC-HMS and rational method calculations. By combining all O-1 subbasins into HEC-HMS analysis, a positive allowable detention release rate was obtained. Basin O- 1 consists of HSG B and C soils, consisting predominantly of Olney fine sandy loam (0 to 6 percent) and Platner loam (0 to 3 percent). HEC-HMS model has been used to determine stormwater runoff discharges for basin O-la and O-2. Basin O-2 flows from the northeast to the southwest, consisting mainly of Renoh ill fine sandy loam (HSG C) at slightly steeper slopes (6 to 9 percent). Detailed off-site drainage calculations have been provided in Appendix B-4 and an Off-site Drainage plan (Sheet 2) is provided in the back pocket of this report. Existing off-site runoff coefficients and peak flows for the 100-yr storm event are shown in Table 2 below: Table 2: Off-site Runoff Summary Basin Area Peak Flow Peak Flow ID (acres) 10 Year (cfs) 100 Year (cfs) O- 1a* 293.52 45 .70 140.40 O- lb 16.72 4. 81 16. 18 O- 1c 18.73 5 .51 18.34 O- 1 d 8. 17 4.63 15.30 O-2 95. 19 24.56 82.73 *Reported flows are from HEC-HMS Analysis; Flows are for combined watersheds for O-1a, O-lb, O-1c, & 0-1d 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. Final Drainage Report 3 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc Rainfall Data: Data for the 6-hour and 24-hour stoiiii 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 Historic Basin B, all the on-site basins and off-site basins O- 1 b, O-1c, O-1d, O-2a, and O-2, the Rational Method was used for the stormwater runoff calculations. For Historic Drainage Basin A and Off-site Drainage Basin O- 1a, 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: Drainage channels are proposed along the north and east side of the project site to route off-site flows along the north and east sides of the site. The channels are sized for the 100-year storm event 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. Turf reinforcement mat (TRM) or riprap will be utilized in all drainage ditches in on the project site. Due to perceived fire hazards from vegetation, most areas on the site will be unvegetated. In order to prevent erosion of bare soil, TRM will be utilized. 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. The detention pond will detain the 100-year developed storm event from all the onsite drainage basins, with the exception of the secondary containment area, and will be configured to release no more than the 10-year historic flow at the points of analysis in accordance with Weld County criteria. The flow is restricted by the use of an orifice plate. 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 the Final Drainage Report 4 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc detention pond. The detention pond contains a concrete outlet structure with a water quality orifice plate. The water quality orifice plate will be perforated to allow passing of baseflows while detaining the WQCV. Additionally, a galvanized closed mesh grate will be installed over the outlet structure to mitigate clogging. A 12-inch PVC pipe with a restrictor plate will be used for the outlet pipe. An emergency spillway, in the form of a trapezoidal weir, is proposed to convey the 100-year flow rate at a 6-inch depth. The invert of the emergency spillway is equal to the 100-year water surface elevation. Detention will be used only for areas that are developed as a result of the project. The existing well pad and structures are considered pre-project and will not be accounted for in detention calculations. Previous analyses have showed that inclusion of the pre-project structures also generate negative allowable detention release rates. 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. The site's developed runoff flows are designed to go through the water quality feature located in the detention pond. Per Urban Drainage Standards, 120% of the water quality volume will be provided for the site. The proposed water quality volume drain time is 40-hours. A plate with water quality perforations is proposed as a water quality orifice for the pond. Typically, Weld County allows the WQCV to be included within the 100-yr detention pond volume. Detailed WQCV Calculations have been provided in Appendix C-5. Secondary Containment: Secondary containment will be provided in three locations: 4 Oil and Skim tanks at the truck unloading facility. 4 Storages tanks. 4 Temporary unloading facility. Design for each secondary containment system has not yet been finalized. It is our understanding that secondary containment for each location shall include sufficient volume to store 110% of the largest tank volume and the 25-year, 24-hour storm. Rainfall data shows that the total depth of rainfall for the 25-year, 24-hour storm is 3 .33 inches. Areas that drain within secondary containment are not considered in runoff calculations. Standard operating procedure is to trap all water and perform lab testing prior to release. Because of the time required for testing, it is assumed that all clean runoff will be released after the detention pond is emptied. Final Drainage Report 5 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc 5. 0 DRAINAGE FACILITY DESIGN 5.1 General Concept The western portion of the property will not be developed, no runoff will be detained, and stormwater from Basin O-la will flow as it currently does and released at POA A. Basins O- lb and O- 1c will be intercepted by a channel that will convey the runoff west to the drainageway in the center of the property. Basins O- la and O- 1d will be undisturbed and drain in the same manner as pre-project conditions. Basin O-2 will be intercepted by a channel and discharged at POA B. The main portion of the project site will be detained in a pond located near the southern property line. Flows from the site will be channelized to drain to the pond. The detention pond release rate was considered to be the sum of the allowable release rates from POA A and POA B due to the proximity of each point of analysis. Basins B10, B20, B30, B50, and B60 will drain to the detention pond. Basin B40 is entirely within the tank secondary containment area and is not considered in detention calculations. The points of analysis have been analyzed to ensure the combined release of the 100-year for the developed condition at each POA does not exceed the 10-year historic rate. The table below summarizes the maximum allowable outflow for each point of analysis. Table 3 : Runoff Summary POA 10-Year Discharge Flow (cfs) A Historic basin A 46.00 A Basin O-1 45.70 A Maximum Allowable Discharge 0.30 B Historic basin B 26.89 B Basin O-2 24.56 B Maximum Allowable Discharge 2.32 Pond Maximum Discharge (Sum of allowable from A and B) 2.62 5.2 On site Drainage Historic Condition Historic runoff peak flows for the 10-year stoiui event have been provided in Table 1 . Detailed developed drainage calculations have been provided in Appendix C-5 . Final Drainage Report 6 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc Developed Condition Basin A is an undeveloped basin and will release the same historic flows to POA A. Basin B10 contains the water recycling facility, the MCC, and gravel access roads. Channel 10 collects runoff from the basin and conveys it to Channel 50. Basin B20 contains the office, oil and skim tanks, the truck unloading facility, and gravels access roads. Oil and skim tanks are contained within secondary containment and were not considered in runoff calculations. The area within secondary containment was deducted from the total area of the watershed. Channel 20 collects runoff from the basin and conveys it to Channel 50. Basin B30 contains a gravel access road. Channel 30 collects runoff from the basin and conveys it to Culvert 50 and the detention pond. Basin B40 contains storage tanks and is entirely within secondary containment. Runoff from this basin is not considered in drainage calculations. Clean water will be released into Channel 50. Basin B50 contains a gravel access road. Channel 50 collects runoff from the basin and conveys it to Culvert 50 and the detention pond. Basin B60 contains the detention pond and a gravel access road. Runoff is collected directly into the detention pond. Detailed developed drainage calculations have been provided in Appendix B-5. For reference of all developed basins and drainage conveyances, a Developed Drainage Plan (Sheet 3) has been provided in the back pocket of this report. Table 4 shows each basin in the developed condition. Table 4: Onsite 100-Year Runoff Summary Basin ID Area Runoff Coef'f, C Peak Flow (acres) 100 Year 100 Year (cfs) B10 0.45 0.49 1 .69 B20 1 .8 0.51 6.53 B20 Secondary Containment* 0.36 B30 1 .04 0.56 4.00 B40* 4.58 B50 0.92 0.52 3 .49 B60 1 .38 0.52 5 .34 *No calculations prepared. Area is entirely within secondary containment and wi I ] not be released with other runoff Final Drainage Report 7 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc Drainage Channels Several drainage channels are proposed on the site to convey site drainage. Detailed calculations for each channel are presented in Appendix C-2. Channels will be lined with TRM to resist erosion. The selected TRM shall be sufficient to resist the calculated velocities and shears presented in the detailed calculations. All channels are designed to have a minimum freeboard of one foot. Culverts Several Reinforced Concrete Pipe (RCP) culverts are proposed on the site to convey site drainage. The detention pond outlet pipe will be a 12" PVC. Table 5 is a summary of the site culverts. Detailed culvert calculations have been provided in Appendix C-1. Table 5: Culvert Summary Pipe Culvert ID Diameter (in) O- l c 24.00 10 18 .00 50 24 Detention Facility As previously mentioned, the detention pond will collect the 100-year developed flows and release through a concrete outlet structure so as to not exceed the total 10-year historic rate at POA A and B. Detailed detention pond calculations have been provided in Appendix C-4 A summary of the required storage for the detention pond, including WQCV, is listed in Table 9. The total required volume added with the water quality volume is the total detention pond storage. The WQCV calculations have been provided in Appendix C-5. Table 6: Detention Pond Storage Summary Detention Pond Storage Summary Water Quality Capture Volume (ac ft) 0.092 Required Detention Volume (ac ft) 1 .4849 Total Detention Volume (ac-ft) 2.33 Release Rate (cfs) 2.62 Final Drainage Report 8 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc 5.3 Off-site Drainage All off-site drainage will be routed around the site in drainage channels and culverts. Basin O1 a contributes to the most western part of the natural depression and releases off-site as it historically drains, and downstream of all access drives and culverts. Basins 0lb and O 1 c will be intercepted from flowing through the site by a channel flowing west along the northern property line and conveyed to the natural drainage path to the west of the site. Basin O2 will be intercepted from flowing through the site by a channel along the eastern property line and conveyed south off of the property. All the drainage channels are sized to convey the 100-yr flow for the respective on-site basins and historic 100-year off-site flow. In order to mitigate downstream erosion, TRM material will be installed on all proposed drainage channels. Channel sizing calculations have taken this into account and have been provided in Appendix C-2. A summary of the Off-site 100-year Runoff Summary is listed in Table 2. Detailed off-site calculations are provided in Appendix B-4. 6. 0 CONCLUSIONS This report was prepared in compliance with the Weld County Code and the Weld County Engineering and Construction Criteria, April 2012. In conclusion, the drainage system for Cummins Field Water Injection facility will detain the developed 100-year runoff, and release from the site at the historic 10-year rate, thus the drainage will not adversely affect the existing drainage patterns of the site and areas surrounding the site. Final Drainage Report 9 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc 7. 0 REFERENCES 1 . Geotechnical Investigation Cummins Field Injection Facility. CTL Thompson, Inc. July 9, 2012. 2. Northern Water. NISP Overview, Accessed February 2012. http://www.northernwater.org/WaterProjects/NISP.aspx 3 . 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. 4. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual, Volume 1-3, June 2001 . 5. Weld County Code. Weld County, Colorado, September 6, 2008 . 6. Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3. Weld County Public Works Department, October 2006. 7. NOAA Atlas 2, Precipitation-Frequency Atlas of the Western United States, Volume III-Colorado. U.S. Department of Commerce, 1973 . 8. Guo, James, Phd, P.E. and Ben Urbonas, P. E., D.WRD. Consistency Between CUHP and Rational Methods. August 4, 2008 . Accessed via Urban Drainage Flood Control District website: http://www.udfcd.org/downloads/pdf/tech_papers/Revisions%20to%o20CUHP%20an d%20Rational%20Method%202008.pdf Final Drainage Report 10 August 2014 Cummins Central Water Processing Facility P:1357191133-35719-140111Docs\Reports\Drainge Report'Final Drainage Report_Cummins.doc APPENDIX A - MAPPING r ___ , ,N.) .,„ _ „ / ) �l / 2)1 , ' 6. , , r)ili ) ' .\ S I TE:\ Na.,. Ire-�� -485'7-91M-I') /- - . ‘ ti �� 1 1 �' '5 > I } _ _". ys, , \ 9 c n (x-- ,,.--, \ c ri, \----- ....., .., ........, i ,,,,\, , ci:„. ,,\,.„ 1 \ ) .\, _____. , ,-. ( . \ ., .., . .. . \\•:•;\ \ ( __29 / ,, \ V / ) i , \N------ O i \ / /1, L � \ 0) S c f\,,,to ._____ ____ _,\; \ \ \ \% :11\1 \: \-‘k \\ 1 2 1). (:) <1.71)\--\\• 1—: C"):C:C I t ‘ _ — • I r ., ii\s\../it ( C3 C , C.. I .4 27 ,\ \\\ -- Y :. s\ ) ‘-'74----) 1 '1/4"-•,,s N\ VI:,'2::i'iti \,\„..) ,C443743 `--1- N\ 1 1 1\sir \ ---....,,,,,, \ \ VI 7-1 _ 7-" -\_ _I . , \ ‘ •.\> .. ? ‘74- __7__r_.4_t._ _ \-4835 ---,__ 4928 1 \ tea-, \ ) \ ii-N\ 1 �� /< ______v. . . (U I l' ' G ti , ---- C\ % f •� Z- \ .___,/- \ _-- ) „.7.\.._„ ...., \ V rN.,) ,____, „.. . ) i... uj \ \ i .;:.: \. w .,, \ , 1 „,..,_,... \ \ Ni::',.* ),\.., E CN..-- ---N ( f A ,-,„ % I ) R i (-) \ i ,.._i \ / ‘... kazp • \ i L-() r,, \ , , , c-, c ) L 'c ,,. ... , i) \._,) / N,......7-\\ 1 -N. \ \ \ e___„.:.,....._„,, . .::.•: I W 6ck731) 491.5--.) GP,.. 4 \\,....--- ---,,\ \\ \ \ \_. _, L>i -----N -- 1 CeN , ( c.‘-' K‘'H ) C \< % O \ ( \ ) % ) V.Th \ 1 . 'N---.-1 \ 1 N \ I \ 1 0 \N) \I) / ( iTh\. j I CC c\ (O \ Cr-as} e ) \ ir \ \.\ 0 .e..; '.‘.' .: ts„ % / \ \ -) \ \ s\ 65 \] y H --- / \ _ -5. `v ..i \ :)._. ._c_ j;a82— cn �.� 1 * / (\ \ - 4411 (1 LK ) U , \`,\ 1 ( V`9 1`~ . \ ."‘ssi ` I \ o I / I ---� . J n .-4R7T\ �"' �s� - l in �, �. _� rte, \ ch \ C ) \ i c U l\ `\ M •-� , . I \ 1/1hC R T8 1F73 ` 0 1000' 2000' Si y. , . 5 to.. . ��% \P. —' —_�' ► -. / co 2 \•.l I ` I 1 I SCALE: 1" = 2000' cif � / a `, J _ 1 / I 1 i L NOBLE ENERGY Project No.: 133-35719-12001 ai .°O 0 TETRA TECH CUMMINS FIELD WATER INJECTION WELL Date: 2-10-12 .. Designed By JJA www.tetratech.com VICINITY MAP Exhibit T 0 1900 S. SUNSET ST., STE 1-F o oN � LONGMONT, CO 80501 U N 303.772.5282 / Bar Measures 1 inch Cl. f N V IF3i1 = 3f i �il iii i� I: 1 i i a go go IA W a a ` e _ § F I "slim! f a —ee`.a [ f _ _ O i • - � a a 1 r !i . p �' fi J Ja 1 — 0 0 z i •• 1 sid ttt i ,7 �. E :hi c �� ! - Q Wa O N "` Y. � p ill j�El 3 [if in;i1 it ii :HI y 3• a s ... >I n# i e ill .0 x " $ t iii i I-I t..i; ell i i Ii t IV 11 el I i g RE I +a ii I Q a Y I r I' ItS 1ta f j . 3 a S . f : tF + c t t !l in fill i E47nti F^ f ,aa I) '3 ( : w is a• Ph* a- :i S" + 9 `i Ili r q' C•S I c z A W W ft I• U Wi fn it a} ai taila�of $�t sf 'si all `F ftf i I 7 3 $FII i .IIssStilli!. fiilia$ I 'siIA ail: $ I; sq IC ill tin 1 # 1 • 1 ; 3 > .•> ItM :1 of a __ _ t =��\ \. _— rr— II T 11 — W \\ II II iI J\ II__ I I /// I I i to I N M I I //�� " II Iit II / IL_ J: 11� , -- -- -- i II H . 1n2 N rn N — Q II II 7 II ..II I� / II IL Is k. I— j j7 ~ II cn II / II // 7 M I I N II o lo IN c9 I N11 �7 ` _ I I /�r 1 i t —1I / r II II '/ II I --7I� J% 74I I I :-- - tl ---7 I I N in I �// I m to n c., r II c I /%� II o ' z / III / tea Iii ( I iv' (.2 '" I I a_, p„, -.:� � -o =_ _�___ - I r - —I I==== \\1 y �� z I - II w z II a. i I II I N CI I N. N//il I M NNI 11 IN ci 1. 11 -- tes II)L_______:/t ..... ... ), y ill, J x: O / .... M 4, a, � I Mo9a E II MS98 I X z ea n I.- IcaI e H i� 40 M sel N M -\ it = N 7-6-214 APPENDIX B - HYDROLOGY COMPUTATIONS APPENDIX B - 1 SOILS REPORT USDA UniteGStates A proGict ol the NationaO & • REM HVRXIFH a Department ol CooperatiYe SoiC'SurYey, Agricu®re a Mint ellort ol the UniteG 5 HSRU RU 4 States Department of \ * CSAgricuare anGother ARXCIAl FeCeraCgencies, State ' NaturaO agencies incQdng the & RORIEIGREI Resources AgricucraCE[ periment ILQ ConserYation Stations, anGOcaO SerYice participants 3 DUN 2 II AI °/ DVLQ 6 RIO 1! rrior II II / 111.11111 ti� I — I I II .1 alli % . 1 , , . I\ \ I 'lib' '' I,‘ VI CO �, 11 ill � .yy 7� 4 1 a 1 it III , 1 �I U0 y n 2249ft January 25, 2012 31J-IDFH SoiaurYeys contain inlormation that allects anGuse panning in surYey areas. They highQht soiC nitations that allect Yarious anGuses anGproYiCe inlormation aEout the properties ol the soi® in the surYey areas. SoiaurYeys are C esigneG for many Gllerent users, incOGng larmers, ranchers, loresters, agronomists, urFan panners, community ollicia®, engineers, GeYe®pers, EuiCCEers, anG home Euyers. A®o, conserYationists, teachers, stuGents, anGspeciaats in recreation , waste GsposaQ anGpo©tion controQ an use the surYeys to he@ them unaerstanQ protect, or enhance the enYironment. Various anGuse reguations ol Fe1eraQState, anG ®cac oYernments may impose speciaGestrictions on anGuse or anGtreatment. SoiaurYeys soiCbroperties that are useGin maNng Yarious anGuse or anGtreatment ftcisions. The inlormation is inten1eGto he@ the anGusers iientily anGreG ce the effects ol soiOl nitations on Yarious anGuses. The anG wner or user is responsiE® for icentilying anGcompQing with e[ isting aws anGreguations. Afhough soiaurYey inlormation can Ee useGlor generaQarm , ®caQanGwiGer area panning , onsite inYestigation is nee 1Gto supp@ment this inlormation in some cases. E[ amp@s incQGe soioTua@y assessments http://soi®. usa .goY/sTi/ anGcertain conserYation anGengineering appaations. For more Getai@Ginlormation , contact your ®caCUSDA SerYice Center http://ollices.sc.egoY.usa.goY/®cator/app" agency=nresEor your NRCS State SoicScientist http://soi®.us 1.goY/contact/ stateBollices/r. Great Gllerences in soi4iroperties can occur within short Gstances. Some soi® are seasonaq wet or suEMct to I®oGng . Some are too unstaF® to Ee useGas a Ioun 1tion for Euialings or roaa. Cayey or wet soi® are poorCQ suiteGto use as septic tanNaEsorption Ilea. A high water taF® maNbs a soiCioorQ suiteGto Easements or un1ergrounGinstaeitions. The NationaC)CooperatiYe SoicSurYey is a Mint ellort of the UniteGStates Department ol Agricu bre anGother FearaCegencies, State agencies inc®Gng the Agricu®araO E[ periment Stations, anG ®caThgencies. The NaturaCResources ConserYation SerYce NRCS has @aaership for the FeC1raCpart o1 the NationacCooperatiYe SoiO SurYey. Information aEout soi® is up 1teGperioGcaq. UpCateGinlormation is aYaiaE@ through the NRCS SoiCData Mart WeE site or the NRCS WeE SoiCSurYey. The SoiO Data Mart is the Cata storage site for the olliciaaoiaurYey inlormation . The U .S. Department ol Agricu(flare USDA prohiEits Gscrimination in aC 'ts programs anGactiYties on the Easis of race, co®r, nationaCbrigin , age, GsaEiey, anGwhere appaaE@, se[ , maritaatatus, IamiG atatus, parentaatatus, reef ion , se[ uaO orientation , genetic inlormation , po@icacEe@els, reprisaQor Eecause aCCBbr a part o1 an inGYiaac income is GeriYeGfrom any puBit assistance program . Not aGibrohiEiteG Eases appQ to aCCrograms. Persons with GsaEiGlies who reTuire aCthrnatiYe means 2 for communication ol program information rBrai0) , Qrge print, auGotape, etc. shoua contact USDA's TARGET Center at [202 720-2600 rYoice anGTDDE To Ii® a comp©int ol Oscrimination, write to USDA, Director, Ollice of CiYiCRights, 1100 InGepenGence AYenue, S .W. , Washington , D.C. 20250-9 10 or ca®800fl795-3272 [YoiceLor 1202 720-6382 TDD . USDA is an eTuacbpportunity proYiar anG empOyer. 