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Home My WebLink About20201671.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED CASE # ASSIGNED PLANNER ASSIGNED PROPERTY INFORMATION (Attach additional sheets if necessary) Is the property currently in violation? ❑ No / 0 Yes Violation Case Number Site Address Iv e4 Parcel Number lit- 1 3- Z L_ 1_ O O_ O Z 1 4° -° Legal Description \Alt NE Section Z' , Township N, Range' W Zoning District 1\-Ci Acreage %D Within subdivision? I No / ❑ Yes Townsite? 1/No / ❑ Yes If yes, subdivision or townsite name Floodplain / CIYes Geological Hazard '6 f No / ❑ Yes Airport Overlay VNo No / ❑ Yes PROPERTY OWNER(S) (Attach additional sheets if necessary) C uJ.. ° 7o &k. Name CJolotr ® U 6 b `°d►�s— 1—L� (c/a Company 'QIn11.., 6C., Name of proposed business v:l1e-C(ya 142 Phone# ��;t-Vi3-'6000 Email C,za.i44•WI. Q t6b. cow - Street Address 71 c-63L0aegt PiNrl• City/State/Zip Code +12stA44131A. tre,9CgS —1104 2 Name Company Phone # Email Street Address City/State/Zip Code Company Ei —t Ce1ftVidev► tawur i TZ-c t) Phone # q?O- met '114 Email • a•e.®k,. y.uS ,e01 .��„ • cam Street Address NO �.�S C . ,e c4• • City/State/Zip Code VIttAbitstrd / tAa W,u�,� '10 Dr 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, evidenc must be included indicating the signatory has the legal authority to sign for the corporation -1C—Zo Date Signature Date APPLICANT/AUTHORIZED AGENT (Authorization must be included if there is an Authorized Agent) Name .c)e,.v0% 12-6S losn Print 7/29/2019 7 DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM FOR BUILDING, PLANNING AND HEALTH DEPARTMENT PERMITS AND SERVICES Colorado Liberty Pipeline LLC Additional Info ERM Jake Rosenberg I, (We), , give permission to (Owner — please print) (Applicant/Agent — please print) to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located at R1688602 and R1688302 PT W2NE4 26 3 65 00 Legal Description of Section , Township N, Range W REC EXEMPT RE 3171 A & B Subdivision Name Lot Block Property Owners Information 303-376-4363 Phone Applicant/Agent Contact Information 970-819-9245 Phone E-mail E -Mail chad m polak@p66 corn Jacob rosenberg@erm corn Email correspondence to be sent to Owner ❑ Applicant/Agent ❑ Both ❑ Postal service correspondence to be sent to (choose only one) Owner This authorization form will be for representatives of ERM El Applicant/Agent E Owner Signature 7)----' zb,A® -Pout Date If -S-24°11 Owner Signature Date 7/29/2019 5 RP -2019-390186 09/03/2019 ER $20 00 POWER OF ATTORNEY KNOW ALL MEN BY THESE PRESENTS that Colorado Liberty Pipeline LLC, a limited liability company organized and existing under and by virtue of the laws of the State of Colorado, United States of America (the "Company"), acting herein through the undersigned duly authorized officer, does hereby empower Chad M. Polak as its true and lawful attorney - in -fact, to exercise the following powers for it and in its name, place and stead, from the date hereof, until canceled or terminated (1) to purchase, lease or otherwise acquire, to hold, mamtain, improve, operate, or otherwise use, to sell, exchange, let, sublet, convey, surrender or otherwise dispose of or turn to account any and d1I kinds of real and personal property and any and all rights and Interests therm (including, without limiting the generality of the foregoing, oil, gas and/or other mineral leases, options, permits, royalties and other mineral rights), (2) to impose, establish, acquire, surrender or release servitudes or easements, RP -2019-390186 (3) to make application for governmental franchises or permits of every kind and nature, (4) to enter into any Instruments relating to claims for and against the Company arising out of contract, alleged negligence or any other basis, including but not restricted to compromises, settlement agreements, releases, covenants not to sue, surety bonds, indemnity bonds and hold harmless agreements, and any and all instruments relating to applications and reports for workers' compensation, including but not limited to applications, financial statements, report of employers' qualifications, injury and accident reports, (5) to enter into any and all instruments relating to ad valorem tax matters and in connection therewith to file for and accept refunds and to give notices to any agencies and bodies on behalf of the Company, and (6) to do such things, perform such acts and to execute, acknowledge and deliver such instruments as may be necessary or convenient in connection with any of the foregoing The powers herein conferred shall extend to all acts and transactions in any state of the Umted States or in any county or pansh thereof or in the District of Columbia or within the limits of the Continental Shelf appertaining to the United States of America The Company hereby declares that each and every thing done, act performed and instrument executed and delivered by its said attorney -in -fact, in connection with the exercise of any or all of the powers hereinabove enumerated, shall be good, valid and effectual to all intents and purposes as if the same had been done, performed, executed or delivered by the said Company in its corporate presence as the case may be, and it hereby ratifies whatsoever said attorney -m - fact shall lawfully do by virtue hereof IN WITNESS WHEREOF, Company has caused these presents to be subscnbed and its corporate seal to be affixed this 9th day of August 2019 RP -2019-390186 Attest Colorado Liberty Pipelme LLC By By R Serwan Assistant Secretary STATE OF TEXAS COUNTY OF HARRIS C Todd Denton President SEAL. Colorado Liberty Pipeline LLC Limited Liability Seal 2019 Colorado Company Before me, the undersigned Notary Public in and fOr the State of Texas, County of Hams, the United States of America, on this day personally appeared D Todd Denton, President, Colorado Liberty Pipeline LLC known by me to be the person whose name is subscribed to the foregoing instrument and acknowledged to me that he/she executed the same as the act and deed of Colorado Liberty Pipeline LLC for the purpose therein expressed IN WITNESS WHEREOF, I have hereunto signed my name and affixed my Notarial Seal in the City of Houston, County of Harris, State of Texas, the United States of America, this 9'h day of August 2019 Notary Public RP -2019-390186 # Pages 3 09/03/2019 04 20 PM e -Filed & e -Recorded in the Official Public Records of HARRIS COUNTY DIANE TRAUTMAN COUNTY CLERK Fees $20 00 RP -2019-390186 RECORDERS MEMORANDUM This instrument was received and recorded electronically and any blackouts, additions or changes were present at the time the instrument was filed and recorded Any provision herein which restricts the sale, rental, or use of the described real property because of color or race is invalid and unenforceable under federal law THE STATE OF TEXAS COUNTY OF HARRIS I hereby certify that this instrument was FILED in File Number Sequence on the date and at the time stamped hereon by me, and was duly RECORDED in the Official Public Records of Real Property of Harris County, Texas COUNTY CLERK HARRIS COUNTY TEXAS Table of Contents PLANNING QUESTIONS 1 1 Explain, in detail, the proposed use of the property 1 a Type of use for which the application is being made 1 b Current or previous use of the land, if any 1 c Include a statement delineating the need for the proposed use 1 d Describe the uses surrounding the site and explain how the proposed use is compatible with them 1 e Describe the proximity of the proposed use to residential structures 2 f Hours and days of operation 2 g Describe the number of shifts and the maximum number of employees per shift 2 h Describe 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 2 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 ) 3 1 List the types and numbers of operating and processing equipment to be utilized 3 k List the types, number and uses of the proposed structures to be erected 3 I Describe the size of stockpile, storage or waste areas to be utilized, if any 4 m Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use 4 n Include a time table showing the periods of time required for the construction of the operation 5 o Describe the type of lot surface proposed and the square footage of each type (e g asphalt, gravel, landscaping, dirt, grass, buildings) 5 p How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? 6 q Describe the proposed screening for all parking and outdoor storage areas 6 r Describe the existing and proposed landscaping for the site 6 s Describe the type of fence or other screening proposed for the site 6 t Describe reclamation procedures to be employed as stages of the operation are phased out or upon cessation of the Use by Special Review activity 6 u Describe the proposed fire protection measures 6 2 Explain how this proposal is consistent with the Weld County Comprehensive Plan 7 3 Explain how this proposal is consistent with the intent of the zone district in which it is located (Intent statements can be found at the beginning of each zone district section in Article III of Chapter 23) 7 4 Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities 7 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 Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County 7 6 If the proposed use is to be located in the A (Agricultural) Zone District, explain your efforts to conserve prime agricultural land in the locational decision for the proposed use 7 Liberty Pipeline Project i December 2019 7 Explain whether this proposal interferes with the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County 8 ENVIRONMENTAL HEALTH QUESTIONS 8 1 What is the drinking water source on the property' 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 8 2 During operation, drinking water will be sourced from an onsite well Prior to operation and occupancy of the operations building, a State Division of Water Resources well permit or well permit application will be submitted to Department of Public Health and Environment Health The permit will be applied for and a functioning water source will be in place prior to occupancy.What type of sewage disposal system is on the property' 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 prior 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 8 3 If storage or warehousing is proposed, what type of items will be stored' 8 4 Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site .. 9 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 9 6 If there will be washing of vehicles or equipment on site, indicate how the wash water will be contained 9 7 If there will be floor drains, indicate how the fluids will be contained 8 Indicate if there will be any air emissions (e g painting, oil storage, etc ) 9 Provide a design and operations plan if applicable (e g composting, landfills, etc ) 10 Provide a nuisance management plan if applicable (e g dairies, feedlots, etc ) . 