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Home My WebLink About20162669.tiffTALLGRASSE ENERGY Tallgrass Terminals, LLC 370 Van Gordon Street • Lakewood, Colorado 80228 •303.763.3305 Orchard Truck Terminal Site Specific Development Plan and Use By Special Review Weld County, Colorado Applicant: Tallgrass Terminals, LLC 370 Van Gordon Street Lakewood, Colorado 80228 303.763.3305 TALLGRASS� ENERGY Tallgrass Terminals, LLC 370 Van Gordon Street • Lakewood, Colorado 80228 •303.763.3305 Name of Development as Proposed: Orchard Terminal Tallgrass Terminals, LLC ("Tallgrass"), a subsidiary of Tallgrass Energy Partners, LP, proposes to construct, own and operate an oil and gas storage facility that includes crude oil tank storage and truck unloading facility. The proposed Terminal location is on property currently owned by Tallgrass; W/2 SW/4 of Section 33, Township 6 North, Range 61 West of the 6th P.M, Weld County, Colorado. Access to the Terminal is proposed to be off of Weld County Road 89, approximately 1/4 mile north of Weld County Road 62 Right - of -Way, with a separate ingress and egress access. Crude oil will be transported downstream of the Terminal via a proposed crude oil pipeline. The proposed pipeline will interconnect with existing Tallgrass pipelines for ultimate delivery to Cushing, Oklahoma. The proposed crude oil pipeline and metering facility will be owned and operated by a Tallgrass Energy Partners, LP subsidiary and permitted under a separate USR. Transporting oil by pipeline rather than by truck is more environmentally friendly and efficient; and reduces impacts to road and air emissions associated with vehicular traffic. The execution of this project will provide a central delivery point for oil tanker trucks to deliver crude oil into a pipeline that is centrally located to current production areas which will reduce the number of trucks and miles traveled by trucks on local infrastructure. The proximity to production areas and crude oil pipelines makes this a desirable location. SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE RECEIPT # /AMOUNT # 1$ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number 0 7 9 5 - 3 3 - 3 _ 0 0 - 0 0 3 (12 digit number - found on Tax I.D. information, obtainable at the Weld County Assessor's Office, or www.co.weld.co.usj Legal Description W 1/2 SW 1/4 Section 33 , Township 6 North, Range 61 West Zone District: Agricultural , Total Acreage: 80 , Flood Plain: , Geological Hazard: Airport Overlay District: FEE OWNER(S) OF THE PROPERTY: Name: Tallgrass Terminals LLC Work Phone # 303-763-3305 Home Phone # Email Cody.wagoner@tallgrassenergylp.com Address: 370 Van Gordon Street Address: City/State/Zip Code Lakewood, Colorado 80228 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: Cody Wagoner Work Phone # 303-763-3305 Home Phone # Email cody.wagoner@tallgrassenergylp.com Address: 370 Van Gordon Street Address: City/State/Zip Code Lakewood, Colorado 80228 PROPOSED USE: Tallgrass Terminals, LLC is proposing an Oil and Gas Storage Facility that will include a crude oil tank farm and truck unloading 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 tip the signatory has to legal authority to sign for the corporation. - 7 2 - re Signature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date TALLGRASS4 ENERGY Tallgrass Terminals, LLC 370 Van Gordon Street • Lakewood, Colorado 80228 •303.763.3305 Summary of Project (Sec 23-2-370, Item C) 1. Source, capacity, destination and type of facilities, support STRUCTURES, lines, etc., involved. Tallgrass Terminals, LLC ("Tallgrass"), a subsidiary of Tallgrass Energy Partners, LP, proposes to construct, own and operate an oil and gas storage facility that will include a crude oil tank farm and truck unloading facility. The Terminal is proposed to be on property owned by Tallgrass; located on W 'A SW % , of Section 33, Township 6 North, Range 61 West of the 6th P.M. Access to the Terminal is proposed to be off of Weld County Road 89, approximately 'A mile north of Weld County Road 62 Right -of -Way, with separate ingress and egress accesses. Crude oil will be transported downstream of the Terminal via a proposed crude oil pipeline. The proposed crude oil pipeline and metering facility will be owned and operated by a Tallgrass Energy Partners, LP subsidiary and permitted under a separate USR. Phase I Phase I of the project will include four (4) truck unloading bays, with each bay having its own LACT unit; one (1) 24,000 bbl oil storage tank, and associated pumps, valves, and related appurtenances; a small office building; and a septic leach field. During the initial phase there will be up to 40 inbound semi -truck deliveries per day. The terminal will operate from 6:00 am — 6:00 pm, 7 days a week, 365 days per year with security lighting and secure chain link fencing with entry gates around the facility. There will be 3 full-time employees on site. Phase II Phase II of the project will include an additional eleven (11) truck unloading bays for a total of fifteen bays overall, as well as two (2) additional 100,000 bbl storage tanks. Once Phase II is completed, the facility will be in operation 24 hours per day, 7 days per week, 365 days per year with 6 full time employees working on site. There will be approximately 80 inbound truck deliveries per day. Transporting oil by pipeline rather than by truck is more environmentally friendly and efficient; and will reduce impacts to road and air emissions associated with vehicular traffic. The execution of this project will provide a central delivery point for oil tanker trucks to deliver crude oil into a proposed pipeline that is centrally located to current production areas which will reduce the number of trucks and miles traveled by trucks on local infrastructure. 2. Number and description of alternative locations or routes considered, with a summary emphasizing reasons for favoring a particular site or route. Several sites were considered for the Terminal site. Tallgrass selected the proposed site based on the topography, proximity to the County Road 89 and existing oil and gas production activities, and availability of property. Lastly, the proposed site offers customers a very accessible location to unload product for transportation to processing facilities, thereby minimizing haul route distances and reducing the number of trucks on the road. 3. Procedures, including reclamation measures, landscaping, buffering techniques or multiple uses, to be employed in efforts to mitigate any adverse impacts. A Storm Water Management Plan will be secured from the Colorado Department of Public Health and Environment (CDPHE) and BMPs will be employed in accordance with said permit and will be followed during construction and subsequently during operation of the terminal facility. Tallgrass will begin reclamation of the affected lands as soon as practical after construction has finished. A 6 foot security fence with 3 strands of barbed wire will be erected around the perimeter of the facility. No other landscaping will be employed on the site. 4. Size of the anticipated work force, both temporary and permanent. A temporary work force consisting of the terminal construction crew, land surveyors, engineers (civil, mechanical, and electrical), contract managers, truck drivers/transporters, reclamation crews, pipeline inspectors, and environmental crews may be on the site of construction at any given moment. These crews are comprised of approximately 65-70 people. During Phase I the site will employ 3 full time employees and 6 full time employees during Phase II, with up to 3 visits per week by maintenance/inspection personnel. 5. A summary of the proposed water requirements, if any, to include the quality and quantity needed for each USE, source, storage facilities, points of diversion, treatment system and distribution system. An application is pending with the State Engineer's Office, Division of Water Resources to provide water to the facility for drinking and sanitation purposes via a commercial exempt water well. Engineering designs provide for a septic field and associated accouterments to be built upon the metering site. 6. A summary of the proposed fuel requirements, if any, to include the type and quantity needed, source, and storage facilities. There will be no fuel stored at the proposed site; the site will be entirely powered by electricity. 7. A description of the location and method of disposal of all forms of waste. Portable toilets will be onsite during the construction phase of the project. Once construction is completed a small leach field septic system will be on site at the facility to service restroom facilities in the small office and truck driver building. TALLG RASSA ENERGY Tallgrass Terminals, LLC 370 Van Gordon Street • Lakewood, Colorado 80228 •303.763.3305 Detailed Report (Sec 23-2-370, Item D) 1. A completed description of the facilities, including the source, capacity, destination and type of structure. Tallgrass Terminals, LLC ("Tallgrass"), a subsidiary of Tallgrass Energy Partners, LP, proposes to construct, own and operate an oil and gas storage facility that will include a crude oil tank farm and truck unloading facility (the "Terminal"). The Terminal is proposed to be on property owned by Tallgrass in the W % SW 1/4 of Section 33, Township 6 North, Range 61 West of the 6th P.M. Access to the Terminal is proposed to be off of Weld County Road 89, approximately % mile north of Weld County Road 62 Right of Way, with separate ingress and egress accesses. Crude oil will be transported downstream of the Terminal via a future crude oil pipeline (not part of this USR application). The proposed crude oil pipeline and metering facility will be owned and operated by a Tallgrass Energy Partners, LP subsidiary and permitted under a separate USR. Phase I Phase I of the project will include four (4) truck unloading bays, with each bay having its own LACT unit; one (1) 24,000 bbl oil storage tank, and associated pumps, valves, and related appurtenances; a small office building; and a septic leach field. During the initial phase there will be up to 40 inbound semi -truck deliveries per day. The terminal will operate from 6:00 am — 6:00 pm, 7 days a week, 365 days per year with security lighting and secure chain link fencing with entry gates around the facility. There will be 3 full- time employees on site. Phase II Phase H of the project will include an additional eleven (11) truck unloading bays for a total of fifteen bays overall, as well as two (2) additional 100,000 bbl storage tanks. Once Phase II is completed, the facility will be in operation 24 hours per day, 7 days per week, 365 days per year with 6 full time employees working on site. There will be approximately 80 inbound truck deliveries per day. Transporting oil by pipeline rather than by truck is more environmentally friendly and efficient; and will reduce impacts to road and air emissions associated with vehicular traffic. The execution of this project will provide a central delivery point for oil tanker trucks to deliver crude oil into a pipeline that is centrally located to current production areas which will reduce the number of trucks and miles traveled by trucks on local infrastructure. 2. A complete analysis of the alternative routes or sites considered, to include in each case a. Reasons for consideration: While other sites were considered for this Terminal, Tallgrass Terminals, LLC is the fee owner of the parcel of land where the facility will be located, and the parcel of land is in close proximity to current production areas, making this location the most practical site location for the Terminal. b. Types of agricultural and other land Uses affected: Current land uses of the affected parcel include dry -land wheat and Conservation Reserve Program ("CRP") lands, thereby minimizing any potential impacts to agricultural lands. No other agricultural land will be affected by construction of the Terminal site. c. Construction cost of the proposed alternatives: Construction costs would be significantly higher to build on an alternative site. The preferred site is already owned in fee by Tallgrass and infrastructure and other improvements are already in place, thereby minimizing the connection to the existing pipeline. d. Impacts on mineral resources: The Terminal and associated appurtenances will have an insignificant impact on the development of mineral resources. Tallgrass has worked with the mineral lessee to reserve specific acreage within the parcel to be utilized for exploration and production of mineral resources. e. Impacts on wildlife habitat: The proposed Terminal facility will be on dry -land agricultural property, thereby minimizing any potential impacts to wildlife habitat. Tallgrass has performed endangered and threatened species surveys to mitigate any potential impacts. f. Impacts on historical, archaeological and scenic resources: The proposed Terminal facility will be on dry -land agricultural property, thereby minimizing any potential impacts to historical, archaeological and scenic resources. Tallgrass has conducted archaeological surveys in accordance with guidance from the State Historical Preservation Office and has not encountered any historical or archaeological sites. g. Visual impacts created by above ground facilities: The project consists of truck unloading bays, storage tanks, and associated appurtenances as depicted in the attached materials. The above ground facilities are located in an area that is not expected to create any visual impacts. h. A description of any GEOLOGIC or FLOOD HAZARDS which could adversely affect DEVELOPMENT: The project is outside of any designated flood areas. i. Advantages and disadvantages of the alternatives considered: Tallgrass owns and operates the existing Pony Express Pipeline in northeast Weld County. With a potential extension of this pipeline to the proposed Terminal site, a delivery point into the pipeline will be 25 miles closer to the existing production area. The chosen site is located on CR 89, a north -south corridor that currently collects a large amount of oil tanker truck traffic. Any alternative site for this project, would also be located on CR 89. I. The applicant shall submit to the Department of Planning Services a copy of an agreement with the mineral owners associated with the subject property. Such agreement shall stipulate that the oil and activities on the subject property have been adequately incorporated into the design of the site, OR shall provide written evidence that an adequate attempt has been made to mitigate the concerns of the mineral owners on the subject property: Tallgrass has been in discussions with the mineral lessee, Bill Barrett Corporation, regarding future drilling and production operations on the property. Tallgrass has incorporated two (2) approximately 10 acre future drilling locations into the site plan. Tallgrass will continue to negotiate with Bill Barrett Corporation to reach a mutually satisfactory Surface Use Agreement. k. The applicant shall submit to the Department of Planning Services a copy of an agreement with the owner of any ditch located on or adjacent to the site, OR shall provide written evidence that an adequate attempt has been made to mitigate the concerns of the ditch owners. The agreement shall stipulate that ditch activities have adequately been incorporated into the design of the site. If such agreement cannot be reached, the applicant shall present evidence that an adequate attempt to reach such agreement has been made: No irrigation ditches are located at the proposed Terminal site. 3. A description of the preferred alternative route or site and reasons for its selection: The chosen site is centrally located to numerous oil and gas extraction activities in the surrounding area. The proposed site offers customers a very accessible location to unload product for transportation to processing facilities, thereby minimizing haul route distances and reducing the number of trucks on the road. Taligrass is the current fee owner of the property, and the proximity to production areas and an existing crude oil pipeline make this a very desirable location. 4. Procedures to be employed in mitigating any adverse impacts of the proposed routes or sites: A Storm Water Management Plan will be secured from the Colorado Department of Public Health and Environment (CDPHE) and BMPs will be employed in accordance with said permit and will be followed during construction and subsequently during operation of the terminal facility. Taligrass will begin reclamation of the affected lands as soon as practical after construction has finished. Tallgrass will build a 6 foot fence with 3 strands of barbed wire around the perimeter of the facility in order to protect the equipment and the public from accidental contact. 5. An outline of the planned construction and operation schedule, to include the number of stages and timing of each: Tallgrass would like to begin construction in 2017, schedule pending customer commitments. Grading is expected to last 60 days. Construction of the facility will commence upon the receipt of USR approval and building permits, with construction anticipated to last approximately 6 months. Tallgrass expects to have the facility in service in 2017. 6. Information of any public meeting conducted, to include the location, date, time, attendance and method of advertising: No public meeting has been held or is scheduled to take place. Taligrass has met and discussed its plans with the nearest residence (4200' northeast of the site). The next closest residence is over 2 miles northwest of the site, with access off a CR 85. 