3 & RG&UQA( 3 lH DFM 2 + RZ S RLf6 XUM V_$ lHJ DGH 5 6 RLC0 DS 7 SoiCMap 8 LegenG 9 Map Unit LegenG 10 Map Unit Descriptions 10 We(lCounty, CoOraGo, Northern Part 12 362 Man] ano® c®y Sam, 0 to 3 percent sOpes 12 r -2 OSey line sanGj Sam, 0 to 6 percent snipes 13 r52 OSey line sanGj Sam, 6 to 9 percent snipes 1 - 5 ? PQtner Sam, 0 to 3 percent snipes 15 552 Renohi©ine sanGj Sam, 0 to 6 percent sSpes 16 562 Renohi®ine san% Sam, 6 to 9 percent snipes 17 572 RenohiflEhing® comp®[ , 3 to 9 percent snipes 18 652 Terry sari% Sam, 3 to 9 percent snipes 20 6 RIQU RIP DIMRQ1RU$ (Q6 VW 22 SoiCProperties anG4 uaQies 22 SoiO1. uaQies anGFeatures 22 HyGoSgic SoiOGroup 22 5 H HUICEHV 27 + RZ [6 RICS XLYR Vr$ W rQ OGH SoiCIurYeys are mace to proYa information aEout the soi® anGmisce ( ) neous areas in a specilic area. They incQa a ascription of the soi® anGmisce(F: neous areas anG their ®cation on the QnGscape anGtaE@s that show soiaroperties anG ®nitations allecting Yarious uses. Soiacientists oEserYeGthe steepness, @ngth , anGshape ol the sOpesrthe generaQ attern ol &ainage_the Nna ol crops anGnatiYe pants anG the Nna ol EeCrocN They oEserYeGanGascriEeGmany soiQ roll@s. A soiQ roli@ is the seTuence ol naturaO yers, or hori] ons, in a soiOThe proli@ e[ tena Irom the surlace Gown into the unconsoteGmateriaQn which the soiQormeGor Irom the surlace awn to EeCrocN The unconso@ateGmateriaOs aYoiGol roots anGother @ing organisms anGhas not Eeen changeGEy other Eio@gicaC ctiYity. CurrentCQ, soi® are mappeGaccorang to the EounG ries ol maMr anGresource areas JILRAsD MLRAs are geographicaq associateGOnGresource units that share common characteristics reateGto physiography, geo@gy, c®nate, water resources, soi®, Eio@gicactesources, anGanGuses USDA, 2006LI SoiaurYey areas typicaq consist ol pads ol one or more MLRA. The soi® anGmiscemneous areas in a surYey area occur in an orarQ pattern that is reQteGto the geo@gy, QnGorms, real , c®nate, anGnaturaor'egetation ol the area . Each NnGol soK1nGmisce ( ) neous area is associateGwith a particuar NnGol OnGorm or with a segment of the QnGorm. By oEserYing the soi® anGmisce ( ) neous areas in the surYey area anGreating their position to specilic segments ol the anGorm , a soiacientist aYe@ps a concept, or moaQol how they were IormeG Thus, Offing mapping, this moaanaE@s the soiacientist to preact with a consiaraE@ agree ol accuracy the NnGol soiar misceCOneous area at a specilic Ocation on the Onacape. Common(?) inGYaaaoi® on the ancicape merge into one another as their characteristics graaaq change. To construct an accurate soiOnap, howeYer, soiO scientists must atermine the Eounaries Eetween the soi®. They can oEserYe onCQ a ®niteGnumEer ol soiQiroli@s. NeYerthe@ss, these oEserYations, supp@menteGEy an unarstanang of the soioYegetation-Onacape reationship, are sullicient to Yerily preGctions ol the Nna of solOn an area anGto atermine the Eoun tries. Soiacientists recoraGthe characteristics ol the soiQproli@s that they stuGeG They noteGsoicto@r, te[ ture, si] e anGshape ol soiaggregates, NnGanGamount ol rocN Iragments, GstriEution ol pant roots, reaction , anGother leatures that enaE@ them to iantily soi®. Alter ascriEing the soi® in the surYey area anGCi termining their properties, the soiacientists assigneGthe soi® to ta[ onomic casses units . Ta[ onomic casses are concepts. Each ta[ onomic cass has a set ol soiO characteristics with precise( alineG®nits. The casses are useGas a Easis for comparison to cassily soi® systematicac . SoiQa[ onomy, the system of ta[ onomic cassilication useGin the UniteGStates, is EaseGmainQ on the NnGanGcharacter ol soiaroperties anGthe arrangement ol hori] ons within the proli®. Alter the soiO scientists cassilieGanGnameGthe soi® in the surYey area, they compareGthe 5 Custom SoiCResource Report inaYi aaaoi® with similar soi@ in the same ta[ onomic class in other areas so that they coualconlirm &ta anGassemE® aO3tionaOCata EaseGon e[ perience anG research . The oEfllictiYe of soiGnapping is not to aGneate pure map unit components the oEllictiYe is to separate the @ndcape into @nGorms or @nGorm segments that haYe similar use anGmanagement reTuirements. Each map unit is GelineGEy a uniTue comEination of soichomponents anGor misce ( ) neous areas in preQctaE® proportions. Some components may Ee high@ contrasting to the other components of the map unit. The presence ol minor components in a map unit in no way aminishes the uselu®ess or accuracy ol the 1ta. The acmeation of such ®nGorms anG anGorm segments on the map proYDes sullicient inlormation for the aYe®pment ol resource pans. II intensiYe use ol smallreas is p®nneG onsite inYestigation is neeaGto aline anGOcate the soi® anGmisce (F: neous areas. Soiacientists malt many IieGoEserYations in the process ol proacing a soiGnap. The IreTuency of oEserYation is C epenCent upon seYeraOactors, inc0Gng sca® ol mapping , intensity of mapping , Design of map units, comp®[ ity of the ®ndcape, anG e[ perience ol the soiacientist. OEserYations are mace to test anGreline the soiO andcape moGec3nGpreGctions anGto Yerily the classification of the soi@ at specific @cations. Once the soiQQndcape moGaos reline@ a signilicantQ smacc; r numEer ol measurements of inGYi aaaoigxoperties are mace anGrecorGeG These measurements may Inca & IieGmeasurements, such as those for co@r, c pth to Ee&ocf4 anGte[ Lure, anG ®Eoratory measurements, such as those for content of sanQ siQ c®y, sag) anGother components. Properties of each soiQypicaQ ? Yary from one point to another across the ®ndcape. OEserYations for map unit components are aggregateGto DeYe@p ranges of characteristics for the components. The aggregateGYaQes are presenteG Direct measurements O not e[ ist for eYery property presentee for eYery map unit component. VaQes for some properties are estimateG from comEinations of other properties. Whi® a soiaurYey is in progress, samp@s ol some ol the soi® in the area generaq are cow cteGlor ®Eoratory anaQses anGlor engineering tests. Soiacientists interpret the 1ta Irom these anagses anGtests as weGQ s the IieSoEserYeGcharacteristics anGthe soiCproperties to Determine the e[ pecteGEehaYor of the soi® unar Ollerent uses. Interpretations for aal the soi® are IieGtesteGthrough oEserYation of the soi® in allerent uses anGunGer Oflerent @Ye® of management. Some interpretations are moOlieGto lit OcafonOtions, anGsome new interpretations are CeYe®peGto meet ®caCheed. Data are assemE®G from other sources, such as research information , proaction record, anG IieGle[ perience of specia Thts. For e[ amp®, Chta on crop yieCs under DelineG®Ye® ol management are assemE®Glrom farm record anGlrom IieGor pOt e[ periments on the same Nnd of soiO PreCictions aEout soiCEehaYior are EaseGnot on(9 on soiGbroperties Eut a@o on such YariaE@s as cOrnate anGEioOgicaCectiYity. Soiaonations are preOctaE@ oYer Ong period of time, Eut they are not preOctaE@ from year to year. For e[ amp®, soiO scientists can preOct with a laird high agree of accuracy that a giYen soifviCQhaYe a high water taE@ within certain G epths in most years, Eut they cannot preact that a high water taE® wiGaCa/ays Ee at a specific ®YeOn the soidn a specific Gate. Alter soiacientists ®cateGanGiGentilieGthe significant naturaCEoGes of soiOn the surYey area, they (Thew the Eounaries of these EoOes on aeriaQhotographs anG iantifieGeach as a specific map unit. AeriaQ hotographs show trees, EuiGlings, IieC , road, anGriYers, aCQbl which he@ in Ocating EounGaries accurateQ. 6 6 iii OS The soiOnap section incQDes the soiOnap for the alineGarea ol interest, a at of soiO map units on the map anGe[ tent ol each map unit, anGcartographic symEo® Gsp@yeGon the map. A®o presenteGare Yarious metaGata aEout Oita useGto proQice the map, anGa ascription ol each soiOnap unit. 7 Custom Soil Resource Report Soil Map 0 N O M M O O 539100 539. 00 539700 5 0000 5. 0300 5 0600 5 .0900 5. 1200 O_37' 8" - 0 .37' 8" i I 0 0 0 • 0 � rn rn � 7 . L Vim, o o m • I O o O o O a) a) Tu-) 1 O O O O u) O N m ♦�. F o ♦ o 0 0 W r. W O) 0)•O - v • O O O o W a) O 0 0 O o M M 0) O) 36 56 O o O O O O O cr- O O O _ O ✓ 140 O 1 O O O 0 35' 25" rn 0 35' 25" 539100 539 00 539700 5 0000 5 0300 5 0600 5 0900 5 1200 C7.1 Map Sca®: 1:15,100 ii printeGon A si]a 8.5" [ 11" sheet Meters ") o M 0 100 200 00 600 0 Feet 0 500 1,000 2,000 3,000 o a ° m o co u) _ co c� a) >- a`) O u) m '- 9 rn ( = o o m V }• N a N ° .E (� c E N co in u) tE c o = U' a) a. o C �• a) s N •o E r CO - r+ .Q L �/U� N U) W O f� u) O \ a) a) N N 2 •T co U Z rn `° w o c N a� m Z N I� ao ° co Z 8 o U E 6g ° 3 a— 0 rz Q c- N ate) _c ° m 0 O .c 3 co t: LCD Q O ° c� c� U co ° a Q U r L O co N a) 0) Q. vi } N o o, ° z3c � Q 0 comma ° C T C O -- O 3 OGO O co � i� O a) O a II E O O C -co_ a) D E O O to r a N � _c Lu 0 O N � a a) on n. E U D a�i � a) a 3 'CT) s a" co > a� O• cnn` V> Y L .� nCl yam... ,Li. � •W ° E ° co co L }' O In 0 _c Q) a) O'Cri (o E mi- ° a) C T O C T N p3 Q O U� a UJ O O is U) '46 O Cu Tic c c a) o CD 0 >, E �_ u) [Uz c ° 0 ° afvpco C COO or N N ° O p 0 t Q co O N O O a) O a) i a) O T N a a N co c0 ` .is' �` N } (n } O O a co co w a) a) I.- = O o E O O r as n E O E 2 i— o f co 50 i— .S cn co O i— E o .t 0 a a) !Y a) U L O U) a) Et O ( ) N co E Oa To C co (6 o O .c f� cp = T O" C a En = y v a a) U n co co c- O x C/") a g +r O co coo > 3 O 76 g 0 w o go g U) ct c o 2 J t- 8 N o I i t ....... co ic M .. t-- el o o m n a a O a w ; a O co ` co Q. o a) a)a _ CD y a) j _2 O O w 2- — N C a .-' n" C C) d _T _ o O CC0 O O U) U) >, _N U) a a) a r O_ 2T p• 0 _ _ mm C C a) O co 0 O nS U) m m O U 0 O' J -J 2 .. a_ cc co co co U) c) w co co 7 S ± ® X • X ® c 1 ( @ O > + . . ill o A., t III r= PC0 a CO Custom Soil Resource Report OS L© QIN! H&J 1" 7 : HUB &RXCW &R®:LDGR 1 RUKREI 3 DUN&2 0 DS 8 QN\ P ERO 0 DS 8 CUM DP H $ FUNIQS 2 , 3 HIFHGMRI $ 2 , 36 I Man] anola clay loam, 0 to 3 percent slopes 32.9 8. 1 00 Olney line sanGj loam, 0 to 6 percent slopes 180. .2 i� Olney line sang/ loam, 6 to 9 percent slopes 0.7 0.2 5❑ Platner loam, 0 to 3 percent slopes 011 .0 10.10 55 Renohill line sanG/ loam, 0 to 6 percent 13.1 3.20 slopes 56 Renohill line sanOJ loam, 6 to 9 percent I 133.0 32.70 slopes 57 Renohill-Shingle comple[ , 3 to 9 percent 1 .9 0.50 slopes 65 Terry sanGj loam, 3 to 9 percent slopes 113 1 .1 ❑ 7R1001 I RU$ UID RI ,CMAUIVVV 0 I FIEETTL DS 8 OW FIVRISIARa/ The map units DelineateGon the DetaileGsoil maps in a soil surYey represent the soils or miscellaneous areas in the surYey area. The map unit Descriptions, along with the maps, can Ee useGto Determine the composition anGproperties ol a unit. A map unit 1lineation on a soil map represents an area G minateGEy one or more maMr NnC' ol soil or miscellaneous areas. A map unit is iRentilieGanGnameG accorC3ng to the ta[ onomic classification ol the Dominant soils. Within a ta[ onomic class there are precisely CflineGlimits for the properties ol the soils. On the lanacape, howeYer, the soils are natural phenomena, anGthey haYe the characteristic YariaEility ol all natural phenomena. Thus, the range ol some oEserYeGproperties may e[ tenG EeyonGthe limits GelineG for a ta[ onomic class. Areas ol soils ol a single ta[ onomic class rarely, it eYer, can Ee mappeGwithout incluCng areas ol other ta[ onomic classes. ConseTuently, eYery map unit is mace up ol the soils or miscellaneous areas for which it is nameGanGsome minor components that Eelong to ta[ onomic classes other than those ol the maMr soils. Most minor soils haYe properties similar to those ol the Dominant soil or soils in the map unit, anGthus they Go not allect use anGmanagement. These are calleG noncontrasting , or similar, components. They may or may not Ee mentioneGin a particular map unit ascription . Other minor components, howeYer, haYe properties anGEehaYioral characteristics CiYergent enough to allect use or to reTuire Gllerent management. These are calleGcontrasting , or Ossimilar, components. They generally are in small areas anGcoulGnot Ee mappeGseparately Eecause ol the scale useG Some small areas ol strongly contrasting soils or miscellaneous areas are iCentilieG Ey a special symEol on the maps. II inclui1Gin the '1taEase for a giYen area , the contrasting minor components are iantilieGin the map unit ascriptions along with some characteristics ol each. A lew areas ol minor components may not haYe Eeen oEserYeQ anGconseTuently they are not mentioneGin the ascriptions, especially 10 Custom Soil Resource Report where the pattern was so comple[ that it was impractical to male enough oEserYations to iGentily all the soils anGmiscellaneous areas on the IanCcape. The presence ol minor components in a map unit in no way Ominishes the usefulness or accuracy ol the Clta. The oEMctiYe ol mapping is not to Delineate pure ta[ onomic classes Eut rather to separate the IanClcape into IanGorms or lanGorm segments that haYe similar use anGmanagement reTuirements. The Delineation ol such segments on the map proYiGes sullicient information for the aYelopment ol resource plans. II intensiYe use ol small areas is planneG howeYer, onsite inYestigation is neeC eGto aline anGlocate the soils anGmiscellaneous areas. An iantilying symEol preceas the map unit name in the map unit Descriptions. Each Description incluas general lacts aEout the unit anGgiYes important soil properties anGTualities. Soils that haYe proliles that are almost aliNb mate up a VRE14-111-M E[ cept for Glferences in te[ ture ol the surlace layer, all the soils ol a series haYe maMr hori] ons that are similar in composition, thicNhess, anGarrangement. Soils ol one series can Ciller in te[ ture ol the surlace layer, slope, stoniness, salinity, Degree ol erosion, anGother characteristics that allect their use. On the Easis ol such Ollerences, a soil series is GYaGinto IRCSKDVHV Most ol the areas shown on the DetaileGsoil maps are phases ol soil series. The name ol a soil phase commonly inGcates a leature that allects use or management. For e[ ample, Alpha silt loam , 0 to 2 percent slopes, is a phase ol the Alpha series. Some map units are mace up ol two or more maMr soils or miscellaneous areas. These map units are comple[ es, associations, or unGilerentiateGgroups. A F/-4_ SO{ consists ol two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot Ee shown separately on the maps. The pattern anGproportion ol the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta comple[ , 0 to 6 percent slopes, is an e[ ample. An DVVFFis ma& up ol two or more geographically associateGsoils or miscellaneous areas that are shown as one unit on the maps. Because ol present or anticipateGuses ol the map units in the surYey area, it was not consiareGpractical or necessary to map the soils or miscellaneous areas separately. The pattern anG relatiYe proportion ol the soils or miscellaneous areas are somewhat similar. Alpha- Beta association , 0 to 2 percent slopes, is an e[ ample. An XC LIM-Q1f,I JLPXSis ma& up ol two or more soils or miscellaneous areas that coulGEe mappeGinGYCally Eut are mappeGas one unit Eecause similar interpretations can Ee ma& for use anGmanagement. The pattern anGproportion ol the soils or miscellaneous areas in a mappeGarea are not uniform . An area can Ee ma& up ol only one ol the maMr soils or miscellaneous areas, or it can Ee ma& up ol all ol them . Alpha anGBeta soils, 0 to 2 percent slopes, is an e[ ample. Some surYeys inclua PLVFht -RXVDXJ-DV. Such areas haYe little or no soil material anGsupport little or no Yegetation . RocNoutcrop is an e[ ample. 11 Custom Soil Resource Report : HUB & Rxcw_& RCRIDGRII1 RIWI-EQ 3 DUN 20 oq DQR® F® cRDP IIIR SHLFHCMIKERSFIV 0 DS8czv6HAW ( Ofrafiarr , 00 to 5,600 leet 0 1-a) 000)046tIESLI&A,079C111 to 15 inches 01-IQLKXCDZDUIPoP SHUDINIII.1 6 to 52 Degrees F USA/VI/W-1 SHURG1 LU to 180 Gays 0 DS 8 ( UI&RP SRVLV4RQ o Dig DQREO n* _ VIP LillUV4m' 85 percent 0 LQ 1FRP S& -CWi15 percent ' HVFILSVIRQ RI f0 Da] DQR® 6 I-MI[v / EQ RLP CStream terraces, swales, plains ' HZ Q VtHSH VKDSH Linear $FL M-VThSHVKDSH-Linear 3Dtd-K& DititI OCalcareous clayey alluYium 3 IRSI-LW3/ u s TXDmAHV 6 .&SH-D to 3 percent ' FISL& W LIAMIEI( iHlI-Di 1CW More than 80 inches ' CICQWHF®W Well &aineG &DSLFLIA1/R' tMM-1 P R'vVITP LOW WX?vP L/1ZDIVC:. VOW Moarately low to mo(rately high 0.06 to 0.20 in/hr ' WZDAUBED/ More than 80 inches ) UffTXHCF1 FRi laRGIQI -None ) &-11XHCR IR SLWQJ(None &DOIXP T.EDIERCEM P 0f.1PXPFR 11 lk5 percent * 1 SOP .PgLPXP FFG i 't/3 percent 0 Df IPXP VDQ3CNI/ Nonsaline to slightly saline L0.0 to 8.0 mmhos/cm 6FGXP JX,URCSIQ- 1PLxLPXP 115.0 $ YDWJE®IZD(MJFL�LI V High raEout 9.6 inches ,CMALSUIVIWH J 1RXSV / LOS FDSL FW /_LQCL ILI LAMS e ( FREULFDC1vtW iClayey Plains R067BY0 2CO 7\ SLFDC SURI L®I W 1QEKL-M-1CIay loam lid LCFKHVICl ay I _ LCFKI-M Clay LCFKI-A/ Clay loam 0 LQRU&RP S RQ-QN $ YDU 3 hCFl-KRCP DSXQYt 15 percent 12 Custom Soil Resource Report 22 GIB CI]Lf-IV/DQC? (RDP : i ILWZIILSRFHQVW(WSHV 0 DS 8 Q2Vti6 FMICO ( ®IYDI ) 3,500 to 5,800 leet 01-13Q oo I•.ti-FLSIZA 11 to 15 inches 01-1:0 S* 4flJ SHWINtil 6 to 5 Degrees F ) L W (Jf-1 SHEG 125 to 175 (lys 0 DS 8 QYI&RP SRVLIARQ 2CQ-Ailo VIPIflXA' RiY85percent 0 LC JFIT SW-C / 15 percent ' HVFUSIARQ RI 2 MR 6I-MlQJ / DCG RP Plains ' RZ Q LUSH VKDSH Linear $F(8WIVI SH_WDSH Linear 301-04DDIMUDOCalcareous loamy alluYium 3 IRSI UM1V- n o TXOUW-W 6 ®?SH-0 to 6 percent ' L-1SW ILIA II FW11YH//--DI421P1 _More than 80 inches ' I JH-F®WL Well aaineG &D CRWR IlittPRWIIPIl&ii HARINCOPLV1 cwi VCWMo(rately high to high 0.57 to 2.00 in/hr ' hlSL& W R'ZDtMJIAE®1 More than 80 inches ) LUTXJ-K 1 iMII2QJ None ) (WTXF-QR LM Sf2QJ None &DOLXP FaaDthiPqLPXPFRQ1VV15 percent 0 Df IPXP VallaW Nonsaline -0.0 to 2.0 mmhos/cm $ YLY(DJ®I Z D( MIFDSEF!W M o(erate a Eout 8. 1 inches ,CMASUAIYHJ IRXSV / DC G FDSC E1O1/ CLUB]DV T c ( FREPJLEDGWIN Loamy Plains R067BY002CO 7\ SLFDCSUZI L®I W _ IGFKI-A/ Fine sanOj loam IfR` . LCEKL-IV(TSanGy clay loam n� LCFKHVISanGy loam 1_ _ LCFKFA_ SanOj loam 0 LC U&RP SRCJ-QA/ 6 IRCIFICP 3 HUFHWRIPDISXQLV9 percent $ VFDOtQ 3 H11- rP DS XQJA/6 percent 13 Custom Soil Resource Report 22 GIB CI]Lf-IV/DQC? (RDP : i ILWZIILSRFHC VW(WSHV 0 DS 8 Q2Vti6 FMICO ( ®IYDI ) 3,500 to 5,800 leet 01-13Q oo I•.&FLSIZA 11 to 15 inches 0 1-CO S* 4flJ SHWINtil 6 to 5 Degrees F ) L W (Jf-1 SHEG 125 to 175 Gays 0 DS 8 QMI&RP SRVLIARQ 2 CQ-A i l o VIP falWRi.®' 85 percent 0 LQSVJFIT SF -K / 15 percent ' HVFUSIARQ RI 2 MR 6I-MlQJ / DCG RP Plains ' RZ Q LUSH VKDSH Linear $F(8WIVI SI-L\iKDSH Linear 301-04DDIMUDOCalcareous loamy alluYium 3 IRSI UM1V- D e TXOUW-W 6 ®'SH-6 to 9 percent ' f-1SW ILIA II FW11YHII--DI421P1 _More than 80 inches ' I JHRDWL Well QaineG &DSCRWRIAHPRWIIPLl&ii I,IJ wxjvPLVIZD i VCWMo(rately high to high 0.57 to 2.00 in/hr ' hlSL& W R'ZDtMJIAE®1 More than 80 inches ) tlin6LICF1 iMII2QJ None ) CHTXLICF1 LM Sf2QJ None &D(BIXP FLYIFQJW P IP XP FRONCI 15 percent 0 Df IPXP VDQLC,XW Nonsaline -0.0 to 2.0 mmhos/cm $ YL,Y(1lE®I Z D( JFDSEF!W M o(erate a Eout 8. 1 inches ,CMALSUMYHJ IRXSV / D FQSLEEN1/ Mail.I DWG-F-6e ( FREPJLEDGWIN Loamy Plains LR067BY002CO 7\ SLFDCSUZI L®I L W _ IGFKI-A/ Fine sanOj loam IfR` . LQFKI-IV(TSanGj clay loam M LQ=KHVISaney loam 1_ _ LQ=KFA_ SanOj loam 0 LQRU&RP SRCJ-QA/ 6I RQFKDP 3f-LFi LPDISXavv5 percent 9 RQ D 3 HITHGVIRIP DS XQJN5 percent 1 Custom Soil Resource Report $ VFDRQ 31iFICV P DS XQJt55 percent 23 GIAMHUMIT. nuARIESHIFHOAMSW o DS" QLv16 H'waJ ( ®IYDt ,500 to 5,900 leet 0 1-CODOCKDCSUIFISIIIIAM 17 to 19 inches 01-DQLX LMP SHWA/a/116 to 52 agrees F ) OD to 165 Gays 0 DS" QI]A&RP SRVLIRRQ 3 64.421-/UDGG VIP LCJXJt4 W SO percent o LQUJF/T SRCHOJ/ 20 percent ' HVFISSVRRQ R113 GACI#J 6MANX / DCGR(W 7-Stream terraces, plains ' /-/Q VESHIWDSH Linear $FLFVV V SHVKDSH Linear 3D11/-CVPDIMUDOCalcareous loamy alluYium 31RSHUAM/!"D(1G TXD®V-W 6 (f;SH_i0 to 3 percent LB-1WIEL H II-CVX7J-I More than 80 inches ' 11/1Ca/HRDANEWell QaineG &DSGFLWRI 1M PRWYJPEta 01 HJW VIEW LV1ZDlLJJJ latliMoarately low to mo(rately high 0.06 to 0.20 in/hrr 1-/SIN ifdZ DAMS)/ More than 80 inches ) &1JXI-QR LEI I QJ None ) tHDO-CF114[SRC12111 None &D(FIXP FgaDVII P a IP XP TROACW10 percent 0 DI- IPXP LVDOCIJAV Nonsaline _0.0 to 2.0 mmhos/cm $ YE rDE®IZ DVIAUFDSCIFLW M o(erate raEout Eo ut 8.9 inches ,aldliSLHAYH J IRXSV / DC G FDSLLFL V FaMILFDLOWLELIDING 2e / EQS FC SEERDXV_CRCliUIIU DAG EC e ( FRt JIFDQ'LW Loamy Plains rR067BY002CO 71 SlFDQ6URJ LDI I!I? ICEKHV Loam IN LCzKM/ Clay LQFKHV Sang/ loam 0 LQRU&RP SRQHQW $ VFDRQ 3I-LFI- WRrP CIS XQJ/W percent 15 Custom Soil Resource Report 0 DCN DQR® 3HCFl-QAV P DS XQI t6 percent 1 XQQ 3F(FFK .PC CQW3 percent 25 HQRKLQEI Lf 1 VDQf MOP SHLFHCIINVORSHV o Ds8czv6HMCO ( ® 3,600 to 6,200 leet 0 EM ..