11 - Additional information may be requested depending on type of land use requested 9 10 11 11 11 PUBLIC WORKS QUESTIONS 11 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 11 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 ) 11 b Describe how many roundtrips/day are expected for each vehicle type Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip =1 trip in and 1 trip out of site) 12 c Describe the expected travel routes for site traffic 12 Liberty Pipeline Project Ii December 2019 d 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 ) 12 e Describe the time of day that you expect the highest traffic volumes to and from the site 12 2 Describe where the access to the site is planned 12 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 detention' If so, describe in a drainage narrative the following a Which exception is being applied for? Include supporting documentation b Does the water flow onto the property from an offsite source? If so, from where? c Describe where the water flows to as it leaves the property d Describe the direction of flow across the property e Describe the location of any irrigation facilities adjacent to or near the property f Describe any previous drainage problems with the property 12 13 13 13 13 13 13 BUILDING QUESTIONS 13 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 13 2 Explain how the existing structures will be used for this USR 13 3 List the proposed use(s) of each structure 13 Liberty Pipeline Project iii December 2019 PLANNING QUESTIONS 1 Explain, in detail, the proposed use of the property a Type of use for which the application is being made Colorado Liberty Pipeline, LLC (Applicant) is proposing to build, own, and operate the Liberty Pipeline (Project) This Project is an approximately 700 -mile, 24 -inch diameter crude oil pipeline originating near Guernsey, Wyoming heading generally south southeast through Colorado and Kansas and terminating near Cushing, Oklahoma Associated above ground facilities include terminals in Guernsey, WY, Platteville, CO, and Cushing, OK, and appurtenances (i e valves, cathodic protection stations, etc ) along the route This application is for the Platteville Terminal in Weld County, an application for Location Assessment for Pipelines has been submitted to Weld County for the approximate 100 miles of pipeline in Weld County The proposed Platteville Terminal is located at latitude 40°12'19 85"N, 104°37'36 77"W, approximately ten miles east of Platteville, Colorado A map showing the relative location of the Terminal in Weld County is provided as Figure 1 The proposed Platteville Terminal is intended to handle batched delivery and receipt of crude oil Oil will be stored in two (2) aboveground storage tanks to entering the associated pipeline The Terminal is intended for receipt of product, storage and downstream transportation of the crude oil Current operations at the Terminal do not include any unloading of the crude oil to a tanker truck or rail car b Current or previous use of the land, if any The proposed Terminal site in Weld County is currently used as ranch land for cattle grazing Construction of the Terminal facility will affect approximately 80 acres during construction, of which approximately 40 acres will be retained for operations The 40 acres utilized during construction only will be restored to pre -construction conditions c Include a statement delineating the need for the proposed use The Project is expected to have an initial throughput capacity of 420 million barrels per Day with 400,000 barrels of new crude oil storage capacity at Platteville The pipeline will provide an integrated infrastructure network that serves the Rockies and Bakken key shale oil producing regions with connectivity to Cushing, Oklahoma From Cushing, shippers will have the ability to access multiple Gulf Coast market centers d Describe the uses surrounding the site and explain how the proposed use is compatible with them The site is surrounded by ranching and agricultural uses, rural residences, oil and gas terminals, and oil and gas wells Less than 1 -mile east of the site are two terminal facilities with tank batteries covering approximately 300 acres Liberty Pipeline Project 1 December 2019 The proposed terminal facility is compatible with the surrounding land uses due to the density of oil and gas infrastructure in the area Furthermore, the site is not located near any developed residential areas e Describe the proximity of the proposed use to residential structures There is one residential structure approximately 1000 feet northwest of the Terminal site, one residential structure located approximately 800 feet to the northwest of the Terminal sire, and one residential structure located approximately 2000 feet south of the Terminal site f Hours and days of operation During construction, the typical workweek is 10 hours per day, 6 days per week, although extended working hours regularly occur Early Civil Construction including clearing, grubbing, and grading is expected to commence upon receipt of authorization from the state Construction of the tanks and balance of the facility is expected to commence upon receipt of the associated state authorizations Once constructed, the Terminal would be in operation 24 hours a day, 7 days per week, 365 days per year Routine operation, maintenance and inspection activities would typically occur,, as scheduled, between 6 00 AM and 5 00 PM Monday— Friday, but activities could occur at other times, if warranted g Describe the number of shifts and the maximum number of employees per shift During construction, Liberty anticipates an average workforce of 50 workers over the 10-12 months of constructions, and a peak workforce up to 80 workers for up to two (2) months During operation, Liberty anticipates an average workforce of eight (8) employees onsite Monday — Friday h Describe 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 - During operations, it is anticipated that there will be approximately 12-18 roundtrip passenger cars and/or trucks per day There could also be 2-4 roundtrips per day of a truck and trailer (typically a 1 -ton or 1 1/2 ton truck towing a flatbed) Occasionally the facility may see a semi with a large track hoe or crane The highest volume of traffic will be between 6 30 to 7 30 AM and 4 00 to 5 30 PM The haul routes are planned to generally come in from the north and west on Colorado 30 and the majority of the contractors will be coming in from the Denver area or south of Denver The Terminal will be staffed by 8 employees The Terminal is closed to the public and visitors would largely be limited to employees and deliveries, as needed The maximum number of workers on site during construction is anticipated to be 80 The maximum number of people on site during operations is not expected to exceed 8 employees It is unlikely that more than 2 additional employees and delivery personnel will Liberty Pipeline Project 2 December 2019 be present at any one time, and each time it is expected for only for a short duration. Work crews may also be present on site periodically as well as additional employees required for staff meetings. Up to 5 more employees for staff meetings. 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.). NA j. List the types and numbers of operating and processing equipment to be utilized. The Terminal will support the storage and transportation of crude oil and is part of the Colorado Liberty Pipeline. The Terminal will handle batched delivery and receipt of crude oil. Crude oil will primarily be received by the Terminal from the Guernsey Terminal located in Guernsey, Wyoming in Platte County. There will be a total of five (5) receiving stations at the Terminal. Crude oil received at the receiving stations will be sent through a metering skid before being sent to two 200,000 bbl. storage tanks (TNK-2100 and TNK-2200). Crude oil from the tanks will be then pumped to the Cushing Terminal, located in Cushing Oklahoma, using five electric pumps. Each of the crude oil storage tanks will be equipped with an internal floating roof to minimize emissions. The Terminal will be designed for a maximum crude oil deliver rate of 16,700 bph (73,146,000bbl/yr/tank). An equipment list for the Terminal is provided below: • 1 x tank, internal floating roof 175 ft dia x 48 ft h • 1 x tank, internal floating roof 175 ft dia x 48 ft h • 3 x pump, mainline centrifugal 16,700 bhp @ 1,200 ft tdh / 6,000 hp • 2 x pump, vertical can booster 8,350 bhp @ 400 ft tdh / 800 hp • 1 x pump, sump injection • 2 x receiver trap 16" inlet/outlet • 3 x receiver trap 12" inlet/outlet • 4 x meter skid, custody transfer 7,500 bph, 16" inlet/outlet 2 meter runs, 8" coriolis meters • 2 x meter skid, pipeline receipt 16,700 bph, 24" inlet/outlet 4 meter runs, 8" coriolis meters • 2 x meter prover, small volume 2,500 bph k. List the types, number and uses of the proposed structures to be erected. Two (2) structures are proposed at the Terminal, one (1) 150 -foot by 60 -foot pre-engineered operations building for offices, an analysis lab, and storage, and one (1) canopy over the mainline pump. Other structures/equipment include: • 1 x tank, internal floating roof 175 ft dia x 48 ft h • 1 x tank, internal floating roof 175 ft dia x 48 ft h Liberty Pipeline Project 3 December 2019 • 3 x pump, mainline centrifugal 16,700 bhp @ 1,200 ft tdh / 6,000 hp • 2 x pump, vertical can booster 8,350 bhp @ 400 ft tdh / 800 hp • 1 x pump, sump injection • 2 x receiver trap 16" inlet/outlet • 3 x receiver trap 12" inlet/outlet • 4 x meter skid, custody transfer 7,500 bph, 16" inlet/outlet 2 meter runs, 8" coriolis meters • 2 x meter skid, pipeline receipt 16,700 bph, 24" inlet/outlet 4 meter runs, 8" coriolis meters • 2 x meter prover, small volume 2,500 bph I Describe the size of stockpile, storage or waste areas to be utilized, if any During construction there will be temporary storage of soils from grading and excavating activities that will be utilized for the tank berms, these spoils will be covered with temp seed and have appropriate erosion control devices installed and maintained in compliance with a Stormwater Pollution Prevention Plan The site will have a Spill Prevention, Control and Countermeasures Plan (SPCC) accounting for storage or regulated materials and waste The contractor is likely to have a diesel aboveground storage tank for equipment refueling, which will have appropriate secondary containment in the form of a lined berm or double walled tank Additional smaller qualities of oils, greases, and potential hazardous materials needed for construction and fabrication will be stored onsite in accordance with all applicable regulations including compatibility, labeling, and containment, typically, these are in storage trailers and/or designated bermed, lined storage areas with proper signage, these areas are typically no larger than 20 -feet by 20 -feet Spent materials/waste will also be stored onsite in a designated area with proper labels, signage, and containment prior to proper disposal These areas are typically no larger than 20 -feet x 20 -feet Further, a general refuse dumpster will be onsite for daily trash prior to proper disposal During operation, beyond the storage of 400,000 barrels of crude oil