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Home My WebLink About20210167.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE: DATE RECEIVED: AMOUNT $ CASE # ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: PROPERTY INFORMATION (Attach additional sheets if necessary.) Is the property currently in violation? No / Yes Violation Case Number: Site Address: 13159 County Road 39 Platteville, CO 80651 Parcel Number: 1 2 3 3 _ 0 4 _ 0 _ 0 0 _ 1 7 Legal Description: PT S2SE, Sec 30 3N065W Lot A RE -4612 Section: 30 , Township 3 N, Range 65 W Zoning District: A Acreage: 81.39 Within subdivision? If yes, subdivision or townsite name: Floodplain No / No /n Yes Townsite? No / Yes Yes Geological Hazard No / Yes Airport Overlays No / P ROPERTY OWNER(S) (Attach additional sheets if necessary.) N ame: HIGH SIERRA WATER SERVICES LLC Yes Company: NGL Water Solutions LLC Phone #: Name of proposed business: C6 Facility - SWD and SPF 970-302-6042 Email: mike.guinn@nglep.com Street Address: 3773 Cherry Creek North Drive, Suite 1000 City/State/Zip Code: Denver, Colorado, 80209 N ame: Company: Phone #: Street Address: City/State/Zip Code: Email: APPLICANT/AUTHORIZED AGENT (Authorization must be included if there is an Authorized Agent.) N ame: Mike Guinn - SPP for NGL Water Solutions LLC Company: NGL Water Solutions LLC P hone #: 970-302-6042 Email: mike.guinn@nglep.com Street Address: 3773 Cherry Creek North Drive, Suite 1000 City/State/Zip Code: Denver, Colorado, 80209 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. All fee owners of the property must sign this application. If an Authorized Agent signs, an Authorization Form signed by all fee owners must be included with the application. If the fee owner is a corporation, evidence must be included indicating the signatory has the legal authority to sign for the corporation. re-. • G .w.o i c-• r-� 51'5 I 2 e Date Signature Date Print Print 01/01/2020 Our vision: Together with the communities we sonte. ►ve are working to make Weld County the healthiest place lc live, team, work and play. RE: X DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT 1555 North 17th Avenue Greeley, CO 80631 Web: \Army. weldhealtheo _q Health Administration Vital Records Tele: 970.3C4.6410 Fax: 970.304.6412 Public Health 8 Clinical Services Tele: 970.304.6420 Fax 9 i 0,304.6416 Environmental Health Services Tele: 970.304.6415 Fax 970.304.6 :11 Communicalion, Education & Planning Tele: 970.304.64 70 0 Fax: 970.304.6452 AUTHORIZATION FORM PERMIT APPLICATION SALE OF PROPERTY I NGL Water Solutions DJ. LLC (property Owner) (Agent/Applicant) located at 13159 CR 39 Platteville, CO 80651 to apply for requested services checked above. i OWTS EVALUATION ,Public Health netr• rivet e 1• car r' Emergency Preparedness g Response Tale: 970.304.6420 Far 970.304.6469 give permission to LEGAL DESCRIPTION: SEC 30 SUBDIVISION NAME: NA TWN STATER, AMPLE ab -er ``111vY-K � ♦ M3 Cons trueti n, LLC r for the propci-ty 3 RNG 65 Agent/Applicant can be contacted at the following phone Ws: 816-519-0056 Horne work 720-708-6535 Fax # NA tlopez@m3construct.com The property owner can be contacted at the following phone #'s Home 970-356-5560 Work 970-356-5560 Fax 4* 970-356-5563 E-mail: trevor.thomson@nglep.com Correspondence mailed to (only one): DATE 6-3-15 OWNER'S SIGNATURE X Agent/Applicant Property Owner LOT NA BLK NA 1 f \i Energy Partners LP 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 March 30th, 2020 Department of Planning Services 1555 N. 17th Ave. Greeley, CO 80631 USR Questionnaire for amendments to USR 14-0081 — C6 Facility Planning Questions Question 1.a Type of use for which the application is being made. Answer: The proposed use request of NCI. Water Solutions ("NCI.") C6 Facility is a continuation of the existing use(s) that were permitted under t: SR -14-0081 (salt water disposal and oil recovery facility) with the addition of an accompanying (a) solids separation facility for related E&P waste (CDPHE Permit 09WE0900), (b) commercial vehicle and truck yard related to ongoing site operations, (c) outdoor storage and obsolete equipment yard related to ongoing site operations, (d) and cargo container storage related to ongoing site operations. Question 1.b Current or previous use of the land, if any. Answer: The current permitted use of the property is for the operations of Salt Water Disposal (SWD) facility and Solids Processing Facility. (SPF) for E&P waste streams. The C6 Facility located on the property, is classified as a mineral resource development facility per Chapter 23, Section A.1 of the Weld County Code. Questions 1.c Include a statement delineating the need for the proposed use. Answer: The requested additions to the C6 Facility are congruent with the existing permitted operations of the salt water disposal facility, and are necessary for the efficient operation the critical infrastructure servicing the energy sector. Questions 1.d Describe the uses surrounding the site and explain how the proposed use is compatible with them. Answer: The C6 Facility is surrounded on all four sides by agricultural zoned properties. The site will not interfere with the neighboring agricultural landscape, nor will it keep its neighbors from conducting agricultural activities. Also noted, that within a mile to the east, there are is a similar energy related facility (t;SR-13001), and south of that a solid waste disposal site (7MUSR 16-89-842). Question 1 e Descnbe the proximity of the proposed use to residential structures9 Answer The nearest residential structures to the C6 Facility are both approximately'/ mile away One set of structures to the north on Parcel 121330400013, and another set southeast on Parcel 121332200032 Question 1 f Descnbe the hours and days of operation (e g Monday thru Fnday 8 00 a m to 5 00 p m ) Answer The operations at the C6 Facility are 24 -hours a day, seven days a week. Question 1 g Descnbe the number of shifts and the maximum number of employees per shift Answer Five (5) full-time employees Sunday -Monday 12 -hour shifts (6 00 A M to 6 00 P M ) work in the solid waste facility - Eight (8) drivers Sunday -Monday 12 -hour shifts (6 00 A M to 6 00 P M ) - Three (3) facility mechanics Sunday -Monday 12 -hour shifts (6 00 A M to 6 00 P M ) - Note NGL personal are present 24 -hours a day, seven days a week. Question 1 h Descnbe the maximum number of users, patrons, members, buyers or other visitors that the use by special review facility is designed to accommodate at any one time Answer The maximum number of people present at the C6 Facility is eighteen (18) Question 1 i List the types and maximum numbers of animals to be on the site at any one time (for dairies, livestock confinement operations, kennels, etc ) Answer No animals will be on this site Question 1 J List the types and numbers of operating and processing equipment to be utilized Answer All processing equipment for the Solids Processing Facility is listed in the Designs and Operation Plan dated September 23, 2014 Revision 1 — November 5'h 2014 (Pages 15-31) No new operating and processing equipment will be added to the Salt Water Disposal plant Question 1 k List the types, number and uses of the proposed structures to be erected Answer A total of 10 cargo containers will be divided and placed into three locations at the C6 Facility (Eight cargo containers will be located west of the proposed truck yard, one container will be east of the injection pump house (SWD plant), and one container will be south of the Solids Processing Facility Question 1 1 Describe the size of stockpile, storage or waste areas to be utilized, if any Answer Within the 40'x45' solids holding building, there is enough capacity to hold a 600 cubic yard stock pile 2IPage Question 1 m Descnbe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use Answer All waste generated from the Truck Yard's daily operation is collected and processed in the following ways Engine Oil and other Vehicle Oil - Engine oil, hydraulic oil, gearbox/differential oil, and transmission oil are collected from the trucks m the enclosed indoor repair shop These used oils are then transferred mto the waste oil heater, which is used to generate heat for the 6,000 square foot shop The waste oil heating system is an Energy Logic EL 350H Truck Washing and Floor Drains - Within the enclosed indoor repair shop there is a pressure washer that is used by the shop mechanic's to "spot wash" limited to areas on the truck/trailers that will be repaired (Spot washing is defined as is a necessary procedure to clean an area(s) that will be worked on to ensure that no mud, dust, or other foreign derbies contaminates the parts that are being repaired or replaced on a truck, trailer, vehicle or machine) In the shop, there is a dedicated wash bay that has a floor dram that collects all used spot washing water This water then empties into a sump tank At no point does the spot washing water ever leave the sealed floor dram containment structures The liquid slurry mixture of this sump tank is collected by a hydro -vac truck and then is transported mto one of two landfills that are permitted to take the spot wash slurry mixture Other Solid Waste and Trash - All other solid waste and trash that is generated from the Truck Yard will be collected into a 10 -yard dumpster This trash will be transferred to the nearest landfill for disposal The dumpster containment vessel ensures that all trash is centralized and disposed of in a manner that controls blowing debns and avoids other potential nuisance conditions Question 1 n Include a time table showing the penods of time required for the construction of the operation Answer All construction of the additions to the C6 Facility is now complete Question 1 0 Descnbe the type of lot surface proposed and the square footage of each type (e g asphalt, gravel, landscaping, dirt, grass, buildings) Answer Truck Yard 89,138 sq ft (2 05 acres) The type of surface in this yard is composed of crush concrete gravel mix Cargo Container Yard 496 sq ft (0 34 acres) The type of surface in this yard is composed of crush concrete gravel mix • Outdoor Storage Yard (with Obsolete Equipment Yard) 270,399 sq ft (6 21 acres) This area is composed of gravel, dirt, and some native grasses Question 1 p How many parking spaces are proposed9 How many handicapped (ADA) parking spaces are proposed9 Answer No parking spots are proposed for the following additions Question 1 q Descnbe the proposed screening for all parking and outdoor storage areas Answer • The Truck Yard currently has screening along the north property line that acts to obscure the view into the Truck Yard 3IPage • Cargo Container Yard - The screening will be further extended along the north property line include the main cargo container yard • Outdoor Storage Yard (with Obsolete Equipment Yard) — NGL is working to obtain a written waiver from this requirement from two of the three surface owners that are north and west of the Storage Yard The topography and undeveloped field bordering the Outdoor Storage Yard allow for a natural visual barrier to any nearby residential homes Question 1 r Describe the existing and proposed landscaping for the site Answer The C6 Facility has row a mature Austrian Pines along the northeast corner of the property Additional trees will be planted to backfill areas where older trees were once removed Question 1 s Descnbe the type of fence or other screening proposed for the site Answer • The Truck Yard currently has screening along the north property line that acts to obscure the view into the Truck Yard • Cargo Container Yard - The screening will be further extended along the north property line include the main cargo container yard • Outdoor Storage Yard (with Obsolete Equipment Yard) — NGL is working to obtain a written waiver from this requirement from two of the three surface owners that are north and west of the Storage Yard The topography and undeveloped field bordering the Outdoor Storage Yard allow for a natural visual barrier to any nearby residential homes Question 1 t Descnbe reclamation procedures to be employed as stages of the operation are phased out or upon cessation of the Use by Special Review activity Answer The disposal system tank farms, offload bays, processing buildings and pump buildings will be removed once the solids processing facility is terminated All tanks, cargo containers, trucks, traders, and associated piping will be removed and disposed of off -site The site will be re -graded to match surrounding site grading for require drainage patterns Any contaminated sods will be removed and disposed of off -site at an approved facility See Detailed Closure Plan for further detail Question 1 u Descnbe the proposed fire protection measures Answer In the event of a fire at the solids processing facility, operators will assess the extent of the fire and the potential for the fire to spread The following actions would be taken ❑ Apply water using a water truck or hose, ❑ Use a fire extinguisher, or ❑ Contact the local fire department (telephoning 911) Hand -operated fire extinguishers will be located throughout the budding Employee orientation will include fire extinguisher instruction and location Additional fire prevention measures also include Mow a 10 -foot swath around the boarder of the property to act as a fire break. Establish a weed and mowing schedule to prevent dried vegetation fuel in areas around tanks, trucks, near structures, or features that could be combustible Question 2 Explain how this proposal is consistent with the Weld County Comprehensive Plan Answer Section 22-2-70, 22-4-140 A EP Goall, Section 22-4-140 B EP Goal 2 and Section 22-6-20 C 1 ECON Policy 3 1 of the Weld county Code describes allowing industrial development that is Compatible with the surrounding environment The site does not currently hinder the 4IPage Agricultural landscape of its surrounding neighbors due to operations as a self-contained facility Question 3 Explain how this proposal is consistent with the mtent of the zone distnct m which it is located Answer The existing facility is a Class II Oilfield Waste Disposal Facility- Saltwater Injection Facility which is classified as a Mineral Resource Development Facility, Oil and Gas Support Service per Chapter 23-340A 2of the Weld County Code This facility and the proposed use is allowed, with the site's current A (Agricultural) Zone District, through a Use by Special Review process The site will not interfere with the neighboring agricultural landscape, nor will it keep its neighbors from conducting agncultural activities This site is, and will remain fully contained A water quality pond will be added to the site per the drainage letter Question 4 Explam how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities Answer The property surrounding this site is a mix of agncultural, and Oil/Gas infrastructure As Described above, this site is fully contained and will not hinder the production, or landscape, of its neighbors Question 5 Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located within any Overlay Zoning District (Airport, Geologic Hazard, or Histonc Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities Answer The existing C6 Facility is located in an area that is outside of the aforementioned Overlay Zoning District's The proposed amendments to the C6 Facility are congruent with surrounding Oil/Gas infrastructure, solid waste facilities, and the rural agricultural properties that surround them Question 6 If the proposed use is to be located in the A (Agricultural) Zone Distnct, explain your efforts to conserve pnme agncultural land in the locational decision for the proposed use Answer The C6 Facility property and the surrounding agricultural land is located in non -irrigated, open dry -land sections Over 50% of the land on the C6 Facility remains undisturbed and in natural state matching the other Agricultural Zoned properties in the area (3N Township and 65W Range) Question 7 Explain whether this proposal interferes with the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County Answer The C6 Facility was designed, constructed, and maintains all of its operational procedures to conform to Weld County, State of Colorado, and Federal standards for health/safety for infrastructure and facilities in the oil/gas sector The C6 Facility is congruent with the Weld County Code Ordinance 2008-13 as "oil field equipment" which is listed as one of many other features that will exist in Weld County's rural landscape (End of the Plannmg Questions section) 5IPage Environmental Health Questions Question 1 Question 2 What is the drinking water source on the property9 If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State Division of Water Resources If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill Explain whether this proposal interferes with the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County Answer The drinking water source on the property comes from water well permit # 272956 The water is further filtered and conditioned from a commercial water filtration system form Aquaserve (this is a bottle -less water filtration system with reverse osmosis and UV filtration) Details the water well #272956 are contained in the narrative report "C6- Facility — Commercial Water Wells and Septic Disposal Plan" dated 3/23/2020 What type of sewage disposal system is on the property9 If utilizing an existing septic system provide the septic permit number If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment pnor to submitting this application If a new septic system will be installed please state "a new septic system is proposed " Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy Answer The sewage disposal system on the property is septic permit # SP -1500186 Details the septic permit # SP -1500186 are contained in the narrative report "C6- Facility — Commercial Water Wells and Septic Disposal Plan" dated 3/23/2020 Question 3 If storage or warehousing is proposed, what type of items will be stored9 Answer An outdoor storage yard is being proposed Contained m the Outdoor Storage Yard with the attached Obsolete Equipment yard are the following items Outdoor Storage Yard — • Single axle "frac-tank" transports • Mobile filtration system • Dry freight trailer • 10 -yard roll off dumpster • Bulk commodity trailer • Goose -neck trailer • Semi -tractor Obsolete Equipment Yard - • Single axle "frac-tank" storage (salvage condition) • Battery tanks • Casing pipe • Liquid filtration unit • Pressure tanks • Facility structures (walkways, ladders, and bracing) • Empty poly tanks • Old mobile site office building • Old security trailer 6IPage u Question 4 Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site for storage or warehousing is proposed, what type of items will be stored9 Answer Solids Processing Facility — A 1,800 sf pre-fab metal buildmg will store processed solids prior to their disposal Up to 600 Yards of dewatered solids may be stored m the solids storage building Please also reference the waste management plans described in the EDOP (Designs and Operation Plan dated September 23, 2014 Revision 1 —November 5th 2014 Truck Yard — Engine Oil and other Vehicle Oil - Engine oil, hydraulic oil, gearbox/differential oil, and transmission oil are collected from the trucks in the enclosed indoor repair shop These used oils are then transferred into the waste oil heater, which is used to generate heat for the 6,000 square foot shop The waste oil hearing system is an Energy Logic EL 350H Truck Washing and Floor Drains - All washing of the trucks and vehicles from the Truck Yard will take place in the enclosed mdoor repair shop In the shop, there is a dedicated wash bay that has a floor drain that collects all used washing water and then empties into a sump tank At no point does the washing water ever leave the sealed floor dram containment structures The contents of this sump tank are collected by a hydro -vac truck and then is transported into one of two landfills that are permitted to take the wastewater/debns slurry mixture Other Solid Waste and Trash - All other solid waste and trash that is generated from the Truck Yard will be collected into a 10 - yard dumpster This trash will be transferred to the nearest landfill for disposal The dumpster containment vessel ensures that all trash is centralized and disposed of m a manner that controls blowing debns and avoids other potential nuisance conditions Question 5 If there will be fuel storage on site, indicate the gallons and the secondary containment State the number of tanks and gallons per tank Answer Fuel storage on site is centralized into one 12,000 gallon double walled above ground storage tank (AST) This fuel storage tank is a secondary concrete containment structure with a liquid volume capacity of 47,875 32 gallons Please reference the "C6 Facday — Truck Yard" narrative report dated 3/17/2020 Question 6 If there will be washing of vehicles or equipment on site, indicate how the wash water will be contained Answer The complete washing of the semi -trucks, trailers, and vehicles from the Truck Yard will take place off site at a commercial truck wash facility Within the enclosed indoor repair shop there is a pressure washer that is used by the shop mechanic's to "spot wash" limited to areas on the truck/trailers that will be repaired (Spot washing is defined as is a necessary procedure to clean an area(s) that will be worked on to ensure that no mud, dust, or other foreign derbies contaminates the parts that are being repaired or replaced on a truck, trailer, vehicle or machine) In the shop, there is a dedicated wash bay that has a floor drain that collects all used spot washing water This water then empties into a sump tank At no point does the spot washing water ever leave the sealed floor drain containment structures The liquid slurry mixture of this sump tank is collected by a hydro -vac truck and then is transported into one of two landfills that are permitted to take the spot wash slurry mixture 7IPage Question 7 If there will be floor drains, indicate how the fluids will be contained Answer In the shop, there is a dedicated wash bay that has a floor dram that collects all used spot washing water and then empties into a sump tank. At no point does the spot washmg water ever leave the sealed floor dram containment structures The liquid slurry mixture of this sump tank is collected by a hydro -vac truck and then is transported into one of two landfills that are permitted to take the spot wash slurry mixture Please reference the "C6 Facility — Truck Yard" narrative report dated 5/12/2020 Question 8 Indicate if there will be any air emissions Answer Solids Processing Facility — This facility has an approved air permit for its operations (CDPHE Permit 09WE0900) Truck Yard — Inside the shop there is a waste oil heating system is an (Energy Logic EL 350H) with a rating of 350,000 Btu/hour with a burn rate of 2 5 gallons/hour The estimated annual consumption inputted into this burner is approximately 600 gallons/year Based on the Btu and gallons used per year, the waste oil heating system is exempt from needing an air permit according to CDPHE — Air Pollution Control Division Please reference the "C6 Facility — Truck Yard" narrative report dated 5/12/2020 Question 9 Provide a design and operations plan if applicable Answer For the Solids Processing Facility, please reference the Designs and Operation Plan dated September 23, 2014 Revision 1— November 5th 2014 Question 10 Provide a nuisance management plan if applicable Answer N/A 8IPage (End of the Environmental Health Question section) Public Works Questions Question 1 Include a traffic narrative with the information below A traffic impact study may be required Improvements to adjacent streets/roads may be necessary to provide adequate safe and efficient transportation to and from the site An Improvements Agreement may be required a The projected number of vehicle trips (average per day, maximum per day, peak hour data) to and from the site and the type of vehicles (passenger, semi -truck, etc ) b Descnbe how many roundtnps/day are expected for each vehicle type Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtnp = 1 trip in and 1 trip out of site) c Descnbe the expected travel routes for site traffic d Descnbe the travel distnbution along the routes (e g 50% of traffic will come from the north, 20% from the south, 30% from the east, etc ) Answer Please reference all details for the traffic narrative and traffic study plan in the Aldridge Transportation Consultants report Question 2 Describe where the access to the site is planned Answer Access into the C6 Facility is off of WCR 39 (Access Permit AP 14-00273) Question 3 Drainage Design Design and construction of a detention pond as described in an approved Drainage Report is required unless the project falls under an exception to stormwater detention requirements per code (See below ) Does your site qualify for an exception to stormwater detention9 Answer No Please reference the Drainage Report and Plan produced by Wenersman Engineenng (dated 3/21/2018) Question 4 If your site does not qualify for an exception, the following applies a A Drainage Report summarizing the detention pond design with construction drawings and maintenance plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code b The Drainage Report must include a certification of compliance, which can be found on the Public Works website, stamped and signed by the PE c See the attached Drainage Report Review Checklist Answer Please reference the Drainage Report and Plan produced by Wenersman Engineering (dated 3/21/2018) (End of the Public Works Question section) 9IPage Building Questions Question 1 List the type, size (square footage), and number of existing and proposed structures Show and label all existing and proposed structures on the USR drawing Label the use of the building and the square footage escnbe where the access to the site 1s planned Answer Please reference the Wernsman Engineering plat/map dated 3/21/2018 that labels all existing structures on the USR drawing Question 2 Explain how the existing structures will be used for this USR Answer Please reference the Wernsman Engineering plat/map dated 3/21/2018 No new structures are being proposed Question 3 List the proposed use(s) of each structure Answer Please reference the Wernsman Engmeenng plat/map dated 3/21/2018 No new structures are being proposed Exrstinff Structures Budding #1— Modular Office This is the site office for the C6 Facihry 31' Bldg #1 24' Sketch by Apex Medina"' Wood Deck 620 0 sf b N 50.3' Modular Office Blt 2008 Class D Package -air 8' wh 1190 0 sf 21 3' 21 5' 6 8' `, 17 8' Sidewalk 337 4 sf 11' To WI I 24' r i 10IPage Building #2 — "old injection pump building"— Torn down and no longer in e_ istence as of 2009 due to afire. Note: The Weld County Assessor's still list this as Building # 2 have been assessing tax for this non-existent building since 2009. 78' • 24' 20' ! •l?cjmd n" • Storage Warehouse Blt 2008 Class D Space Heat 14' wh 2574.0 sf 12' x 14' oh door O N Conc Slab 2000.0 sf 67' 11IPage 12IPage Building #3 - Maintenance shop for the C6 Facility. 60' Blcl g z--3 Warehouse %N:wtGh t. .. Apr. !..1e.il(i3 n. Blt 2011 Class S Space Heat 22' w h First Floor - 6000. 0 sf 0 0 13IPage Building #4 - Solids Processing Facility - loading dock. 45' Built 2016 3 sided 1800.0 sf 45' 14IPage Building #S - Solids Processing Facility ( Permit 09WE0900) — 7,000 sq. fr 15� Building #6 - Solids Proceeding Facility -auxiliary building containing steam generator and R.O. system - 7,000 sgft. Building #7 — Injection pump building. This building replaced the prior injection pump building (as depicted as building #2 in this report). The current injection pump building has been in place since 2009 present. (Note: you can see the outline of the old foundation of the prior injection building in front of the new injection pump building). (End of the Building Questions section) 16 I) Energy Partners LP 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 February 7th, 2020 Weld County Planning and Zoning — Development Review 1555 N. 17th Ave. Greeley, CO 80631 RE: Pre -Application Questionnaire and Narrative for update and amendments to USR 14-0081 — C6 Injection Well Facility Planning Questions Question 1. Explain, in detail, the proposed use of the property. Answer: The proposed use request of NGL Water Solutions ("NGL") C6 Facility is a continuation of the existing use(s) that were permitted under USR-14-0081 (salt water disposal/injection facility) with the addition of an accompanying (a) solids separation facility for related E&P waste (CDPHE Permit 09WE0900), (b) commercial vehicle and truck yard related to ongoing site operations, (c) outdoor storage related to ongoing site operations, (d) cargo container storage related to ongoing site operations, (e) non-commercial recycling yard for the staging, converting, and dissembling of obsolete equipment related to ongoing operations related to NGL's operations, and (I) manufactured structure office for future office space related to the commercial vehicle yard. Weld County Code References: (b)- Commercial Vehicles - Code Sec. 23-4-950 and Sec. 23-4-960 (c)- Outdoor Storage — Code Sec. 23-3-30 (d)- Cargo Containers - Code Sec. 23-3-30 (e)- Non-commercial Junk Yard - Sec. 23-3-30 W- Manufactured structure office - Sec. 23-4-190 Question 2. What are the hours and days of operation? Answer: NGL's C6 Facility operates 24 hours / 7 days a week. Question 3. List the number of full time and part time employees proposed to work at this site. Answer: Five (5) full-time employees. Sunday -Monday 12 -hour shifts (6:00 A.M to 6:00 P.M.) work in the solid waste facility. Eight (8) drivers. Sun day -Mon day 12 -hour shifts (6:00 A.M to 6:00 P.M.). - Three (3) facility mechanics. Sunday -Monday 12 -hour shifts (6:00 A.M to 6:00 P.M.) Note: NGL personal are present 24 -hours a day, seven days a week. Question 4. If shift work is proposed include the number of employees per shift. Answer: Five (5) full-time employees. Sunday -Monday 12 -hour shifts (6:00 A.M to 6:00 P.M.) work in the solid waste facility. Eight (8) drivers. Sunday -Monday 12 -hour shifts (6:00 A.M to 6:00 P.M.). Three (3) facility mechanics. Sunday -Monday 12 -hour shifts (6:00 A.M to 6:00 P.M.) Note: NGL personal are present 24 -hours a day, seven days a week. Question 5 List the number of people who will use this site Include contractors, truck dnvers, customers, volunteers, etc Answer - Five (5) full-time NGL employees work in the sohd waste facility - Eight (8) NGL drivers - Three (3) NGL facility mechanics - Up to ten (10) facility contractors - Up to fifty (50) contract semi -truck drivers Question 6 If this is a dairy, livestock confinement operation, kennel, etc , List the number and type of animals Answer N/A Question 7 Descnbe the type of lot surface and the square footage of each type (e g asphalt, gravel, landscaping, dirt, grass, buildmgs) Answer Land Refining/Petroleum-Land — 653,400 sq ft (15 00 acres) This area contains six (6) buildings, support structures, improvements, and fixtures related to the ongoing salt water receiving and infection well disposal facility as permitted in USR 14-0081 (te Code 3225) • Land Grazing Land Agricultural —1,865,196 sq ft (42 819 acres) This area is composed of native grasses • Waste Land —Agricultural -- 967,685 sq ft (22 215 acres) This area is composed of gravel, dirt, and some native grasses Question 8 Is this site m a Regional Urbanizing Area (RUA)9 Answer N/A Public Works Questions Question 1 How many roundtnps/day are expected for each vehicle type Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtnp = 1 trip in and 1 trip out of site) Answer • Water Trucks (semi -trucks, hydro -vac trucks) — up to 50 round trips/day • Tandems end -dumps — up to 5 round trips/day • Service trucks, pumper trucks, passenger cars and pickups — 40 round trips/day Question 2 Descnbe the expected travel routes for site traffic9 Answer The traffic routes under the existing USR 14-0081 permit for NGL's C6 facility will remain the same All traffic entering and exiting NGL's C6 facility will proceed through the designated access driveway (access permit AP12-00004) off of WCR 38 (Collector) Question 3 Describe the travel distribution along the routes (e g 50% of traffic will come from the north, 20% from the south, 30%from the east, etc ) 2IPage Answer: 50% of the traffic will enter/exit to north out of/into NGL's main driveway (access permit AP12-00004) onto WCR 38 (hard top -collector). The other 50% of the traffic will enter/exit to the south out of/into NGL's main driveway (access permit AP12-00004) onto WCR 38 (hard top -collector). This sequence will provide equal distribution of traffic from the C6 site. Question 4. Describe the time of day that you expect the highest traffic volumes. Answer: North - 7 days a week 6:00 AM - 6:00 PM. South - 7 days a week 6:00 AM - 6:00 PM. Question 5. Describe where the access to the site is planned. Answer: The access to the site will remain on the east property line that is abutting WCR 38. This access has been permitted (AP12-00004) and will remain the same to what was approved in USR 14-0081. 