>Is..LJFLSLILIabII !11 to 16 inches 0 FM eo fll SI- 1 6 to 8 Degrees F ) tRWIMH-/ SL-CIF 100 to 160 (lys 0 DS 8 C LI &RP SRVIIIRQ 5 VLP LaltLVRLm' 85 percent 0 LGRUFFP SLR-Q&u15 percent ' HVFULSVIRQ1RI [5 HQRKLQD 6I-MI J / DOG RP Plains ' HL Q 1V RSH-VKDSH Linear $ FLRN-VORSH VKDSH Linear 3W->Q PDIMIDOCalcareous, clayey loamy resiGuum weathereGlrom shale 3 IRSHIUFIVJXXITXDmAHV 6 ORSH-10 to 6 percent ' I-SIKTRLI- IMFFW'HIEDWIN 20 to 0 inches to paralithic Ee&ocN urn]HRow Well &aineG &DSLFLWF IM-IP ROMP MI ( A WIN INDCAPMZD1/41(1.1 VDW MoDerately low to mo(rately high 0.06 to 0.20 in/hr ' HSI I W'ZD IAIE®I More than 80 inches ) UffD -QR R1 IGQJ None ) 11111X1- 1 RSRCGLQI None &D(BLXP MERCOW P Lx LP XP FR & W15 percent 0 D[ LPXP VariChAV Nonsaline 0.0 to 2.0 mmhos/cm $ YaTIE®/ZD(MJFDSDFLW Low FaEout 5. inches ,CIArILSU-Mb(H J IRXSV / EQGFDLSEELOI c KM DAG e ( FRWLFDCX4W Loamy Plains R067BY002CO 7\ SLFDCSURI LDI LQZKFM-Fine sanGj loam L IR _ (CFN-MtIay r :; V LCFKFM Clay loam WWI LQ=KI-M UnweathereG Ee&ocN 16 Custom Soil Resource Report 0 LQRU&RP SRQ-QN 6 KLQJ ®I 3 HIFI-QM LDSXQW5 percent 0 LGZ 3 HIII-GVIRIP DGXC,WC percent 8P 31- FFQ F4 PDSXC Jtv3 percent 2 1,41,H JVRLCSY 31-,CFIP DS XQVI/3 percent 25 HQRKLID LOH VDQG &DP VIA _ SHIFHQIW4RSHV oDSCBQ3A6Mai ( ®hDI 3,600 to 6,200 leet 0 I-DQ (d-FLSL1LWK ? 11 to 16 inches 01-DQIXDCXUUUVP SF/UMW to L8 agrees F ) URVVlIL SHED 100 to 160 Gays 0 DS 8 CAVI&RP SRVI MRQ 5 _WP L . 7185 percent 0 LCIJFR SF -CLV]15 percent ' HVFUSIARQRI L5 HQRKLCID 6 I-MICIJ / DCG RP Plains ' RZ Q V®'SH-VKDSH Linear $RIM/ VO3eSH VKDQSH Linear 3a11-Q4 EMU OCalcareous, clayey loamy resiaum weathereGlrom shale 3 IRSRVIEI r u s 'TXDQIAHV 6 ®'SH-6 to 9 percent ' I-1SLVIIIWI IAIRI HIF-DVVJJI 20 to 0 inches to paralithic EeG-ocN ' trial/FIFCWWell QaineG &DSDFLIhVRINI-IPR 41P HJW WOW LV1Z CAME VDW Moarately low to mo(rately high `-0.06 to 0.20 in/hr ' I-1SIW WNZDIMJiAE®1 More than 80 inches ) &ffCI-QR L.1 aRGIQl None ) LtIT LICEI LR S1a.QJ ANone &MXP MERCIANIPD[ 1PXP 7 RO4 /t15 percent 0 D[ IPXP -VDlLNonsaline 0.0 to 2.0 mmhos/cm $ YDORDIZDI MJFDISEFWV Low aEout 5.0 inches ,C I ASU-II'H J IRXSV / DC G FDSCELQIIVIT! '. ONG it 6e ( MEV1FD0v1IN Loamy Plains [R067BY002CO 17 Custom Soil Resource Report 7\ SLFIXEIRI L®I LCFKEM Fine sang,/ loam ligfail.CFKHVIClay R ij LC KI-M Clay loam ❑ LW : 1CTK1-IV UnweathereGEeGocN 0 LCRU&RP SRQHQW 3 IFu 3 ilfhWR FP DS XQJ/1F percent 0 LGZ D1 31,01--KVRP DISXC percent 2 NO-RJVRLOY 3 HifFhWR P aSXCLVV3 percent 8 ® 31-11FECYR IP DS XCIIIV2 percent 25 HQRKLQ 6 KLQJ ON FRP Sat -- VIA SHIFH IIW(RSHV 0 D68QLV16RW J ( WIYDI 3,600 to 6,200 leet 0 WO til-FELDIFQ 10 to 16 inches 0l-DQ nan SHINVUH 6to 8Gz.greesF ) URWVU11-1 SI-I1 3 100 to 160 Gays 0 DS 8 QVI&RP SRVLARQ 51 CRKIfO1XG VIP 1(@1ARIAg 50 percent 6 KLQJWI DCGViIP L 1(AREW-35 percent 0 IGRUFFP SAC-Q41 '15 percent FNFL16VRRQ1 1 C5 HORKIED 6 Ma / DCfRP Brealt, riGges, plains ' HZ Q VORSH VKDISH Linear $ RIM/ vasH VKDISH Linear 3DIJCA' DVW OCalcareous, clayey loamy resiGium weathereGlrom shale 3 IRS HL14HVL000+:TXt XM13/ 6 ®;SH-3 to 9 percent ' HSINIAMMAAIEWHIFEMatil 20 to 0 inches to paralithic Ee&ocN ' HRDW Well QaineG &DSDFLIWVR LM-I P RWgp Lila @1t HUN INDQvP 114Z DAUB VDW MoGerately low to morately high i @.06 to 0.20 in/hr ' HSININZONJMEW/ More than 80 inches ) (if1TX -CF1 R' 1413FRGICil None ) (d-ITXHCFI r SRELCV None &DOXP MIERCDINPDHP XP FRONCI 15 percent 18 Custom Soil Resource Report 0 COP XP : VD JXV Nonsaline 010 to 2.0 mmhos/cm $ YriffEaZDNUFDSEFLW Low raEout 5.0 inches ,CSU-NYH J IRXSV / LOS FDSCELQ V I DVV*S e ( FREQ.!LFDCWIN Loamy Plains R067BY002CO 7\ SLEDCURI LCsl LCFKHV Fine sang/ loam 1Lti1QEKHV Clay W LCFKHV Clay loam ❑LFIR L.LTKJ--IV UnweathereGEeGrocN ' HVF U SV1RQ RI 6 KLQJ CSI 6 FNY[1J / DCGRtP LBreaft, plains, riKges H/ Q VERSH KaSH linear $ FL VV VUSH VKDSH Linea r 3W-OFE(M1DOCalcareous loamy resiclum weathereGlrom shale 3 URSHUAHV D TXD31AH / 6 USH-3 to 9 percent ' L-tSL& W(frAME111 HIhENVId-! 10 to 20 inches to paralithic EeGocN WLQ3I1-tRaW Well &aineG &DSDFLW-R' I,*I P RWIeP lm HUIRIAIDQvP LW DIMEVDU 7 MoCeratoly low to mo1erately high 0.06 to 0.20 in/hr ' HSINWZLJMJ E More than 80 inches ) (WTXJ-CI R1la/None ) tif1X-CF1 FRI SFCCLQIi7None &DISLXPTraER I PgIPXP FRUIPoQN15 percent 0 Ef IPXP =VD U1INonsaline 0.0 to 2.0 mmhos/cm $ YCOJEOZL /FWLFLW3/ery low aEout 2. 1 inches ,Q ttLSU-NWH J 1RXSV / LOS FDSLFWW FDM LIF IJ DAG 6s / COG FDSUERIYV - DWG As ( FREPJEDCWINTShaly Plains R067BY0 5CO 7\ SIFD 81RI L®I L W LCEKH/LiClay loam litAZILILICH<HVIClay loam II LCEKHVIIUnweathereG EeGocN 0 LC RU SROHQN 0 I.GZ EA 3L-CFI-Kq[PDSXQ1N8 percent 7 DNVHO 3HUFF LIPDSXQ 7 percent 19 Custom Soil Resource Report 27 HW VDQG &DP I R __ SHIFFQUWcRSHV o DS8QIV16Mai ( ®NDIEQ ,000 to 6,500 leet 01-EQ 0A floL -FLSIJ,& ARQ-13 to 15 inches 0 /-DC) 0* 1f1) S11+1 6 to 8 Degrees F ) 1R WLtI-J SI-LAPS 120 to 180 Gays 0 DSrB QUAB RP SRVI MRQ 7FLfY DCG VIP LEUVR C JS5 percent 0 LC 1P SRCH W 115 percent ' HVFUSIARQ-R117 HW 6 I-MICIJ / DCG RIP Plains ' F2 Q WRSH VKDSH Linear $FLR IRSHVKDQSH Linear 3D LYPDWI OCalcareous sanGj resiG.ium weathereGlrom sanatone 3 IRSHILIW DOG TXDQIAHV 6 ®?SH_3 to 9 percent ' I-ISI& YR`CU-AAAE YHII-DVVJJI 20 to 0 inches to paralithic Ee&ocN ' ( ialJHF®VV[ Well GaineG &DSDFIWRrtM-IPRWIPLI&?J HUN 141DCAP DAILL VDWMo(rately low to high 0.06 to 2.00 in/hr ' I-ISI& WZDAUIEE®! More than 80 inches ) &fTX-K 1 rR. I TeRGIQJ None ) tt TXF-QR L!3 SFcQJ None &D(BLXP FI1EWJW P Dq IP XP IFRCIACI 15 percent 0 DI- IPXP -VD012W Nonsaline -0.0 to 2.0 mmhos/cm $ YL111EDIZD(MJFDSEFLW Mo(erate aEout 8. inches ,C ALSU-MYH J IRXSV / DOG FDSCEL01/ MOM DWG 6e ( FREJIFWvt W! SanGj Plains R067BY02 CO 7\ SLEDOSU21 L®I W ICFKI-IVISanGi loam r_p I/Q.L LCFKHV(-Fine sana/ loam, sane' loam ❑E LCFKM(Fine sanG,i loam, sane, loam, graYelly sang,/ loam (� LCEKHMeathereG EeQocN 0 LQRU&RP SRQHCW 7 DVVHO 3 HtFHWN PDSXQV1F percent 2 G -A 3HUR-CdRIPDISXQW percent 20 Custom Soil Resource Report 5 HQRKL D 31-tF1-QAV P DS XC VV3 percent 9RQD 3F(FFK .PC C4�W3 percent 21 6 RLQGI RIP I3ARQIIIRU$ 016 VI-11/ 6 RIM IRS T4 XDUIIIEW The Soil Properties anG4 ualities section incluGes Yarious soil properties anGTualities asplayeGas thematic maps with a summary taEle for the soil map units in the selecteG area ol interest. A single Yalue or rating for each map unit is generateGEy aggregating the interpretiYe ratings ol inGYGal map unit components. This aggregation process is GelineGlor each property or Tuality. 6 RIGS xoav ivEmCL I-n&u-ry Soil Tualities are EehaYor anGperlormance attriEutes that are not Grectly measureQ Eut are inlerreGlrom oEserYations ol Cjnamic conOtions anGlrom soil properties. E[ ample soil Tualities inclu(e natural Qainage, anGlrost action . Soil leatures are attriEutes that are not Grectly part ol the soil. E[ ample soil leatures inclu(e slope anG Depth to restrictiYe layer. These leatures can greatly impact the use anGmanagement ol the soil. + ‘ (AMU lFr a LRXS HyQologic soil groups are EaseGon estimates ol runoll potential. Soils are assigneG to one ol lour groups accorOng to the rate ol water inliltration when the soils are not protecteGEy Yegetation , are thoroughly wet, anGreceiYe precipitation Irom long- &ration storms. The soils in the UniteGStates are assigneGto lour groups LA, B, C, anGD anGthree Gal classes A/D, B/D, anGC/DI_.! The groups are GelineGas lollows: Group A. Soils haYng a high inliltration rate -low runoll potential when thoroughly wet. These consist mainly ol Geep, well &aineGto e[ cessiYely GaineGsana or graYelly sand. These soils haYe a high rate ol water transmission. Group B. Soils haYing a mo(erate inliltration rate when thoroughly wet. These consist chielly ol mo(erately Geep or Geep, mocerately well GaineGor well &aineGsoils that haYe mo(erately line te[ ture to mo(erately coarse te[ ture. These soils haYe a moCIrate rate ol water transmission . 22 Custom Soil Resource Report Group C. Soils haYing a slow inliltration rate when thoroughly wet. These consist chielly ol soils haYing a layer that impeGes the C&wnwarGmoYement ol water or soils ol moGerately line te[ ture or line te[ ture. These soils haYe a slow rate ol water transmission. Group D. Soils haYing a Yery slow inliltration rate high runoll potential when thoroughly wet. These consist chiefly ol clays that haYe a high shrinN-swell potential, soils that haYe a high water taEle, soils that haYe a claypan or clay layer at or near the surlace, anGsoils that are shallow oYer nearly imperYious material. These soils haYe a Yery slow rate ol water transmission . II a soil is assigneGto a Gal hyGologic group A/D, B/D, or C/D , the first letter is for &aineGareas anGthe seconGis for un&aineGareas. Only the soils that in their natural conotion are in group D are assigneGto Coal classes. 23 Custom Soil Resource Report Map—Hydrologic Soil Group o N V N O el 0 ' O O r 539100 539400 539700 540000 540300 540600 540900 541200 40° 37' 8" 40° 37' 8"1IIo _ 0 o o v •v I } CO ✓ - v b o o o o CI o o co rn ✓ v a v 4 I. 0 0 0 0 CO co In .in rn 0 ✓ . , ✓ v In �� a) rn v ✓ c o 0 o 0 (\I (N La O C) ✓ V -t o O co .{5: — — . . I - 6)ii-cn J RD ✓ ' o o O .:r � co s r I 7o 108.41:aa- G) .OOOVco V11 IOO ' en ,4 6 r .j G Ir .i. .., a � 1 O O O O 40° 35' 25" rn rn 40° 35' 25" ✓ 539100 539400 539700 540000 540300 540600 540900 541200 a 1, N Map Scale: 1:15,100 if printed on A size (8.5" x 11") sheet o Meters c' o AN 0 100 200 400 600 0 T Feet 0 500 1 .000 2,000 3,000 o Co Co E co 2 L N a) >- a) u) N T U cA s t > c o a) c ) co o o (nID :�- C o co = f 5 — () a) a O C to a) L N o .co° E !_ (n O a) a) v) CV •TM U Z CS) co I� or; a) N con } �f C° Z °v0 5 a c r Z Q cC) N .C OL I- _ O p ..c 3 co ch +-• co O a) Ln co Q N 0 O(/� c) a) U Q c6 O Q a) U W T L o N c o N 3 c CO�>, Q o � Q }a) o �' a o o 3 C co o E T co ^ a) Coo CD Q II E o o c Q o D E a) o cn C c !` W U L 2.). L p v0) c9 CO n o m a) -a j ) L 0- � E = • � � > a) .� c n 6F? rid L cn cn a) c .o c) 'cis . . a) = a) c a) Z D E c u . its• c :r -v a � >, a) a) _- «. o Fr_ c c `n • 0- >- >, cco � 0 ° � co 0 O c @ CO :!r a Q Co Rf o - p w a) 0 mE &a "r Do mm CD actsle C TO' _ La) 5 = m -0 . } Q co � -o � = O a) N c o L O T -c - �_ a) Q co co a t a) a) O 0 O LE a) O 15 Co -c o co E E 2 H EE (n > U H � cow 0 H oU E O .t 0 a a) CL a) U L 0 (n C) tey LL O (/) E 0 (n O a) CO o N 0) @ >, .- JC6 a co - - . CO !� y c O .c a) v N w o c 2 , V a a m a) 0 0 N c6 CO 0 ft X %re/ es? 2 m fn co to 2 ,_�' cCi Q (I) � Q 0 m O U o z el 40 g g O g0000000 z EA CD M .. ti Custom Soil Resource Report 7 DE M+ 1 GLRcwJ LF 6 RI.n IRXS +‘ GLRCIIU IF 6 RV IRXS2 6 XP P DU E\ 0 DS 8 CM : HCIS &RXC M &RCI3tU MR 1 RLWI- Q 3 01.V V&2 2 0 DS XO1]111;11 P ERO 0 DS XQ0AQDP H 5 INial $ FU-V LQ$ 2 , 3 HIFHC VIRI $ 2 , 36 Manzanola clay loam, 0 to 3 percent C 32.9 8. 1 slopes 44 Olney fine sandy loam, 0 to 6 B 180.4 44.2 percent slopes 45 Olney fine sandy loam, 6 to 9 B 0.7 0.2: percent slopes 54 Platner loam, 0 to 3 percent slopes C 41 .4 10.1E. 55 Renohill fine sandy loam, 0 to 6 C 13.1 3.27 percent slopes 56 Renohill fine sandy loam, 6 to 9 I C 133.4 32.7: percent slopes 57 Renohill-Shingle complex, 3 to 9 C 1 .9 0.5❑ percent slopes 65 Terry sandy loam, 3 to 9 percent C 4.3 1 .1 ❑ slopes 7 RIB' I RU$ U-D RI ,QUAD- W Di EU n E 5 DACIJ 2 SV%RC + 1 G RcRJ LF 6 REY IRXS $,Hut JDI , 0 Dominant Condition &P SFQ-QA3 FLFf- X Ml 1 RCH 6 S1fL111-C 71E-d.ECd-UJV5X01 Higher 26 5 F1FLHflPJ American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing . 24th edition . American Society for Testing and Materials (ASTM ). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin , L. M . , V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water haEitats of the United States. U .S. Fish and Wildlife SerYice FWS/OBS-79/31 . Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. SeptemEer 18, 2002. Hydric soils of the United States. Hurt, G.W. , and L. M . Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and Eoundaries. Soil SurYey DiYision Staff. 1993. Soil surYey manual. Soil ConserYation SerYice. U .S. Department of Agriculture HandEooN 18. http://soils.usda .goY/ Soil SurYey Staff. 1999. Soil taxonomy: A Easic system of soil classification for maNng and interpreting soil surYeys. 2nd edition . Natural Resources ConserYation SerYice, U .S. Department of Agriculture HandEooN436. http://soils.usda.goY/ Soil SurYey Staff. 2006. . eys to soil taxonomy. 10th edition . U .S. Department of Agriculture, Natural Resources ConserYation SerYice. http://soils.usda.goY/ Tiner, R.W. , Jr. 1985. Wetlands of Delaware. U .S. Fish and Wildlife SerYice and Delaware Department of Natural Resources and EnYironmental Control, Wetlands Section . United States Army Corps of Engineers, EnYironmental LaEoratory. 1987. Corps of Engineers wetlands delineation manual . Waterways Experiment Station Technical Report Y-87- 1 . United States Department of Agriculture, Natural Resources ConserYation SerYice. National forestry manual . http://soils.usda.goY/ United States Department of Agriculture, Natural Resources ConserYation SerYice. National range and pasture handEooN http://www.glti.nrcs.usda.goY/ United States Department of Agriculture, Natural Resources ConserYation SerYice. National soil surYey handEooN title 430-VI . http://soils. usda .goY/ United States Department of Agriculture, Natural Resources ConserYation SerYice. 2006. Land resource regions and maMr land resource areas of the United States, the CariEEean , and the Pacific Basin. U .S. Department of Agriculture HandEooN296. http://soils. usda.goY/ 27 Custom Soil Resource Report United States Department of Agriculture, Soil ConserYation SerYice. 1961 . Land capaEility classification . U .S. Department of Agriculture HandEooN210. 28 i 57 44 , h 54 44 4 `s> 56 \ \ 36 ` ,, 44 \ 1 I -I O x _ a . i i u: ,i E 65 1 — —o -I i w , 41w• Project Site ' u) ' e 55 Z #_r lip 6 la i Soils Legend 3 36; Manzanola clay loam, 0 to 3 percent slopes 56; Renohill fine sandy loam, 6 to 9 percent slopes 44; Olney fine sandy loam, 0 to 6 percent slopes 57; Renohill-Shingle complex, 3 to 9 percent slopes " 0 1;000' , 54; Platner loam, 0 to 3 percent slopes 65; Terry sandy loam, 3 to 9 percent slopes L co 55; Renohill fine sandy loam, 0 to 6 percent slopes co Feet NOBLE ENERGY, INC. Project No.: 133-35719-14011 Lc.) - co a: (MI TETRA TECH WELD COUNTY, COLORADO Date: AUG 11, 2014 v Designed By: JJA o www.tetratech.com n, 1900 S. Sunset Street, Ste. 1-E CUMMINS CWPF Figure No. A Longmont, Colorado 80501 HISTORIC SOILS 1 ` PHONE: (303) 772-5282 FAX: (303) 772-7039 A 1 ir 57 44 54 44 ieS• N N 56 \ \\ 36 , 44 I o Ix ui - g ta.,,tilrr itt �, .,,0 t- . 65 ri `r, � I LL f- ,fill.�� ' A O t. r J' 4 w, Project Site; i . o `a f . it> z { 155 __ icke, - . Q " 4, x '' Soils Legend in O - 36; Manzanola clay loam, 0 to 3 percent slopes 56; Renohill fine sandy loam, 6 to 9 percent slopes I ' _- 44; Olney fine sandy loam, 0 to 6 percent slopes 57; Renohill-Shingle complex, 3 to 9 percent slopes . 0, . 1 ,000- 54; Platner loam, 0 to 3 percent slopes 65; Terry sandy loam, 3 to 9 percent slopes A 55; Renohill fine sandy loam, 0 to 6 percent slopes Feet 1- NOBLE ENERGY, INC. Project No.: 133-35719-14011 c."9. IN TETRA TECH WELD COUNTY, COLORADO Date: AUG 19, 2014 Designed By: JJA o www.tetratech.com Figure No. 1900 S. Sunset Street, Ste. 1-E CUMMINS CWPF F rn Longmont, Colorado 80501 OFFSITE SOILS 2 Q PHONE: (303) 772-5282 FAX: (303) 772-7039 1 ler 4\ ` Ir` YlO �e.asr+blaw ! •�e!9 - _ti • ••. . 'nom- i t - ,, ' • r' r R r i 44 Kf.•' 41 , - ' i l Ili • ; t . • -.,,„y _P, . ,, = _ , l A. L b y.'4 ..,Y t try - - -. . 1. - R', �•r r• jr"f ' , I . t.. ra t.(I . 'I' ♦».. 1 1. ! 7 . I fit , ' mil' ' a .• `4 1. 1 it I; ' t • }' ; Project Site ., 4, • 1. `. , . , . , .. . ii 55 1.1 ripisSiiir . j ,.. s' Li'. 'l 1 . . . . SH r :('; 'y . , � t . > . a �.. r. , -.s IS St 1•. S 1! r SI OM IS S A ® ^ �O. C-+ e am laS 11 en e®1e Cr 2M 5113Misi !Mr. .d' l 0 X ' 0 • LL d O J W . . • y - 91t O CO I, 1 • At• y L`t • D i • U t X Soils Legend ¶9 36; Manzanola clay loam, 0 to 3 percent slopes vr 0 250 44; Olney fine sandy loam, 0 to 6 percent slopes ch 55; Renohill fine sandy loam, 0 to 6 percent slopes in Co Feet 1 56; Renohill fine sandy loam, 6 to 9 percent slopes "' 1 N- NOBLE ENERGY, INC. Project No.: 133-35719-14011 to M°_ [-it) TETRATECH WELDCOUNTYCOLORADO Date: v Designed By: JJA o www.tetratech.com N Figure No. ai 1900 S. Sunset Street, Ste. 1-E CUMMINS CWPF Longmont, Colorado 80501 DEVELOPED SOILS 3 Q \ PHONE: (303) 772-5282 FAX: (303) 772-7039 APPENDIX B -2 RAINFALL DATA Precipitation Frequency Data Server Page 1 of 3 NOAA Atlas 14, Volume 8, Version 2StitiseNti ,,, Location name: Eaton, Colorado, US* si` '�° Latitude: 40.5938°, Longitude: -104.5275° i ii 711 Elevation: 4843ft* �...a * source: Google Maps 'R'+,-,,,, POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOM, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 0.247 0.298 0.392 0.481 0.618 0.737 0.866 1.01 1.21 1.38 (0.197-0.311) (0.237-0.375) (0.311 -0.495) (0.379-0.609) (0.476-0.827) (0.550-0.992) (0.621-1.19) (0.690-1.42) (0.795-1.75) (0.874-2.00) 10-min 0.362 0.436 0.574 0.704 0.906 1.08 1.27 1.48 1.78 2.02 (0.288-0.455) (0.347-0.549) (0.455-0.725) (0.554-0.892) (0.697-1.21) (0.805-1.45) (0.910-1.74) (1.01 -2.08) (1.16-2.56) (1.28-2.92) 15-min 0.441 0.532 0.700 0.858 1.10 1.32 1.55 1.80 2.17 2.47 (0.351-0.555) (0.423-0.670) (0.555-0.884) (0.676-1.09) (0.850-1.48) (0.981-1.77) (1.11-2.13) (1.23-2.54) (1.42-3.12) (1.56-3.57) 30-min 0.596 0.719 0.946 1.16 1.49 1.77 2.08 2.43 2.92 3.32 (0.475-0.750) (0.572-0.905) (0.750-1.19) (0.913-1.47) (1.15-1.99) (1.32-2.39) (1.49-2.87) (1.66-3.41) (1.91-4.20) (2.10-4.79) 60-min 0.741 0.886 1.16 1.43 1.85 2.23 2.63 3.09 3.75 4.29 (0.590-0.932) (0.705-1.12) (0.922-1.47) (1.13-1.81) (1.43-2.49) (1.66-3.01) (1.89-3.63) (2.12-4.36) (2.46-5.41) (2.72-6.21) 2-hr 0.885 1.05 1.38 1.70 2.22 2.68 3.18 3.75 4.58 5.27 (0.711-1.10) (0.845-1.31 ) (1.10-1.73) (1.35-2.14) (1.73-2.96) (2.02-3.59) (2.31 -4.36) (2.60-5.25) (3.04-6.56) (3.37-7.55) 3-hr 0.965 1.14 1.49 1.84 2.41 2.92 3.49 4.12 5.07 5.85 (0.780-1.20) (0.920-1.41 ) (1.20-1.85) (1.47-2.30) (1.90-3.21 ) (2.22-3.90) (2.55-4.75) (2.88-5.75) (3.38-7.22) (3.76-8.34) 6-hr 1.10 1.31 1.72 2.12 2.75 3.30 3.92 4.59 5.58 6.40 (0.893-1.34) (1.07-1 .61 ) (1.40-2.12) (1.71-2.62) (2.18-3.61) (2.53-4.36) (2.88-5.27) (3.23-6.33) (3.76-7.87) (4.16-9.03) 12-hr 1.27 1.52 1.98 2.41 3.06 3.62 4.22 4.88 5.83 6.60 (1.05-1.54) (1.25-1.85) (1.62-2.41) (1.96-2.95) (2.43-3.94) (2.79-4.69) (3.13-5.60) (3.46-6.63) (3.96-8.10) (4.33-9.22) 24-hr 1.50 1.76 2.23 2.66 3.33 3.90 4.52 5.19 6.16 6.94 (1.25-1.81) (1.46-2.12) (1.84-2.69) (2.19-3.23) (2.67-4.24) (3.04-5.01) (3.39-5.93) (3.72-6.98) (4.23-8.48) (4.61-9.61) 2-day . (1.45-2.06)1.73 (1.69-2.41)2.02 (2.12-3.03)2.54 (2.493 -3.60)00 (2.98-4.63)3.69 (3.35-5.41)4.27 (3.69-6.32)4.88 (4.00-7.35)5.54 (4.48-8.80)6.47 (4.84-97.22.90) 3-day 1. 19 (1.60-902.25) (1.842.-2.60) (2.27-3.22)2.71 (2.65-3.79)3.17 (3.14-4.82)3.87 (3.51-5.60)4.45 (3.85-6.52)5.07 (4.17-7.56)5.73 (4.65-9.02)6.67 (5.02-17.430.1) 4-day 2.03 2.33 2.86 3.33 4.03 4.61 5.23 5.90 6.84 7.59 (1.72-2.39) (1.97-2.75) (2.41-3.38) (2.79-3.96) (3.28-4.99) (3.65-5.77) (3.99-6.70) (4.31 -7.74) (4.79-9.20) (5.15-10.3) 7-day 2.30 2.67 3.28 3.80 4.55 5.14 5.75 6.39 7.26 7.94 (1.97-2.70) (2.27-3.12) (2.78-3.85) (3.21 -4.48) (3.71 -5.54) (4.09-6.35) (4.41 -7.27) (4.69-8.28) (5.11-9.65) (5.43-10.7) 10-day 2.55 2.96 (2.18 2.96) (2.53 3.45) (3.130.-4.25)64 (3.564.20 4.93) (4.08-6.02)4.99 (4.46-6.84)5.59 (4.77-7.76)6.20 (5.02-8.76)6.82 (5.40-10.1)7.64 (5.69-18.271.1) 20-day 3.29 3.78 4.56 5.20 6.06 6.71 7.34 7.97 8.78 9.38 (2.85-3.79) (3.27-4.36) (3.93-5.28) (4.45-6.04) (4.99-7.21 ) (5.40-8.10) (5.70-9.07) (5.93-10.1 ) (6.27-11.4) (6.53-12.4) 30-day 4.45 6.02 6.96 10.4 (3.39-4.47)3.90 (3.87-5.10) (4.61 -6.11)5.32 (5.19-6.95) (5.76-8.21 ) (6.20-9.17)7.65 (6.51 -10.2)8.33 (6.72-11.3)8.99 (7.06-12.7)9.83 (7.31-13.8) 45-day 4.64 5.29 6.31 7.11 8.17 8.94 9.67 10.4 11.3 11.9 (4.07-5.29) (4.63-6.03) (5.50-7.20) (6.16-8.16) (6.80-9.56) (7.27-10.6) (7.60-11.8) (7.80-13.0) (8.13-14.4) (8.37-15.6) 60-day 5.26 6.00 7.17 8.09 9.26 10.1 10.9 11.6 12.5 13.2 (4.62-5.96) (5.27-6.81) (6.28-8.16) (7.04-9.23) (7.73-10.8) (8.25-11.9) (8.59-13.2) (8.79-14.5) (9.09-16.0) (9.32-17.2) I Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical http://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=40.5938&lon=- 104.5275&dat. .. 8/ 16/2014 Precipitation Frequency Data Server Page 2 of 3 a.T , I I , i , I i i I I I , i i , i • • Average recurrence 12 • ,. . . . 1. . • 1interval (years) i • 2 w 8 — 5 c — 10 0 • •ca• 6 — 25 G — 50 8 4 — 100 J. — 200 — 500 • — 1000 0 c c c c c I- 1- .- .- t- >. >, >, >, >, >, >• >, >. E E •E •E E N 5 N 4 v v -`°v -v v v •n -13 -2 p LA O6 IA M 60 r-1 N N A 4 N O6 N m un 8 Duration 14 , r r , Duration — 5-min — 2-day 12 - - — 10-mm — 3-day 15-min — 4-day ✓ 10 . . . � — 30-min — 7-day a — 60-min — 10-day 8 — 24w — 20-day o -- 34w — 30-day ro 6 . , — 84w — 45-day 'a• — 12-hr — 60-day 4 — 244w a • 2 �- • RisetonWyomingg `� -' < < �� ; A \Casper � :NJ-. I Chadron TcI � ' �; ' -t.. {." , ' ,r'� f I Alliance � ' I. - I \� - /' ----�___��_-_Hii` Scottsbluff Rawlins. f, - — 1 , l •'J. **'pock Medicine Bow ,.a}4 �\\ ,- I t I (Swings National Fo►est - • I N e l Laramie I • �, J a F- '_�� 1\s„ Che enne I — —S neY ath Platte g a i v n a o it a f J u Large scale terrain http ://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=40.5938&lon-- 104.5275&dat. . . 