and oily water in tanks, various quantities of hazardous and non -hazardous materials needed to support operations will be located onsite These materials include equipment maintenance and cleaning fluids and solids and universal wastes Examples include contaminated and non -contaminated soils and wastewater, spent petroleum clean-up supplies (i e sorbent pads), solvent degreasers and lubricating fluids, and pressurized gases in cylinders or cans Purchased materials will be primarily managed and stored in a warehouse or localized maintenance buildings Materials stored onsite will be managed in accordance with applicable regulations and a site -specific SPCC Plan Outdoor storage will mostly be limited to general refuse dumpster(s) or universal waste containers, with occasional bulk storage of other wastes pending off -site disposal m Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use Typical waste handling'measures to be implemented during construction include the following Liberty Pipeline Project 4 December 2019 • The contractor will be responsible for removing waste from the project area and identifying and locating proper licensed waste disposal facilities • Waste which contains (or at any time contained) oil, grease, solvents, or other petroleum products falls within the scope of the oil and hazardous substances control, cleanup, and disposal procedures If characterized as hazardous, this material will be segregated for handling and disposal as hazardous wastes • The Contractor must provide portable, self-contained toilets during construction operations Wastes from these units shall be collected for disposal at licensed and approved facilities • Hazardous and potentially hazardous materials will be stored, handled and transported in accordance with applicable laws, regulations, rules or permits Hazardous waste materials shall be stored in properly labeled containers Each label shall identify the contents in the container, indicate if the material is hazardous, and include a waste code and date of accumulation Personnel who will have a role in handling, storing or otherwise managing hazardous waste will have training in accordance with applicable regulatory requirements and the manufacturer's recommendations Personnel will be familiar with the hazards associated with particular wastes and appropriate safety procedures Appropriate emergency response equipment will be kept in an accessible area n Include a time table showing the periods of time required for the construction of the operation • Site preparation January 2020 — February 2020 • Tank construction March 2020 — December 2020 • Balance of terminal facilities construction July 2020 — January 2021 • Commissioning February 2021— March 2021 • Operational — April 2021 o Describe the type of lot surface proposed and the square footage of each type (e g asphalt, gravel, landscaping, dirt, grass, buildings) Type of lot surface proposed Square footage Aggregate (Road and general site) 549,134 Containment 242,497 Tank 96,211 Building 7,344 Vegetation (disturbed area minus other categories) 181,614 Liberty Pipeline Project 5 December 2019 p How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? Sixteen (16) parking spaces are proposed One (1) of the sixteen (16) will be ADA- compliant q. Describe the proposed screening for all parking and outdoor storage areas Per Section 23-2-240 of the Weld County Code Buffering or screening of the proposed use from adjacent properties may be required in order to make the determination that the proposed use is compatible with the surrounding uses Buffering or screening may be accomplished through a combination of berming, landscaping and fencing If required, the Applicant will utilize fencing to buffer or screen the proposed use from adjacent properties T. Describe the existing and proposed landscaping for the site The existing site is not landscaped because it is used for pasture All areas disturbed during construction that are not part of the proposed Terminal site will be restored and reseeded s Describe the type of fence or other screening proposed for the site. Per Section 23-2-240 of the Weld County Code Buffering or screening of the proposed use from adjacent properties may be required in order to make the determination that the proposed use is compatible with the surrounding uses Buffering or screening may be accomplished through a combination of berming, landscaping and fencing Permanent chain link wire fabric fencing and associated gates will be used to enclose the proposed site The facility will be fully enclosed with security chain link fencing and a controlled access gate t Describe reclamation procedures to be employed as stages of the operation are phased out or upon cessation of the Use by Special Review activity The facility will be in operation indefinitely No reclamation procedure are proposed at this time u Describe the proposed fire protection measures The Contractor will establish standards and practices that will minimize the risk of fire danger and, in case of fire, provide for immediate suppression, and implement prevention measures to be taken during extreme fire hazard conditions All prevention, detection, pre - suppression, and suppression activities will be in accordance with applicable federal, state, and local laws and regulations Liberty Pipeline Project 6 December 2019 2 Explain how this proposal is consistent with the Weld County Comprehensive Plan. Weld County Code Section 23-2-200 et seq permits construction of oil and gas support and service facilities in agricultural zoned districts Section 22-5- 90 of the Weld County Comprehensive Plan states "The most efficient and environmentally friendly way to transport oil and gas products is by pipeline, rather than by truck Transportation of the product by pipeline has less impact on County roads Less truck traffic also benefits air quality in the area" The applicant suggests that oil and gas storage facilities and oil and gas support and service facilities (inclusive of the proposed Terminal) are integral to and supportive of the appurtenant pipeline system and oil and gas extraction infrastructure in Weld County 3 Explain how this proposal is consistent with the intent of the zone district in which it is located (Intent statements can be found at the beginning of each zone district section in Article III of Chapter 23 ) Sec 23-4-40 A 1 of the Weld County Code lists oil and gas storage facilities and oil and gas support and service facilities as Uses by Special Review in the Agricultural Zone District and is therefore consistent with the intent of the zone district in which it is located 4 Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities The site is not within a Weld County IGA, UGB, or RUA and therefore does not conflict with any master plan policies The proposed Terminal is an allowed use in the Agricultural Zone District upon issuance of a USR permit The applicant suggest that the proposed use is compatible with the surrounding area because there are other terminals and drilling operations in close proximity The proposed use will meet the necessary criteria, design standards, and operational standards set out in Section 23-2-250 of the Weld County Code 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 Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County The Terminal is not located in an Overlay Zoning District or Special Flood Hazard Area 6 If the proposed use is to be located in the A (Agricultural) Zone District, explain your efforts to conserve prime agricultural land in the locational decision for the proposed use The locational decision for the proposed use was driven by finding adequate space for the requite assets and the proximity to third party connections The proposed location conserves prime agricultural land by avoiding Prime Farmlands identified by the NRCS and Important Farmlands identified by Weld County Liberty Pipeline Project 7 December 2019 7 Explain whether this proposal interferes with the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County This proposal does not interfere with the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County The Applicant will minimize and mitigate construction impacts through traffic control, fugitive dust mitigation, storm water protection, weed management, fire mitigation, revegetation and any other applicable best management practices The entire project will conform to standards and procedures outlined by the Department of Transportation Pipeline, Hazardous Materials Safety Administration, OSHA, the EPA, and CDEQ ENVIRONMENTAL HEALTH QUESTIONS 1 What is the drinking water source on the property? 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 During construction, drinking water will be brought to the site During operation, drinking water will be sourced from an onsite well Prior to operation and occupancy of the operations building, a State Division of Water Resources well permit or well permit application will be submitted to Department of Public Health and Environment Health The permit will be applied for and a functioning water source will be in place prior to occupancy 2 During operation, drinking water will be sourced from an onsite well Prior to operation and occupancy of the operations building, a State Division of Water Resources well permit or well permit application will be submitted to Department of Public Health and Environment Health The permit will be applied for and a functioning water source will be in place prior to occupancy What type of sewage disposal system is on the property? 