7. A description of the hazards, if any, of fire, explosion and other dangers to the health, safety and welfare of employees and the general PUBLIC: Being a crude oil storage facility, the risk of lightning poses the greatest potential for fire or explosion at the site. Tallgrass will mitigate this risk by grounding the tanks and other facilities. Storage tanks will also be equipped with a foam suppressant apparatus installed at the base of the tanks that will be utilized in the event of a fire involving crude oil. Secondary containment will be installed around the storage facilities to capture any spills or leaks in accordance with an approved SPCC plan. 8. A description of emergency procedures to be followed in case of a reported failure or accident involving the proposed facility. Such outline shall include actions, if any, required of PUBLIC officials, including fire and police officials, and the names and telephone numbers of appropriate company officials to notify if an accident or failure occurs: Pipeline and facility pressures are remotely monitored from Tallgrass offices in Lakewood, Colorado 24 hours a day, 7 days a week, 365 days a year. Operations personnel are on call and prepared to respond in the event of an emergency. In the event of an emergency, Tallgrass will dispatch emergency crews to address occurrences as well as collaborate with local emergency responders in accordance with Tallgrass' Emergency Response Plan. See attached Emergency Action Plan 9. A description of the method or procedures to be employed to avoid or minimize the impacts on irrigated agricultural land: There are no irrigated agricultural lands encountered on this project. 10. A discussion of how the proposal conforms with the guidelines of Chapter 22 of this Code and any other applicable code provision or ordinance in effect: The proposed use is consistent with the Weld County Comprehensive Plan ("WCCP") as it supports development of natural resources as stated in Sec. 22-2-10, Item D of the WCCP. Tallgrass' Terminal construction will minimize the impact of local natural resource extraction by complying with regulations such as those outlined by the Colorado Department of Public Health and Environment. Tallgrass will accept deliveries of crude oil produced from local natural resource extraction which will be moved via pipeline. Transportation of crude oil by pipeline reduces the amount of vehicular traffic and significantly reduces the amount of time and energy it takes to get the product to market. Tallgrass is committed to return the natural vegetation and agricultural land as nearly as practicable to the same condition that existed before construction activity on land within the community. The Terminal facility will blend with natural surroundings and support the activities of oil and gas exploration that already exists in the dryland prairie where the site will lie. 11. A discussion of the proposal for maintenance of the facility so as to prevent dust, soil erosion and the growth of NOXIOUS WEEDS: Storm water drainage will be handled and covered according to the guidelines, rules, and regulations outlined by the Colorado Department of Public Health and Environment ("CDPHE") and the attached drainage report. Best Management Practices will be utilized when maintaining the site and at any future incidence of landscape disturbance to minimize erosion and runoff. Flow patterns consistent with historical evidence will be maintained to safeguard against accumulation of storm water run-off, run-off rate, velocity increases, and run-off diversions. Where necessary, Tallgrass will employ straw mulch or rip -rap to protect against wind and water erosion. The Terminal site will be graveled to prevent dust and soil erosion. If dust is an issue, Tallgrass will utilize water trucks or another form of dust suppressant. Weeds will be sprayed on an as -necessary basis. See detailed Drainage Report attached to this application. 12. A drainage report outlining the method of preventing surface runoff from exceeding the historical flow: Attached 13. A Decommissioning Plan. Adequate financial assurance to cover the decommissioning of the facility may be required as a condition of approval of the Decommissioning Plan. In the case of decommissioning, the site will be decommissioned as outlined by federal regulations as well as reclaimed as nearly as possible to the condition that existed prior to its disturbance. 14. Additional information required for TRANSMISSION LINES and oil and gas PIPELINES: a. A discussion of the feasibility of utilizing any existing utility line corridors. Not applicable. b. A list of the names and addresses of the utility companies which have existing underground utility lines underlying the alternative routes. Not applicable. TALLG RASSI ENERGY Tallgrass Terminals, LLC 370 Van Gordon Street • Lakewood, Colorado 80228 •303.763.3305 Use by Special Review Questionnaire 1. Explain, in detail, the proposed use of the property. Tallgrass Terminals, LLC ("Tallgrass"), a subsidiary of Tallgrass Energy Partners, LP, proposes to construct, own and operate an oil and gas storage facility that will include crude oil tank storage and truck unloading facility. The Terminal is proposed to be on property owned by Tallgrass in the W Vz SW 1/4 of Section 33, Township 6 North, Range 61 West of the 6th P.M. Access to the Terminal is proposed to be off of Weld County Road 89, approximately 1/4 mile north of Weld County Road 62 Right - of -Way, with separate ingress and egress accesses. Crude oil will be transported downstream of the Terminal via a proposed crude oil pipeline. The proposed crude oil pipeline and metering facility will be owned and operated by a Tallgrass Energy Partners, LP subsidiary and permitted under a separate USR. Phase I Phase I of the project will include four (4) truck unloading bays, with each bay having its own LACT unit one (1) 24,000 bbl oil storage tank, and associated pumps, valves, and related appurtenances; a small office building; and a septic leach field. During the initial phase there will be up to 40 inbound semi -truck deliveries per day. The terminal will operate from 6:00 am -- 6:00 pm, 7 days a week, 365 days per year with security lighting and secure chain link fencing with entry gates around the facility. There will be 3 full-time employees on site. Phase II Phase II of the project will include an additional eleven (11) truck unloading bays for a total of fifteen bays overall, as well as two (2) additional 100,000 bbl storage tanks. Once Phase II is completed, the facility will be in operation 24 hours per day, 7 days per week, 365 days per year with 6 full time employees working on site. There will be a total of approximately 80 inbound truck deliveries per day. Transporting oil by pipeline rather than by truck is more environmentally friendly and efficient; and will reduce impacts to road and air emissions associated with vehicular traffic. The execution of this project will provide a central delivery point for oil tanker trucks to deliver crude oil into a pipeline that is centrally located to current production areas which will reduce the number of trucks and miles traveled by trucks on local infrastructure. The proximity to production areas and an existing crude oil pipeline make this a very desirable location. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of The Comprehensive Plan The proposed use is consistent with the Weld County Comprehensive Plan ("WCCP") as it supports development of natural resources as stated in Sec. 22-2-10, Item D of the WCCP. Tallgrass' Terminal Construction minimizes the impact of local natural resource extraction by complying with regulations such as those outlined by the Colorado Department of Public Health and Environment. By building the Terminal, the project will contribute to the County's industrial economic base by providing additional storage and transportation capacity of crude oil. Tallgrass respects Weld County's goal to protect the delivery of water to the public (Sec 22- 2-10.C) by surveying the location of water supplies, identifying easements where water infrastructure lies, and responsibly placing Tallgrass infrastructures so as to not disturb water supplies. Tallgrass has committed to return the natural vegetation and agricultural land as nearly as is practicable to the same condition that existed before construction activity on land within the community (Sec. 22-2-10). Site facilities will blend with natural surroundings and support the activities of oil and gas exploration that already exists in the dryland prairie where the site will lie. The proposed Terminal is a new facility in an area of Weld County experiencing increased oil and gas activities. The proposed facility will support the industry by transporting material to Cushing, OK where it is then transported to refineries for processing. The market has directed the need for this proposed facility. 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: Pursuant to the Weld County Code, oil and gas support and services facilities are allowed in Agricultural (A) Zoning District upon approval of a Use by Special Review application. All facilities planned for this Terminal (truck unloading bays, oil storage tank, associated pumps, valves, and related appurtenances) should be covered under Section 23-3-40, Subsection A, "Mineral Resource Development Facilities." 4. What type of uses surround the site (explain how the proposed use is consistent and compatible with surrounding land uses): The proposed terminal site is situated within the eastern part of the county, zoned Agricultural (A) consisting of isolated, open dryland prairie where the primary use of the land is either grazing, dry -land wheat crop, or is enrolled in the Conservation Reserve Program, with oil and gas extraction and its support facilities abundant. As there are few residences in the surrounding area, the traffic to and from the pipeline and facility sites should create minimal impact and be in line with other activity and land uses in the area. 5. Describe, in detail, the following: a) Number of people who will use this site. During the construction phase of the project it is anticipated that 65-70 temporary workers will be using the site. Once construction is completed there will be 3-6 full time employees working on -site performing inspection/maintenance activities. b) Number of employees proposed to be employed at this site. It is anticipated that there will be up to 3 full time employees on the site after completion of Phase I and up to 6 full time employees associated with the facility after completion of Phase II. c) Hours of operation. During Phase I the operation hours for the Terminal will be from 6am-6pm, while Phase II will see the facility in operation 24 hours per day. Any employees accessing the site for inspection/maintenance will typically only access the site between the hours of Gam to 6pm except in the event of an emergency. The facility will have a monitoring system in continuous 24/7 operation for monitoring of the facility and pipeline for increased public safety, protection of the crude resource and efficiency of delivery. Specially trained, on -call staff is available for emergency response should the need arise. d) Type and number of structures to be erected (built) on this site. Structures to be built at the terminal site will consist of: • (1) 24,000 BBL TANK: Phase 1 • (1) 500 GALLON SOLVENT TANK: Phase 1 • (4) LACT UNLOADING SKIDS: Phase 1 • (1) MEASUREMENT SKID: Phase 1 • (3) 3000 BPH OIL VERICAL CAN PUMPS: Phase 1 • (1) 100 BBL SLOP TANK: Phase 1 • (10) 500 BBLWATER HOLDING FRAC TANKS FOR WATER SUPPRESENT SYSTEM: Phase 1 • (1) STATION INLET FILTERS 3000 BPH CAPACITY: Phase 1 • (1) 315' X 60' WATER SUPRESENT BUILDING: Phase 1 • (1) 120' X 40' COMBINATION OFFICE/WAREHOUSE: Phase 1 • (1) 30' X 15' QUALITY ASSURANCE BUILDING/LAB: Phase 1 • (1) 28' X 15' METER BUILDING: Phase 1 • (1) 50' X 25' POWER DISTRIBUTION CENTER BUILDING: Phase 1 • (1) 120' X 100' SUBSTATION: Phase 1 • (1) SEPTIC FIELD SYSTEM: Phase 1 • (2) CONTAINMENT DIKES: Phase 1 • (1) L/R OUTLET/INLET PIPING AREA: Phase 1 • (11) LACT UNLOADING SKIDS: Phase 2 • (2) 150,000 BBL TANKS: Phase 2 Four (4) covered truck unloading bays will be constructed in Phase I with expansion of eleven (11) additional bays for a total of fifteen (15) covered truck unloading bays in Phase II. This will be a concrete covered area with a drainage catch under the unloading areas to collect crude oil in the event of an accidental spill. This area will be accessible through a hatch, where it can be captured with a vac -truck to be disposed at a proper disposal facility. e) Type and number of animals, if any, to be on this site. There will be no animals kept on site. f) Kind of vehicles (typetsize, weight) that will access this site and how often. Phase I • 40 semi -truck tankers (80,000 GVW) per day • 3 employee trips per day; medium duty pick-up trucks; likely coming from northbound CR 89 Phase II • 80 semi -truck tankers ('80,000 GVW) per day (cumulative of Phase I) • Operating 24 hours per day — 75% of traffic between 6am-6pm, 25% from 6pm-6am • 6 employee trips per day medium duty pick-up trucks; likely coming from northbound CR 89 • Traffic dispersion would be the same percentages as Phase I Please see the detailed Traffic Analysis Report prepared by Eugene G. Coppola, P.E., PTOE attached to this application. Tallgrass is requesting approval of both Phase I and Phase II of the application, as described in this application. Tallgrass desires to agree to traffic triggers for upgrades that may be necessary in the future. g) Who will provide fire protection to this site. In case of an emergency, Tallgrass will dispatch emergency crews to address occurrences as well as collaborate with local emergency responders. Tallgrass will consult with the Briggsdale Fire Protection District regarding emergency response. The crude oil storage tanks will be equipped with a foam suppressant apparatus that will be activated in the event of a fire at the tanks. h) Water source on the property (both domestic and irrigation). During the construction phase portable toilets and bottled water will be provided. An application has been filed and approval pending with the Department of Water Resources to obtain a permit to drill a water well on the property to support restroom facilities for the office building/warehouse situated on the property. i) Sewage disposal system on the property (existing and proposed). Portable toilets will be onsite during the construction phase of the project. Once construction is completed a small leach field septic system will be on site at the facility. j) If storage or warehousing is proposed, what type of items will be stored. Miscellaneous pipe fittings, valves, etc. may be stored in the building intermittently. 6. Explain the proposed landscaping for the site. The landscaping shall be separately submitted as a landscape plan map as part of the application submittal. There is no proposed landscaping for this site. However, there will be a 6 foot chain link fence with barbed wire installed around the perimeter. Down cast security lighting will be placed on the corners of buildings and other structures throughout the site. 7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. When termination of the site occurs, all improvements will be removed and reclamation will be conducted in such a way that the natural vegetation is primed for regrowth and soil is stabilized to prevent erosion. 8. Explain how the storm water drainage will be handled on the site. Storm water drainage will be handled and covered according to the guidelines, rules, and regulations outlined by the Colorado Department of Public Health and Environment ("CDPHE"). A Storm water Discharge Permit will be secured from CDPHE by Tallgrass and will cover all issues and regulations in regard to storm water drainage Best Management Practices (BMPs) will be utilized throughout the construction phase and at any future incidence of landscape disturbance to minimize erosion and runoff. Flow patterns consistent with historical evidence will be maintained to safeguard against accumulation of storm water run-off, run-off rate and velocity increases, and run-off diversions as evidenced by the drainage report. Please see the detailed Drainage Report attached to this application. 9. Explain how long it will take to construct this site and when construction and landscaping is scheduled to begin. Construction is targeted to begin in 2017 and anticipated to take 4-6 months to complete. Target in-service date is late 2017. This schedule is subject to change due to market conditions. 10. Explain where storage and/or stockpile of wastes will occur on this site. There is no stored and/or stockpiled waste related to this project. 11. Please list all proposed on -site and off -site improvements associated with the use (example: landscaping, fencing, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. It is anticipated there will be a 6 foot fence with 3 strands of barbed wire on top and (4) 4' pad lock walk through gates around the entire perimeter of the facility. There will also be 2 electric keypad gates for entrance and exit to and from the facility. Cameras will also be installed at the entrance/exit, pump area, tank area, office, and truck rack area. All of these features are anticipated to be completed by the in service date of 2017. A facility identification sign will be located at the entrance of the facility. Disturbed areas that are not covered with gravel or other improvements will be re- seeded with natural vegetation. No other landscaping is planned for the site. Weld County Public Works Dept. 1111 H Street P.O. Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 Applicant Name Tall pas s '-Cerra., ..0,t; L t C Company Address ark, Vo.— Gorda.. ct ACCESS PERMIT APPLICATION FORM Property Owner (If different than Applicant) Name Address City State Zip City LN•kse-taJoan) State CO Zip geOttS Phone Business Phone 303 - "63 - 33 o r Fax 303 -161-3dc3 E-mail cocks,. oink 4v.115ro. 47 I p_ Fax E-mail •= Existing Access A= Proposed Access Parcel Location & Sketch /l ft�: �-� :.,. r 44 (2' At La o.ttc ss r r The access is on WCR g Nearest Intersection: WCR 8q & WCR d& Distance from Intersection "- 2. �1r p to Parcel Number en9 s 3-S3o0oo3 Section/Township/Range 33- 6 A.3-6 I iz Is there an existing access to the property? YESCNO) Number of Existing Accesses Road Surface Type & Construction Information Asphalt Gravel X- Treated Other tI Culvert Size & Type l Materials used to construct Access Class g road b. St Construction Start Date Finish Date Proposed Use ❑ Temporary (Tracking Pad Required)/ $75 °r Small Commercial or Oil & Gas/$75 n Field (Agriculture Only)/Exempt t N w Wirea WCR ca (Aitt g+•i+ ❑ Single Residential/$75 ❑ Large Commercial/$150 Is this access associated with a Planning Process? ❑ No Required Attached Documents - Traffic Control Plan -Certificate of Insurance ❑ Industrial/$150 ❑ Subdivision/$150 friefUSR ERE o PUD ❑ Other - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities constructs Signature (�� Printed Name Cal Lkya"ear Date 11-11 - it Approval or Denial will be issued in minimum of 5 days. Revised Date 6/29/10 Approved by Notes: Typical Traffic Control Plan Diagram 1. The above diagram is typical for normal shoulder work applications. Additional signing may be required. 