8/ 16/2014 Precipitation Frequency Data Server Page 3 of 3 100 i 5T Q 1) Il El ll ® n El g 61 c 1 7, t1 65 1D Weld County Rd 90 Weld County Rd 90 ® 14 63 • 1 • .. II . . .... sk. i , _ . . . lor I _ _ ir>�G _a., ` Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Hydrologic Development 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer http ://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=40.5938&lon-- 104.5275&dat. . . 8/ 16/2014 Depth-Duration-Frequency and Intensity-Duration-Frequency Tables for Colorado Hydrologic Zones 1 through 4 Blue cells are inputs. Project: Cummins Where is the Watershed Located? Hydrologic Zone (1 , 2, 3, or 4) = 1 (see map) 0 Located ',vithin UDFCD Boundary Elevation at Center of Watershed = 4,859 ft Watershed Area (Optional) = N/A sq. mi. 0 Located outside of UDFCD Boundary (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-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr 2-yr 0.26 0.41 0.52 0.60 0.91 1 .05 1 . 15 1 .31 1 .76 5-yr 0.40 0.65 0.81 0.94 1 .43 1 .53 1 .60 1 .72 2.23 10-yr 0.50 0.80 1 .01 1 .16 1 .77 1 .89 1 .98 2.12 2.66 25-yr 0.62 1 .00 1 .25 1 .45 2.21 2.39 2.53 2.75 3.33 50-yr 0.74 1 .18 1 .49 1 .72 2.62 2.85 3.02 3.30 3.90 100-yr 0.85 1 .35 1 .70 1 .97 3.00 3.32 3.55 3.92 4.52 500-yr 1 .08 1 .73 2. 17 2.51 3.83 4. 18 4.44 4.86 5.54 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 ill 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 3.08 2.46 2.06 1 .43 0.91 0.56 0.42 0.25 0.08 5-yr 4.86 3.87 3.25 2.25 1 .43 0.89 0.66 0.39 0.13 10-yr 6.02 4.80 4.03 2.78 1 .77 1 .10 0.82 0.48 0. 17 25-yr 7.49 5.98 5.01 3.47 2.21 1 .37 1 .02 0.60 0.21 50-yr 8.87 7.08 5.94 4.11 2.62 1 .63 1 .21 0.71 0.24 100-yr 10. 18 8.12 6.81 4.71 3.00 1 .86 1 .38 0.82 0.28 500-yr 12.99 10.36 8.70 6.01 3.83 2.38 1 .77 1 .05 0.36 Note: Intensity approximated using 1-hr rainfall depths and Equation 4-3 in USDCM Volume 1 . UD-Rain v1 .01 .xlsm, DDF & IDF Tables 8/16/2014, 1 :33 PM Depth-Duration-Frequency and Intensity-Duration-Frequency Tables for Colorado Hydrologic Zones 1 through 4 109 I I�..I I.i i• 10[. 105 I t 103 107 I -T-1 I I 41 ( I 4 I 1 I I 4 I - 40 I I I I I I I I --. I I -39 I Ii 2 1 I• I• I e I -- J. I I 1 I I 37 I - ----- --- - -- - -- - - _- - - - - - - - - - . .. _ _ - - - -- - - - - r -J7 COLORADO ,.Qy•,II.♦t - 1. • * 25 1. 0 I...-....ut o......w r<�..�.. 11411 ___o'_ .r�y.r .—.. - /lSun f9 w.r.w Mn...4ww O.h.J w.��1. I. 1 I tr"Lt `"-`-,MWrw Rywwi''•ed to Jr.WnA r9wall v.. lo. :. J,,., 100•!r Y C....-..w 1w.Yw I.I-.•..P....... 1.11.♦- 109 SOS - 107 106 - -10S $04 ;0l 102 Design Rainfall IDF & DDF Chart + 24-hr depth O 6-hr depth 6 • . r 1 I I I I I I I 1 1 I I I I I 0 - : j _ ' ' ' ' I I I _I -i_—�. I I I -3-hr depth Zone _ �11,, Hour i I I 2 - r 2-hr depth 5 a b 11011I a .i m _ In f- 2 r 1 0.2180 ' 1 I . I ti''�1 1 .8970 0 4 7 0. 11 : 0 0 0 p-).45 0.59 —0-1-hr depth 2 -0.0110 I .9� : � I10 0. - 0 75 "0 0 0 =^ _,.�.i 0 5. 5 0.56 ��,_ A 30-min depth 3 O0190 0. 0 1 . n0NI 0.3380 0 b= 1 0 0 0.25 .3 U. n:93,_ 4 0.6 44 0.0280 0.8910 11 . I�G U: 7 0 0 75 0 . _ 3.2510. - 0.45. 026 _e_15-min depth c 11 r� , . �' ❑ 10-min depth C CD j titus i,. _ $5 min depth Q- 3 L I � 1 ,I . 24 hr intensity 'Ret Pd 5-min 0 mi 15-mir. r fr m ' 1 2- r 3-hr 8 71r n3 6-hr intensity •_ 2 0.28 .41 5. : . . O. 1 .0• 1 ; 5 cc 2 _-`- • ' �� , 1 1.7 3-hr intensity 10 .50 r. 1 .01 1 . 16 a � . ��. . 9:• 10 .- 2:0500 0.6i? _:J : 1 .25 A ' . +b Cr 2 5 27 2-hr intensity O. 0i 1 .13 ::; 2 8. 30 . 3.3jj 1-hr intensity- . � � �il T� ►_ ..._:► 3.9 500 1 .N° 2.5 + 4.1 , 4 44 12 4.8 30 min intensity - 15-min intensity 0 -- r 1 1 14 — 10-min intensity 1 10 100 Return Period (years) 5-min intensity UD-Rain v1 .01 .xlsm, DDF & IDF Tables 8/16/2014, 1 :33 PM APPENDIX B -3 HISTORIC RUNOFF CALCULATIONS 0 am a L. o r :^ ..+ M O 7 C y O - a t_ Q L d } w i O O N s - 0 ,n M a .- } W N N 74 h h 5i tc� 0 q as ....... C 'i j: a = O O 7 « 2 O 7m L. 0 L ea ea Ti WI 0 0 C et } N ''Cn N 0 0 O h b cri N N . 7u o • a ` g 4 " } o `rY M +3 E N ' L M n 0 •;j ii �_ ppno L 6 O C0 a o O �, �' 1 .2 g m e 3 n - o c " - -' .n a C04 oho it II a o $ oC d a F a. 0 C L N O .� A It F -jc 88 K VI in g ell y 0 L .eo £ C F _ e u O N N C y 0 0 Q r r r F �° c E q C >, N N u e1 .2 u g O Y a - O C C 0 G '� O 0 V ° C O H 3 o d in v1 - a R. ,"n } o S " V a O O E 9 CL G O C 'I' n .111 VOi r i Ilo a ce L N O, t y '« w - a v1 II II S II VI p > II C N O f C is 1, 2 I II u ...1 [n iI J u VJ E ce J z = e4 is, s- F F 3 e? 00 �. N N �.J 'J 4 'jC N N 8 .O ”: u 0 O V N V G q s — V A a .- E a O _. _ L .b N oo oo •G v N CO CO 0 r- 631- O e r0,1, vOi w' 7 O N re, h 0 7 C ,� OG X Y. ^ W r- ..✓- C O O 0 000 0 - 0000 0 m8 ce J A •= p p O O L 0. 0 N N L O ,O N N r 0 O N N N >' O N N N O a ... 0000 0 ... e) 000 0 u L r. wry+++ co ao N N h J O O i. CO .D .O N_ > 8 O el Y_ •-• O F C C N a C a O G h C 0 0 0 O 0 •f. J Cr' O 6. N h h N Q CO h h T Fa ,- _ '• 0000 v '•25OOO °n N - OS - m o r, u < � `� •C in U GI N F' 40 r:n N 'O r G a To u 0 tn. E 6 5C o v Ts u 9.33 u e o V F 8 Q n Ar.C ca e e e \ \ o ° DO e o Tv eE e \ g .4 a Q, - a0. 0 g 0 0 O O N C a V < L; o M 1D 4 0 tx O N r 0 r --....-4 a a e VO', Ga -3 F G ti C Q p, N rla v O M Ce O N S IN O O 7 V ¢ N x i V'' O� �p T OO 7 a O • N r OG• O e E E °` a J W a m u a > N ¢ m O O w * < m0O M e. e t e e F F e: F F d Cummins Basin A and Basin 0-la Hydrologic Anaysis input Data Basin : Cummins Description : Offsite Drainage Basin Last Modified Date : 15 August 2014 Last Modified Time : 21 : 57 : 26 Version : 4 . 0 Filepath Separator : \ Unit System : English Missing Flow To Zero : No Enable Flow Ratio : No Compute Local Flow At Junctions : No Enable Sediment Routing : No Enable Quality Routing : No End : Subbasin : Basin A Canvas X : - 4245 . 773732119636 Canvas Y : 1657 . 9973992197656 Area : 0 . 46284 Canopy : None Plant Uptake Method : None Surface : None LossRate : SCS Percent Impervious Area : 2 Curve Number : 84 Transform : SCS Lag : 155 Unitgraph Type : STANDARD Baseflow : None End : Subbasin : Basin 0- la Canvas X : -2161 . 8497109826594 Canvas Y : 1751 . 445086705202 Area : 0 . 460 Canopy : None Plant Uptake Method : None Surface : None LossRate : SCS Percent Impervious Area : 2 Curve Number : 84 Transform : SCS Lag : 155 Unitgraph Type : STANDARD Baseflow : None End : Basin Schematic Properties : Last View N : 5000 . 0 Last View S : - 5000 . 0 Last View W : - 5000 . 0 Last View E : 5000 . 0 Maximum View N : 5000 . 0 Maximum View S : - 5000 . 0 Maximum View W : -5000 . 0 Maximum View E : 5000 . 0 Extent Method : Elements Buffer : 0 Draw Icons : Yes Draw Icon Labels : Name Draw Map Objects : No Draw Gridlines : No Draw Flow Direction : No Fix Element Locations : No Fix Hydrologic Order : No End : Meteorology : 10 -YR Last Modified Date : 16 August 2014 Last Modified Time : 19 : 12 : 30 Version : 4 . 0 Unit System : English Set Missing Data to Default : No Precipitation Method : Frequency Based Hypothetical Short-Wave Radiation Method : None Long-Wave Radiation Method : None Snowmelt Method : None Evapotranspiration Method : No Evapotranspiration Use Basin Model : Cummins End : Precip Method Parameters : Frequency Based Hypothetical Exceedence Frequency : 10 . 0000 Single Hypothetical Storm Size : Yes Convert From Annual Series : No Convert to Annual Series : Yes Uniform Depth Duration Curve : Yes Storm Size : Total Duration : 120 Time Interval : 5 Percent of Duration Before Peak Rainfall : 50 Depth : 0 . 48100 Depth : 0 . 85800 Depth : 1 . 4300 Depth : 1 . 7000 End : Subbasin : Basin A Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : End : Subbasin : Basin 0- la End : Meteorology : 100 -YR Last Modified Date : 14 August 2014 Last Modified Time : 15 : 26 : 17 Version : 4 . 0 Unit System : English Set Missing Data to Default : No Precipitation Method : Frequency Based Hypothetical Short-Wave Radiation Method : None Long-Wave Radiation Method : None Snowmelt Method : None Evapotranspiration Method : No Evapotranspiration Use Basin Model : Cummins End : Precip Method Parameters : Frequency Based Hypothetical Exceedence Frequency : 1 . 00000 Single Hypothetical Storm Size : Yes Convert From Annual Series : No Convert to Annual Series : Yes Uniform Depth Duration Curve : Yes Storm Size : Total Duration : 120 Time Interval : 5 Percent of Duration Before Peak Rainfall : 50 Depth : 0 . 86600 Depth : 1 . 5500 Depth : 2 . 6300 Depth : 3 . 1800 End : Subbasin : Basin A Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : End : Subbasin : Basin 0- la End : Global Summary Results for Run "10 Year" i3 I a 0E:7• Project: Cummins Simulation Run: 10 Year Start of Run: 0 lian2000, 00:00 Basin Model: Cummins End of Run: 02Jan2000, 12:00 Meteorologic Model: 10-YR Compute Time: 16Aug2014, 13: 12:32 Control Spedfications:Control 1 Show Elements: All Elements Volume Units: o IN AC-FT Sorting: Hydrologic Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) A Basin A 0.46284 46.0 0 Lian2000, 03:50 0. 55 Basin O-1a 0.46000 45.7 013an2000, 03:50 0. 55 t 21 Global Summary Results for Run "100 Year" Project: Cummins Simulation Run: 100 Year Start of Run: 01Jan2000, 00:00 Basin Model: Cummins End of Run: 02Jan2000, 12:00 Meteorologic Model: 100-YR Compute lime: 16Aug2014, 13:20:56 Control Spedfications:Control 1 Show Elements: All Elements Volume Units: •o. IN _ ' AC-FT Sorting: Hydrologic T - Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) Basin A 0.46284 141.3 01Jan2000, 03: 50 1.69 Basin O-la 0.46000 140.4 01Jan2000, 03:50 1.69 APPENDIX B -4 OFF - SITE RUNOFF CALCULATIONS < ¢ ¢ x V Len a• C K Q ^ Q N W. e ▪ rTrpp Oet >- en rI a h N P•1 N >-L N O G C M L Ur t, q q q L O — O O rob v. E d— — N N rob .-• � L N _a tO N O— O — 3 O c o el -4 4,4,_ ► a' 'Qa < • II II • L O a .O O a II T let6 a o` 00 00 V II ¢ on o d o - d e li a I- ar c 'C- N O O C — O ^_ wt O. .O O N F E H O O Tr N pi o N .e� U F E N n an — r- Z C 00 •o SO .'. C• N 00 P� e V 6 = F' ice: V ? N 0pp aP N O V .a-ll•N ? CCC _ 0000 a M 0 Y7 - W L -- 4 O - 2 C O O O O '•.a d i' o t od000 3 * - •c ^°• 8 0 u u 5 c: 88o8 u � � at-' ococo ,5 (= II 28888 'z — , in in in ina• C - r. pOppp 0D N en on }p S ? CO re j - = e�•1 rfl C Y 8 M rp M Z. a - k. R en a } V 00 e hY O. L h r. BnQQ gon �_ 'c a_ sa ua n w H u• r N N Tr N an N ' ce } V % • .2 U J 9 V = - O G O C O G' O - X g N O A C W 8 6' .ate. u e U c 3 > `n e 3 co On tQ }L N 7 Y, vl 7 • L v } a F j ► " h pie C_ = '^ o0odd 2 y 8 r ^I O P. O in F `^ h +7 S tU +� E '� a W. U z • a L N 00 N 7 CO 7 5 - N L * O V, II II v II I7 II E �' 0Qooa r, 8 a c a taru II U .J rn II > V v7 a N00000; t C•7 To 6 z - fV 4: - E F U — 0 g o• q o q ._ N N N N N - 01 IFe ;7'. Y — T N 00 00 Yi �, .G N CO CO 00 7• .O N 04 00 C. I. .G N 00 00 N I. c N 00.00 �.pp O O. r .. - _ - O O O en • - 0 O O Cr - .O O O 00 - L O C ^ .O d O .O 8 N M Y) V% Q O N M In Yt Q O° N MI!,Yi h Q O N M v. v. Y O N M VI Yf Q eye V z �' _� v. C C C O O C O C C C F. G7 C C C C .O. C a C G o .0.. O' O O' O' C C � N ' 4 a -capp p pp [(yy p ei of 0 0 0 8 8 t O.'O 1" M Q 1 0 0 el b T .D .O M >, n .D .NO .NO Q T I-- .O b. b h T b in O o 0 O 0 `•� m o OD O. co e O - N N N O O - N es; ev O O — N N N O O N N N ^ O N N N •h 8 0 0 0 0 O 0 0 0 0 O 0 0 0 0 O O O O O 0 O O-O. O O m te 'O m 4 t V cl pp pp pp 00 00 N N .0 CO 00 N N N 00 00 N N - 04 a0 N N b 00 CO NN N O C S J O �, g C 'O .O N_ i. S O b .O Q j, O .O .O •r. ' O C b b in T O O b b Q L O C O .G w' 606 ,4 C O.O O o C CCo C Oo d Y• d C O Oo Oo In O d Oo o O O o d O O o W .O C N Cr 00 .O .O L 0 CO .0 C r, y. 00 .O C Q �, a CO 'b C CO 88888 1 00o $ `' 8000 % 000 S000 o ^ 8000 _ 466666 ,e N 0 0 0 0 C N O-O o o _ N a C C C N O o o o o N C O O L O th d a 3 :J li a = • ca. v: O G 00 .. - h N h co R " O H - G te arh V 2 "t m e — Q N o N U. A — m o % .�i J1 ¢¢e e e e 2a e e e 2 e 2a 2e e e 2e e e 2 e o< e e a S O 4e - ¢ y O 5. S g` ri M C O C vl vl -: O 00 N O C a" 00 N G G ? Q .n v N h - 00 a ry t--- C (j 88888 ee v. S 8 = S8 CO F doodd =' 3�, oe• �o '��i gam, p Y c N y3O' q88 n (0 H 00 e a "� Z i a a ao a p r c r -P re-1 c �p (.1 p 00 oo N 00 7` = e O Q Y1 O - J O S V'1 O h x M1 K> C Q �^ .O v. C - S O O O O ;,•� M h Q C i a s 00 G - CO Q O O Q ^ O Q O -.O ^ C N v, C a0 ^ O C n C O h DD O ^ y a ¢ T 45 0 O• m O C Q -• N a - 6 - - . a N c J IC a .p o e e , e o O J y ;� . a e N e - to z tt ec a "A a u 'o N `� a„�+ ¢ Cep�1,U COp1 > p¢p�,Cya1 tVp/ Opp, ` 6�5 6y Cyy1,V 0pq ` �+ 6 Cyp1,V O ` '� 96� C1 V 0p, C �� ¢ '� V O •gip CT n .n fG O O O v O G E T T (Je. `O i..T F. _O " .T : _O O `'• J+ O `7 C.g i. _O O + g. k p M G e it e_ E.- r- Fl` a f" FF e_ • I-- EF a •G - EE a - EFral‘ERsn t o 0 0 o e % `� 'o CO 'o o a 0) c o o 'o "e 'o 'o m c o 0 o 0 'o o 'o CO* m 3J CO CO CO CO �.1 i {'C VJ VJ V} V: Ca to VJ raw CO f/) CO CO CO C CO CO V.' V] CZ CO V.' 7 p. F-: VS 0. 0. Cummins Basin A and Basin 0-la Hydrologic Anaysis input Data Basin : Cummins Description : Offsite Drainage Basin Last Modified Date : 15 August 2014 Last Modified Time : 21 : 57 : 26 Version : 4 . 0 Filepath Separator : \ Unit System : English Missing Flow To Zero : No Enable Flow Ratio : No Compute Local Flow At Junctions : No Enable Sediment Routing : No Enable Quality Routing : No End : Subbasin : Basin A Canvas X : - 4245 . 773732119636 Canvas Y : 1657 . 9973992197656 Area : 0 . 46284 Canopy : None Plant Uptake Method : None Surface : None LossRate : SCS Percent Impervious Area : 2 Curve Number : 84 Transform : SCS Lag : 155 Unitgraph Type : STANDARD Baseflow : None End : Subbasin : Basin 0- la Canvas X : -2161 . 8497109826594 Canvas Y : 1751 . 445086705202 Area : 0 . 460 Canopy : None Plant Uptake Method : None Surface : None LossRate : SCS Percent Impervious Area : 2 Curve Number : 84 Transform : SCS Lag : 155 Unitgraph Type : STANDARD Baseflow : None End : Basin Schematic Properties : Last View N : 5000 . 0 Last View S : - 5000 . 0 Last View W : - 5000 . 0 Last View E : 5000 . 0 Maximum View N : 5000 . 0 Maximum View S : - 5000 . 0 Maximum View W : -5000 . 0 Maximum View E : 5000 . 0 Extent Method : Elements Buffer : 0 Draw Icons : Yes Draw Icon Labels : Name Draw Map Objects : No Draw Gridlines : No Draw Flow Direction : No Fix Element Locations : No Fix Hydrologic Order : No End : Meteorology : 10 -YR Last Modified Date : 16 August 2014 Last Modified Time : 19 : 12 : 30 Version : 4 . 0 Unit System : English Set Missing Data to Default : No Precipitation Method : Frequency Based Hypothetical Short-Wave Radiation Method : None Long-Wave Radiation Method : None Snowmelt Method : None Evapotranspiration Method : No Evapotranspiration Use Basin Model : Cummins End : Precip Method Parameters : Frequency Based Hypothetical Exceedence Frequency : 10 . 0000 Single Hypothetical Storm Size : Yes Convert From Annual Series : No Convert to Annual Series : Yes Uniform Depth Duration Curve : Yes Storm Size : Total Duration : 120 Time Interval : 5 Percent of Duration Before Peak Rainfall : 50 Depth : 0 . 48100 Depth : 0 . 85800 Depth : 1 . 4300 Depth : 1 . 7000 End : Subbasin : Basin A Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : End : Subbasin : Basin 0- la End : Meteorology : 100 -YR Last Modified Date : 14 August 2014 Last Modified Time : 15 : 26 : 17 Version : 4 . 0 Unit System : English Set Missing Data to Default : No Precipitation Method : Frequency Based Hypothetical Short-Wave Radiation Method : None Long-Wave Radiation Method : None Snowmelt Method : None Evapotranspiration Method : No Evapotranspiration Use Basin Model : Cummins End : Precip Method Parameters : Frequency Based Hypothetical Exceedence Frequency : 1 . 00000 Single Hypothetical Storm Size : Yes Convert From Annual Series : No Convert to Annual Series : Yes Uniform Depth Duration Curve : Yes Storm Size : Total Duration : 120 Time Interval : 5 Percent of Duration Before Peak Rainfall : 50 Depth : 0 . 86600 Depth : 1 . 5500 Depth : 2 . 6300 Depth : 3 . 1800 End : Subbasin : Basin A Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : Depth : End : Subbasin : Basin 0- la End : Global Summary Results for Run "10 Year" i3 I a 0E:7• Project: Cummins Simulation Run: 10 Year Start of Run: 0 lian2000, 00:00 Basin Model: Cummins End of Run: 02Jan2000, 12:00 Meteorologic Model: 10-YR Compute Time: 16Aug2014, 13: 12:32 Control Spedfications:Control 1 Show Elements: All Elements Volume Units: o IN AC-FT Sorting: Hydrologic Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) A Basin A 0.46284 46.0 0 Lian2000, 03:50 0. 55 Basin O-1a 0.46000 45.7 013an2000, 03:50 0. 55 t 21 Global Summary Results for Run "100 Year" Project: Cummins Simulation Run: 100 Year Start of Run: 01Jan2000, 00:00 Basin Model: Cummins End of Run: 02Jan2000, 12:00 Meteorologic Model: 100-YR Compute lime: 16Aug2014, 13:20:56 Control Spedfications:Control 1 Show Elements: All Elements Volume Units: •o. IN _ ' AC-FT Sorting: Hydrologic T - Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) Basin A 0.46284 141.3 01Jan2000, 03: 50 1.69 Basin O-la 0.46000 140.4 01Jan2000, 03:50 1.69 APPENDIX B - 5 DEVELOPED RUNOFF CALCULATIONS O• < a < 1 < < as } T M ? i- 9 0 v. C Y n b T M .r, -} M1 N N 1- 1:! O a N s a >' Y b P r- c N O - 0 G G ›. N I-- Y N N N O O O O O 4 0 .a -Y I N'n O Fr CC r `- I. - E e } N O N.M p n a° .O ` M ir. S44 Y -1. ..r C V QQ N T Q• %. 2 T N • N M M M M M C 2 Y n — q n y N N Cl N Cl 1.1 a u e bb a - v: , v' C - - - r. N ' y C r y O f .2 1▪C P O r v 't - ' 1 r .C a< h Y } T O 2 N g1 7 Y 8 YN vp pp. .., o .« — G O O C O u d 37;O h i .CC T co 2 Y VV- — Mn n Nri i G ^ C C O 66 m U = — t a°°o R. aac - r. _L' y' N N ry N . " 06 C 66 .. - yy r. J °-2O. C ti 3.4 L y ;: n " O O O O O t • C Q' nJ 0 „ .A e at T r. >i: O u F - F - O • p o E — M N N • z c v a i yh 9L 9 E G O t z •_• . - O ' us. G - O o ' '= J F.-4n M r G C Y F • .' } 6 4 d C C N h Y c g C , _ a = 7 M CG G G — M O — I,, Yy9 o C Y U `p a 2 :..) ,:j1 .‹ 5 e c p II 0. I. cu v 3aFn $ S8 _ s .... 1_ �Oa _ CGS 3rr - d = 0 c m C t. - N d el .r .p M °]S °° 1' N N N N n Q ... ;822 M .D a,'! Y Y of C co O N = T T •Fn .F/. Y O M T h .o/. in O e P1, 21 .22. TN h ..r, C > O n Y .t 'e in O N in .N/. .r. N O G O G C .. , = C O G O C ^ O C G G 62606.6 6 O O 2 G t O O O C= O O G O G Y p .p .p ` �{ �( �} .p y y C O r .C fi O°- ? �.N VNi N in it Y fb+ h m >.eYh O .O .O .D i. > i. Y N O O ^ is'L 4L W co as F O O - 1 _ M Y K M N n M M N M M M O r4 n M !`I 07e."1 "rI N - O C C O C C C C C C .. 0 000 C C 0 4 20000 C C O C C C e a 0 Q Q Q r^. W Ny 001.. .” 00 Y o P .Vp� N YW.t m 5, � b b - , c04-4 .-40+ - 00_ ; 88 "' v "' N N M r`� N N el N N N N i' O — C{ N rl i•O — C O C G C G O C C o 0 0 0 o C 0000 C r O C C O C C O C C C C a 0 J U 6pp N .D In Y. °° m.ti 1 +� aC yO Qa aC 6. N T D .O - 0C .G T �' Tp L N 8 a° NN. qN QN� O F M G a0 I� TJ r- N N N N Y.. N N P �. .6. -: „ V N i. > !.O - - �•O O O O 3 : Cod - C -. Y = " O O O O G N O O O O O N C C O C O N N O C O O = N O O C O C nc, 3 Oy I Q / T O 8 g O v D 8 c o c =FFo - C CC - TT r. 2& — m 3 a Li CCCIM X88 8 88 I _ _ = > > > z > L O o O C O = n 3 C e C I4 .n. E Y j 3 q' ce O Y O.O T O O F O T J O S .°}0 O c. S C G C C a9 O O O r°h O F y� , 0 T 2 „ P n v t r- G GO O 0 O — O O r` = O —O ? C G O G O O G G Q G C — C M C G - 6 -- .1: 0 - C i. E r C _ V z I Q C 14 z= V € A 4 c3 le, s 2s9 y p r _ < ^ U M 0 < mU0 O < m U C a < o U C ... e403UCI a < C1 U G Z c$ _ _ i- FF ;L_ a Pi- '•= a r- 'I- F !- e ' rl- r 1= a Pt- E• r '= e ;- r:FF K h op c < xv n5 � m' 33SRR ma39AR 7.• c22 0 1 eiaa a 2 cacZ2 , 8 f r, h 3 Y.• rii N z 2 APPENDIX C - HYDRAULIC COMPUTATIONS APPENDIX C - 1 CULVERT CALCULATIONS Culvert Calculator Report Culvert 10 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,840.60 ft Headwater Depth/Height 0.49 Computed Headwater ElevE 4,838.50 ft Discharge 1 .69 cfs Inlet Control HW Elev. 4,838.43 ft Tailwater Elevation 4,838.38 ft Outlet Control HW Elev. 4,838.50 ft Control Type Outlet Control Grades Upstream Invert 4,837.77 ft Downstream Invert 4,837.39 ft Length 79.00 ft Constructed Slope 0.004810 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 0.99 ft Slope Type Mild Normal Depth 0.49 ft Flow Regime Subcritical Critical Depth 0.49 ft Velocity Downstream 1 .37 ft/s Critical Slope 0.004914 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. 4,838.50 ft Upstream Velocity Head 0.09 ft Ke 0.20 Entrance Loss 0.02 ft Inlet Control Properties Inlet Control HW Elev. 4,838.43 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 Title: Cummins Project Engineer: jeff.butson p:\...