03N 0.N `-UGH SIERRA WATER SERVICES LLC 30 t»VV iaF 14 -� n 113 Con :truch 11 CA. 1.1v al er 81 394 GIS Ce culaledrAcres Question 6. Describe the plans for containment of the storm water runoff. Answer: The storm water runoff and containment structures including containment pond is described in the Drainage Report and Plan produced by Wernsman Engineering and Land Development LLC (dated March 21ST, 2018). The complete copy of this Report will be attached to this Pre Application Questionnaire/Narrative in the Exhibit section. 3IPage X36.8 Environmental Health Questions Question 1. What is the drinking water source on the property? If utilizing a drinking water well include the well permit Number. Answer: The drinking water at the C6 facility is from a commercial water filtration system from Aquaserve (a bottleless water filtration system with Reverse Osmosis and UV filtration). Question 2. What type of sewage disposal system is on the property'? If utilizing an existing septic system provide the septic permit number. Answer: The C6 Facility utilizes a septic system that is comprised of a septic tank and leach field. The septic permit number is: SP -1500186 Question 3. If storage or warehousing is proposed, what type of items will be stored? Answer: NGL is requesting outdoor storage for operational equipment, tanks, and large parts related to the ongoing operation of the activities needed for NGL's Facilities. (Code Sec. 23-3-30) Building Questions Question 1. Question 2. Question 3. List the type, size (square footage), and number of existing and proposed structures. Explain how any existing structures will be used. List the proposed use(s) of each structure. Answer: Proposed Structures: NGL would like to propose the addition of two modular offices that will allow future office and administrative operations related to the commercial vehicle yard for the C6 Facility ("Truck Yard"). The plat shown below contains a highlighted area for this proposed location. Note: the purpose of the "Bunk House" designation will be changed due to the diminished need of housing personal with such a close proximity to Platteville. NGL hater Solutions DJ, LLC MUSK 18-00xx 1;159 CR .19 Wt:1.1)(Y)1 N 1',(;OLORAIX) . OP BONE YARD AREA ;nys#��t cotCt[t[ PAD sop RO LCf'" DUMPSTCP �Ih( •••••n q sax sunptM come • d s• �,� .-_••`I-'_ im 77 WELD COUNTY girt ONLINE MAPPING NGL - C6 Building Map 0 100.00 200.0 Feet 200.0 WGS_ 19134_Web_Mercator_Auxiliary_Sphere O Weld County Colorado I his map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map rnay or rnay not be accurate. current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATION Legend Parcels Weld County Maintained Road tIIE Paved Road . Gravel Road Jointly Maintained Roads Highway Township / Range Section Quarter Section County Boundary Creek / Canal - Large Scale Perennial Intermittent k phe moral — Artificial Path Canal Ditch - Coastline Connector — Pipeline Underground Conduct River - Large Scale • • • • • • • I� • Area of Complex Channels Area to be Submerged BayInlet Bridge CanalOrtch DamlNev Flume Foreshore Hazard Zone Inundation Area Lock Chamber Rapids SeaOcean Special Use Zone Sprllw�y StreamRrver Submerged Stream Wash 1:1,200 Notes Answer: Existing Structures: Building #1— Modular Office. This is the site office for the C6 Facility. 31' Bldg # 1 24' Sketch by Apex Medina'"" Wood Deck 620.0 sf O 50.3' Modular Office Blt 2008 Class D Package -air 8' wh 1190.0 sf _ 6.8' 21.3' I _ 21.5' Sidewalk 337.4 sf 11' 17.8' 5 I Page Building #2 - "old injection pump building"- Torn down and no longer in existence as of 2009 due to afire. 78' N 24' 20' Sketch by Apex MedinaTM' Storage Warehouse 0 O �r 4-4 0.4 12' x 14' oh door Blt 2008 Class D Space Heat 14' wh 2574.0 sf O N Conc Slab 2000.0 sf 67' M 6I Page Building #3 - Maintenance shop for the C6 Facility. 60' Bldg =:3 Sketch by Apex AA?dina^' Warehouse Blt 2011 Class S Space Heat 22' wh First Floor 6000.0 sf 0 0 7IPaae Building #4 - Solids Processing Facility - loading dock. 45' Built 2016 3 sided 1800.0 sf 45' Sketch b, Apex Sketch 8I Page Building #S - Solids Processing Facility (Construction Permit 09WE0900) - 7,000 sq.ft. Building #6 - Solids Proceeding Facility -auxiliary building containing steam generator and R.O. system - 7,000 sgft. Building #7 — Injection pump building. This building replaced the prior injection pump building (as depicted as building #2 in this report.) The current injection pump building has been in place since 2009 present. 10I Page 6 (Optional) Delayed effective date Document must be filed electronically Paper documents are not accepted Fees & forms are subject to change For more information or to print copies of filed documents, visit www sos state co us Colorado Secretary of State Date and Time 03/27/2014 02 52 PM ID Number 20111160724 Document number 20141204160 Amount Paid $25 00 ABOVE SPACF FOR OFFICE USE ONLY Articles of Amendment filed pursuant to §7-90-301, et seq and §7-80-209 of the Colorado Revised Statutes (C R S ) ID number 1 Entity name 2 New Entity name (if applicable) 20111160724 High Sierra Water Services, LLC (If changing the name of the hmlted habtltty company indicate name before the name change) 3 Use of Restricted Words ((fatly of these terms are contained in an entity name, true name of an entity trade name or trademark stated in this document, mark the applicable box) 4 Other amendments, if any, are attached 5 If the limited liability company's period of duration as amended is less than perpetual, state the date on which the penod of duration expires NGL Water Solutions DJ, LLC ❑ "bank" or "trust" or any derivative thereof ❑ "credit union" ❑ "savings and loan" ❑ "insurance", "casualty", "mutual", or "surety" (mm/dd/yyyy) or If the limited liability company's period of duration as amended is perpetual, mark this box 03/31/2014 11 59 PM (mm/dd/yyyy) 0 Notice Causing this document to be delivered to the secretary of state for filing shall constitute the affirmation or acknowledgment of each individual causing such delivery, under penalties of perjury, that the document is the individual's act and deed, or that the individual in good faith believes the document is the act and deed of the person on whose behalf the individual is causing the document to be delivered for filing, taken in conformity with the requirements of part 3 of article 90 of title 7, C R S , the constituent documents, and the organic statutes, and that the individual in good faith believes the facts stated in the document are true and the document complies with the requirements of that Part, the constituent documents, and the organic statutes This perjury notice applies to each individual who causes this document to be delivered to the secretary of state, whether or not such individual is named in the document as one who has caused it to be delivered 7 Name(s) and address(es) of the individual(s) causing the document to be delivered for filing AMD_LLC Laughlin William G (Last) (First) (Middle) (Suffix) Page 1 oft Rev 12/01/2012 4943379 Pages: 2 of 2 11/21/2019 08 01 AM R Fee $18 00 Carly Kocoes, Clerk and Recorder, Weld County, CO 1111 I fiillitt li V+ tiAl Is ill II:IM.h rill ill Iiii mi,1I II1 3773 Cherry Creek North Dnve Suite 100 Etreet name and nwnber or Post Office Box information) Denver CO 80209 (City) (Province — rf applicable) Unfteg)States (Postal/Zip Code) (Country —if not US) (The document need not state the true name and address of more than one mdrvidua/ However if you wish to state the name and address of any additional individuals causing the document to be delivered for filing, mark this box ❑ and include an attachment stating the name and address of such individuals) Disclaimer This form, and any related instructions, are not intended to provide legal, business or tax advice, and are offered as a public service without representation or warranty While this form is believed to satisfy minimum legal requirements as of its revision date, compliance with applicable law, as the same may be amended from time to time, remains the responsibility of the user of this form Questions should be addressed to the user's attorney AMD_LLC Page 2 of 2 Rev 12/012012 OFFICE OF THE SECRETARY OF STATE OF THE STATE OF COLORADO CERTIFICATE OF DOCUMENT FILED I, Jena Griswold , as the Secretary of State of the State of Colorado, hereby certify that, according to the records of this office, the attached document is a true and complete copy of the Articles of Organization with Document # 20061397887 of NGL Water Solutions, LLC Colorado Limited Liability Company (Entity ID # 20061397887 ) consisting of 3 pages. This certificate reflects facts established or disclosed by documents delivered to this office on paper through 03/27/2020 that have been posted, and by documents delivered to this office electronically through 04/02/2020@ 09:42:15. I have affixed hereto the Great Seal of the State of Colorado and duly generated, executed, and issued this official certificate at Denver, Colorado on 04/02/2020 @ 09:42:15 in accordance with applicable law. This certificate is assigned Confirmation Number 12187906 . Secretary of State of the State of Colorado *********************************************End of certificate******************************************* Notice: A certificate issued electronically from the Colorado Secretary of State's Web site 'sillily and immediately valid and effective. However, as an option, the issuance and validity of a certificate obtained electronically may be established by visiting the Validate a Certificate page of the Secretary of State's Web site, Op: www.sos.state.co.us bi_ C'ertificateSearchCriteria.do entering the certificate's confirmation number displayed on the certificate, and following the instructions displayed. Confirming the issuance of a certificate is merely optional and is not necessary to the valid and effective issuance of a certificate. For more information, visit our Web site, http: www.sos.state.co.us click "Businesses, trademarks, trade names" and select "Frequently Asked Questions. " Document processing fee If document is filed on paper If document is filed electronically Fees & forms/cover sheets are subject to change. To file electronically, access instructions for this form/cover sheet and other information or print copies of filed documents, visit www.sos.state.co.us and select Business Center. Paper documents must be typewritten or machine printed. $125.00 $ 25.00 Colorado Secretary of State Date and Time: 09/29/2006 10:57 AM Id Number: 20061397887 Document number: 20061397887 ABOVE SPACE FOR OFFICE USE ONLY Articles of Organization filed pursuant to §7-90-301, et seq. and §7-80-204 of the Colorado Revised Statutes (C.R.S) 1. Entity name: 2. Use of Restricted Words (f any of these terms are contained in an entity name, true name of an entity, trade name or trademark stated in this document, mark the applicable box) : 3. Principal office street address: 4. Principal office mailing address (if different from above): 5. Registered agent name (if an individual): High Sierra Water Services, LLC (The name of a limited liability company must contain the term or abbreviation "limited liability company", "ltd. liability company", "limited liability co.", "Itd liability co.", "limited", "Ilc ", " l.l.c. ", or "ltd." P-90-601, C.R.S.) "bank" or "trust" or any derivative thereof "credit union" ❑ "savings and loan" "insurance", "casualty", "mutual", or "surety" 3773 Cherry Creek North Drive Suite 655 (Street name and number) Denver CO 80209 (City) (State) (Postal/Zip Code) U n ited States (Province if applicable) (Country - if not US) (Street name and number or Post Office Box information) (City) (State) (Postal/Zip Code) (Province - if applicable) (Country - if not US) (Last) (First) OR (if a business organization): High Sierra Energy Operating, LLC 6. The person identified above as registered agent has consented to being so appointed. 7. Registered agent street address: 3773 Cherry Creek North Drive (ithddle) (Suffix) Suite 655 (Street name and number) Denver (City) CO 80209 (State) (Postal/Zip Code) ARTORG_I,LC Page 1 of 3 Rev. 11/16/2005 8 Registered agent mailing address (if different from above) (Street name and number or Post Office Box Information) 9 Name(s) and mailing address(es) of person(s) forming the limited liability company (if an individual) OR (if a busmess organization) (if an mdividual) OR (if a business organization) (if an individual) OR (if a business organization) (City) (State) (Postal/Zip Code) (Province — rf applicable) (Country — if not US) (Last) (First) High Sierra Energy Operating, LLC (Middle) (Suffix) 3773 Cherry Creek North Drive Suite 655 (Street name and number or Post Office Box information) Denver CO 80209 (City) UAla States (Postal/Zip Code) (Province — rjapphcable) (Country — rf not US) (Last) (First) (Middle) (Suffix) (Street name and number or Post Office Box information) (City) tote (Postal/Zip Code) Uni a States (Province — ijapplicable) (Country — if not US) (Last) (First) (Middle) (Suffix) (Street name and number or Post Office Box information) (City) tat (Postal/Zip Code) Uni a States (Province — rjapphcable) (Country — not US) afmore than three persons are forming the limned habthly company, mark this box ❑ and include an attachment stating the true names and marling addresses of all additional persons forming the limited liability company) 10 The management of the limited liability company is vested in managers ❑ OR is vested m the members ❑✓ 11 There is at least one member of the limited liability company ARTORG_LLC Page 2 of 3 Rev 11/16/2005 12 (Optional) Delayed effective date (mm/dd/yyyy) 13 Additional information may be included pursuant to other organic statutes such as title 12, C R S If applicable, mark this box ❑ and include an attachment stating the additional information Notice Causmg this document to be delivered to the secretary of state for filing shall constitute the affirmation or acknowledgment of each mdividual causing such delivery, under penalties of perjury, that the document is the individual's act and deed, or that the mdividual m good faith believes the document is the act and deed of the person on whose behalf the mdividual is causing the document to be delivered for filing, taken m conformity with the requirements of part 3 of article 90 of title 7, C R S , the constituent documents, and the organic statutes, and that the mdividual in good faith believes the facts stated in the document are true and the document complies with the requirements of that Part, the constituent documents, and the organic statutes This perjury notice applies to each mdividual who causes this document to be delivered to the secretary of state, whether or not such mdividual is named m the document as one who has caused it to be delivered 14 Name(s) and address(es) of the individual(s) causmg the document to be delivered for flmg Spector Barry W (Last) 1050 17th Street (First) (Middle) (Suffix) Suite 166Oreet name and number or Post Office Box information) Denver CO 80265 (City) UAW W States (Postal/Zip Code) (Province — rf applicable) (Country — rf not US) (1'he document need not state the true name and address of more than one individual However, if you wish to state the name and address of any additional individuals causing the document to be delivered for fihng, mark this box ❑ and mclude an attachment stating the name and address of such individuals) Disclaimer: This form, and any related instructions, are not mtended to provide legal, business or tax advice, and are offered as a public service without representation or warranty While this form is believed to satisfy minimum legal requirements as of its revision date, compliance with applicable law, as the same may be amended from time to time, remains the responsibility of the user of this form Questions should be addressed to the user's attorney ARTORG_LLC Page 3 of 3 Rev 11/16/2005 Weld County Treasurer Statement of Taxes Due Account Number R6787665 Parcel 121330400017 Legal Description S2SF4 30-3-65 Situs Address 13159 COUNTY ROAD 39 WELD Account: R6787665 HIGH SIERRA WATER SERVICES LLC C!O K E ANDREWS 1900 DALROCK RD ROWLETT, TX 75088-5526 Year Tax Interest Fees Payments Balance Tax Charge 2019 $13,138.38 $0.00 $0.00 ($13,138.38) $0.00 Total Tax Charge Grand Total Due as of 03/26/2020 Tax Billed at 2019 Rates for Tax Area 3131 - 3131 Authority WELD COUNTY SCHOOL DIST REl CENTRAL COLORADO WATER (CCW PLATTEVILLE-GILCREST FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY 'Faxes Billed 2019 * Credit Levy Mill Levy 15.0380000* 17.0730000 1.2860000 7.2340000 6.3 540000 3.2170000 Amount $3,935.61 $4,468.18 $336.56 $1,893.21 $1,662.90 $841.92 50.2020000 $13,138.38 Values REFIN 1 NG/PETROLEU M -LAND REFINING/PETROLEU M -IMPS. AG -GRAZING LAND AG -WASTE LANI) Total $0.00 $0.00 Actual Assessed $60,327 $17,490 $840,676 $243,800 $1,464 $420 $0 $0 $902,467 $261,710 ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FFFS WELD COUNTY TREASURER Pursuant to the Weld County Subdivision Ordinance, the attached Statement(s) of Taxes Due, issued by the Weld County Treasurer, are evidence that, as of this date, all property taxes, special assessments and prior tax liens currently due and payable connected with the parcel(s) identified therein have been paid in full. Signed Date Jam. 2&. 2O2O CENTER SOUTH SXTEENTN CORNER -SEGIION-30--E3N.-26SVC 1VGL Water Volutions 17, j LLC MUSS 18 00XX 13159 CR 39 WELD COUNTY, COLORADO ElE.9K0 I� \__ WEST PROPERTY LINE _ SDUTH QUARTER CORNER SECTION ]0 1]N R65W BONE YARD AREA 6 OPAQUE FENCE I f t I \ PERA1 j Rw-uw AMWz f/BRES muwrca arAtr7J, m IN Legal Description S 1/2 of SE 1/4 Sec 30, T3N, R65W !G21 CONCRETE PAO ROLL FOR PROPERTT L. STER FOR � SURFACE 1 "a' SOTCCNTH CORNER SECTION JD T]N R66W IIATIYE GRASSES TO R �[ISLING TREES ttP� • EXISTING CHEW CONTAINMENT AREA •IESEL TANK IN CnSTING� COHERE i[ AR RR 6 PIPE LINE/ EXISTING GRAVEL DRIVE IDLE O EXISTING IDCONTAINMENT /GRAVEL ROAD / 1N AREA MST. G f REA c ` EXISTING GRAVEL DRIVE dEq oN EXITING BUILDING CHEMICAL GRAVEL AREA TT NATIVE GRASSES T01 R[4AI DIRECTION OF RUNOFF EDGE OF PRESENT ]0 WELD COUNTY ROW BOOK 66 PG 27] wun Inff U WiVELOMUN hUN 'MULE SA.6116 [U SFT GAS WELL A.616 EXISTING CONCRETE (TYPICAL SS PERMIT -0037 6 CA11 Ds EDGE OF PRESENT t0 WELD COUNTY ROW. BOOK BB PG 27] 1 EXISTING 50 RIGHT 1 OF WAY REC / 244401 FUTURE 10 1110w EXISTING ]0 RIGHT OF WAY REC / 32202B 1 EXISTING 40 UTILITY / IIND ACCESS EASEMENT 1 / 1 SOUTHEAST CORNER SECTION ]0 T]N R65W tPaime 2 z hit B/2V202 f -Ere • From: Mike McRoberts To: Eric Wernsman Cc: Kim Ogle Subject: 3MJUSRI8-07-1604 NGL C6 Facility Date: Tuesday, October 6, 2020 3:10:18 PM Attachments: Drainage Report Checklist Preliminary PW.pdf 3MJUSRI8-07-1604 Grading Plan.pdf PW Drainage Guidelines.docx Hi Eric, After briefing looking at your drainage report for 3MJUSR18-07-1604 (that you prepared over two years ago), I realized that it will need to be updated to include the highlighted items on the attached preliminary drainage report checklist. When you do your update please download and use the spreadsheets and runoff coefficients referenced on the PW Drainage Guidelines (attached). In addition, I have provided a redlined copy of your drainage/grading plan containing some errors and omissions that will need to be corrected prior to your resubmittal. Feel free to give me a call if you have any questions. Regards, Mike McRoberts, P.E. Development Review Engineer Weld County Public Works 1111 H Street, P.O. Box 758 Greeley, CO 80632 (970) 400-3798 WERNSMAN ENGINEERING AND LAND DEVELOPMENT LLC Enc Wernsman 16493 Essex Rd S Platteville CO 80651 March 21, 2018 Ms Hayley Balzano Drainage Engineer Weld County Public Works P O Box 758 Greeley CO 80632 RE. Drainage report and plan for NGL's C6 Site Dear Hayley Attached is the Preliminary Drainage Report and Plan for the NGL C6 Facility. This report addresses both the on -site and off -site hydrology that affects or is affected by the proposed development If you have any further questions or comments regarding this matter, please contact this office. Sincerely, f_2 ,.rte Eric Wernsman P E. " I hereby certify that this report for the final drainage design for the Ha's C6 Facility was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County Storms Drainage Criteria for the owners thereof Registered Professional Engineer State of Colorado No. 33371 Index Page 1-7 DRAINAGE REPORT g-11 NOAA ATLAS 14 VOLUME 8 VERSION 2 RAINFALL 12 BASIN AND SUB -BASIN IMPERVIOUSNESS CALLS 13 5-YR PEAK RUNOFF FOR HISTORIC CON®TIONS 14-15 100-YR PEAR RUNOFF FR ALL ASIKIS AND SITE 16-1g SWALE CALCULATIONS SECTION A -A 19-20 STALE CALCU TIONS SECTION s.; —B 21-22 SWALE CALCULATIONS SECTI ! N C —C 23-24 SWALE CALCULATIONS SECTION ®—® 25-2g STALE CALCULATIONS SECTION E —E 29-32 DETENTION POND RUNDOWN 33-34 NORTH CULVERT CALCULATIONS 35-36 DETENTION POND CULVERT 37 DETENTION VOLUME REQID (MODIFIED FAA METHOD) 38 DETENTION VOLUME PROVIDED 39 WQCV ORIFICE AND VtLUME RE IT 40 ORIFIC PLATE Fs 5-YR HISTORIC RELEASE RATE 41 OVERFLOW CALCULATIONS 42-45 BRCS SOIL MAP AND INFORMATION 46 VICINITY MAP 42 REFERENCES General Description: The proposed site is located on the west side of the Weld County Road 39 (WCR 39) and the north side of Weld County Road 28 (WCR 28) Right -of -Way The legal description for the property is Lot A, RE 4612, and is located in the South 1/2 of the South East Quarter of Section 30 Township 3 North, Range 65 West of the 6th Prime Meridian. The proposed site is located on a partially developed site with a salt water injection well facility and native grass pasture The Speer Canal is located approximately 1.5 miles north west of the site. No major waterways are located near or adjacent to the site. The entire property contains 80 acres but only a portion of the site will be developed. The western 56.6 acres of the site will remain in its present condition For drainage calculation purposes, the current conditions and proposed project site contains approximately 23 4 acres. The proposed changes to the current salt water facility include new living quarters, new gravel driveways and gravel parking areas. A detention pond with a water quality control volume is proposed to hold developed flows from all of the developed portion of the site and release at a reduced 40 -hour drain time and a five-year histonc rate, respectively The ground cover on the existing site consists of mainly natural grasses. The soil types present on the site are Valent Sand, 0 percent to 3 percent slopes (Index Number 69 shown on the map) and Valent Sand, 3 to 9 percent slopes, (Index Number 70). The soil is classified in the hydrologic soil group "A", which indicates well -drained soils with low runoff potential See MRCS soil report in the appendix for the location of all soil types. In the proposed condition, offsite flows draining toward the site from the northwest will be collected in a swale and safely passed through the site to the south east. Most of the runoff generated by the proposed development will be 1 collected via a swale or flow overland toward the on -site detention pond. The remainder of the un-developed on -site flows will sheet flow un-detained to the south east This area does not contain proposed improvements. The detention pond is located in the south east corner of the developed portion of the property and releases developed runoff through a staged outlet A water quality capture outlet will release minor storm flows over a 40 -hour time period and a major storm orifice opening will release flows at a five-year historic rate. The released flow will be directed to the south, toward WCR 28 ROW via an 18" culvert. After the culvert empties on the site, flow will travel an additional 130' before leaving the property. Drainage Basins and Sub - is asons: There is no Weld County Master Drainage Plan for this site at the current time. The closest major basin is the South Platte River Basin, which lies approximately 7 miles to the west. This project site is not located within the South Platte River 100 -year floodplain. The Fema Flood Plain maps show the property on non -printed panel 08123C1950E. Nearly all of the surrounding property is undeveloped. The property to the north and west partially drain towards the site The portions of those properties that drain onto the developed part of the site are labeled as basin OS1 OS1 contains 10.3 acres and the 100 -year runoff rate is approximately 4 5 cfs The neighboring properties to the south and east drain away from the site to the south east. Z The current on -site developed flows are already directed to the proposed detention pond in south east corner. The new runoff from the proposed gravel surfaces will be routed along the south west perimeter of the site and will not impact existing facilities. The existing developed interior site drainage ways will not have to pass any additional flows from the proposed surfaces, therefore no design will be provided for existing developed drainage ways on the current C6 site Sub -basin S1 contains 1.43 acres and represents the flows within the northernmost portion of the proposed gravel surface. The 100 -year runoff rate is approximately 3 19 cfs S1 discharges to a 18" CMP culvert Sub -basin S2 is located south of S1 and contains 1 19 acres that generate a 100 -year rate of approximately 2.81 cfs S2 discharges to Swale Section B -B Sub -basin S3 is located in the south west portion of the developed site and contains 6 53 acres that generate a 100 -year rate of approximately 3.93 cfs Sub -basin S4 is located in the north-west portion of the developed site and contains 0.97 acres that generate a 100 -year rate of approximately 1.71 cfs The entire developed site contains 23.4 acres and produces a 100-yr runoff rate of 27.98 cfs. Drainage Design Criteria: Using the NOAA Atlas 14 Volume 8 version 2 maps an IDF table was generated. A one hour rainfall depth of 1.11 inches and 2.68 inches was determined for a five-year and 100 -year event The rational method was used to calculate runoff and release rates. The detention pond was sized using a 5 -year historic release rate. A water quality capture volume is designed within the pond to release minor storms over a 40 -hour period to maintain water quality The on - 3 site swale was sized to pass the 100 -year event The runoff for specific design points was calculated by inputting the area, imperviousness, soil type, one hour precipitation values, slope, length of travel and conveyance into the peak runoff spreadsheet. Please see the corresponding peak runoff and feature design for each point. The release rate and developed runoff amounts were calculated using the rational method The detention pond volume was determined using the Modified FAA Method with one exception The discharge rate did not use the soil type value The discharge rate was determined by finding the total historic runoff rate for the site and then dividing by the site area per Weld County recommendations. This value was then input into the detention pond spreadsheet to determine the volume required Drainage Facility Design: The 100-yr storm volume required by using the Modified FAA method was determined to be 84,828 cubic feet With a pond outlet invert of 4917.9 , the 100 -year high-water elevation is 4923 The available volume provided is approximately 90,766 cubic feet. The water quality capture volume (WQCV) can be included in this volume per the Weld County Addendum to the Urban Drainage Manual. The minimum WQCV allowed for the site is 0.26 acre-feet. (11412 cubic feet) The proposed detention outlet has an initial orifice plate to provide water quality capture volume with one 1-1/2" diameter orifice to release the water quality capture volume runoff The top of the orifice plate is set at elevation 4919.27 to ensure that once the water quality volume is captured the storm water spills into the next stage of the inlet. The second orifice plate with a 4-1/2" high opening releases flow to an 18 -inch diameter corrugated metal pipe (CMP) that directs flows to the south y An emergency spillway is designed in the detention pond berm to allow on - site flows to leave the detention pond in the event that the pond outlet is clogged. The emergency overflow is provided at elevation 4923. The spillway base shall be a minimum of 30 feet wide and will limit the flow depth to 6" inches at a discharge rate of 32.48 cubic feet per second. Please refer to the appendix for the calculations regarding the spillway. A Swale is designed along the north side of Sub -basin S1(3.19 cfs) to direct storm water flows to the 18" CMP that crosses the driveway to the gravel parking lot This swale is designated as Cross -Section A -A in the design calculations and on the drainage plan The maximum slope in the channel is 2 9% which will require the swale to be lined with North American Green P300 fabric. The channel will be able to carry the flow when the water depth reaches 0 52' From the North American Green software the channel is stable in both the vegetated and non - vegetated conditions The 18" CMP across the driveway has the capacity to pass 3 19 cfs from S1 when the tail water rises to elevation 31.70. A 7' X 3' x 18" Thick Rip Rap pad shall be placed at the end of the culvert to provide erosion protection Swale Sec B -B is just south of Sub -basin S2 and is conservatively designed to pass flow from 51, S2, S3 and S4 and OS1 (16 14 cfs). In the mature condition of the swale, the manning's "n" is 0 040, which generates a 100 -year flow depth of 15 feet and a Froude Number of 0.39 Changing the "n" value to 0.03 carrying the same flow changes the Froude Number to 0.51 The outfall of Sec B -B is swale Sec C -C. Swale Sec C -C is just south of Sec B -B and is conservatively designed to pass flow from S1, 52, 53, S4 and OS1 (16.14 cfs) In the mature condition of the swale, the manning's "n" is 0.040, which generates a 100 -year flow depth of 0.52 feet and a Froude Number of 0 47. Changing the "n" value to 0 03 carrying the same flow changes the Froude Number to 0.61. The outfall of Sec C -C is swale Sec D -D. Swale Sec D -D is just east of Sec C -C and is also designed to pass flow from S1,S2,S3 and OS1 (16.14 cfs). In the mature condition of the swale, the manning's "n" is 0 040, which generates a 100 -year flow depth of 0.82 feet and a Froude Number of 0.46 Changing the "n" value to 0.03 carrying the same flow changes the Froude Number to 0.60. Sec D -D discharges into the detention pond Swale Sec E -E is designed along the west side of Sub -basin S4 that collects flows from S4 and OS1 (6 21 cfs) and directs storm water flows to the south east The maximum slope in the channel is 12% which will require the swale to be lined with North American Green P300 fabric. The channel will be able to carry the flow when the water depth reaches 0.81'. From the North American Green software the channel is stable in both the vegetated and non -vegetated conditions. Once the site vegetation has been re -seeded very little maintenance should be required for site operation. Care should be taken to keep trash and debris out of inlets and pipes to prevent excess water from building up on the site If complete blockage would occur in the detention pond outlet the water would release through the emergency spillway. If blockages occur they should be immediately cleaned. All storm water pipes shall be kept clean to maintain full capacity. 