2. Vehicles or construction equipment shall not be parked in the travel way and should be moved to the shoulder. If vehicles or construction equipment are not able to be moved out of the way of traffic, channelizing devices are required for day use only. No night time obstructions are allowed. 1 a A�R 0 CERTIFICATE OF LIABILITY INSURANCE DATE (MMIDDlYYYY) 04/13/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER MCGRIFF, SEIBELS & WILLIAMS, INC. P.O. Box 10265 Birmingham, AL 35202 CONTACT NAME: PHONE IA/CNNo, Ext): 8OO-476-2211 FAX (Alt, No): E-MAIL ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC P INSURER A :Aspen Insurance UK Limited INSURED Tallgrass Energy Holdings, LLC, Tallgrass Terminals, LLC 42O0 W. 115th Street, Suite 35O Leawood, KS 66211 INSURER B :Starr Indemnity & Liability Company 38318 INSURER C : INSURER D : INSURER E : INSURER F : COVERAGES CERTIFICATE NUMBER:8Y7z7Fuc REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSD $UBR VYYD POLICY NUMBER POLICY EFF (MMIDDIYYYYj POLICY EXP (MMIDDIYYYY] LIMITS A X COMMERCIAL GENERAL LIABILITY ME1502667 11/13/2O15 11/1312016 EACH OCCURRENCE $ 4,000,000 DAMAGE TO RENTED PREMISES (Ea occurrence) $ CLAIMS -MADE OCCUR MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ 4,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ X POLICY RO- JECT 1 LOC $ OTHER: B AUTOMOBILE LIABILITY SISI PCAO8313215 11/13/2O15 11/13/2016 COMBINED SINGLE LIMIT (Ea accident) S 1,000.000 BODILY INJURY (Per person) S X ANY AUTO —I BODILY INJURY (Per accident) $ ALL OWNED AUTOS SCHEDULED AUTOS PROPERTY DAMAGE (Peraccident) $ X HIRED AUTOS NON - AUTOSOWNED $ UMBRELLA UAB OCCUR EACH OCCURRENCE $ AGGREGATE $ EXCESS LIAR CLAIMS -MADE $ DED RETENTION $ B WORKERS COMPENSATION AND EMPLOYERS' LIABILITY YIN N / A 100 000153401 11/13/2015 11/13/2016 X PER STATUTE 1 OTH- ER E.L. EACH ACCIDENT $ 1,000,000 ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? E.L. DISEASE - EA EMPLOYEE $ 1,000,000 (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ 1,000,000 $ S $ $ $ DESCRIPTION OF OPERATIONS / LOCATIONS /VEHICLES (ACORD 10t, Additional Remarks Schedule, may be attached If more space Is required) RE: Right of Way for work associated with the Orchard Terminal Site. Weld County Colorado is included as Additional Insured (Excluding Workers' Compensation) as required by written contract, subject to policy terms, conditions and exclusions. CERTIFICATE HOLDER CANCELLATION Weld County Public Works Department 1111 H Street PO Box 758 Greeley, CO 80632 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS, AUTHORIZED REPRESENTATIVE ACORD 25 (2014/01) Page 1 of 1 CI 1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD 4 Look:.,. Easel Tao ( ompti - Acet34) 14 r allet FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION: Business Name: Tallgrass Terminals, LLC Phone: 303-763-3305 Address: 370 Van Gordon Street City, ST, Zip: Lakewood, Colorado 80228 Business Owner: Tallgrass Teminals, LLC Home Address: 370 Van Gordon Street Phone: 303-763-3305 City, ST, Zip: Lakewood, Colorado 80228 List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE Emergency Notifications Line 303-763-3110 Blaine Johnson Manager, Operations 36617 Hadley Rd, Wray, CO 80758 970-630-1986 Rich Browning Supervisor, Operations, Oil 28244 E Hwy 6, Sterling, CO 80751 720-975-8691 Business Hours: 6am-6pm Days: 7 Type of Alarm: None Burglar Holdup Fire Silent Audible Name and address of Alarm Company: Location of Safe: MISCELLANEOUS INFORMATION: Number of entry/exit doors in this building: Location(s): Is alcohol stored in building? No Location(s): Are drugs stored in building? No Location(s): Are weapons stored in building? No Location(s): The following programs are offere a public service of the Weld Coun riffs Office. Please indicate the programs of interest. Physical Security Check Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: Main Electrical: Gas Shut Off: Exterior Water Shutoff: Interior Water Shutoff: TALLGRASS4 ENERGY Tallgrass Terminals, LLC 370 Van Gordon Street • Lakewood, Colorado 80228 •303.763.3305 Waste Handling Plan Name of Development as Proposed: Orchard Terminal Location: W % SW % of Section 33, Township 6 North, Range 61 West of the 6th P.M 1. Any general office waste generated on -site will be collected in a trash dumpster provided on - site. Drums will be provided on -site to collect oily rags and filters. All of this waste will be collected by Waste Management and taken to: North Weld Landfill 40000 WCR 25 Ault, CO 80610 970-686-2800 2. No permanent disposal of wastes will take place at this site. 3. Fugitive dust, blowing debris, and other nuisance conditions will be minimized during construction. 1ALLGRASS� ENERY Tallgrass Terminals, LLC 370 Van Gordon Street • Lakewood, Colorado 80228 •303.763.3305 Dust Abatement Plan Name of Development as Proposed: Orchard Terminal Location: W % SWY4 of Section 33, Township 6 North, Range 61 West of the 6th P.M 1. A Water Truck will be utilized, as necessary, to control dust on the site. 2. The road will consist of gravel road base. 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 site. 5. All development standards will be adhered to. Tel: 303-792-2450 P.®. Box 630027 EUGENE G. COPPOLA P.E., PTOE Fax: 303-792-5990 Littleton, Co 80163-0027 March 24, 2016 Cody Wagoner Sr. Agent, Land & Right of Way Tallgrass Energy 370 Van Gordon St. Lakewood, CO 80228 RE: Tallgrass Orchard Truck Terminal Traffic Assessment CR 89, North of CR 62 Weld County, CO Dear Cody: I have evaluated site traffic related to the Tallgrass Energy Orchard Truck Terminal in Weld County. The site is located along the east side of CR 89, north of CR 62. Specific traffic assessments for Phase I and site build out are documented in the following sections of this traffic letter. PROJECT OVERVIEW The Orchard Truck Terminal (Orchard) will be built in two phases. Phase I will have four truck bays and operate 12 hours per day from about 6:00 AM to 6:00 PM. Build out will expand the facility by up to 11 bays with operating hours expanded to 24 hours per day. The number of bays may increase to 15 depending on whether or not the individual users wish to have dedicated bays. Accordingly, the number of bays will not be directly proportional to site activity. Phase I is expected to be operational in 2017 with build out in about 5 years; however, that time frame is subject to change based on market demands. Access will be provided by two driveways to CR 89 with one serving inbound traffic and the other serving outbound traffic. A preliminary concept plan is provided on the following page. Each phase of development is described and evaluated below. k g !ii iX nI.' ? $ L M' I U it ir >. La Y / 1 v }T 'S u _ n k iv"! t 0 90o zz 0 . 0 n 3. S. 2 O z 0 r 2 t Ill I / J / Ip ItM J J t .r. I \•l Ott\t Y.y; 11 ♦ -• •. • •i ;flit • • Yii I t/I'11 11� tit't1 i i t rC'i is i.?li .1 ..1?,� ` 1,• ., •E i }�ililtutj / • • I I K ' I ! /I 1t t t 1 I IS , I t __ 11 /� �� / • 1 • • + , + / 1 4 1 `•• : • a +, S 1 �• --. I t 1. I Y \ • 1.•.`-,....\ ••• `t ` + •.• • •• •t \ \ \ t •1 * • `\ • I `I • ` • I 1 t I x • ,•\ • t. •a ♦N •,— - r/ 1 S• \•• H i \ - - _ _+ .ii ! I IS - ~ `•1) t •\ ` a •. I \ \ \% . I• I I/ \ \ '-5• -- \1. t / '+ SIle •1 ` ,•`_ •1 ^ •• , ` _ , • ..r� t• / —. �%A / Ii " ` + + • t•K .. + " j• w•XJ ` ` • • • S i 1 •a ,....•::::‘ S 5---- .•u • ♦ y 1 •♦ 1 • t ^,I "+ • 1 I. I I ....I •.x. , ,• +• • • q7 t• I•' + ` •• • • • 1� • y . I • 7 • at 1 ` Ida 1 • , • it i • i S • t IV I , x 1 t t • \‘ 1 I t a• \ \ t +t 1 + 1 \ a• • 1 �t t •x'y •a` I I •II w• I I l // •. 1 t �, I ! �, I 1 i ♦ • I I • \ • • --- 1 t '` ••, • ♦ y \ •♦ +.. ti, 1 . \ 1 '••t • • •t \ at' ••-+^ Sb `1 I` : t t • t + \ 1 t• 1 l t \ • ` 1 55 w• t• ` \ • t• t• 'a `, \ ♦ \ • '• tt \ • • • + \ • ♦ ••1\s, • • I. .t •,,•S. ♦\ S. • t `♦ • ♦ ` \ {It 1 I • • • • • Tta • t ` \a + '1 1 S. a t I `I \ 1 , • i I I. IK 1 L — J� y Y r aC Y0'� �,ff� j ^ a...�11 - ^-f air•—^,+� Y ego. � ��"",!4� ••- �.tt-,'""'_' 37'7 F�"'y` v-_ ..'.••.. _ - -• ORCHARD TERMINAL WELD CQUt4TY, CO a a MD? 62 (6Q' ROW) md6 St lad it en ID. CarD. N31 CONS 2CS,uc airrost *tans 1424$ $**C Minn Gina. 34.►m1t12 • I.wrrlerlt:.., Uka.0114 CO $0221 At I tcenraan Is. Netts. u. t nit fit a afla malnort l II at *RS K ha iota Nt 44044II 9! K q.lr,a IMt II a ea a $41 III •LINK► F II4I Illnlafa • alt flea SITE TRAFFIC Phase I will be built with four truck bays and support facilities. It is expected that the tank terminal will serve 40 trucks per day from about 6:00 AM to 6:00 PM. Three employees will be on site in conjunction with Phase I. Peak hour and daily traffic for this phase of development is shown below. PHASE TRAFFIC I SITE AM Peak Hour PM Peak Hour Daily Round Trips In Out In Out Trucks 3 3 3 3 40 Cars/Pickups 3 0 0 3 3 TOTAL 6 3 3 6 43 As indicated, Phase I will generate 9 peak hour trips and 43 daily round trips. It should be noted that an estimated 75% of the indicated site trips will be drawn from traffic already using CR 89 to arrive and depart other more distant terminals. The number of bays expected at build out is uncertain at this time. A doubling of the number of bays over Phase I is likely; however, there may be additional bays for customers who want exclusive dedicated bays. The number of employees at build out could increase to six. Estimated site traffic at build out is shown below. BUILD OUT SITE TRAFFIC AM Peak Hour PM Peak Hour Daily Round Trips In Out In Out Trucks 5 5 5 5 80 Cars/Pickups 6 0 0 6 6 TOTAL 11 5 5 11 86 As indicated, Phase I will generate 16 peak hour trips and 86 daily round trips. Consistent with Phase I, about 75% of the indicated build out site traffic would be using CR 89 if this facility were not built. 3 Site traffic is expected to arrive and depart the site based on traffic distributions associated with the service area for this site. These distributions are shown below. co on IX U 1 0 et 10 on t w I- S 0 In LEGEND: Trucks r ► Employees S 00 SITE TRAFFIC DISTRIBUTION Anticipated site peak hour and daily traffic at the site ingress and egress intersections are shown below for Phase I. 4 m N N t` LEGEND: AM/PM Peak Hour (Vehicle Type AMJPM) T = Trucks C=Cars Daily NOTE: Daily traffic adjusted for site traffic currently using CR 86. 2 (21)13 (2T + 1C) 2 (2T) / 4 (2T + 2C) 4(2T+2C)I2(2T) Outbound inbound PHASE I SITE TRAFFIC 5 Build out site traffic was distributed to area roadways. This was done using the same traffic distributions as Phase I. Resultant build out peak hour and daily traffic are shown below. a, v cal Is LEGEND: AM/PM Peak Hour (Vehicle Type AM/PM) T= Trucks C = Cars b* co co U 3 (3T)/ 5 (3T+ 2C) * 3 (3T)/ 7 (3T+ 4C) 7 (3T + 4C) / 3 (3T) Outbound Inbound NOTE: Daily traffic adjusted for site traffic BUILD OUT SITE TRAFFIC l currently using CR 86. - - - CURRENT TRAFFIC Current traffic was counted on CR 86 as part of this project. Recent peak hour and daily traffic is shown below with count sheets attached. 6 / LEGEND: AMIPM Peak Hour Daily el N M N V to - ca CC C.) Q Ei A N. 1- 0 N LU I- 0 C _ CURRENT TRAFFIC IMPROVEMENTS Turn Lanes Turn lane needs for the Tallgrass facility with Phase I and at build out were assessed using Weld County turn lane warrants. These warrants are shown below: • More than 10 peak hour vehicles turning left into the facility warrants a left turn deceleration lane • More than 25 peak hour vehicles turning right into the facility warrants a right turn deceleration lane • More than 50 peak hour vehicles turning right out of the facility warrants a right turn acceleration lane 7 FUTURE TRAFFIC Phase I and build out traffic conditions were developed using current CR 89 traffic combined with site traffic. This represents the total traffic associated with each time frame. Phase I and build out total traffic are shown below. A LEGEND: AM/PM Peak Hour Daily tO 0 CM h 213 p2/4 i to ti r Outbound Inbound t u r— PHASE I TOTAL TRAFFIC 8 N N co N to N it eti N 4tf 1• al LEGEND: AM/PM Peak Hour Daily coo D: V 3/5 3/7 T 1- Outbound Inbound BUILD OUT TOTAL TRAFFIC 1 J Site traffic demands were compared to County turn lane warrants at all intersections. This comparison determined that Tallgrass traffic will not trigger any turn lane warrants with Phase I or site build out. Current daily traffic on CR 89, north of CR 62, is 500 vehicles per day based on recent counts. Phase I will generate 22 new vehicle trips on CR 89, north and south of the site with 43 new vehicle trips generated at build out. Considering the fact that some 75% of these trips currently exist on CR 89, CR 89 will increase daily traffic on CR 89 by about 4.4% adjacent to the site with build out traffic increasing traffic on CR 89 by about 8.6%. While the amount of truck travel will modestly increase near the site an overall reduction in truck travel is anticipated on the greater County road system. 9 SUMMARY Based on the above documented analyses and investigations, the following can be concluded: • Current conditions in the area of the Orchard site are very acceptable. • Phase I of this development will result in about 2 new peak hour trips and 22 new daily trips to area roadways. These trips are considered minor and consider the fact that an estimated 75% of site traffic already uses CR 89 to access similar but more remote facilities. • Site build out will add 4 new peak hour trips and 43 new daily trips to area roadways. • Site traffic will not meet County warrants triggering the need for turn lanes at the site driveways with either Phase I or build out site traffic. • With the addition of Phase I site traffic, daily traffic on CR 89, north and south of the site, will increase by about 4.4% with an 8.6% increase at site build out. • An overall reduction in trucks using the County road system is expected with this facility due to reduced travel distances. • No improvements are needed to serve build out traffic demands associated with this development and therefore, the existing roadway system can adequately serve site traffic. • Tallgrass Energy's Orchard truck terminal is viable from a traffic engineering viewpoint. I trust this traffic assessment will meet your current needs. Please give me a call if you have any questions or need any further assistance. Sincerely, Eugene G. Coppola, P.E., PTOE `��iit11tI1Iill iifj ,• S,.44,44.1%.44,94:1.:14491464914:16.144,43-tef,4, c.k' ` et Pe �: b • ice• *. 15945 it;A-1 .� z•�s. .3.1 i o +•Qti tit#4' 'it Op cotiag 10 Page 1 Location: CR-89 NWO CR-62 City: County: WELD Direction: NORTHBOUND -SOUTHBOUND COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80208 303-333-7409 Start 09 -Feb -1 Time Tue NB SB 12:00 AM 02:00 04:000WOO 08�:08:0007 00 08:00 10:00 12:00 PM •t91.00 02:00 :03:00 04:00 08:00 D?:00 . 08:00 t7it6 10:00 Total Percent AM Peak Vol. PM Peak Vol. 5 4 3 5 10:00 23 13:00 25 11:00 27 14:00 19 alp • t . • • Site Code: 020802 Station ID: 020802 Total IMO IMP 9 5 8 42 13:00 38 Page 3 Location: CR-89 N1O CR-62 City: County: WELD Direction: NORTHBOUND -SOUTHBOUND COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORA►DO 80206 3034334409 Start 11 -Feb -1 Time Thu NB SB 12:00 AM 7 6 fn1 G 02:00 10 5 03.00 3 :7 W04:00 3 6 06:00 4 2 Si . 06:00 13 12 . /)y < ....: .. A ;`,'42 ti.o�J'/.44 10:00 fib 12:00 PM Y 01.10. 02:00 04:00 05:00 06:00 one08:00 10:00 41:4 14 14 11 7 7.. 4 8 3 3 9 2 Total Percent 256 215 54.4% 45.6% AM Peak - 11:00 10:00 Vol. 26 16 PM Peak - 15:00 16:00 Vol. 25 17 Grand Total Percent ADT 759 664 53.3% 46.7% ADT 474 \ Sty Y':- 1.\t.".. -A,"". --.a... \"• ' •••"• 1\. -..' I51 + 4:r. • MOT 474 OS Site Code: 020802 Station ID: 020802 Total 13 16 15 10 a 33 -11:00- 37 12:00 32 1423 ORCHARD TERMINAL FINAL DRAINAGE REPORT A PORTION OF THE WEST 1/2 OF SECTION 33, T6N, R6IW OF THE SIXTH PRINCIPAL MERIDIAN COUNTY OF WELD, STATE OF COLORADO PREPARED FOR: Tallgrass Operations, LLC 370 Van Gordon Street Lakewood, CO 80228 303.763.3305 Contact: Jeff Schaefer PREPARED BY: Olsson Associates 5285 McWhinney Blvd, Suite 160 Loveland, CO 80538 970.461.7733 Contact: Josh Erramouspe, PE April 14, 2016 Olsson Project No. 015-3341 O'\0LSS0N® ASSOCIATES Certification of Compliance Engineering Designed to Weld County Code Standards Criteria I, Josh Erramouspe, Consultant Engineer for Tallgrass Operations, LLC ("Applicant") understand and acknowledge that Applicant is seeking land use approval of Orchard Terminal ("Application") for the property described in Appendix A. I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the design will meet all applicable drainage requirement of the Weld County Code with the exception of variance(s) described below. This certification is not a guarantee or warranty either expressed or implied. Variance Request Applicant hereby requests a variance from weld county drainage criteria to construct a retention pond to serve this development. Given the location and topography of the property, there is no feasible location to discharge the release from the site. In the proposed location of the retention pond, the soil has an exceptional infiltration rate that will allow the pond to drain in compliance with weld County requirements. I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints Engineer of Record State of Colorado No. 42141 GYSt.OLSSON s ASSOCIATES Table of Contents 1.0 INTRODUCTION 1 2.0 GENERAL LOCATION AND DESCRIPTION 1 2.1 Location 1 2.2 Description of Property 1 3.0 PRE -DEVELOPED DRAINAGE 1 3.1 Major Basin Description 1 3.2 Sub -Basin Description 2 3.2.1 Pre -Developed Drainage Patterns 2 3.2.2 Offsite Drainage 2 3.2.3 Pre -Developed Flow 2 4.0 DRAINAGE DESIGN CRITERIA 2 4.1 Regulations 2 4.2 Development Criteria Reference and Constraints 2 4.3 Hydrological Criteria 2 4.4 Hydraulic Criteria 3 4.5 Urbanizing or Non -Urbanizing 3 5.0 DRAINAGE FACILITY DESIGN 3 5.1 General Concept 3 5.1.1 Direct Discharge Areas 3 5.1.2 Detained Areas 4 5.2 Specific Details 4 5.2.1 Retention Pond 4 5.2.2 Downstream Conveyance System 4 5.2.3 Drainage Facility Maintenance 5 5.2.4 Stormwater Quality Control Measures 5 6.0 CONCLUSIONS 5 6.1 Compliance with Standards 5 6.2 Drainage Concept 5 6.3 Historical Flow Patterns 5 7.0 REFERENCES 6 List of Tables Table 1: Retention Pond Parameters 4 ii OLSSON8 ASSOCIATES List of Appendices Appendix A Maps and Figures A.1 A.2 A.3 A.4 A.5 Appendix B BA B.2 B.3 B.4 B.5 B.6 Appendix C Vicinity Map Post -Developed Drainage Plan Offsite Run-on Exhibit NRCS Property Soil Survey Report NRCS Offsite Run-on Soil Survey Report Hydrologic Computations Weld County Intensity -Duration -Frequency Curves Post -Developed Percent Imperviousness Post -Developed Basin Description Post -Developed Time of Concentration Post -Developed Basin Runoff Post -Developed Routed Runoff Hydraulic Computations C.1 Conveyance Coefficients C.2 Percent Imperviousness Values O.3 Runoff Coefficients C.4 TR-55 Curve Number Table O.5 Retention Pond Volume (HydroCAD) C.6 Retention Pond Water Surface Elevations C.7 Stormwater Detention and Infiltration Design Data Sheet C.8 North Secondary Containment Volume Calculations C.9 South Secondary Containment Volume Calculations C.10 Pond Emergency Spillway C.11 Entrance Culvert (100 Year) O.12 North Culvert (100 Year) C.13 Offsite Collection Swale (100 Year) C.14 Secondary Containment West Swale (100 year) C.15 Secondary Containment East Swale (100 Year) C.16 Swale to Pond (100 Year) O.17 Entrance Culvert Riprap Design C.18 North Culvert Riprap Design Appendix D Construction Documents GYSt.OLSSON ® ASSOCIATES 1.0 INTRODUCTION Olsson Associates has prepared this final drainage report in accordance with the Weld County Code. The report will demonstrate that the proposed Buckingham Terminal Facility development will provide adequate drainage facilities to mitigate stormwater runoff generated by planned site improvements and protect downstream properties. 