\supportdocs\calcs\cummins culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/19/14 04:07:23 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 50 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,835.25 ft Headwater Depth/Height 0.77 Computed Headwater ElevE 4,835.11 ft Discharge 11 .69 cfs Inlet Control HW Elev. 4,835.01 ft Tailwater Elevation 4,834.84 ft Outlet Control HW Elev. 4,835.11 ft Control Type Outlet Control Grades Upstream Invert 4,833.95 ft Downstream Invert 4,833.65 ft Length 67.00 ft Constructed Slope 0.004478 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 1 .19 ft Slope Type Mild Normal Depth 0.80 ft Flow Regime Subcritical Critical Depth 0.76 ft Velocity Downstream 2.59 ft/s Critical Slope 0.005379 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 3 Outlet Control Properties Outlet Control HW Elev. 4,835.11 ft Upstream Velocity Head 0.17 ft Ke 0.20 Entrance Loss 0.03 ft Inlet Control Properties Inlet Control HW Elev. 4,835.01 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 5.3 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Cummins Project Engineer: jeff.butson p:\...\supportdocs\calcs\cummins culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/19/14 04:07:40 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert O1 -c Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,845.54 ft Headwater Depth/Height 1 .35 Computed Headwater ElevE 4,844.02 ft Discharge 18.34 cfs Inlet Control HW Elev. 4,844.00 ft Tailwater Elevation 4,841 .48 ft Outlet Control HW Elev. 4,844.02 ft Control Type Entrance Control Grades Upstream Invert 4,841 .32 ft Downstream Invert 4,840.03 ft Length 81 .00 ft Constructed Slope 0.011481 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 1 .31 ft Slope Type Steep Normal Depth 1 .30 ft Flow Regime Supercritical Critical Depth 1 .54 ft Velocity Downstream 8.42 ft/s Critical Slope 0.007424 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. 4,844.02 ft Upstream Velocity Head 0.77 ft Ke 0.50 Entrance Loss 0.39 ft Inlet Control Properties Inlet Control HW Elev. 4,844.00 ft Flow Control N/A Inlet Type Square edge w/headwall Area Full 3.1 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title: Cummins Project Engineer: jeff.butson p:\...\supportdocs\calcs\cummins culverts.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 08/19/14 04:07:57 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 10 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.025 Channel Slope 0.01600 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 1 .69 ft3/s Results Normal Depth 0.41 ft Flow Area 0.66 ft2 Wetted Perimeter 3.36 ft Hydraulic Radius 0.20 ft Top Width 3.26 ft Critical Depth 0.41 ft Critical Slope 0.01613 ft/ft Velocity 2.55 ft/s Velocity Head 0. 10 ft Specific Energy 0.51 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 0.41 ft Critical Depth 0.41 ft Channel Slope 0.01600 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:18:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 10 GVF Output Data Critical Slope 0.01613 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:18:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 20 max slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.025 Channel Slope 0.03000 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 6.53 ft3/s Results Normal Depth 0.60 ft Flow Area 1 .44 ft2 Wetted Perimeter 4.95 ft Hydraulic Radius 0.29 ft Top Width 4.81 ft Critical Depth 0.70 ft Critical Slope 0.01347 ft/ft Velocity 4.53 ft/s Velocity Head 0.32 ft Specific Energy 0.92 ft Froude Number 1 .46 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 0.60 ft Critical Depth 0.70 ft Channel Slope 0.03000 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:19:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 20 max slope GVF Output Data Critical Slope 0.01347 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:19:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 20 min slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.025 Channel Slope 0.01700 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 6.53 ft3/s Results Normal Depth 0.67 ft Flow Area 1 .79 ft2 Wetted Perimeter 5.51 ft Hydraulic Radius 0.32 ft Top Width 5.35 ft Critical Depth 0.70 ft Critical Slope 0.01347 ft/ft Velocity 3.66 ft/s Velocity Head 0.21 ft Specific Energy 0.88 ft Froude Number 1 .12 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 0.67 ft Critical Depth 0.70 ft Channel Slope 0.01700 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:19:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 20 min slope GVF Output Data Critical Slope 0.01347 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:19:20 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 30 max slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.025 Channel Slope 0.02000 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 4.00 ft3/s Results Normal Depth 0.54 ft Flow Area 1 .16 ft2 Wetted Perimeter 4.45 ft Hydraulic Radius 0.26 ft Top Width 4.31 ft Critical Depth 0.57 ft Critical Slope 0.01438 ft/ft Velocity 3.44 ft/s Velocity Head 0. 18 ft Specific Energy 0.72 ft Froude Number 1 .17 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 0.54 ft Critical Depth 0.57 ft Channel Slope 0.02000 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:21 :18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 30 max slope GVF Output Data Critical Slope 0.01438 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:21 :18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 30 min slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.025 Channel Slope 0.01600 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 4.00 ft3/s Results Normal Depth 0.56 ft Flow Area 1 .26 ft2 Wetted Perimeter 4.64 ft Hydraulic Radius 0.27 ft Top Width 4.50 ft Critical Depth 0.57 ft Critical Slope 0.01438 ft/ft Velocity 3. 16 ft/s Velocity Head 0. 16 ft Specific Energy 0.72 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 0.56 ft Critical Depth 0.57 ft Channel Slope 0.01600 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:20:34 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 30 min slope GVF Output Data Critical Slope 0.01438 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:20:34 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 01 -c Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.025 Channel Slope 0.04000 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 18.34 ft3/s Results Normal Depth 0.84 ft Flow Area 2.81 ft2 Wetted Perimeter 6.91 ft Hydraulic Radius 0.41 ft Top Width 6.71 ft Critical Depth 1 .06 ft Critical Slope 0.01174 ft/ft Velocity 6.52 ft/s Velocity Head 0.66 ft Specific Energy 1 .50 ft Froude Number 1 .78 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 0.84 ft Critical Depth 1 .06 ft Channel Slope 0.04000 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:17:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 01 -c GVF Output Data Critical Slope 0.01174 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:17:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 02 max slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.025 Channel Slope 0.03000 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 82.73 ft3/s Results Normal Depth 1 .56 ft Flow Area 9.69 ft2 Wetted Perimeter 12.83 ft Hydraulic Radius 0.75 ft Top Width 12.45 ft Critical Depth 1 .93 ft Critical Slope 0.00960 ft/ft Velocity 8.54 ft/s Velocity Head 1 . 13 ft Specific Energy 2.69 ft Froude Number 1 .71 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 1 .56 ft Critical Depth 1 .93 ft Channel Slope 0.03000 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:23:33 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 02 max slope GVF Output Data Critical Slope 0.00960 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:23:33 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Channel 02 min slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.025 Channel Slope 0.01900 ft/ft Left Side Slope 4.00 ft/ft (H:V) Right Side Slope 4.00 ft/ft (H:V) Bottom Width 2.00 ft Discharge 82.73 ft3/s Results Normal Depth 1 .47 ft Flow Area 11 .54 ft2 Wetted Perimeter 14. 10 ft Hydraulic Radius 0.82 ft Top Width 13.73 ft Critical Depth 1 .70 ft Critical Slope 0.00957 ft/ft Velocity 7. 17 ft/s Velocity Head 0.80 ft Specific Energy 2.27 ft Froude Number 1 .38 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 1 .47 ft Critical Depth 1 .70 ft Channel Slope 0.01900 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:23:08 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Channel 02 min slope GVF Output Data Critical Slope 0.00957 ft/ft Bentley Systems, Inc. Haestad Methods SoIBthat1£yefritawMaster V8i (SELECTseries 1) [08.11 .01.03] 8/19/2014 4:23:08 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 APPENDIX C -3 CONVEYANCE SUMMARY rf - V. v, v, �'. w _ N t r O 7 7 7 b M X E N YG K 1 N M M N 8 0 7 - 0 - - 6066660 U U O 7 i •y a h N O 0• N r b b v' - T �` 7 r W N M N N 7 . 0 000000000 9 r, rt ^ N_ .� t, n 0N r - - a0 Pte- t� CO O 7 N O N aC 77 3 .,,. - . N ET 7 C • 5n J Q Coon 0 0 - 7 .r M b o t V^ C • a — '0 ..Vl V'1 N b ✓ ? c 410 M d t'1 N b . . b '4�- hhr rv100000 m c O $ e M IM rV tV — fV ht tV tV f9 3 AI i� C •l W S 4 m i 4 - - N b 7 �' ,� j Y x v-. r P h a N - v. ,� M o - t _ - N _ E a 9 c V M a s s 5 pprrl .o O Am Q .-. 4- , v, t , orb b 'c 00 — w J t `" - O - - o 0 0 0 0 0 Va J Q 0 _ V O= Os C% ref F M M O ,, r , f p 0 0 \ O 7 C � e0C�0 = 0. 0. 0. u , SS obr Fo .° x • Ye0 L ..r - a U hj -• P r n n ^ O s trrl Y K y g �.1 J J J '^ 4444 7 7 v a a n 7 ��o , FS fT7en 00 O}{ Q 0 N N . W zu a0 00 aD 3YJ = % g 0^Yl - 070 00 _ O N ( @ N W e6 9 S S A iJ 'Z' en G' v C C v r C C C FHFFFF >. .', A0 C m , >. f•1 7 M M C\ en M 0 0 0 d m M �'. I-- .C 1'- 0 h M r r h N O O r O V — — — } C O C O .V.. M - w ONO - 'G d' �!' a p j p p b u 8 S Gi y'V M h h h r vl 'S a .0. .V„ r. O �F ¢� M e'i M O^ .V.. O h N N o N N - - 7 U > sI tea - 5 by — C — 8 y 3 m u M C a m y V"1 L' 6i m u _ a a C N Q u t - O L o U N N 0 N N t0+1 X01 N U � m pm m y M A 06 oM A 0000mmmmmm 43 0 0 se C c d0 m (j O ke ° O m Q U C 4n C r •m 0 c N Y• N ran A ti a n a > J 3 � Cf \ jem HU fs. z ` go C UI r _ rv°i `n -i° a3 e w j D > i d 0 v, \ ^ ^ " .� m - q e .� M 3 Q >" i a U U y C� O ' & 4 2222 0 u L. 0 O ri 0000 t�l - U ^' v k Q . }apt ~- \\\ f ," .' 'rnr: r� it -+.N1 The complete line of RollMax M products .,,,t= , i : ... �' p p . :3 � . Vi!� e= , . ; ,� :� ,},. _,, ,e� offers a variety of opt ions for both : .- „� "t., , 1„sir %71 short-term and permanent erosion n.- ^- ++ �. �s,a;il� fy , control needs. Reference the Roll Max ' ' `. Products Chart below to find the ,F .. -, r-: . ;`-. . ` it � Igi 1 .,i' ,$),:x.., , right solution for your next project . ~ , Rol IMax Product Selection Chart TEMPORARY [RON ET BI ON ET ;: `= `-v ' , '•?ca- ...,%,„:•;„:„.• _ ter_ w_ -• -31 ►� O' DS75 DS1501;3_ S150 SC150IIIIIM S75BN Longevity 45 days 60 days 12 mo. 12 mo. 24 mo. 36 mo. 12 mo. Moderate Flow Moderate Flow Medium Flow Applications Low Row Channels ChannelsLow Row Channels Channels Channels High-Flow Channels Low Row Channels 4:1-3:1Slopes 3:12:1 Slopes 4:43:1Slopes 3:12:1SIopes 2:11:1SJopes 1:land&eater Slopes 4:13:1Slopes Design Permissible Unvegetated Unvegetated Unvegetated Unvegetated Unvegetated Unvegetated Unvegetated Shear Stress 155(74) 1.75(84) 155(74) 175(84) 2.00 (96) 2.25(108) 1.60 (76) lbs/ft2(Pa) Design Permissible Unvegetated Unvegetated Unvegetated Unvegetated Unvegetated Unvegetated Unvegetated Velocity 5.00 (1.52) 6.00 (1.52) 5.00 (1.2) 6.00 (1.83) 8.00 (2.44) 13.00 (3.05) 5.00 (1.52) ft/s(m/s) Lightweight Lightweight Lightweight Lightweight Heavyweight Heavyweight Leno woven. 100% accelerated accelerated photodegradable photodegradable UV-stabilized UV-stabilized biodegradable photodegradable photodegradable polypropylenepolypropylene polypropylene polypropylene polypropylene polypropylene jute fiber Top Net 1.50lbs/ 1000ft' 1.50lbsl1000ft' 150 lbs/ 1000 ft2 1.50 lbs/ 1300 ft' 2.91bs/ 1000ft2 2.91bs/ 1000ft' 9.30 lbs/ 1000 f t 2 / 100 m2 2 (0.73 kg/ 100 m2) (0.73 kg/ 100 m2) (1.47 kg/ 100 m2) (1.47 kg/ 100 m') (4.53 kg/ 100 m') (0.73 kg / ) (0.73 kg/ i00 m ) approx wt approx wt approxwt approxwt approx wt approxwt approxwt Center Net N/A N/A N/A N/A WA N/A N/A Straw/coconut matrix 70%St raw St raw fiber St raw fiber St raw fiber Straw fiber 0.351bs/yd' Coconut fiber St raw fiber Fiber Matrix 0.501bs/yd2 0.501bs/yd2 0.50Ibs/yd2 0.501bs/yd2 (0.19 kg/m2) 0.501bs/yd2 0.501bs/yd2 (0.27 kg/m2) (0.27kg/m') (0.27 kg/m2) (0.27 kg/m") 30%Coconut (0.27 kg/m2) (0.27 kg/m2) 0.15lbs/yd2 (0.08 kg/m2) Lightweight Lightweight Lightweight Heavyweight accelerated photodegradable photodegradable UV-stabilized phot odegradable Bottom Net N/A polypropylene N/A polypropylene polypropylene polypropylene N/A 1.501bs/ 1000ft2 1.501bs/ 1000ft2 1.501bs/ 1300ft2 2.9 lbs/ 1000 ft' (0.73 kg/ 100 m') (0.73 kg/ 130 m') (1.47 kg/ 100 m2) (0.734/ 100 m') approx wt approxwt approxwt approxwt Thread Arrplerated Accelerated Degradable Degradable Degradable UV stabilized Biodegradable degradable degradable polypropylene 8 "'aim s`:4 01 'i je.� • r' •— 7.7-: ...4-esi, - •:-..--%--",.,:., d a W.;.";"44.-..7e4 -'rises ' �[�c�SM �1R t Z ' ,,_ At t:,:it ` �" +�aie ' '+if •'Is y � '�. !1 �� . .J �. ti e \y 1. tte a `l �)It. f: �r j � al►.A Sri �l�� "�.� I r.r re , 1. �;r;�. t. -.��•t. A .� t oSc. i N.--J•�r zt..i.zt:„...... .c.di iirStr- _ _ . , . ... - ,... geria._:al• tat_ . . .. ..,,s1,!. . ,...4.4% i ;` ''�. �`-�l�a.- _ .c.; � - _� *ti� ; �eve—pm .:1 ,y • �� ! ij ; " *. , 1 'ir it a TEMPORARY PERMANENT BI ONEI- CRONE- VMAX • Or" Illir‘ ---- 4. S150BN SC150BN C125BN P300 SC250 C350 P550 Longevity 12 mo. 18 mo. 24 mo. Permanent Permanent Permanent Permanent Moderate Flow Medium Flow High-Flow Channels l-igh-Flow Channels High-Flow channels l-igh-Flow Channels 6ct reme Applications Channels Channels high-Flow Channels 1:1andGreater Slopes tlSlopes 1:1 and Geater Slopes t1andGeaterSlopes 3:1-2:1Slopes 2:1-tlSopes tland 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 Ibs/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) 10.00 (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. 130% 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 5.01bs/ 1000ft2 8.01bs/ 1000ft2 24.01bs/ 1000ft2 9.301bs/ 1000 ft2 9.301bs/ 1000 ft 9.301bs/ 1000 ft2 5.0lbs/1000 ft 2 (2.44 kg/ 100 m2) (3.91 kg/100 m2) (11.7 kg/ 100 m2) (4.53 kg/100 m ) (4.53 kg/ 100 m ) (4.53 kg/100 m2) (2.44 kg/100 m2) approx wt approx wt approx wt approx wt approx wt approx wt approx wt Ultra heavyweight Ultra heavyweight Ultra heavyweight polypropylene- polypropylene- polypropylene- Center Net N/A N/A WA N/A corrugated corrugated corrugated 24.0 lbs/1000 ft 2 24.0 lbs/ 1000 ft 2 24.0Ibs/ 1000ft2 (117 kg/ 100 m2) (11.7 kg/ 100 m2) (11.7 kg/ 100 m2) Straw/coconut matrix Straw/coconut matrix 70%Sraw UV-stabilized 70%Straw UV-stabilized Straw fiber 0.351bs/yd2 Coconut fiber polypropylenefiber 0.35Ibs/yd2 Coconut fiber polypropylenefiber Fiber Matrix 0.50Ibs/yd2 (0.19 kg/m2) 0.50Ibs/yd2 0.701bs/yd2 (0.19 kg/m2) 0.50lbs/yd2 0.50lbs/yd2 (0.27 kg/m2) 30%Coconut (0.27 kg/m2) 2 30%Coconut (0.27 kg/m ) (0.38 kg/m ) (0.27 kg/m2) 0.15lbslyd2 0.15 1bs/yd2 (0.08 kg/m2) (0.08 kg/m2) Woven. 100% Woven. 100% Woven. 130% Heavyweight Heavyweight Ext ra heavyweight Ultra heavyweight biodegradable biodegradable biodegradable UV-stabilized UV-stabilized polypropylene polypropylene jutefiber jutefiber jutefiber polypropylene polypropylene Bottom Net 8.0lbs/ 1000ft2 24.01bs/ 1000ft2 7.701bs/ 1000 ft2 7.701bs/ 1000 ft' 7.701bs/ 1000 ft2 3.0Ibs/ 1000 ft2 5.0Ibs/ 1000 ft2 (3.91kg/ 100 m2) (117 kg/ 100 m2) (3.76 kg/ 100 m2) (3.76 kg/ 130 m2) (3.76 kg/ 100 m2) (147 kg/ 100 m2) (2.44 kg/ 100 m2) approx wt approx wt 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 DETENTION POND CALCULATIONS DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Cummins Basin ID: Detention Pond (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 I,= 11.00 percent Catchment Drainage Imperviousness I" = 11.00 percent Catchment Drainage Area A= 10.170 acres Catchment Drainage Area A= 10.170 acres Predevelopment NRCS Soil Group Type= C A. 8, C. or 0 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= 17 minutes Time of Concentration of Watershed Tc = 17 minutes Allowable Unit Release Rate q= 0.26 cfs/acre Allowable Unit Release Rate q = 0.26 cfs/acre One-hour Precipitation Pi = 2.21 inches One-hour Precipitation P, = 3.00 inches Design Rainfall IDF Formula i =C,*P1/(C2+TJAC3 Design Rainfall IDF Formula I=C,`P,l(C2+T,)^C3 Coefficient One C, = 28 50 Coefficient One C, = 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= 0.42 Runoff Coefficient C= 0.53 Inflow Peak Runoff Op-in= 20.15 cfs Inflow Peak Runoff Op-in = 34.52 cfs Allowable Peak Outflow Rate Op-out= 2.62 cfs Allowable Peak Outflow Rate Op-out= 2.62 cfs Mod. FAA Minor Storage Volume= 31,058 cubic feet Mod. FAA Major Storage Volume= 65,020 cubic feet Mod. FAA Minor Storage Volume= 0.713 acre-ft Mod. FAA Major Storage Volume= 1.493 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 I 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 7.44 0.219 1.00 2.62 0.018 0.201 5 10.09 0.375 1.00 2.62 0.018 0.357 10 5.93 0.349 1.00 2.62 0.036 0.313 10 8.04 0.597 1.00 2.62 0.036 0.561 _ 15 4-97 0.439 1.00 2.62 0.054 0.384 15 6.75 0.751 1.00 2.62 0.054 0.697 20 4.30 0.506 0.92 2.40 0.066 0.440 20 5.84 0.867 0.92 2.40 0.066 0.801 25 3.81 0.560 0.83 2.19 0.075 0.485 25 5.17 0.960 0.83 2.19 0.075 0.885 _ 30 3.43 0.605 0.78 2.04 0.084 0.521 30 4.66 1.037 0.78 2.04 0.084 0.953 35 3.13 0.644 0.74 1.94 0.093 0.550 35 4.24 1.102 0.74 1.94 0.093 1.009 40 2.88 0.677 0.71 1.86 0.102 0.574 40 3.90 1.159 0.71 1.86 0.102 1.057 _ 45 2.67 0.706 0.69 1.80 0.111 0.595 45 3.62 1.210 0.69 1.80 0.111 1.098 50 2.49 0.733 0.67 1.75 0.120 0.612 _ 50 3.38 1,255 0.67 1.75 0.120 1.135 55 2.34 0.757 0.65 1.71 0.129 0.627 55 3.17 1.296 0.65 1.71 0.129 1.167 _ 60 2.21 0.778 0.64 1.67 0.138 0.640 60 2.99 1.334 0.64 1.67 i 0.138 1.195 65 2.09 0.799 0.63 1.65 0.147 0.651 65 2.83 1.368 0.63 1.65 0.147 1.221 70 1.98 0.817 0.62 1.62 0.156. 0.661 70 2.69 1.400 0.62 1.62 0.156 1.244 _ 75 1.89 0.835 0.61 1.60 0.165 0.669 75 2.57 1.430 0.61 1.60 i 0.165 1.265 80 1.81 0.851 0.60 1.58 0.174 0.677 80 2.46 1.458 0.60 1.58 0.174 1.284 85 1.73 0.867 0.60 1.57 0.184 0.683 85 2.35 1.485 0.60 1.57 0.184 1.301 _ 90 1.66 0.881 0.59 1.55 0.193 0.689 90 2.26 1.510 0.59 1.55 0.193 1.317 95 1.60 0.895 0.59 1.54 0.202 0.694 95 2.17 1.533 0.59 1.54 0.202 1.332 100 1.54 0.908 0.58 1.53 0.211 0.698 100 2.10 1.556 0.58 1.53 0.211 1.345 105 1.49 0.921 0.58 1.52 0.220 0.701 105 2.02 1.577 0.58 1.52 0.220 1.358 110 1.44 0.933 0.58 1.51 0.229. 0.704 110 1.96 1.598 0.58 1.51 0.229 1.369 115 1.40 0.944 0.57 1.50 0.238 0.707 115 1.89 1.618 0.57 1.50 0.238 1.380 _ 120 1.35 0.955 0.57 1.49 0.247 0.709 120 1.84 1.636 0.57 1.49 0.247 1.390 125 1.31 0.966 0.57 1.49 0.256. 0.710 125 1.78 1.655 0.57 1.49 0.256 1.399 130 1.28 0.976 0.56 1.48 0.265 0.711 130 1.73 1.672 0.56 1.48 0.265 1.407 _ 135 1.24 0.986 0.56 1.47 0.274 0.712 135 1.69 1.689 0.56 1.47 0.274 1.415 140 1.21 0.996 0.56 1.47 0.283 0.713 _ , 140 1.64 1.705 0.56 1.47 0.283 1.423 145 1.18 1.005 0.56 1.46 0.292 0.713 145 1.60 1.721 0.56 1.46 0.292 1.429 _ 150 1.15 1.014 0.56 1.46 0.301 0.713 150 1.56 1.736 0.56 1.46 0.301 1.436 155 1.12 1.022 0.55 1.45 0.310 0.713 155 1.52 1.751 0.55 1.45 0.310 1.441 160 1.09 1.031 0.55 1.45 0.319 0.712 160 1.49 1.766 0.55 1.45 0.319 1.447 165 1.07 1.039 0.55 1.44 0.328 0.711 165 1.45 1.780 0.55 1.44 i 0.328 1.452 170 1.05 1.047 0.55 1.44 0.337 0.710 170 1.42 1.793 0.55 1.4.4 0.337 1.456 175 1.02 1.055 0.55 1.44 0.346 0.709 175 1.39 1.807 0.55 1.44 0.346 1.461 180 1.00 1.062 0.55 1.43 0.355 0.707 180 1.36 1.820. 0.55 1.43 0.355 1.465 185 0.98 1.070 0.55 1.43 0.364 0.706 185 1.33 1.832 0.55 1.43 0.364 1.468 190 0.96 1.077 0.54 1.43 0.373 0.704 190 1.31 1.844 0.54 1.43 0.373 1.471 _ 195 0.94 1.084 0.54 1.42 0.382 0.702 195 1.28 1.856 0.54 1.42 0.382 1.474 200 0.93 1.091 0.54 1.42 0.391 0.700 200 1.26 1.868 0.54 1.42 0.391 1.477 205 0.91 1.097 0.54 1.42 0.400 0.697 205 1.24 1.880 0.54 1.42 0.400 1.480 _ 210 0.89 1.104 0.54 1.41 0.409 0.695 210 1.21 1.891 0.54 1.41 0.409 1.482 215 0.88 1.110 0.54 1.41 0.418 0.692 215 1.19 1.902 0.54 1.41 0.418 1.484 220 0.86 1.117 0.54 1.41 0.427 0.689 220 1.17 1.913 0.54 141 0.427 1.486 225 0.85 1.123 0.54 1.41 0.436 0.687 225 1.15 1.923 0.54 1.41 0.436 1.487 230 0.83 1.129 0.54 1.41 0.445 0.684 230 1.13 1.934 0.54 1.41 0.445 1.488 235 0.82 1.135 0.54 1.40 0.454 0.681 235 1.11 1.944 0.54 1.40 0.454 1.490 240 0.81 1.141 0.53 1.40 0.463 0.677 240 1.10 1.954 0.53 1.40 0.463 1.491 245 0.80 1.146 0.53 1.40 0.472 0.674 245 1.08 1.964 0.53 1.40 0.472 1.491 250 0.78 1.152 0.53 1.40 0.481 0.671 250 1.06 1.973 0.53 1.40 0.481 1.492 255 0.77 1.157 0.53 1.40 0.490 0.667 255 1.05 1.983 0.53 1.40 0.490 1.492 260 0.76 1.163 0.53 1.39 0.499 0.664 260 1.03 1.992 0.53 1.39 0.499 1.493 265 0.75 1.168 0.53 1.39 0.508 0.660 265 1.02 2.001 0.53 1.39 0.508 1.493 _ 270 0.74 1.173 0.53 1.39 0.517 0.656 270 1.00 2.010 0.53 1.39 0.517 1.493 275 0.73 1.179 0.53 1.39 0.526 0.652 275 0.99 2.019 0.53 1.39 0.526 1.492 280 0.72 1.184 0.53 1.39 0.535 0.648 280 0.98 2.027 0.53 1.39 0.535 1.492 _ 285 0.71 1.189 0.53 1.39 0.544 0.644 285 0.96 2.036 0.53 1.39 0.544 1.492 290 0.70 1.193 0.53 1.39 0.553 0.640 _ 290 0.95 2.044 0.53 1.39 0.553 1.491 295 0.69 1.198 0.53 1.38 0.562 0.636 I 295 0.94 2.053 0.53 1.38 0.562 1.490 300 0.68 1.203 0.53 1.38 0.571 0.632 300 0.93 2.061 0.53 1.38 0.571 1.489 Mod. FAA Minor Storage Volume (cubic ft.)