6 Conclusions: The proposed site will control developed storm water flows through an on - site detention pond. The allowable release rates from the detention pond include a water quality release rate that allows minor storm flows to release over a 40 - hour time period and a major storm release rate that is equivalent to the five-year historic runoff rate. Off -site flows that drain toward the site are directed through the property and the detention pond spillway. All of these storm water flows are conveyed off -site to the east. This report and design will meet the Weld County Code without any variances This design should be more than adequate to prevent either on -site or off -site runoff flows from creating damage. The site is not part of any Weld County Master Drainage Plan. Please see the reference sheet for a complete list of references used for this design and report -? NOAA Atlas 14, Volume 8, Version 2 Location name Platteville, Colorado, USA* Latitude 401918°, Longitude -104 6989° Elevation' 4931 93 ft** 'source ESRI Maps "source USGS POINT PRECIPITATION FREQUENCY ESTIINIATES Sanja Pence Deborah Martin, Sandra Pavlovic, Ishani Roy Michael St Laurent Carl Trypaluk Dale Unruh, Michael Yenta Geoffery Bonnin NOAA National Weather Service, Silver Spnng Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence Intervals (in inches)1 Duration 5 -min 10 -min 15 -min 30 -min 60 -mm 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 1 0 238 (0 191 0 300) 0 349 (0 280 0 439) 0 426 (0 341 0 535) 0 573 (0 459 0 720) 0 704 (0 564 0 886) 0 836 (0 675 1 04) 0 912 (0 740 1 13) 1 07 (0 878 1 32) 1 27 (1 05-1 54) 1 50 (1 25 1 81) 1 71 (1 43 2 04) 1 87 (1 57-2 21) 2 00 (1 69 2 36) 2 29 (1 95-2 68) 2 53 (2 17-2 95) 3 24 (2 80 3 73) 3 80 (3 30 4 35) 4 47 (3 90 5 09) 5 02 (4 40 5 70) 2 0 289 (0 231 0 364) 0 423 (0 338 0 533) 0 516 (0 413-0 650) 0 691 (0 553 0 870) 0 841 (0 672-1 06) 0 990 (0 798 1 24) 1 07 (0 866 1 33) 1 24 (1 01 1 53) 1 49 (1 22 1 81) 1 77 (147213) 2 05 (1 72 2 45) 2 22 (1 87 2 63) 2 35 (1 99 2 77) 2 67 (2 27 3 13) 2 95 (2 52 3 44) 3 72 (3 21-4 29) 4 35 (3 77-4 99) 5 13 (4 47-5 84) 5 78 (5 06-6 56) 5 0 386 (0 308 0 488) 0 566 (0 451 0 714) 0 690 (0 549 0 871) 0 921 (0 734-1 16) 1 11 (0 887 1 41) 1 31 (1 05 1 63) 1 40 (1 13-1 74) 1 60 (1 30 1 97) 1 90 (1 56 2 32) 2 25 (1 86 2 72) 2 65 (2 21 3 16) 2 82 (2 37 3 35) 2 95 (2 49 3 49) 3 32 (2 81-3 90) 3 64 (3 10 4 25) 451 (3 88 5 22) 5 24 (4 52 6 02) 617 (5 36 7 05) 6 98 (6 09 7 95) Average recurrence interval (years) 10 0 481 (0 380 0 610) 0 704 (0 557 0 893) 0 858 (0 679 1 09) 1 15 (0 907-1 45) 1 39 (1 10 1 76) 1 63 (1 30 2 05) 1 74 (1 40 2 18) 1 97 (1 60 2 44) 231 (1 89 2 83) 2 70 (2 22-3 28) 3 16 (2 62 3 80) 3 34 (2 79 3 99) 3 48 (2 91 4 13) 3 87 (3 26 4 56) 422 (3 57 4 95) 5 16 (4 41 6 00) 5 96 (5 12 6 88) 701 (6 06 8 04) 7 94 (6 89 9 07) 25 0 631 (0 490 0 855) 0 923 (0 717-1 25) 1 13 (0 874-1 53) 1 51 (1 17 2 05) 1 84 (1 43 2 50) 216 (1 71-2 93) 2 32 (1 84 3 13) 2 60 (2 08-3 47) 2 97 (2 38 3 87) 3 39 (2 73 4 34) 391 (3 14 4 89) 410 (3 32 5 10) 4 24 (3 44 5 24) 4 66 (3 80 5 69) 5 04 (412610) 6 06 (4 99 7 23) 6 94 (5 75-8 21) 8 13 (6 76 9 54) 9 20 (7 67 10 7) 50 0 762 (0 572-1 04) 1 12 (0 838 1 52) 1 36 (1 02-1 86) 1 82 (1 37 2 49) 2 24 (1 68 3 07) 2 65 (2 01-3 60) 2 84 (2 17 3 85) 3 17 (2 45 4 25) 3 54 (2 75 4 65) 3 98 (3 11 5 14) 4 52 (3 54 5 72) 4 72 (3 71 5 93) 486 (3 84 6 08) 5 29 (4 21 6 54) 5 68 (4 54 6 97) 6 74 (5 43 8 16) 7 68 (6 22-9 22) 8 96 (7 29 10 7) 101 (8 26 12 0) 100 0 908 (0 655 1 27) 1 33 (0 959 1 86) 1 62 (1 17-2 27) 218 (1 57 3 05) 2 68 (1 94 3 77) 3 19 (2 33 4 44) 3 44 (2 53 4 76) 3 82 (2 83 5 23) 418 (3 12 5 62) 4 62 (3 47 6 11) 5 15 (3 89 6 68) 5 35 (4 07 6 90) 5 50 (4 19 7 05) 5 93 (4 56 7 52) 6 33 (4 88-7 95) 7 43 (5 78-9 20) 841 (6 58 10 3) 9 77 (7 68 11 9) 11 0 (8 68 13 3) 200 1 07 (0 736 1 54) 1 57 (1 08 2 25) 1 91 (1 31 2 75) 2 57 (1 77 3 70) 319 (2 20 4 60) 381 (2 65 5 44) 411 (2 88 5 84) 4 56 (3 23 6 40) 4 89 (3 49 6 75) 5 32 (3 82 7 23) 5 82 (4 20 7 75) 6 03 (4 38 7 97) 6 18 (4 51-8 13) 661 (4 86 8 60) 7 00 (5 17 9 03) 8 12 (6 05 10 3) 9 14 (6 85 11 5) 106 (7 96 13 2) 11 9 (8 97-14 7) 500 1 31 (0 859 1 93) 1 91 (1 26 2 82) 2 33 (1 53 3 44) 314 (2 07 4 65) 3 93 (2 59 5 82) 4 72 (315692) 511 (3 43 7 45) 5 65 (3 83 8 13) 5 93 (4 05 8 40) 6 33 (4 36 8 82) 6 74 (4 68 9 23) 6 96 (4 86 9 46) 712 (4 99 9 63) 7 53 (5 32 10 1) 7 90 (5 61-10 5) 9 03 (6 47-11 8) 10 1 (7 27-13 1) 11 6 (8 39 14 8) 129 (9 40-16 5) 1000 1 50 (0 952-2 22) 2 20 (1 39 3 26) 2 68 (1 70 3 97) 3 62 (2 30 5 37) 4 55 (2 89-6 75) 5 48 (3 52 8 03) 5 96 (3 84 8 66) 6 57 (4 29-9 45) 6 79 (4 47 9 64) 715 (4 76 10 0) 7 47 (5 03 10 4) 7 69 (5 21 10 6) 7 86 (5 35 10 8) 8 25 (5 67 11 2) 8 59 (5 94 11 6) 971 (6 78 12 9) 108 (7 59 14 2) 12 3 (8 71-16 1) 137 (9 73-17 8) I Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial durabon senes (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) esbmates and may be higher than currently valid PMP values Please refer to NOAA Atlas 14 document for more information Back to Top 0 PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude 40 1918°, Longitude -104 6989° Precipitation depth (in) Precipitation depth (in) 14 12 10 8 6 4 2 0� _ c E N 14 12 10 8 6 4 2 01 c c E E ri c_ E O rn 2 5 10 25 50 100 200 Average recurrence interval (years) NOAA Atlas 14, Volume 8, Version 2 c E Lo L. L. s r N rot L. L6 Duration L. r N A ›. S. >, 7. M CO CO CO M N A 4 r O N RI LD Q >, a 7` 7, vv-ov 500 1000 Created (GMT) Thu Jul 27 14 20 03 2017 Back to Top Maps & aerials Small scale terrain Average recurrence intelvdl (years) 1 2 5 10 25 50 100 200 500 1000 Duration -- 5 -min — 2 -day -- 10 -min — 3 -day 15 -min — 4 -day — 30 -min — 7 -day — 60 -min — 10 -day — 2 -hr — 20 -day — 3 -hr — 30 -day — 6 -hr — 4S -day — 12 -hr — 60 -day 24 -hr 1 I STRONG — - 4. 4RPORT c # r _ _ Large scale terrain ''''`?•-_-,r # • "a t, -',./.;-, '' 1,� '''''t M 1 ci _�, ]5 ;/ 'Sr a Mr.- �--,i, I 'J To./ �1 '., i{'Cheyenne ' -�"" �' '", �",Z 4 - y 4", ., ,,' - "�: ` _` ` I y� ;A; . y-rrorttlflms t ' � ,,s;,rr�.."` - i.r YIF, /� ey I , _ �, � � iii - ' 3s �� `,:k. ;.j..,. _, %Greelei , r/ �, i , 4.'" Loner F t&' '"v• , t ,--,, ' , ., , 2, , , c . i 1 . r7„:„:3,i'.7).,/,:i4',,,,,,,,•,,!,;,:">' a L�3 l^'s�' � , k '`,.r._. "'�`1�,:.� ,f ullef - I 1+ , _; , '_ ,-ice u t sd,x� ' . - ti: ��; ,;.o , I _ t to �' C , 4 BK I �` �" Yom' / r y >�� .,.7,7-4-t, ,•Denver' s r, 70 1,' ,.,, G.: i .l- "l'�t'.°i t , ,,,�. ' o r.. !,,,,,--.1,,,,‘,lb v,,,,,, inky,, �I ' , , �� - F;Zai 100km t- t5 .__. f.0O 60m. ' St , - J_ Large scale map 11Pdicune B7p Nahcn 1 Fvear Fin Co Ibis - a o eeley a oBou der hit Pi er, `1 - I�rmal Fore, 100km 1 60mi er /� / YColond5 Large scale aenal 10 Back to Top US Department of Commerce National Oceanic and Atmosphenc Administration National Weather Service National Water Center 1325 East West Highway Silver Spnng, MD 20910 Questions HDSC Questions(@noaa aov Disclaimer I( Sub -basin imperviousness C6 3/21/2018 SB1 Land Use Area (ft2) I (%) Impervious Area, Grass 0 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 62290 40 Wghtd Avg & Total Area 62290 40 Acres 1 43 SB3 Land Use Area (ft2) I (%) Impervious Area, Grass 261158 2 Roofs 6000 90 Concrete Surfaces 4035 100 Dnveways, Gravel 13260 40 Wghtd Avg & Total Area 284453 7 Acres 6 53 T ENTIRE SITE Land Use Area (ft2) I (%) Impervious Area, Grass 555165 2. Roofs 30000 90 Concrete Surfaces 85000 100 Dnveways, Gravel 350000 40 26! Wghtd Avg & Total Area 1020165 Acres 23 42 SB2 Land Use Area (ft2) I (%) Impervious Area, Grass 0 2 Roofs 0 90 Concrete Surfaces 0 100 Dnveways, Gravel 51616 40 Wghtd Avg & Total Area 51616 40 _ Acres 1 18 SB4 Land Use Area (ft2) I (%) Impervious Area, Grass 28069 2 Roofs 2240 90 Concrete Surfaces 0 100 Dnveways, Gravel 12000 40 Wghtd Avg & Total Area 42309 17 Acres 0 97 OFFSITE OS1 Land Use Area (ft2) I (%) Impervious Area, Grass 448668 2 Roofs 0 90 Concrete Surfaces 0 100 Dnveways, Gravel 0 40 �Wghtd Avg & Total Area 448668 2 Acres 10 30 /� c PROJ NO DATE �/ / ° Ege WERNSMAN Inv ENGINEERING, INC. 1011 42nd STREET • EVANS, CO 80620 Phone (970) 353-4463 Fax(970)353-9257 PAGE C 6 `bj-c-i.3,,,.,,, c, f � 1 s io ri c Nr/o k) Rett, Q - c,z-fi Slam - 0,00 -7_ i ?5,d U - /Fps CS .07-7—= z 3 ,,-,: ri...1-cs ._1"- = 2,sy A-, 20-5- a. . = C l ig 6o7)(2.sy) _ , / 78 cPS//t (U5ecl 4 Fi4f jc»17d,� 1M-, To L.( I ei • ..),e_ t. Jo yz c42 13 Calculation of Peak Runoff using Rational Method Company Oate Project Caption 0395(11 —Cs) L, tr Computed tc = t, + t, te,inlmum. 5(urban) tminlmem= 10 (non urban) 321/2018 Cells of this color mo for required user Input = S° 01 Callao( [his color nro Calls of ihthiscobrare for optional overrido values_ v F for calculated results based on overrides t1 = Lr Regional tr = (26 — 170 + Selected t, = max(tminrmvrn min(Computed k Regional CM GOKS, GG Vt 60(141+ 7) S, Subcatchment Name Area (sc) NRCS Hydrologic Soli Group Percont Imporvlouenese Runoff Coefficient C Ocudand (Initial) Flow Time Channol@od (Travel) Flow Time 2 yr Syr 10-yr 25-yr 50-yr 100-yr 500 yr Overland Flow Length L, (ft) =Elocution (R) (Optional) ) DNS Elevation (R) (Optional) ( P ) Overland Flow Slope S NR .l ) Overland Flow Tlmo t min �( ) Channelirud Flow Length 4(R) WSElevatlon do (Optional) DM Elevation do (Optional) Channeliled Flow Slope 5,IRNR) NRCS Coactor ra FaclorK Channolised FlowfUsec)ry V1 (!ileac) Channoll=ed ime Flow ln) t,(min) OFFSITE 1030 A 2p 001 001 001 001 004 073 027 50D 00 0021 3458 123000 0@1 10 145 1415 - 1 . J . ,. S1 1 43 A 40 0 025 027 028 032 037 042 051 30000 0020 18 32 15900 0020 ' 10 170 158 _ S2 110 A 400 025 027 028 032 037 0421 051 30000 0038 1708 8400 0038 10 190 074 } S3 853 A 70 003 000~ 003 004 008 018 030 22700 0020 2318 102100 0000 15 118 1485 t S4 0 g7 A 17 0 008 009 010 012 017 024 030 800 0250 1 78 47100 0 012 15 1 64 417 r' Fsllro She 23 40 A 28 0 015 015 017 010 0 25 0 31 0 42 227 00 0020 2048 1027 00 0 008 15 1 18 14 85 s _ .i -- L u,r 142 . _ e _ z Q: -,,. r.,,,,, r.'f4u^ - 21: Select UDFCD location for NOAA Allan 14 Rainfall Doalhs from Iha aulidown Oat OR eater vour own deaths obtalnod from Iho NOAA wobehe ldick this HMO 2 yr 5•yr 10-yr 26yr 60•yr 100-yr 600-yr l hour rainfall depth P1 tin).4 084 I 111 I 130 I 104 I 224 I 208 I 393 Rainfall Intensity Equation COolBclonla = b e 28 50 I 10 00 I 0 788 I(ln/hr)— (b+tj° a•I'i Q(c/s) = CIA Time of Conandrallon Rainfall !atonally 1(InIhr) Peak Flow O cts) Computed t,(min) Regional t, (min) Soioclad 1. (min) 2-yr 5•yr 10-yr 25yr 50yr 100-yr 500-yr 2yr 5-yr 10-yr 25yr 50yr 100-yr 500-yr 48 73 40 40 90 1 09 1 44 180 2 39 2 91 3 48 510 000 009 013 0 27 126 4 50 14 03 I 19 88 27 19 88 180 219 274 383 442 529 776 080 084 1 11 184 232 319 568 _ , , 0 1780 1071 1780 175 232 290 384 488 580 821 053 074 098 144 204 281 500 L 37 82 46 82 37 82 1 15 1 51 1 90 2 51 3 05 3 65 5 38 0.20 0 29 0 41 0 73 1 89 3.93 10 47 r __ .. _ ,. .- x.- _ 595 28 10 00 227 3 00 3 70 4 98 8 00 725 10 83 018 0 26 0 38 0 58 1 00 1 71 3 75 ~ 3511 38 08 3511 1 20 1 58 1 98 2 83 3 20 383 5 et 4 08 5 72 7 71 11 95 18 48 27 98 553E - , ,. _ - , -- -, ,-r i , q e • i v - r" , ,. .. , i t i r r , r i - North Amencan Green 5401 St Wendel-Cynthiana Rd Poseyville, Indiana 47633 Tel 800 772 2040 Fax 812 867 0247 www nagreen com sion Control Materials Design Software Version 5.0 Project Name: C6 Project Number. 124278 Channel Name: North Channel in S1 Discharge 3 19 Peak Flow Period 1 Channel Slope 0 029 Channel Bottom Width 0 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardance Class Vegtation Type Vegetation Density Poor < 50% Soil Type Sandy Loam P300 Phase Reach Discharge Velocity Normal Depth Mannmgs N Permissible Shear Stress Calculated Shear Stress Safety Factor Remarks Staple Pattern P300 Unvegetated Straight 3 19 cfs 2 98 ft/s 0 52 ft 0 034 3 lbs/ft2 0 94 ibs/ft2 3 2 STABLE E P300 Reinforced Vegetation Straight 3 19 cfs 2 98 ft/s 0 52 ft 0 034 8 lbs/ft2 0 94 lbs/ft2 8 54 STABLE E Underlying Substrate Straight 3 19 cfs 2 98 ft/s 0 52 ft -- 2 lbs/ft2 0 9371bs/ft2 2 13 STABLE -- 1( YTH ME KA G ElE' mon Control Materials Resign Software Version 5 0 Channel Computations Project Parameters Specify Manning's n 0 03 Discharge 3 19 Peak Flow Period 1 Channel Slope 0 029 Bottom Width 0 Left Side Slope 4 Right Side Slope 4 Existing Channel Bend 0 Bend Coefficient (Kb) 1 00 Retardance Class (A - E) Vegetation Type Vegetation Density Poor <50% Soil Type Sandy Loam Channel Lining Options Protection Type 'Permanent Material Type Matting Type P300 Manning's N value for selected Product 0 03 Cross -Sectional Area (A) A=AL+AB+AR= 107 AL = (1/2)* Depth2 * ZL = 0 54 AB = Bottom Width * Depth = 0 AR = (1/2) * Depth2 * ZR = 0 54 Wetted Perimeter (P) P=PL+PB+PR= 427 PL = Depth * (ZL2 + 1)0 5 = 2 13 PB = Channel Bottom Width = 0 PR = Depth * (ZR2 + 1)0 5 2 13 Hydraulic Radius (R) R=A/P= i 025 Flow (Q) Q = 1 486 /n * A * R2/3 * S1/2 = I 319 Velocity (V) V=Q/A= I 298 Channel Shear Stress (Te) Td = 62 4 * Depth * Slope = 0 94 Channel Safety Factor = (Tp / Td) 3 2 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 0 94 CF = 0 ns = 0 03 North Amencan Green 5401 St Wendel-Cynthtana Rd Poseyville, Indiana 47633 Tel 800 772 2040 Fax 812 867 0247 www nagreen com i7 Soil Safety Factor Allowable Soil Shear (Ta) = 0 Soil Safety Factor = Ta / Te = 0 Conclusion Stability of Mat STABLE Conclusion Stability of Underlying soil STABLE Material Type Matting Type P300 Manning's N value for selected Product 0 03 Cross -Sectional Area (A) i A=AL+AB+AR= 107 AL = (1/2) * Depth2 * ZL = 0 54 AB = Bottom Width * Depth = 0 AR = (1/2) * Depth2 * ZR = 0 54 Wetted Perimeter (P) P=PL+PB+PR= 427 PL = Depth * (ZL2 + 1)0 5 = 2 13 PB = Channel Bottom Width = 0 PR = Depth * (ZR2 + 1)0 5 2 13 Hydraulic Radius (R) R=A/P= 1 025 Flow (Q) Q = 1 486/n* A *R2/3 *S1/2 = 1 3 19 Velocity (V) V = Q / A = 1 298 Channel Shear Stress (Te) Td = 62 4 * Depth * Slope = 0 94 Channel Safety Factor = (Tp / Td) 8 54 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 0 94 CF = 0 ns = 0 03 Soil Safety Factor Allowable Soil Shear (Ta) = 2 Soil Safety Factor = Ta / Te = 2 13 Conclusion Stability of Mat STABLE Conclusion Stability of Underlying soil STABLE Side Slope Liner Results 1 Normal Flow Analysis - Trapezoidal Channel Project Channel ID C6 SECS -B REQUIRED TO FLOW 1614 CFS T Z1 A Vo ED v B Z2 1 besion InformationZlnput) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0 0040 ft/ft n = 0 040 B= 000 ft Z1 = 4 00 ft/ft Z2 = 4 00 ft/ft F = 1 00 ft Y = 1.50 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wefted Penmeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= _ Fr= _ V= _ A= _ T= P= R= D=, Es= Yo= Fs= 1715 cfs 0 39 1 91 fps 9 00 sq ft 12 00 ft 12 37 ft 0 73 ft 0 75 ft 1 '56 ft 0.50 ft 0 34 kip SECB-B 04 xlsx, Basics 3/21/2018, 1 24 PM I1 Normal Flow Analysis - Trapezoidal Channel Project Channel ID 'C6 SECB-B REQUIRED TO FLOW 1614 CFS F, Y w T Z1 Ye 0 B Z2 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= n= B= Z1 = Z2 = F= Y= 0 0040 ft/ft 0 030 0 00 ft 4 00 ft/ft 4 00 ft/ft 1 00 ft 1.33 ft Normal Flow Condhon (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Penmeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= _ Fr= _ V= _ A= _ T= _ P= _ R=, D= _ Es= _ Yo= Fs= 16 59 cfs 051 2 35 fps 7 08 sq ft ` 10 64 ft 10 97 ft 0 65 ft 0 67 ft ,1 42' ft 0 44 ft 0 27 kip SECB-B 03 xisx, Basics 3/21/2018, 1 34 PM Normal Flow Analysis - Trapezoidal Channel Project Channel ID C6 SECC-C REQUIRED TO FLOW 16.14 CFS F A Y 36' T Z1 Yo Q W B Z2 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0 0080 ft/ft n = 0 040 B= 000ft Z1 = 4 00 ft/ft Z2 = 88 00 ft/ft F = 1 00 ft Y= 062ft Normal Flow Condtion (Calculated1 Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Penmeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs= 16 87 cfs 0 47 1 36 fps 1244 sgft 47 84 ft 47 91 ft 0 26 ft 0 26 ft 0 55 ft 0.17 ft 018 kip SECc-c 04 xlsx, Basics 3/21/2018, 1 27 PM Normal Flog Analysis - Trapezoidal Channel Project Channel ID C6 SECC-C REQUIRED TO FLOW 1614 CFS A 4, Y w T Z1 Yo O B Z2 1 besion Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0 0080 ft/ft n = 0 030 6= 000 ft Z1 = 4 00 ft/ft Z2 = 88 00 ft/ft F = 1 00 ft Y= 046 ft Normal Flow Condhon (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Penmeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= _ Fr= _ V= _ A= _ T= _ P= _ R D= Es= Yo= Fs= 16 60 cfs 061 1 68 fps 9 90 sq ft 4269 ft 42 75 ft 0 23 ft 0 23 ft 051 ft 0 15 ft 0 15 kip SECc-c 03 xlsx, Basics 3/21/2018, 1 27 PM Z1 Normal Flow Analysis v Trapezoidal Channel Project Channel ID C6 SECD-D REQUIRED TO FLOW 16.14 CFS Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0 0065 ft/ft n = 0 040 B= 000 ft Z1 = 7 00 ft/ft Z2 = 23 00 ft/ft F = 1 00 ft Y= 082ft Normal Flow Condtion (Calculated) Discharge Froude Plumber Flow Velocity Flow Area Top Width Wetted Penmeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= _ Fr= _ V= _ A= _ T= _ P= _ R= _ D= _ Es= Yo= Fs= 16 68 cfs 0 46 1 65 fps 10 09 sq ft 24 60 ft 24 68 ft 041 ft 041 ft 0 86 ft 0 27 ft 0'22 kip SECD-D 04 xlsx, Basics 3/21/2018, 1 32 PM 23 Norrnal Flow Analyses - Trapezoidal Channel Project Channel ID C6 SECD-D REQUIRED TO FLOW 16.14 CFS Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= n= B= Z1 = Z2 = F= Y= 0 0065 ft/ft 0 030 0 00 ft ,7 00 ft/ft 23 00 ft/ft 1.00 ft 0 73 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Penmeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 16.55 cfs Fr = - 0 60 V= 2 05 fps A= 808 sgft T= - 22 02 ft P= ' 22 09 ft R= .-0 37 ft D= 037ft Es= ', 080 ft Yo= 0 24 ft Fs= 0 19 kip SECD-D 03 xlsx, Basics 3/21/2018, 1 33 PM z_q pp®R�'�' B�► EMCAN MME CHANNEL ANALYSIS > > > SecE-E Name SecE-E Discharge 6 21 Peak Flow Period 2 Channel Slope 0 012 Channel Bottom Width 0 Left Side Slope 5 Right Side Slope 5 Low Flow Liner Retardence Class E <2 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Poor < 50% Soil Type Sand P300 - Class - Mix (Sod & Bunch) - Poor < 50% Phase Discharge Velocity Normal Depth Mannings N Permissable Shear Calculated Shear Safety Remarics� Staple ^Reach Stress Stress Factor I Pattern North American Green 5401 St. Wendel-Cynthtana Rd Poseyville, Indiana 47633 Tel 800 772 2040 >Fax 812 867.0247 www nagreen.com ECMDS v6 0 6 21 cfs s Unvegetated P300 Reinforced Straight 6 21 cfs 1 89 ft/s Vegetation Underlying Straight 6 21 cfs 1 89 ft/s 0 81 ft Substrate 0 032 081ft 0047 3 Ibs/ft2 8 Ibs/ft2 2 Ibs/ft2 0 53 Ibs/ft2 0 61 Ibs/ft2 0 17 Ibs/ft2 5 68 STABLE 1317 STABLE E 1195 STABLE E ®RTH AMERICAN GREED ANALYSIS COMPUTATIONS > >> > View Computa ion Project Parameters Specify Manning's n 0 047 Discharge 6 21 Peak Flow Period 2 Channel Slope 0 012 Bottom Width 0 Left Side Slope 5 Right Side Slope 5 Existing Channel Bend Bend Coefficient (Kb) 1 Channel Radius Retardance Class (A - E) E <2 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Poor < 500/0 Sod Type Sand Channel Lining Options Protection Type !Permanent Material Type Matting Type P300 Manning's N value for selected Product 0 047 Cross -Sectional Area '(A) A=AL+AB+AR= 329 AL = (1/2) * Depth2 * ZL = 1 65 AB = Bottom Width * Depth = 0 AR = (1/2) * Depth2 * ZR = 1 65 Wetted Perimeter (P) P=PL+PB+PR= 827 PL = Depth * (ZL2 + 1)0 5 = 4 14 PB = Channel Bottom Width = 0 PR = Depth * (ZR2 + 1)0 5 4 14 Hydraulic Radius (R) R=A/P= I 04 Flow (Q) Q = 1 486 / n * A * R2/3 * S1/2 = I 621 Velocity (V) V=Q/A= I 189 Channel Shear Stress (Te) Td = 62 4 * Depth * Slope = 0 61 Channel Safety Factor = (Tp / Td) 13 17 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 0 17 CF = 0 38 ns = 0 03 Sod Safety Factor Allowable Soil Shear (Ta) = 2 North American Green 5401 St Wendel-Cynthiana Rd Poseyville, Indiana 47633 Tel. 800 772 2040 >Fax 812 867 0247 www nagreen com ECMDS v6 0 Zo Sod Safety Factor = Ta / Te = I 11 95 Bend Shear Stress (Tdb) Tdb = I Bend Safety Factor Tdb = I Effective Stress on Blanket in Bend T(eb) Teb = Tdb * (1 -CF) * (ns / n )2 = I Soil Safety Factor in Bend Sod Safety Factor = Ta / Te = Conclusion Stability of Mat STABLE Conclusion Stability of Underlying soil STABLE Conclusion Stability of Mat (Bend) Conclusion Stability of Underlying Soil (Bend) Material Type Matting Type P300 Manning's N value for selected Product 0 032 Cross -Sectional Area (A) A=AL+AB+AR= 249 AL = (1/2) * Depth2 * ZL = 1 24 AB = Bottom Width * Depth = 0 AR = (1/2) * Depth2 * ZR = 1 24 Wetted Perimeter (P) P=PL+PB+PR= 719 PL = Depth * (ZL2 + 1)0 5 = 3 6 PB = Channel Bottom Width = 0 PR = Depth * (ZR2 + 1)0 5 3 6 Hydraulic Radius (R) R=A/P= 035 Flow (Q) Q = 1 486 / n * A * R2/3 * S1/2 = I 621 Velocity (V) V = Q / A = I 25 Channel Shear Stress (Te) Td = 62 4 * Depth * Slope = 0 53 Channel Safety Factor = (Tp / Td) 5 68 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 0 53 CF = 0 ns = 0 03 Soil Safety Factor Allowable Sod Shear (Ta) = 2 Sod Safety Factor = Ta / Te = 3 79 Bend Shear Stress (Tdb) Tdb = Bend Safety Factor Tdb = I Effective Stress on Blanket in Bend T(eb) Teb = Tdb * (1 -CF) * (ns / n )2 = I Soil Safety Factor in Bend Soil Safety Factor = Ta / Te = Conclusion Stability of Mat STABLE Conclusion Stability of Underlying sod STABLE Conclusion Stability of Mat (Bend) Conclusion Stability of Underlying Soil (Bend) Material Type Matting Type P300 vi Manning's N value for selected Product I 0 Cross -Sectional Area (A) A=AL+AB+AR= 329 AL = (1/2) * Depth2 * ZL = 1 65 AB = Bottom Width * Depth = 0 AR = (1/2) * Depth2 * ZR = 1 65 Wetted Perimeter (P) P=PL+PB+PR= 827 PL = Depth * (ZL2 + 1)0 5 = 4 14 PB = Channel Bottom Width = 0 PR = Depth * (ZR2 + 1)0 5 4 14 Hydraulic Radius (R) R=A/P= I 04 Flow (Q) Q = 1 486 / n * A * R2/3* S1/2 = I 621 Velocity (V) V = Q / A = 1 189 Channel Shear Stress (Te) Td = 62 4 * Depth * Slope = 0 61 Channel Safety Factor = (Tp / Td) 13 17 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 0 17 CF= 038 ns = 0 03 Soil Safety Factor Allowable Sod Shear (Ta) = 2 Sod Safety Factor = Ta / Te = 11 95 Bend Shear Stress (Tdb) Tdb = Bend Safety Factor Tdb = Effective Stress on Blanket in Bend T(eb) Teb = Tdb * (1 -CF) * (ns/ n )2 = I Sod Safety Factor in Bend Sod Safety Factor = Ta / Te = Conclusion Stability of Mat STABLE Conclusion Stability of Underlying soil STABLE Conclusion Stability of Mat (Bend) Conclusion Stability of Underlying Sod (Bend) -a NORTH AMERBCAN GREED CHANNEL ANALYSIS > > > Pond Rundown Name Pond Rundown Discharge 16 14 Peak Flow Penod 2 Channel Slope 0 055 Channel Bottom Width 0 Left Side Slope 4 Right Side Slope 4 Low Flow Liner Retardence Class E <2 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Poor < 50% Soil Type Sand P300 - Class - Mix (Sod & Bunch) - Poor < 50% Phase Reach Discharge Velocity Normal Depth Mannings N Perrnlssable Shear Calculated Shear Safety Remarks Staple Stress Stress Factor I Pattern North American Green 5401 St Wendel-Cynthiana Rd Poseyville, Indiana 47633 Tel 800 772 2040 >Fax 812 867 0247 www nagreen com ECMDS v6 0 P300 Unvegetated P300 Reinforced Straight 16 14 cfs 5 78 ft/s Vegetation Underlying Straight 16 14 cfs 5 78 ft/s 0 84 ft Substrate raig s 0 82 0 031 084ft 0033 3 Ibs/ft2 8 Ibs/ft2 2 Ibs/ft2 2 8 Ibs/ft2 2 87 Ibs/ft2 1 55 Ibs/ft2 107 STABLE 2 79 STABLE E 1 29 STABLE E 2� ,fib hh � RTHI GREEN ANALYSIS COMPUTATIONS > > > > View Computation Project Parameters Specify Manning's n 0 033 Discharge 16 14 Peak Flow Penod 2 Channel Slope 0 055 Bottom Width 0 Left Side Slope 4 Right Side Slope 4 Existing Channel Bend Bend Coefficient (Kb) 1 Channel Radius Retardance Class (A - E) E <2 in Vegetation Type Mix (Sod and Bunch) Vegetation Density Poor < 500/0 Soil Type Sand Channel Lining Options Protection Type 'Permanent Material Type Matting Type P300 Manning's N value for selected Product 0 033 Cross -Sectional Area '(A) A=AL+AB+AR= 279 AL = (1/2) * Depth2 * ZL = 14 AB = Bottom Width * Depth = 0 AR = (1/2) * Depth2 * ZR = 1 4 Wetted Perimeter (P) P=PL+PB+PR= 689 PL = Depth * (ZL2 + 1)0 5 = 3 45 PB = Channel Bottom Width = 0 PR = Depth * (ZR2 + 1)0 5 3 45 Hydraulic Radius (R) R=A/P= I 041 Flow (Q) Q = 1 486 / n * A * R2/3 * S1/2 = 11615 Velocity (V) V = Q / A = I 578 Channel: Shear Stress;(Te) Td = 62 4 * Depth * Slope = 2 87 Channel Safety Factor = (Tp / Td) 2 79 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 1 55 CF = 0 38 ns = 0 03 Sod Safety Factor Allowable Soil Shear (Ta) = 2 North American Green 5401 St Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel 800 772 2040 >Fax 812 867 0247 www nagreen com ECMDS v6 0 3� Soil Safety Factor = Ta / Te = I 1 29 Bend Shear Stress (Tdb) Tdb = I Bend Safety Factor Tdb = I Effective Stress on Blanket in Bend T(eb) Teb = Tdb * (1 -CF) * (ns / n )2 = I Sod Safety Factor in Bend Sod Safety Factor = Ta / Te = Conclusion Stability of Mat STABLE Conclusion Stability of Underlying soil STABLE Conclusion Stability of Mat (Bend) Conclusion Stability of Underlying Sod (Bend) Material Type Matting Type P300 Manning's N value for selected Product 0 031 Cross -Sectional Area (A) A=AL+AB+AR= 267 AL = (1/2) * Depth2 * ZL = 1 33 AB = Bottom Width * Depth = 0 AR = (1/2) * Depth2 * ZR = 1 33 Wetted Perimeter (P) P=PL+PB+PR= 673 PL = Depth * (ZL2 + 1)0 5 = 3 37 PB = Channel Bottom Width = 0 PR = Depth * (ZR2 + 1)0 5 3 37 Hydraulic Radius (R) R=A/P= 104 Flow (Q) Q = 1 486 / n * A * R2/3 * S1/2 = 11614 Velocity (V) V=Q/A= I 605 Channel Shear Stress (Te) Td = 62 4 * Depth * Slope = 2 8 Channel Safety Factor = (Tp / Td) 1 07 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 2 8 CF = 0 ns = 0 03 Sod Safety Factor Allowable Soil Shear (Ta) = 2 Sod Safety Factor = Ta / Te = 0 71 Bend Shear Stress (Tdb) Tdb = I Bend Safety Factor Tdb = Effective Stress on Blanket in Bend T(eb) Teb = Tdb * (1 -CF) * (ns / n )2 = I Soil Safety Factor in Bend Sod Safety Factor = Ta / Te = Conclusion Stability of Mat STABLE Conclusion Stability of Underlying soil STABLE Conclusion Stability of Mat (Bend) Conclusion Stability of Underlying Sod (Bend) Material Type Matting Type P300 3l Manning's N value for selected ProductI D Cross -Sectional Area (A) A=AL+AB+AR= 279 AL = (1/2) * Depth2 * ZL = 1 4 AB = Bottom Width * Depth = 0 AR = (1/2) * Depth2 * ZR = 1 4 !Netted Perimeter (P) P=PL+PB+PR= 689 PL = Depth * (ZL2 + 1)0 5 = 3 45 PB = Channel Bottom Width = 0 PR = Depth * (ZR2 + 1)0 5 3 45 Hydraulic Radius (It) R=A/P= I 041 Flow (Q) Q = 1 486 / n * A* R2/3 * S1/2 = 11615 Velocity (N) V=Q/A= I 578 Channel Shear Stress (Te) Td = 62 4 * Depth * Slope = 2 87 Channel Safety Factor = (Tp / Td) 2 79 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 1 55 CF = 0 38 ns = 0 03 Sod Safety Factor Allowable Sod Shear (Ta) = 2 Soil Safety Factor = Ta / Te = 1 29 Bend Shear Stress (Tdb) Tdb = Bend Safety Factor Tdb = I Effective Stress on Blanket in Bend T(eb) Teb = Tdb * (1 -CF) * (ns / n )2 = I Sod Safety Factor in Bend Soil Safety Factor = Ta / Te = Conclusion Stability of Mat STABLE Conclusion Stability of Underlying sod STABLE Conclusion Stability of Mat (Bend) Conclusion Stability of Underlying Sod (Bend) 3Z CULVERT STAGE -DISCHARGE SIZING (INLET vs OUTLET CONTROL WITH TAILWATER EFFECTS) Project C6 Basin ID S1 Status Design Information (Input) Circular Culvert Bartel Diameter in Inches Inlet Edge Type (choose from pull -down list) m Sargent OR Box Culvert Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v /ft h ) Culvert Length in Feet Manning Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated) Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output) ream, D=1 18 Grooved End with Headwall Height (Rise) _ Width (Span) _ Square Edge w/ 30-78 deg Flared Wingwall No = Inlet Elev = Outlet Elev = L= n= Kb = K= K= Ki= K.= Cd= 1 30 74 30 27 118 0 016 0 1 0 20 3 24 4 44 0 99 -0 0860 inches ft ft ft elev ft elev ft Water Surface Elevation (fL linked) Tailwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cis Controlling Culvert Flowrate cfs (output) Inlet Equation Used Flow Control Used 31 50 2 30 3 99 2 30 Regression Eqn INLET 31 60 2 70 4 07 2 70 Regression Eqn INLET 31 70 3 30 4 17 3 30 Regression Eqn INLET 31 80 3 90 4 28 3 90 Regression Eqn INLET 31 90 4 50 4 42 442 Regression Eqn OUTLET 32 00 5 20 4 58 4 58 Regression Eqn OUTLET 32 10 5 90 4 74 4 74 Regression Eqn OUTLET 32.20 6 60 4 90 4 90 Regression Eqn OUTLET 32 30 7 30 4 98 4 98 Regression Eqn OUTLET 32 40 8 00 5 36 5 36 Regression Eqn OUTLET 32 50 8 60 5 76 5 76 Regression Eqn OUTLET 32 60 9 20 614 614 Regression Eqn OUTLET 32 70 9 70 6 52 6 52 Regression Eqn OUTLET 32 80 10 20 6 84 6 84 Regression Eqn OUTLET 32 90 10 70 7 16 716 Regression Eqn OUTLET 33 00 11 20 7 49 7 49 Regression Eqn OUTLET 3310 11 70 7 78 7 78 Regression Eqn OUTLET 33 20 12 10 B 05 8 05 Regression Eqn OUTLET 33 30 12 60 8 35 8 35 Regression Eqn. OUTLET 33 40 13 00 8 62 8 62 Regression Eqn OUTLET 33 50 13 40 8 86 8 86 Regression Eqn OUTLET 33 60 13 80 9 13 913 Regression Eqn OUTLET 33 70 1410 9 37 9 37 Regression Eqn OUTLET 33 80 14 50 9 61 9 61 Regression Eqn OUTLET 33 90 14 90 9 83 9 83 Regression Eqn OUTLET 34 00 15 20 10 07 10 07 Regression Eqn OUTLET 34 10 15 60 10 29 10 29 Regression Eqn OUTLET 34 20 15 90 10 50 10 50 Regression Eqn OUTLET 34 30 16 30 10 72 10 72 Regression Eqn OUTLET 34 40 16 60 10 93 10 93 Regression Eqn OUTLET Processing Time NORTHDRIVE xism Culvert Rating 03 27 Seconds 8/11/2017 Determination of Culvert Headwater and Outlet Protection Project C6 NORTH DRIVE Basin ID Si S«6:TMEIl8 ® Sandy O Non Sandy [___ _ _ Design Information (Input) Design Discharge Circular Culvert Bartel Diameter in Inches INet Edge Type (Choose from pull -down list) Box Culvert. Barrel Height (Rise) m Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -doom list) Number of Barrels Inlet Elevation Outlet Elevation oB Slope Culvert Length Manning s Roughness Bend Loss Coefficient Exrt Loss Coefficient Tarhvater Surface Elevation Max Allowable Channel Velocity a =i 319 cfs D =I _ _ 18 'richesSquare End ProJectron v OR Height (Rise) _ Width (Span) _ No= Elev IN = 30 74 ft Elev OUT = 30 27 ft L= 118 ft n= kb = k, _ Elev Y, = ft V= 5 ft/s v ft ft 0 016 0 1 1 Required Protection (Output) Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Cntrcal Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Dlametert5OR Flow/(Span' Rise' s) Froude Number Tarhvater/Adjusted Diameter OR TailwaterlAdjusted Rise INet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Rival) Type Length of Protection Width of Protection Y, _ Ai = A= k. _ kr = k, _ Yn = Y, _ d= D, _ 1/(2'tan(O)) _ O/D^2 5 = Fr = YtID = HWi = HWo= HW = HW/D = d. _ d. _ Type = Lp = T= 0 60 0 64 1 77 0 50 3 24 4 74 0 83 0 68 1 Og 655 1 16 0 68 040 0 99 0 86 31 73 0 66 1 6 VL 5 3 ft ft' fe ft ft ft ft ft ft ft in in ft ft CULVERT STAGE -DISCHARGE SIZING (INLET vs OUTLET CONTROL VVITH TAILWATER EFFECTS) Project C6 Basin ID bETPOND OUTLET Status Design Information (Input) Circular Culvert Bartel Diameter In Inches Inlet Edge Type (choose from pull -down list) OR Box Culvert Bartel Height (Rise) in Feet Barret Width (Span) In Feet Inlet Edge Type (choose from pull -down list) orr• Salmi Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v /ft h ) Culvert Length in Feet Manning Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated) Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output) D=1 18 Grooved End with Headwall Height (Rise) _ Width (Span) _ Square Edge w/ 30-78 deg Flared Wmgwall No = Inlet Elev = Outlet Elev = L= n= Kb = K< _ K.= Kt = K.