2.0 GENERAL LOCATION AND DESCRIPTION 2.1 Location The proposed project is located within the southwest quarter of Section 33, in Township 6 north, Range 61 west of the Sixth Principal Meridian. Specifically, the site is located in Weld County, borders the east side of Weld County Road 89 and the north edge of Weld County Road 62. 2.2 Description of Property The proposed lot for the Oil Terminal consists of 77.99 Acres located in Weld County just northeast of the County Road 89 and County Road 62 intersection. The site is currently undeveloped and consists of a mixture of grasses and a few small shrubs. The existing topography slopes south toward a low point on the southwest section of the property. This low point does not have a subgrade drainage system in place and water that collects here will infiltrate into the ground over time. The site generally drains towards this point, across average slopes of 0% to 5%. Soils in this area consist of approximately 16.2% sandy loam and 83.8% loamy sand. Since the majority of the soils are loamy sand, we classified the site soil as hydrologic soil group 'A'. Additional information concerning the site soil conditions may be found in the Geotechnical Engineering Report for Orchard Truck Terminal prepared by Olsson Associates, dated March 10, 2016 Project No. 015-3341. 3.0 PRE -DEVELOPED DRAINAGE 3.1 Major Basin Description According to the Weld County's mapping, the project site is located northeast of the County Road 89 and County Road 62 intersection. The runoff from the site drains to low point on the southwest side of the property where it pools and infiltrates into the ground. It is expected that the drainage concept will remain similar to the existing condition and a retention pond will be constructed in the same area as the low point. The proposed development is included on FEMA Flood Map Panel 08123C1650E, which is not printed. Since there has been no known history of flooding in the area and the impacts of the development of the site do not contribute to flooding concerns downstream of the property, it is anticipated that development of the Orchard Terminal in accordance with the enclosed drainage plans will not adversely impact downstream infrastructure. 1 OLSSON 8 ASSOCIATES 3.2 Sub -Basin Description 3.2.1 Pre -Developed Drainage Patterns Historically the site drains to a low point located on the southwest section of the property. The site's existing runoff travels overland in sheet flow for extended distances before pooling in the low point where runoff collects and infiltrates into the soil. 3.2.2 Offsite Drainage The highest elevation for the proposed design area is located north of the site and the topography generally slopes southwest to the low point in the southwest corner of the site. Since our site contains the lowest point in the area there are approximately 820 acres of offsite flow that also accumulates at the low point at the southwest corner of the property. It should be noted that only a small area flows through the developed section of the property (Basin RO-1) and the remaining offsite flow, represented by Basin RO-2, sheet flows into the retention pond from the east. 3.2.3 Pre -Developed Flow Since our site contains the low point in the area and there is no nearby location to discharge the accumulated stormwater, a retention pond will be constructed to capture and release the stormwater into the ground via infiltration. Consequently we did not need to analyze pre - developed flow as we will not be designing a detention pond to meet Weld County's discharge requirements. 4.0 DRAINAGE DESIGN CRITERIA 4.1 Regulations The final design of the proposed drainage facilities was completed in accordance with the criteria presented in the Weld County Engineering and Construction Criteria manual (Weld County Department of Public Works, August 2012) and the Urban Storm Drainage Design and Technical Criteria Manual. Currently the design meets all standards set by the county, however, a variance is requested to construct the retention pond. 4.2 Development Criteria Reference and Constraints The layout for the development does not include much change in landscape, most of which being construction of packed gravel road truck skids. As a result a retention pond is recommended to capture flows from the developed area as well as provide storage for offsite flows. It is anticipated that the runoff from the developed land will be conveyed to the pond on the southwest end of the property where stormwater will infiltrate into the ground. The drainage patterns of the land not developed will not be altered because the runoff will ultimately sheet flow to the retention pond naturally or will be routed via drainage ways. 4.3 Hydrological Criteria According to Weld County Code, the retention pond has been designed to contain 1.5 times the volume of the runoff generated by the 24 -hour, 100 -year storm plus 1 foot of freeboard. The pond must also be designed to drain 97% percent of each storm up to and including the 5 -year OLSSON 8 :. 5 SOCIATES event in 72 hours as well as 99% of the 100 -year storm in 120 hours to be consistent with Colorado water law. The pond also has a 387 feet wide emergency overflow spillway on the southern edge of the pond, 1.00 feet below the top of berm, to allow excessive stromwater to exit the pond and flow safely to WCR 62 ROW without overtopping the pond berm. It should be noted that the spillway crest elevation will be approximately 3.3 feet above the anticipated 100 - year, 24 -hour water surface elevation, thus providing additional stormwater storage on top of the county's required storage. All pipes and drainage ways conveying runoff to the retention pond have been sized for the 100 -year event with no surcharge. The Weld County Intensity -Duration - Frequency curves were used to obtain rainfall used for each storm specified. Because the design site is less than 160 acres, the Rational Method was used to calculate developed stormwater runoff rates for sizing pipes and drainage ways. However, since we have an additional 820 acres of offsite flow collecting in our retention pond, the rational method is not sufficient for determining the retention volume and instead hydrographs were utilized in HydroCAD. It should be noted that since the design area is outside of the Denver metropolitan area the CUHP model is not applicable. 4.4 Hydraulic Criteria The storm water retention pond was designed to capture and release the 24 -hour, 100 -year storm event via infiltration. The infiltration rates used to design the retention pond release were based on the percolation tests found in the Geotechnical Engineering Report. In general, stormwater quality will be mitigated on -site during construction with the use of silt fencing, vehicle tracking devices, inlet / outlet protection devices, and other best management practices as needed. Infiltration through the retention pond will provide additional water quality measures. 4.5 Urbanizing or Non -Urbanizing According to Weld County code, the allowable release rate of a detention pond is dictated by whether the project is in an urbanizing or non -urbanizing area. Since our site is not within a quarter mile of city limits it is considered to be in a non -urbanizing area and is allowed a maximum release rate equivalent to the 10 -year event. However, since a retention pond will be constructed for this project the criteria can be disregarded. J.0 DRAINAGE FACILITY DESIGN 5.1 General Concept 5.1.1 Direct Discharge Areas After analysis of the post -developed design, we have determined there aren't any basins that will be directly discharged into the roadside drainage ways or conveyed away from the site. Overall, the runoff of all basins analyzed will be nearly identical to the historic flow path and will all accumulate at the low point in the south west corner of the property where stormwater will infiltrate into the ground. 3 GYSt.OLSSON s ASSOCIATES Pr 5.1.2 Detained Areas In the historical condition the entire design area and an approximately 820 acres of offsite flow collect at the low point found in the southwest corner of the property. Since there is no nearby available area to discharge the accumulated stormwater, a retention pond will be constructed to store runoff and infiltrate it into the ground. Although the entire area historically drains to the low point on site, in the post -developed condition Basin D-4 will be utilized for secondary containment and does not contribute to the retention pond volume. The secondary containment consists of two separate containment areas with 6" of clean sand over an engineered liner which holds rainfall and ultimately reduces the runoff during storm events. The north containment berm provides approximately 36,761 cy of storage volume and contains two 150,000 bbl tanks while the south containment berm provides approximately 6,328 cy or storage and contains a single 25,000 bbl tank. The secondary containment volume must be sized for 110% of the volume of the largest tank plus the 25 -year, 24 -hour storm event. Since the 25 -year, 24 -hour storm event produces a rainfall depth of 0.281 feet the total required retention is 36,699 cy for the north secondary containment and 6,131 cy for the south secondary containment. Calculations for secondary containment can be found in Appendix C. Stormwater collects within the earthen berm during storm events, and then using a manually controlled valve can be discharged into the proposed drainage way just south of the secondary containment once the retention pond has drained. It should be noted that the stormwater collected in the berms must be tested for pollutants and contaminants before being discharged. If the water is deemed contaminated, it is required to be hauled off site to an appropriate disposal facility. 5.2 Specific Details 5.2.1 Retention Pond To mitigate flows from the developed areas a retention pond will be utilized. The retention pond is to be located in Basin D-8 where, historically, water accumulates at a low point. The retention pond has been sized using hydrographs analyzed in HydroCAD. A complete breakdown of the pond design can be found in Appendix C. Table 1: Retention Pond Parameters Parameter Unit Value 24 -Hour, 100 -Year Volume ft3 312,859 1.5 X 24 -Hour, 100 -Year Volume ft3 469,289 Bottom of Pond Elevation ft 4,654.00 1.5 X 24 -Hour, 100 -Year Surface Elevation ft 4,655.69 Emergency Spillway Elevation ft 4,659.00 Top of Pond Elevation ft 4,660.00 5.2.2 Downstream Conveyance System Historically, flows collect at the low point in the southwest corner of the property and infiltrate into the ground. The drainage concept will be maintained and a large retention pond will be 4 OLSSON 8 :, 5SCCIATES constructed in the same area. If an excessive amount of water collects in the retention pond stormwater will spill into the County Road 62 ROW through an emergency spillway stabilized by Type L riprap, but only under extreme conditions. Type L riprap has also been provided at the outlets of the culverts to disperse flow and prevent erosion as stormwater makes its way to the retention pond. 5.2.3 Drainage Facility Maintenance The property owner will be responsible for regular maintenance and repairs of the drainage facilities including the collection and removal of silt and debris from inlets, swales, structures and the retention pond. Other operation maintenance may include proper maintenance of grasses in the detention area such as mowing, watering, and replanting when necessary to prevent erosion and maintain stabilized soils. All storm facilities designed here -in are privately owned & maintained. Additional maintenance will be required for the secondary containment area. Regular maintenance will include silt and debris removal from the pipe inlet area, pump maintenance, replacement of sand if contaminants cannot be removed, and replacement of the engineered liner if damaged. 5.2.4 Stormwater Quality Control Measures Post -development storm water quality will be controlled by the inclusion of drainage ways routing flow to the proposed retention pond where water infiltrates into the ground. Additional quality control measures for the secondary containment area include testing of captured stromwater contaminants before manual release and an engineered liner to prevent possible soil and groundwater contamination. Infiltration through the retention pond will provide additional means of water quality. 6.0 CONCLUSIONS 6.1 Compliance with Standards The drainage design and report are within compliance with the Weld County Code and the Urban Storm Drainage Criteria Manual. 6.2 Drainage Concept Overall, the design of the structures used to convey the runoff from the proposed development will control major and minor storm events effectively. The proposed stormwater system will capture the increased runoff from the site and route the storm flows to the retention pond. The retention pond will attenuate the developed flows and release them into the ground via infiltration. No offsite drainage improvements are necessary, since it is not anticipated that downstream infrastructure will be adversely impacted. 6.3 Historical Flow Patterns As a result of using a retention pond, captured runoff is not being discharged from the site and infiltrates into the ground instead. By avoiding discharging runoff elsewhere while also maintaining historic drainage patterns we will preserve the natural character of the area and prevent property damage from occurring. GYSt.OLSSON s ASSOCIATES 7.0 REFERENCES Weld County Engineering and Construction Criteria (Weld County Department of Public Works, August 2012) Web Soil Survey 2.0, National Cooperative Soil Survey, Weld County, Colorado, Northern Part United States Department of Agriculture, Natural Resources Conservation Service http://websoilsurvey.nres.usda.gov Urban Storm Drainage Criteria Manual (USDCM), Volumes 1 and 2, published by the Urban Drainage and Flood Control District, Denver, Colorado, June 2001, Revised April 2008 Urban Storm Drainage Criteria Manual (USDCM), Volumes 3, published by the Urban Drainage and Flood Control District, Denver, Colorado, November 2010 GYSt.OLSSON s ASSOCIATES APPENDIX A MAPS AND FIGURES ASSOCIATES uc_sgvI ca eap'.:-rn.. Cell I 3 Ifin Li 4403-1L10 i,Ili..n r C-4001/6-1. vHa. 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CO 2013 "00 1175 J3' no74 99 •71 • N.T.S EXHIBIT A.3 Offsite Run -On O\0LSS0N, ASSOCIATES 5285 McWhinney Boulevard Suite 160 Loveland, CO 80538 TEL 970.431.7733 USDA United States Department of Agriculture Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part April 4, 2016 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Custom Soil Resource Report NFORMATION 2 MAP LEGEND The soil surveys that comprise your AOl were mapped at 1:24,000. 4) O A'4' Area of Interest (AOI) Area of Interest (AOI) Warning: Soil Map may not be valid at this scale. a) C a - c "o v, (3 Cti• 4. c oo 0 coALO c 5 as 'a (o m 515 c • as c "cis C U) a) -a a) ea a co .C 0 o 10 "CT, O ° C d 0 • s -a a`- O a) E E E 2 0 �~ a uj +- a L C ooas oth -E.,Q• ) co 'G W 0 a co a) CJ 4) a0 L) 0 t6 (t7 C a r U) C 4) 4) sa Very Stony Spot a 0) Soil Map Unit Polygons 1 Soil Map Unit Lines GS L. Special Line Features Soil Map Unit Points D 1 s Special Point Features Water Features a (9 E 4- 15) cn (V to 0 U i is .C y N o c E - a) i US (v (o a) a) d E Streams and Canals Transportation O O 0 0) .> 1a 03 CN C C 1 L C m a) a)• to C 0_ C7 =' an L a) } L O z a) • eL CC r N (o Z E 03 ≥� to 66 o ca OIn st •- O co o .(0 Ce i1 0 cn • A • a0 CO C) 0 Interstate Highways Closed Depression US Routes L 0 U N r O 0 a) to cv cn 2 a a 2 4 - Ca a Ct Major Roads a) - V. V) CO ID N O • r L% Ls E • 03 V ▪ i a) RS to 0. • v c• L0 ar u) O a) a La 0 0 a) 0 .O < a O ▪ c, :c co C C 05 0 a) U C Local Roads O a9 L) a- a C 2 Y U C m w O a ...., (i) a. >. O i LTas cif CD 0 J J L) a 2 2 co co w co a) U C (o U) 0 C 0 :The U U Aerial Photography ■ Marsh or swamp L. 0 U) co CU L ✓ ) a) yEyy n v a) A- 6' W a N a) a) us 0 U -a C a > -C H -a r-+ Mine or Quarry Co ig Miscellaneous Water Perennial Water L l0 0 C a) --C 0 Co O 0 V N /0 N V o a. C C,�. C C U .0 c v Rock Outcrop O ) -F 0 0 0 r to a) U (f3 a (o E 0 (ti U cn 0 co a t9 Cn Oa 0 Z. . v, (n 0 � (f) (73 0) 4 ! • * O Severely Eroded Spot Apr 22, 2011 —Oct 19, a) a Co C) O a a a a) nc a) Ci co CC .` co a) (13 r RS ❑ N a) C a) a) C a a) L U :c c 0 a co a) n a) _c I0 0 a 0 L a 0 0 N H 0 C L O C C, 0 U) U) L) coc a Q N > a 0 as 0 E N c C .O o• l� co -O N > r L a) a a) co ia Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 6 Ascalon sandy loam, 3 to 5 percent slopes 12.7 16.2% 72 Vona loamy sand, 0 to 3 percent slopes 54.4 69.9% 74 Vona loamy sand, 5 to 9 percent slopes 10.8 13.9% Totals for Area of Interest 77.