= 31,058 Mod. FAA Major Storage Volume(cubic ft.)= 65,020 Mod. FAA Minor Storage Volume(acre-ft.)= 0.7130 Mod.FAA Major Storage Volume(acre-ft.)= 1.4927 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 Cummins Pond. Modified FAA 8/19/2014,4:17 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Cummins Basin ID: Detention Pond Inflow and Outflow Volumes vs. Rainfall Duration 2.5 2 • 1 .5 ai ••• • •• • ••••ifiii• ••• • •••t•11•• ••• ••• • • ••• ••• ••• • • • • • • • • • • 0p000000000000000000000000000000000 OOOO OOOOOOOOOO O OOO O 0.5 O 0 0 O 0 0 50 100 150 200 250 300 350 Duration (Minutes) C. Minor Blom Storage Valtam .�aajor Sloan tallow Volum . a Mayor Storm Outflow Vdoma • Maier Storm Storago Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 Cummins Pond, Modified FAA 8/19/2014,4:17 PM a. CD r CD N 0) •1/4-- 03 Cl) in 0 Q) N 0 u) U -o N V -Co 0 Oct N Q) w Q v— t 'i- t-.� U) 0 QS U) .- s- 0 CD 0 CO U Q) +_• 0 L CD •4-c > O N 4t ''^^ Co W LL U CO O O O o CO M O• M • L v= d (� cfl cfl I� r C4 00 to CO �` 0o CO N N • LL > Q 00 CO N r 0 O M M r r c5 r 0 00 N O 03 O r 4 4 4 v J Q II II II II ii II II ii II II II II II II II II II U co � O � U Q al 5 10_, Q i— > 0 col w O 13 I— - WC •O - T� E +_. rL- W W N s= W 0 +�. 0 p m so Ce ° o .5 > < C cr -- W co d a _! 0 M 45 a. > W 0 W Ce / O c c, NH (..) 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COPPOLA P.E., PTOE Fax: 303-792-5990 Littleton, CO 80163-0027 July 30/ 2014 Patrick Schauer Noble Energy Project Coordinator 1625 Broadway, Suite 2200 Denver, CO 80202 RE : Cummins Central Water Processing Facility Traffic Impact Analysis Weld County, CO Patrick : I have investigated the traffic impacts of the Noble Energy Cummins Central Water Pro- cessing Facility (CWPF) in Weld County, Colorado . A project overview, traffic impacts, and findings are discussed in the following sections of this letter. PROJECT OVERVIEW The Cummins Central Water Processing Facility ( Cummins) will be located in the north - east quarter of Section 10 , Township 7N , Range 64W of the 6th P. M . A vicinity map is provided on Figure 1 . In addition to injection wells, it will have a recycling operation resulting in the ability to reuse the produced water for (racking . The Cummins facility will have all water delivered to the site by pipeline . In the interim , however, Noble is requesting that it be allowed to operate the site with water being delivered by truck as a temporary condition . Brief summaries of existing , temporary and permanent future traffic conditions follow . EXISTING CONDITIONS Existing Road Network The Cummins site will use a private access roadway, CR 80 , CR 51 , and the nearby re- gional roadways, namely CR 74 and SH 14 for access . Roadway geometry and traffic R64W SITE, WELD COUNTY ROAD ROW • 1 I • • 1 I $ 1 1 zl LU C w 0 Q C U U T7N U � u1 2 O WCR 80 O U - cc u) 0 cn J_ V_ W • o co th 1000' ▪ O in SCALE: 1' = 2000' WCR 7 LEGEND N EXISTING COUNTY ROAD a NOBLE ENERGY ACCESS ROAD _ z a. NOBLE ENERGY Project No.: 133-35719-14011 IT lb TETRA TECH CUMMINS CWPF Date: JULY 2014 d SITE IMPROVEMENTS Designed By: LAW _ www.tetratech.com VICINITY MAP Exhibit 0 1900 South Sunset Street. Suite 1-E o k Longmont. Colorado 80501 FIGURE 1 �' Phone: (303) 772-5282 Fax: (303) 772.7039 J Bar Measures 1 inch 2 controls for these roadways are shown on Figure 2 . CR 74, CR 51 , and SH 14 are all paved two lane roadways while CR 80 and the private access road are gravel roadways . The posted speed limit is 65 MPH on SH 14 with no posted speed limits on CR 51 , CR 74, and CR 80 . The posted speed limit on the private access road is 20 MPH . Oil field traffic is prohibited from using CR 55 south of CR 80 . Existing Traffic Daily traffic counts were obtained from Weld County and CDOT with peak hour turning movement counts conducted as part of this study . Current traffic information is provid - ed on Figure 3 . TEMPORARY OPERATIONS Noble proposes to operate the Cummins Facility with trucks delivering water until such time that the pipeline network is built. This will result in about 150 trucks per day ac- cessing the site, only 120 of which will use the County roadway system . The remaining 30 trucks will use a network of private roads and be replaced by a pipeline in the fu- ture . In actuality, a number of the trucks expected to access the site using the County roadway system already drive by this area as they travel to other locations . With Cummins operational , these trucks will divert from the other locations to the Cummins site . This will result in a decrease in traffic on other County roadways and an increase in traffic on the roads serving the Cummins site . Truck activity is expected seven days per week between 7 : 00 AM and 10 : 00 PM . Truck traffic is expected to drop sharply once all pipelines are built and functional . At that time, only sporadic and emergency truck traffic is expected . Partial pipeline completion is expected by mid - 2015 with additional new pipelines available starting in early 2016 . All pipelines should be operating by the end of 2016 . Eighteen employees will work on -site, 6 during each of three eight hour shifts . Other routine site related traffic will be limited to mail , truck deliveries, and maintenance and haul vehicles . 3 1 AJS S H 14 -<* a:_ c� E L N a as L1 CR80 STOP t/ir to CC Ati 4> p• C R 74 A U) U LEGEND — — — — — — Gravel Figure 2 4 CURRENT ROADWAY GEOMETRY r R o N r 0/0 o N o ♦-- 44/92 A) 1 C 6/5 1300 (2) SH 14 0/4 —'4 110/76 —► o r o �, sd 0/0 TheN O N > E O act w N O O U) CD O N N - 1 /2 1 � lc 1 /2 CR 80 160 ( 1 ) r' r r Ce M N La N rn r o � 4/3 U � co N v CO 4— 31 /58 15/7 970 (2) CR 74 4/12 - '4 1 33/47 — * co to 8/11 ---4 M ~ r U) ce U LEGEND- AM/PM Peak Hour Daily ( 1 ) 2012 (2) 2013 Figure 3 5 CURRENT TRAFFIC PERMANENT OPERATIONS Once the pipeline system serving this site is completed , all water will be delivered by pipeline . Based on the current schedule, this will occur in 2016 . At that time, only em- ployee and miscellaneous trips (as described earlier) will routinely arrive at the site by motor vehicle . These trips are expected to remain constant for the foreseeable future . OPERATIONS SUMMARY A tabular summary of daily site traffic using the County road system is provided below for both temporary and permanent operations . VEHICLE TYPES TEMPORARY PERMANENT COMMENTS CONDITIONS CONDITIONS Water delivery trucks 120 -- Vehicles using public roads Employee vehicles 18 18 Pickups/passenger cars Miscellaneous vehicles 5 5 Delivery, mail , trash, etc. TOTAL 143 23 As indicated , temporary operations will result in 143 vehicles, 120 of which will be trucks, arriving and departing the Cummins site each day until water is delivered by pipeline . Multiple pipelines are either under construction or planned to serve this site . The first pipeline will be in service in mid -2015 with all pipelines functional by late 2016 . By late 2016, the number of vehicles arriving and departing the Cummins site will drop to 23 vehicles daily with an estimated 95% being passenger cars or pickups . SITE TRAFFIC DISTRIBUTION Temporary and permanent site traffic was assigned to the area street system using the traffic distributions shown on Figure 4 . These distributions were provided by the opera - tor and are based on the service area for the Cummins facility . Site traffic for both temporary and permanent conditions was assigned to the area street system . This resulted in the temporary and permanent shift change peak hour site traffic shown on Figures 5 and 6, respectively . Site traffic will be significantly less during non shift change hours . 6 r 1 10% 30% SH 14 a5 75 > a) act w A 1 0 0 o 100% r CR 80 1 0 0 7 In 0 Ce O 45% 15% I.B. ► CR 74 r- in cc O Figure 4 7 SITE TRAFFIC DISTRIBUTION J r 1 IC 2/2 (N/N) SH 14 1 /1 ( 1 /1 ) The ir) (Iv a) = r- o . E N a � N W r Cfl co co r- CO IC--- 3/3 ( 1 /1 ) 5/5 (5/5) CR 80 8/8 (6/6) -- it U) U) U) U) N N r- ce N N U d' O c t O N- A) 1 c t— 1 /1 ( 1 /1 ) CR 74 4/4 (2/2) --it 1 N N O O U) U LEGEND: Trucks AM/PM (Cars AM/PM) N = Nominal Figure 5 8 TEMPORARY SITE TRAFFIC 2 r 1 N/N (N/N) SH 14 N/N (1 /1 ) The1' z a) ` 1 E a) Z Z CL z Z w co r (O z 'C N/N(1 /1 ) z N/N (5/5) ♦J CR 80 N/N (6/6) z in NNE' N N N O Z O Z 1 IC N/N ( 1 /1 ) CR 74 N/N (2/2) r C4 U LEGEND: Trucks AM/PM (Cars AM/PM) N = Nominal Figure 6 9 PERMANENT SITE TRAFFIC 1/4 1 TOTAL FUTURE TRAFFIC Total traffic, the combination of background traffic and site traffic is shown on Figure 7 for temporary site operation . FUTURE TRAFIC OPERATING CONDITIONS Site traffic will be at its peak until water is transported to the site by pipeline . Pipeline related site traffic reductions will start in late 2015 or early 2016 . By late 2016, site traffic will drop by about 85%, and only minor site traffic ( 23 vehicles per day ) will be using the area street system . Given that maximum site traffic is expected when water is transported by truck, that traffic condition was evaluated . That condition , albeit short-lived , was evaluated using capacity analysis procedures at critical intersections . For analysis and impact purposes, the SH 14 - CR 51 , CR 51 - CR 80 and CR 51 - CR 74 intersections were evaluated us- ing the current roadway geometry and temporary total traffic. Resultant peak hour in - tersection levels of service ( LOS ) are shown below . LEVEL OF SERVICE INTERSECTION CONTROL MOVEMENT AM PK HR PM PK HR CR 51 - SH 14 Stop EB LTR A A WB LTR A A NB LTR A A SB LTR A A CR 51 - CR 80 Stop SB LT A A WB LR A A CR51 - CR74 Stop EBLTR A A WB LTR A A SB LTR A B I NB LTR A A As indicated above, all traffic movements will operate at LOS ' B' or better. This is con- sidered very acceptable . Since temporary site traffic will result in very acceptable oper- ating conditions and permanent site traffic will be 85% less, very acceptable operating conditions are expected for the foreseeable future . Capacity worksheets are attached . 10 ! 1 o 0/0 Z 4— 44/92 8/7 SH 14 0/4 r'y 110/76 -- + cv a) 0/0 --� ciov > E ap u) CL co w co N cn �— cfl 5/6lc 11 /12 CR 80 • 1 ry 13/15 r r U) U) U © N � x6/5 0 N � 4— 31 /58 or— 15/7 CR 74 10/18 —'4 1 1 33/47 —► a) ca R- 8/11 a' mi v U) 0 LEGEND: AM/PM Peak Hour N = Nominal Figure 7 1 1 TEMPORARY TOTAL TRAFFIC IMPROVEMENTS Given the fact that site related traffic will temporarily peak at the onset of this devel - opment and be reduced by 85% to negligible levels once pipeline construction is com- pleted , no spot improvements are appropriate . Traffic levels with permanent site traffic are not expected to trigger the need for any new lanes . Weld County has plans to chip seal CR 80 in about a month . This improvement will serve as a dust palliative and therefore, daily traffic was not evaluated . SUMMARY Based on the above investigations and findings, the following can be concluded : • Current traffic using the area street system near the Cummins site is modest. • Peak Cummins traffic will occur when all water is being transported to the site by truck. At that time, 143 site vehicles will be using the County roadway system daily, 120 of which will be trucks . • Under peak site traffic conditions, all critical intersections will operate at LOS 'A' with all individual traffic movements expected to operate at LOS ' B' or better. This is indicative of very acceptable operating conditions . • Peak site traffic will be temporary and short-lived . It is expected to start drop- ping in early 2016 and drop to permanent traffic levels later in 2016 . • Once all water is transported to the site by pipeline, permanent site traffic will drop to 23 vehicles per day and remain at that level for the foreseeable future . Site vehicles will be mostly cars and pickups with an occasional larger vehicle . • When distributed to the individual traffic movements, permanent site traffic will range from 1 - 5 peak hour vehicles at the CR 51 - CR 80 intersection . The number of vehicles in each traffic movement will diminish as site traffic gets fur- ther away from this intersection . This traffic is considered insignificant. 12 • Permanent site traffic can be easily accommodated by the existing street system for the foreseeable future . • Cummins site traffic will not adversely impact the area street system . • The Cummins Central Water Processing Facility is viable from a traffic engineer- ing perspective . In summary , site traffic associated with the Cummins facility will not adversely impact the area street system , nor is it likely to produce a noticeable impact. I trust this letter will meet your current needs. Please give me a call if you have any questions or need further assistance . Sincerely, acti, • • p • • Er G . Coppola , P . E . , PTOE 15945 till-_ a 2. O1 Attachments ��,;5%, A� � 13 WI O o N r r` r CO to r- 0) 0 to o o co r aIi O < to n• M M M N N C`') ll, get r to to M to co M M r H O U Y .S T — C N C d 210 O 4 3 CO CO CO Cr, ` M O r r to co O O to co r— - N r CO M N N O c r r r r N O M �t Cr) N M '�' N N r F-- in ETi5 d Q I- O L- N 0 CO M O O N- - r to 0 in -it M r` O O) N r o ti L Q N r r r r r to O• r N r r r N r CD O " r- 0 r` It 0 i ' co ce N CV O O r r CO LID "e 0 e r r r O r to M r C In C IS IR S Z CC o Nr CV V) co 00 117 (D N O) M CD if) co In 0 (fl `a CO U Oco Cv - a . 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U, W A/ J O O O O O O O O 0 O O N 0 N O r O ICIC -C_ 3 •••• .CT E c9 o c0 y0 N r in N MO N r CO we r M O O NO eT N tI U) O Cn a Li a (13 00 J 0 O O r N 01 0 r 0 r N O O N 0 Cr) CO � O W , Q • - a/ r o r r 0 0 0 0 O r 0 r- O O O r 0 r -a •n (n O r 0 0 r O O r N O O O CV O O r CD N E I — - D CV N J O co co O co co O O O co O O co O O O O O II J I , 475 LC) t r O r N O N O d C M O O r O O O O r N H O W CL 0 0 - r O O CV O N CO 0 0 0 0 0 0 0 O CL o C �■ I I Q `n v J N crD fl CO r 0 0 0 0 0 0 0 O O O O r O O O O r p o o h s CL o CC) Cg-2 d ca O 0 O X O MO Z J O O O O N O0 O N O O O O O O O O 0 a. O tit, O C O I p ' G VLLI Q• ) Z (L r + O w c O to O LS, O L ) O In M O In O 1!) O O O CC) r W J E •C M O r M �f O r 00 = O r M �t O r M `I t' t!) _ CL d CO CO N. I---- ti ti CO CO O '�t �t (xi Cn to to Cf) O F- m O 0 0 O O O o O M 0 0 O O O O 0 0 r W I~ 4 'two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst GC Intersection 14 - 51 Agency/Co. Jurisdiction Date Performed 7/24/2014 Analysis Year 2014 Analysis Time Period .40 -M Project Description ToTA c rCAFPI c East/West Street: SH 14 North/South Street: CR 51 Intersection Orientation: East-West Study Period (hrs): 0. 25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 1 110 1 8 44 0 Peak-Hour Factor, PHF 1 . 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 1 110 1 8 44 0 (veh/h) Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume ;veh/h) 3 0 4 0 1 0 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 3 0 4 0 1 0 (veh/h) Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 I Lane Configuration LTR LTR LTR LTR (veh/h) 1 8 7 1 C (m) (veh/h) 1577 1492 874 720 lc 0. 00 0.01 0. 01 0. 00 95% queue length 0. 00 0. 02 0. 02 0. 00 Control Delay (s/veh) 7. 3 7. 4 9. 2 10. 0 LOS A A _ A B pproach Delay (s/veh) -- -- 9. 2 10.0 - pproach LOS -- -- A _ B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5 6 Generated- 7/24/2014 4:58 PM file :///C:/Users/TrafficPE/AppData/Local/Temp/u2k45FB.tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst GC Intersection 14 - 51 Agency/Co. Jurisdiction Date Performed 7/24/2014 Analysis Year 2014 Analysis Time Period Ma Project Description TOTAL TRAPP/ G East/West Street: SH 14 'North/South Street: CR 51 Intersection Orientation: East-West Study Period lhrs): 0. 25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 4 76 0 7 92 0 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 4 76 0 7 92 0 (veh/h) Percent Heavy Vehicles 0 -- -- _ 0 _ -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal _ 0 _ _ 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 1 1 2 1 0 0 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 1 1 2 1 0 0 (veh/h) Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR _ Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 4 7 4 1 C (m) (veh/h) 1515 1536 844 765 lc 0. 00 0. 00 0.00 0. 00 95% queue length 0. 01 0. 01 0. 01 0. 00 Control Delay (s/veh) 7. 4 7. 4 9. 3 9. 7 LOS A A A A pproach Delay (s/veh) -- -- 9. 3 9. 7 pproach LOS -- -- A A Copyright Q 2010 University of Florida, All Rights Reserved HCS+TM Version 5 6 Generated: 7/24/2014 4:58 PM file:///C:/Users/TrafficPE/AppData/Local/Temp/u2k45FB.tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst GC Intersection 80 - 51 Agency/Co. Jurisdiction Date Performed 7/24/2014 Analysis Year 2014 Analysis Time Period `-- PPM Project Description 7'or4 L 7-44 Eric East/West Street: CR 80 North/South Street: CR 51 Intersection Orientation: North-South Study Period (hrs): 0. 25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 3 7 6 2 Peak-Hour Factor, PHF 1. 00 I 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 0 3 7 6 2 0 (veh/h) Percent Heavy Vehicles 0 -- _ -- 50 -- — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal _ 0 _ _ 0 - Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 11 5 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 0 0 0 11 0 5 (veh/h) Percent Heavy Vehicles 0 _ 0 0 50 0 0 Percent Grade C/0) 0 0 _ Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR _ Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 6 16 C (m) (veh/h) 1346 937 lc 0. 00 0. 02 95% queue length 0. 01 0. 05 Control Delay (s/veh) 7. 7 8. 9 LOS A A pproach Delay (s/veh) -- -- 8. 9 pproach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 7/24/2014 5-03 PM file :///C :/Users/TrafficPE/AppData/Local/Temp/u2k45FB .tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Anayst GC Intersection 80 - 51 Agency/Co. Jurisdiction Date Performed 7/24/2014 Analysis Year 2014 • Analysis Time Period Me Project Description Tor, 4. Twig Fi l c. EastNVest Street: CR 80 NNorth/South Street: CR 51 Intersection Orientation: North-South Study Period (hrs): 0. 25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 1 11 4 6 Peak-Hour Factor, PHF 1 . 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 0 1 11 4 6 0 (veh/h) Percent Heavy Vehicles 0 -- -- 50 -- — Median Type Undivided RT Channelized 0 0 I Lanes 0 1 0 0 1 0 Configuration I TR LT Upstream Signal 0 - 0 , Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 12 6 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1 . 00 1. 00 1. 00 Hourly Flow Rate, HFR 0 0 0 12 0 6 (veh/h) Percent Heavy Vehicles 0 0 0 50 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 4 18 C (m) (veh/h) 1344 942 lc 0. 00 0. 02 95% queue length 0. 01 0. 06 Control Delay (s/veh) 7. 7 8. 9 LOS A A _ pproach Delay (s/veh) -- -- 8. 9 pproach LOS -- _ -- - A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5 6 Generated: 7/24/2014 5:03 PM file:///C:/Users/TrafiicPE/AppData/Local/Temp/u2k45FB.tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst GC Intersection 74 - 51 Agency/Co. Jurisdiction Date Performed 7/24/2014 Analysis Year 2014 Analysis Time Period 6PM _ Project Description To r,4 4, neAtcFi c EastlWest Street: CR74 [North/South Street: CR 51 Intersection Orientation: East-West Study Period (hrs): 0. 25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 10 33 8 15 31 6 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 10 33 8 15 31 6 (veh/h; Percent Heavy Vehicles 50 -- -- 5 — _ — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 9 14 7 5 20 11 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 9 14 7 5 20 11 (veh/h) Percent Heavy Vehicles 0 5 0 50 5 50 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 10 15 30 36 C (m) (veh/h) 1313 1549 818 787 lc 0. 01 I 0. 01 0.04 0. 05 95% queue length 0. 02 0. 03 0. 11 0. 14 Control Delay (s/veh) 7. 8 7. 3 9. 6 9. 8 LOS A A A A pproach Delay (s/veh) -- -- 9. 6 9. 8 pproach LOS -- _ -- A A Copyright © 2010 University of Florida. All Rights Reserved HCS+TM Version 5.6 Generated 7/24/2014 5 06 PM file:///C:/Users/TrafficPE/AppData/Local/Temp/u2k45FB.tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information r - �Analyst GC Intersection 74 - 51 Agency/Co. Jurisdiction Date Performed 7/24/2014 Analysis Year 2014 Analysis Time Period AMQ Project Description 771014 TR4FF/C EastNllest Street: CR74 'North/South Street: CR 51 Intersection Orientation: East-West Study Period (hrs): 0. 