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 prior 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 During construction, portable toilets are proposed and will be used in accordance with the Department of Public Health and Environment's portable toilet policy During operations, a new septic system is proposed for permanent sewage disposal Prior to occupancy, the applicant with apply for a septic permit through the Department of Public Health and Environment A functioning septic system will be in place prior to occupancy 3 If storage or warehousing is proposed, what type of items will be stored? The proposed Terminal warehouse, which is part of the office structure, will store spare parts for the Terminal and will provide laydown workspace Liberty Pipeline Project 8 December 2019 4 Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site During construction there will be temporary storage of soils from grading and excavating activities that will be utilized for the tank berms, these spoils will be covered with temp seed and have appropriate erosion control devices installed and maintained in compliance with a Stormwater Pollution Prevention Plan The site will have a Spill Prevention, Control and Countermeasures Plan (SPCC) accounting for storage or regulated materials and waste The contractor is likely to have a diesel aboveground storage tank for equipment refueling, which will have appropriate secondary containment in the form of a lined berm or double walled tank Additional smaller qualities of oils, greases, and potential hazardous materials needed for construction and fabrication will be stored onsite in accordance with all applicable regulations including compatibility, labeling, and containment, typically, these are in storage trailers and/or designated bermed, lined storage areas with proper signage, these areas are typically no larger than 20 -feet by 20 -feet Spent materials/waste will also be stored onsite in a designated area with proper labels, signage, and containment prior to proper disposal These areas are typically no larger than 20 -feet x 20 -feet Further, a general refuse dumpster will be onsite for daily trash prior to proper disposal During operation, beyond the storage of 400,000 barrels of crude oil and oily water in tanks, various quantities of hazardous and non -hazardous materials needed to support operations will be located onsite These materials include equipment maintenance and cleaning fluids and solids and universal wastes Examples include contaminated and non -contaminated soils and wastewater, spent petroleum clean-up supplies (i e sorbent pads), solvent degreasers and lubricating fluids, and pressurized gases in cylinders or cans Purchased materials will be primarily managed and stored in a warehouse or localized maintenance buildings Materials stored onsite will be managed in accordance with applicable regulations and a site -specific SPCC Plan Outdoor storage will mostly be limited to general refuse dumpster(s) or universal waste containers, with occasional bulk storage of other wastes pending off -site disposal 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 There will be 16,800,000 gallons of crude oil stored in two 200,000 -barrel tanks Each tank holds 8,400,000 gallons The tanks will be placed in inside six-foot high containment dikes that are connected to two separate detention basins Each detention basin holds around 2 5 acre feet 6 If there will be washing of vehicles or equipment on site, indicate how the wash water will be contained Washing of vehicles or equipment on site is note proposed or anticipated 7 If there will be floor drains, indicate how the fluids will be contained NA Liberty Pipeline Project 9 December 2019 8. Indicate if there will be any air emissions (e.g. painting, oil storage, etc.). A summary of the criteria pollutant and HAP emissions PTE for the individual emissions units and the Terminal is provided below. Based on the proposed facility -wide PTE, when installed, the Terminal will be considered a true minor source for all criteria air pollutants and an area source for HAPs (including H2S). Detailed emission calculations are provided in the Construction Permit Application submitted to the Colorado Department of Public Health and Environment, Air Pollution Control Division (APCD) Potential to Emit — Platteville Terminal Emission Unit VOC HAPs H2S (ton/year) (ton/year) (ton/year) TNK-2100 15.93 1.37 1.42 TNK-2200 15.93 1.37 1.42 Components) Fugitives (Piping 0.18 0.00 0.00 Pigging 0.23 0.00 0.00 Facility -wide 32.26 2.75 2.85 PTE emissions from the facility were estimated as follows: • Tank Emissions: o Potential VOC emissions associated with working and breathing losses from the crude oils storage tanks were estimated using EPA's TANKS 4.0.9d program. No flash emissions were estimated as it is assumed that the crude oil has already been flashed at the well sites and that the crude oil is assumed to be well stabilized when piped to the crude oil storage tanks at the Terminal. Emissions from each crude oil tank was modeled at the estimated maximum Terminal throughput of 16,700 barrels per hour (bph) or a maximum annual throughput of 73,146,000 barrels per year per tank, assuming 8,760 annual crude oil flow hours. See Attachment C for a summary report from TANKS 4.0.9d. o VOC emissions from tank landing loss emissions, associated to tank maintenance activities, were estimated by summing the standing idle losses and the filling losses calculated using AP -42 Section 7.1 for Organic Liquid Storage Tanks, Equation 2-16 and Equation 2-26, for an internal floating roof tank with a liquid heel. Vapor molecular weight and operating temperature were referenced from TANKS 4.0.9d for crude oil. For the purposes of the emissions estimate, each tank is estimated to perform two landings per year. Liberty Pipeline Project 10 December 2019 o HAP and H2S emissions from the tanks were estimated using the HAP Speciation Methodology found in AP -42 Section 7 1 for Organic Liquid Storage Tanks It was assumed that 10% of the VOC emissions were HAPs consisting of Benzene and n -Hexane The CDPHE published emission factors for crude oil storage tanks found in PS Memo 14-03 were used to estimate HAP speciation a Fugitive emissions from piping components at the Terminal were calculated using emission factors found in the US EPA publication EPA -453/R-95-017, Table 2-3 and 2-4 When available, heavy oil emission rates were used to more accurately represent crude oil Emissions from pigging operations were estimated using the ideal gas law, the vapor space volume (the volume of the pipeline isolated when pigs are removed or inserted into the piping), and the assumption that pigging will approximately happen twelve times per year Vapor molecular weight and operating temperature were taken from TANKS 4 0 9d for crude oil Vapor pressure was based on site specific information 9 Provide a design and operations plan if applicable (e g composting, landfills, etc ) NA 10 Provide a nuisance management plan if applicable (e g dairies, feedlots, etc ) NA 11 Additional information may be requested depending on type of land use requested The applicant will provide additional information requested by Environmental Health PUBLIC WORKS QUESTIONS 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 ) During operation, approximately 12-18 passenger car/trucks roundtrips per day are anticipated If we have an embedded contractor there is a possibility that we could have 2-4 roundtrips per day of truck/trailer typically flatbed with 1 ton or 1 %: ton Occasionally, there may be a semi with a larger track hoe or crane come through the facility Liberty Pipeline Project 11 December 2019 b Describe how many roundtrips/day are expected for each vehicle type Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site) During operations, approximately 12-18 roundtrip passenger cars and/or trucks per day are anticipated In addition there will also be 2-4 roundtrips per day of a truck and trailer (typically a 1 -ton or 1 Y2 ton truck towing a flatbed) Occasionally the facility may see a semi with a large track hoe or crane The highest volume of traffic will be between 6 30 to 730 AM and 400 to 530 PM c Describe the expected travel routes for site traffic. Construction and operations traffic will access the site from the north and east on County Road 30 d 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 ) During construction and operation, the applicant anticipates the majority of contractors and staff will access the site from the Denver Area or south of Denver e Describe the time of day that you expect the highest traffic volumes to and from the site During operation, the highest volume traffic would occur between 6 30 and 7 30 a m and 4 00 and 5 30 as a result of employee commuter traffic 2 Describe where the access to the site is planned Access to the site is a proposed access road along Colorado Highway 30 approximately 1 3 miles west of the intersection of County Road 30 and County Road 49 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 Liberty Pipeline Project 12 December 2019 your site qualify for an exception to stormwater detention? If so, describe in a drainage narrative the following a Which exception is being applied for? Include supporting documentation b Does the water flow onto the property from an offsite source'? If so, from where's c Describe where the water flows to as it leaves the property. d Describe the direction of flow across the property e Describe the location of any irrigation facilities adjacent to or near the property f Describe any previous drainage problems with the property The Platteville Terminal does not qualify for an exception to stormwater detention and will utilize two (2) detention basins for accommodation of post -development runoff See drainage report for details on design, construction, and maintenance of such BUILDING QUESTIONS 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 See response to Planning Question 1 k 2. Explain how the existing structures will be used for this USR See response to Planning Question 1 k 3 List the proposed use(s) of each structure See response to Planning Question 1 k Liberty Pipeline Project 13 December 2019 Weld County Treasurer Statement of Taxes Due Account Number R1688302 Parcel 121326100020 Legal Description PT W2NE4 26-3-65 LOT A REC EXEMPT RE 3171 (.32k) Situs Address Account: R1688302 SCOTT REBECCA A 21940 291ST AVE FORT PIERRE, SD 57532-7410 Year Tax Tax Charge Interest Fees Payments Balance 2019 Total Tax Charge $1.58 $0.00 $5.00 $0.00 $6.58 $6.58 Grand Total Due as of 01/15/2020 Taxes outstanding on sibling account(s) COLLECT Tax Billed at 2019 Rates for Tax Area 2190 - 2190 Authority WELD COUNTY SCHOOL DIS'I' REI I CENTRAL COLORADO WATER (CCW CENTRAL COLORADO WATER SUBD PLATTEVILLE-GILCREST FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY Mill Levy 15.0380000* 17.0730000 1.2860000 2.2790000 7.2340000 6.3540000 3.2170000 Amount $0.45 $0.52 $0.03 $0.07 $0.22 $0.19 $0.10 $5.00 Values AG -GRAZING LAND Total Actual $112 $6.58 $33.60 Assessed $30 $112 $30 T1:il_ J nn'n Weld County Treasurer's Office 1400 N 17th Avenue PO Box 458 Greeley, CO 80632 Phone: 970-400-3290 Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due issued by the Weld County Treasurer, are evidence of the status as of this date of all property taxes. special assessments, and prior tax liens attached to this account. Current year's taxes are due but not delinquent. Signed,; ; % 1 Weld County Treasurer Statement of Taxes Due Account Number R1688602 Parcel 121326100021 Legal Description PT W2NE4 26-3-65 LOT B RIiC EXEMPT RE 3171 (.59R) Account: R1688602 SCOTT REBECCA A 21940 291ST AVE FORT PIERRE, SD 57532-7410 Year Situs Address Tax Interest Fees Payments Balance Tax Charge 2019 $33.60 $0.00 $0.00 $0.00 $33.60 Total Tax Charge $33.60 Grand Total Due as of 01/15/2020 Taxes outstanding on sibling account(s) $33.60 $6.58 Tax Billed at 2019 Rates for Tax Area 2190 - 2190 Authority WELD COUNTY SCHOOL DIST RE I CENTRAL COLORADO WATER (CCW CENTRAL COLORADO WATER SUBD Ii,ATTRVII,14E-GILCREST FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY Taxes Billed 2019 Mill Levy 15.0380000' 17.0730000 1.2860000 2.2790000 7.2340000 6.3540000 3.2170000 Amount Values $9.65 $10.92 $0.82 $1.45 $4.63 $4.07 $2.06 52.4810000 $33.60 AG -GRAZING LAND Total Actual $2,219 Assessed $640 $2,219 $640 Weld County Treasurer's Office 1400 N 17th Avenue PO Box 458 Greeley, CO 80632 Phone 970-400-3290 Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due issued