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments 10 Custom Soil Resource Report on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Weld County, Colorado, Southern Part 6 Ascalon sandy loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 2tlnt Elevation: 3,550 to 5,970 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 46 to 57 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Ascalon and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ascalon Setting Landform: Interfluves Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): I nterfl uve Down -slope shape: Linear Across -slope shape: Linear Parent material: Wind -reworked alluvium and/or calcareous sandy eolian deposits Typical profile Ap - 0 to 6 inches: sandy loam Bt1 - 6 to 12 inches: sandy clay loam Bt2 - 12 to 19 inches: sandy clay loam Bk - 19 to 35 inches: sandy clay loam C - 35 to 80 inches: sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum in profile: 1.0 Available water storage in profile: Moderate (about 6.9 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B 12 Custom Soil Resource Report Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Minor Components Stoneham Percent of map unit: 10 percent Landform: Interfluves Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): I nterfluve Down -slope shape: Linear Across -slope shape: Linear Ecological site: Loamy Plains (R067BY002CO), Loamy Upland (North) (PE 16-20) (R072XA015KS) Vona Percent of map unit: 8 percent Landform: Interfluves Landform position (two-dimensional): Backslope, footslope, shoulder Landform position (three-dimensional): I nterfluve Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Platner Percent of map unit: 2 percent Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): I nterfl uve Down -slope shape: Linear Across -slope shape: Linear Ecological site: Loamy Plains (R067BY002CO), Loamy Upland (North) (PE 16-20) (R072XA015KS) 72 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of local importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile H1 - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Minor Components Remmit Percent of map unit: 10 percent Valent Percent of map unit: 5 percent 74 —Vona loamy sand, 5 to 9 percent slopes Map Unit Setting National map unit symbol: 363t Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Not prime farmland Custom Soil Resource Report Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits Typical profile H� - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Minor Components Valent Percent of map unit: 10 percent Remmit Percent of map unit: 5 percent References 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 habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 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 boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/soils/?cid=nrcs142p2 054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/ nresldetaillnational/soils/?cid=nres142p2_ 053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/ portal/nres/detail/national/so i ls/?cid=n res 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://vvvvw.nrcs.usda.gov/wps/portal/nrcs/ detai I/national/landuse/rangepasture/?cid=stel prd b 1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nrcs.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2 054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres 142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www_nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 17 USDA United States Department of Agriculture Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part March 15, 2016 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 M..:T .TT obOT t O a 4a 9_ = O. OCt N stn E 0 (15 M..b.17T obQT z 0po 006Stbb 0058Lbb 00181W OOLLLtb 00£LLtb 069Lti7 00591Lbb z 006SLtb 00691W 0po O0S9Lbb o M ..TT .TT otOT Map Scale: 1:18,700 if printed on A landscape (11" x 8.5") sheet. to 8 LEI M N o -o N rn 0.2 O N 6 p O LEI q N Z M ..b ;VT abOT Custom Soil Resource Report NFORMATION 2 MAP LEGEND The soil surveys that comprise your AOl were mapped at 1:24,000. I� Area of Interest (AOI) Area of Interest (AOI) a o L a) :0_ co co O r _ 2 E CO to 0 0 a) as p `- y az, as o -e r I i a 5 eo O L- -O f1 a) r y 2 .y - ? 2 o - • 5 coE w L E Uo c Y _ .-. v a) Cl en O CCs t w U L • L- 0 O M Co 0.0 O > M Y a en 0 { O Cn Q .c tly ut a) tl�) (� o -c .0-0 EX 6 4 O ra L- z N) U1 0 N 2 -a cV _ U N t1 zn- a) -O N_ .t.-. ' �N V O L U ▪ W as N N co O N O n 0 U1 C e- 0 o .- Ci C- C/) T) Ciis a C o 0 sa O 2 0 to N fly D U c) ati co O ,� d 45 COei) al 5 2 ry C s= L- a) {fJ O O CL a vi 5 c tli r- r O ca it(?) L os= 0 -C o E.O is v) ovQ. a) �� }�L▪ T 0 j `� as 0 r).C.! ;CIP— -g— -O: watn al s Z T t= a] ° fa y5 i) al O c �> aa)2top o �0 O) 0 N oa o O cu o D® w to _-o �C Co :i•-• ( - `~ E _ to a o �.? a� �' n) o c � O o a = o o a� o :� 0 0) a CO. � 0 m 0 0 o ".2 N ▪ - V c ▪ L 5- 8.N (0 0 E °� �- o a 4 R5 (Oct .5 - o a. •S& J C U U › — L — ce N r CT o a) o as o C4 0 to fTis . O {o m t0 O it O -c o .- N- EC E co 'S O M o. Q o E- .,_H. Very Stony Spot Soil Map Unit Polygons Soil Map Unit Lines Special Line Features Soil Map Unit Points O r s Special Point Features Water Features Streams and Canals Transportation 3 1 Major Roads Closed Depression Local Roads zs c z 2 U R m O LL. C > J J Aerial Photography ■ Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop X -X O ' a a v, cn T C 0 re— ru 0) CI) is I. C. Severely Eroded Spot Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 5 Ascalon sandy loam, 0 to 3 percent slopes 233.7 20.6% 6 Ascalon sandy loam, 3 to 5 percent slopes 250.9 22.1% 47 Olney fine sandy loam, 1 to 3 percent slopes 3.9 0.3% 59 Shingle loam, 3 to 9 percent slopes 0.8 0.1% 70 Valent sand, 3 to 9 percent slopes 28.5 2.5% 72 Vona loamy sand, 0 to 3 percent slopes 83.4 7.3% 74 Vona loamy sand, 5 to 9 percent slopes 98.2 8.7% 76 Vona sandy loam, 1 to 3 percent slopes 117.3 10.3% 77 Vona sandy loam, 3 to 5 percent slopes 318.8 28.1% Totals for Area of Interest 1,135.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally 10 Custom Soil Resource Report are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Weld County, Colorado, Southern Part 5 Ascalon sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2sw13 Elevation: 3,870 to 5,960 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 46 to 57 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Ascalon and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ascalon Setting Landform: Interfluves, plains Landform position (two-dimensional): Summit Down -slope shape: Linear Across -slope shape: Linear Parent material: Wind -reworked alluvium and/or calcareous sandy eolian deposits Typical profile Ap - 0 to 6 inches: sandy loam 8t1 - 6 to 12 inches: sandy clay loam Bt2 - 12 to 19 inches: sandy clay loam Bk - 19 to 35 inches: sandy clay loam C - 35 to 80 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 1.0 Available water storage in profile: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) 12 Custom Soil Resource Report Minor Components Olnest Percent of map unit: 10 percent Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) Vona Percent of map unit: 5 percent Landform: Interfluves Landform position (two-dimensional): Summit Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) 6 Ascalon sandy loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 2tlnt Elevation: 3,550 to 5,970 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 46 to 57 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Ascalon and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ascalon Setting Landform: Interfluves Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): I nterfl uve Down -slope shape: Linear Across -slope shape: Linear Parent material: Wind -reworked alluvium and/or calcareous sandy eolian deposits Typical profile Ap - 0 to 6 inches: sandy loam Bt1 - 6 to 12 inches: sandy clay loam Bt2 - 12 to 19 inches: sandy clay loam Bk - 19 to 35 inches: sandy clay loam 13 Custom Soil Resource Report C - 35 to 80 inches: sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum in profile: 1.0 Available water storage in profile: Moderate (about 6.9 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Minor Components Stoneham Percent of map unit: 10 percent Landform: Interfluves Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): I nterfl uve Down -slope shape: Linear Across -slope shape: Linear Ecological site: Loamy Plains (R067BY002CO), Loamy Upland (North) (PE 16-20) (R072XA015KS) Vona Percent of map unit: 8 percent Landform: Interfluves Landform position (two-dimensional): Backslope, footslope, shoulder Landform position (three-dimensional): I nterfl uve Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Platner Percent of map unit: 2 percent Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): I nterfl uve Down -slope shape: Linear Across -slope shape: Linear Ecological site: Loamy Plains (R067BY002CO), Loamy Upland (North) (PE 16-20) (R072XA015KS) Custom Soil Resource Report 47 Olney fine sandy loam, '1 to 3 percent slopes Map Unit Setting National map unit symbol: 362v Elevation: 4,600 to 5,200 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 175 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Olney Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed deposit outwash Typical profile HI - 0 to 10 inches: fine sandy loam H2 - 10 to 20 inches: sandy clay loam H3 - 20 to 25 inches: sandy clay loam H4 - 25 to 60 inches: fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Custom Soil Resource Report Minor Components Zigweid Percent of map unit: 10 percent Vona Percent of map unit: 5 percent 59 Shingle loam, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 3638 Elevation: 4,850 to 5,200 feet Mean annual precipitation: 10 to 13 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 110 to 140 days Farmland classification: Not prime farmland Map Unit Composition Shingle and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Shingle Setting Landform: Ridges, hills Down -slope shape: Linear Across -slope shape: Linear Parent material: Residuum weathered from shale Typical profile HI - 0 to 6 inches: loam H2 - 6 to 18 inches: clay loam H3 - 18 to 22 inches: unweathered bedrock Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: 10 to 20 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 3.3 inches) Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): 6s Land capability classification (nonirrigated): 6s Hydrologic Soil Group: D Ecological site: Shaly Plains (R067BY045CO) Minor Components Renohill Percent of map unit: Ulm Percent of map unit: Terry Percent of map unit: 6 percent 5 percent 4 percent 70 Valent sand, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 2tczf Elevation: 3,050 to 5,150 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 180 days Farmland classification: Not prime farmland Map Unit Composition Valent and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Valent Setting Landform: Dunes, hills Landform position (two-dimensional): Shoulder, backslope, summit, footslope Landform position (three-dimensional): Crest, side slope, head slope, nose slope Down -slope shape: Linear, convex Across -slope shape: Linear, convex Parent material: Noncalcareous eolian sands Typical profile A - 0 to 5 inches: sand AC - 5 to 12 inches: sand CI - 12 to 30 inches: sand C2 - 30 to 80 inches: sand Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: More than 80 inches Custom Soil Resource Report Natural drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High to very high (6.00 to 39.96 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Minor Components Dailey Percent of map unit: 10 percent Landform: Interdunes Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Vona Percent of map unit: 5 percent Landform: Hills Landform position (two-dimensional): Footslope, backslope, shoulder Landform position (three-dimensional): Side slope, head slope, nose slope, base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Haxtun Percent of map unit: 5 percent Landform: Interdunes Landform position (two-dimensional): Footslope, toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Custom Soil Resource Report 72 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of local importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile Hi - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Custom Soil Resource Report Minor Components Remmit Percent of map unit: 10 percent Valent Percent of map unit: 5 percent 74 —Vona loamy sand, 5 to 9 percent slopes Map Unit Setting National map unit symbol: 363t Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Not prime farmland Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits Typical profile H� - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 6e 20 Custom Soil Resource Report Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Minor Components Valent Percent of map unit: 10 percent Remmit Percent of map unit: 5 percent 76 Vona sandy loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 363w Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile HI - 0 to 6 inches: sandy loam H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Custom Soil Resource Report Available water storage in profile: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Minor Components Remmit Percent of map unit: 9 percent Olney Percent of map unit: 3 percent Julesburg Percent of map unit: 3 percent 77 Vona sandy loam, 3 to 5 percent slopes Map Unit Setting National map unit symbol: 363x Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Not prime farmland Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Eolian deposits Typical profile H� - 0 to 6 inches: sandy loam H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 3 to 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Custom Soil Resource Report Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Minor Components Remmit Percent of map unit: 7 percent Olney Percent of map unit: 5 percent Otero Percent of map unit: 3 percent References 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 habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 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 boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/soils/?cid=nrcs142p2 054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/ nresldetaillnational/soils/?cid=nres142p2_ 053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/ portal/nres/detail/national/so i ls/?cid=n res 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://vvvvw.nrcs.usda.gov/wps/portal/nrcs/ detai I/national/landuse/rangepasture/?cid=stel prd b 1043084 24 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nrcs.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2 054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres 142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www_nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 25 APPENDIX B HYDROLOGIC COMPUTATIONS O\0L.SS0N ASSOCIATES Precipitation Frequency Data Server Page 1of1 NOAA Atlas 14, Volume 8, Version 2 Location name: Orchard, Colorado, US* Latitude: 40.4374°, Longitude: -104.2236° Elevation: 4656 ft* * source: Google Maps 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/hour)1 Duratiorli 5 -min 10 -min 15 -min 30 -min 60 -min 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day Average recurrence interval (years) 1 3.06 (2.42-3.90) 2.24 (1.77-2.86) 1.82 (1.44-2.32) 1.24 (0.978-1.58) 0.767 (0.606-0.978) 0.458 (0.365-0.578) 0.331 (0.266-0.416) 0.189 (0.153-0.235 0.109 (0.089-0.133) 0.065 (0.053-0.078) 0.037 (0.031-0.045) 0.027 (0.023-0.0331 0.022 (0.018-0.026 0.014 (0.012-0.017) 0.011 (0.009-0.013) 0.007 (0.006-0.008 0.006 (0.005-0.006) 0.005 (0.004-0.005) 0.004 (0.003-0.004 2 3.68 (2.90-4.69) 2.69 (2.13-3.44) 2.19 (1.73-2.80) 1.48 (1.17-1.89) 0.913 (0.721-1.17) 0.542 (0.432-0.685) 0.391 (0.313-0.491) 0.225 (0.182-0.279) 0.130 (0.106-0.159) 0.075 (0.062-0.092) 0.043 (0.036-0.052) 0.031 (0.026-0.037) 0.025 (0.021-0.030) 0.016 (0.014-0.019) 0.013 (0.011-0.015) 0.008 (0.007-0.009) 0.006 (0.006-0.007) 0.005 (0.004-0.006) 0.004 (0.004-0.005) 5 4.82 (3.79-6.17) 3.53 (2.78-4.51) 2.87 (2.26-3.67) 1.94 (1.52-2.48) 1.19 (0.936-1.52) 0.706 (0.560-0.894) 0.507 (0.405-0.638) 0.293 (0.236-0.364) 0.168 (0.137-0.207) 0.095 (0.078-0.116) 0.054 (0.045-0.065) 0.038 (0.032-0.046) 0.030 (0.025-0.036) 0.020 (0.017-0.023) 0.015 (0.013-0.018) 0.010 (0.008-0.011) 0.008 (0.007-0.009) 0.006 (0.005-0.007) 0.005 (0.005-0.006) 10 5.89 (4.61-7.56) 4.31 (3.37-5.54) 3.50 (2.74-4.50) 2.36 (1.84-3.03) 1.45 (1.14-1.87) 0.864 (0.682-1.10) 0.622 (0.494-0.786) 0.358 (0.287-0.448) 0.203 (0.164-0.251) 0.113 (0.092-0.138) 0.063 (0.052-0.076) 0.044 (0.037-0.053) 0.035 (0.029-0.042) 0.022 (0.019-0.027) 0.017 (0.015-0.020) 0.011 (0.009-0.013) 0.009 (0.007-0.010) 0.007 (0.006-0.008) 0.006 (0.005-0.007) 25 7.54 (5.77-10.2) 5.52 (4.23-7.46) 4.49 (3.44-6.06) 3.01 (2.31-4.07) 1.87 (1.44-2.54) 1.12 (0.868-1.50) 0.808 (0.633-1.08) 0.462 (0.364-0.611) 0.256 (0.203-0.332) 0.140 (0.112-0.180) 0.077 (0.062-0.097) 0.054 (0.044-0.068) 0.042 (0.034-0.052) 0.027 (0.022-0.033) 0.020 (0.017-0.025) 0.013 (0.010-0.015) 0.010 (0.008-0.012) 0.008 (0.006-0.009) 0.007 (0.006-0.008) 50 8.95 (6.66-12.2) 6.56 (4.88-8.92) 5.33 (3.96-7.25) 3.57 (2.66-4.85) 2.23 (1.66-3.04) 1.34 (1.01-1.81) 0.972 (0.737-1.31) 0.552 (0.422-0.734) 0.302 (0.232-0.394) 0.163 (0.127-0.211) 0.089 (0.070-0.113) 0.062 (0.049-0.078) 0.048 (0.038-0.060) 0.030 (0.024-0.037) 0.023 (0.018-0.028) 0.014 (0.011-0.017) 0.011 (0.009-0.013) 0.008 (0.007-0.010) 0.007 (0.006-0.009) 100 10.5 (7.52-14.6) 7.69 (5.51-10.7) 6.25 (4.48-8.67) 4.18 (3.00-5.80) 2.63 (1.89-3.66) 1.58 (1.15-2.19) 1.16 (0.844-1.59) 0.652 (0.481-0.884) 0.350 (0.260-0.468) 0.188 (0.141-0.249) 0.101 (0.077-0.132) 0.070 (0.053-0.091) 0.054 (0.041-0.070) 0.034 (0.026-0.043) 0.025 (0.019-0.032) 0.015 (0.012-0.019) 0.012 (0.009-0.014) 0.009 (0.007-0.011) 0.008 (0.006-0.009) 200 12.2 (8.38-17.3) 4 8.92 (6.13-12.7) 7.25 (4.98-10.3) 4.85 (3.33-6.87) 3.07 (2.11-4.36) 1.86 (1.29-2.62) 1.36 (0.952-1.91) 0.763 (0.539-1.06) (0. 0.404 287-0.552 0.216 (0.155-0.291) 0.115 (0.083-0.153 0.079 (0.058-0.105) 0.061 (0.045-0.080) 0.037 (0.027-0.048 0.028 (0.020-0.036 (0. 0.016 012-0.021)I 0.012 (0.009-0.016) 0.010 (0.007-0.012 0.008 (0.006-0.010) 500 14.6 (9.64-21.2) 10.7 (7.06-15.5) 8.70 (5.74-12.6) 5.80 (3.83-8.42) 3.71 (2.45-5.39) 2.26 (1.51-3.25) 1.66 (1.12-2.38) 0.924 (0.626-1.31) 0.480 (0.328-0.671) 0.255 (0.176-0.352 0.134 (0.093-0.183) 0.092 (0.064-0.125 0.070 (0.050-0.095 0.042 (0.030-0.056) 0.031 (0.022-0.041 0.018 (0.013-0.024) 0.014 (0.010-0.018) 0.011 (0.008-0.014) 0.009 (0.006-0.011) 1000 16.6 (10.6-24.2) 12.2 (7.76-17.7) 9.88 (6.31-14.4) 6.59 (4.21-9.58) 4.23 (2.70-6.16) 2.59 (1.67-3.73) 1.91 (1.24-2.74) 1.06 (0.692-1.50) 0.541 (0.358-0.761) 0.286 (0.191-0.398 0.149 (0.101-0.205) 0.102 (0.069-0.140) 0.078 (0.053-0.106) 0.046 (0.032-0.062) 0.034 (0.023-0.045) 0.019 (0.013-0.026) 0.014 (0.010-0.019) 0.011 (0.008-0.015) 0.009 (0.007-0.012) 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. http: //hdsc.nws.noaa. gov/hdsc/pfds/pfds_printpage.html?1at=40.43 74&ton=-104.223 6&d ... 