25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 18 47 11 7 58 5 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 Hourly Flow Rate, HFR 18 47 11 7 58 5 \veh/h) Percent Heavy Vehicles I 50 -- _ -- 5 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 9 16 7 4 21 8 Peak-Hour Factor, PHF 1 . 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 9 16 7 4 21 8 (veh/h; Percent Heavy Vehicles 0 _ 5 0 50 5 50 I Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration _ LTR LTR _ Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 18 7 32 33 C (m) (veh/h) 1283 1527 773 736 lc 0. 01 0.00 0. 04 0. 04 95% queue length 0. 04 0.01 0. 13 0. 14 Control Delay (s/veh) 7. 8 7. 4 9. 9 10. 1 LOS A A A B pproach Delay (s/veh) -- -- 9. 9 10. 1 pproach LOS -- -- A _ B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5 6 Generated 7/24/2014 5:07 PM file:///C:/Users/TrafficPE/AppData/Local/Temp/u2k45FB .tmp 7/24/2014 Cummins Central Water Processing Facility Waste Handling Plan 1 . All waste on site will either be taken to Waste Management or Waste Management Conservation Services Inc. (CSI). Waste Management will take care of typical waste generated onsite. CSI will take care of any solids/sediments accumulated in the tanks. The solids/sediments are removed with a vacuum truck, then hauled to CSI with a Waste Management manifest. The solids/sediments are stored in the tanks until removal. Waste Management North Weld Landfill 4000 WCR 25 Ault Co, 80610 866-482-6319 Waste Management - Conservation Services Inc. (CSI) 41800 E 88th Avenue Bennett, CO 80102 303-644-4395 2. Sewage from portable restrooms will be taken off-site for disposal at: McDonald Farms Enterprises, Inc. 7247 East County Line Road Longmont, CO 80501 303-772-4577 3. There will be two chemicals used on site. The first is EB 506. This chemical is a demulsifier that keeps the bacteria's out of the tanks. The second chemical used onsite is WT-990. This chemical is a scale inhibitor for the well bore. There will be less than 50 gallons of each chemical onsite. Attached to this document is the MSDS for each chemical. 4. The applicants operations will be in accordance with the approved Waste Handling Plan. 5. All development standards will be adhered to. Cummins Central Water 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 mamer 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. Colorado Department of Public Health and Environment RECYCLING FACILITY INITIAL REGISTRATION FORM Section I Facility Information: Facility Name: Cummins Central Water Processing Facility Corporate Name (if different than above): Street Address: County: Weld City or Town: State: CO Zip Code: Mailing Address: 1625 Broadway, Suite 2200 City or Town: Denver State: CO Zip Code: 80202 Facility Contact Name: Boyd McMaster Telephone: 720-587-2318 Fax Number: 303-228-4280 Email Address: bmcmaster@nobleenergyinc.com Section II Owner Information (Complete if different than above): Owner's Name: Noble Energy, Inc. Owner Address: 1625 Broadway, Suite 2200 City or Town: Denver State: CO Zip Code: 80202 Telephone: 303-228-4000 Fax Number: 303-228-4280 Email Address: info@nobleenergyinc.com Section III 24-Hour Emergency Contact Information: Name: Noble Energy Emergency Contact Line Telephone: 970-304-5000 Fax Number: Email Address: Submitted by: Boyd McMaster Date: 8/18/14 INSTRUCTIONS Complete Sections 1, II, and 111. Send completed form to: Colorado Department of Public Health and Environment Solid Waste Unit Leader HMWMD-SW-B2 4300 Cherry Creek Dr. South Denver, CO 80246- 1530 If you have questions regarding this form, please contact Wolf Kray at 303-692-3337 or toll-free 1 -888- 569- 1831 ext. 3337. 2008 SHALLOW GROUNDWATER MONITORING PLAN CUMMINS CENTRAL WATER PROCESSING FACILITY WELD COUNTY , COLORADO Prepared for: Noble Energy 2115 117th Avenue Greeley, Colorado 80634 Prepared by: Tetra Tech 1900 S. Sunset Street, Suite 1 -E Longmont, Colorado 80501 Tetra Tech Job No. 133-35719- 1401 1 August 2014 0 TETRA TECH TABLE OF CONTENTS Page 1 .0 INTRODUCTION 1 1 . 1 Background 1 1 .2 Project Description 1 2.0 MONITORING WELL INSTALLATION PROGRAM 1 2. 1 Well Installation 1 2 .2 Well Development 7 3 .0 GROUNDWATER MONITORING PROGRAM 2 3. 1 Groundwater Sampling 2 3 . 1 . 1 Sampling Procedures 3 3 . 1 .2 Sample Designation 3 3. 1 .3 Sampling Equipment Handling Procedures 3 3. 1 .4 Sample Handling Procedures 4 3 .2 Laboratory Testing Methods 5 3 .3 Reporting 6 4.0 CREDITS 6 5 .0 REFERENCES 7 List of Tables Table 1 Groundwater Sampling and Analysis Plan List of Figures Figure 1 Site Plan with Proposed Monitoring Wells Figure 2 Typical Monitoring Well Diagram List of Appendices Appendix A Groundwater Sampling Form Shallow Groundwater Monitoring Plan i August 2014 P:1357191133-35719-14011 tDocs Reports 1Ground water Monitoring Plan.docx 1. 0 INTRODUCTION This report presents the proposed shallow groundwater monitoring plan for the proposed Cummins Central Water Processing Facility (Cummins CWPF) in Weld County, Colorado. The site is located in the Northeast Quarter of Section 10, Township 7, Range 64 West, of the 6th Principal Meridian. This plan covers shallow groundwater perched on top of and within weathered bedrock, if present. Colorado Water Watch, a joint program of the State Department of Natural Resources, Colorado State University, and Noble Energy, will monitor groundwater of the Laramie-Fox Hills Aquifer. The project site is shown on Figure 1 . 1.1 Background Noble Energy, Inc. is proposing to construct the Cummins CWPF approximately 11 miles east of Ault, in Weld County, Colorado. This facility will both recycle and inject produced water. Two injection wells are currently planned on the south part of the site. Produced water will be delivered to this facility via trucks and pipeline. The injection wells will be over 9,000 feet deep. A geotechnical investigation (CTL Thompson, 2012) did not encounter shallow groundwater in six borings drilled to depths of 25 to 30 feet. Weathered bedrock was encountered at depths ranging from at the surface to approximately 12 feet below existing ground. However, this groundwater monitoring plan has been developed to evaluate baseline shallow groundwater quality conditions around the proposed facility in case groundwater conditions develop at the site. The groundwater monitoring plan was developed based on conversations with the Weld County Department of Public Health and Environment (WCDPHE). 1.2 Project Description The groundwater monitoring plan encompasses work required to collect and analyze samples from shallow groundwater monitoring wells proposed for the Cummins CWPF. This groundwater monitoring plan outlines a drilling and well installation program to allow for the monitoring of shallow groundwater conditions above and/or within the weathered bedrock underlying the site. This monitoring plan also outlines the sampling and analytical analysis processes that will be required if shallow groundwater conditions develop onsite. 2. 0 MONITORING WELL INSTALLATION PROGRAM 2.1 Well Installation Three groundwater monitoring wells will be installed at the site. The monitoring wells will include one upgradient and two downgradient wells. The upgradient well will be installed approximately 140 feet northeast of the truck unloading area facility, and will monitor background water quality if groundwater develops. The two downgradient wells will be installed approximately 40 to 80 feet southwest of the produced and treated water storage tanks. The purpose of the downgradient wells will be to monitor for potential impacts to groundwater from the facility. The approximate locations of the proposed monitoring wells are shown on Figure 1 . Shallow Groundwater Monitoring Plan 1 August 2014 P:1357191133-35719-140111DocslReports1 Groundwater Monitoring Plan.docx Drilling for the well installation will be conducted utilizing a truck mounted drill rig and 4'/4" inside diameter hollow-stem continuous flight augers. Total depths of the borings will be based on conditions encountered and will likely range from 10 to 20 feet below ground surface. Graphical logs of the material encountered in the monitoring well borings will be presented in a well completion report. All augers, sampling equipment, and downhole tools will be steam cleaned prior to the drilling of each well bore. Upon completion of the well bores, a 5 or 10-foot section of Schedule 40 PVC well screen will be attached below solid Schedule 40-PVC casing. The PVC will be placed from the bottom of the well bore to approximately 2.5 feet above existing grade. Grade 10-20 sand will be placed in the annulus to a level at least 2 feet above the top of the well screen. Bentonite chips will be used to backfill the remainder of the annulus to a depth of approximately 2 feet below grade. A lockable steel riser will be placed over the PVC. Grout will be placed in the upper 2 feet of the annulus, grouting the steel riser in place. The ground surface will slope away from the wells. A typical monitoring well representation can be found on Figure 2. Tetra Tech will complete Colorado Division of Water Resources Well Construction and Test Report Form GWS -31 and Monitoring/Observation Water Well Permit Application Form GWS- 46 for each monitoring well installed. Tetra Tech will submit form GWS-31 directly to the Office of the State Engineer (SEO). As the owner of the wells, Noble Energy will be required to sign and submit the GWS-46 forms. Monthly groundwater measurements will be made for a year or until groundwater develops in the well. If groundwater does not develop, measurements will be made quarterly thereafter. 2.2 Well Development After installation of the monitoring wells and if groundwater conditions are observed, based on the monthly water level measurements, the wells will be developed to facilitate the filter pack settlement around the annulus, and to remove any contaminates potentially introduced during the well installation process. Approximately 10 casing volumes will be purged from the well, if the volume of available groundwater allows it. The casing volumes will be removed by either bailing or pumping using clean disposable equipment for each well. 3. 0 GROUNDWATER MONITORING PROGRAM 3. 1 Groundwater Sainplin,z If groundwater develops, groundwater samples will be obtained on a quarterly basis. Prior to any sampling activities, inspection of the wells will be conducted. The inspection will include the following: Shallow Groundwater Monitoring Plan 2 August 2014 P:1357191133-35719-14011 tDocs Reports 1Ground water Monitoring Plan.docx 4 The absence/presence of wellhead security shall be documented (i.e., missing lock, damaged steel riser, etc.). After inspection of each well, a minimum of three well casing volumes will be purged from the well if the volume of available groundwater allows it. This will provide for the collection of representative samples. Purging will be performed using a dedicated hand bailer or peristaltic pump with new or dedicated tubing. Low yielding wells shall be purged dry and sampled once water levels have recovered sufficiently to collect a sample. 3. 1. 1 Sampling Procedures Field and visual parameters including pH, specific conductance, color/appearance, turbidity, and odor will be conducted during the purging process. Chemical stability is indicated when successive measurements of pH differ by less than ± 0.2 standard units, and specific conductance and temperature differ by less than 10 percent. Multiple measurements may not be possible in low yielding wells. The field parameter data will be noted on the groundwater sampling form (Appendix A). The wells will be sampled immediately following purging activities. A complete set of samples, as specified in Table 1 , will be obtained from each well. Samples will be collected and preserved in laboratory supplied containers according to the sampling protocol listed in Table 1 . 3.1.2 Sample Designation Groundwater sampling designation will identify the organization sampling the well, the well number, type of sample, and date of sample. TT-CCWPFMW01 - 101514 The first field identifies the company conducting the sampling (e.g. TT refers to Tetra Tech). The second field identifies the well sampled (CWPFMWO1 refers to Central Water Processing Facility Monitoring Well #1), and the third contains the date in a month-day-year format that the sample was obtained. 3. 1.3 Sampling Equipment Handling Procedures Dedicated and/or new sampling equipment consisting of peristaltic pump tubing and/or hand bailers will be used and dedicated to each well. Personnel involved in sampling equipment preparation, sample collection, and sample processing will wear nitrile gloves (or equivalent) for personal protection and to minimize the opportunity for sample contamination. A new, clean pair will be worn at each well. Shallow Groundwater Monitoring Plan 3 August 2014 P:13S7191133-35719-14011 tDocslReports1Groundwater Monitoring Plan.docx 3. 1.4 Sample Handling Procedures Sampling procedures will be conducted in a manner which assures that samples and field data are representative, and that resultant data can be duplicated for subsequent data analysis. The protocols are outlined below. All samples will be placed in a new sample container obtained from a designated analytical laboratory. The laboratory will have "pre-charged" the sample containers with preservatives (e.g. HC1), as specified in Table 1 . The sample containers will be labeled in the field with the following information: Company name (e.g. Tetra Tech) Sample identification (see Section 3. 1 .2) Sample date and time Preservative type (e.g. HCI) All samples transmitted to the designated analytical laboratory will be accompanied by a Chain- of-Custody record. The following information will be supplied in the indicated spaces to complete the record: 4 Shipping method and tracking number 4 Signatures of individuals relinquishing possession of the samples 4 Sample number 4 The sample matrix 4 Sampling personnel and company 4 Sample type 4 Sample analysis or analyses to be performed 4 Sample identification 4 Sample date and time 4 Remarks, as needed Individual field sampling team members shall be responsible for the care and custody of samples they collect until the samples are properly transferred to the next authorized person or laboratory. Each time responsibility of a sample changes, the new custodian will sign, date, and note the time that the change occurred on the Chain-of-Custody record. Upon collection, the samples will be placed in a pre-cooled ice-filled cooler for storage and transportation to the designated laboratory. Chain-of-Custody record forms will be placed in a clean plastic bag (e.g. Ziploc bag), sealed, and placed in the shipping cooler. One copy of the Chain-of-Custody will be retained by the field team. Upon delivery of the shipping coolers to the laboratory, the laboratory check in custodian will evaluate the condition of the cooler. The cooler will be opened and the Chain-of-Custody records retrieved and signed. The custodian will then document the physical condition of the shipping cooler and sample containers contained within, record the temperature of the samples, and measure the pH of the preserved samples. Any problems such as lack of sufficient Shallow Groundwater Monitoring Plan 4 August 2014 P:1357191133-35719-14011 tDocs 1Reports 1Ground water Monitoring Plan.docx preservative, improper cooler temperature, expired holding times, etc. will be noted. Problems noted (if any) will be reported in the final analytical report. 3.2 Laboratory Testing Methods The groundwater samples will be analyzed for each of the constituents listed in Table 1 utilizing the methodology specified. Table 1. Groundwater Sampling & Analysis Program Item Reporting Container/ Field Laboratory Holding Limit Preservative Constituent Method Method Time (Days) (mg/L) Field pH Unfiltered Field N/A N/A parameters measured in Specific field Unfiltered Field N/A N/A Conductance 2 x 1000 mL Chloride Unfiltered plastic, non- EPA 300. 1 28 - preserved Sulfate Unfiltered 1 BTEX Compounds 3 x 45 mL Benzene Unfiltered 0.001 VOA vial, Toluene Unfiltered 0.001 Hydrochloric Ethylbenzene Unfiltered SW846 8260B 14 0.001 acid Xylenes (o- Preserved ' xylene, Unfiltered 0.003 m- + p-xylene, total xylene) NOTES: 'BTEX samples must be acidified to a pH less that 2 with concentrated hydrochloric acid (1=1) with pH verified in the laboratory or filed per CDPHE's Groundwater VOC Sample Preservation Policy (CDPHE, 1998). Shallow Groundwater Monitoring Plan 5 August 20 l4 P:1357191133-35719-14011 tDocs 1Reports 1Ground water Monitoring Plan.docx 3.3 Reporting A report summarizing the analytical results provided by the designated laboratory will be provided. A discussion and interpretation of the results will be included. The following data will be included: 4 Well Identification 4 Sample date and time 4 Sample type 4 Analyte 4 Analytical results 4 Units of measurement 4 Qualifiers 4 Analytical Method 4 Method detection limit 4 Analytical date and time Tetra Tech will prepare a report for review by Noble Energy and transmittal to the WCDPHE. The report will include sampling procedures, groundwater levels, potentiometric, and analytical results. A discussion of the results and trends and potential impacts to groundwater will also be reported. Inorganic results will be compared to the Colorado Oil and Gas Conservation Commission (COGCC) standard of 1 .25 times the background concentration. Detected organic concentrations will be compared to the Colorado Department of Public and Environment, Water Quality Control Commission (CDPHE-WQCC) standards. 4. 0 CREDITS This report was prepared by Gary Linden, P.G. Prepare by: Ga Linden, P.G. Project Manager Shallow Groundwater Monitoring Plan 6 August 2014 P:1357191133-35719-14011 tDocs Reports 1Ground water Monitoring Plan.docx 5. 0 REFERENCES Colorado Department of Public Health and Environment, Water Quality Control Commission, 2013, The Basic Standards for Groundwater. Colorado Oil and Gas Conservation Commission, 2014, Table 910- 1 Concentration Levels. CTL Thompson, 2012, "Geotechnical Investigation Cumming Field Injection Facility, Southwest of WCR — 84 and WCR — 57, Weld County, Colorado ", Project No. FC05899-125, July 9, 2012. 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H _ O - D_ - 2" SCH. 40 PVC (10 SLOT) b . U — O O p — in o — rn Li-) - M - NOTE: DEPTHS VARY r BOTTOM DEPTH OF MONITORING WELL VARIES � � SUMP PLUG BASED ON FIELD rn CONDITIONS. 8" co NOT TO SCALE o U NOBLE ENERGY Project No.: 133-35719-14011 2 EL NI El TETRA TECH CUMMINS CENTRAL WATER PROCESSING FACILITY Date: AUG 2014 F-- c., Designed By: GL r www.tetratech.com TYPICAL MONITORING WELL CONSTRUCTION c\J19OO S. SUNSET STREET, SUITE 1-E FIGURE 2 0o co LONGMONT, CO. 80501 C ` PHONE: (303) 772-5282 FAX: (303) 772-7039 Bar Measures 1 inch APPENDIX A GROUNDWATER SAMPLING FORM GROUNDWATER SAMPLING RECORD (SAMPLE No. Project No: Location: Page of Date: Weather Conditions: Personnel: Comments: INSTRUMENTS USED Instrument Manufacturer/Model Serial No. Calibration Water Level Probe pH Meter Std: 4 7 10 @ °C Reading Slope: pH Meter Std: 4 7 10 @ °C Reading Specific Conductance Meter Std: uS @ 25°C Reading Specific Conductance Meter Std: uS @ 25 °C Reading Temperature Other: Filtration Single Sample 0.45 micron in-line high capacity disposable filter. WELL PURGING INFORMATION Casing Diameter (inches): Borehole Diameter (inches): 'Screened Interval (ft. BGL): Depth to Water (ft below MP): Total Depth (ft): 'Casing Volume (gal): (gal/ft: 1.5" = 0.09; 2" = 0.16; 3" = 0.37; 4" = 0.65) Purging Method: Comments: Monitoring point (MP) is the top of the PVC well casing. Depth to Specific Date/ Vol. Purged Water Conductance Temp Appearance Time (gal) (feet below MP) pH _ (us @ 25 deg C) (deg C) (color, sediment, etc.) Comments • Cummulative Volume Purged: (gallons) (casing vol) WELL SAMPLING INFORMATION Sampling Equipment: Comments: SAMPLING MEASUREMENTS: Depth to Depth Specific Other Other Date/ Water Sampled Conductance Temp Time (feet below MP) (feet below MP) pH (uS @ 25 deg C) (deg C) Comments SAMPLE HANDLING: Date/ Aliquots Filtered Preserved Time Volume (ml) Bottle Composition Quantity (Y/N) (type) Comments • Field QA/QC Samples Collected (type, Sample No.): Equipment Decontamination: Waste Disposal: Signature of Field Personnel: TETRA TECH Longmont, CO (303) 772-5282 P:\35719\133-35719-14011\Docs\Reports\GW Monitoring plan\GW_Sample Cummins Central Water Processing Facility Waste Handling Plan 1 . All waste on site will either be taken to Waste Management or Waste Management Conservation Services Inc. (CSI). Waste Management will take care of typical waste generated onsite. It is anticipated that the site will generate no more than one trash dumpster of trash within a week. CSI will take care of any solids/sediments accumulated in the tanks. The solids/sediments are removed with a vacuum truck and then hauled to CSI with a Waste Management manifest. The solids/sediments are stored in the tanks until removal. The amount of solids/sediments that will be generated is unknown at this time, but that information will be provided to the Weld County Department of Public Health and Environment when it is available. Addresses and phone numbers for Waste Management and Waste Management Conservation Services Inc. are provided below. Waste Management North Weld Landfill 4000 WCR 25 Ault Co, 80610 866-482-6319 Waste Management - Conservation Services Inc. (CSI) 41800 E 88th Avenue Bennett, CO 80102 303-644-4395 2. Sewage from portable restrooms will be taken off-site for disposal at: McDonald Farms Enterprises, Inc. 7247 East County Line Road Longmont, CO 80501 303-772-4577 3. There will be two chemicals used on site. The first is EB 506. This chemical is a demulsifier that keeps the bacteria's out of the tanks. The second chemical used onsite is WT-990. This chemical is a scale inhibitor for the well bore. There will be less than 50 gallons of each chemical onsite. An MSDS will be available on site for each chemical during operations. 