by the Weld County Treasurer, are evidence of the status as of this date of all property taxes, special assessments, and prior tax liens attached to this account. Signed.: Current year's taxes are due but not delinquent. .1:_dezT1-etz./ Date: COLORADO Air Pollution Control Division Department of Public Health b Environment Advancing Colorado's health and protecting the places we live, learn, work, and play. February 26, 2020 Cynthia Wyman Jordy Colorado Liberty Pipeline LLC 2331 CityWest Blvd. Houston, TX 77042 RE: Land Development GP03 General Permit Approval for Package #422238 Dear Applicant, The Colorado Air Pollution Control Division approves land development general permit registration for the sites listed in the table below. Please refer to general permit GP03 for all applicable requirements, limitations, terms and conditions. A copy of the general permit may be obtained via the internet at the following web address: https: //www.colorado.gov/pacific/cdphe/general-air-permits AIRS ID Site Name Actual Location City County Approval Expiration 124/4691/001 Liberty Platteville Terminal SEC 26 T3N R65W - Weld 12:00:00 02/20/2025 AM If you have any questions regarding this letter, please contact me directly at (303)692-3133. Sincerely, Greg Marcinkowski Permit Engineer Stationary Sources Program Air Pollution Control Division 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 www.colorado.gov/cdphe Jared Polls, Governor I Jilt Hunsaker Ryan, MPH, Executive Director i Jacob Rosenberg From: Sent: To: Subject: Attachments: Eve Craven <Eve@farmersres.com> Wednesday, January 08, 2020 1:58 PM Polak, Chad M [EXTERNAL]RE: West Neres alignment Easement - granted to FRICO.docx Chad, Attached is a draft of an easement. Each easement is typically site specific there may need to be some additional changes. Thanks, Eve Eve/ Crcwev Projects Coordinator Farmers Reservoir & Irrigation Company 80 South 27th Avenue Brighton, CO 80601 303-659-7373 Ext 312 Eve@farmersres.com My current hours are 7:00 to 5:30 Tuesday through Friday. From: Polak, Chad M <Chad.M.Polak@p66.com> Sent: Wednesday, January 8, 2020 10:35 AM To: Eve Craven <Eve@farmersres.com> Subject: RE: West Neres alignment Good Morning Eve, Thank you for sending this over. Can you forward the dedication document we spoke about yesterday as well for review? Sincerely, Chad M. Polak Right of Way Lead - Liberty Pipeline O: (+1) 303.376.4363 I M: (+1) 720.245.4683 3960 East 56`" Avenue I Commerce City, CO 80022 Phillips 66 From: Eve Craven <Eve@farmersres.com> Sent: Wednesday, January 8, 2020 10:07 AM To: Polak, Chad M <Chad.M.Polak@p66.com> Subject: [EXTERNAL]West Neres alignment Chad, Attached is the map showing FRICO's proposed alignment (shown in blue) of the West Neres through your property. There turns and transitions need to be at a 45 degreed bend and not a 90 degree bend. Please let know if you have any questions. Thanks, Eve Eve/ Crwk'evv Projects Coordinator Farmers Reservoir & Irrigation Company 80 South 27th Avenue Brighton, CO 80601 303-659-7373 Ext 312 Eve@farmersres.com My current hours are 7:00 to 5:30 Tuesday through Friday. After recording return to Farmers Reservoir and Irrigation Company 80 S 27th Ave Bnghton, CO 80601 #XXXX Canal 20XX-XXX EASEMENT AGREEMENT THIS EASEMENT AGREEMENT is dated , and is made between , a company ("GRANTOR"), whose address is , and the Farmers Reservoir and Irrigation Company, a Colorado mutual ditch company ("GRANTEE"), whose address is 80 South 27th Avenue, Brighton, Colorado 80601 RECITALS WHEREAS, Grantor is the owner of certain real property described in Exhibit A hereto ("GRANTOR PROPERTY"), which lies generally adjacent to the Canal ("CANAL"), which is owned and controlled by Grantee, WHEREAS, Grantee operates a service road for the Canal on the Grantor Property, and WHEREAS, Grantor desires to grant to Grantee explicit permission to use Grantee's service road on the west side of the Canal NOW THEREFORE, Grantor and Grantee agree as follows AGREEMENT Grantor, for and in consideration of the sum of $10 and other consideration, paid at and before the sealing and delivery of this instrument, and for other valuable consideration, the receipt and sufficiency of which is acknowledged, grants to Grantee a non-exclusive easement over the property described in Exhibit B hereto, so that Grantee may construct, use, alter, operate, and maintain a service road to maintain, repair, reshape, and modify the Canal and related appurtenances, such easement to include the nght of ingress and egress over and across such property for FRICO, its employees, officers, consultants, agents, contractors, subcontractors, successors, licensees, permittees, and assigns The "right to construct, use, alter, operate, and maintain" shall include, but not be limited to, the right to use 1 Motor vehicles, for the purposes of performing inspections of the Canal, or to travel along the Canal, 2 Trucks, back -hoes (track and wheeled), bulldozers, skid -steers, excavators, and other mechanized equipment to reshape the Canal, and to remove trees, shrubs, and weeds that interfere with the maintenance, operations, and / or integrity of the Canal, and 3 "Flame -throwing" machinery and associated fire suppression vehicles and equipment to create and maintain required "fire breaks" to suppress and prevent fires from going beyond Grantee's control and to use the maintenance road and fire to manage or remove debris, shrubs, and vegetation which, if not controlled, would interfere with and impede the flow of water through the Canal or otherwise compromise or threaten the integnty of the Canal, and 4 Mowing, pesticide, and herbicide spraying machinery Grantor shall not interfere with Grantee's nght to use the service road, nor grant nghts to third parties to use the service road without pnor wntten consent from Grantee [SIGNATURE PAGES FOLLOW] (Page 2 of 5) IN WITNESS WHEREOF, the Grantor and Grantee have executed this Easement Agreement on the date set forth above GRANTOR State of Colorado County of } I ss } The foregoing instrument was acknowledged before me this day of , 2019, by as of a Witness my hand and notarial seal [SEAL] Notary Public My commission expires (Page 3 of 5) GRANTEE THE FARMERS RESERVOIR AND IRRIGATION COMPANY By Scott Edgar, General Manager ATTEST Molly Lockhart, Assistant Corporate Secretary State of Colorado County of Adams } } ss } The foregoing instrument was acknowledged before me this day of , 2019, by Scott Edgar as General Manager and Molly Lockhart, as Assistant Corporate Secretary of the Farmers Reservoir and Irrigation Company I Witness my hand and notanal seal [SEAL] Notary Public My commission expires (Page 4 of 5) LENDER'S CONSENT AND SUBORDINATION AGREEMENT The undersigned lender's ("LENDER") deed of trust, lien, and security interest evidenced and created thereby ("LENDER'S SECURITY"), dated and recorded in the public records of Weld County, Colorado on at Reception No , and the respective rights and remedies of the Lender shall at all times be subject and subordinate in all respects and junior in priority to the lien and pnonty of the Easement herein conveyed, and all of the terms, covenants, conditions contained therein, as the same may from time to time be amended, renewed, modified, extended, supplemented, rearranged, replaced, or consolidated (such changes collectively referred to as "AMENDMENTS"), provided, however, that the relative priority of the Lender's Security shall remain unaffected by Amendments Lender, its successors and assigns or purchaser in foreclosure shall have no obligation, debt, or liability under the Easements until Lender, its successors and assigns or purchaser in foreclosure obtains ownership or possession of the Property or portion thereof In the event of foreclosure or deed -in -lieu of foreclosure, neither the Easements nor the obligations under this Agreement shall be extinguished LENDER: By Its State of Colorado County of } } ss } The foregoing instrument was acknowledged before me this day of , 20, by as of a Witness my hand and notarial seal [SEAL] Notary Public My commission expires (Page 5 of 5) C.W. Jordy Environmental Program Manager PHILLIPS66 2331 CityWest Blvd. N982-05 Houston, TX 77042 Phone 832.765.3681 December 2019 Colorado Liberty Pipeline LLC: Platteville Terminal Decommissioning Plan LIBERTY PIPELINE Colorado Liberty Pipeline LLC (Liberty) has no plans for future abandonment of the Platteville Terminal. Should abandonment be necessary, Liberty will follow all applicable rules and regulations regarding decommissioning or abandonment in effect at that time, including those of the Colorado Oil and Gas Conservation Commission (COGCC) regulations regarding removal of equipment. Where practical, materials will be reused or recycled. Where required, materials to be disposed or recycled will be removed by a licensed contractor and transported to a location or facility that is permitted or otherwise authorized to accept such materials. Liberty will comply with all COGCC regulations regarding site restoration. LIBERTY P I P N E PHILLIPS 66 COLORADO LIBERTY PIPELINE PROJECT Weld County Department of Planning Services Use by Special Review Submittal Item # 22 Draft Emergency Incident Action Plan November 2019 Platteville Terminal Emergency Action Plan. 30, Oct. 2019 Fac t y Emergency Action Plan Colorado Liberty Pipeline LLC Liberty Pipeline Platteville Terminal {Facility Phone Number} Platteville Terminal Emergency Action Plan. 1. Name: Colorado Liberty Pipeline LLC 2. Location: Physical Address of Facility: GPS Coordinates of facility: 40.198855, -104.626452 3. Emergency Telephone Numbers: Day Facility Primary: Facility Secondary: Fire District Night 911 911 Platteville-Gilcrest Fire Protection District Ambulance Service Area 911 Platteville-Gilcrest Fire Protection District Weld County Regional Communications Center Other 911 911 911 30, Oct. 2019 Chemtrec (Chemical transportation Emergency Center) (800) 424-9300 4. Agency Notification Non Emergency: Phone# Fire Department/District: Ambulance Service Area: Law Enforcement Agency: Communication Center Office of Emergency management 5. Surrounding Occupancies & Land Use 970-785-2232 970-785-2232 970-356-4015 970-350-9600 970-304-6540 0.33 miles northeast of facility substation — Equipment yard 0.13 miles northeast of facility substation — House and oil and gas infrastructure 0.04 miles east of facility substation — Oil and gas infrastructure 0.1 miles east of southeast facility tank — Oil and gas infrastructure 0.18 miles south of southeast facility tank — Oil and gas infrastructure 0.2 miles southwest of southwest facility tank — Oil and gas infrastructure 0.3 miles west of southwest facility tank — Oil and gas infrastructure Platteville Terminal Emergency Action Plan. 30, Oct. 2019 0.14 miles northwest of east meter station — Shed and house 0.34 miles northwest of east meter station — Corrals and barn 0.17 miles north of meter stations — Open field/pasture 6. Personal Protective Equipment Available: Location *****Examples***** Self -Contained breathing apparatus: Spare compressed breathing air bottles: Rubber or neoprene boots: Rubber Gloves: Lined turnout coats and pants: Face Shield or similar protection: Suppression system connection 7. Location of Emergency Equipment & Supplies: Fire Department Fire Department On Site On Site Fire Department Fire Department Phone# ******Examples****** Front-end loader Bulldozers Dump Trucks Portable water pumps Street Barriers Sand Bags 8. Location & Types of Water Supplies: ******Examples****** 3,000 gallon Water Storage Tank Domestic Well on Site On Site Machinery & Construction Co. 1 Machinery & Construction Co. On Site N/A Sand available on site Platteville Terminal Emergency Action Plan. 9. Transportation routes: 30, Oct. 2019 Most chemical/product is delivered by company name via Interstate 76, north on County Road 49, east on County Road 30, and turning south onto the facility driveway. as needed] 10. Action Items and Response: [Edit route description Provide a brief description of your delivery process and top three worst case scenarios that may occur at your facility. (Weather event causing spill, off loading, fire etc) include information related to onsite suppression systems and trained hazmat personnel. 