12/22/2015 Precipitation Frequency Data Server Page 1of1 PF graphical PDS-based intensity -duration -frequency (IDF) curves Latitude: 40.4374°'. Longitude! -104.2236° Precipitation intensity (in/hr) Duration 10.00© c t7 1.000 a) c 8 0.100 0. U a 0.010 NOAA Atlas 14. Volume 8, Version 2 in Win nit In RI ALT r9 .� 13 'O t 13 -0 -o -O 13ro ry rh 4 >~ o c 6� o r -t ry m Q ICI 10 25 50 100 200 Average recurrence interval (years) 500 1000 Created (GMT): Tue Dec 22 22:53:52 2015 Average recurrence interval (Years) 1 2 5 10 25 50 100 200 500 1000 Duration 5- ntn — 2 -day 410 -min — 3 -clay 15-nm - 4 -day 30 -man — 7 -day 60 -mm — t 0 -day 2 -hr — 20 -day 3fir — 30 -day 6 -hi — 45 -day 12 -hr — 60 -day 24 -hr http: //hdsc.nws.noaa. gov/hdsc/pfds/pfds_printpage.html?1at=40.43 74&ton=-104.223 6&d ... 12/22/2015 SQUARE FEET Basin Subbasin Grass 20/0 Pavement Rooftop 90% 100% Gravel 40% TOTALS PROPOSED 38,773,030 17,880 0 327,155 39,118,065 D-1 D-2 D-3 D-4 D-5 D-6 D-7 D-8 RO-1 RO-2 356,838 337,347 68,440 271,742 168,291 32,022 640,352 1,178,797 1,393.920 34,325,280 0 0 0 0 11,550 0 6,330 0 0 0 0 0 0 12,960 0 33,100 0 0 0 73,881 0 6,864 0 198,561 0 1,789 0 0 0 0 356,838 350,307 101,540 271,742 253,722 38,886 845,243 1,180, 586 1,393,920 34,325,280 % Impervious 2% 2% 3% 14% 20/0 17% 9% 12% 2% 2% 2% ACRES Basin Subbasin Grass 2°/0 Pavement Rooftop 90% 100% Gravel 40% TOTALS PROPOSED 890.106 0.410 0.000 7.510 898.027 D-1 D-2 D-3 D-4 D-5 D-6 D-7 D-8 RO-1 RO-2 8.192 7.744 1.571 6.238 3.863 0.735 14.700 27.061 32.000 788.000 0.000 0.000 0.000 0.000 0.265 0.000 0.145 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.298 0.760 0.000 1.696 0.158 4.558 0.041 0.000 0.000 8.192 8.042 2.331 6.238 5.825 0.893 19.404 27.103 32.000 788.000 % Impervious 2°/0 2O/O 3% 14% 2% 17% 90/0 12% 2% 2% 2% Basin Description (Post -Developed) Gutter Flow Weighted Total Slope Length (%) O Ca O O r 1..... CD In CSC) l.n tXJ N NUJ. O tO r o9 .4 r tt- r r N N. C)O tCZ CY. O t� N. Cg CO O O r r r r O r c.,) r r r CV U} > v y V O OC) r to. col lC} N CD. a r N r r r r 0 0 0 04000C, 0°0°0 tti to t.n Lb tri tci to tri tfi tti r r r r r N CV ` U) C tS) LC) O0. CO O CO la a O r r N r O r O r r r Ci O O O O Q O 0 O O J N co to cococO CV 0 a CV to in r r N r Co N cO Overland Flow r,= N L.gtn Oco toa>OOO r (/) (vy r r r 0 N O N r r 0 0 0 0 0 0 0 0 0 0 J 0 0 0 0 0 0 0 0 0 0 0000000000 c`7 co M co 01 CO CO CO CO C7 Runoff Coefficient* c r N Ch r N t-- O r CO CO O N CV N NCO N CV N CO CV T o ooaaac0000ci O r o ill CocOco co a) COLO(Ocor 0 0 r 0 r r r 0 r n- 6ci6600ci666 r r O) r 04 LO CO r O LO O O O O r 0 0 0 0 G7 0 0 0 0 0 0 0 0 (S 0 C m Number Area Description %Imp (acres) Grass 2% Grass 3% Grass 14% Tanks 2% Road 17% Grass 9% Truck Offload Skids/Grass 12% Grass 2% Grass 2% Grass 2% CO a) Ni- t'') V' N 0) d O 0 O r O co N co co GO CON co tO66NCNI2 a) p iii r (V CO CrCO CO h- co 7 CV 6666666a o o ce cc O • 5 Cn CO a) a. H a C Q a) a. H c O a) N C4 a) a) *0 LE a) O C.) O s_ L Time of Concentration Calculations (Post -Developed) Q o F✓ u = ,- ...� rn en-- co. TT ,,� �, tin N t• rn N t^- N N OO N N C--i o W F-( H ^J N (min) N M en en to rn ti- o N — tf . get N — 1/4O -- GO — N rn M t ---N (` '*.0 C OO - Vi en kn (N \I') 'n V, �� w 000000000 o N N — 'O oo in 0 to tin 0 oo — 0 oo n= 0 N N 0 N r r. 0 o at 06 0 el r 0 c) r. OVERLAND FLOW = 0C —. ti C r ti r aptnom N.N.t-N. _-.,.�e- ^ I--1 ,H e—. N — NN - Y. - e--4 N — N. -— ^ N. r" ILL C ... C r- IPI ken '.0 0 C in t� t� en in en co C in ON C N hz ki-, U — O O —4 O O cr.. O O ,—' 0- O N G to 0 O oo 0 o — 0 O 0 O Vi 0 O ,-. ''• N cry In ,-v to ,- ; 0 ,-. oo a to N '.o 0 o tV a - o - -t. OOOOOOOOO6 0 rn 0 0 rn 0 0 r^, 0 0 rn 0 0 en 0 rn o 0 rn o^ 0 en O rn o O rn N en 'I t!l C• C CQ I Non P. v I--, jer1 0 4 U- c0 tU C) C c� Co Co E O 4= IF a O C F- E 4 U. Fa M 6 tom, .C S C ea L O E 3 E co E t O M co - 4) 3 Co (lei — a CO IX 42 40 = ro C co a E ItO 4 v E x 4? 0 a- E a a CO ,-, N 45 P E --.. Q a a ;r 4-- "— 'C7 Q 7 47 co 00 C C L c T. L > ID O co a U o v V a O o ii O c +) o IL C L TS as 03 ii ii a II v II Ir cc O C; 03 C 'E C C to .42 OD Stormwater Runoff Analysis (Post -Developed) Sub -basin Runoff ry I o � a Q o j, ( LOS A /�y /yam Iv� 'Cr r l''‘.. M r in • O, Lc> d C5± N N N , N CV r to W N. CO CCD ''sr CV CV r N r T re; V co 4 V u" ect- r c7 h- N ti N co O N OOOOraCOO (\i Intensities CI 0 _ r r — �� r `, --_ C Ins N CM N CD CO r et Lt) CD C3) P+ c7 co r N CO r CD 47 0 CO PC h- cc5 LC) (xi l{} d' r 6 NCO C4 CO r ct' 0) N- r CO DrU)OO)c Lo CO LO 04 CD d d M4NN OO r o r r N CO CO 'Ch CO LO_ CO C7 Tr P-- �7 O M O CO vt r Ci M Ci N 4 N iV 6 O Basin Characteristics AREA C5 010 0100 Tc* Type Aacres) (min) Grass 8.19 0.01 0.06 0.21 38.3 Grass 8.04 0.01 0.08 0.22 11.8 Grass 2.33 0.09 0.16 0.29 10.4 Tanks 6.24 0.01 0.06 0.21 9.5 Road 5.82 0.12 0.19 0.32 22.5 Grass 0.89 0.05 0.13 0.27 7.7 Truck Offload Skids/Grass 19.40 0.08 0.15 0.29 24.3 Grass 27.10 0.01 0.06 0.21 27.7 Grass 32.00 0.09 0.16 0.36 80.2 Grass 788.00 0.05 0.11 0.28 233.9 •- CO N.N rN t Cr? hCf , a 0 0 0 0 000 CC CC ess than 5 minutes, 5 minutes was used. CA CD C 0 tai y-. 0) C) C O C) O 4-- Routed Stormwater Runoff (Post -Developed) Total Runoff p 0, ?' y . r j, w tCO to c>,. N O LO N N M N N Ct `- CO CD O cD CO O er C) r u7 O O to N ti ti N N co aJ N.: r •O • N O • ci Intensities o �� o L — C T — r — E c V! W i W r W CM cm N in sr o C cm 4 V7 (+ r OJ T- Q r W V• co w) O 'n O C) et O 'd' O O toNrCOU,03u) gerctcDoc o N C7 O .t o o Basin Characteristics CONTRIBUTING WEIGHTED WEIGHTED WEIGHTED Tc` Type AREA CS Cl 0 C100 (acres) Commercial 788.00 0.05 0.11 0.28 233.9 Commercial 5.82 0.12 0.19 0.32 22.5 Commercial 2.33 0.09 0.16 0.29 10.4 Commercial 42.37 0.07 0.14 0.33 80.2 Commercial 0.89 0.05 0.13 0.27 7.7 Commercial 76.69 0.07 0.14 0.31 80.2 Commercial 891.79 0.05 0.11 0.28 233.9 r uo it in RO-2 D-5 D-3 0-2 + 0-3 -FRO-1 D-6 D-1 + D-2 + D-3 + D-4 +D-5 + 0-6 + RO-1 D-1 + D-2 +D-3 +D-5 +D-6 + D-7 + RO-1 + RO-2 c in* a < w U a w u O APPENDIX C HYDRAULIC COMPUTATIONS O\0L.SS0N ASSOCIATES Type of Land Surface Conveyance Coefficient, Cv Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 • 015-3341 EXHIBIT C.1 Conveyance Coefficient O'\L0LSS0N ASSOCIATES 5285 McWhinney Boulevard Suite 160 Loveland, CO 80538 TEL 970.431.7733 Table RO-3—Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family* Multi -unit (detached) 60 Multi -unit (attached) 75 Half -acre lot or larger Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns. clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. 015-3341 EXHIBIT C.2 Imperviousness Values O4IIL0LSS0N ASSOCIATES 5285 McWhinney Boulevard Suite 160 Loveland, CO 80538 TEL 970.431.7733 TABLE RO-5 (Continued) —Runoff Coefficients, C Percentage Imperviousness Type A NRCS Hydrologic Soils Group 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.00 0.00 0.05 0.12 0.16 0.20 5% 0.00 0.02 0.10 0.16 0.20 0.24 10% 0.00 0.06 0.14 0.20 0.24 0.28 15% 0.02 0.10 0.17 0.23 0.27 0.30 20% 0.06 0.13 0.20 0.26 0.30 0.33 25% 0.09 0.16 0.23 0.29 0.32 0.35 30% 0.13 0.19 0.25 0.31 0.34 0.37 35% 0.16 0.22 0.28 0.33 0.36 0.39 40% 0.19 0.25 0.30 0.35 0.38 0.41 45% 0.22 0.27 0.33 0.37 0.40 0.43 50% 0.25 0.30 0.35 0.40 0.42 0.45 55% 0.29 0.33 0.38 0.42 0.45 0.47 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 0.45 0.49 0.51 0.53 70% 0.42 0.45 0.49 0.53 0.54 0.56 75% 0.47 0.50 0.54 0.57 0.59 0.61 80% 0.54 0.56 0.60 0.63 0.64 0.66 85% 0.61 0.63 0.66 0.69 0.70 0.72 90% 0.69 0.71 0.73 0.76 0.77 0.79 95% 0.78 0.80 0.82 0.84 0.85 0.86 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0.15 0.25 0.30 0.35 5% 0.04 0.10 0.19 0.28 0.33 0.38 10% 0.06 0.14 0.22 0.31 0.36 0.40 15% 0.08 0.17 0.25 0.33 0.38 0.42 20% 0.12 0.20 0.27 0.35 0.40 0.44 25% 0.15 0.22 0.30 0.37 0.41 0.46 30% 0.18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 015-3341 EXHIBIT C. Runoff Coefficients 5285 McWhinney Boulevard Suite 160 OLSSON TEL Love197O 3O1.77033$ ASSOCIATES TR-55 Curve Number Tables CNs for hydrologic soil group Cover Type and Hydrologic Condition A B C D Open Space (lawns, parks, golf courses, cemeteries, landscaping, etc.):E1J Poor condition (grass cover on <50% of the area) 68 79 86 89 Fair condition (grass cover on 50% to 75% of the area) 49 69 79 84 Good condition (grass cover on >75% of the area) 39 61 74 80 Impervious Areas: Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Paved parking lots, roofs, driveways, etc. (excluding right of way) 98 98 98 98 Porous Pavers and Permeable Interlocking Concrete (assumed as 85% impervious and 15% lawn): Fair lawn condition (weighted average CNs) 95 96 97 97 Gravel (including right of way) 76 85 89 91 Dirt (including right of way) 72 82 87 89 Pasture, Grassland, or Range — Continuous Forage for Grazing: Poor condition (ground cover <50% or heavily grazed with no mulch) 68 79 86 89 Fair condition (ground cover 50% to 75% and not heavily grazed) 49 69 79 84 Good condition (ground cover >75% and lightly or only occasionally grazed) 39 61 74 80 Cultivated Agricultural Lands: Row Crops (good), e.g., corn, sugar beets, soy beans 64 75 82 85 Small Grain (good), e.g., wheat, barley, flax 60 72 80 84 Meadow (continuous grass, protected from grazing, and generally mowed for hay): 30 58 71 78 Brush (brush -weed -grass mixture, with brush the major element): Poor (<50% ground cover) 48 67 77 83 Fair (50% to 75% ground cover) 35 56 70 77 Good (>75% ground cover) 30121 48 65 73 Woods -Grass Combination (orchard or tree farm):131 Poor 57 73 82 86 Fair 43 65 76 82 Good 32 58 72 79 Woods: Poor (forest litter, small trees, and brush are destroyed by heavy grazing or regular burning) 45 66 77 83 Fair (woods are grazed but not burned, and some forest litter covers the soil) 36 60 73 79 Good (woods are protected from grazing, and litter and brush adequately cover the soil) 30 55 70 77 Herbaceous (mixture of grass, weeds, and low -growing brush, with brush the minor element):E4l Poor (<30% ground cover) 80 87 93 Fair (30% to 70% ground cover) 71 81 89 Good (>70% ground cover) 62 74 85 Sagebrush With Grass Understory:[11 Poor (<30% ground cover) 67 80 85 Fair (30% to 70% ground cover) 51 63 70 Good (>70% ground cover) 35 47 55 For a more detailed and complete description of land use curve numbers, refer to Chapter Two (2) of the Soil Conservation Service's Technical Release No. 55 (210-VI-TR-55, Second Ed., June 1986). [1] Composite CNs may be computed for other combinations of open space cover type. [2] Actual curve number is less than 30; use CN = 30 for runoff computations. [3] CNs shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed from the CNs for woods and pasture. [4] Curve numbers have not been developed for Group A soils. 015-3341 EXHIBIT C.4 TR-55 Curve Numbers 5285 McWhinney Boulevard Suite 160 OLO Loveland,CO $ TEL 970.431.77033 ASSOCIATES 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 EbbeDtb Et3 Ebbfb 12 Legend Hyd• Origin Description 1 SCS Runoff D-1 2 SCS Runoff D-2 3 SCS Runoff D-4 4 SCS Runoff D-5 5 SCS Runoff D-6 6 SCS Runoff D-7 7 SCS Runoff D-8 8 SCS Runoff RO-1 9 SCS Runoff RO-2 10 Combine Offsite Run On Flow 11 SCS Runoff D-3 12 Combine On Site Runoff 13 Combine On Site Runoff Continued 14 Combine Retention Pond Volume 14 Project: Pond Sizing-Hydrograph.gpw Thursday, 04 / 14 / 2016 2 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuff) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph Description 1 SCS Runoff 0.000 1 n/a 0 D-1 2 SCS Runoff 0.000 1 n/a 0 D-2 3 SCS Runoff 0.000 1 n/a 0 D-4 4 SCS Runoff 0.146 1 752 3,131 D-5 5 SCS Runoff 0.002 1 1440 44 D-6 6 SCS Runoff 0.100 1 1064 3,508 D-7 7 SCS Runoff 0.000 1 n/a 0 D-8 8 SCS Runoff 5.352 1 773 64,487 RO-1 9 SCS Runoff 6.545 1 1093 240,604 RO-2 10 Combine 7.464 1 1084 305,092 8, 9 Offsite Run On Flow 11 SCS Runoff 0.043 1 749 1,085 D-3 12 Combine 0.211 1 912 7,768 1, 2, 4, On Site Runoff 5, 6, 11 13 Combine 0.211 1 912 7,768 7, 12 On Site Runoff Continued 14 Combine 7.655 1 1084 312,859 10, 13 Retention Pond Volume Pond Sizing-Hydrograph.gpw Return Period: 100 Year Thursday, 04 / 14 / 2016 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 1 D-1 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 = SCS Runoff = 100 yrs = 1 min = 8.192 ac = 0.0 = User = 3.75 in = 24 hrs Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor D-1 Hyd. No. 1 -- 100 Year Thursday, 04 / 14 / 2016 = 0.000 cfs = n/a = 0 tuft = 30 =Oft = 38.30 min = Type II = 484 Hyd No. 1 10 20 30 40 50 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0,05; 0.04 0.03 0.02 0.01 0.00 60 Time (min) 4 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 2 D-2 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 1 min = 8.040 ac = 0.0 = User = 3.75 in = 24 hrs Composite (Area/CN) = [(7.744 x 30) + (0.298 x 76)] / 8.040 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor D-2 Hyd. No. 2 -- 100 Year Thursday, 04 / 14 /2016 = 0.000 cfs = n/a = 0 tuft = 32* =Oft = 11.80 min = Type II = 484 Hyd No. 2 10 20 30 40 50 60 O (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 Time (min) 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 11 D-3 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 1 min = 2.330 ac = 1.0 = User = 3.75 in = 24 hrs Composite (Area/CN) = [(1.571 x 30) + (0.760 x 76)] / 2.330 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor D-3 Hyd. No. 11 -- 100 Year Thursday, 04 / 14 /2016 = 0.043 cfs = 749 min = 1,085 cuft = 45* =Oft = 10.40 min = Type II = 484 I i _ i _ 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 11 O (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 Time (min) 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 3 D-4 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 = SCS Runoff = 100 yrs = 1 min = 0.238 ac = 0.0 = User = 3.75 in = 24 hrs Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor D-4 Hyd. No. 3 -- 100 Year Thursday, 04 / 14 / 2016 = 0.000 cfs = n/a = 0 tuft = 30 =Oft = 9.50 min = Type II = 484 Hyd No. 3 10 20 30 40 50 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0,05; 0.04 0.03 0.02 0.01 0.00 60 Time (min) 6 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 4 D-5 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 1 min = 5.820 ac = 0.0 = User = 3.75 in = 24 hrs Composite (Area/CN) = [(3.860 x 30) + (1.700 x 76) + (0.260 x 98)] / 5.820 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor D-5 Hyd. No. 4 -- 100 Year Thursday, 04 / 14 /2016 = 0.146 cfs = 752 min = 3,131 cuft = 46* =Oft = 22.50 min = Type II = 484 120 240 360 Hyd No. 4 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 Time (min) 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 5 D-6 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 1 min = 0.890 ac = 0.0 = User = 3.75 in = 24 hrs Composite (Area/CN) = [(0.730 x 30) + (0.160 x 76)] / 0.890 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor D-6 Hyd. No. 5 -- 100 Year Thursday, 04 / 14 /2016 = 0.002 cfs = 1440 min = 44 cuft = 38* =oft = 7.70 min = Type II = 484 0.00 0 120 240 360 Hyd No. 5 O (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 6 D-7 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 1 min = 19.400 ac = 0.0 = User = 3.75 in = 24 hrs Composite (Area/CN) = [(14.700 x 30) + (0.140 x 98) + (4.560 x 76)] / 19.400 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor D-7 Hyd. No. 6 -- 100 Year Thursday, 04 / 14 /2016 = 0.100 cfs = 1064 min = 3,508 cuft = 41* =Oft = 24.30 min = Type II = 484 tr- 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 Time (min) 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 7 D-8 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0 = SCS Runoff = 100 yrs = 1 min = 27.103 ac = 0.0 = User = 3.75 in = 24 hrs Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor D-8 Hyd. No. 7 -- 100 Year Thursday, 04 / 14 / 2016 = 0.000 cfs = n/a = 0 tuft = 30 =Oft = 27.70 min = Type II = 484 Hyd No. 7 10 20 30 40 50 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0,05; 0.04 0.03 0.02 0.01 0.00 60 Time (min) 10 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 8 RO-1 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 = SCS Runoff = 100 yrs = 1 min = 32.000 ac = 1.0 = User = 3.75 in = 24 hrs Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor RO-1 Hyd. No. 8 -- 100 Year Thursday, 04 / 14 / 2016 = 5.352 cfs = 773 min = 64,487 curt = 58 =Oft = 80.20 min = Type II = 484 0.00 _ 0 120 240 360 480 600 Hyd No. 8 720 840 960 1080 1200 O (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 1320 1440 1560 Time (min) 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 9 RO-2 Hydrograph type Storm frequency Time interval Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 1 min = 788.000 ac = 0.0 = User = 3.75 in = 24 hrs Composite (Area/CN) = [(410.000 x 30) + (378.000 x 58)] / 788.000 Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 Inc. v10.4 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor RO-2 Hyd. No. 9 -- 100 Year Thursday, 04 / 14 /2016 = 6.545 cfs = 1093 min = 240,604 cuft = 43* =oft = 233.90 min = Type II = 484 0 180 Hyd No. 9 360 540 720 900 1080 1260 1440 1620 1800 O (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 Time (min) 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 10 Offsite Run On Flow Hydrograph type Storm frequency Time interval Inflow hyds. = Combine = 100 yrs = 1 min = 8,9 Inc. v10.4 Peak discharge Time to peak Hyd. volume Contrib. drain. area Thursday, 04 / 14 / 2016 = 7.464 cfs = 1084 min = 305,092 cuft = 820.000 ac Q (cfs) 8.00 6.00 4.00 2.00 0.00 0 180 360 540 720 900 1080 1260 1440 1620 Hyd No. 10 Offsite Run On Flow Hyd. No. 10 -- 100 Year Hyd No. 8 — Hyd No. 9 0 (cfs) 8.00 6.00 4.00 2.00 0.00 1800 Time (min) 14 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 12 On Site Runoff Hydrograph type Storm frequency Time interval Inflow hyds. = Combine = 100 yrs = 1 min = 1,2,4,5,6,11 Inc. v10.4 Peak discharge Time to peak Hyd. volume Contrib. drain. area Thursday, 04 / 14 / 2016 = 0.211 cfs = 912 min = 7,768 cuft = 44.672 ac Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 On Site Runoff Hyd. No. 12 -- 100 Year 0.00 _ - 0 120 240 360 480 600 720 840 960 1080 Hyd No. 12 Hyd No. 1 Hyd No. 5 Hyd No. 2 Hyd No. 6 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0,25; 020 0.,15 0.10 0.05 - 0.00 1200 1320 1440 1560 Hyd No. 4 Hyd No. 11 Time (min) 15 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 13 On Site Runoff