= C,= KEi,,, 1 179- 16 370 0 016 0 1 0 20 1016 11 36 099 -0 0860 Inches ft ft ft elev ft elev ft Water Surface Elevation (ft, linked) Tailwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate cis (output) Inlet Equation Used Flow Control Used 17 90 0 00 0 00 0 00 No Flow (WS < inlet) N/A 1810 0 20 4 86 0 20 Min Energy Eqn INLET 18 30 0 70 4 98 0 70 Min Energy Eqn INLET 18 50 1 50 5 08 1 50 Min Energy Eqn INLET 18 70 2 40 5 26 2 40 Regression Eqn INLET 18 90 3 50 5 41 3 50 Regression Eqn INLET 1910 4 80 5 60 4 80 Regression Eqn INLET 19 30 6 20 5 75 5 75 Regression Eqn OUTLET 19 50 7 60 5 98 5 96 Regression Eqn OUTLET 19 70 8 80 6 27 627 Regression Eqn. OUTLET 19 90 9 90 6 54 6 54 Regress= Eqn OUTLET 20 10 10 90 6 79 6 79 Regression Eqn OUTLET 20 30 11 90 7 06 7 06 Regression Eqn OUTLET 20 50 12 70 7 31 7 31 Regression Eqn OUTLET 20 70 13 50 7 55 7 55 Regression Eqn OUTLET 20 90 14 30 7 77 7 77 Regression Eqn OUTLET 21 10 15 00 8 01 8 01 Regression Eqn OUTLET 21 30 15 70 8 23 8 23 Regression Eqn OUTLET 21 50 16 40 8 44 8 44 Regression Eqn OUTLET 21 70 17 10 8 65 8 65 Regression Eqn OUTLET 21 90 17 70 8 84 8 84 Regression Eqn OUTLET 2210 18 30 9 05 9 05 Regression Eqn OUTLET 22 30 18 90 9 24 9 24 Regression Eqn OUTLET 22 50 19 50 9 42 9 42 Orifice Eqn OUTLET 22 70 20 00 9 60 9 60 Orifice Eqn OUTLET 2290 20 50 9 79 9 79 Orifice Eqn OUTLET 2310 21 00 9 97 9 97 Orifice Eqn OUTLET 23 30 21 40 10 15 10 15 Orifice Eqn OUTLET 23 50 21 90 10 34 10 34 Orifice Eqn OUTLET 23 70 22 30 10 49 10 49 Orifice Eqn OUTLET Processing Time PONDCULVERT xlsm Culvert Rating 01 00 Seconds 8/11/2017 7 05 AM 3s Design Information (Input) Determination of Culvert Headwater and Outlet Protection Project C6 Basin ID DET POND CULVERT SC4165VPICib ® sandy O Non -Sandy____ Design Discharge Circular Culvert Box Culvert Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Bartel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation QE Slope Culvert Length Mammngs Roughness Bend Loss Coefficient Exit Loss Coefficient Tadwater Surface Elevation Max Allowable Channel Velocity 0= 4 D =( _ 18 Square End Projection OR Height (Rise) _ Width (Span) _ No = Elev IN = Elev OUT = L= n= kb = k, _ Elev Yt = V= cfs (inches J ft ft v1 1 17 9 16 370 0 016 0 1 5 ft ft ft ft ft/s Required Protection (Output) Tailwater Surface Height Flow Area at Max Channel Velocrty Culvert Cross Sectional Area Available Entrance Loss Coefficient FrIctlon Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Talwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter's OR Flow/(Span ' Rise' 5) Froude Number Talwater/Adjusted Diameter OR Tailwaler/Ad/usted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Yi = Ai = A= k. _ kr = ka = Yn = Y, _ d= D. _ 1/(2'tan(0)) _ O/DA2 5 = Fr = Yt/D = HWi = HWo= HW = HW/D = dw _ d50 _ Type = Le = T= 0 60 0 80 1 77 0 50 10 16 11 66 088 0 77 1 13 6 28 1 45 0 76 0 40 1 13 0 16 19 03 0 75 2 6 VL 5 3 ft ft ft ft ft ft ft ft fto 5/s ft ft in in ft ft DETENTION VOLUME BY THE MODIFIED FAA METHOD Project C6 Basin ID (For catchments less than 160 acres only For larger catchments, use hydrograph routing method) (NOTE for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input) I • A= Type • T • Tc= q • P,• C,• Cs• Cs • percent acres A, B C or D years (2 5 10 25 50 or 100) Design Information (Input], I • A• Typo • T • Tc= q • P,• C,• Cs= Cs • 26 00 percent acres A.13 C orf3 lyears (2 5 10 25 50 or 100) Catchment Dramas° Impervousness Catchment Drainage Area Prednwlopmenl MRCS Sod Group Return Paned for Detention Control Time of Concentration of Watershed Allowable Una Release Rate Ono -hour Prodpaaiwn Design Rainfall IDF Formate I =C, PACs•TaiC, Coefficient One Coefficient Two Coeffioent Throe 2e DO Catchment Drainage Impervknonesa Celchmenl Drainage Area Prodevelopment NRCS Sal Group Retum Pencd for Delentan Control Time of Conenuetnn of Watershed Allowable Und Release Rate One -hour Preapdahon Design Rainfall IDF Formula I= C, P,l(Cs•TJ"C, Coefficient One Ccel6cenl Two Coefficmnl Three 23400 23400 A A 10 100 29 minutes cfs/acre inches 20 ndnutes cfs/acre Inches 0 02 018 147 2 B 2850 2850 10 10 0 789 0 789 batermination of Averaoe Outflow from the Basin fCelcuiated) cis cfs cubic feat ncro It for 5 -Minutes) Determination of Average Outflow from the Basin iCalculatecit cfs cis cubic feat acre ft Runoff Coefficient Inflow Peak Runoff Allowable Peek C • Op -In • Outflow Rale Opout • Mod FAA Minor Storage Volume = Mod FAA Minor Storage Volume = c Enter Rainfall Duration Incremental Increase Value 023 Runoff Coefficient C • Inflow Peak Runoff Op in • Allowable Peek Outflow Rate Op -out • Mod FAA Major Storage Volume = Mod FAA Major Storage Volume = 0 36 12 52 3574 0 42 4 21 44854 84 828 1025 1 647 30 Hero fe g 5 Rainfall Duration minutes llnPul) Rainfall Intensity Inches/hr (Output) Inflow Volume acre-feet (output) Adiustmenl Fedor rn (getout) Average Outflow ds (output) Outflow Volume ego -feet (output) Storage Volume acre feet (output) Rainfall Duration mtnulea (input) Rainfall Intensity Inches/ hr (output) Inflow Volume acre -foal (output) Adlusbnenl Factor m (pinata) Average Outflow cfs (mama) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 000 0000 000 000 0000 0000 0 000 0000 000 000 0000 DODO 30 228 0507 098 041 0017 0490 30 418 1448 098 414 0171 1276 60 1 47 0 652 0 74 0 31 0 028 0 027 BO 2 87 1 882 0 74 312 0158 1 604 90 1 11 0 739 0 60 0 28 a 035 0 704 00 2 02 2 108 O 00 2 78 0 345 1 782 120 O BO 0 801 0 62 0 26 0 093 0 757 120 t 84 2 285 O 82 2 61 0 432 1853 160 076 0850 060 025 0052 0798 160 139 2424 0 B 251 0519 1905 180 007 0600 058 024 0081 0830 180 122 2540 058 245 0606 1934 210 050 0026 057 024 0069 0858 210 108 2640 057 240 0003 1047 240 0 54 0958 0 50 0 24 0 078 0 878 240 0 08 2 728 0 56 2 36 0 780 1 047 270 0 49 0 983 0 55 0 23 O 087 0 897 270 0 90 2 808 0 56 2 39 0 887 1 939 300 0 45 1008 0 55 0 23 0 085 0 913 300 0 83 2 877 0 55 2 31 O 064 1 023 330 0 42 1 031 0 54 023 0 104 0 027 330 0 77 2943 0 54 2 20 1 041 1 001 360 0 39 1052 0 54 023 0113 0 040 360 0 72 3 003 0 54 228 1 128 1 875 390 0 37 1 072 0 54 0 23 0 122 0 950 300 0 68 3 059 0 64 2 20 1 216 1 844 420 0 35 1 000 0 53 0 23 0130 0 960 420 084 3.112 0 63 2 25 1 302 1 809 450 033 1108 053 022 0139 0009 450 061 3181 053 224 1389 1772 460 0 32 1 124 0 53 0 22 0148 0 977 480 0 58 3208 0 53 2 23 1 477 1 732 510 0 30 1 140 0 63 0 22 0156 0 983 510 0 65 3.252 0 53 2 23 1 584 1 089 540 029 1155 053 022 0165 0000 640 053 3295 053 222 1051 1644 570 028 1 100 0 53 0 22 0 174 0 995 570 O SO 3 335 0 53 2 21 1 738 1 597 BOO 027 1182 052 022 0182 1000 BOO 048 9374 052 221 1825 1540 030 026 1 195 0 52 0 22 0 101 1 004 830 0 47 3 411 0 52 2 20 1 912 1 400 880 0 25 1208 0 52 022 0 200 1 008 660 0 45 3 448 0 52 2 20 1 999 1 447 600 0 24 1 220 0 52 022 0 209 1 011 000 0 43 3 480 0 52 2 10 2 086 1 305 720 023 1231 052 022 0217 1014 720 042 3513 052 210 2173 1341 750 0 22 1242 0 52 022 0 228 1 018 750 041 3 545 0 62 2 19 2 260 1186 780 0 22 1253 0 52 0 22 0 235 1 010 780 0 40 3 576 0 62 2 18 2 347 1 229 810 0 21 1264 0 52 022 0 243 1 020 810 0 38 3 608 0 62 2 18 2 434 1 172 840 0 20 1274 0 52 0 22 0252 1 022 840 0 37 3 835 0 52 2 18 2 521 1 114 870 0 20 1 284 0 62 022 0 201 1 023 870 0 30 3 663 0 52 218 2 808 1 050 000 0 19 1293 0 52 022 0 260 1 024 000 0 35 3 891 0 52 2 17 2 605 0 096 030 019 1303 0 52 0 22 0 270 1 025 930 0 34 3 717 0 62 2 17 2 702 0 938 WO 0 18 t 312 0 62 022 0.287 1 025 900 0 34 3 743 0 52 2 17 2 860 0 875 OBO 018 1321 051 022 0296 1025 090 033 3709 051 217 2950 0813 1020 0 16 1 329 0 51 0 22 0 304 1 025 1020 0 32 3 793 0 51 2 17 3 043 0 750 1050 017 t338 051 022 0313 1025 1050 031 3918 051 218 3130 0886 1080 0 17 1 346 0 61 022 0 322 1 024 1080 0 31 3 841 0 51 2 18 3 217 0824 1110 O 18 1 354 0 51 022 0 330 1 024 1110 0 30 3 664 0 51 2 16 3 304 0580 1140 016 1 1:02 051 022 0330 1023 1140 020 3887 051 218 3381 0408 1170 0 16 1 370 0 51 022 0 348 1 022 1170 0 29 3 009 0 51 2 10 3 478 0 431 1200 0 15 1 377 0 51 012 0 357 1 021 1200 026 3 930 0 51 2 16 3 585 0 385 1230 0 15 1 385 0 51 022 0 365 1 020 1230 028 3 951 051 2 10 3 652 0200 1280 0 15 1 302 051 0 22 0 374 1 018 1260 027 3 972 0 51 2 16 3 739 0 233 1290 0 15 1 399 0 51 022 0 383 1 017 1290 0 27 3 993 0 61 2 15 3 820 0 180 1320 0 14 1 406 0 51 022 0 387 1 015 1320 0 26 4 013 0 51 2 15 3 913 0 090 1350 014 1413 051 022 0400 1013 1350 028 4032 051 215 4000 0032 1380 0 14 1 420 0 51 0 22 0 409 1 011 t 380 025 4 051 0 51 2 15 4 087 -0 030 1410 014 1426 051 021 0417 1000 1410 025 4070 061 216 4174 -0104 1440 0 13 1 433 0 51 021 0 428 1 007 1440 0 24 4 089 0 51 2 15 4 201 -0 172 1470 013 1439 061 021 0435 1004 1470 024 4107 0.51 275 4348 -0241 1600 013 1 448 0 51 021 0 444 1 002 1500 0 24 4125 051 2 15 4 435 -0 310 1530 0 13 1 452 0 51 0 21 0452 1 000 1630 0 23 4 143 0 51 2 15 4 522 -0 380 1560 013 1458 051 021 0461 0987 1500 023 4180 051 216 4809 -0449 1600 0 12 1 484 0 51 021 0 470 0 004 159D 0 23 4 177 0 51 2 14 4 606 -0 510 1820 012 1 470 051 0 21 0 478 0 991 1820 022 4 194 0 61 2 14 4 783 -0 589 10.50 Ott 1478 051 021 0487 0980 1050 022 4211 051 214 4870 -0e60 1680 0 12 1481 0 51 0 21 0 498 0 988 1880 022 4 227 0 51 214 4 058 -0 730 1770 012 1487 051 021 0504 0083 1710 021 4244 051 214 6045 -0801 1740 012 1483 051 021 0513 0080 1740 021 4259 051 214 5132 -0872 1770 0 11 1 408 0 51 021 0522 0 078 1770 021 4 275 0 51 2 14 5 219 -0 943 1800 0 11 1 504 0 51 021 0 531 0 973 1800 021 4 281 0 51 2 14 5 306 1 015 go Volume (cable fL) = 41656 Mod FAA Ma or Storage Volume (cubic ft ) • 84 B28 Mod FAA Minor Storage Volume (acre ft) = 1 0251 Mod FAA Major Storage Volume (acre fL) = 1 9474 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Verston 2 35, Released January 2015 _ crlDetenhon v2.35ads Moddied FAA 3r2•f2018 1 57 PM 37 STAGE -STORAGE SIZING FOR DETENTION BASINS W Project Basin ID sec snipe i L se: Slap 2 > see siepez Design Information (Input) Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (H V), za = Stage -Storage Relationship ft ft ft/ft E L ! Check Bas Sha•e Right Tnangle - OR Isosceles Tnangle - OR Rectangle - OR Circle / Ellipse - OR Irregular - (Use Ovende values in cells G32 G52) Storage Requirement from Sheet 'Modified FAA Storage Requirement from Sheet Hydrograph' Storage Requirement from Sheet 'Full -Spectrum' MINOR MAJOR 1 03 1 95 acre -ft acre -ft. acre -fl Labels for WQCV, Minor 8 Major Storage Stages (input) Water Surface Elevation ft (input) Side Slope (H V) ft/ft Below El (input) Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) Surface Area at Stage ft2 User Overide Volume Below Stage ft' (output) Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target Volumes for WQCV, Minor, 8 Major Storage Volumes (for goal seek) 17 90 0 0 000 0 000 18 00 0 00 0 00 868 43 0 020 0 001 19 00 0 00 0 00 13 931 7 443 0 320 0171 wgcv 19 27 0 00 0 00 14 626 11,298 0 336 0 259 20 OD 0 00 0 00 16,901 22 805 0 388 0 524 21 00 , 0 00 0 00 20 088 41 300 0 461 0 948 22 00 0 00 0 00 24,738 63 713 0 568 1 463 100-yr 23 00 0 00 0 00 29,261 90,712 0 672 2 082 MIA #WA #WA OVA #NIA #NIA #N/A #N/A MIA #WA #N/A #WA #N/A # WA #N/A #N/A MIA #NIA #N/A #NIA #N/A #NIA #N/A #NIA #N/A #N/A #WA #N/A #WA #N/A #N/A #N/A #N/A #N1A #WA #NIA #N/A #NIA #WA #NIA #NIA #N/A ' #WA #NIA #NIA #NIA #N/A #N/A #N/A #NIA #NIA #WA # WA #N/A #N/A #N/A #NIA #NIA #WA #NIA MIA #NIA #N/A #NIA #NIA #WA #WA #N/A # WA #N/A #NIA #NIA c6Detention_v2 35 xls Basin 3/21/2018 1 58 PM vc (-) Project C6 Basin ID WQCV Design Volume (Input) Catchment Imperviousness, la = Catchment Area, A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows, h = Number of rows, NL = Orifice discharge coefficient, Co = Slope of Basin Trickle Channel, S = Time to Drain the Pond = Watershed Design Information (Input) Percent Sod Type A = Percent Sod Type B = Percent Sod Type C/D = Outlet Design Information (Output) 26 0 23 40 1 8 00 1 00 0 65 0 005 40 100 percent acres Diameter of holes, D = feet Number of holes per row, N = inches ft/ft hours % % % Height of slot, H = Width of slot, W = Water Quality Capture Volume, WQCV = Water Quality Capture Volume (WQCV) _ Design Volume (WQCV / 12 *Area * 1 2) Vol = Outlet area per row, A0 = Total opening area at each row based on user -input above, A0 = Total opening area at each row based on user -input above, A0 = 1 458 1' OR inches inches inches 0 112 watershed inches 0 218 acre-feet 0 262 acre-feet 1 67 square inches 1 67 square inches 0 012 square feet VN) --O c6Detention_v2 35 xls, WQCV 3/21/2018, 1 58 PM REESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL. ORIFICES Project Basin ID. Sizing the Restrictor Plate for Circular Vertical Onfices or Pipes (Inputl Water Surface Elevation at Design Depth PipeNertical Onfice Entrance Invert Elevation Required Peak Flow through Onfice at Design Depth PipeNertical Onfice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated) Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3 1416) Flow area Top width of Onfice (inches) Height from Invert of Onfice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Onfice at Design Depth Elev WS = Elev Invert = Q= Dia = Ca = Af = Theta = Qf = Percent of Design Flow = Theta = A0 = To = Yo = Elev Plate Bottom Edge = Qo = Width of Equivalent Rectangular Vertical Orifice Equivalent Width = #1 Vertical Onfice #2 Vertical Onfice 4;923 00 4,917 90 421 180 0 65 1 77 3 14 192 456% 1 07 0 36 15 79 0 39 4,918 29 42 0 92 C$ c6Detention_v2 35 xls, Restnctor Plate 3/21/2018, 1 59 PM Size Overflow Wier FOR SITE H = (Q/Cd*W)^ 667 H = (Q/Cd*W )^ 667 H = (69/3 1 *24)^ 667 Q= Cd= W= Height= 32 48 cfs 31 30 ft 0 4959319 ft 40° 11 34 N 40° 11 23"N 3 V Hydrologic Sod Group —Weld County, Colorado, Southem Part M5440 Map Scale 1 2,460 d panted on A landscape (i1" x 8 S') shed. -W, Meters 0 35 70 140 210 Feet 0 100 200 400 600 Map project= Web Mercator Corner000ninates WGS84 Edge bcs WM Zone 13N WGS84 USDA Natural Resources Conservation Service Web Sod Survey National Cooperative Sod Survey 525990 3 a 7/24/2017 Page 1 of 4 40° 11 34"N 40° 1123'N Hydrologic Sod Group —Weld County, Colorado, Southern Part MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soli Rating Polygons Q A 0 A/D 0 B 0 B/D 0 C 0 C/D 0 D Q Not rated or not available Soil Rating Lines ,.so A � AID ,.AO B vRisio B/D C ,.as C/D ONO ,.as D • Not rated or not available Soil Rating Points o 0 o o A/D B B/D ® C © C/D © D O Not rated or not available Water Features Streams and Canals Transportation 444 Rails ciao Interstate Highways ¢ate US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The sod surveys that comprise your AOI were mapped at 1 24,000 Warning Soil Map may not be valid at this scale Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale Please rely on the bar scale on each map sheet for map measurements Source of Map Natural Resources Conservation Service Web Soil Survey URL Coordinate System Web Mercator (EPSG 3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required This product is generated from the USDA-NRCS certified data as of the version date(s) listed below Soil Survey Area Weld County, Colorado, Southern Part Survey Area Data Version 15, Sep 22, 2016 Soil map units are labeled (as space allows) for map scales 1 50,000 or larger Date(s) aerial images were photographed Mar 16, 2012 -Apr 13, 2012 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps As a result, some minor shifting of map unit boundaries may be evident USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/24/2017 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydr logic Soil Group Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southem Part (CO618) Map unit symbol Map unit name Rahng Acres in AO1 Percent of AOI 69 Valent sand, 0 to 3 percent slopes A 70 Valent sand, 3 to 9 percent slopes A I Totals for Area of Interest 22 5 36 86 3% 13 7% 26 0 100 0% Description Hydrologic soil groups are based on estimates of runoff potential Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D) The groups are defined as follows Group A Soils having a high infiltration rate (low runoff potential) when thoroughly wet These consist mainly of deep, well drained to excessively drained sands or gravelly sands These soils have a high rate of water transmission Group B Soils having a moderate infiltration rate when thoroughly wet These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture These soils have a moderate rate of water transmission Group C Soils having a slow infiltration rate when thoroughly wet These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture These soils have a slow rate of water transmission Group D Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material These soils have a very slow rate of water transmission If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas Only the soils that in their natural condition are in group D are assigned to dual classes USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Sod Survey 7/24/2017 Page 3 of 4 LH Hydrologic Soil Group —Weld County, Colorado, Southern Part Rating Options Aggregation Method Dominant Condition Component Percent Cutoff None Specified Tie -break Rule Higher USDA Natural Resources Web Sod Survey 25-2157-7 Conservabon Service National Cooperative Soil Survey 7/24/2017 Page 4 of 4 liC Cr) ce U P ERTYY ®U N ARY .f SITE C,inCR 28a LV WOR 28 f� 9- 47L 7 l3j CC qa{ CR 29 REFERENCES 1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,3 DATED JUNE 2001 REVISED AUGUST 2008 2. RUNOFF ANALYSIS-UD RATIONAL SPREADSHEET v1 02a DATED SEPT 2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME I 3. CULVERT DESIGN-UD -CULVERT SPREADSHEET v2 04 DATED JULY 2012 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1 4. CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1.05 DATED OCT 2013 5. UD-DETENTION_2.34 DATED NOV 2013 y-7 x 4950;8 x 4,4 73 047 / / ■ _ 9949.06 I'~ x 4947 71 NORTH AMERICA GREEN P300 EROSION CONTROL MAT SE SEC E -E x 4946 71 x 4945.90 NORTH AMERICA GREEN P300 EROSION CONTROL MAT SE j4649 't SEC A - A x 4944_34 _ i ' ;'4946 0)' / / . •946;7 r, x 4944 46 Pri / x 4, 37 / I / I I / / 4940 70 / 1/ / I 4 I EXISTING BASINS SCALE 1' - 500' C6BASINMAPAND GRADING PLAN 13159 WCR 39 WELD CUUNTy, COLORADO 1 1 I I x 49409349S* ! / Ix ••• 57 x 4934 82 66 x 49 x 4936 62 x 49 x 74939.50 r a 4936 87 49669 66 ■ 4936.29 • \ / \ , 1 / / 4937 69/ / / 4939.6 1 1 1 I I I I / / / x 4936,96 / / 4935 41 1934 3 4934 7 493541( �/ I / / / I r ! / / I / I / / / / / / / / / / 49 1 6.47 I 1 I I 1 I I I I / / / 926 3J r 1 •129 / 1\ \ / / / / I / / / / / / / / / / / / /P / / / / 1 / / / / / I I P OU/vE •'4931 62 ♦ x 493 4934 1 ITH • • x 1030 5• \I x 494,7-5 ♦\ • 4931 /2 x 4826 91 79 34 .4927 94 1 \ x j43305 x 49v ....8 1193.2.08. / / x,49791• _ Sat -0 mince- , -r i R _4fi3 e2"' 4 767x�(69amr IYJ17r - - l - / I , N776S / / / // f 1 / `x •976-4 .. OC �lO stbed Thre 1�.•. ' W . 424. 9'0 t'• • tD0 000 '0-0 I c.orto x4926.64 / / al 7 R 493311 el *19],x3*3i 71 4931 3x5 ti93i_, / — : 4930 64 432 00 84.•49290 494 I 4931 00 , EXISTING BUILDING fD� it 4926.62 4926 127 -.1t (11PJ 4927 e7 x 4926 37 ♦�\ x(492699 '---------- \‘ \ ♦ 199ybe x4926.87' / • 1:1492)413- - - - K \• -x1176.42 / +v1931▪ .08 / I / ' x 46 70 x 4930 63 I I_ 1 • / r• I / 1 1 • , ; 4979.94o/I x s9j6I74 / / / / x GM 25 / / x 4926.61 . x / - - - 4925 43 / / / / / / / / / / / 1 I I I / / / / �. / / // / / / / / .' e0 / / _ / 40. • / / / , / / / / / / EXISTING BUILDING --------- x-4aair x 49_26 48 _ _ \ / / / / / 0 30 60 • k 4927 63 I 4925 74 / \ r 49716 Se / 1 SOUTH SIXILLNTH CORNLR SECTION 30, T3N, R65W 1 1 x 4974.79 99 \ N \ • I • _I • 4 e4 1 ♦ • 497ev1 J _4976 49•.-. 4 w 4926.01 , -' TNV x 49 INURING, \ _ — G7 4t77 5 4,27 46 I DE TEy.110r3 POND - •O0TLE T 5 ;IR_ aISIOR1C RELEA5VRATE W0CV ELEV= - _a- 4.2 US �.,.,. ran ------ _ 4925 13x Y 4925 x 4926 90- - - - 1- - - --- -- ---- - - --'' - �{ ■ 4927.05 20' X 100' NORTH AM,ERICA GREEN P300 EBOSS7ON CONTROL MAT - STORMWATER DETEN TION/Af2EA NO BUILD OR STORAge MIN VOLUME = 84,828 CU FT x = EXISTING ELEVATION TO REMAIN • = PROPOSED GRADE ELEVATION 1 1 1 I 1 1 1 1 1 120 _ " \ 240 I , 1 I 1 1 1 1 • 1 1 1 1 1 \ / / / 30' WIDE/EMERGENCY OVE,J?ILOW At ELEV 4923 SEE DE TAIL / / l ♦ ▪ -•••• V I 1 \ \ 1 I 1 1 1 I 1 I I I I / x 4943 71 (il 4923. 492444* 923 00 R /' \ I / \ el \ 923 N ■ ` . I . . 1 I I� I' 1 /--/1 ,'�,/, f, / / I/ I I I 18' C'8111�(ERT ,' 1/ /- -• ,, EL INM1�4917 g" �/' I• ,/ ,' /� /� / \\ / -�� OUT - 49160 / ,1 /' / I I I 1 I I 1 / \ L 1,70' ' ' / •L. / / � I SLOP � 0 SIX / /-' / ,//' /I,'/,/I,'.-•/::: /,-/,'III' I/,•,// /, ,f III / ,'. .,/ ,�' , I I I 1% • . / / /1. /r / /' 1,-- I I I / / / / / 1 1 I f// /' ,/ ,/ //I ,/ /' 4'.... t i 7' X 31 X 18" .THICK/ ./ // ' '/ /-' I C tee/ �// 9" �iDE 1-950/RIP,kA // //• Y,,y. \ / / '�I jj / / / / / / / / / // ▪ // • /. ▪ �/ / / �/ ▪ / / / / II�,�i ./ ./ / .' .' .•.... / ./ / /rl 1 I 1 4,44 II II I NGL WATER SOLUTIONS DJ • C2 +.....-.JA�•AI.�. 1+4i rtJJ.rw -1,7A t, i € ;j t� i₹ Ref 8P-W-UIC UNITED STATES ENVIRONMENTAL PROTECTION AGENCY REGION 8 1595 Wynkoop Street DENVER, CO 80202-1129 Phone 800-227-8917 http //www epa gov/reg[on08 Mr Nick Valencia NGL Water Solutions DJ, LLC 3773 Cherry Creek Drive, North Suite 1000 Denver, Colorado 80209 Dear IVIr. Valencia JUL 31 2015 RE CLASS V UIC PROGRAM Rule Authorization Large Capacity Septic System NGL Water Solutions DJ, C6 Site 13159 Weld County Road 39 Platteville, Colorado EPA File #CO50000-10973 Thank you for submitting the Undergiound Injection Control (UIC) Class V Shallow Waste Disposal System/Well Request Form that we received on July 10, 2015 Aftei reviewing your inventory data, we have determined that you operate at least one Class V disposal system. Therefore you are regulated under the Environmental Protection Agency's UIC Program in accordance with Title 40 Code of Federal Regulations (40 CFR) Parts 144 and 146, which have been promulgated cinder Part C of the Safe Drinking Water Act, 42 United States Code Sections 1421 through 1428 A copy of 40 CFR Section 144 12, which applies to Class V injection wells, is endlosed Your Class V disposal system(s) is currently "authorized by rule" in accordance with 40 CFR Sections 144 24 and 144 84(a) that allows you to operate your Class V disposal system(s) without a full permit Your Class V disposal system(s) must comply with, among other requirements, 40 CFR Section 144 12(a) that prohibits any underground injection that may endanger an underground source of drinking water (see enclosure) Your Class V disposal system(s) is also subject to periodic compliance inspections, which may include sampling and analysis of your fluids Finally, be aware that under 40 CFR Sections144 12(c), (d), and (e), the EPA can require you to apply for a permit or close your disposal system(s) under certain circumstances (e g , if all or part of the fluids you discharge changes from solely sanitary domestic wastes to uidustnal wastes) Pnnted on Recycled Paper 4.vanrmaxmars .4.66.5503.179011 Failure to comply withlhe above requirements will result in violations of UIC regulations and possible enforcement actions and penalties Please be advised that this rule authorization pertains solely to the UIC Program and does NOT relieve you from satisfying any other federal, state, or local regulations that may apply Please contact Craig Boomgaard at (800) 227-8917 extension 312-6794 or (303) 312-6794 if you have any questions or need more infoimation. Additional information on the EPA Region 8,Class V program can also be found online at http //www2 epa.gov/region8hegion-8-class-v-program Douglas Minter UIC Unit Chief Office of Partnerships and Regulatory Assistance Enclosure Class V'Brochure SBREFA Information Sheet Copy of UIC regulations 40 CFR Section 144 12 CC i Cooper Murray M3 Construction, LLC 2861 West 120th Avenue Suite 250 Westminster, Colorado 80234 cmurray@m3construct.com Pnnted on Recycled Paper CG' August 21, 2015 Mr. Nick Valencia M3 Construction 2861 W. 120th Avenue, Suite 250 Westminster, CO 80234 ENVIRONMENTAL OR V0MO via email: nvalencia@m3-construct.com Subject: Revised Septic System Report and Design high Sierra C6 Facility 13159 Weld County Road 39 Platteville, CO 80651 Dear Mr. Valencia: Attached is the revised septic system report and design you requested for the C6 solids processing facility located at 13159 Weld County Road 39, Platteville, Weld County, Colorado. The document contains a Report and Site Plan including details of the soil investigation and percolation test as well as a design for an on -site water treatment system (OWTS). The report and design were prepared in conformance with current Weld County department of Public Health and Environment, On -Site Wastewater Treatment System Regulations. The system will function satisfactorily if installed, operated, and maintained in accordance with the system design and recommendations. CGRS appreciates the opportunity to provide professional engineering; services to M3 Construction, LLC. If you have any questions or comments regarding this report and design, please contact me at (970) 493-7780. Sincerely, CGRS, Inc. Roger Sterling, P.E. Project Manager/Engineer Reviewed by. 461,••• . -.'t. v . • , tkti J s .\ Project Engineer Enclosures: C'-6 Onsite Water Treatment System Report and Design Document 1301 Academy Court Fort Collins, CO 80524 T 800-288-2657 F 970-493-7986 www.cgrs.com Revised Onsite Water Treatment System Report and Design Document NGL Water Solutions C-6 Facility 13159 Weld County Road 39 Platteville. Colorado 80651 Energy Partners LP CONSTRUCTION CGRS Project Number: 1-12462-10695af Prepared for: M3 Construction, LLC 2681 W 120"" Avenue, Suite 250 Westminster, Colorado 80234 Prepared by: C GI We solve problems CGRS, Inc. 1301 Academy Court Fort Collins. CO 80524 Table of Contents INTRODUCTION . .. 1 0 REPORT AND SITE PLAN 1 1 Preparer's Credentials 1 2 PrelimmarY Site Evaluation 1 2 1 Property Information 12 2 Existing OWTS Records . 1 2 3 Published Site Information 1 2 4 Physical Features Requiring Setbacks 12 5 Preliminary Soil Treatment Area Size Estimate 1 3 Reconnaissance 1 3 1 Landscape Position 1 3 2 Topography 1 3 3 Vegetation 1 3 4 Natural and Cultural Features 1 3 5 Current and Histonc Land Use 1 4 Detailed Soil Investigation 141 Subsurface Soils 1 4 2 Percolation Test 2 0 SEPTIC SYSTEM DESIGN AND CONSTRUCTION 2 1 Septic Tank Volume 2 2 Infiltration Area 2 3 Materials and Construction Methods 2 3 1 Piping 2 3 2 Distribution Box 2 3 2 Septic Tank 2 3 3,Infiltration Chambers 2 4 Penodic Inspections/Pumping/Operating Piactices APPENDICES Appendix A Appendix B Appendix C — Appendia D — Figures — Soil Map, Map Legend, and Map Unit Legend Soil Investigation Photo Log — Test Pit Logs , _ _ .1 1 2 2 2 2 3 3 4 4 4 4 4 4- . 4 5 '5 6 .6 6 7 7 .7 . 7, 8 9 OWTS Report and Design Document NGL C6 Injection Facility August 21, 2015 INTRODUCTION This document provides a Report and Site Plan as well as the Design Document for an onsite wastewater treatment system (OWTS) for a proposed facility located east of Platteville in Weld County, Colorado This Report and Site Plan/Design .Document have been prepared by CGRS, Inc, for M3 Construction, LLC, 2831 West 120th Avenue, Suite 250, Westminster, Colorado This document is organized to address the requirements of Article V — "Site and Soil Evaluation" of Chaptei 30 of the Weld County Department of Public Health and Environment — On -Site Wastewater Treatment System Regulations (OWTS Regulations). CG4S- We sa/se problems - This report provides percolation test 'results and septic system recommendations for a proposed solids processing facility to be located at 13159 Weld County Road 39 in the SE 1/4 of the SE 1/4 of Section 30, T3N, R65W, of the 6th PM, Weld County, Colorado A produced water facility located in the N 1/2 of the SE 1/4 of the SE 1/4 of Section 30 is currently operating at the site as is depicted in the adjacent aerial photo of the property An OWTS will service the new solids processing facility The proposed building will be constructed with a single bathroom with sink and toilet and will not utilize a shower or bath Design calculations were based on a commercial facility category without a shower A'general site location map is included in Appendix A - Figuies as "C-6 Site Location Map" 1.0 REPORT AND SITE PLAN This document provides a Report and Site Plan as ,well as the Design Document for an OWTS for a proposed 'solids processing facility located east of Platteville in Weld County, Colorado This Report and Site Plan/Design Document have been prepared CGRS, Inc , for M3, Construction, LLC, 2831 West 120th Avenue, Suite 250, Westminster, Colorado 1.1 Preparer's Credentials Name Roger T Sterling, P E Colorado Registered Professional Engineer No 35718 1 C62S OWES Report and Design Document NGL C6 Injection Facility August 21, 2015 We solve problems Mai 1 i n g Address: CG RS, Inc. 1301 Academy Court Fort Collins, Colorado 80524 Telephone Number: 970-493-7780 (office) 970-373-8425 (cell) Email Address: rsterline@c2rs.com 1.2 Preliminary Site Evaluation 1.2.1 Property Information Address: 13159 Weld County Road 39 Platteville, Colorado 80651 Legal Description: Part of the SE 1/4, SE 1/4, Sec. 30, T3N, R65W Latitude/Longitude Latitude: 40.191132 decimal degrees Longitude: -104.697531 decimal degrees. Existing Structures: The subject site is currently occupied by a produced water processing facility. Permanent structures located on the site include 37 produced water storage tanks, 5 oil storage tanks. a water treatment and conditioning building, a pump house, a truck unloading pad, and an office building. One 9,650 foot deep injection well and one 400 foot deep domestic water well (DNR Permit No. 272956) are located on the site. Operations at the site are being expanded to include a solids processing facility located southwest of the existing produced water processing plant. 1.2.2 Existing OWTS Records Wastewater generated by the existing produced water facility is treated by two OWTSs, permit numbers SP -0701163 and SP -0700035. 1.2.3 Published Site Information The topography in the vicinity surrounding the OWTS slopes gently to the southeast at a grade of approximately 1.2 feet per 100 feet or approximately 1.2%. Natural Resource Conservation Service (NRCS) mapping classifies the soils for the site as Valent sand. The following is the NRCS description of the Valent series: "The Valent series consists of deep, excessively drained soils that formed in eolian deposits. Valent soils are on planes. Slopes are 0 to 9%. "Valent soils are near the Loup, Boel, Osgood, and Vona Sail~. Loup and Boel soils are poorly drained. Osgood and Vona soils have a B horizon. "Al — 0 to 8 inches; brown (10YR 53) sand; dark grayish brown (10YR 4/2) moist; single grained; loose; neutral; clear smooth boundary. "Cl — 8 to 60 inches; brown (10YR 5/3) sand, dark grayish brown (10YR 4/2) moist; single grained: loose; neutral." A Sail Map, Map Legend, and Map Unit Legend obtained from the NRCS website are contained in Appendix B of this report. OWTS Report and Design Document NGL C6 Injection Facility August 21, 2015 CG1S '1Na sohre arvblerns' 1.2.4 Physical Features Requiring Setbacks The following table summarizes required setbacks with respect to proposed OWTS features (septic tank, sewer lines, and seepage bed: Spring. Well Suction Line ` Potable Water Supply Line Potable Water Supply Cistern l �wellin= Occupied Building Pr�pert� Lines, Piped lined Irrigation Ditch or Subsurface Intermittent Stormwater Infiltration Irrigation lateral, Drywell. Structure Drain. Irrigation Lake. Water Course. Ditch. Stream. Wetland Dry Gulch. Cut Bank. Fill Area from Crest) Septic Tank level Septic Dosing Tank, Treatment Tank. Higher Unit Vault 5f)/ 700 I0U sail 4:\)\.\ i t� 10/ X9(1 ` I0)/500) iti/I 1,000 , i0/35 Building Effluent Sewer line or 50/630 , 1 0 1/5-tt ► . 25/NA t y I U/ 290 I t ►/500 50/11.000 I t )/35 STA Trench Unlined Sand Sub -surface System , STA Bed Filter, Dispersal --r,,,k, . 5/500 25/NA : i ,i ► i 0/300 - /440 50/1 1.000 c/.25 , I I ► 50 - Required minimum distance to water, physical, or health impact feature 630 - Approximate distance from proposed OWTS component to water, physical. or health impact feature 1.2.5 Preliminary Soil Treatment Area Size Estimate It is anticipated that the proposed facility will be operated by a staff of 6 to 9 personnel per shift with three shifts per day or the equivalent of 18 to 27 individuals in a 24 hour period. In addition, it is estimated that 150 transport trucks will off-load at the site per day. Based on Table 30-6-2 of the OWTS Regulations, it is estimated that the daily wastewater flow generated by the operating staff will be 20 gpd/person (Factories and plants exclusive of industrial wastewater per employee per eight -hour shift - no showers). Assuming that each transport driver will use the bathroom facility during each offload, it is further estimated that 1.5 gallons of wastewater will be produced per off-load. The following is an estimate of the total wastewater flow for the facility per day: Operating Staff (18-27 employees/day x 20 gpd/employee) = 360 — 540 gpd Transport Drivers (150 loads/day x 1.5 gallons per load) = 225 gpd Total Estimated Wastewater Flow = 585 — 765 gpd Based on NRCS data, the soils in the area appear to consist of loose sands. From Table 30-10-1, the subsurface soils were expected to be classified as Soil Type 1 — "Sand, Loamy Sand" with a percolation rate of 5-15 minutes per inch (MPI) resulting in a Long Term Acceptance Rate (LTAR) of 0.80. 3 OWTS Report and Design Document NGL C6 Injection Facility August 21, 2015 CG "We solve problems' Assuming the maximum wastewater treatment flow of 765 gpd and the use of infiltration chambers and a seepage trench, the estimated Soil Treatment Area (STA) is 669 ft`'. 1.3 Reconnaissance A reconnaissance of the site was originally performed by CGRS on January 22, 2015. The following is a discussion of the findings of that reconnaissance. 1.3.1 Landscape Position The site is located approximately 850 feet northwest of the intersection of Weld County Roads 39 and 28 and south-southwest of the existing NGL C6 produced water facility located at 13159 Weld County Road 39, Platteville, Colorado. 1.3.2 Topography The topography of the site slopes gently from the northwest to southeast, with the slope varying from approximately 1.5% to approximately 0.5%. 1.3.3 Vegetation The site is vegetated with native grasses and sagebrush. 1.3.4 Natural and Cultural Features No natural or cultural features requiring evaluation were documented during the reconnaissance. 1.3.5 Current and Historic Land Use The north half of the subject site is occupied by the NGL C6 produced water facility. The proposed solid waste facility and OWTS will be located on the remaining south half of the parcel on currently vacant ground. It appears that the property was historically utilized for agricultural or livestock grazing. 1.4 Detailed Soil Investigation A detailed soil investigation was originally conducted h CGRS on January 22, 2015 by completing a site reconnaissance, installing 2 soil profile test pit excavations, installing 3 percolation test holes, and conducting percolation tests per the OWTS Regulations. Because it became necessary to move the location of the OWTS, a second detailed soil investigation was conducted by CGRS on July 30, 2015. Due to safety concerns, the test pits and holes were not left open. A photographic log of the test holes is included in Appendix C of this report. The approximate locations of the test pits and percolation test holes is depicted in "C-6 Site Location Map" and "C-6 Septic System Plan" included in Appendix A. 4 .. • .ij ! tbr,. y • "4•i 1.Yom: �e, -v - • i'- ,.•• .• 4 w�' ..SC.. .« . r•-• mt. ., i • a i . :. - e _ at aW • „ A ' • '-..s v View of Proposed STA Looking from NW Corner toward East (perc test hole locations marked with red stakes► OWTS Report and Design Document NGL C6 Injection Facility August 21, 2015 1.4.1 Subsurface Soils In general, the subsurface soils observed in the test pits consisted of a thin layer of topsoil approximately 3 to 6 inches thick, underlain by tine, clean, non -cohesive sands. Logs of the test pits are contained in Appendix D of this report. 