1 1. Coordination with First Responder Agencies: EHS representative and first responders met on Date to review emergency plan and tour facility. Tier II report current Y/N. Other Hazardous materials stored on site if non Tier II Facility? 1. (Example Acids, Chlorines, Fuel) 2. 3 12. 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. Facility Manager Date Fire Dept. Official Date Weld County OEM Date Diana Aungst From: Sent: To: Cc: Subject: Dickinson - DNR, Wenli <wenli.dickinson@state.co.us> Wednesday, February 19, 2020 12:38 PM Jacob Rosenberg Howd, Tim; Diana Aungst Re: Weld County Referral for USR20-0004 Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Jake, Thank you for sending the updated drainage report and for clarifying that the structure will meet the specified drain time of 72 hours or less. Regards, Wenli Dickinson Water Resource Engineer P 303.866.3 581 x8206 1313 Sherman St, Suite 821, Denver, Co 80203 wenli.dickinson@state.co.us I www.colorado.gov/water On Tue, Feb 18, 2020 at 6:35 PM Jacob Rosenberg <Jacob.Rosenberg@erm.com>wrote: Hey Wenli, Liberty is submitting a revised Drainage Report (attached) in response to your comments in the 1/23/20 DWR referral letter. Here are notes from the engineer on how the revisions address the runoff calculations used in the model: The initial design did not release 99% of runoff within 120 hours for storm events greater than the 5 -year storm. The original report was developed based on the Weld County requirements for release rate for the 100-yeear storm. The issue here is due to calculation method used. In summary, by using the rational method for the runoff calcs, the outlet structure and post development runoff meet the Weld County release rate for the 100 -year storm and the required drain time specified by the Colorado Division of Water Resources. 1 When using the two spreadsheets that are provided from Mile High Flood District (an organization in the Front Range of Colorado that deals with storm water) to calculate the historic run-off rate for the 10 -year storm two different values were provided. The first spreadsheet ("Peak Runoff Prediction by the Rational Method") gave a value of 0.54 cfs, then using the second spreadsheet ("Detention Basin Design Workbook") gave a value of 0.3 cfs. It appears the difference in these two values is due to method each spreadsheet uses to calculate runoff. The first spreadsheet using the Rational method, while the second spreadsheet uses the Modified Plus method. The attached revised report uses the rational method to calculate runoff allowed to discharge from the outlet structure. This meets the drain time requirements and stay under the 10 -year historic runoff rate (see 100 -year storm column from the screenshot below). Please let me know if you have any questions or feel free to contact project engineer Tim Howd at Burns & McDonnell directly at thowd@burnsmcd.com. Liberty is aware of need for water and is investigating water sources including a possible well. The County has stated this will be a condition for occupancy. Thanks! Jake Jake Rosenberg Regulatory Consultant ERM M 970.819.9245 E jacob.rosenbergerm.com I W www.erm.com FRIA The hosiess ofserstalnabsly 2 This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED. PROPRIETARY IN NATURE. OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE, and (b) intended only for the use of the Addressee (s) names herein If you are not the Addressee(s), or the person responsible for delivering this to the Addressee (s), you are hereby notified that reading. copying, or distributing this message is prohibited. If you have received this electronic mail message in error, please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you, Please visit ERM's web site http //www.erm.com. To find out how ERM manages personal data. please review our Privacy Policy This message contains information which may be confidential, proprietary, privileged. or otherwise protected by law from disclosure or use by a third party. If you have received this message in error, please contact us immediately and take the steps necessary to delete the message completely from your computer system Thank you Please visit ERM's web site. http://www.erm.com. To find out how ERM manages personal data, please review our Privacy Policy 3 Diana Aungst From: Sent: To: Cc: Subject: Attachments: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Tuesday, February 18, 2020 6:25 PM wenli.dickinson@state.co.us; Howd, Tim Diana Aungst Weld County Referral for USR20-0004 LP-PLAT-RT-0002.pdf; 02. USR20-0004 DWR 1-23-20.pdf Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hey Wenli, Liberty is submitting a revised Drainage Report (attached) in response to your comments in the 1/23/20 DWR referral letter. Here are notes from the engineer on how the revisions address the runoff calculations used in the model: The initial design did not release 99% of runoff within 120 hours for storm events greater than the 5 -year storm. The original report was developed based on the Weld County requirements for release rate for the 100-yeear storm. The issue here is due to calculation method used. In summary, by using the rational method for the runoff calcs, the outlet structure and post development runoff meet the Weld County release rate for the 100 -year storm and the required drain time specified by the Colorado Division of Water Resources. When using the two spreadsheets that are provided from Mile High Flood District (an organization in the Front Range of Colorado that deals with storm water) to calculate the historic run-off rate for the 10 -year storm two different values were provided. The first spreadsheet ("Peak Runoff Prediction by the Rational Method") gave a value of 0.54 cfs, then using the second spreadsheet ("Detention Basin Design Workbook") gave a value of 0.3 cfs. It appears the difference in these two values is due to method each spreadsheet uses to calculate runoff. The first spreadsheet using the Rational method, while the second spreadsheet uses the Modified Plus method. The attached revised report uses the rational method to calculate runoff allowed to discharge from the outlet structure. This meets the drain time requirements and stay under the 10 -year historic runoff rate (see 100 -year storm column from the screenshot below). Please let me know if you have any questions or feel free to contact project engineer Tim Howd at Burns & McDonnell directly at thowd@burnsmcd.com. Liberty is aware of need for water and is investigating water sources including a possible well. The County has stated this will be a condition for occupancy. Thanks! Jake Jake Rosenberg Regulatory Consultant ERM M 970.819.9245 E jacob.rosenberq(aerm.com I W www.erm.com 1 ERM ri* k-nrriAtitasf sairty This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED, PROPRIETARY IN NATURE. OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE. and (b) intended only for the use of the Addressee (s) names herein. If you are not the Addressee(s), or the person responsible for delivering this to the Addressee (s), you are hereby notified that reading, copying, or distributing this message is prohibited. If you have received this electronic mail message in error, please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you, Please visit: ERM's web site: http://www.erm.com. 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Kansas City, MO INDEX AND CERTIFICATION Liberty Pipeline, LLC Liberty Facilities Platteville Terminal Stormwater Drainage Report Project No. 117750 Report Index Chapter Number 10 20 30 40 APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E APPENDIX F Chapter Title GENERAL LOCATION & DESCRIPTION DRAINAGE BASINS AND SUB -BASINS DRAINAGE DESIGN CRITERIA CONCLUSIONS DRAINAGE DELINEATIONS CONSTRUCTION DRAWINGS HYDROLOGIC CALCULATIONS HYDRAULIC CALCULATIONS NRCS SOIL MAPS MAINTENANCE PLAN Certification I hereby certify, as a Professional Engineer in the state of Colorado, that the information in this document was assembled under my direct personal charge This report is not intended or represented to be suitable for reuse by the Liberty Pipeline, LLC or others without specific verification or adaptation by the Engineer Marcus Moore, P E Colorado Date February 14, 2020 Stormwater Drainage Report Revision 0 Table of Contents TABLE OF CONTENTS Page No 1.0 GENERAL LOCATION AND DESCRIPTION 1-1 1 1 Site Location 1-1 1 2 Description of Property 1-1 1 2 1 Existing Site 1-1 1 2 2 Existing Site Drainage 1-1 1 2 3 Natural Resources Conservations Service (NRCS) Soil Survey 1-1 1 2 4 Proposed Land Use 1-1 1 2 5 Wetlands 1-2 13 Permits 1-2 2 0 DRAINAGE BASINS AND SUB -BASINS 2-1 2 1 Major Drainage Basins 2-1 2 1 1 Middle South Platte -Cherry Creek 2-1 2 2 Minor Drainage Basins 2-1 2 2 1 Basin A 2-1 2 2 2 Basin B 2-1 2 2 3 Basin C 2-1 2 2 4 Basin D 2-2 2 2 5 Basin E 2-2 2 2 6 Basin F 2-2 3.0 DRAINAGE DESIGN CRITERIA 3-1 31 Regulations 3-1 3 2 Hydrologic Criteria 3-1 3 3 Hydraulic Criteria 3-1 3 3 1 Detention Ponds 3-1 3 4 Water Quality Management 3-2 3 5 Erosion and Sedimentation Control 3-2 4.0 CONCLUSIONS 4-3 4 1 Compliance with Standards 4-3 4 2 Drainage Concept Summary 4-3 APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E — APPENDIX F — — DRAINAGE DELINEATIONS - CONSTRUCTION DRAWINGS - HYDROLOGIC CALCULATIONS - HYDRAULIC CALCULATIONS NRCS SOIL MAPS MAINTENANCE PLAN Liberty Facilities, LLC TOC-1 Burns & McDonnell Stormwater Drainage Report Revision 0 Table of Contents 5.0 REFERENCES 5-1 Liberty Facilities, LLC TOC-2 Burns & McDonnell Stormwatei- Drainage Report Revision 0 Table of Contents Table 2-1 Table 2-2 Table 2-3 LIST OF TABLES Minor Drainage Basins Summary Minor Drainage Basins Summary, Continued Detention Basin Summary Page No. 2-2 2-3 2-3 Liberty Facilities, LLC TOC-3 Burns & McDonnell Stormwater Drainage Report Revision 0 List of Abbreviations Abbreviation