Continued Hydrograph type Storm frequency Time interval Inflow hyds. = Combine = 100 yrs = 1 min =7,12 Inc. v10.4 Peak discharge Time to peak Hyd. volume Contrib. drain. area Thursday, 04 / 14 / 2016 = 0.211 cfs = 912 min = 7,768 cuft = 27.103 ac Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 On Site Runoff Continued Hyd. No. 13 -- 100 Year 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 13 Hyd No. 7 Hyd No. 12 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0,25; 020 0.,15 0.10 0.05 0.00 Time (min) 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Hyd. No. 14 Retention Pond Volume Hydrograph type Storm frequency Time interval Inflow hyds. = Combine = 100 yrs = 1 min = 10, 13 Inc. v10.4 Peak discharge Time to peak Hyd. volume Contrib. drain. area Thursday, 04 / 14 / 2016 = 7.655 cfs = 1084 min = 312,859 cuft = 0.000 ac Q (cfs) 8.00 6.00 4.00 2.00 Retention Pond Volume Hyd. No. 14 -- 100 Year 0.00 0 180 360 540 720 900 1080 1260 1440 Hyd No. 14 Hyd No. 10 — Hyd No. 13 1620 1800 0 (cfs) 8.00 6.00 4.00 2.00 0.00 Time (min) Orchard Terminal - Weld County, CO RETENTION POND VOLUME Project: Tallgrass Orchard Terminal - Weld County, CO Date: 04/14/16 Project No: 015-3341 Calculated By: ME Stage [ft] Elevation [ft] Contour Area [sf] Incremental Storage Volume [cf] 0 4654 1 4655 2 4656 3 4657 4 4658 5 4659 6 4660 270,508 278,457 287,020 295,693 344,507 438,458 541,460 0 274,473 282,727 291,346 319,789 390,539 489,054 Cumulative Storage Volume [cf] 0 274,473 557,200 848,546 1,168,335 1,558,874 2,047,928 100-YR, 24 -HOUR VOL: 100-YR, 24 -HOUR WSEL: 1.5 X 100-YR, 24 -HOUR VOL: 1.5 X 100-YR, 24 -HOUR WSEL: 312,859 CF 4655.14 469,289 CF 4,655.69 H:/E5403/DRAINAGE/Pond Stage Storage Calc.xls.xls,Detention Pond 4/14/2016 4/14/2016 Stormwater Detention and Infiltration Design Data Sheet Stormwater Facility Name: Orchard Terminal Facility Location & Jurisdiction: WCR 89 & WRC 62, Weld County, CO User Input: Watershed Characteristics Watershed Slope = Watershed Length = Watershed Area = Watershed Imperviousness = Percentage Hydrologic Soil Group A = Percentage Hydrologic Soil Group B = Percentage Hydrologic Soil Groups C/D = 0.010 7200 891.79 2.0% 52.9% 47.1% Location for 1 -hr Rainfall Depths (use dropdown): UDFCD De?ault WQCV Treatment Method = Bioretentior, w ft/ft ft acres percent percent percent percent After completing and printing this worksheet to a pdf, go to: https:Jjmaperture.digitaldataservices.com/gvh[?viewer=cswdif create a new stormwater facility, and attach the pdf of this worksheet to that record. Design Storm Return Period = One -Hour Rainfall Depth = Calculated Runoff Volume = OPTIONAL Override Runoff Volume = Inflow Hydrograph Volume = Time to Drain 97% of Inflow Volume = Time to Drain 99% of Inflow Volume = Maximum Ponding Depth = Maximum Ponded Area = Maximum Volume Stored = V User Defined Stage [ft] User Defined Area ift^2J User Defined Stage [ft] User Defined Discharge [cfs] 0.00 270,000 0.00 25.00 1.00 278,454 1.00 25.00 2.00 287,015 2.00 25.00 3.00 295,683 3.00 25.00 Routed Hydrograph Results WQCV 2 Year 5 Year 10 Year 50 Year 100 Year 0.000 0.000 0.000 0.23 0.52 10.77 0.22.8 0.522 10.772 0.5 0.5 5.2 0.5 0.5 5.3 0.00 0.00 1.22 6.198 6.198 6.435 0.000 0.000 7.697 *25 cfs is the infiltration rate through the bottom of the pond, only in acre -ft acre -ft acre -ft hours hours ft acres acre -ft SDI_Design_Data_v1.04.xlsm, Design Data 4/14/2016, 8:47 AM Stormwater Detention and Infiltration Design Data Sheet 300 • 100YR IN - - 100YR OUT 50YR IN 250 a a 50YR OUT 10YR IN .ae 10YR OUT 200 •5YR IN 5YR OUT ;ills 150 •2YR IN 9 - - - 2YR OUT WQCV IN 100 WQCV OUT 50 J. 1 "digi llilliiill - 0 0.1 TIME [hr] 10 1.4 DING DEPTH [ft1 o r 00 H+ IV �100YR ,s50YR . 10YR 4.5YR 2YR im,WQCV a 0 a 0.6 - 0.4 0.2 0. 0.1 1 10 DRAIN TIME [hr] 100 SDIDesign_Data_v1.04.xlsm, Design Data 4/14/2016, 8:47 AM Secondary Containment North Volume Calcs 2/12/2016 25-yr 24 -hr Rainfall: 25-yr 24 -hr Rainfall: 3.37 in 0.281 ft Containment Area: 229,587 ft^2 Containment Area Depth: 5 ft Total Stormwater Volume: 2,388 cy Tank Volume: 150,000 bbl 6,300,000 gal 31,192 cy Total Required Containment Volume: Containment Volume: Tank Displacement (1 Tank): Provided Containment Volume: cy 39,947 cy 3,186 cy cy 36,761 (NOAA Atlas Vol 3) (110% of Largest Tank Volume + 25-yr 24 -hr Strom Volume) (From top of berm) Secondary Containment South Volume Calcs 2/12/2016 25-yr 24 -hr Rainfall: 25-yr 24 -hr Rainfall: Containment Area: Containment Area Depth: Total Stormwater Volume: 3.37 in 0.281 ft 39654 ft^2 5 ft 412 cy Tank Volume: 25,000 bbl 1,050,000 gal 5,199 cy Total Required Containment Volume: Containment Volume: Tank Displacement: Provided Containment Volume: (NOAA Atlas Vol 3) (110% of Tank Volume + 25-yr 24- cy hr Strom Volume) 6,328 cy 0 cy cy 6,328 (From top of berm) Worksheet for Pond Emergency Spillway Project Description Solve For Crest Length Input Data Discharge Headwater Elevation Crest Elevation Tailwater Elevation Weir Coefficient Number Of Contractions 0 7.66 ft3/s 4659.50 ft 4659.00 ft 4659.50 ft 3.09 US Results Crest Length Headwater Height Above Crest Tailwater Height Above Crest Flow Area Velocity Wetted Perimeter Top Width 386.38 ft 0.50 ft 0.50 ft 193.19 ft2 0.04 ft/s 387.38 ft 386.38 ft Bentley Systems, Inc. Haestad Methods SoIBbctiffieEk+wMaster V8i (SELECTseries 1) [08.11.01.03] 4/7/2016 12:05:45 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Entrance Culvert (100 Year) Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01254 ft/ft 1.50 ft 2.10 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 0.43 ft 0.42 ft2 1.69 ft 0.25 ft 1.36 ft 0.55 ft 28.6 % 0.00496 ft/ft 5.03 ft/s 0.39 ft 0.82 ft 1.60 12.65 ft3/s 11.76 ft3/s 0.00040 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.00 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.00 ft 0.00 ft 0.00 % 28.62 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIBbctiffieEk+wMaster V8i (SELECTseries 1) [08.11.01.03] 4/14/2016 10:43:15 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Entrance Culvert (100 Year) GVF Output Data Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Infinity ft/s 0.43 ft 0.55 ft 0.01254 ft/ft 0.00496 ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctiffieEk+wMaster V8i (SELECTseries 1) [08.11.01.03] 4/14/2016 10:43:15 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for North Culvert (100 Year) Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Roughness Coefficient Channel Slope Diameter Discharge 0.013 0.01400 ft/ft 2.00 ft 20.40 ft3/s Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SuperCritical 1.31 ft 2.18 ft' 3.77 ft 0.58 ft 1.90 ft 1.62 ft 65.4 % 0.00830 ft/ft 9.38 ft/s 1.37 ft 2.67 ft 1.55 28.79 ft3/s 26.77 ft3/s 0.00813 ft/ft GVF Input Data Downstream Depth Length Number Of Steps 0.00 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 0.00 ft 0.00 ft 0.00 % 65.35 Infinity ft/s Bentley Systems, Inc. Haestad Methods SoIBbctiffieEk+wMaster V8i (SELECTseries 1) [08.11.01.03] 4/7/2016 11:53:07 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for North Culvert (100 Year) GVF Output Data Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Infinity ft/s 1.31 ft 1.62 ft 0.01400 ft/ft 0.00830 ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctl eEtawMaster V8i (SELECTseries 1) [08.11.01.03] 4/7/2016 11:53:07 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Offsite Collection Swale (100 Year) Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Channel Slope Discharge Section Definitions 0.00750 ft/ft 20.40 ft3/s Station (ft) Elevation (ft) 0+00 0+08 0+18 0+26 Roughness Segment Definitions 2.00 0.00 0.00 2.00 Start Station Ending Station Roughness Coefficient (0+00, 2.00) (0+26, 2.00) 0.030 Options current rtougnness vvergntea Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Critical Depth Critical Slope 0.00 to 2.00 ft 0.61 ft 7.53 ft2 15.00 ft 0.50 ft 14.85 ft 0.61 ft 0.47 ft 0.01788 ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctiffieEk+wMaster V8i (SELECTseries 1) [08.11.01.03] 4/7/2016 11:54:21 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Offsite Collection Swale (100 Year) Results Velocity Velocity Head Specific Energy Froude Number Flow Type Subcritical 2.71 ft/s 0.11 ft 0.72 ft 0.67 GVF Input Data Downstream Depth Length Number Of Steps 0.00 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.61 ft 0.47 ft 0.00750 ft/ft 0.01788 ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctl eEtawMaster V8i (SELECTseries 1) [08.11.01.03] 4/7/2016 11:54:21 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Secondary Containment West Swale (100 Year) Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Channel Slope Discharge Section Definitions 0.02000 ft/ft 5.10 ft3/s Station (ft) Elevation (ft) 0+00 0+04 0+09 0+13 Roughness Segment Definitions 1.00 0.00 0.00 1.00 Start Station Ending Station Roughness Coefficient (0+00, 1.00) (0+13, 1.00) 0.030 Options current rtougnness vvergntea Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Critical Depth Critical Slope 0.00 to 1.00 ft 0.30 ft 1.85 ft2 7.46 ft 0.25 ft 7.39 ft 0.30 ft 0.29 ft 0.02119 ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctiffieEk+wMaster V8i (SELECTseries 1) [08.11.01.03] 4/5/2016 11:20:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Secondary Containment West Swale (100 Year) Results Velocity Velocity Head Specific Energy Froude Number Flow Type Subcritical 2.76 ft/s 0.12 ft 0.42 ft 0.97 GVF Input Data Downstream Depth Length Number Of Steps 0.00 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.30 ft 0.29 ft 0.02000 ft/ft 0.02119 ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctl eEtawMaster V8i (SELECTseries 1) [08.11.01.03] 4/5/2016 11:20:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Secondary Containment East Swale (100 Year) Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Channel Slope Discharge Section Definitions 0.00750 ft/ft 9.80 ft3/s Station (ft) Elevation (ft) 0+00 0+04 0+09 0+13 Roughness Segment Definitions 1.00 0.00 0.00 1.00 Start Station Ending Station Roughness Coefficient (0+00, 1.00) (0+13, 1.00) 0.030 Options current rtougnness vvergntea Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Critical Depth Critical Slope 0.00 to 1.00 ft 0.56 ft 4.06 ft2 9.62 ft 0.42 ft 9.49 ft 0.56 ft 0.44 ft 0.01899 ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctl eEtawMaster V8i (SELECTseries 1) [08.11.01.03] 4/14/2016 8:59:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Secondary Containment East Swale (100 Year) Results Velocity Velocity Head Specific Energy Froude Number Flow Type Subcritical 2.41 ft/s 0.09 ft 0.65 ft 0.65 GVF Input Data Downstream Depth Length Number Of Steps 0.00 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.56 ft 0.44 ft 0.00750 ft/ft 0.01899 ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctl eEtawMaster V8i (SELECTseries 1) [08.11.01.03] 4/14/2016 8:59:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Swale To Pond (100 Year) Project Description Friction Method Solve For Manning Formula Normal Depth Input Data Channel Slope Discharge Section Definitions 0.00750 ft/ft 34.20 ft3/s Station (ft) Elevation (ft) 0+00 0+08 0+18 0+26 Roughness Segment Definitions 2.00 0.00 0.00 2.00 Start Station Ending Station Roughness Coefficient (0+00, 2.00) (0+26, 2.00) 0.030 Options current rtougnness vvergntea Method Open Channel Weighting Method Closed Channel Weighting Method Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Normal Depth Critical Depth Critical Slope 0.00 to 2.00 ft 0.81 ft 10.71 ft2 16.67 ft 0.64 ft 16.47 ft 0.81 ft 0.65 ft 0.01633 ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctl eEtawMaster V8i (SELECTseries 1) [08.11.01.03] 4/14/2016 9:00:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Swale To Pond (100 Year) Results Velocity Velocity Head Specific Energy Froude Number Flow Type Subcritical 3.19 ft/s 0.16 ft 0.97 ft 0.70 GVF Input Data Downstream Depth Length Number Of Steps 0.00 ft 0.00 ft 0 GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 0.00 ft 0.00 Infinity Infinity 0.81 0.65 0.00750 0.01633 ft ft/s ft/s ft ft ft/ft ft/ft Bentley Systems, Inc. Haestad Methods SoIBbctiffieEk+wMaster V8i (SELECTseries 1) [08.11.01.03] 4/14/2016 9:00:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Design Point E, Entrance Culvert Outlet Design of Low Tailwater Riprap Basir Outlet Variables Pipe diameter, Do Slope, So Discharge, Qo Manning's n Invert elevation Tailwater elevation Depth of tailwater Riprap Basin Calculations Step 1: Yt = Do/3 = Is yt < Do/3? Step 2: Qfull = Step 3: Qo/Qfull = From Figure 2, d/D = Step 4: Qo/Do^2.5 = From Figure 3, d/D = Step 5: Choose the smaller of the d/D ratios = Outlet Depth, d = d/D*Do = From Figure 2, A/Afull = Step 6: A = A/Afull l l t Afull l= V = Qo/A Step 7: Pd = (V^2+g*d)^.5 From Figure 4, Riprap size = D50 = Recommendations? 18 inches 1.93% 2.1 cfs 0.013 4672.0 ft 4670.8 ft - 1.19 ft - 1.19 ft 0.50 ft Yes 12 cfs 0.18 0.25 0.76 ft 0.28 Assumed no tailwater. 0.25 From Step 3 0.38 ft 0.20 0.35 sq ft 5.94 fps 4.24 fps 9 in 9 in Step 8: Minimum thickness of Riprap, T = 16 in Step 9: Minimum length of basin Length of the Basin, L = DA.5 * V/2 = or4*D= Type L Type L 4ft 6 ft 4*D Controls Step 10: Width of theRiprap,W=4*D= 6ft Summary Riprap Type = Thickness = Length = Width = Type L 16 in 6ft 6 ft Reference Design of Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets by Michael A. Stevens and Ben Urbonas. Design Point D, North Entrance Outlet Design of Low Tailwater Riprap Basin Outlet Variables Pipe diameter, Do Slope, So Discharge, Qo Manning's n Invert elevation Tailwater elevation Depth of tailwater Riprap Basin Calculations Step 1: Yt = Dol3 = Is yt < Do/3? Step 2: Qfull = Step 3: Qo/Qfull = From Figure 2, d/D = Step 4: Qo/Do^2.5 = From Figure 3, d/D = Step 5: Choose the smaller of the d/D ratios = Outlet Depth, d = d/D*Do = From Figure 2, A/Afull = Step 6: A = A/Afu ll * Afu ll = V = Qo/A Step 7: Pd = (VA2+g*d)^.5 From Figure 4, Riprap size = D50 = Recommendations? 24 inches 2.08% 20.4 cfs 0.013 4672.0 ft 4670.8 ft - 1.19 ft - 1.19 ft 0.67 ft Yes 27cfs 0.76 0.71 3.61 ft 0.65 Assumed no tailwater. 0.65 From Step 4 1.30 ft 0.68 2.14 sq ft 9.55 fps 7.17 fps 9 in 9 in Step 8: Minimum thickness of Riprap, T = 16 in Step 9: Minimum length of basin Length of the Basin, L = D^.5 * V/2 = or4*D= Type L Type L 7ft 8 ft 4*D Controls Step 10: Width of the Riprap, W = 4 * D = 8 ft Summary Riprap Type = Thickness = Length = Width = Type L 16 in 8ft 8 ft Reference Design of Low Tailwater Riprap Basins for Storm Sewer Pipe Outlets by Michael A. Stevens and Ben Urbonas. APPENDIX D CONSTRUCTION DOCUMENTS O\0L.SS0N ASSOCIATES Construction Permit Air Pollution Control Division Permit number: 1 6WE0202 Issuance: 1 Date issued: April 4, 2016 Issued to: Tal(grass Terminals, LLC Facility Name: Orchard Terminal Plant AIRS ID: 123/9E55 Physical Location: Section 33, T6N, R61W County: Weld County General Description: Midstream crude condensate storage and transport facility Equipment or activity subject to this permit: Facility Equipment ID AIRS Point Equipment Description Emissions Control Description T-1 001 One (1) 24,000 barrel internal floating roof storage vessel, used to store crude oil and condensate. Integrated control: internal floating roof T-2 Ft T-3 002 Two (2) 150,000 barrel external floating roof storage vessels connected via liquid manifold, used to store crude oil and condensate. Total tank capacity: 300,000 bbl. Integrated control: external floating roof Fugitives 003 Equipment leaks (fugitive VOCs) from a crude oil/condensate storage and transport facility none This permit is granted subject to all rules and regulations of the Colorado Air Quality Control Commission and the Colorado Air Pollution Prevention and Control Act (C.R.S. 25-7-101 et seq), to the specific general terms and conditions included in this document and the following specific terms and conditions. REQUIREMENTS TO SELF -CERTIFY FOR FINAL AUTHORIZATION 1. YOU MUST notify the Air Pollution Control Division (the Division) no later than fifteen days of the latter of commencement of operation or issuance of this permit, by submitting a Notice of Startup form to the Division for the equipment covered by this permit. The Notice of Startup form may be downloaded online at www.colorado.gov/pacific/cdphe/other-air- permitting-notices. Failure to notify the Division of startup of the permitted source is a violation of Air Quality Control Commission (AQCC) Regulation Number 3, Part B, Section III.G.1. and can result in the revocation of the permit. Storage Tank Version True Minor 2015-1 Page 1 of 10 2. Within one hundred and eighty days (180) of the latter of commencement of operation or issuance of this permit, compliance with the conditions contained in this permit shall be demonstrated to the Division. It is the owner or operator's responsibility to self -certify compliance with the conditions. Failure to demonstrate compliance within 180 days may result in revocation of the permit. A self certification form and guidance on how to self -certify compliance as required by this permit may be obtained online at www.colorado.gov/pacific/cdphe/air-permit-self-certification. (Regulation Number 3, Part B, Section III.G.2. ) 3. This permit shall expire if the owner or operator of the source for which this permit was issued: (i) does not commence construction/modification or operation of this source within 18 months after either, the date of issuance of this construction permit or the date on which such construction or activity was scheduled to commence as set forth in the permit application associated with this permit; (ii) discontinues construction for a period of eighteen months or more; (iii) does not complete construction within a reasonable time of the estimated completion date. The Division may grant extensions of the deadline. (Regulation Number 3, Part B, Section 111. F.4. ) 4. The operator shall complete all initial compliance testing as required in this permit and submit the results to the Division as part of the self -certification process. (Regulation Number 3, Part B, Section III.E.) 5. The operator shall retain the permit final authorization letter issued by the Division, after completion of self -certification, with the most current construction permit. This construction permit atone does not provide final authority for the operation of this source. EMISSION LIMITATIONS AND RECORDS 6. Emissions of air pollutants shall not exceed the following limitations. Annual records of the actual emission rates shall be maintained by the owner or operator and made available to the Division for inspection upon request. (Regulation Number 3, Part B, Section II.A.4.) Annual Limits: Facility Equipment ID AIRS Point Tons per Year Emission Type PM2.5 NO,, VOC CO T-1 001 --- --- 3.8 --- Point T-2 Et T-3 002 --- --- 11.4 --- Point Fugitives 003 --- --- 2.9 --- Fugitive Note: See "Notes to Permit Holder" for information on emission factors and calculation methods 7 The emission points in the table below shall be operated and maintained with the emissions control equipment as listed in order to reduce emissions to less than or equal to the limits established in this permit. (Regulation Number 3, Part B, Section III. E. ) Facility Equipment ID AIRS Point Control Device Pollutants Controlled T-1 001 Internal Floating Roof VOC and HAP T-2 Et T-3 002 External Floating Roof VOC and HAP COLORADO Air Pollution Control Division Department of Pwbbc Health 5 L'rvuonnvn; Page 2 of 10 PROCESS LIMITATIONS AND RECORDS 8. This source shall be limited to the following maximum processing rates as listed below. Annual records of the actual processing rates shall be maintained by the owner or operator and made available to the Division for inspection upon request. (Regulation Number 3, Part B, Process Limits Facility Equipment ID AIRS Point Process Parameter Annual Limit T-1 001 Hydrocarbon liquid throughput 10.0 MMbbl T-2 a T-3 002 Hydrocarbon liquid throughput 60.0 MMbbl Notes: Hydrocarbon liquid means crude oil and/or condensate. MMbbl means million barrels (106 barrels). STATE AND FEDERAL REGULATORY REQUIREMENTS 9. The permit number and ten digit AIRS ID number assigned by the Division (e.g. 123/4567/001) shall be marked on the subject equipment for ease of identification. (Regulation Number 3, Part B, Section III.E.) (State only enforceable) 10. This source is subject to the odor requirements of Regulation Number 2. (State only enforceable) 11. This source is subject to the applicable requirements of Regulation Number 7, Section VI.B.2. 