4. The applicants operations will be in accordance with the approved Waste Handling Plan. The operator of the facility will notify the Weld County Department of Public Health and Environment in writing, in the event the plan is amended. The amended plan will be reviewed and approved by the Weld County Department of Public Health and Environment. 5 . All development standards will be adhered to. Tel: 303-792-2450 P.O. Box 630027 EUGENE G. COPPOLA P.E., PTOE Fax: 303-792-5990 Littleton, CO 80163-0027 July 30, 2014 Patrick Schauer Noble Energy Project Coordinator 1625 Broadway, Suite 2200 Denver, CO 80202 RE : Cummins Central Water Processing Facility Traffic Impact Analysis Weld County, CO Patrick : I have investigated the traffic impacts of the Noble Energy Cummins Central Water Pro- cessing Facility ( CWPF) in Weld County, Colorado. A project overview, traffic impacts, and findings are discussed in the following sections of this letter. PROJECT OVERVIEW The Cummins Central Water Processing Facility (Cummins) will be located in the north - east quarter of Section 10, Township 7N , Range 64W of the 6th P. M . A vicinity map is provided on Figure 1 . In addition to injection wells, it will have a recycling operation resulting in the ability to reuse the produced water for fracking . The Cummins facility will have all water delivered to the site by pipeline. In the interim, however, Noble is requesting that it be allowed to operate the site with water being delivered by truck as a temporary condition . Brief summaries of existing , temporary and permanent future traffic conditions follow. EXISTING CONDITIONS Existing Road Network The Cummins site will use a private access roadway, CR 80, CR 51 , and the nearby re- gional roadways, namely CR 74 and SH 14 for access. Roadway geometry and traffic R64W - SITE,.. WELD COUNTY ROAD ROW . I I 1. • 1 i • $ - 1 21 • C. C a (O $ I ._ < 1 1 01 Q I - - - - - - - - _ .. • - • cr1 • w lI U . !< !, T7NEl • 1 Z $ w . • . • . § • , - . O 1 1 O a 1 I. > WCR 80 , „ ..'' -^ o (..) - C a 0 p 0 r U CC D 0 r V' . W J_ U. H tw .. = CO 'C O o CO v 6 it to 0 1000' 2000' In o j • • SCALE: 1" = 2000' WC 7 tt LEGEND EXISTING COUNTY ROAD a I NOBLE ENERGY ACCESS ROAD t o_ NOBLE ENERGY Project No.: 133-35719-14011 r . TETRA TECH CUMMINS CWPF Date: JULY 2014 1:1; SITE IMPROVEMENTS i-• ti Designed By: LAW r itt www.tetratech.com ; VICINITY MAP Exhibit N 1900 South Sunset Street, Suite 1-E V to Longmont, Colorado 80501 FIGURE 1 f ti \i„ Phone: (303) 772-5282 Fax: (303) 772-7039 Bar Measures 1 inch 2 controls for these roadways are shown on Figure 2 . CR 74, CR 51 , and SH 14 are all paved two lane roadways while CR 80 and the private access road are gravel roadways. The posted speed limit is 65 MPH on SH 14 with no posted speed limits on CR 51 , CR 74, and CR 80 . The posted speed limit on the private access road is 20 MPH . Oil field traffic is prohibited from using CR 55 south of CR 80. Existing Traffic Daily traffic counts were obtained from Weld County and CDOT with peak hour turning movement counts conducted as part of this study . Current traffic information is provid- ed on Figure 3 . TEMPORARY OPERATIONS Noble proposes to operate the Cummins Facility with trucks delivering water until such time that the pipeline network is built. This will result in about 150 trucks per day ac- cessing the site, only 120 of which will use the County roadway system . The remaining 30 trucks will use a network of private roads and be replaced by a pipeline in the fu- ture. In actuality, a number of the trucks expected to access the site using the County roadway system already drive by this area as they travel to other locations . With Cummins operational , these trucks will divert from the other locations to the Cummins site . This will result in a decrease in traffic on other County roadways and an increase in traffic on the roads serving the Cummins site. Truck activity is expected seven days per week between 7 : 00 AM and 10 : 00 PM . Truck traffic is expected to drop sharply once all pipelines are built and functional . At that time, only sporadic and emergency truck traffic is expected . Partial pipeline completion is expected by mid-2015 with additional new pipelines available starting in early 2016. All pipelines should be operating by the end of 2016 . Eighteen employees will work on-site, 6 during each of three eight hour shifts. Other routine site related traffic will be limited to mail, truck deliveries, and maintenance and haul vehicles. 3 4► crol) SSH 14 IIVIP fi >- 4 C R 80 -r STOP STOPt71P U, to U 1>♦ STOP CR 74 ♦ to Ix U LEGEND: — — — -- — Gravel Figure 2 4 CURRENT ROADWAY GEOMETRY 1/4 J i 1 -- 0/0 cN o 4- 44/92 A*) 1 , lc 6/5 1300 (2) SH 14 0/4 - 1 110/76 oN cup' 010 o m a a. as w CD N O O 0 x- 1 /2 1 � 1 /2 CR 80 160 (1 ) r` t'7 N U.) U) ce N a) c,) o - 4/3 r cc 4-- 31 /58 1 or- 15/7 970 '(2) CR 74 4/12 -it "1 1 1 33/47 —* c Ln N 8/11 �` T U) at U LEGEND: AM/PM Peak Hour Daily (1 ) 2012 (2) 2013 Figure 3 5 , CURRENT TRAFFIC PERMANENT OPERATIONS Once the pipeline system serving this site is completed , all water will be delivered by pipeline. Based on the current schedule, this will occur in 2016. At that time, only em- ployee and miscellaneous trips (as described earlier) will routinely arrive at the site by motor vehicle . These trips are expected to remain constant for the foreseeable future. OPERATIONS SUMMARY A tabular summary of daily site traffic using the County road system is provided below for both temporary and permanent operations. VEHICLE TYPES TEMPORARY PERMANENT COMMENTS CONDITIONS CONDITIONS Water delivery trucks 120 -- Vehicles using public roads Employee vehicles 18 18 Pickups/passenger cars Miscellaneous vehicles 5 5 Delivery, mail , trash, etc. TOTAL 143 23 As indicated, temporary operations will result in 143 vehicles, 120 of which will be trucks, arriving and departing the Cummins site each day until water is delivered by pipeline . Multiple pipelines are either under construction or planned to serve this site . The first pipeline will be in service in mid-2015 with all pipelines functional by late 2016 . By late 2016, the number of vehicles arriving and departing the Cummins site will drop to 23 vehicles daily with an estimated 95% being passenger cars or pickups. SITE TRAFFIC DISTRIBUTION Temporary and permanent site traffic was assigned to the area street system using the traffic distributions shown on Figure 4. These distributions were provided by the opera - tor and are based on the service area for the Cummins facility . Site traffic for both temporary and permanent conditions was assigned to the area street system . This resulted in the temporary and permanent shift change peak hour site traffic shown on Figures 5 and 6, respectively . Site traffic will be significantly less during non shift change hours . 6 ♦ 1 10% 300/O SH 14 c m C5E sr. N w 1 O O O 100% CR 80 1 O O C0 V In U) te U 45% 15% CR 74 a U Figure 4 7 SITE TRAFFIC DISTRIBUTION 1 r 2/2 (N/N) SH 14 1 /1 (1 /1 ) The CD r O C o � E �. `. a) La a � w co 00 r X3/3 (1 /1 ) 4 5/5 (5/5) CR 80 8/8 (6/6) U) to U, U, c'":"1 - N N r U o — - t O r 1 ç - 1I1 (Ill ) CR 74 4/4 (2/2) - 1 N N O O r U LEGEND: Trucks AM/PM (Cars AM/PM) N = Nominal Figure 5 8 TEMPORARY SITE TRAFFIC r 1 C N/N (N/N) SH 14 N/N ( 1 /1 ) --4 it iv I r Z +di E Z 'h= v> z a2 z Z w r r co _z z z k— N/N(1 /1 ) z `h. IC N/N (5/5) A) CR 80 N/N (6/6) - u7 L z z in in N N U,. N Z O Z Z `O z 1 c k- N/N (1/1 ) C R 74 N/N (2/2) --ill 1 N N O a r in W O LEGEND: Trucks AM/PM (Cars AM/PM) N = Nominal Figure 6 9 PERMANENT SITE TRAFFIC TOTAL FUTURE TRAFFIC Total traffic, the combination of background traffic and site traffic is shown on Figure 7 for temporary site operation . FUTURE TRAFIC OPERATING CONDITIONS Site traffic will be at its peak until water is transported to the site by pipeline . Pipeline related site traffic reductions will start in late 2015 or early 2016. By late 2016, site traffic wilt drop by about 85%, and only minor site traffic (23 vehicles per day) will be using the area street system . Given that maximum site traffic is expected when water is transported by truck, that traffic condition was evaluated . That condition, albeit short-lived, was evaluated using capacity analysis procedures at critical intersections. For analysis and impact purposes, the SH 14 - CR 51 , CR 51 - CR 80 and CR 51 - CR 74 intersections were evaluated us- ing the current roadway geometry and temporary total traffic. Resultant peak hour in- tersection levels of service ( LOS) are shown below . LEVEL OF SERVICE INTERSECTION CONTROL MOVEMENT AM PK HR PM PK HR CR 51 - SH 14 Stop EB LTR A A WB LTR A A NB LTR A A SB LTR A A CR 51 - CR 80 Stop SB LT A A WB LR A A CR51 - CR74 Stop EBLTR A A WB LTR A A SB LTR A B NB LTR A A As indicated above, all traffic movements will operate at LOS ' 6' or better. This is con - sidered very acceptable . Since temporary site traffic will result in very acceptable oper- ating conditions and permanent site traffic will be 85% less, very acceptable operating conditions are expected for the foreseeable future . Capacity worksheets are attached . 10 r • oz ` It-- 0/0 O z o 4— 44/92 A c lc 8/7 SH 14 0/4 —1t IA r 1 10/76 —► r r N c c 0/0 —� � o .4. ra> E M a w CO r Nco °C- 5/6 1 C c--- 11 /12 A) CR 80 t (tv 13/15 r- r ic a) in it O 0o N t- 6/5 r N u' 4--- 31 /58 a) 1 C. x-- 15/7 CR 74 10/18 1) AlA (Tr 33/47—► ca co a' 8/11v r`—� r in W 0 LEGEND: AM/PM Peak Hour N = Nominal Figure 7 1 1 TEMPORARY TOTAL TRAFFIC t IMPROVEMENTS Given the fact that site related traffic will temporarily peak at the onset of this devel- opment and be reduced by 85% to negligible levels once pipeline construction is com- pleted, no spot improvements are appropriate. Traffic levels with permanent site traffic are not expected to trigger the need for any new lanes . Weld County has plans to chip seal CR 80 in about a month . This improvement will serve as a dust palliative and therefore, daily traffic was not evaluated . SUMMARY Based on the above investigations and findings, the following can be concluded : • Current traffic using the area street system near the Cummins site is modest. • Peak Cummins traffic will occur when all water is being transported to the site by truck. At that time, 143 site vehicles will be using the County roadway system daily, 120 of which will be trucks. • Under peak site traffic conditions, all critical intersections will operate at LOS 'A' with all individual traffic movements expected to operate at LOS ` B' or better. This is indicative of very acceptable operating conditions. • Peak site traffic will be temporary and short-lived . It is expected to start drop- ping in early 2016 and drop to permanent traffic levels later in 2016 . • Once all water is transported to the site by pipeline, permanent site traffic will drop to 23 vehicles per day and remain at that level for the foreseeable future. Site vehicles will be mostly cars and pickups with an occasional larger vehicle. • When distributed to the individual traffic movements, permanent site traffic will range from 1 - 5 peak hour vehicles at the CR 51 - CR 80 intersection . The number of vehicles in each traffic movement will diminish as site traffic gets fur- ther away from this intersection . This traffic is considered insignificant. 12 • Permanent site traffic can be easily accommodated by the existing street system for the foreseeable future. • Cummins site traffic will not adversely impact the area street system . • The Cummins Central Water Processing Facility is viable from a traffic engineer- ing perspective . In summary, site traffic associated with the Cummins facility will not adversely impact the area street system, nor is it likely to produce a noticeable impact. I trust this letter will meet your current needs. Please give me a call if you have any questions or need further assistance . 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Jurisdiction Date Performed 7/ 4/2014 Analysis Year 2014 Analysis Time Period M M Project Description TOTAL tveArce c EastANest Street: SH 14 North/South Street: CR 51 Intersection Orientation: East-West Study Period (hrs I: 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 1 110 1 8 44 0 Peak-Hour Factor, PHF 1.00 1. 00 1.00 1.00 1. 00 1.00 Hourly Flow Rate, HFR 1 110 1 8 44 0 (veh/h) Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 3 0 4 0 1 0 Peak-Hour Factor, PHF 1.00 1. 00 i 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 3 0 4 0 1 0 ;veh/h Percent Heavy Vehicles 0 0 0 0 0 _ 0 Percent Grade (%) 0 _ 0 _ Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR s LTR LTR (veh/h) 1 8 7 1 C (m) (veh/h) 1577 1492 874 720 /0 0.00 0.01 0. 01 0. 00 95% queue length 0. 00 0.02 0.02 0. 00 Control Delay (s/veh) 7.3 7.4 9.2 10.0 LOS A A A _ B _ pproach Delay (s/veh) -- -- 9.2 10.0 pproach LOS -- _ -- A B Copyright © 2010 University of Florida, AD Rights Reserved HCS+TM Version 5 6 Generated: 7/24/2014 4:58 PM file:///C:/Users/TrafficPE/AppData/Local/Temp/u2k45FB.tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst GC IIntersection 14 - 51 Agency/Co. Jurisdiction Date Performed 7/24/2014 hnalysis Year 2014 Analysis Time Period ,zWg) Project Description roZo4L 74.4O,e/ c East/West Street: SH 14 North/South Street: CR 51 Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R I olume (veh/h) 4 76 0 7 92 0 Peak-Hour Factor, PHF 1. 00 1.00 1.00 I 1. 00 1.00 i 1. 00 Hourly Flow Rate, HFR (veh/h) 4 76 0 7 92 0 Percent Heavy Vehicles 0 -- -- 0 -- — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal _ 0 0 Minor Street Northbound _ Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 1 1 2 1 0 0 Peak-Hour Factor, PHF 1.00 1. 00 1. 00 1.00 1.00 1.00 Hourly Flow Rate, HFR 1 1 2 1 0 0 (ye h/h) Percent Heavy Vehicles 0 0 0 0 _ 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service _ pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 4 7 4 1 C (m) (veh/h) i 1515 1536 844 765 v/c 0. 00 0.00 0.00 0.00 95% queue length 0. 01 0.01 0. 01 0.00 Control Delay (s/veh) i 7.4 7. 4 9.3 4 9. 7 LOS A A A A pproach Delay (s/veh) -- -- 9.3 9. 7 pproach LOS -- -- A A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5,6 Generated: 7/24/2014 4:58 PM file:///C :/Users/TrafficPE/AppData/Local/Temp/u2k45FB .tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst GC Intersection 80 - 51 'Agency/Co. Jurisdiction Date Performed 7/24/2014 Analysis Year 2014 ,Analysis Time Period ePM Project Description 7-0r4 c n24 "Tic East/West Street: CR 80 North/South Street: CR 51 Intersection Orientation: North-South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 3 7 6 2 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1.00 1.00 1. 00 Hourly Flow Rate, HFR 0 3 7 6 2 0 (veh/h) , Percent Heavy Vehicles 0 -- _ -- _ 50 -- — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal _ 0 0 _ Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 , L T R L T R olume (veh/h) 11 5 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Hourly Flow Rate, HFR 0 0 0 11 0 5 (veh/h; Percent Heavy Vehicles 0 0 0 50 0 0 Percent Grade (°/0) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration _ LR _ , Delay, Queue Length, and Level of Service _ pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR I (veh/h) 6 16 C (m) (veh/h) 1346 937 v/c 0.00 0.02 95% queue length 0.01 0. 05 Control Delay (s/veh) 7. 7 8. 9 LOS A A _ pproach Delay (s/veh) -- -- 8. 9 pproach LOS -- -- A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 7/24/2014 5:03 PM file:///C :/Users/TrafficPE/AppData/Local/Temp/u2k45FB .tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst GC Intersection 80 - 51 II Agency/Co. Uurisdiction fate Performed 7/24/2014 Analysis Year 2014 Analysis Time Period AMC Project Description Ta- ift riZi fit Fri G EastNVest Street: CR 80 North/South Street: CR 51 Intersection Orientation: North-South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 1 11 4 6 Peak-Hour Factor, PHF 1.00 1. 00 1. 00 1.00 1. 00 1. 00 Hourly Flow Rate, HFR 0 1 11 4 6 0 (vehlh) Percent Heavy Vehicles 0 -- -- 50 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 _ 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 12 6 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 i 1.00 1. 00 1.00 Hourly Flow Rate, HFR 0 0 0 12 0 6 (veh/h; Percent Heavy Vehicles 0 0 0 50 _ 0 _ 0 Percent Grade (°/o) 0 _ 0 _ Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR - Delay, Queue Length, and Level of Service _ pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 4 18 C (m) (veh/h) 1344 942 lc 0.00 0.02 95% queue length 4 0.01 4 0.06 Control Delay (s/veh) 7. 7 8. 9 LOS A A pproach Delay (s/veh) -- -- 8. 9 pproach LOS -- _ -- _ A Copyright CO 2010 University of Florida, AD Rights Reserved HCS+7M Version 5.6 Generated: 7/24/2014 5:03 PM file:///C:/Users/TrafficPE/AppData/Local/Temp/u2k45FB.tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information _Site Information Analyst GC intersection 74 - 51 Agency/Co. Jurisdiction Date Performed 7/24/2014 Analysis Year 2014 Analysis Time Period 0 P Project Description Toro c MAI-FF/ L EastM/est Street: CR74 `North/South Street: CR 51 Intersection Orientation: East-West ]Study Period (hrs): 0. 25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 10 33 8 15 31 6 Peak-Hour Factor, PHF 1. 00 a 1. 00 1. 00 1.00 1. 00 1. 00 Hourly Flow Rate, HFR 10 33 8 15 31 6 (veh/h) Percent Heavy Vehicles 50 -- -- 5 — _ — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 F 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 9 14 7 5 20 11 Peak-Hour Factor, PHF 1.00 1.00 1, 00 1. 00 1.00 1. 00 Hourly Flow Rate, HFR 9 14 7 5 20 11 (veh/h, Percent Heavy Vehicles I 0 _ 5 0 50 5 50 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration _ LTR LTR Delay, Queue Length , and Level of Service _ Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR - v (veh/h) 10 15 30 36 C (m) (veh/h) 1313 _ 1549 818 787 v/c 0. 01 0.01 0. 04 0.05 95% queue length i 0. 02 0.03 0. 11 0. 14 Control Delay (s/veh) 7.8 7. 3 9. 6 9.8 LOS A A A A Approach Delay (s/veh) -- -- 9. 6 9.8 Approach LOS -- -- A A Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5.6 Generated: 7/24/2014 5:06 PM file:///C:/Users/TrafficPE/AppData/Local/Temp/u2k45FB .tmp 7/24/2014 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst GC Intersection 74 - 51 Agency/Co. Jurisdiction Date Performed 7/24/2014 Analysis Year 2014 Analysis Time Period AM° Project Description Ta ref c rR4Pfl c East/West Street: CR74 North/South Street: CR 51 Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh/h) 18 47 11 7 4 58 5 Peak-Hour Factor, PHF 1. 00 1. 00 1. 00 1. 00 1.00 1.00 Hourly Flow Rate, HFR 18 47 11 7 58 5 (veh/h) , Percent Heavy Vehicles 50 -- _ -- 5 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR I LTR Upstream Signal 0 ___ 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 9 16 7 4 21 8 Peak-Hour Factor, PHF 1. 00 1.00 1. 00 1.00 1. 00 1.00 Hourly Flow Rate, HFR 9 16 7 4 21 8 (veh/h) Percent Heavy Vehicles 0 5 0 50 5 50 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service _ _ pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 18 7 4 32 33 C (m) (veh/h) a 1283 4 1527 773 736 v/c 0. 01 A 0. 00 0.04 0.04 95% queue length 0. 04 0.01 0. 13 4 0. 14 Control Delay (s/veh) 7. 8 7. 4 9. 9 10. 1 LOS A A A B _ pproach Delay (s/veh) -- -- 9. 9 10. 1 pproach LOS -- -- A B Copyright © 2010 University of Florida, All Rights Reserved HCS+TM Version 5 6 Generated: 7/24/2014 5:07 PM file:///C:/Users/TrafficPE/AppData/Local/Temp/u2k45FB.tmp 7/24/2014 Hello