1.4.2 Percolation Test Three percolation tests holes were drilled at locations along the proposed STA using a power auger. The holes were completed to depths approximately 42 -inches feet bgs. A porthole digger was used to remove loose soil from the bottoms of the borings. Approximately 3 inches of clean, washed gravel was placed in the bottoms of the test holes prior to pre-soaking the holes. The test holes were then pre- soaked with clean, potable water, filling the holes to within 12 -inches of the ground surface. Because the holes did not retain the water, the pre-soak procedure was terminated after approximately 4 hours. CG "We solve problems a View of Test Pit #!1 Subsurface Soil Horizon CGRS personnel returned to the site on Jule 31, 2015 to perform the percolation tests. The gravel in the bottoms of the holes was removed and replaced with clean material prior to conducting the percolation test. Four inch diameter perforated PVC casings were installed in the wells to prevent caving of the sidewalls from skewing the depth to water measurements. Per the O TS Regulations, the holes were filled with clean water to a depth 6 inches above the gravel and the depth to water in the holes measured at periodic intervals. The following is a summary of the percolation rates measured for the test holes: 'hest Hole 'rest Change Level in (inches) Water Elapsed (minutes) Time Percolation (MPI) Rate Test Hale 4 Test 1 (i -It) 6.7 Test 2 30 5.0 Test 3 , 6 30 5.0 "Ft_k g 4 6 , 40 6.7 Hole 5 'leg I 6 30 5 Test "I c q ? 6 50 8.3 Test 3 6 50 8.3 Test 4 6 50 8.3 Test Hole 6 "Pest 1 6 50 , 8.3 , I'Lit ? 6 40 6.7 , Test 3 6 40 6.7 OWTS Report and Design Document KGL C6 injection Facility August 21, 2015 CG1S f-- Test Hole Test Change in Level (inches) Water Percolation (MPI) Rate Elapsed (minutes) Time Test Hole 6 Te \t 4 6 s( ) 8.3 The average percolation rate for the tests performed was calculated to be 6.9 MPI yielding a Long Term Acceptance Rate (LIAR) of 0.80. 2.0 SEPTIC SYSTEM DESIGN AND CONSTRUCTION The following sections summarize the design parameters for the proposed septic system and infiltration trench. 2.1 Septic Tank Volume From section 1.2.5, the daily wastewater flow to be treated by the system was estimated to be 765 gpd. For non-residential applications, the septic tank must be sized to detain the wastewater design flow for 48 hours (Weld County Regulations, Section 30-9-20, B.2.) yielding a required septic tank volume of 1,530 gallons. Locally available stock septic tank volumes are 1,000, 1,250, 1,500, and 2,000 gallons. A 2,000 gallon tank was selected for the proposed system to provide an additional safety factor. 2.2 Infiltration Area Due to the relatively large area available for the infiltration surface, infiltration trench was selected for soil treatment. The proposed STA will be gravity fed and will u tied infiltration chambers. From Section 1.2.5, the maximum daily wastewater flow gener ed from the facility was estimated to be 765 gpd. From Section 1.4.2, the LTA R was established to • 0.80. From Table 30-10-2 - "Size Adjustment Factors for Methods of Application in Soil • atment Areas" (infiltration trench), the size adjustment factor was determined to be 1.0. From Tai - 10-30-3 - "Size Adjustment Factors for Types of Distribution Media in Soil Treatment Areas" (infi ration chambers) was determined to be 0.7. Based on the estimated maximum flow rate . ►d the factors discussed in the previous paragraph, the infiltration area was calculated as summarize below: Sail Treatment Are • (STA) = Design Flow x Size Adjustment Factors LTAR = 765 gpd x 1.0 x 0.7 0.8 = 669 ft' It is proposed that Qtlick4 Plus Standard chambers as furnished by Infiltrator Systems, Inc. be utilized as storage/distribution media in the STA. The effective area of those units is 16-ft2. With a STA 669/and a chamber effective area of 11.3 ft2, the number of chambers required would be 60 nits `(number rounded up from 59.24 units). WCHD regulations stipulate that the rows of the absorption bed 6 OWTS Report and Design Doc u me n t NGL C6 Injection Facility August 21, ?015 CGS "YVo solve problems" contain equal numbers chambers; therefore, the system was designed with four rows of 15 infiltration chambers. 2.3 Materials and Construction Methods The materials used in construction of the on -site wastewater treatment system shall be new, durable and not subject to corrosion, such as concrete, fiberglass or plastic. All materials shall be installed per manufacturer specifications. All connections between components shall be watertight to prevent leaks and infiltration. All site grading shall be completed before installation of the OWTS commences. All site grading shall be completed to direct surface runoff away from the absorption bed. The system shall be constructed by a licensed septic system installer in accordance with WCHD regulations. Minimum setback distances according to WCHD regulations shall be maintained between the OWTS components and physical features and structures occupying the site. No components or features of the OWTS may be backfilled prior to inspection and acceptance by WCHD officials. 2._x.1 Piping All wastewater lines shall be constructed of compatible pipe, primer, bonding agent, and fittings. Unperforated plastic pipe and fittings shall be Schedule 40. Pipe identification and data marking shall be visible for the purpose of inspection before backfilling. All piping shall be installed to the lines and grades indicated in that plans but in no case shall piping be installed with less than 1/8" fall per foot of pipe. All system piping shall be bedded with select material consisting of loose, granular material tree from stones, clods, frozen soil, or other deleterious material. Bedding material shall be mechanically compacted to support piping. 2.3.2 Distribution Box The distribution box shall be of sufficient size to distribute effluent equally to the lateral lines of the absorption bed system. The box shall be constructed with the inlet in\ ert at least one inch above the level of the outlet inverts. Flow equalizers or similar devices shall be used to adjust the flow between lines. Access to the box shall be provided with a manhole riser and access lid at or above grade if the top of the box does not intercept the final grade. The distribution box shall be watertight and all pipes entering and exiting the box shall be grouted or cemented in place. The box shall be located a minimum of five feet from the septic tank. Outlet lines from the box shall be a minimum length of 5 feet before entering the absorption chambers. Laterals shall be connected separately to the distribution box. 2.3.2 Septic Tank The septic tank, risers, and lids shall not allow infiltration of groundwater or surface water and shall not allow the release of wastewater or liquids other than through designed openings or penetrations. Acceptable water tightness testing methods performed at the manufacturer's site or in the field 4-eag FA\ U OATS Report and Design Document NGL C6 Injection Facility August 21.2015 Revised September 23.2015 CG.ZS ,` ij We solve problems' Test Hole Test Change Level (inches) in Water Elap.s (minutes) d '1' ow Percolation ( 111111) Rate Test Hale 6 Test 4 ri sty se_; The average percolation rate for the tests performed was calculated to be 6.9 MPI yielding a Long Term Acceptance Rate (LIAR) of 0.80. 2.0 SEPTIC SYSTEM DESIGN AND CONSTRUCTION The following sections summarize the design parameters for the proposed septic system and infiltrations trench. 2.1 Septic Tank Volume From section 1.2.5, the daily wastewater flow to be treated by the system was estimated to be 765 gpd. For non-residential applications, the septic tank must be sized to detain the wastewater design flow for 48 hours (Weld County Regulations, Section 30-9-20, B.2.) yielding a required septic tank volume of 1,530 gallons. Locally available stock septic tank volumes are 1,000, 1,250, 1,500, and 2,0)00 gallons. A 2,000 gallon tank was selected for the proposed system to provide an additional safety factor. 2.2 Infiltration Area Due to the relatively large area available for the infiltration surface, an infiltration trench was selected for soil treatment. The proposed STA will be gravity fed and will utilized in t i l t ration chambers. From Section 1.2.5, the maximum daily wastewater flow generated from the facility was estimated to be 765 gpd. From Section 1.4.2, the LIAR was established to be 0.80. From Table 30-10-2 — "Size Adjustment Factors for Methods of Application in Soil Treatment Areas" (infiltration trench), the size adjustment factor was determined to be 1.0. From Table 10-30-3 - "Size Adjustment Factors for Types of Distribution Media in Soil Treatment Areas" (infiltration chambers) was determined to be 0.7. Based on the estimated maximum flow rate and the factors discussed in the previous paragraph, the infiltration area was calculated as summarized below: Sail Treatment Area (STA) = Design Flow x Size Adjustment Factors I .TA R = 765 gpd x 1.2 x 0.7 0.8 =804 ft' It is proposed that Quick4 Plus Standard chambers as furnished by Infiltrator Systems, Inc. be utilized as storage/distribution media in the STA. The effective area of those units is 11.3 ft2. With a STA of 804 f'` and a chamber effective area of 11.3 ft2, the number of chambers required would be 72 units (number rounded up from 71.15 units). WCHD regulations stipulate that the rows of the absorption bed 7 = WA. la, �__JomIlm•••.- OWTS Report and Design Document NGL C6 injection Facility August 21, 2015 Revised September 23, 2015 CGS 'LYc avlve mbirs • contain equal numbers chambers; therefore, the system was designed with four rows of 18 infiltration chambers. 2.3 Materials and Construction Methods The materials used in construction of the on -site wastewater treatment system shall be new, durable and not subject to corrosion, such as concrete, fiberglass or plastic. All materials shell be installed per manufacturer specifications. All connections between components shall be watertight to prevent leaks and infiltration. All site grading shall be completed before installation of the OWTS commences. All site grading shall be completed to direct surface runoff away from the absorption bed. The system shall be constructed by a licensed septic system installer in accordance with WCHD regulations. Minimum setback distances according to WCHD regulations shall be maintained between the OWTS components and physical features and structures occupying the site. No components or features of the OWTS may be backfilled prior to inspection and acceptance by WCHD officials. 2.3.1 Piping All wastewater lines shall be constructed of compatible pipe, primer, bonding agent, and fittings. Unperforated plastic pipe and fittings shall be Schedule 40. Pipe identification and data marking shall be visible for the purpose of inspection before backfilling. All piping shall be installed to the lines and grades indicated in that plans but in no case shall piping be installed with less than 1/8" fall per foot of pipe. All system piping shall be bedded with select material consisting of loose, granular material free from stones, clods, frozen soil, or ether deleterious material. Bedding material shall be mechanically compacted to support piping. 2.3.2 Distribution Box The distribution box shall be of sufficient size to distribute effluent equally to the lateral lines of the absorption bed system. The box shall be constructed with the inlet invert at least one inch above the level of the outlet inverts. Flow equalizers or similar devices shall be used to adjust the flow between lines. Access to the box shall be provided with a manhole riser and access lid at or above grade if the top of the box does not intercept the final grade. The distribution box shall be watertight and all pipes entering and exiting the box shall be grouted or cemented in place. The box shall be located a minimum of five feet from the septic tank. Outlet lines from the hox shall be a minimum length of 5 feet before entering the absorption chambers. Laterals shall be connected separately to the distribution box. 2.3.2 Septic Tank The septic tank, risers, and lids shall not allow infiltration of groundwater or surface water and shall not allow the release of wastewater or liquids other than till()ugh designed openings or penetrations. 8 OWTS Report and Design Document NGL C6 Imecnon Facility August 21,20'5 "Wo solve pm:alcros" include filling the tank with water or vacuum testing the tank Testing of the tank shall be performed as specified in Section 9 of ASTM C1227-12 (Standard Specification for Precast Septic Tanks) or Standard IAPMO/ANSI Z1000-2007 (American Standards for Prefabricated Septic Tanks) for other prefabricated septic tanks The tank shall be permanently and legibly marked for inspection prior to backfill at a location or locations that are readily visible The marking inscription shall include the following 1 Name of manufacturei 2 Model and serial number of tank 3 Effective volume and unit of measure 4 Maximum depth of earth cover and extemal loading that the tank is designed to withstand The tank shall be inspected in the field for conditions that may compromise its water tightness pnor to backfilling In addition, inspection ports in the tank shall remain open for access by WCHD officials to observe and inspect piping term-mations within the tank The tank shall be constructed with two or more compartments, or multiple tanks may be connected in senes The first compartment of a two -compartment tank or the first tank in a senes shall be of sufficient volume to contain no less than one-half of the required effective volume At least one access manhole no less than 20 inches wide shall be provided for each compartment of the tank or tanks The tank shall be sold and delivered by the manufacturei or manufacturer's designated representative 2 3 3 Infiltration Chambers "Quick4 Plus Standard" infiltration chambers as manufactured by Infiltrator Water Technologies or an approved equal shall be utilized as infiltration chambers and shall be installed per the manufacturer's recommendations In general, the chambers shall be installed by 1 Excavating the infiltration bed level and to the grade indicated on the plans 2 The infiltrative surface shall be no deeper than three feet below the original surface overlying the absorption bed 3 The absorption bed shall installed parallel to the finished surface grade contours 4 The maximum allowable width of the infiltration bed shall be 12 feet 5 Roughen the walls and floor of the excavation if "smeanng" or "shining" of the subsurface has occurred dunng the excavation operations 6 Equal numbers of chambers shall be installed in each row 7 Bases of the infiltration chambers shall rest directly on the subgrade 8 Inspection ports shall be installed per the manufacturer's specifications at the terminal end of each line of chambers 8 OWTS Report and Design Document NGL C6 Injection Facility August2I,2015 We solve problems' 9 Chambers shall not be backfilled pnor to inspection by WCHD officials 10 The minimum depth of backfill over tlie top of the chambers shall be 12 inches of topsoil 11 Equipment shall not be permitted to drive over the chambers 12 Backfill shall be mounded over the infiltration bed so as to divert precipitation away from the bed 13 Steel "Tee" posts shall be installed at the corners of the infiltration bed delimiting the extent of the bed 2A Periodic Inspections/Pumpmg/Operating Practices The following are recommended practices foi the operation and periodic inspection of the OWTS. 1 The "scum" layer of the septic tank contents should be evaluated periodically to determine if the tank should be pumped As a general rule, if the bottom of the scum layer is within 3 inches of the bottom of the inlet baffle, the tank should be pumped Alternatively, if the scum layer plus the sludge layer equals 25 To of the fluid depth in the tank, the tank should be pumped At a minimum, the tank should be pumped at five year inteivals 2 The distribution box should be inspected annually to assess if settling has occurred and to evaluate if adjustments to the flow equalizers are required, Sludge accumulations should be iemoved that may inhibit flow to the individual distribution legs 3 Vehicular traffic or any activity that may lead to compaction of the soils overlying the infiltration chambers must be avoided to optimize the performance of the system 4 Trees should be planted no closer to the absoiption bed than the drip line of the mature tree plus 10 feet In addition, trees should,not be planted so as to shade the absorption bed, 5 Drain cleaners shall not be used to unclog wastewater piping In addition, paints, varnishes, thinners, waste oils, photographic solutions, and pesticides shall not be discharged to the OWTS 9 mats:... 7 Appendix A — Figures NEIN 018LD81G _� �., GOINCL�o �,111 r_ .. .I.'fi r _ NEW ti �.204.00.11 wl m ..wVl " as BUILDING e�� . �. 4o m�mesa WELD COUNTY WLIr#33Y(CINDEVELOPL' D) SITE LOCATION SOUTHEAnT CORNER SECTION 30 T3N Rb5W NORTH 0 A b eo O IW Ge SITE LOCATION MAP PROJECT oRIWT 1 TNBb10895a1 S!K DATE. REVIEW. 82417016 I PPROXI I I ERC 3 ...-"- II SSUMEO 7. - SURFACE ` EL = 4927 83 .. a� ATE LOCATION OF TEST PR 4 ELEVA • OF CHAMBER BASES = 4924.25 --C ERC 1 PE C 2 = 4926 16 APP 0 IM INFILTRATION LOCATION OF CHAMBERS TEST PIT 3 (60 TOTAL) Mil al if( NEW BUILDING LEANOUT EGIN SEWER LI�I I I E NEW BUILDING 6 5 L F 4' SCH 40 PVC PIPE @ MINIMUM 1/8'/FOOT SLOPE -ngp I < ROPOSED SEPTIC TANK _(2,000 GAL CAPACITY, 106' L x 62'W x 6' 41/2'D ) INLET FL = 4925 47 OUTLET FL = 4925 22 10 L.F 4' SCH 40 PVC PIPE @ MINIMUM 1/8'/FOOT SLOPE ISTRIBUTION BOX (INLET EL=492512 OUTLET EL = 4925 03 HAMBER INLET EL (ALL) = 4924 92 ASSUMED SURFACE APPROXIMATE EL = 4927 05 LOCATION OF TEST PIT 1 APPROXIMATE LOCATION OF TEST PIT 2 1 IMtltatva surface shah bo no more than 3 -foot below Mesh wdeoo grade 2 Soper tank, moire MR bake canters, and elc shall of be bacd6fed Flab final Inspection by WCOPHE ordeals. 3. Septic beds Ids shall ha open brbspeCm of tank Intoner by WCOPHE °Gaols. 4 All p1N^g b be installed with a minimum dope of VS /fool 5 Pipe lens from drobtutkn boa shall be a mkdmum of 6fce10 length. 6 S°I boatment area(STA -InfiRmgon chamber base) &ovation=492434 7 Al ebbs: shag be SCH 40 PVC 6. Infiltration chambers shall be InNiraor Systoles Inc. Coot Standard chanters CONSTRUCTION NOTES 9 STA shall be m :rated so as to prevent compaction and smearing of bu InMranve smLTce 10 lnapecllan pat abaci be Insbllod In Infitrdbon cembors par manufacturer spepRpbmn 11 Finished eurface to be graded to drain away from STA and bra -Akan chamber,. 12 Vehicular traffic over STA le prohlbXed _ NE1N� BUILDING NORTH e 10 A A b -44 w.r r:IN FEET 1 G6 SEPTIC SYSTEM PLAN Ce NAN SIERRA WATEA eFRV ICE S t3INI lEID DOWN lgrDN MTTEVIL E CO PRDltCT DRAFT' 1124621046a SJx' LATE REVIEW. 6!19720/6 - CGRS ® omou cs 4 Appendix B — Soil Map, Map Legend, and Map Unit Legend <0` Il 20'N 3 b .52.5320 3 b S 525320 A Map Sada 12,670 iFpdrtedonAlandsope (11' x 8 5") sheet Sod Map —Weld County, Colorado, Southem Part (NGL C6) 0 35 70 Feet 0 100 200 400 600 Map profeerkn Web Member fartwmoninabz WGS84 Edge tssU1M2bne13NWGS94 140 Meters 210 USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Sod Survey 3 a 4 3 S 1/28/2015 Page 1 of 3 40' 11 ]7N Soli Map —Weld County, Colorado, Southem Part (NGL C6) MAP LEGEND Area of interest (A01) n Area of Interest (A01) Solis Soil Map Unit Polygons ,Soil Map Unit Lines Soli Map Unit Paints Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip SodloSpot i� 6 Spoil Area Stony Spot Very Stony Spot Wet Spot Other Spode' Line Features Water Features Streams and Canals Transportation {-k Rays pozoi Interstate Highways US Routes Major Roads Local Roads Background Wry, Aenal Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1 24,000 Warning Soil Map may not be valid at this scale Enlargement of maps beyond the scale of mapping can clause misunderstanding of the detail of mapping and accuracy of soli line placement The maps do not show,the small areas of contrasting soils that could have been shown at a more detailed scale Please rely on the bar scale on each map sheet for map measurements Source of Map Natural Resources Conservation Service Web Sol Survey,URL httpJ/websolisurvey nres usda gov Coordinate System Web Mercator (EPSG 3857) Maps from the Web Soll Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic pro/ection, should be used if more accurate calculations of distance or area are required This product Is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area Weld County, Colorado, Southem Part Survey Area Data Version 13, Sep 23, 2014 Soil map units are labeled (as space allows) for map scales 1,50,000 or larger Date(s) aerial Images were photographed Apr 22, 2011 —Apr 13, 2012 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps As a result, some minor shifting of map unit boundaries may be evident USDA Natural Resources °� Conservation Service Web Soil Survey National Cooperative Sol Survey 1/28/2015 'Page 2 of 3 Soil Map —Weld County, Colorado, Southern Part NGL C6 Map Unit Legend Weld County, Colorado, Southem Part (CO618) Map Unit Symbol Map Unit'Name - Acres In AOI Percent of AOI 69 Valent sand, 0 to 3 percent slopes 18 3 57 5% 70 Valent sand, 3 to 9 percent slopes 13 5 42 5% Totals for Area of Interest 31 9 100 0% USDA Natural Resources ® Conservation Service Web Soil Survey 1/28/2015 National Cooperative Soil Survey Page 3 of 3 d S 1 a Appendix C — Soil Investigation Photo Log NGL Water Solutions/M3 Construction C-6 Sohds Processing Facility Platteville, Colorado CGRS Project No.1-12462-1069SW' n View Cast from West End of STA (NW Comer S I A located by_wHue stale in foreground) Initiation of Excavation for Test Pit 113 1 NGL Water Solutions/M3 Construction C-6 Solids Processing Facility Platteville, Colorado CGRS Project No. 1-12462-1069Saf Test Pit #3 at Ultimate Depth (74' BGS) NGL Water Solutions/M3 Construction C-6 Solids Processing Facility Platteville, Colorado CGRS Project No 1-12462-10695af Imitation of Lxcavahon for lest Po #4 E t� 3 NGL Water Solutions/M3 Construction C-6 Solids Processing Facility Platteville, Colorado CGRS Project No. 1-12462-10695af Test Pit #4 at Ultimate Depth (78" BGS) NGL Water Solutions/M3 Construction C-6 Solids ProcessingFacility Platteville, Colorado CGRS Project No.1-12462-10695af Pere Test Hole N4 Pcrc Test Hole N5 NGL Water Solutions/M3 Construction C-6 Solids Processing Facility Platteville, Colorado CGRS Project No. 1-12462-10t 95af Pere Test flub ttO "IrVig3.T.361= `n.'{�r�.:w � i sr ., 5'o rt'�xre<.< Appendoc D — Test Pit Logs CG 'ENVIRONMENTAL CONSTRUCTION COMPLIANCE TEST PIT LOG BOREHOLE NUMBER TEST PIT ##3 PROJECT NUMBER 1-8019-10695af DRILLING COMPANY M3 Construction PROJECT NAME, Conquest C-6 Perc Test 2 DRILLING METHOD Bobcat Backhoe PROJECT ,LOCATION Platteville, Colorado DRILL OPERA`T'OR Adam BORE DAT4 LOGGED BY Paul Graham START' 07/30/2015 COMPLETED 07/30/2015 TOTAL DEPTH 8' It TOP OF RisER. h+h wren...•al STATIC WATER LEVELS (BGS) TIME DATE WATER LEVEL CASING DEPTH z ? w �' w � ,_, ? � � c[ w O a 7 DEPTH DESCRIPTION SCREENING CNOTES G LITHOLOGY a C LP p. -1 P.3 a N En O co V1 N —0 -2 -4 -6 -a TOPSOIL, NATIVE GRASSES SAND broom find gored subangular, rnolsl (SW) PERC TEST PIT y=, • _i ! _ r • f «Tr j•,' ;••'• i• Irk.• �1 tJ• - t _'0tt END OF BORING :) 8' BGS / - , ..•V-,7„._ 'ta 13 CG ENVIRONMENT/LL CONSTRUCTION COMPLIANCE TEST PIT LOG BOREHOLE NUMBER TEST PIT ##4 PROJECT NU+ABER. 1-8019-10695af PROJECT NAME Conquest C-6 Perc Test 2 PROJECT LOCATION Platteville, Colorado BORE DATA LOGGED BY Paul Graham START 07/30/2015 DRILLING COMPANY M3 Construction DRILLING MECHOD Bobcat Backhoe DRILL OPERATOR. Adam COMPI hi cu 07/30/2015 TOTAL DEPTH 8' ft TOP OF RISER r...,w,. nv.•d) STATIC WATER LEVELS (BGS) TIME DATE WATER LEVEL CASING DEPTH cL ••••> z 7(2 _� r Fe w 11 co F- PC "' O DEPTH SCREENING 7. 2 L DESCRIPTION NOTES LITHOLOGY � � � � z 9z z rn H a+ tai] v —2 —(1 —8 TOPSOIL NATIVh GRASSES SAND brawn fine grained subangular, most (SW) CLAYEY SAND broxn wtule�h subangOar marl (SC) SAND brow!, frre grairea, subangular moist (SW) \ END OP BORING @ 8' BGS / PERC LIST PIT • : , ., t . ;. . i. I. t l • '',.' i•a • .41,e . ..+�'.•.i t• . F. • �• • -. ;� _•:" r'f ♦� •► %,,T7::y• •• I.. t•..�t� i• .w-.r{a .:r�.• .. y1' � • ;'lam :;„,r, `-ti J';,;° • .ti% .. s f )�x.••ny s e9��,t'";i:Wt.; •"-t • •,•,1 J. •a'". / �' .k- ♦ s • r J r. A f' �+'t + r ti- � , �J l V f J •w.- ter,. � _ , � r ;r ' tip a•.r: i ../.. ,., ,.....N• 1 1 1 1 CG June 10, 2015 Mr. Nick Valencia M3 Construction 2861 W. 120`'' Avenue, Suite 250 Westminster, CO 80234 Subject: Septic System Report and Design High Sierra C6 Facility 13159 Weld County Road 39 Platteville, CO 80651 Dear Mr. Valencia: ENVIRONMENTAL gR WPM via email: nvalencia@m3-construct.com Attached is the septic system report and design you requested for the expanded C6 produced water facility located at 13159 Weld County Road 39, Platteville. Weld County, Colorado. The document contains a Report and Site Plan including details of the soil investigation and percolation test as well as a design for an on -site water treatment system (OWTS). The report and design were prepared in conformance with current Weld County department of Public Health and Environment, On -Site Wastewater Treatment System Regulations. The system should function satisfactorily if installed, operated, and maintained in accordance with the system design and recommendations. CGRS appreciates the opportunity to provide professional engineering services to M3 Construction, LLC. If you have any questions or comments regarding this report and design, please contact me at (970) 493-7780. Sincerely, CGRS, Inc. J RogeSterling, • P..':;�o� Senior Engineer s`tl Reviewed by: • • • Randy enyon, P.E., P.G. Principal Engineer ;,'9p Reis. R _. ,,,N7y,0 • ca r• a ' w • A, !t 1 6 G . . f ,. • Enclosures: C-6 0nsite Water Treatment System Report and Design Document 1341 Academy Court Fort Collins, CO 80524 T 800-288-2657 F 970-493-7986 www.cgrs.com Onsite Water Treatment System Report and Design Document NGL Water Solutions C-6 Facility 13169 Weld County Road 39 Platteville, Colorado 80651 Energy Partners LP CONSTRUCTION CGRS Project Number: 1-12462-10695af Prepared for M3 Construction, LLC 2681 W 120th Avenue, Suite 250 Westminster, Colorado 80234 Prepared by. CGS We salve problems CGRS, inc. 1301 Academy Court Fort Collins, CO 80524 Table of Contents INTRODUCTION 1 1 0 REPORT AND SI I E PLAN . . . I I Preparer's Credentials 1 2 Preliminary Site Evaluation _. 1 2 1 Pi operty Information 12 2 Existing OWTS Records 12 3 Published Site Information 12 4 Physical Features Requiring Setbacks 12 5 Preliminary Soil Treatment Area Size Estimate 13 Reconnaissance 1 3 1 Landscape Position 13 2 Topography 1 3 3 Vegetation 1 3 4 Natural and Cultural Features 13 5 Current and Historic Land Use 14 Detailed Soil Investigation 1 4 1 Subsurface Soils 1 4 2 Pei colation Test 2 0 SEPTIC SYSTEM DESIGN AND CONSTRUCTION 2 1 Septic Tank Volume 2 2 Infiltration Area 2 3 Matenals and Construction Methods 23 1 Piping 2 3 2 Disci ibution Box 2 3 2 Septic Tank 2 3 3 Infiltration Chambers 2 4 Periodic Inspections/Pumping/Operating Practices APPENDICES Appendix A — Figures Appendix B - Soil Map, Map Legend, and Map Unit Legend Appendix C— Soul Investigation Photo Log Appendix D — Test Pit Logs ... 1 I 2 2 2 2 .3 3 4 4 4 .4 4 4 5 5 5 6 6 7 7 7 8 8 9 OWTS Report and Design Docutnent NiGL C6 Injection Facility June 10. 2015 INTRODUCTION This document provides a Report and Site Plan as well as the Design Document for an onsite wastewater treatment system (OWTS) for a proposed facility located east of Platteville in Weld County. Colorado. This Report and Site Plan/Design Document have been prepared by CGRS, Inc.. for M3 Construction, LLC, ?831 West 120`h Avenue, Suite ?50. Westminster, Colorado. This document is organized to address the requirements of Article V — "Site and Soil Evaluation" of Chapter 30 of the Weld County Department of Public Health and Environment — On -Site Wastewater Treatment System Regulations (OWTS Regulations). CG -ZS This report provides percolation test results and septic system recommendations for a proposed produced water processing facility to be located at 13159 Weld County Road 39 in the SE 1/4 of the SE 1/4 of Section 30. T3N. R6SW, of the 6th PM. Feld County. Colorado. A produced water facility located in the N 1/2 of the SE 1/4 of the SE 1/4 of Section 30 is currently operating at the site as is depicted in the adjacent aerial photo of the property. An OWTS will service the new produced water treatment facility. The proposed building will be constructed kit ith a single bathroom with sink and toilet and will not utilize a shower or bath. Design calculations were based can a commercial facility category without a shower. A general site location neap is included in Appendix A - Figures as "C-6 Site Location Map". 1.0 REPORT AND SITE PLAN This document provides a Report and Site Plan as well as the Design Document for an onsite wastewater treatment system (OWTS) for a proposed facility located east of Platteville in Weld County. Colorado. This Report and Site Plan/Design Document have been prepared CGRS, lnc., for M3 Construction, LLC, ?831 West 120th Avenue. Suite ?50. VW'estminster, Colorado. 1.1 Preparer's Credentials Name: Roger T. Sterling. P.F. Colorado Registered Professional Engineer No. 35718 1 OWTS Report and Design Document NGL C6 Injection Facility June 10, 2015 Mailing Address: CGRS, Inc. 1301 Academy Court Fort Collins. Colorado 80524 Telephone Number: 970 493-7780 (office) 970-373-84'5 (cell) Email Address: rsterling@cgrs.com CG -ZS 1.2 Preliminary Site EN aluation 1.2.1 Property Information Address: 13159 Weld County Road 39 Platteville. Colorado 80651 Legal Description: Part of the SE 1/4. SE 1/4, Sec. 30. T3N, R65W Latitude/Longitude Latitude: 40.191132 decimal degrees Longitude: -104.697531 decimal degrees. Existing Structures: The subject site is currently occupied by a produced water processing facility. Permanent structures currently located on the site include 37 produced mater storage tanks. 5 oil storage tanks, a water treatment and conditioning building. a pump house, a truck unloading pad, and an office huildine. One 9,650 foot deep injection well and one 400 foot deep domestic water well (DNR Permit N o . 2 7295 6) are located on the site. Operations at the site are being expanded to include a solids processing facility located southwest of the existing produced water processing plant. 1.2.2 Existing 014 TS Records Domestic wastewater generated at the site is treated b) two existing OWT,Ss. permit slumbers SP - 0701163 and SP -0700035. 1.2.3 Published Site I of rination The topography in the vicinity surrounding the subject slopes gently to the southeast at a grade of approximately 1.2 feet per 100 feet or approximately 1 Natural Resource Conservation Service (NRCS) mapping for the subject site classifies the soils for the site as Valent sand. The following is the NRCS description of the Valent series: "The Valent series consists of deep, excessively drained soils that formed in eolian deposits. Valent soils are on planes. Slopes are 0 to 9%. "Valent soils are near the Loup. 13oe1. Osgood. and Vona soils. Loup and Boel soils are poorly drained. Osgood and Vona soils have a B horizon. "Al - 0 to 8 inches; brown (10YR 53) sand; dark grayish brown (10YR 4/2) moist: single grained; loose; neutral;clear smooth boundary. "Cl - 8 to 60 inches;brown (10YR 5/3) sand, dark grayish brown (10YR 4/2) moist; single grained; loose; neutral." A Soil Map, Map Legend, and Map Unit Legend obtained from the NRCS website are contained in Appendix B of this report. 2 OWTS Repun and Demmn Document NGL C6 injection Facility June 10 2015 "We �[dtrt oilers' 1.2.4 Physical Features Requiring Setbacks The following table summarizes required setbacks with respect to proposed OWTS features (septic tank, sewer lines, and seepage bed Spnng Well Suction Line Potable Water Supply Line Potable Water Supply Cistern Dwelling Occupied Building Property Lines Piped or lined Irrigation Ditch Subsurface Intent -intent lmgauon lateral, Dry well Stonnwater Infiltration Structure Lake, Water Course Intgahon Ditch Stream, Wetland DI)Dram, Gulch, Cut Bank Fill Area ifrom Crest) Septa. Tattle Septic Tank Hi_her leNel Tteatment Lint, Dosing Tank Vault 10/ 7(10 I0/ 580 21/NA 5/145 10/ 290 10/500 50/11 000 10/ 1(x) - Butldtng 5ewet or Effluent Itnes 10/510 25/NA 0 10/50/610 ?90 18/500 10/1 l 000 10/80 - STA Trench STA Bed Unlined Sand Filter Sub-.uilac.e Dispersal System 100/690 25/500 2i/NA 20/180 10/100 25/44O ill/UI 000 25/75 5/15 50 — Required minimum distance- to eater, physical or health impact feature 630 —Approximate distarke from proposed OWTS component to water physical, or health impact feature 1.2 5 Pt elmnnai.1 Soil 'Ti eatment Area Size Estimate It is anticipated that the proposed facility will be operated by a staff of 6 to 9 personnel per shift with three shifts per day or the equivalent of 18 to 27 individuals in a 24 hour penod In addition it is estimated that 150 transport trucks will off-load at the site per day. Based on Table 30-6-2 of the OWTS Regulations, it is estimated that the daily wastewater flow generated by the operating staff will be 20 gpd/person (Facto►tes and plants exclusive of industrial wastewater per employee per eight -hour shift — no showers) Assuming that each transport dnver will use the bathroom facility dunng each offload, it is further estimated that 1 5 gallons of wastewater will be produced per off-load The following is an estimate of the total wastewater flow for the facility per day Operating Staff (18-27 employees/day x 20 gpd/employee) = 360 - 540 gpd Transport Dnvers (150 loads/day x 1 5 gallons per load) = 225 gpd Total Estimated Wastewater Flow = 585 — 765 gpd Based on MRCS data, the soils in the area appear to consist of loose sands Flom Table 30-10-1, the subsurface soils wei a expected to be classified as Soil Type 1 = "Sand, Loamy Sand" with a percolation rate of 5-15 minutes per inch (MPI) resulting in a Long Term Acceptance Rate (LTAR) of 0 80. 