12. This source is subject to the New Source Performance Standards, Standards of Performance for Volatile Organic Liquid Storage Vessels for which construction, reconstruction or modification commenced after July 23, 1984, Subpart Kb. This facility shall be subject to all provisions of this regulation, as stated in 40 C. F. R Part 60, Subparts A and Kb. (Regulation Number 6, Part A, Subparts A and Kb) 13. This source is located in an ozone non -attainment or attainment -maintenance area and is subject to the Reasonably Available Control Technology (RACT) requirements of Regulation Number 3, Part B, III.D.2.a. Point 001: This requirement is fulfilled by the source following the control provisions of NSPS Kb. Point 002: This requirement is fulfilled by the source following the control provisions of NSPS Kb. Point 003: This requirement to apply RACT shall be satisfied by installing/implementing the following emission controls. (Reference: Regulation 3, Part B, III.E) a. Directed Inspection a Maintenance as described below shall satisfy the requirement to apply RACT. i. Auditory/visual/olfactory inspection (AVO) will be performed on a quarterly basis. ii. For each leak found in the AVO inspection, a gas detector may be used to determine the size of the leak. The gas detector shall be regularly calibrated. Component leaks greater than 10,000 ppm shall be managed in accordance with Item (vi) below, unless it is unfeasible to make the repair without shutting down the affected operation of the facility. Component leaks less than 10,000 ppm shall not require repair. For such component leaks that require a shutdown to be repaired, repair shall occur during the first shutdown of the affected operation after the leak is discovered. COLORADO Mr Pollution. Control Division Eka:t-Rent r7! Public I !ealth b Ernvwt*rcnt Page 3 of 10 iii. For repair, valves adjacent to the equipment to be repaired will be closed if practicable, minimizing the volume released. iv. Repaired components shall be re -screened using AVO to determine if the leak is repaired. v. The following records shall be maintained for a period of two years: • The name of the site screened via AVO inspection and the name of the inspector. • Components evaluated with the gas detector. • Repair methods applied. • Dates of the AVO inspections, gas detector calibrations, attempted repairs, successful repairs, repair delays, and post -repair screenings. vi. Leaks shall be repaired as soon as practicable, but no later than 15 calendar days after detection, unless it is technically or operationally infeasible to make the repair within 15 calendar days. Records documenting the rationale shall be maintained if it is technically or operationally infeasible to make the repair within 15 calendar days. 14. Point 003: The owner or operator shall follow the Directed Inspection and Maintenance (DIEM) program and record keeping format as approved by the Division, in order to demonstrate compliance on an ongoing basis with the requirements of this permit. Revisions to your DIEM plan are subject to Division approval. OPERATING £t MAINTENANCE REQUIREMENTS 15. This source is not required to follow a Division -approved operating and maintenance plan. COMPLIANCE TESTING AND SAMPLING Initial Testing Requirements 16. Within one hundred and eighty days (180) of the latter of commencement of operation or issuance of this permit, the operator shall complete a hard count of components at the source and establish the number of components that are operated in "heavy liquid service", "light liquid service", "water/oil service" and "gas service". The operator shall submit the results to the Division as part of the self -certification process to ensure compliance with emissions limits. Periodic Testing Requirements 17. This source is not required to conduct periodic testing, unless otherwise directed by the Division or other state or federal requirement. ADDITIONAL REQUIREMENTS 18. A revised Air Pollutant Emission Notice (APEN) shall be filed: (Regulation Number 3, Part A, II.C • Annually by April 30th whenever a significant increase in emissions occurs as follows: For any criteria pollutant: For sources emitting less than 100 tons per year, a change in actual emissions of five (5) tons per year or more, above the level reported on the last APEN; or For volatile organic compounds (VOC) and nitrogen oxides sources (NO„) in ozone nonattainment areas emitting less than 100 tons of VOC or NOx per year, a change in COLORADO Air Pollution Control Division Department d Pub& i lealth G Dwuonrnent Page 4 of 10 annual actual emissions of one (1) ton per year or more or five percent, whichever is greater, above the level reported on the last APEN; or For sources emitting 100 tons per year or more, a change in actual emissions of five percent or 50 tons per year or more, whichever is less, above the level reported on the last APEN submitted; or For any non -criteria reportable pollutant: If the emissions increase by 50% or five (5) tons per year, whichever is less, above the level reported on the last APEN submitted to the Division. • Whenever there is a change in the owner or operator of any facility, process, or activity; or • Whenever new control equipment is installed, or whenever a different type of control equipment replaces an existing type of control equipment; or • Whenever a permit limitation must be modified; or • No later than 30 days before the existing APEN expires. GENERAL TERMS AND CONDITIONS 19. This permit and any attachments must be retained and made available for inspection upon request. The permit may be reissued to a new owner by the APCD as provided in AQCC Regulation Number 3, Part B, Section II.B. upon a request for transfer of ownership and the submittal of a revised APEN and the required fee. 20. If this permit specifically states that final authorization has been granted, then the remainder of this condition is not applicable. Otherwise, the issuance of this construction permit does not provide "final" authority for this activity or operation of this source. Final authorization of the permit must be secured from the APCD in writing in accordance with the provisions of 25-7- 114.5(12)(a) C.R.S. and AQCC Regulation Number 3, Part B, Section III.G. Final authorization cannot be granted until the operation or activity commences and has been verified by the APCD as conforming in all respects with the conditions of the permit. Once self -certification of all points has been reviewed and approved by the Division, it will provide written documentation of such final authorization. Details for obtaining final authorization to operate are located in the Requirements to Self -Certify for Final Authorization section of this permit. 21. This permit is issued in reliance upon the accuracy and completeness of information supplied by the owner or operator and is conditioned upon conduct of the activity, or construction, installation and operation of the source, in accordance with this information and with representations made by the owner or operator or owner or operator's agents. It is valid only for the equipment and operations or activity specifically identified on the permit. 22. Unless specifically stated otherwise, the general and specific conditions contained in this permit have been determined by the APCD to be necessary to assure compliance with the provisions of Section 25-7-114.5(7)(a), C. R.S. 23. Each and every condition of this permit is a material part hereof and is not severable. Any challenge to or appeal of a condition hereof shalt constitute a rejection of the entire permit and upon such occurrence, this permit shall be deemed denied ab initio. This permit may be revoked at any time prior to self -certification and final authorization by the Air Pollution Control Division (APCD) on grounds set forth in the Colorado Air Quality Control Act and regulations of the Air Quality Control Commission (AQCC), including failure to meet any express term or condition of the permit. If the Division denies a permit, conditions imposed upon a permit are contested by the owner or operator, or the Division revokes a permit, the owner or operator of a source may request a hearing before the AQCC for review of the Division's action. COLORADO Air Pollution Control Division Denar:menl d Pudic Health b v waiimcru Page 5 of 10 24. Section 25-7-114.7(2)(a), C.R.S. requires that all sources required to file an Air Pollution Emission Notice (APEN) must pay an annual fee to cover the costs of inspections and administration. If a source or activity is to be discontinued, the owner must notify the Division in writing requesting a cancellation of the permit. Upon notification, annual fee billing wilt terminate. 25. Violation of the terms of a permit or of the provisions of the Colorado Air Pollution Prevention and Control Act or the regulations of the AQCC may result in administrative, civil or criminal enforcement actions under Sections 25-7-115 (enforcement), -121 (injunctions), -122 (civil penalties), -122.1 (criminal penalties), C.R.S. By: Kira Gillette Permit Engineer Permit History Issuance Date Description Issuance 1 This Issuance Issued to Tallgrass Terminals, LLC Initial Approval facility -wide permit for two tank battery sources and one fugitive source. CDPPHE COLORADO Air Pollution Control Division Department <>✓` ":1: t c I IL'Jhn a LitnyonntC°fl Page 6 of 10 Notes to Permit Holder at the time of this permit issuance: 1) The permit holder is required to pay fees for the processing time for this permit. An invoice for these fees will be issued after the permit is issued. The permit holder shall pay the invoice within 30 days of receipt of the invoice. Failure to pay the invoice wilt result in revocation of this permit. (Regulation Number 3, Part A, Section VI. B. ) 2) The production or raw material processing limits and emission limits contained in this permit are based on the consumption rates requested in the permit application. These limits may be revised upon request of the owner or operator providing there is no exceedance of any specific emission control regulation or any ambient air quality standard. A revised air pollution emission notice (APEN) and complete application form must be submitted with a request for a permit revision. 3) This source is subject to the Common Provisions Regulation Part II, Subpart E, Affirmative Defense Provision for Excess Emissions During Malfunctions. The owner or operator shall notify the Division of any malfunction condition which causes a violation of any emission limit or limits stated in this permit as soon as possible, but no later than noon of the next working day, followed by written notice to the Division addressing all of the criteria set forth in Part II.E.1 of the Common Provisions Regulation. See: https: / /www. colorado. gov/ pacific/ cdphe/ aqcc-regs 4) The following emissions of non -criteria reportable air pollutants are estimated based upon the process limits as indicated in this permit. This information is listed to inform the operator of the Division's analysis of the specific compounds emitted if the source(s) operate at the permitted limitations. AIRS Point Pollutant CAS # Uncontrolled Emissions Controlled Emissions (lb/yr) _ (lb/yr) 001 Benzene 71432 --- 63 Toluene 108883 --- 184 Ethylbenzene 100414 --- 49 Xylenes 1130207 --- 365 n -Hexane 110543 258 2,2,4-Trimethylpentane 540841 49 002 Benzene 71432 378 Toluene 108883 --- r 1,106 Ethylbenzene 100414 --- 296 Xylenes 1130207 --- 2,191 n -Hexane 110543 --- 1,547 2,2,4-Trimethylpentane 540841 --- 296 COLORADO Air Pollution Control Division DC"artnient el ruc& 1'knit,, it Ertwcn'i:CnI Page 7 of 10 AIRS Point Pollutant CAS # Uncontrolled Emissions (lb/yr) Controlled Emissions (lb/yr) 003 1 Benzene 71432 49 --- Toluene 108883 142 --- Ethylbenzene 100414 38 --- Xylenes 1130207 - 282 --- n -Hexane 110543 200 --- Notes: 1) All non -criteria reportable pollutants in the table above with uncontrolled emission rates above 250 pounds per year (lb/yr) are reportable and may result in annual emission fees based on the most recent Air Pollution Emission Notice. 2) The control devices for points 001 and 002 are integrated into the unit: separate "uncontrolled" emissions are irrelevant to these points. 5) The emission levels contained in this permit are based on the following emission factors: Point 001: CAS # Pollutant Controlled Emission Factors lb/bbl Source VOC 7.61E-04 Source 1330207 Xylene 3.65E-05 Source 110543 n -Hexane 2.58E-05 Source Note: The control device for point 001 is integrated into the unit: separate "uncontrolled" emission factors are irrelevant to this point. Point 002: CAS # Pollutant Controlled Emission Factors lb/bbl Source VOC 2.28E-03 Source 71432 Benzene 3.78E-05 Source 108883 Toluene 1.11E-04 Source 100414 Ethylbenzene 2.95E-05 Source 1330207 Xylene 2.19E-04 Source 110543 n -Hexane 1.55E-04 Source 540841 2,2,4-Trimethylpentane 2.96E-05 Source Note: The control device for point 002 is integrated into the unit: separate "uncontrolled" emission factors are irrelevant to this point. COLORADO Air Pollution Control Division Page 8 of 10 Point 003: Fugitive Component Counts Component Gas Light Oil Heavy Oil Water/Oil Valves 0.00 30 0.00 0.00 Pump Seals 0.00 3 0.00 0.00 Others 0.00 18 0.00 0.00 Connectors 0.00 185 0.00 0.00 Flanges 0.00 75 0.00 0.00 Open-ended Lines 0.00 6 0.00 0.00 Stream HAP Components (wt fraction) Pollutant Gas Light Oil Heavy Oil Water/Oil VOC 0.0000 1.0000 0.0000 0.0000 Benzene A 0.00 0.008 0.00 0.00 Toluene 0.00 0.024 0.00 0.00 Ethylbenzene 0.00 0.007 0.00 0.00 Xylene 0.00 0.048 0.00 0.00 n -Hexane 0.00 0.034 0.00 0.00 TOC Emission Factors (kg/hr-component) Source: EPA-453IR95-017 Component Gas Light Oil Heavy Oil Water/Oil Valves 4.50E-03 2.50E-03 8.40E-06 9.80E-05 Pump Seals 2.40E-03 1.30E-02 0.00E+00 2.40E-05 Others 8.80E-03 7.50E-03 3.20E-05 1.40E-02 Connectors 2.00E-04 2.10E-04 7.50E-06 1.10E-04 Flanges 3.90E-04 1.10E-04 3.90E-07 2.90E-06 Open-ended lines 2.00E-03 1.40E-03 1.40E-04 2.50E-04 Notes: 1) Other equipment type includes compressors, pressure relief valves, relief valves, diaphragms, drains, dump arms, hatches, instrument meters, polish rods and vents. 2) Point 003 is not controlled. Compliance with emissions limits in this permit wilt be demonstrated by using the TOC emission factors listed in the table above with representative component counts, multiplied by the VOC content from the most recent gas and liquids analyses. 6) in accordance with C.R.S. 25-7-114.1, each Air Pollutant Emission Notice (APEN) associated with this permit is valid for a term of five years from the date it was received by the Division. A revised APEN shall be submitted no later than 30 days before the five-year term expires. Please refer to the most recent annual fee invoice to determine the APEN expiration date for each emissions point associated with this permit. For any questions regarding a specific expiration date call the Division at (303)-692-3150. 7) This permit fulfills the requirement to hold a valid permit reflecting the storage tank and associated control device per the Colorado Oil and Gas Conservation Commission rule 805b(2)(A) when applicable. COLORADO Air Pollution Control Division Department at Public 14eatth b Enwonrnrnt Page 9 of 10 8) This facility is classified as follows: Applicable Requirement Status Operating Permit True Minor PSD or NANSR True Minor MALT HH Major Source Requirements: Not Applicable Area Source Requirements: Not Applicable 9) Full text of the Title 40, Protection of Environment Electronic Code of Federal Regulations can be found at the website listed below: http: //ecfr.gpoaccess.gov/ Part 60: Standards of Performance for New Stationary Sources NSPS 60.1 -End Subpart A - Subpart KKKK NSPS Part 60, Appendixes Appendix A - Appendix I Part 63: National Emission Standards for Hazardous Air Pollutants for Source Categories MACT 63.1-63.599 Subpart A - Subpart Z MACT 63.600-63.1199 Subpart AA - Subpart DDD MACT 63.1200-63.1439 Subpart EEE - Subpart PPP MACT 63.1440-63.6175 Subpart QQQ - Subpart YYYY MACT 63.6580-63.8830 Subpart ZZZZ - Subpart MMMMM MACT 63.8980 -End Subpart NNNNN - Subpart XXXXXX 10) A self certification form and guidance on how to self -certify compliance as required by this permit may be obtained online at: htto://www.colorado.gov/pacific/cdphe/air-permit-self-certification COLORADO Air Pollution Control Division Department d Pubbc !-i^alth & Envuonment Page 10 of 10 Hello