Approx BMcD BMP FHAD MGD NOAA NRCS PFDS PUD RCP UD UDFCD USDCM WQCV LIST OF ABBREVIATIONS Term/Phrase/Name Approximate Burns & McDonnell Best Management Practice Flood Hazard Delineation Million Gallons per Day National Oceanic and Atmospheric Administration Natural Resources Conservation Service Precipitation Frequency Data Server Planned Urban Development Reinforced Concrete Pipe Urban Drainage Urban Drainage and Flood Control District Urban Storm Drainage and Flood Control District Criteria Manual Water Quality Capture Volume Liberty Facilities, LLC I Burns & McDonnell Stormwater Drainage Report Revision 0 General Location And Description 1.0 GENERAL LOCATION AND DESCRIPTION 1.1 Site Location The Liberty Pipeline Platteville Terminal is located on the south side of Weld County Road (WCR) 30, 0 25 miles west of WCR 47 More accurately, it is located within the west 1/2 of the northeast'/ of Section 26, Township 3 North, Range 65 West There are no major drainageways or storm drainage facilities within or adjacent to the site 1 2 Description of Property 1.2.1 Existing Site The current Platteville Terminal site is approximately 80 9 acres, covered by native grasses and aggregate course material The site includes several aboveground pipeline equipment, access drives, and chain link fence There are no affected wetland areas on or adjacent to the site 1.2.2 Existing Site Drainage The existing site slopes generally from the southeast corner to the northwest corner, with approximately 35 feet of overall elevation change from the high to low elevation points There is a high point in the middle of the site that directs flow to the northwest and southwest Currently, there is no storm drainage infrastructure on the site All current runoff sheet flows until it becomes channelized flow and discharges offsite 1.2.3 Natural Resources Conservations Service (NRCS) Soil Survey Soil data was obtained from the NRCS website — Web Soil Survey Tool According to the NRCS report, the soils vary within the Platteville Terminal project site A summary of the NRCS Soil Report and each Hydrologic Soil Group can be found in Appendix E The onsite soils are classified as Type A soils, thus, it exhibits low runoff rates and high infiltration rates when thoroughly wet 1.2.4 Proposed Land Use The Platteville Terminal is part of a 700 -mile crude oil pipeline from Guernsey, WY to Cushing, OK that will provide shippers in the Rockies and Bakken access to destinations on the U S Gulf Coast Proposed additions to the site include two 200 MBBL tanks, containment dikes, a new operation building, access drives, electrical equipment including a PDC building, and associated equipment and piping The proposed development will include stormwater control features to meet Weld County Regulations There are plans for future installation of two additional 200 MBBL tanks All drainage calculates and site layout information take into account the two future 200 MBBL tanks Liberty Facilities, LLC 1-1 Burns & McDonnell Stormwater Drainage Report Revision 0 General Location And Description 1.2.5 Wetlands There are no wetland areas located on or near the project site 1.3 Permits Permits required for construction by the Weld County include a land disturbance permit (requires an Erosion Control Plan) and a building permit Additional required permits include a Colorado Department of Public Health & Safety (CDPHE) Construction Stormwater Discharge Permit, USR Permit, Access permit, and Weld County Grading Permit i Liberty Facilities, LLC 1-2 Burns & McDonnell Stormwater Drainage Report Revision 0 Drainage Basins And Sub -Basins 2.0 DRAINAGE BASINS AND SUB -BASINS 2.1 Major Drainage Basins 2.1.1 Middle South Platte -Cherry Creek This major drainage basin generally slopes northeastward through Weld County It is located within the South Platte River basin The basin outlets into the South Platte River 2.2 Minor Drainage Basins A Drainage Basin Map showing the extents of the post development drainage basins and locations of drainage features within the project site has been included in Appendix B 2.2.1 Basin A The 16 60 -acre basin encompasses the northwest portion of the site All flow within the area is conveyed to the northwest by the current grades Stormwater exits the basin through overland flow and leaves the site The existing conditions have a percent imperviousness of 4 0% and the proposed conditions have a percent imperviousness of 4 0% The soil types within the basin are 100% hydrologic soil group A 2.2.2 Basin B This minor drainage basin encompasses the area east of the proposed tank , it has an approximate size of 21 52 acres The area includes one of two new detention ponds on site, part of the containment dike, new aggregate access roads, concrete pads for 3' party pumps, and a portion of the new operation building Runoff originating in the southeastern most part of the basin will sheet flow across the access drive to a 4 - foot bottom drainage swale Once the runoff reaches the swale it will flow to the north into the detention pond Flow from the northeastern part of the basin will sheet flow off site Then flow from the middle portion of the basin will sheet flow to culverts that flow underneath the access road and direct flow to a 4 - foot bottom drainage swale that drains into the north detention pond The existing conditions have a percent imperviousness of 2 9% and the proposed conditions have a percent imperviousness of 14 2% The soil types within the basin are 100% hydrologic soil group A 2.2.3 Basin C This minor drainage basin encompasses a 3 89 -acre portion in the center of the site This drainage basin will include two tanks and containment dikes Within the containment dikes there will be two 10" ductile iron pipes with valves that will control the runoff leaving the containment area The intended plan for this basin would be to hold back stormwater runoff during a storm event to allow Liberty Pipeline, LLC employees to ensure there is no oil sheen on the water surface If there is no oil sheen the valves will be Liberty Facilities, LLC 2-1 Burns & McDonnell Stormwater Drainage Report Revision 0 Drainage Basins And Sub -Basins opened once the rest of the runoff from the stormwater event has drained off site Both pipes drain to a 4 - foot bottom drainage swale that directs stormwater to the north detention pond The existing conditions have a percent imperviousness of 2 0% and the proposed conditions have a percent imperviousness of 54 1% The soil types within the basin are 100% hydrologic soil group A 2.2.4 Basin D This minor drainage basin encompasses a 3 89 -acre portion in the center of the site This drainage basin will include the other two tanks and containment dikes Basin D will have similar outlet controls to that of Basin C The two 10" ductile iron pipes will route under the west side of the containment dike and outlet to a 4 -foot bottom drainage swale that directs runoff to the south detention pond The existing conditions have a percent imperviousness of 2 0% and the proposed conditions have a percent imperviousness of 54 1% The soil types within the basin are 100% hydrologic soil group A 2.2.5 Basin E This minor drainage basins encompasses a large portion of the southeastern part of the site, and the areas directly west and east of the containment dikes The total acreage for Basin E is 21 70 acres, which include part of the new operations building, access roads, southern detention pond, and part of the containment dikes Runoff from the southeast corner of the basin will sheet flow into the detention pond, while flow coming from the northern part of the basin will sheet flow into one of two 4 -foot bottom drainage swales that will direct flow to the southern detention pond The existing conditions have a percent imperviousness of 2 9% and the proposed conditions have a percent imperviousness of 22 2% The soil types within the basin are 100% hydrologic soil group A 2.2 6 Basin F This minor drainage basin encompasses the southwest portion of the site The basin has a total acreage of 12 29 acres and is made up of existing vegetation The runoff from this basin will sheet flow off site as it currently does The percent imperviousness for the existing and proposed conditions is 2 0% The soil types within the basin are 100% hydrologic soil group A Table 2-1 Minor Drainage Basins Summary Minor Drainage Basin Existing Total Impery (%) Proposed Total Impery (%) Area (Acres) A 40 40 1660 Liberty Facilities, LLC 2-2 Burns & McDonnell Stormwater Drainage Report Revision 0 Drainage Basins And Sub -Basins Minor Drainage Basin Existing Total Impery (%) Proposed Total Impery (%) Area (Acres) B 2 9 14 2 21 52 C 2 0 54 1 3 89 D 2 0 54 1 3 89 E 2 9 22 6 22 69 F 20 20 1229 Table 2-2 Minor Drainage Basins Summary, Continued Minor Drainage Basin Existing Runoff Q(10), cfs Existing Runoff Q(100), cfs Proposed Runoff Q(100), cfs A 062 1021 1021 B 0 56 12 98 21 21 C 0 07 2 53 9 08 D 0 06 2 19 9 08 E 0 54 12 37 25 23 F 0 16 5 33 5 34 Sum 2.01 45.61 80.15 Table 2-3 Detention Basin Summary Extended Drainage Basin Proposed Zone 1 Volume (WQCV), acre- feet Proposed Zone 2 Volume (100- year + WQCV), acre-feet Spillway Volume, acre- feet Top of Detention Pond Volume, acre - feet North Pond 0 163 0 668 1 263 1 575 South Pond 0 238 1 041 1 711 2 685 Liberty Facilities, LLC 2-3 Burns & McDonnell Stormwater Drainage Report Revision 0 Drainage Design Cntena 3.0 DRAINAGE DESIGN CRITERIA 3.1 Regulations The design criteria for the proposed drainage system for the Platteville Terminal project are in accordance with Weld County's Weld County Engineering Construction Guidelines document and the Urban Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM) 3.2 Hydrologic Criteria The proposed drainage facilities were analyzed using a 10 -year recurrence interval design storm (1 40 inches/hour) for the minor event and a 100 -year interval design storm (2 68 inches/hour) for the major event The design storms were collected from the NOAA Precipitation Frequency Data Server (PFDS) The rational method in the UDFCD spreadsheets were used to calculate runoff for all parts of the project area This method was utilized because the overall drainage area is less than 90 acres The detailed results of the hydrologic computation are presented in Appendix C 3.3 Hydraulic Criteria Hydraulic analyses were performed to size and evaluate the performance of the detention pond with outlet structure, drainage swale, and culverts The site was designed with the assumption of being classified as nonurbanizing This would require the detention ponds to detain the 1 -hour 100 -year storm event and to have a total release rate, for this storm event, equal to the 1 -hour 10 -year historic release rate To calculate the detention ponds size and outlet controls the UDFCD "UD-Detention_v3 07" spreadsheet was used Manipulation was done to the spreadsheets to allow the design to meet the Weld County Regulations The detailed results of the hydraulic computation are presented in Appendix D 3.3.1 Detention Ponds The capacity for both detention ponds are designed to fully