3 OWTS Report and Design Document NGL. C6 Injection Facility .Tune 10.2015 Assuming the maximum wastewater treatment flow of ,fir:.) Kt and the use of infiltration chambers and CG -ZS 1.3 We' wsvr yr atoms a seepage trench, the estimated Soil Treatment Area (STA) is 669 ft'. 1.3 Reconnaissance A reconnaissance of the site was performed by CGRS on January 22, 2015. The following is a discussion of the findings of that reconnaissance. 1,3.1 Landscape Position The site is located approximately 850 feet northwest of the intersection of Weld County Roads 39 and 28 and south-southwest of the existing NGL C6 produced water facility located at 13159 Weld County Road 39, Platteville, Colorado. 1.3.2 Topography The topography of the site slopes gently from the northwest to southeast. with the slope varying from approximately 1.5% to approximately % . 1.3.3 Vegetation The site is vegetated with native grasses and sagebrush. 1.3.4 Natural and Cultural Features No natural or cultural features requiring evaluation were documented during the reconnaissance. 1.3.5 Current and Historic Land Use The north half of the subject site is occupied by the NGL C6 produced water facility. The proposed solid waste facility and OWTS will be located on the remaining south half of the parcel on currently vacant ground. It appears that the property was historically utilized for agricultural or livestock grazing. 1.4 Detailed Soil Investigation A detailed soil investigation was conducted by CGRS by completing a site reconnaissance, installing 2 soil profile test pit excavations, installing 3 percolation test holes, and conducting percolation tests per the OWTS Regulations. Due to safety concerns, the test pits and holes were not left open. A photographic log of the test holes is included in Appendix C of this report. The approximate locations of the test pits and percolation test holes is depicted in '6C-6 Site Location Map" and `'C-6 Septic System Plan" included in Appendix A. iscatasigient r owls Repent and Design Document NGL C6 iint-mon Facility June 10 2015 1.4.1 Subsurface Soils In general, the subsurface soils observed in the test pits consisted of a thin layer of topsoil approximately 3 to 6 inches thick, underlain by fine clean, non -cohesive sands A lens approximately 9 to 12 inches thick consisting of clayey sand and extending from approximately 5 feet to 6 feet bgs was observed in Test Pit 1 Logs of the test pits are contained in Appendix D of this report a awl r c reUrerra' 1.4.2 Percolation Test Three percolation tests holes weie dnlled at locations along the proposed STA using a power auger The holes were completed to depths approximately -1 feet bgs A posthole digger was used to remove loose soil from the bottoms of the bonngs Approximately 3 niches of clean washed gravel'was placed in the bottoms of the test holes pnor to pre-soalung the holes The test holes were then pre-soaked with clean potable water, filhng the holes to within 12 -inches of the ground surface Because the holes did not retam the water, the pre-soak procedure was terminated after approximately -1 hours Appioximately 70 gallons of water were introduced to each hole dunng the pre-soak procedure CGRS personnel returned to the site on January 23, 2015 to perform the percolation tests The gravel in the bottoms of the holes was removed and replaced with clean material pr for to conducting the percolation test Four inch diameter perforated PVC casings were installed in the wells to prevent caving of the sidewalls from skewing the depth to water measurements Per the OWTS Regulations, the holes were filled with clean watei to a depth 6 inches above the gravel and the depth to water in the holes measured at periodic intervals The following is a summary of the percolation rates measured for the test holes - Test Hole Change in Water Level (inches) Elapsed Time (minutes) Percolation Rate (MN) Test Hole 1 6 30 5 Test Hole 2 6 30 5 Test Hole 3 6 4 1 5 The average percolation rate for the tests performed was calculated to be 3 8 MPi yielding a Long Term Acceptance Rate (LTAR) of 0 80 2.0 SEPTIC SYSTEM DESIGN AND CONSTRUCTION The following sections summarize the design parameters for the proposed septic system and infiltrations trench. 5 :&46^4latatcgiagsapr OWTS Report and Design Document NGL C6 Injection Facility June 10.2015 wt strive crybiurfrs" 2.1 Septic Tank Volume For non-residential applications, the septic tank must be sized to detain the wastewater design flow for 48 hours (Weld County Regulations, Section 30-9-20. B.2.). Based on a maximum wastewater flow of 840 gpd, the required septic tank volume is 1.680 gallons. Locally available stock septic tank volumes are 1.000, 1,250. 1,500, and 2.000 gallons. Accordingly, a 2.000 gallon tank was selected for the proposed system. 2,2 Infiltration .area Due to the relatively large area available for the infiltration surface, an infiltration trench was selected for soil treatment. The proposed STA v% ill be gravity fed and v‘ ill utilized infiltration chambers. Based on Table 30-6-2 of the OWTS Regulations, it is estimated that the daily wastewater flow generated by the operating staff will be 20 gpd/person (Factories and plants exclusive of industrial wastewater per employee per eight -hour shift — no showers) with 9 employees per shift and three shifts per day yielding an estimated flow of 540 gpd. Assuming that each transport driver will use the bathroom facility during each offload, it is further estimated that 1.5 gallons of wastewater will be produced per off-load. . The following is an estimate of the total wastewater flow for the facility per day: Operating Staff (9 employees/shift x 3 shifts/day x 20 gpd/employee) = 540 gpd Transport Drivers (150 loads/day x 1.5 gallons per load) _ Total Estimated Wastewater Flow = 225 gpd V 765 gpd LTAR ( average percolation rate of 3.8 MTP) from Table 30-10-1 0.80 Table 30-10-2 - "Size Adjustment Factors fm Methods of Application in Soil Treatment Areas" (infiltration trench) 1.0 Table 10-30-3 - "Size Adjustment Factors for Types of Distribution Media in Soil Treatment Areas" (infiltration chambers) 0.7 Based on the estimated maximum flow rate and the factors discussed in the previous paragraph. the infiltration area was calculated as summarized below: Soil Treatment Area (STA) = Design Flow x Size Adjustment Factors LTAR = 765 gpd x 1.0 x 0.7 0.8 = 669 ft It is proposed that Quick4 Plus Standard chambers as furnished by Infiltrator Systems. Inc. be utilized as storage/distribution media in the STA. The effective area of those units is 11.3 ft2. With a STA of 6 OWTS Report and Desig,n Document NGL C6 Injection Facility June 10. 2015 'We svire utot luniz " 669 f2 and a chamber effective area of 11.3 ft2, the number of chambers required would b (number rounded up from 59.24 units). WCHD regulations stipulate that the rows of the absorption bed contain equal numbers chambers; therefore, the system was designed with four rows o tltration chambers. 2.3 Materials and Construction Methods The materials used in construction of the on -site wastewater treatment system shall be new. durable and not subject to corrosion, such as concrete, fiberglass or plastic. A l 1 materials shall be installed per manufacturer specifications. All connections between components shall be watertight to prevent leaks and infiltration. All site grading shall be completed before installation cif the OWTS commences. All site grading shall he completed so as to direct surface runoff away limn the absorption bed. The system shall be constructed by a licensed septic system installer in accordance with WCHD regulations. MinthM n setback distances according to `'VCI-I D regulations shall be maintained between the: OWTS components and physical features and structures occupying the site. No components or features of the OWTS may be backfilled prior to inspection and acceptance by WCHD officials. 2.3.1 Piping All wastewater lines shall be constructed of compatible pipe, primer. hording agent. and fittings. Unperforated plastic pipe and fittings shall be Schedule 40. Pipe identification and data marking shall be visible for the purpose of inspection before backfilling. All piping shall be installed to the lines and grades indicated in that plans but in no case shall piping be installed with less than 1/8" fall per foot of pipe. All system piping shall be bedded with select material consisting of loose. granular material free from stones, clods, frozen soil, or other deleterious material. Bedding material shall be mechanically compacted to support piping. 2.3.2 Distribution Box The distribution box shall be of sufficient size to distribute effluent equally to the lateral lines of the absorption bed system. The box shall be constructed vb ith the inlet invert at least one inch abm e the level of the outlet inverts. Flow equalizers or similar devices shall be used to adjust the ilow between lines. Access to the box shall he provided v\ ith a manhole riser and access lid at or above wade if the top of the box dues not intercept the final grade. The distribution box shall be ;watertight and all pipes entering and exiting the box shall be grouted or cemented in place. The hox shall be located a minimum of five feet from the septic tank. Outlet lines from the box shall be a minimum length of 5 feet before entering the absorption chambers. Laterals shall be connected separately to the distribution box. 7 O WTS Report itntl Design Document NGL C6 injection Facility June 10.2015 CG1S 'We .4ve, circUlums 2.3.2 Septic Tank The septic tank, risers, and lids shall not allow infiltration of groundwater or surface water and shall not allow the release of wastewater or liquids other than through designed openings or penetrations. Acceptable water tightness testing methods perfomied at the manufacturer's site or in the field include filling the tank with water or vacuum testing the tank. Testing of the tank shall he performed as specified in Section 9 of ASTM CI227-12 (Standard Specification for Precast Septic Tanks) or Standard IAPMO/ANSI 21000-2007 (American Standards for Prefabricated Septic Tanks) for other prefabricated septic tanks. The tank shall be permanently and legibly marked for inspection prior to backfill at a location or locations that are readily visible. The marking inscription shall include the following: I. Name of manufacturer 2. Model and serial number of tank 3. Effective volume and unit of measure 4. Maximum depth of earth cover and external loading that the tank is designed to withstand The tank `hall be inspected in the field for conditions that may compromise its water tightness prior to backfilling. In addition, inspection ports in the tank shall remain open for access by WCHD officials to observe and inspect piping terminations within the tank. The tank shall be constructed with two or more compartments, or multiple tanks may be connected in series. The first compartment of a two -compartment tank or the first tank in a series shall be of sufficient volume to contain no less than one-hal is of the required effective volume. At least one access manhole no less than 20 inches wide shall be provided for each compartment of the tank or tanks. The tank shall be sold and delivered by the manufacturer or manufacturer's designated representative. 2.3.3 Infiltration Chambers "Quick4 Plus Standard" infiltration chambers as manufactured by Infiltrator Water Technologies or an approved equal shall be utilized as infiltration chambers and shall be installed per the manufacturer's recommendations. In general, the chambers shall be installed by: I. Excavating the infiltration tied level and to the grade indicated on the plans The idatwayLsurface shall be no deeper than three; feet below the original surface overlying the absorption bed 3. The absorption bed shall installed parallel to the finished surface grade contours 4. The maximum allowable width of the infiltration bed shall he 12 feet 5. Roughen the walls and floor of the excavation if "smearing" or "shining" of the subsurface has occurred during the excavation operations 6. Equal numbers of chambers shall be installed in each row 8 DINTS Report and Design Document NGL C6 Injection Facility Joie 10, 2015 CG 'Wn sure wcbiarra 7 Bases of the mfiltration chambers shall rest directly on the subgrade S Inspection ports shall be installed per the manufacturer's specifications at the terminal end of each line of chambers 9 Chambers shall not be backfilled pnor to inspection by WCHD officials 10 The minimum depth of backfill over the top of the chambers shall be 12 inches of topsoil 11 Equipment shall not be permitted to dnve over the chambers 12 Backfill shall be mounded over the infiltration bed so as to divert precipitation away from the -bed 13 Steel "Tee" posts shall be installed at the corners of the infiltration bed delimiting the extent of the bed 2 4 Periodic Inspections/Pumping/Operating Practices The following are recommended practices for the operation and periodic inspection of the OWTS 1 The "scum" layer of the septic tank contents should be evaluated periodically to determine if the tanl. should be pumped As a general rule, if the bottom' of the scum layer is within 3 inches of the bottom of the inlet baffle, the tank should be pumped' Alternatively, if the scum layer plus the sludge layer equals 25% of the fluid depth in the tank, the tank should be pumped' At a minimum, the tank should be pumped at five year intervals 2 The distribution box should be inspected annually to assess if settling has occurred and to evaluate if adjustments to the flow equalizers are required Sludge accumulations should be removed that may inhibit flow to the individual distribution legs 3 Vehicular traffic or any activity that may lead to compaction of the soils over lying the infiltration chambers must be avoided to optimize the performance of the system 4 Trees should be planted no closer to the absorption bed than the drip line of the mature tree plus 10 feet In addition trees should not be planted so as to shade the absorption bed 5 Drain cleaners shall not be used to unclog wastewater piping In addition. paints, varnishes, thinners waste oils, photographic solutions, and pesticides shall not be discharged to the OWTS 9 55555 ft' 5-3,55 5 urwcerruu-.s+iau. _yf--^L^.3a'x' »... v'55a 5,75.5555.1155,5,55:55.7.155,...C.-.5,155 I i , I y . ` ❑ SITE LOCATION t 1 L BUILDING HrCR if3,S Ni)L I 11 ( PED I NSW Ou1401NG i1,j f11 3" JI CM&OADS I F7F1 ROIL �I I I! `k -III �f I I� 1� f r it It 51 r �j I 1 I {7 l I 1 NORTH 0 IV 40 00 00 SCALE IN FEET C 6 SITE LOCATION TAP CE NIWI SIERRA WATER SERVICES 13159 WELD COWRY ROAD30 NAI IFVILLE CO FRCUECT 1%6-10695W DATE 6912015 DRAFT SAC RENEW e..._.a. ;;J.. s ... r ..» ._..., . a.- �..�-+^.T.. ��. .....- ..r ��-x.;'Z"' c 4- r" " L s _"T'"^" "r —n•-- r r' .. -. ?'T^ +^ '�.^-� a Appendix A — Figures S : o+:,..,� Y r ate.-..� ,.�.^ . u ,. , r..l-•r.�__ sr�t 4 cco ,..0 ws+^-.>. _ _ .='7.._t't o �. -n. .. r -o- w.;`. _ mow. �..... ., _ __--., �_-�..•.r--.:'! w .._ V+...i_.-�. "ate ` "p Fi, T I I I I 1 ItiP' 1 (II, Iii t I I I iI I I I " I � I \* I msttr`h� MI 1 I 1 I ; 000cTo---xL1 QPF O A • N NT o+ \J o D 00 00 O 00 00 O 00 O OO/O 00 - ASSUMED SURFACE I ' EL = 4928 56 1 '2; • CLEANOUT INFILTRATION CHAMBERS (60 TOTAL) Ind i L_ ItQ NEW BUILDING LEANOUT J• `INVERT EL 4927 92` 4' �I I m I m •nm my v ti'7 a rtl ROktED SEPTIC TANK I (2 000 GAL CAPACITY 10 8" L< 6'2"IN x 6 4 1/2"D) ISTRIBUfION r BOX 1' NEW BUILDING „1— I IJ rl B� +l j ,J s ,.r' r I_ 1 4925 OCATION FOR TEST PIT 4 I' ✓ NEW BUILDING APPROXIMATE LOCATION OF TEST PIT /-— • J Pr r� !fr ti i �A ` r . I: ! r _ t LEGE�IO NORTH 0 r� •0 1 WALE QI 'CO C-8 SEPTIC SYSTEM PLAN CE Hoe 6 BM HITTER SERVICES ( 1S169 V.110 COUNTY ROAD D 4§ J•.4TTEVaLL CO PROJECT, +AA1N95a1 DKIE. 618/30,5 ORAF r SJK REVIEW i CGONRIAllg C1� 1 Appendix B - Soil Map, Map Legend, and Map Unit Legend 6 s 40.11'32'N 40. 11.20'N a� 7 s 3 P 525320 5'5380 A �'275Ai .14 - 52 380 575440 Map Salle 12,670tfpitted onAfanclsrape(11"K857sheet Soil Map —Weld County, Colorado, Southern Part (NGL C6) 0 35 70 525560 Meters 140 0 100 200' 400 210 Feet 600 Mapprolection Web Mercator Corner rordnabes.WtS84 Edge tics. 11TH Zane 13N WG584 USDA Natural Resources a5M Conservation Service 525620 525680 525740 52'800 525860 525620 Web Soil Survey National Cooperative Soil Survey 525740 3 d `s 1/28/2015 Page 1 of 3 40. 11'37 N 40' 11 20'N Soil Map —Weld County, Colorado, Southern Part (NGL C6) MAP LEGEND Area of Interest (A01) 0 Area of Interest (A01) Soils IJ As, Soil Map Unit Polygons Soli Map Unit Lines Soli Map Unit Points Special Paint Features to) Blowout • Borrow Pit • Clay Spot O Closed Depression • Gravel Plt Gravelly Spot • Landfill ft Lava Flow 46 Marsh or swamp Mme or Quarry (o Miscellaneous Water ( Perennial Water Qr Rock Outcrop + Saline Spot Sandy Spot Severely Eroded Spot t Sinkhole Slide or Slip • Sodlo Spot G� d Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features • Streams and Canals Transportation 4.4-§ Rails limo+ Interstate Highways . , • US Routes Major Roads Local Roads Background ,P , Aerial Photography MAP INFORMATION The soil surveys that comprlse your AOI were mapped at 1'24,000 Warning Soli Map may not be valid at this scale Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale Please rely on the bar scale on each map sheet for map measurements Source of Map Natural Resources Conservation Service Web Soil Survey URL' http //websoilsurvey nres usda,gov Coordinate System Web Mercator (EPSG 3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area A projection that preserves area, such as the Albers equal-area conic projection, should be used If more accurate calculations of distance or area are required This product Is generated from the USDA-NRCS certified data as of the version date(s) listed below Soil Survey Area Weld County, Colorado, Southern Part Survey Area Data Version 13, Sep 23, 2014 Soil map units are labeled (as space allows) for map scales 150,000 or larger, Date(s) aerial Images were photographed Apr 22, 2011 —Apr 13, 2012 The orthophoto or other base map on which the soil lines were complied and digitized probably differs from the background Imagery displayed on these maps As a result, some minor shifting of map unit boundanes may be evident ISM Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/28/2015 Page 2 of 3 .. .1. ,a—w...e. „'�"`.. '',"?'Li."_'gt'X".. __ ,s17-7--`=- tl Soil Map=Weld County, Colorado, Southem Part NGL C6 Map Unit Legend Weld, County, Colorado, Southern Part (CO618) Map Unit Symbol _ Map Unit Neme Acres In AO' Percent of AOI 69 Valent sand, 0 to 3 percent slopes 18 3 57 5% 70 Valent sand, 3 to 9 percent slopes 13 5 42 5% Totals for Area of Interest 319 100 0% s` USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Sod Survey 1/28/2015 Page 3 of 3 f Appendix C — Soil Investigation Photo Log NC L Water Solutions/M3 Construction C-6 Produced Water Facility Platteville, Colorado CGRS Project No. 1-1 .462-l0695af View Southwest of Excavation for Test Pit #1 (pothole location in foreground) View of Excavation for Tee Pit #1 NGL Water Solutions/M3 Construction C-6 Produced Water Facility Platteville, Colorado CGRS Project No.1-12462-10695af Ultimate Depth of Test Pit #1 (80" BGS) Bottom of Excavation for Test Pit #1 NCI, Water Solutions/M3 Construction C-6 Produced Water Facility Platteville, Colorado CG RS Project No. 1-12462-10695al 1 Excavation for Test Pit #1 Depicting Lens of Silty Clay Excavation for Test Pit #1 Depicting Lens of Silty Clay HIIMMOVOMIII••••••••••••••••••••• NGL Water Solutions/M3 Construction C-6 Produced Water Facility Platteville, Colorado CGRS Project No.1-12462-10695af s 't- '''''' !\C —.T' "..� e.4 � � � ^ Y. 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Y� "",z `,' ri W�^S x `C• +4.. -... .� �{, A +'r to i F' j',.."0,I.,,,,, Y.' #r .r'_'. r '+� t _ J,t� t Perc Test Hole #3 , r Appendix D — Test Pit Logs 6 B 1 I ENVIRONMENTAL CONSTRUCTION COMPLIANCE TEST PIT LOG BOREHOLE NUMBER TEST PIT #1 PROJECT NUMBER 1-8019-10695af DRILLING COMPANY BELAIR SITE SERVICES TOTAL DEPTH 8' 9"ft PROJECT NAME CONQUEST C-6 PERC TEST DRILLING METHOD KOMATSU EXCAVATOR Top of R15ER PROJECT LOCATION PLATTEVILLE, CO DRILL OPERATOR. AARON ""' °° m"° a°' BORE DATA LOGGED BY PAUL GRAHAM START 1/22/2015 COMPLETED 1/22/2015 STATIC WATER LEVELS (BGS) TIME DATE WATER LEVEL CASING DEPTH I^' \ z J J�+ Z Z .y u0 j Z v DEPTH DESCRIPTION SCREENING NOTES LITHOLOGY G < < -0 —d —6 _8 TOPSOIL, NATIVE GRASSES SAND brown fine grained, subangular, slightly moist (SW) SILTY CLAY greyish brown mottled (CL) SAND brown fine grained moist(SW) .._c _'t -— , t f.� - +_ .r 1 t t� �• . r �� . .. - . 1 , �, r • . . .r r • e . r . f r • r t •e. , ! /- c t 1 t -10 \ END OF BORING @ 8 9" BGS 4 ; r 't.-;r..f.cs�kw , = ."'T'� • J (, i rJ s� , fl ) c t{ 9I i� 7t CG ENVIRONMENTAL CONSTRUCTION COMPLIANCE TEST PIT LOG BOREHOLE NUMBER TEST PIT #2 PROJECT NUMBER 1-8019-10695af DRILLING COMPANY BELAIR SITE SERVICES TOTAL DEPTH 8'ft PROJECT NAME CONQUEST C-6 PERC TEST DRILLING METHOD KOMATSU EXCAVATOR TOP or R15ER. ~' �n rtmoreCII PROJECT LOCATION PLATTEVILLE, CO DRILL OPERATOR. AARON BORE DATA LOGGED BY PAUL GRAHAM START 1/22/2015 COMPLETED 1/22/2015 STATIC WATER LEVELS (BGS) TIME DATE WATER LEVEL CASING DEPTH ,.. D Z .s, ^L F LU L = O Z -4 J Z ...3 Z '+'' r . -.I DEPTH DESCRIPTION G SCREENING LITHOLOGY h G h= o 9 2 N 2 � 1 -0 -6 -8 TOPSOIL, NATIVE GRASSES SAND brown, fine grained, subangular, slightly moist (SW) END OF BORING @ 8 BGS / r, s : • • • r — — 1 �- - • - --_s .sl- -•-• t - - -t. �• J _ , - - - •r . ACCEPTED BY PUBLIC WORKS AUGUST 3, 2020 ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Advance" Transportation Planning and Traffic Engineering John M.W. Aldridge, PE, PTOE, AICP Colorado Licensed Professional Engineer July 30, 2020 NGL Water Solutions Michael Guinn 3773 Cherry Creek N Drive, Suite 1000 Denver, CO 80209 RE: Traffic Impact Analysis — Revised NGL C6 — Weld County, CO Dear Mr. Guinn: 1082 Chimney Rock Road Highlands Ranch, CO 80126 303-703-9112 Mobile: 303-594-4132 Email: john tatceng.com This technical letter provides a traffic study of the potential impact occasioned by the expansion of a saltwater disposal site on the west side of WCR-39 approximately 750 feet north of WCR-28. Platteville is approximately eight miles to the west. The aerial photo shows the location and surrounding area. EXISTING & PROJECTED CONDITIONS In this area, WCR-39 is a two-lane paved collector roadway that carries approximately 1,636 AADT according to recent traffic counts provided by Weld County staff. The truck percentage is high at 46 percent and the 85th percentile speed is 65 mph. The Weld County 2035 Transportation Plan states that it is 24 feet wide and in good condition. At a reasonable growth of 2 percent per year, would increase traffic to approximately 2,500 AADT by 2040. ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Page 2 of 9 The daily capacity is 4,600 vpd I . The access to the site features a 175 -foot right turn deceleration lane and a 125 -foot left turn deceleration lane. TRIP GENERATION The water disposal facility will employ 15 persons per 24 -hour period. At a maximum it could serve approximately 180 trucks per day spread out over a 24 -hour period. Currently it is anticipated to be considerably less with 20 water trucks, 1 tandem truck, and 25 miscellaneous vehicles. The County staff requested an actual traffic count of the vehicular movements and type of vehicle in a 24 -hour period during an average weekday. The counts were taken on Thursday, June 25, 2020 by All Traffic Data, a professional traffic counting firm. The raw data is provided in the appendix. In summary, on daily basis the number of passenger cars/pick-ups recorded 34 in and 25 out. Trucks in totaled 16 and 9 out. During the AM peak hour (8-9 AM) 3 cars entered, and 6 cars and 1 truck exited. In the PM peak hour (5-6 PM), 1 car and 2 trucks entered, and 2 trucks exited. Peak Hour of Usage The facility operates on a 24 -hour basis and as such there is no typical peak hour of usage that being the peak hour of the adjacent street between 7 and 9 AM and 4 and 6 PM. Generally, trucks will start loading water after 7 AM and not arrive at the disposal site to unload water until after 9 AM. There may be shift changes with a couple of workers during the morning peak hour likely using passenger car or pick-up trucks. During the afternoon peak hour (4 to 6 PM) there may be another shift change. Trucks in an out during that time are random and unpredictable. Expected Vehicle Routes and Trip Distribution According the operator of the facility, the trucks will split about 50/50 to/from the north and south of the site on WCR-39. This is based on the general location of the wells that they will serve. IMPACT ANALYSIS ATC uses the Synchro v10 traffic -modeling program for operational analyses. Level of Service (LOS) is letter rating from A to F. LOS A indicates free -flow traffic conditions and no delay at intersections. LOS F is heavy traffic congestion with significant delay. LOS is provided for the overall operations at signalized intersections. LOS D is generally the benchmark for acceptable signalized intersection operations during the weekday peak hours in urban areas. The critical movement, not the overall, which is generally a minor street left turn out, provides the LOS rating for unsignalized intersections. Caution must be used when evaluating the LOS at unsignalized intersections particularly when LOS F is shown. Note that LOS F can show for even just one vehicle per hour on the minor approach when the volumes on the major approaches exceed 1,500 per hour. In case of LOS F, the HCM2 suggests that other evaluation measures should be considered such as the volume ' This is a planning -level traffic capacity. Actual capacity is determined from a peak -hour analysis prescribed in the HCM 2010. Highway Capacity Manual 6th Edition page 20-48 ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Page 3 of 9 over capacity ratio and 95th percentile queue length to make the most effective traffic control decision. LOS F at unsignalized intersections is considered normal for the weekday peak hour. The graphics below show the Existing and 2040 AM and PM Peak Hour traffic volumes. Note that the Existing is the actual traffic and 2040 assumes the maximum number of trucks per day (180). Access Access ti mt ti 1-.-\-1\iiinE 1l/ -a' CA) O CO g 10f 10'k ON Access CC U NO Evisting P11 O N Access 10t 10-k rn v �44 r- M '040 .1.1 / ?040 PA/ The Synchro analysis indicates that the access currently operates at LOS A and will continue to do in 2040. Mitigation No mitigation is necessary as WCR-39 is paved and auxiliary turn lanes are already in place. CONCLUSIONS Based on this analysis, the present roadway surface, geometric design, and traffic control will adequately manage, without any additional improvements, the traffic generated by the water disposal facility. P71 ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Page 4 of 9 Should you have any questions or need additional information please call me at 303-703-9112. Respectf submitted: Aldr dge ransportation Consultants, LLC John M. Principal J M W A/m e ldridge, P.E. ALDRIDGE TRANSPORTATION CONSULTANTS, LLC C-6 3: WCR-39 & Access Wage 5 of 9 EX PM 3/30/2015 Intersection Int Delay, srveh 1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 10 10 10 90 130 10 Conflicting Peds, #/hr Sign Control RT Channelized 0 Stop 0 Stop None 0 0 Free Free - None 0 0 Free Free - None Storage Length Veh in Median Storage, # 0 150 0 150 - 175 Grade, % Peak Hour Factor 0 0 0 0 0 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Row 11 11 11 98 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 261 141 141 0 0 Stage 1 141 Stage 2 120 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver 6.42 6.22 4 12 5.42 5.42 3.518 3.318 2.218 728 907 1442 Stage 1 886 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 905 722 907 1442 Mov Cap -2 Maneuver 722 Stage 1 886 Stage 2 898 Approach EB NB SB HCM Control Delay, s 96 0.8 0 HCM LOS Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1.42 0.008 7.5 A 0 - 722 907 - 0.015 0.012 - 10.1 9 B A 0 0 rri ALDRIDGE TRANSPORTATION CONSULTANTS, LLC C-6 3: WCR-39 & Access Page 6 of 9 2035 PM 3/30/2015 Intersection Int Delay, siveh 0.7 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 10 10 10 90 130 10 Conflicting Peds, #/hr Sign Control RT Channelized 0 Stop 0 Stop None 0 0 Free Free - None 0 0 Free Free - None Storage Length 150 0 150 - 175 Veh in Median Storage, g Grade, "Yo Peak Hour Factor 0 0 92 92 0 0 92 92 0 0 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 11 11 147 212 11 Major/ Minor Minor2 Majorl Major2 Conflicting Flow All 380 212 212 0 0 Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked. % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 212 168 6.42 6.22 4.12 5.42 5.42 3.518 3.318 2.218 622 828 1358 823 862 617 617 823 828 IMP 1358 Mit Stage 2 855 Approach EB NB SB HCN1 Control Delay. s HCM LOS 10.2 B 0.5 0 Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °/otile Q(veh) 1358 0.008 7.7 A 0 - 617 828 - 0.018 0.013 - 10_9 9.4 - B A - 0.1 0 rn O O CO CD CO CO CO CO 00 Co �J O O) C) O CJl CFI Can Ui a a a a W W W W N N N N � O O O O -� O 4 W O -P W O 4 O 4 W O 4 W _A O W O .4 W O 4 W O 4 W -A O 4 W -� O CJi O cn o cn cn O cn O U1 O Ui O O1 O CJl O CD O O1 O O1 O CT" O Ui O U1 O CJi O CJ1 O U1 O Ui O n D cn Z OO W N O OO N O O O N O O O O O W mom O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O CD O O O O O O O O O O O O O O O N O N O O O O O O O OO OO OO O O O O O OO OO O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O G NI SNOIla1 ino sHvo Imo sNanui A r v 0 m Z cn O O Z l! O Z cn C r 'no D p' Z Cr? H et) w J� r .� n N N N N N .. . . . . . _a . _a _a _a _a . . _a . . _a . . . _a . ... —a .. -k O O O O cD CD CO CD CO Co 00 CO � � v � Cr) CD Q) O C11 C11 C P U1 a a a a W CO W W N N N N -L � -A --A O O O a GJ S O a C� s O a CrJ s a a GJ s a :4;• W S O a GJ S O a co s a a w s O a W --L O -Is W s O a CA) O O1 O O1 O Ut O Ul O CP O CJi O U1 O C P O CP O O1 O O1 O Ut O (Ji o al o cm o Ui O cm o Ut O (Jt O Ui O C.JI O O O O O O O O O O O O � Co -A O O O O O O O s O O O O O O Co O O --► OO 00000 OO o O OO OO ry o 0 OO O O O O s o o O N N O O 00 O s - o ry 0 0 0 0 0 0 0 0 0 0 0 -a O O O O s -is -x o 0 O O O o O Co o O -L o O O O O- 0 0 0 0 0 0 0 0-k 0 -y O O O 0 o O o O O 0 O o o ry 0 0 0 0-ko- o o O 0 O O O o o -k 0 O o O o- o o O O UQ O0 O N N N N N N N N N N N W co W co N N N N ak. A GJ S O GJ S O -P C.J C31 O U1 O Ul O U1 O O1 O CTl W -Is O O O O O O O O O O O (7) O O O O O O O O O O O N CT1 O O O O O O O O O O O CO O O O O O O O O O 00 P74 ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Advanced2ransportntion Tlanning araf7raffic Engineering John M.W. Aldridge, PE, PTOE, AICP Colorado Registered Professional Engineer Professional Traffic Operations Engineer American Institute of Certified Planners July 15, 2014 Nick Valencia Project Manager M3 Construction, LLC 2861 W. 120th Ave. Suite 250 Westminster, CO 80234 RE: Traffic Study High Sierra Water Services C6 Saltwater Disposal Facility Deal- Nick: 1082 Chimney Rock Road Highlands Ranch, CO 80126 Tele: 303-703-9112 Fax: 303-703-9152 Mobile: 303-594-4132 f .nwil: lohn(_ruatceng.com This technical letter provides a traffic study of the potential impact occasioned by the expansion of a saltwater disposal site on the west side of WCR-39 approximately 750 feet north of WCR-28. Platteville is approximately eight miles to the vest. The aerial photo shows the location. In this area, WCR-39 is a two-lane paved collector roadway that can ies approximately 1,000 vehicles per day according to the Weld County 2035 Transportation Plan. I t is 24 feet wide and in good condition per the plan. The plan forecasts an increase to approximately 3,400 vpd by 20351. The daily capacity is 4,600 vpd2. The access to the site features a 175 foot right turn ' The plan actually forecasts 310 vpd by 2035. This is obviously in error and we have assumed a 3.4 growth rate consistent with the plan's overall growth rates in this area. This is a planning -level traffic capacity. Actual capacity is determined from a peak -hour analysis prescribed in the HCM 2010. ALDRIDGE TRANSPORTATION CONSULTANTS, LLC Page 2 of 2 deceleration lane and a 125 foot left tum deceleration lane. The water disposal facility will employ 15 persons per 24 hour period. This is an increase of five employees. With the expansion, it will serve approximately a maximum of 180 trucks per day spread out over a 24 -hour period. The average is less than 150 trucks per day. The average number of trucks will not exceed the estimated daily capacity of 4,600 vpd. The peak hour capacity with approximately 10-20 per hour trucks is not exceeded and the access will unquestionably operate at LOS A in the near -term and LOS B in 2035 with the projected volumes. Based on this analysis, the present roadway surface, geometric design, and traffic control will adequately handle, without improvements, the truck traffic generated by the expansion of the water disposal facility. Should you have any questions or need additional information please call me at 303-703- 9112. Respectfully s • • itted: Aldridge T ans ortation Consultants, LLC John M.W. Aldrid_e, PE, PTOE, AICP Principal J M W A/me , 141 Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 C6 Facility - Emergency Plan and Utility Shut-off Location Plan Date: 3/26/2020 (Location map on following page) Wage I I01DINGTUNL()MAW, PAD APPROACH 1 IN COAI‘liETE CONTMNMENT DIKE NCI TANK! VVI THIN CONCRETE SECONDART CONTAINMENT i� aelaRA'CR ROCA. WATER TREATMENT AND CONDITIONING PROCESS BUILDING WATER RECYCLIM3 TANK FARM IN CONCRETE CoNTAIT NE NT DIKE I0ADINOUNLML]ING PAD DRAIN LOADINGANA(AMC, PAD DEPARTURE ABOVF.GROUI IG PIPING I MAIN SULIGS NRUU EtiSpb? BLA LANG AbOVEGRTXIND PIPING 500 GAL DIESEL TANK Bet IDS STORAGE BULL GINO il iMP DUMPS TER CONTAINMENT ;,'FFICE. DECK CONtau llEE! IT DIKE IIITIAL WATER TREAIME;NI FACILITY IN C ONCRE: TE CONTAIMMEtIT MIKE but -of -valve (2729 �.. \// �B) Electrical Shut-off ropane Shu -off Valve MW -3 ® PSMP SPF PSMP •S -► T 0 j• < r LEGEND MONITORING WELL LOCATION PAD SUB -SUMP MONITORING POINT PAD SUB -SUMP MONITORING POINT SECURITY CAMERA SURFICIAL FLOW DIRECTION WATER SPIGOT ELECTRICAL TRANSFORMER SPILL KIT STREET LIGHT INDICATES APPLICABLE AREA WATHIN SECONDARY CONTAINMENT FENCE LINE STAIRS / CATWALK OXIDIZER BOLLARD 2000 GALLON SEPTIC TANK SALTWATER DISPOSAL FACILITY SOLIDS PROCESSING FACILITY - (AA+/ERt a 0 70 40 60 80 100 SCALE IN FEET FIGURE 2 MONITORING WELL LOCATION MAP NOL WATER SOLUTIONS DJ, LLC C-6 FACILITY 13159 WCR 39 PLATTEVILLE, COLORADO PROJECT 1-8019-10695ah DATE 5/3/2017 DRAFT DRS REVIEW CG RS W1.U�gNL OKM1��D Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 (A) Propane Tank The propane shut off valve, this tank is right by the entry of the C6 facility and feeds only the C6 Solids Processing building. Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 (B) Electrical Shut-off (office) The electrical shut off to the main office. 3IPage 14117: ,1 / Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 (C) Shut-off Valve for Water Well #272956 Inside the small pump house shed (west of the main office) there is a master water shut-off valve for water well #272956. Wage Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Water shut-off valve or water well #272956. 5 I Page Energy Partners LP NGI, Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 (E) Electrical Shut-off for Solids Processing Facility (including Water Well #78801 -FR) The electrical shut-off is located inside the auxiliary solids processing building. M age Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 (F) Shut-off for Water Well #78801-F The main water shut-off is located inside the auxiliary solids processing building. 8IPage Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Water Well #78801-F 9IPage FACILITY EMERGENCY PLAN NGL WATER SOLUTIONS DJ, LLC C6 SITE 1 Name NGL Water Solutions DJ, LLC Location South %: of SE 1/4 of Section 30, Township 3 North, Range 65 West 104 41' 57"W 40 11' 28" N 3 Emergency Telephone Numbers Day Night Facility Primary Nick Valencia 720 708 6535 x 313 913 424 4073 Facility Secondary Ted Lopez 720 708 6535 x 302 816 519 0056 Fire District 911 911 Platteville Fire Protection District Ambulance Service Area 911 911 Platteville Fire Protection District Weld County Regional Communications Center 911 911 Other CDPHE Spill Line National Response Center CHEMTREC (Chemical Transportation Emergency Center) (877) 518-5608 (800) 424-8802 (800) 424-9300 4 Agency Notification Non Emergency Phone# Fire Department/District Platteville Fire Protection District 970 785 2232 Ambulance Service Area Platteville Fire Protection District 970 785 2232 Law Enforcement Agency Weld County Sherriff 970 356 4015 x 2804 Communication Center 970-350-9600 Office of Emergency Management/LEPC 970-304-6540 5 Surrounding Occupancies & Land Use Surrounding is primarily agricultural G Personal Protective Equipment Available Rubber or neoprene boots Rubber Gloves Face Shield or similar protection Eyewash station Location On Site On Site On Site On site 7 Location of Emergency Equipment & Supplies Phone#t To be completed once site construction begins 8 Location & Types of Water Supplies There is currently well water (non -potable) on site 9 Transportation routes. Various chemicals/products will be delivered via routes through Greeley 10 Coordination with First Responder Agencies EHS representative and/or first responders will meet the day the Certificate of Occupation is presented to review emergency plan and tour facility Please see Waste Handling Plan for chemicals kept on site 1 I Safety and Training Review Each year, all employees are provided with all necessary information concerning the proper handling of a chemical spill or accident This information shall be in the form of a review sheet detailing proper procedures, which shall be signed and dated by each employee when all items are understood Also, proper use of cleanup and containment tools and procedures will be demonstrated as necessary Any new or updated information or procedures will be taught to employees immediately when applicable FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION Business Name NGL Energy Partners Phone 970-356-5560 Address 8207 W 20th St Suite B City, ST, Zip Greeley CO 80634 Business Owner Josh Patterson (Officer) Phone 303-868-1286 Home Address City, ST, Zip List three persons in the order to be called in the event of an emergency NAME TITLE Busty Rauman ADDRESS PHONE Plant Operator 13159 CR 39 Platteville CO 970-616-9930 Jose Mora Operations 13159 CR 39 Platteville CO 970-812-2733 Mike Guinn VP Operations 8207 W 20th St, Suite B Greeley CO 976-302-6042 Business Hours 24 hours per day Days 7 days per week Type of Alarm None Burglar Holdup Fire Silent Audible Name and address of Alarm Company NIA Location of Safe NIA MISCELLANEOUS INFORMATION Number of entry/exit doors in this building 2 Location(s) Multiple buidings each with at least two entry/exit doors 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 offerers, a public service of the Weld Counnenff s Office Please indicate the programs of interest I I Physical Security Check Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS Main Electrical south wall of auxiliary process building (lust north of offload pad) Gas Shut Off North of tank farm containment, next to propane tank Exterior Water Shutoff At proposed well location west of tank farm Interior Water Shutoff Inside auxiliary process building C 6 SITE WASTE MANAGEMENT PLAN NLG WATER SOLUTIONS D.1, LLC El Scope- This Waste Management Plan has been prepared to provide onsite operations personnel at the C6 site with the information necessary to properly identify, manage and dispose of wastes, and to ensure the safety and protection of employees, the public and the environment The objective of this plan is to ensure waste generated at the site is managed according to all Local, Colorado and Federal regulations Further, the plan will define operational chemicals used or stored on site requiring specific disposal pathways Chemicals Stored On Site- The following materials will be stored at the site to support operations and have specific disposal requirements The quantities given are the maximum amount to be stored on site at a single time The coagulants and polymers listed below are all of the chemicals that may be used at one time or another for sludge treatment on the site Only two or three of these are likely to be stored on site at any given time NOTE. The oil collected as part of the skimming process is captured in three 400 BBL separation tanks in the main process building, and then stored in six 400 BBL steel tanks in the tank farm, and is considered production oil that will be trucked out for sales This oil is not considered waste and is not listed in this plan Chemicals Description Quantity Diesel Fuel Distillate fuels suitable for use in high and medium speed internal combustion engines of the compression ignition type 50 Gal Emulsion Breaker Clear to Slightly Hazy Light Amber to Dark Amber liquid with pungent odor 30 Gal Crude Oil (petroleum) Naturally occurring, yellow -to -black liquid found in geologic formations beneath the Earth's surface, which is commonly refined into various types of fuels 90 BBL'S Unleaded Gasoline Light straw to red clear liquid with characteristic strong odor of gasoline 15 Gal Chevron Way Oil Vistac Brown liquid with Petroleum odor 20 Gal WT -990 Corrosion inhibiting cleaning compound < 1 Gal Wolf's Head Gear Oil Dark amber lubricant with mild petroleum odor 40 Gal Ferric Chloride Coagulant used in sludge treatment operations Brown, acidic, corrosive solution 10,000 Gal Aries Polymer 293 Polymer used in sludge treatment operations Orange, brown liquid, slightly acnd odor 1,375 Gal Aries Polymer 1162 Coagulant used in sludge treatment operations Yellow to amber viscous liquid with slight amine odor 1,375 Gal Aries Polymer 3184 Polymer used in sludge treatment operations Opaque 1,375 Gal greenish -milky white viscous liquid with a slight hydrocarbon odor Aries Polymer 3196 Polymer used in sludge treatment operations Opaque 1,375 Gal greenish -milky white viscous liquid with a slight hydrocarbon odor 1 Aries Polymer 3456 Polymer used in waste treatment operations Off-white translucent liquid with hydrocarbon odor NOTE All chemicals listed above will have Material Safety Data Sheets on -site Projected Waste Streams and Volume 1,375 Gal Waste Stream Waste Constituents Volume Disposal contact Sale Oil Crude oil 1-3 Loads per day NGL Crude Oil Transportation Solid Wastes Dewatered sludge (sand, silt, trace oil, coagulants, polymers) 200-550 cuyds / day, removed in 20 cubic yard dumpsters Waste Management - Buffalo Ridge Landfill Dumpsters Trash 4-6 Cubic yard dumpsters, removed weekly Waste Management NOTE- The primary waste stream generated will be dewatered sludge, as the primary purpose of the facility is dewatering/treatment of oil and gas tank bottoms and drilling muds Any wastes that may be generated during the construction of this site will be temporarily stored in covered containers and will be removed from the site for proper disposal at a permitted facility Spill Prevention and Response Activities related to solids processing facilities require storage of hazardous and nonhazardous products and wastes All efforts will be made to prevent spills of any amount of these products The scope of this plan is intended to cover activities related to associated facilities The following procedures will be followed to help avoid spills and minimize the impact of spills that accidentally occur C Bulk quantities of any chemical will be stored in above ground tanks, which will be diked or be of double wall secondary containment design, or smaller containers Secondary containment will also be provided for loading/unloading areas No underground tanks will be used A Safety Data Sheet (SDS) for each hazardous material will be located on site E Fuel will be stored within secondary containment and as much as practical all equipment will be refueled there Any equipment that must be refueled in the field will be fueled from tanks carved to the work area Lesser quantities of chemicals (I e , cleaning supplies, lubricants) may be stored at the work area as necessary to service equipment provided that this storage does not conflict with other parts of this plan L All chemical storage areas will be located at least 200 feet from active private water wells, and at least 400 feet from municipal water wells Equipment servicing, lubricating, and refueling will also be in accordance with these requirements whenever possible L Use of hazardous materials for vehicle maintenance will follow the same requirements mentioned above for equipment refueling Impervious or sorbent materials will be placed under the work area before the work begins Additional sorbent materials will also be readily available 2 C Waste materials created during maintenance 0 e , used oil) will be collected for proper disposal L The work site for which these chemicals are used will be inspected after the maintenance work is complete to ensure that all hazardous materials are properly contained All waste material, including partially used or empty containers, discarded parts, dirty rags, and used sorbent material, as well as discarded hazardous materials containers 0 e , oil cans, grease tubes) will be collected and placed in open -top drums for proper disposal All motor fuel, lube oil, chemicals, and other polluting substances will be tightly sealed and clearly labeled during transportation and storage Runoff resulting from facility equipment washing operations will not be permitted to directly enter any water body or wetland area Construction equipment, vehicles, materials, hazardous materials, chemicals, fuels, lubricating oils, and petroleum products will be parked, stored, or serviced 100 feet from all water bodies and wetlands when not in use and when possible f Any materials, hazardous materials, chemicals, fuels, lubricating oils, and petroleum products that must be used within 100 feet of a water body or wetland to support the work will only be used within the secondary containment protection and will be stored within temporary secondary containment during work hours No materials, hazardous materials, chemicals, fuels, lubricating oils, or petroleum products that are not contained within equipment will be stored within 100 feet of a water body or wetland All other sections of this plan will be followed for spill prevention and mitigation and cleanup methods All equipment will be inspected daily for leaks prior to beginning operations Steps will be taken to repair leaks or remove the equipment from service, if necessary C All containers containing any hazardous material (i a chemicals, lubricants, oils) will be neatly labeled The height of stacked containers will be limited and containers will be stacked carefully to provide stability to avoid spills Clean up procedures and materials will be readily available and clearly posted at work areas Pollution Incident Response- In the event of a spill the following will occur C The source will be immediately stopped _ The spill will be contained by placing sorbent booms or constructing dikes The spill will be collected with sorbent materials, skimmed off water surfaces with booms, and/or the contaminated soil will be excavated, and the waste materials will be properly disposed in accordance with NGL's internal policies C Document the spill and its clean-up procedures whether reporting is required or not At a minimum document the following o Nature of spill o Quantity of spill o Date/time spill occurred Agency notification if necessary o Clean-up procedures used o Daily monitonng (7 days) after clean-up o Photographs o Interview(s) with any witnesses of the event 3 L The affected areas will be restored as closely as possible to their previous condition Spills of oil or petroleum products should be reported immediately to the Site Manager Environmental support staff will determine the reporting requirements and contact the appropriate State and Federal environmental agencies for notification requirements If the Site Manager cannot be contacted, then the Site Supervisor should make the necessary notifications A reportable release is a quantity or an unknown quantity of regulated substance released to or posing an immediate threat to surface water, groundwater, bedrock, soil or sediment The term does not include the following, provided the owner or operator has control over the release, the release is completely contained, and within 24 hours of the release, the total volume of the release is recovered or removed in the corrective action o A release to the interstitial space of a double -walled aboveground or underground storage tank o A release of less than 25 gallons to a containment area, structure or facility around an aboveground storage tank o A release of less than five gallons to a synthetic surface, such as asphalt or concrete, which prevents migration of the regulated substance to surface water, groundwater, bedrock, soil or sediment, and a release of less than one -gallon to surface soils L Some spills will need to be reported to the Division of Water Quality immediately including the following o Over 25 gallons of petroleum o Over 5 CCs of mercury L A release of any chemical, oil, petroleum product which entered waters of the State of Colorado (which include surface water, groundwater, dry gullies or storm sewers leading to surface water) L Any spill or release of raw sewage L If any of the above criteria is met or exceeded, the Colorado Department of Public Health and Environment (CDPHE), Local Emergency Planning committee, downstream users and other agencies (MS4s) will be notified The CDPHE will be notified by telephone within 24 hours In addition, written notification describing the spill and the cleanup procedures used will be sent to the agencies 5 days following the spill If a spill does not meet the above criteria, reporting is not mandatory CDPHE 24 -hour environmental emergency spill reporting line is 1-877-518-5608 Company Emergency Contacts Josh Patterson Vice President of Operations O 970-356-5560 Jpatterson@highsierraenergy com 8207 W 20th St Suite B, Greeley, CO 80634 4 Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 C6 Facility - Truck Yard Plan and Procedures Sec. 23-4-950 and Sec. 23-4-960 Date: 5/12/2020 Narrative Introduction In accordance with Weld County Code Section 23-4-950 and 23-4-960 the designated Truck Yard is a necessary feature to the C6 Facility. The proposed expansion is to utilize the existing land on the C6 Injection Well Facility (USR-14-0081) so that transport trucks related to the daily operations of the Facility can be positioned on site to reduce the need for secondary truck yards that are off -site. The trucks traveling into/out of the C6 Facility are transporting in produced water for onsite liquids disposal (by injection wells), along with the solids separation from oil and gas production. The Truck Yard contains related materials accessory to the allowed use(s) of the C6 Injection Well Facility (USR-14-0081). Plan and Procedures Placement of Stored Equipment - All trailers, transports, and trucks, and equipment will be positioned along the outside perimeter of the Truck Yard. When accessible, transports and trailers will be backed -in and then lined -up parallel to each other. This procedure is to maximize storage space, allow for the entrance/exit to remain open, maintain open fire access lanes, and to ensure that all drainage and snow removal pathways are not obstructed. Wage Net Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Traffic Flow Procedures Traffic into and out of the Truck Yard will follow a clockwise pattern. This pattern allows for maximum visibility for the driver to judge the distance and minimize the turning angle while backing into spaces next to the electrical plugin's located, which are on the west side of the yard. The other half of the yard contains parking spaces that allow for a direct pull -through and pull-out configuration. (see next page for traffic flow map) 4IPage illre WELD COUNTY girt ONLINE MAPPING NGL Water Solutions DJ LLC - C6 - Truck Yard 6 03N art 81.394 GIS CalculatgcUckgge,;S,.� 55W HIGH SIERRA yitte rSERVICES LL1` i i • • • • • • 81.394 GIS Calculated r HIGH SIERRA WATER SERVI kLC • ref 1,4)D .4 tt. .i WGS 1984_ Web_ Mercator Auxiliary_Sphere J Weld County Colorado • lr- sae Noe 03N 65W 30 t. 81.394 GIS Calculated Acres HIGH SIERRA WATER SERVICES LLC O3N 81394 GISA6lculated Acres 30 65W HIGH SIERRAWATER SERVICES LLC art 13159 I his map is a user generated static output from an Internet mapping site and is foi reference ony. Data layers that appear on this map may or may nol be accurate, current, or otherwise reliable THIS MAP IS NOT TO BE USED FOR NAVIGATION 0 143.0 Feet Notes • Legend Parcels Road Right of Way • ■ ■ ■ County roads Vacated County roads Usage Wagon Trails Sub/Re/Future roads Private roads d Crossings State Highways Reserved ROW by Resolution Highway Township / Range Section Quarter Section County Boundary Creek / Canal - Large Scale Perennial Intermittent Ephemeral - Artificial Path Canal Ditch - Coastline Connector - Pipeline Underground Conduit River - Large Scale Area ut Complex Channels ■ Area to be `submerged Baylnlet Bridge CanalDitch ■ DamVVelr Flume Foreshore Hazard Zone Inundation Area Lock Chamber Rapids SeaOcean • • ■ ■ 1:858 0 Traffic Pattern Map for Truck Yard K� Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Safety Procedures for Truck Yard OSHA parking and safety practices will be adhered to for all trucks coming into and out of the yard. (Please see next page for safety procedures) 5lPage i L Om" Safety Practices Once Tractor Trailer Drivers Arrive at a Destination Safety is just as important once a truck reaches a destination as when it is on the open road. Companies should communicate operating procedures to keep workers safe, whether at the warehouse, dock, or construction site. Drivers should know about hazards that can result in serious or fatal injuries. IMPORTANT SAFETY STEPS WHEN: OParking • Park on level ground and close to the receiving door or site ■ Set and test brakes ■ Place wheel chocks between the tandem wheels of the trailer ■ Do not attempt to stop a rolling vehicle 2 Backing Up ■ Get Out And Look (GOAL) ■ Use flashers, horn, and backup alarms ■ Check both mirrors ■ Roll down windows to hear • Know the vehicle's blind spots ■ Use a spotter • Back up slowly ■ Stand dear when opening doors for unloading Coupling and Uncoupling ■ Only trained workers should perform this procedure ■ Ensure stable footing when releasing the fifth wheel or adjusting tandems • Wear bright visible clothing ■ Set parking brakes and perform tug test • Keep clear of tires and frames ■ Check for vehicular traffic near you For more information, call 800-321-6742 (OSHA) or visit www.osha.gov/SLTC/trucking_industry. OSHA 3944-04 2018 Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Truck Yard Fixtures and Features The Truck Yard contains a series of four overhead lights that provide added visibility during non -daylight hours of operation. These lights are on the west boundary of the Truck Yard and all point east towards the parked trucks and facility buildings. Also contained on the western edge of the Truck Yard is a series of elevated 120VAC (20 Amps) whether -proof electrical outlets. These outlets are for powering the block heaters on the trucks during the winter months of the year. 6IPage ' �� ...--j1.4)),•••.di s � i. .y ... j. • Tom`. •1!�1 �4 1 C7 4' NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 All waste generated from the Truck Yard's daily operation is collected and processed in the following ways: Engine oil, hydraulic oil, gearbox/differential oil, and transmission oil are collected from the trucks in the enclosed indoor repair shop. These used oils are then transferred into the waste oil heater, which is used to generate heat for the 6,000 square foot shop. The waste oil heating system is an Energy Logic EL 35OH. Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 The waste oil heating system is an Energy Logic EL 350H with a rating of 350,000 Btu/hour with a burn rate of 2.5 gallons/hour. The estimated annual consumption inputted into this burner is approximately 600 gallons/year. 12IPage energyiogitS w�-.ic E Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Based on the Colorado Department of Health and Environment' s Air Pollution Control Division's (APCD) guidance for Hazardous Waste and Air Requirements for Used Oil Space Heaters the Energy Logic EL 350H would qualify for an exempt status* and NGL is not required to report air emissions or need to obtain an air permit for the oil waste heater. (' The two requirements for the exemption status is that (1) the oil waste heater must be rated below 500,000 Btu/hour, and (2) that the rate of oil used must be below 10,000 gallons per year.) (Please see next page for burner specifications and APCD) 14I Page energylogia EXCLUSIVE StainlPcs Steel Feat Exchanger Designed to prevent corrosion, warping and weld breakage. Built to last decades, not years. Digital Hour Meter sumkc Tracks runtime Accutem p proheater PATE NiI=L Rapidly heats the widest range of viscosities of used oil, synthetic oils and other acceptable fuels. 1 Integrated STANDARD Air Compressor Built in so you don't have to connect to and rely on shop air. Providing 24/7 heating availability. Side Suction Metering Fuel Pump PATENTED Reliable, consistent fuel delivery regardless of fuel type (up to 90W) with no manual adjustments. Low Fuel Cut Off EXCL . Turns off the furnace before running out of fuel — preventing time-consuming troubleshooting, shutdowns and repriming. *included with fuel delivery kits, complete systems and with furnace only. Pc" I9ted Pt lel Dick I III EXCLUSIVE 1) Pump can be mounted at the fuel source —instead of on top of the tank —so the pump is flooded with used oil. not air! 2) Fuel pick up is six inches above the bottom of the tank, above water and sludge, ensuring only used oil is sent to the furnace. 3) Easy spin -on stainless mesh filter. Waste Oil Furnaces the Best Use for Your Waste Oil 11ft 'lame Retention Head PATENTED This patented design creates a hotter flame than competitor brands for complete fuel combustion and highest heat output. Less ash is produced resulting in longer maintenance intervals than competitor brands. Swing Away Burner STANDARD and Ash Removal Port This convenient combination makes cleaning the chamber faster and easier than any other brand. One tool, 30 minutes or less. STANDARD C ue' Gaue Visual indicator of how much used oil is in your tank. EXCI !MT Drain Valve Makes it simple to purge water or other contaminants that naturally settle in the bottom of the tank. Ci?sc A Flue Kit STANDARD* y Stainless steel interior, double -wall flue kits are UL -listed and meet local codes. *standard for complete system or sold separately. Pictured: 200H on 250 tank and Class A Flue Kit. 8ft 3ft Furnace Only Fuel Flow Rate 140H Heats up to 3,500 square feet ENGLISH METRIC 1.0 gallons/hour 3.78 liters/hour BTU Input 140,000 BTU per hour 41.6 kW per hour Heat Rise Over Input Air 100° -120° F 37.8-48.9 C Air Flow 1000 cfm 28cu. m/min Warm Air Outlet Dimensions 15"W x 15"H 38cm W x 38cm H Exhaust Flue Diameter 6" or 8" diameter 15cm or 20cm diameter Furnace Dimensions 18"H x 1811 x 92"L 46cm H x 46cm W x 234cm L Furnace Weight 295 Ibs 132 kg 200H Heats up to 5,000 square feet ENGLISH METRIC 1.4 gallons/hour 5.3 liters/hour 200,000 BTU per hour 58.3 kW per hour 100° - 120° F 37.8-48.9 C 1500 cfm 42cu, m/min 15"W x 15"H 38cm W x 38cm H 6" or 8" diameter 15 cm or 20cm diameter 18"H x 18"W x 1031 350H Heats up to 9,000 square feet ENGLISH METRIC 2.5 gallons/hour 9.4 liters/hour 350,000 BTU per hour 102 kW per hour 100° -120° F 37.8-48.9 C 2600 cfm 74 cu. m/min 15"W x 1511 38cm W x 38cm H 8" diameter 20cm diameter available 46cm H x 46cm W x 262cm L 22"H x 22"W x 1171 315 Ibs 142 kg 56cm H x 56cm W x 297cm L 415 Ibs 188 kg Complete 140H Furnace + 200H Furnace + 350H Furnace + Systems Storage Tank, Draft Gauge and Class A Flue Kit Storage Tank, Draft Gauge and Class A Flue Kit Storage Tank. Draft Gauge and Class A Flue Kit ENGLISH METRIC 130 Gal Storage Tank (single wall) 130 gallons 492.10 liters Tank Dimensions 32"H x 30"W x 38" L 81 cmHx76cmWx96cmL Shipping Weight 698 Ibs 317 kg 200 Gal Storage Tank (single wall) 200 gallons 757 liters Tank Dimensions 32"H x 30"W x 48"L 81 cm H x 76cm W x 121cm L Shipping Weight 750 Ibs 340 kg 250 Gal Storage Tank 250 gallons 946 liters ENGLISH METRIC 130 gallons 492.10 liters 32"H x 30"W x 38"L 81 cm H x 76cm W x 96cm L 720 Ibs 327 kg 200 gallons 757 liters 32"H x 30"W x 48"L 81 cm H x 76cm W x 121 cm L 770 Ibs 349 kg 250 gallons 946 liters ENGLISH METRIC NA NA NA NA NA NA NA NA NA NA NA NA 250 gallons 946 liters Tank Dimensions (single wall) 32"H x 30"W x 61"L 81cm H x 78cm W x 152 cm L 3211x 30"W x 61"L 81 cm H x 76cm W x 152 cmL 32"H x 30"W x 61"L 81cm H x 76cm W x 152 cmL Tank Dimensions (double wall) 40"H x 31"W x 61"L 102 cm H x 79cm W x 155cm L 40"H x 31"W x 611 102 cm H x 79cm W x 155cm L 40"H x 31-W x 61"L 102 cm H x 79cm W x 155cm L Shipping Weight (single wall) 749 Ibs 340 kg 770 Ibs 349 kg 899 Ibs 408 kg Shipping Weight (double wall) 976 Ibs 442 kg Approved Fuels Used crankcase oils, ATF, No. 2 fuel oil, up to 90 weight gear oil and diesel fuel Electrical Req. 115 VAC 60Hz, 25 amps maximum dedicated circuit Warranty 10 years on heat exchanger, five years full and five years prorated Up to 2 years on parts* 'One year warranty standard. Second year warranty requires product registration within 30 days of product receipt. 998 Ibs Regulation and Certification EPA approved UL -Listed - U.S. and Canada 453 kg 1127 Ibs 511 kg e energyloik 5901 Crossings Boulevard I Antioch, TN 37013 (800) 335-3092 I www.energylogic.com rr_tt. re) CE 2011-98030055 18 MIN CLEARANCE FROM TEE AND SINGLE WALL FLUE TO COMBUSTIBLES 8 FLUE TEE WITH BAROMETRIC DAMPER INCLUDED 463 ^fO* O6plh $00 40 6' MIN CLEARANCE FROM TOP SIDES AND BOTTOM TO COMBUSTIBLES i 21r ITEM # 98030074 ALLOW 12 FOR HEIGHT (12 5 FOR 500 GAL) 3' TANK HEIGHT (44 FOR 500 GAL) ALLOW r FOR TANK AND PUMP ACCESS (8 FOR 500 GAL) L 21 9' MODEL EL -350H (SHOWN WITH 250 GALLON SINGLE WALL TANK) - CABINET WEIGHT WITH BURNER AND BLOWER - 415 LBS -TANK WEIGHT EMPTY - 425 LBS (600 LBS FOR 500 GALLON SW) - FLUE DIAMETER 8 INCH - FREE AIR DELIVERY -2600 CFM - HEATING AREA UP TO 9000 SQ FT WITH 16' CEILINGS 12 PUMP WIRING CONDUIT (PROVIDED WITH COMPLETE SYSTEM) I 6 MIN CLEARANCE FROM BURNER END FOR CLEANING TOOL ACCESS BURNER OPENS ON HINGE FOR EASY MAINTENANCE 20 2' x 18 4" AIR OUTLET LOUVER PANEL - ONE SIDE ONLY (CONTACT EL IF TWO SIDED VENTING IS NEEDED) - 15' x 15" LOUVERED OPENING - MAY BE REMOVED FOR DUCTING - USE 18" x 18 DUCT -0 28" WC MAX EXTERNAL STATIC PRESSURE 24 MIN CLEAPANCE FROM LOUVERS 12-2" CABINET HAS FOUR 3/8 -16 THREADED PORTS ON TOP AND BOTTOM FOR MOUNTING TO TANK STANDS OR WALL MOUNTED SUPPORTS -MAY ALSO BE SUSPENDED BY THREADED ROD 11 3 r_ 40.cr — 21 7" --�1 4' POWER SUPPLY CONDUIT 120V/60 HZ SINGLE PHASE POWER 25A MAX CIRCUIT BREAKER ON DEDICATED CIRCUIT REMOVABLE DRIP CAP FOR ASH CLEAN OUT 12" MIN CLEARANCE 85 4" 19 3" --� 117" 12 MIN CLEARANCE FROM BLOWER EXHAUST PORT FOR COMBUSTION CHAMBER 8 DIAMETER Air Pollution Control Division Small Business Assistance Program ti A Guide to Hazardous Waste and Air Requirements for Used Oil Space Heaters A used oil space heater is a unit designed specifically to burn used oil for comfort heating purposes. This document defines "used oil" and provides an overview of the air and hazardous waste requirements that apply to used oil space heaters in Colorado. In regards to used oil space heaters, "used oil" includes, but is not limited to: • Vehicle crank case oil • Transmission fluid • Gearbox and differential oil • Hydraulic oil • Compressor oil • Transformer (electrical) oil "Used oil" does not include: • Antifreeze • Wastewater containing oil • Cooking oils, even as lubricants • Oils mixed with hazardous waste Burning used oil releases contaminants, some known to be causing cancer, picked up in the lubricating, transformer, or hydraulic systems. AIR REQUIREMENTS The Air Pollution Control Division (APCD) administers air emission reporting and permitting in Colorado. Unlike the hazardous waste regulations, air regulations do not distinguish between used oil generated by a business, a household do-it-yourselfer, or another business. Businesses are not required to report air Colorado Small Business Assistance Program 8/2014 emissions or obtain an air permit for the heater if: • the heater is designed to have a maximum capacity of not more than 500,000 Btu/hour, and • the rate of used oil consumption is less than 10,000 gallons per year. ALL businesses must ensure that visual emissions (opacity) from the heater do not exceed 20%. Businesses that do not meet the exemptions above must test the used oil as described under the Hazardous Waste Requirements below to determine whether air emission reporting is required. Testing must also include testing for sulfur. The table below assists the determination of whether to report air emissions by selecting the sulfur content of the used oil in the left-hand column and then determining the quantity of used oil that can be burned without triggering air reporting requirements. QUANTITY OF USED OIL REQUIRING ON SULFUR EMISSIONS AN APEN BASED Sulfur Content of Used (Weight Oil %) Air Emission Factor* (pounds/1000 gallons) Requiring (gallons/year) Quantity APEN** an 0.05 7.4 544,218 0.1 14.7 272,109 0.15 22.1 181,406 0.2 29.4 136,054 0.25 36.8 108,844 0.3 44.1 90,703 0.35 51.5 77,745 0.4 58.8 68,027 0.45 66.2 60,469 0.5 73.5 54,422 0.55 80.9 49,474 0.6 88.2 45,351 0.65 95.6 41,863 0.7 102.9 38,873 0.75 110.63 36,281 0.8 117.6 34,014 0.85 125.0 32,013 0.9 132.3 30,234 0.95 139.7 28,643 1.0 147.0 27,211 * Emission factors are based on AP -42, Section 1.11, "Waste Oil Combustion," at www.epa.Qov/ttn/chief/ap42/ch01 /final/c01 s11.pdf. **Reporting thresholds based on an air emission threshold of two tons of sulfur emitted per year. COLORADO Department of Public Health b Environment If used oil consumption exceeds reporting thresholds, an Air Pollutant Emission Notice (APEN) and the appropriate fee must be submitted to the APCD. The General APEN form is available at: www.colorado.gov/pacific/cdphe/general- apen Current fee information is available online at: www.colorado.gov/pacific/cdphe/emission s -and -permitting -fees The APCD will use the information provided on the APEN to determine if an air permit is also required. If a business requires an air permit, the submission of an APEN will start the permitting process and the APEN will become part of the permit application package. APENs are valid for five years and must be renewed at least 30 days before expiration. Revised APENs must also be submitted to the APCD when changes occur at your facility such as name, ownership, business location, significant change in emissions, or a modification to the emission unit (e.g., space heater). HAZARDOUS WASTE REQUIREMENTS The Hazardous Materials and Waste Management Division administers Colorado's hazardous waste regulations. For more detailed information on hazardous waste requirements for used oil generators, refer to the document Management Standards for Used Oil Generators, available at www.colorado.gov/pacific/cdphe/hazardou s -waste -management -used -oil -guidance. The hazardous waste requirements for businesses burning used oil in a space heater vary depending on whether the business (1) generates the used oil itself or obtains the used oil from a household do-it- yourselfer or (2) obtains the used oil from another outside source. Colorado Small Business Assistance Program 8/2014 •:• Your Own or from "Household Do-it- Yourselfers" Generators of used oil are allowed to burn the oil in a used oil -fired space heater if: 1. the heater burns only used oil generated by the business itself or obtained from household do-it- yourselfers; 2 the heater is designed to have a maximum design capacity of not more than 500,000 Btu/hour; and 3. the combustion gases from the heater are vented to the outside. Business must obtain the used oil directly from the do-it-yourselfers. Used oil that has been collected from do-it-yourselfers and aggregated by an intermediate party is no longer considered to be household used oil unless the collection center can prove that it accepts used oil only from household do-it-yourselfers. Businesses may aggregate their used oil to one facility owned by the same business. This used oil must be transported in quantities less than 55 gallons at one time in employee -owned or business -owned vehicles. A business may have more than one space heater and mix different used oils but must be aware that burning mixed used oils of significantly different viscosities can cause feed lines to clog. Businesses burning their own or used oil from household do-it-yourselfers are not required to test the oil. From an Outside Source In order to burn used oil obtained from an outside source, other than household do-it- yourselfers, a business must ensure that the oil has been tested and meets the used oil specifications. COLORADO Department of Public Health S Environment USED OIL SPECIFICATIONS Constituent/property Max. allowable level Arsenic Cadmium Chromium Lead Flash Total point halogens 100 100 °F minimum 4000 ppm (if successfully rebutted)* 5 ppm 2 ppm 10 ppm ppm * If total halogens exceed 1000 ppm, the oil is presumed to be a hazardous waste unless proven otherwise by the generator. Testing, as described below, can be done by either the business that generates the used oil or the business that wants to burn it in their space heater. If the business burning the used oil does not make the determination that the used oil is on - specification, the Hazardous Materials Division strongly advises that the business request copies of the laboratory analyses run on the used oil and keep basic records related to receipt of the oil. On a case -by -case basis, the Hazardous Materials Division may allow testing to be conducted annually as long as the process generating the used oil remains unchanged. Used oil that does not meet the used oil specifications may be burned for energy recovery only in an industrial furnace, boiler, or hazardous waste incinerator. Facilities that burn off -specification used oil must notify the Hazardous Materials Division of their used oil activities and meet all applicable requirements of the Colorado hazardous waste regulations. .; Burning in a Space Heater Larger than 500,000 Btu per hour Businesses that burn their own used oil in a space heater with a capacity larger than 500,000 Btu/hour must test their used oil to ensure that it meets the used oil specifications. On a case -by -case basis, the Hazardous Materials Division may allow testing to be conducted annually as long as the process generating the used oil remains unchanged. The business must keep records of the lab analysis or other documentation used to make the determination that their used oil Colorado Small Business Assistance Program 8/2014 is on -specification. They must also notify the Hazardous Materials Division that they are a used oil marketer and obtain an EPA identification number. After determining that the used oil meets the specifications, the business must keep records of the quantity of used oil tested/burned and a cross reference to the analytical records documenting the oil was on -specification. Records must be kept for at least three years. If the business wants to burn used oil from an outside source, the testing and recordkeeping requirements are as specified in the previous section. Used Oil Testing The party conducting the testing and determining whether the used oil meets the required specifications is considered a "used oil fuel marketer." Anyone marketing used oil must keep records of the lab analysis or other documentation used to make the determination that the oil is on - specification. They must also notify the Hazardous Materials Division that they are a used oil marketer and obtain an EPA identification number. After determining that the used oil meets the specifications, the marketer must keep records of each shipment to an on -specification used oil burner including the name and address of the receiving facility, quantity shipped, date of shipment or delivery, and a cross reference of each shipment to the analytical records documenting the oil was on -specification. Records must be kept for at least three years. Acceptable test methods for determining if used oil is on -specification include those listed below. Other equivalent test methods may be used as approved by the Hazardous Materials Division. Used oil is presumed by EPA to contain quantifiable levels (>2 ppm) of PCBs unless the generator has analytical data or acceptable documentation (defined in 40 CFR Part 761) that proves it does not. If the used oil is from a hydraulic system or transformer, or the source is unknown, then the oil should 3 COLORADO Department of Public Heath y Environment also be tested for PCBs using SW -846 Method 8082 or 8270. Used oil containing quantifiable levels of PCBs may only be burned for energy recovery in qualified incinerators or by burners of off - specification used oil that have notified the Hazardous Materials Division. USED OIL TEST METHODS Analyte Test Method Arsenic, Chromium, Cadmium, Lead SW -846* Method 6020 6010 or Flash point SW -846 SW -846 Miniflash Closed Standard 1010A 1020B Continuously Cup Tester D-6450-99 ASTM Total halogens SW -846 9075 or 9076 SW -846 8260 if results greater than 1000 ppm * SW -846, entitled Test Methods for Evaluating Solid Waste, Physical/Chemical Methods, is EPA's official compendium of analytical and sampling methods approved for use in complying with the RCRA regulations. FOR MORE INFORMATION Contact the Small Business Assistance Program (SBAP) at the Colorado Department of Public Health and Environment. SBAP offers free assistance to small businesses with environmental questions. SBAP: (303) 692-3175 or 3148 Small Business Ombudsman: (303) 692-2135 Website: www. colorado. gov /pacific / cd phe /small - busi ness-assi stance -program-sbap The Hazardous Materials Division technical assistance line for questions regarding solid and hazardous waste management and disposal. Generator Assistance Program: 303-692-3415 Technical Assistance Hotline: 303-692-3320 or 1- 888-569-1831 ext. 3320 Website: www.colorado.gov/pacific/cdphe/hazwaste Colorado Small Business Assistance Program 8/2014 4 COLORADO Depattment of Public Heatth y Environment Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Truck Spot Washing and Floor Drains The complete washing of the semi -trucks, trailers, and vehicles from the Truck Yard will take place off site at a commercial truck wash facility. Within the enclosed indoor repair shop there is a pressure washer that is used by the shop mechanic's to "spot wash" limited to areas on the truck/trailers that will be repaired. (Spot washing is defined as: is a necessary procedure to clean an area(s) that will be worked on to ensure that no mud, dust, or other foreign derbies contaminates the parts that are being repaired or replaced on a truck, trailer, vehicle or machine). In the shop, there is a dedicated wash bay that has a floor drain that collects all used spot washing water. This water then empties into a sump tank. At no point does the spot washing water ever leave the sealed floor drain containment structures. The liquid slurry mixture of this sump tank is collected by a hydro -vac truck and then is transported into one of two landfills that are permitted to take the spot wash slurry mixture. 15IPage All other solid waste and trash that is generated from the Truck Yard will be collected into a 10 -yard dumpster. This trash will be transferred to the nearest landfill for disposal. The dumpster containment vessel ensures that all trash is centralized and disposed of in a manner that controls blowing debris and avoids other potential nuisance conditions. Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Fugitive Dust Mitigation Plan The control of fugitive dust will be a high priority during periods of vehicle movement in the Truck Yard. The primary mechanism for dust control will be the use of a designated freshwater truck (5,000 -gallon transport trailer) that is affixed with a spray bar and nozzle system. Only freshwater will be used for dust control purposes. Proactive controls will be instituted to reduce the amount of dust generation during Truck Yard activities, including the enforcement of low -speed limits for truck traffic. NGL will implement a dust control training program for the C6 Facility personnel. This training program will review the potential sources of dust, individual responsibilities, and actions for controlling dust as described in this plan. The training will emphasize the importance of dust control to maintain the overall condition of the surface area on and near the Truck Yard. Facility personnel will monitor wind conditions which include speed, direction, and regional weather forecast to anticipate dry and/or high wind days. As needed NGL will utilize third -party contractors and their water truck equipment to perform the fugitive dust mitigation plan as described above. (See pictures of the water truck and spray nozzle system on next page) 17IPage 1( Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 The surface make-up of the yard consists of crushed road base, river rock (2 -inch minus), and compacted loam/sandy soils. • • • • • isies •• • t r ' .�.r� � � _ r �. �`. _ " -t � - /_ I � � ✓ rt� 4 i � .- may. • \ .ter � • "Po • .� r- _ • -i.T-..(� �-...-11+G�� a lr`- .� _ _ ` - �. ' :.4.„_ L.. ,- '• mil" .. 1 _ .•A -+�7� �. ,� _ �.. -s -r j- y� y' ,i _ _ 1 • . r• - �+ - _ 18IPage Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Fuel Storage Plan The fuel storage depot for the Truck Yard consists of one 12,000 gallon double walled aboveground storage tank (AST) that has a maximum fill capacity of 10,000 gallons (to allow for seasonal temperature expansion). This storage tank is surrounded by a secondary containment structure constructed from reinforced concrete. This sealed containment provides for the entire capacity of the storage tank and sufficient freeboard to contain precipitation from seasonal storm events. The rain, snow, dust, and other debris (tumbleweeds) are removed by a hydro -vac truck to ensure that the no standing water or organic material is present in the containment structure. 19IPage Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 The internal dimensions of the concrete secondary containment structure are approximately 40'x40'x4'. The holding capacity of this structure is approximately 47,875.32 gallons. 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Da zeihomed . ter .411,70:* 1r Cry_ argD1176t.;Lx• fast :AMINWw a S Ial 20IPage NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 STORAGE TANK REGISTRATION CERTIFICATE Certificate Valid From 7/31/2019 to 7/31/2020 Facility ID: 19801 Facility Name: NGL Water Solutions DJ G-6 SWD Facility Facility Address: 13159 CR 39, Platteville, CO Owner Marne: NGL Water Solutions Owner Address: 8207 W 20th St Suite B, Greeley, CO 80834 This Certificate is issued pursuant tO Colorado Regulations (7 C.C R 1 101-14) ._authorizing operation of the registered storage tanks at this facility. At the time of issuanc-e of this certifrcato the owners)/ope°ratorts) certified that the facility was operating in compliance with the Colorado Storage Tank Regulations. This Certificato may be revoked by the Division of Gil and Public Safety if the storage tank facility is found to not he in significant operational compliance*: This C.ertr5cate of Operahon has been issued by Colorado Department of Labor and Employment Division of Oil and Public Safety Petroleum Program 533 17th Street, Suite 500 Denver. CO 80207-3610 Phone (303) 318-654 Website www,coloracio govrops The owner shall keep this Storage Tank Registration Certificate on file as evidence of compliance It is also recommended that a cop}r be posted at your facility in plain view and made available during inspections. This Certificate is contingent upon operating the tank system in compliance with the Colorado Department of Labor and Employment, Division of Oil and Public Safety Storage Tank Regulations, 7 C.C.R. 1101-14 Listed by Sot,ttnovcpst: Fiosyssrch Instlttutee Snrs Antonio, EIS N. as • OM air Oil-. imamate/I Isolawlees, Emir r.. —r..1. -SNAPS .�• ••••Inie•S—r./u v•••sp-. r Ball .arna E.elkr7 �1Ff UL 20t1_i inn:fleeted tank. GIs et a altintQe! by SwRI rtits norm is intoncieci for Installation In accordance with IN 30. NirRa . 3o,ra- on, UPC and the WC Foltc.nst Inasta'altatton Insttructions Tank es Intended for stationary 1n=.tallatlon Prestntrtac prtsinary tank wt -tan prossitsras testing interstltissit space, T►iis tank shall by Irwastigatea to detearrrnorte a ac'-ceptgabillty for WIC after fire onsotsure dasrnatue, other pfhyslca1 Carmine or r um:s t o gas Vehicle Impa>tct Roslestant Prcalaactlle r2tasistrint (If punctsad) Stool T� n la Irte.tttaetat Siesran I No, CC; :2oz 1 61 F I s ail tzar- dt> :wife i I.0 tHIKI r-r-airsoo-Q4 c k� 22IPage Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 231Page Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 C6 Facility - Outdoor Storage Yard with attached Obsolete Equipment Yard Plan and Procedures Sec. 23-3-30 Date: 5/12/2020 Narrative Introduction In accordance with Weld County Code Section 23-3-30 the designated Outdoor Storage Yard is a necessary feature to the C6 Facility. The open-air storage yard contains materials accessory to the allowed use(s) of the C6 Injection Well Facility (USR-14-0081). The purpose of the Yard is to temporarily position battery tanks, oversized empty water transports, and other large non -motorized objects so that those pieces of equipment can be ready for operational use at the C6 Facility or any of the other NGL operated facilities in Weld County. Within the Outdoor Storage Yard, there will be a smaller attached yard where facility -related equipment that is now obsolete from the C6 Facility (and nearby NGL facilities) will be temporality stationed, grouped, and disassembled. These outdated parts and equipment still contain marketable value but must be repaired, re - purposed, or be prepared for salvage based on material and condition. Plan and Procedures Upon materials, parts, or equipment entering the outdoor storage yard, they are first listed by a chain -of - custody document and verified with the onsite C6 Facility management. During the verification process the C6 Facility manager inspects, reviews documents, and approves/rejects the contents of the transport payload before they enter into the storage yard for unloading. Any non -approved payloads, or prohibited materials are then rejected so that they may be sent back out of the C6 Facility. Once all approved payloads, material, equipment, and parts have been checked in at the C6 Facility office, they will then make their way into an outdoor storage yard. OSHA unloading and safety practices will be adhered during the unloading process. (Please see next page for flow chart, safety procedures, and map) Wage C6 Facility — Outdoor Storage Yard - Flow Chart Truck enters into the C6 facility's main entrance Truck exits out of the C6 main entrance. The driver checks in with C6 facility manager. Inspection of the load contents, and exchange of chain of custody (COC) paperwork Driver will go back to the main office at the C6 Facility to sign all final COC documents before leaving. Not app �oved APPro ve d Truck and contents of the rejected load will be sent back out the C6 facility. The truck travels into the designated part of the outdoor storage yard, and then waits for unloading instructions from yard manager. Contents of load will be positioned on a level part of the yard while not obstructing e ntrance, fire -lanes, or drainage features in the yard. If the load is a wheeled transport or trailer, the driver must e nsure that the wheels are chocked, parking bake is engaged, and blocks are under the landing gear to ensure a level angle to the ground. i D Occupational Safety and Health Administration Safety Practices Once Tractor Trailer Drivers Arrive at a Destination Safety is just as important once a truck reaches a destination as when it is on the open road. Companies should communicate operating procedures to keep workers safe, whether at the warehouse, dock, or construction site. Drivers should know about hazards that can result in serious or fatal injuries. IMPORTANT SAFETY STEPS WHEN: OParking • Park on level ground and close to the receiving door or site ■ Set and test brakes • Place wheel chocks between the tandem wheels of the trailer ■ Do not attempt to stop a rolling vehicle 2 Backing Up ■ Get Out And Look (GOAL) ■ Use flashers, horn, and backup alarms ■ Check both mirrors ■ Roll down windows to hear ■ Know the vehicle's blind spots • Use a spotter • Back up slowly ■ Stand clear when opening doors for unloading Coupling and Uncoupling ■ Only trained workers should perform this procedure ■ Ensure stable footing when releasing the fifth wheel or adjusting tandems • Wear bright visible clothing • Set parking brakes and perform tug test ■ Keep dear of tires and frames ■ Check for vehicular traffic near you For more information, call 800-321-6742 (OSHA) or visit www.osha.gov/SLTC/trucking_industry. OSHA 3944-04 2018 Fr" WELD COUNTY C6 Facility (USR 140081) girt% ONLINE MAPPING .-. ______ 03N • 65W . -- BRUNSON KEVIN S (BN) : i. • • ` GIS`Calcula 3 Ac =s BRUNSON 21� KEVIN S (BN) 80.6% GIS Calculated Acres ��3N `! - 03N 65W UJP1 65W 65W~-,�� 30 �u. f ��! • fJ,N� Legend Parcels Highway W. Township / Range ._•___ _.-. _r. ,_ _...-_ - - -._ - .-- _ . ma / r �' _ - ' ', "'• ;'� ' ., '' � �" . ! • 81.394 GIS ' ' ' Y 81.3 • t ` ❑ Section ; - _ d Acres - OutdootoStora� • Yard,(stolcz}e pipment) ' t . �cA "��. rP 1 3i: ❑ Quarter Section - .- Q , . • :l'yl L% • • ': ~ irl % County Boundary -• • .� f Si; �,401 • t� /! �Cis 4 nil � Creek / Canal - Large Scale Perennial r esisi ... - �� •a.�. ' L r.sae ..I•.. _ •r • t s`. •.ter �• v 's i r - . 1 r • Intermittent ' �'�• •. Ephemeral -- x i.� � rt!''' _- r Outdoar S Ya { ,, ! — Arhfival Path • rage . •- Tet.. , Jt�• ' Canal Ditch • r�• �n • vrr . I• C'. ? ..-..` C0a5tiine ' r— • ' `r••_ •� *le :• le• Connector ry�, �1 _ I • r w - 4 ' • . •� it `-� * - -- 3, _-- Underground Conduit -- -'� "'. �' Y[-- - .. ain O `� • River - Large Scale ! V ►J tl~ •J n ' • �V A/ �i Area of Complex Channels Fr(%i' • t - ', Z T i l t ' c rr' ■ _a. t �! • } ■ Area to be Submerged r'ill (J J ' O. • 1 j 9aylnlet �? • a' 03N ...,_ .-• •, •i V - J�V Bridge e t, • J 81.394 �'� GIS`Calculated Acres 65W 81.394 GIS Calculated Acres ... _ _- 1 - - �" CanalDtcn U' r �� = 4 a 03N HIGH SIERRA WATER SERVICES LLC 30 03N HIGH SIERRA WATER SERVICES LLC _ . V •• •,�^ OamWc u 03N 65W J A 'J V ■ Flume '= �a .. M• N 65W s5w 30 30 • .•. . ,r ' , • �•� ' ! -- - ,_� V �'�' -� _ 111 N . • ' ■ Foreshore Hazard Lone Inundation Area „..if_ ,:. �.t,.t�•�•• -a. , • ..? • r�j� ` Y . .4. .�. . • .f • h ..•.� ' �' _ il" • ,11. 4 • M � i ► . .et=; • y ge • w • f ' ■ Lock Chamber ■ Rapids S•aOcean inSpecial Use Zone ■ Spillway NI StreamRiver ■ Submerged Stream Wash Water Intaket7uttlow Waterbody - Large Scale •Itill _� _. _ _� .. ._ • • _ _ 03N 03N �, : t Ice Mass MRJ CAMP HOLDINGS LLC;1l2 INT • 1.435 GIS Calcul . t= • - cr=s MRJ CAMP HOLDINGS LLC 1/2 INT 641.435 GIS Calculated Acres .' - N E. N 1: 2,400 31 ,, Q 4000 0 200.00 400.0 Feet __ _ _ ► ► I his reap is a user generated static output from an Internet mapping site and is for Notes reference only Data layers that appear on this map may or may not be accurate. WGS 19&t Web Mercator Auxiliary Sphere current, or otherwise reliable Weld County Colorado THIS MAP IS NOT 70 BE USED FOR NAVIGATION Outdoor Storage Yard Map t J Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Placement of Stored Equipment - All trailers, transports, tanks, and equipment will be positioned onto the outside perimeter of the Outdoor Storage Yard. If possible transports and trailers will be backed in and lined up parallel to each other. This procedure it to maximize storage space, allow for the entrance/exit to remain open, keep fire lanes from being blocked, and to ensure that all drainage features are not obstructed. Wage Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 List of Storage Equipment: Outdoor Storage Yard - • Single axle "frac-tank" transports. • Mobile filtration system. • Dry freight trailer • Bulk commodity trailer • Goose -neck trailer • Semi -tractor. Obsolete Equipment Yard - • Single axle "frac-tank" transports (salvage condition) • Battery tanks • Casing pipe • Liquid filtration unit. • Pressure tanks • Facility structures (walkways, ladders, and bracing) • Empty water poly tanks • Old mobile site office building. • Old security trailer Chain of Custody for Equipment Into/Out of yard. (see next page) 5'Page Energy Partners LP NGL Water Solutions DJ, LLC C6 FACILITY - CHAIN OF CUSTODY TRACKING FORM Delivery Company: Name of Driver: Truck Number: Tractor Licensee Number: Trailer Licensee Number: Date/Time of Transfer: AM / PM Description of Delivery Item ID Quantity Description of Item (Make, Model, Serial #, Material ) of Chain Custody Item ID Date/Time (Signature Released & by Name; `Signature Received & Name) by Comments/location Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 C6 Facility - Cargo Container Areas) Weld County Code Reference: Sec. 23-4-1200 Date: 5/12/2020 Narrative Introduction In accordance with Weld County Code Section 23-4-1200 and comply with the requirements in Section 23-4- 1240, NGL Water Solutions LLC is requesting a total of thirteen (13) permanent cargo containers to be placed across three different locations at the C6 Facility. Each of the thirteen (13) cargo containers are a necessary feature to the efficient permitted operations of the C6 Facility. Contents of Cargo Containers The cargo containers will house materials, parts, or weather -sensitive equipment that would otherwise not be stored in the outdoor storage yard. To further ensure that C6's critical infrastructure remains operational, a redundancy in parts, valves, and facility -specific equipment must be "warehoused" in a secure location on site. The contents of the cargo containers include, but are not limited to the following general categories: • Pumps • Valves • Filters • Motors • Other operational specific equipment By having these items secured in locked cargo containers, it will minimize theft, reduces yard clutter, and eliminates excess delivery/drop off "cross traffic" during the high activity periods. (Please see the next page for the overall location map) Wage DRY CREEK RUA . 1-25 RUA . SEINELDRUA SPR - Site Plan Review NCU - Non Conforming Use IGA - Intergovernmental Agree I his map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate. current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATION 1,1r./ .1-. lc"- ; . r \\ , Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Cargo Container- Location Area "A" The eleven (11) permanent cargo containers in area "A" are located just west of the Truck Yard while being at a minimum of 60 -feet away from the north property line. All of the cargo containers will be located a distance greater than 150 -feet from the nearest operational wellhead (23-30X CONQUEST operated by Kerr McGee Oil &Gas Onshore LP. API # 05-123-30893). The closest battery tank is at a minimum of 260 -feet away. A visual barrier will be constructed on the north -facing side of the cargo container area to obstruct any sight, refection, or light that might emit from the cargo container area. The opaque visual barrier fence will match the surrounding soil and landscape color. ►` — {. so- ', t ♦w"RG �• �. .�.�.. "LV` 2:V»� ha ate"-fte._ i..�.'' ML il• �.Y=�-. a� - _ 4..�„ ��_- _ _ _ ___ • 11.1.7".-71teera:: act 4.41.•••,„.r.....411- r.r� ._—•i ":ate-'� _ �� - .. __ ,. — �� • Iet' • • The surface area for the cargo container area consists of a sloped and well -drained mixture of gravel/road base into the native sandy loam soils. This area is included in the C6 Facility's stormwater drainage basin, as documented in the Wernsman Engineering and Land Development Preliminary Drainage Report and Plan. Placement of Cargo Containers - All eleven (11) containers will be positioned side -by -side cube with openings facing south into the C6 Facility. (Please see the next page for the area "A" map) 2IPage rr " WELD COUNTY High Sierra Water Services LLC gar ONLINE MAPPING ! M•01114 CaraIan curl Cans f- .. • BRUNSON KEVIN _S (BN) BRUNSON KEVIN S (BN) 80.696 GIS Calculated Acres 80:696�GIS� Calculated'Ac`res Legend Parcels Weld Oil and Gas Location As! Oil and Gas Wells - Active • producing ..,.. `-• ,. _ — • Permit • Drilling _ - • • - - •- • Injection Shut -In Temporarily Abandoned Waiting on Completion Gas Storage Monitoring Oil and Gas Wells - Inactive Visual barn { _ —.- _� ,mac i ��77�� mot° • Abandoned Location • Plugged and Abandoned Dry and Abandoned 03N 1 2 3 4 5 6 7 8 9 10 11 _ _ 03N . Other 03N 03N Highway s : 65W 65W ''65W S ❑ Township / Range 300 30 ❑ Section a ❑ Quarter Section .. HIGH SIERRA WATER SERVICES•1.3' GIS C Icul- . t cr s 081.394 O County Boundary Creek / Canal - Large Scale Perennial - "A" Cargo Area HIGH GIS Calculated SIERRA WATER SERVICES Acres LLC Intermittent Ephemeral Artificial Path 41%; 4;' .., IF.. "' _ r Canal Ditch — Coastline - la-. r. ^ .r JLLr- Connect°, w- a . . • . , , , ` f s , ,• ' ....•Pipeline y _ 4 ` E. IIIII IIIUnderground Conduits„ . "- 0 y. '; s ' + iii r• J- • .. . • , `-• . « -• . , River - Large Scale Area of Complex Channels . Area to be Submerged Baylnlet ■ Bridge CanalDRch .DamWe u Flume L••,, . ' 1: 300 ,_1 dasie ,)0( 0 25.00 50.0 Feet t t I his map is d usef static output from an interne! mapping for Notes generated site and is 'A' WGS 1984 Web_Mercator a reference only Data layers that appear on this map may or may not be accurate. -Auxiliry Sphere current, or otherome reliable. © Weld County Colorado THIS MAP IS NOT TO BE USED FOR NAVIGATION Cargo Container Location Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Cargo Container Location Area "B" One (1) permanent cargo container will be in area "B" that is located on the northeast corner of the SWD injection pump house. The placement of the cargo container (close to injection pump house) serves as quick access for personal and integral storage for parts and materials needed to operate the C6 Facility. The visual barrier on the north -facing side of the cargo container area is a row of Austrian pines that obstruct sight into the C6 Facility. The surface area for the cargo container area consists of a sloped and well -drained mixture of gravel/road base in the native sandy loam soils. This area is included into the C6 Facility's stormwater drainage basin, as documented in the Wernsman Engineering and Land Development Preliminary Drainage Report and Plan. (Please see the next page for the area "B" map) 3IPage !Tr WELD COUNTY Saar ONLINE MAPPING High Sierra Water Services LLC - Cargo Container Locations 03N 01N1 HIGH SIERRA WATER SERVICES LLC b5VV 1/9 0 8 94 I. L 1/9 feet f 1 WGS_ 1984. Web Mercator_Auxiliary Sphere O Weld County Colorado 81.394 GIS Calculated Acres 03N 03N 65W 81.3y4 C�15 C:_alculated Acres 30 HIGH'SIERRA WATER SERVICES LLC I his map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable THIS MAP IS NOT TO BE USED FOR NAVIGATION Legend • Parcels API Label Well Name Label Weld Oil and Gas Location As: Oil and Gas Wells - Active • Producing • Pormrt F Drilling • Infection Shut -In Temporarily Abandoned Waiting on Completion Gas Storage / Monitoring Oil and Gas Wells - Inactive • Abandoned Location • Plugged and Abandoned Dry and Abandoned Other Location Assessment for Pipel Natural Gas Petroleum Highway Township / Range Section Quarter Section County Boundary Creek / Canal - Large Scale Perennial Intermittent Ephemeral - Artificial Path Canal Ditch - Coastline - Connector _ Pipeline - Underground Condurt River - Large Scale . Area of Complex Channels elArea to be Submerged 1:107 0 Notes 'B` 1 cargo container Energy Partners LP NGL Water Solutions DJ, LLC 3773 Cherry Creek North Drive, Suite 1000 Denver, CO 80209 Cargo Container Location Area "C" One (1) permanent cargo container will be in area "C" that is located on the south side of the Solids Processing Facility (SPF). The placement of the cargo container (close to the main Solids Processing building) serves as quick access for personal and integral storage for parts and materials needed to operate the C6 Facility. The surface area for the cargo container area consists of a sloped and well -drained mixture of gravel/road base in the native sandy loam soils. This area is included into the C6 Facility's stormwater drainage basin as documented in the Wernsman Engineering and Land Development Preliminary Drainage Report and Plan. (Please see the next page for the area "C" map) 4IPage WELD COUNTY ONLINE MArPING High Sierra Water Services LLC - Cargo Container Locations 03N (11 NI HIGH SIERRA WATER SE VICES LLC bpvv WGS 1984 Web_Mercator_Auxiliary_Sphere 0 Weld County Colorado 81.3.94.G1S.Cal uLated.Arla3s 03N1 65W. 30 03N „,81.394 GIS Calculated Acres HIGHISIERRA WATER SERVICES LLC I his map is a user generated static output hum an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATION 3') H 0 1/ 88 35.8 Feet Notes c • Legend Parcels API Label Well Name Label ♦ Weld Oil and Gas Location As: Oil and Gas Wells - Active D l� • Producing • Permit • Drilling • Injection Shut -In Temporarily Abandoned Waiting on Completion Gas Storage r Monitoring Oil and Gas Wells - Inactive • Abandoned Location • Plugged and Abandoned Dry and Abandoned Other Location Assessment for Plpel Natural Gas Petroleum Highway Township / Range Section Quarter Section County Boundary Creek / Canal - Large Scale Perennial Intermittent Ephemeral — Artificial Path Canal Ditch - Coastline — Connector _ Pipeline Underground Conduit River - Large Scale Area of Complex Channels iArea to be Submerged 1:215 C 1 cargo container Hello