detain the WQCV and 1 -hour 100 -year storm event for the basins that are flowing into each pond The spillways and outlet structures have been designed to safely discharge on -site flow A concrete outlet structure and culvert was designed for each detention pond and was sized using the "LTD-Detention_v3 07" spreadsheet Both outlet structures are designed to release the WQCV in a 40 -hour time span and the 99% of all runoff from each storm event within a 90 -hour time span Each pond has a rip rap armored spillway that is designed to allow for a 6" flow depth and 6" of freeboard during a storm event that surpasses the 100 -year storm The spillway crest length for the north pond is 21 125 feet and has an invert 1 foot below the top of the pond The south pond's spillway crest length is 25 75 feet and has an invert 1 foot below the top of the pond The release rate for the north detention pond is controlled by a concrete outlet structure with a 12" culvert that has a Stormwater Drainage Report Revision 0 Drainage Design Criteria circular orifice place with a 2 5" diameter hole The outlet structure is designed to have a release rate equal to the 1 -hour 10 -year historic runoff of Basin B (0 3 cfs) during a 1 -hour 100 -year storm event After releasing from the culvert, runoff will pass through the riprap protected outlet and level spreader then it will discharge off site through Basin A The release rate for the south detention pond is controlled by a concrete outlet structure with a 12" culvert that has a circular orifice place with a 3" diameter hole The outlet structure is designed to have a release rate less than the 1 -hour 10 -year historic runoff of Basin E (0 54 cfs) during a 1 -hour 100 -year storm event The release rate from the outlet structure is equal to 0 4 cfs After releasing from the culvert, runoff will pass through the riprap protected outlet and level spreader then it will discharge offsite through Basin F 3.4 Water Quality Management To verify compliance with the County's critena and promote enhanced water quality in stormwater leaving the site, Best Management Practices (BMP's) were utilized The two detention ponds capture, detain, and release the WQCV within a time period of 40 hours within the respective basins 3.5 Erosion and Sedimentation Control Several non-structural BMP's will be incorporated throughout construction including phasing and completing land disturbing activities, minimizing disturbed areas, roughening disturbed areas, and reseeding or final stabilization promptly after land disturbance Structural BMP's to be used on the site include sediment control logs, rock check dams, riprap inlet/outlet protection, vehicle tracking control, concrete washout area, and a stabilized staging area Sediment control logs will be installed along the perimeters of the site, as well as around any temporary stockpiling locations utilized by the contractor All slopes greater than or equal to 4 1 (H V) will be stabilized with erosion control blankets Sediment control logs will also be utilized near storm inlets and locations of heavy flow volumes, to aid in reducing runoff velocity and to allow suspended particulate to settle out Riprap protection will be installed at culvert outlets and pond spillways Vehicle tracking control will be installed at the construction site entrance, as well as a concrete washout All construction traffic will have limited access to the site, through the construction entrance only A stabilized staging area will be installed to reduce erosion for staging material storage areas with high construction traffic Inlet protection will be installed at all culvert, storm sewer, and outlet structures to improve water quality before releasing runoff downstream The site will remain in a roughened condition during construction and will be promptly seeded with native grass or graveled after land disturbing activities have been completed These structural BMPs can be seen in the erosion control plan, provided in Appendix B Stormwater Drainage Report Revision 0 Conclusions 4.0 CONCLUSIONS 4.1 Compliance with Standards The design of the proposed drainage system for the Platteville Terminal project complies with the adopted drainage criteria of Weld County and the standards of the Urban Drainage and Flood Control District The design criteria for the proposed drainage system are in accordance with the Weld County Engineering Construction Guidelines and the Urban Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM) 4.2 Drainage Concept Summary The proposed system design will allow for the conveyance of runoff from the WQCV, EURV, and 100 - year storms to the appropriate discharge points The proposed drainage facilities will improve drainage conditions after construction of the Platteville Terminal project and provide water quality benefits pnor to stormwater leaving the site Stormwater Drainage Report Revision 0 Appendix APPENDIX A - DRAINAGE DELINEATIONS 2 3 E ff 3 9 7 6 5 A E H �_, vF i 7t '�°I IT"_ s, yi c 1 Il I _ _Y ._ .v-__1LEGEND s :,,,,,,_,,,,,...=..,,77...:1- Jy AR risY' M'!.a-,--,t.-%:1::::::.:::;`,,,,Ifi:-,1_',, _ � ..`r'YL ). rL _ _� —7LU �ti' a,r�3 '.. f,i�—_55]0_— i 1 Lt � -- )Y"'='Pi" T In lY�.r1n 1I' v1•1 , v - a -' _ .. 7_)..,;, r4,1 EXISTING MAJOR CONTOUR ---5591-- EXISTINGMINOR CONTOUR 5530— MAJOR CONTOUR- v,n7 { A ,rtti,va ,l j1� 7Y -re . .r Me t '� 5537MINOR CONTOUR�� 166 0 (\ vi r Lw.tyte`�`,,__ 'uI y i r = iu - - - - - - BOUNDARY BASIN r r \ r" c�O i; 1 062 OD \,r .4 =\ 11 y xfr 1 \.. w ,^r4. ^ """ �r Y v fir j. YLe u !l I ,lijl ,1 ' 1 I L .,1f^t 4,. .� 'N.1 -' J'l],v'rI' i , V'. S i 1 ivt- - �v L _ '' �'ir�i''-,",� Imo.,, N f '7, ' ' ( 1��F .1..., f =pry' , j, i, < y a�c.�a S "tr, 1 BASIN DESIGNATION v t '� -,.'b .64 .` <� .'''c' -''''''-'71-'—`,' r „,_ cI•T c'—�72, ' v ,' I T , <, 4 a ' ' Y'1 - "' r S`' _ -r-.. ,= �1 BASIN AREA (ACRES) _..._ I 1 OB3 30 PERCENT IMPERVIOUS % ( J L, ELI - 1 �' r X11 + c ' L 1 , � - a 1 AR IO YR PEAK RUNOFF (CPS) 010 1 0 1 HR 70D•YR PEAK RUNOFF (CFS) ' \ �.. .s �� w ue N - ,M - ' _d _ -' ' ' I�}y1, �'/fVt. _ ' f JJJ r --, -..' r " .�., , ��' -. JYM1'�� ..' T� t p �1 - I, , twys L r '' Y1i 4 ' ` } , �'"4 — _ ~ 1 YL ,-r4~- LYE 1 \ , BASIN AREA 10 -YEAR FLOW (CFS) 100 -YEAR FLOW (CFS) � k��,� �i.,_, :—'a i "' ' , — , L 1 . t, -\ —rr tl 215] 2 9 ,�_ t" \ A 16 60 0 62 10 21 L. I 1 M _ _ ��, 4I— ie_,r` __0 �Ai ' —,055UoB s ' ,. �� c B 2152 056 1298 — _'—� qq _ r , �. , 4 c _: '`�_F,.e.} a r.: _� ..- "�� i _ ri - a - ` " — C 3 89 0 07 2 53 "— : ` �� ! i'' - h>rr��q"d' '' "` r:: `'x" ') - - _ ,ns'3 •... ` ,i . Y,- — D 389 006 219 - / - // tt�,'I t ry y I t . 1''-, .,-Il Y : ..? Y �� v, a_y ?per. "`",..`: g � ,. ,',r s. r �•.=1' ,.�` _ «s ` ... `,s i�,k.. -. „tom r �' YfFT'1'` E 2269 054 1237 �— " / 1 l ✓S ` I C 1 t\lt„ < 4r - to f,Y,,✓,,v nciT�� - ' r 'rM~ .. e F 1229 016 533 , f 1 J u t r1 `1, `k .0 l w� f I'1 -. c f `- J. J i9',r _ l 1 .. r4` r� r i •,n, - i, - - _ Ir1 ' f`+ tl` �i 1 O 11 1_ , ,� 1 r IAi , , `nyT t• J,tl 1 -. - I , / 11, r ,rl r 389 20 (V 359 20 I ° lr"1 ^ ,1"(' YI �YE� - a`ryIF t `� f to - '� ` i= r`4 1 I % In,� 006219 007253 L A 44.,, S,n {I' ,.w g.� }{ V ` j ;' F r ' - - ` _ i t � A y s- vx r— a t , , . +r " " ` '„ l� Yl "t '• L 1, r f J 11 'TA. "�`�'>�,"s` --,- 11� rI Lr, ) c t Y , I,r °•I � a ;'c 2 L +�y " t `�.E 5C r"ie''r�—I + "o i1 ._ 41 e ,- 'L Y ..'LLSf S p 1 1 a.'" '' E� �`rhiv [ 1I },� ,, .i,.. , ' _ YI , t �l '' c �LJe k%"r a�"'77-.i�' .,'ldi d 1, s f `Et/L t rl S' J '1 1-• <r .. c„r Ir..i ' ` ` i' - ,. o �' tiG-'�>„ v �� s` .. ✓ 1 y � ,n d I — / r T ( L • - tiw _ r `•r0,- 1 �F ,1 ^ 1. `fit 1-{ 33` / LLl �'v •,' 1T _ ` __ i F�_' _ 1,rcw�-gut R4i�i ti �y�`i a '. q�},Y 9Ls - I y V ` '' �u � v I'f�e - , 2 tit - ' �+ — ; F� 'd , 1eke ,� ="Y> I )2 ! ^�F�� ,' " � "`I ., z- -,•1{] 1 i i _ 0 .. i `l lYw�t + kl F , _ tL 1 Zr tr; s4 \ I� �9 226129 rF(, •v s Y y t I' r I „ ' 1 t IF t.�Y�3- --,....-k;R �,L,,�,.-.. ''i ' " ^rl' ","3�F?°o, 1� i ti -� v i' f , t — �'=`�=_ ' `' ♦ w L;/// 'r�. ,� �``�-,G„ r+' - ' -'.."3 - f `K�,�> r ` � " ( / i � �i'.°, Z) F i v 1 Ly��— _ i �' 3 a n v r₹ PRELIMINARY - NOT , .,� r 1-r�J 1229 0165]] 20 _ ryJr -_t't _� ;�_�_��r - A - -_' `1 --= F �: �iF_^< ra�f _� O rt„ i<<" vv = ^ ,.v, r-�..y 'vl FOR CONSTRUCTION it _ /A�iO'_ uu6LL - J .�f a v -,......_tee'-‘,,,,,,,, , ,)r '.A1�`L, r._fi-JY �St�^� v.._ I , r� x x,` _ t f^ �v f I 4 ail�f w.' ^" Lys �4- _ — yr --- 1'� -2---4-4--4--aT* �= r, � BURNS c=�r�-$ t _u a1___� , MEDONNELL ® �SCALE IN FEET N _ rte' u , ' %I, rr r�rr -,,,� , C „r '--7�,I '- ,* 13' ` - ' IT opt PIPELINE TERMINAL CIVIL EXISTING DRAINAGE PLAN WELD COUNTY COLORADO 5C A5 NOTEDI 0. 6,PLATTEVILLE No PROJECTMI BMCD 4117750 , 6RRRIPRrUO 61 nATm rd Emv nl FOX ¢ NAME (N I DOCUMENT NUMBER EMHIOIT 1 ' �°°r°°�"" MA cPlAT MAY WY 040a0 LiAl IAN FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED '2 ECTRONICALLY KET DATE SDArS PLOTTED BY IPLOTUSERS D FILE NAME SOLES. A D H - - ` r I IT._ -_ I 7 ' I I ?_ - _ I , t t ,'�I,' r-,-.=-- ' .- ' ,, l .,_-� „ _ _ - _ ._. _ LEGEND _- .-_ - _ "r T�.r�__yL_,� T.� '- '_ I ^-' rTr"='/„��T�1^``-ii`"''" 'r \ 1 41 1 "I "' T yl-.=..a�"' y _ I 1 t� I I - - _ _ _ N LEI I.GUNI -! I 'ki '^- -. - - -� r --5530-- EXISTING MAJOR CONTOUR i I - - -5531- - EXISTING MINOR CONTOUR r I' ` ' 5530- MAJOR CONTOUR J , 13'-� /4/1 J1, _a 11 F L _ + ., I 5531 '1� � I I66• A0 vt '/l I r ( ( ! i'" II ,) MINOR CONTOUR r 11 °641°x1 ' I . r m- ,y .••• BOUNDARY BASIN Lil fL' - 'f'' ( / ,' A.`"' \ 11 (T -, "" 4 1 BASIN DESIGNATION - sue ..`.-•..� 1- ` ( �� ' t r'' ! ` �' • . - 1 _ __ BASIN AREA (ACRES) 063 30 PERCENT IMPERVIOUS (%) `1�,I �\' A %I `ll' ' --'4 -L -._—:=T-,---,1-7\\ f ` -,v I 1 HR 10 YR PEAK RUNOFF 010 1 HR 100-YR I y i 1 fr ! If 11 (CFS) 1 0 PEAK RUNOFF (CFS) ' V — �' II //_-= . r=y' J �1� _ � "' = `° y.� - BASIN AREA 10 -YEAR FLOW 100 -YEAR FLOW - _ ip (CFS) (CFS) � _ !1 B - <r"-�1 _ _/ �- , '�v } .1 sx 1R4 A 1660 062 1021 � /r J 95 1x1 i �- B 21 52 3 95 21 21 _ C 3 89 3 66 9 OB ;z;'.' _ _" �, s'' t. :\ ITI �t 1 ,=4- . , D 3 89 3 66 9 08 1 , , , . - -r'" 2� ` .—, - E 21 70 6 37 25 23 � I'5/il• T( .le '��>L=_r'-\ In F 1229 016 534 I, N '- _ '' 5l ! 1 J ! I/ 0 c ,,.r �( 1 NORTH POND - WATER SOUTH POND WATER I 369 5. , L - 3 89 54 1 I ` , `- '' QUALITY/DETENTION POND TABLE QUALITY/DETENTION POND TABLE rl 3 66 9 08 � (� 't rl -I � / _�y J ` - ,• ' VOL @ WCQ ELEV 0 163 AC -FT VOL @ WCQ ELEV 0 238 AC FT - '-j ) T fj 100 -YEAR ELEV 4844 50 100 -YEAR ELEV 4844 68 I ", s-'-:' II(- -I _ - 1 , ��r VOL @ 100 YEAR ELEV 0 688 AC -FT VOL @ 100 -YEAR ELEV 1 041 AC FT • 11 ' 1t \ { -' 1,., �} r`f 1 _r+;, ' ' MAX RELEASE 0 3 CFS MAX RELEASE 0 3 CFS _�' �. } it, , t' - J I .. RATE @ 100 -YEAR RATE @ 100 -YEAR 1 �, h-' I, ` `1 `+t l -, INtyiS ¢O r 1 "_ RELEASE TIME @ 100 -YEAR 90 HR RELEASE TIME @ 100 -YEAR 120 HR -_ - - `� ' -� - I SPILLWAY ELEV 4845 5 SPILLWAY ELEV 4845 625 _�" - _--..,.- , , �r 1 , - -• ''?-- +r_ _� r - _ TOP OF POND 4646 5 TOP OF POND 4846 625 7J!ipf/LIu/2H / 1'(�� • rte''_` _,�' sI Tti iI _ , _f T1xx0 I+ _ . t > > _IJ'__?'''2.------._-,,.'_ ., ''\ , PRELIMINARY - NOT xD l ' FOR CONSTRUCTION T___ OBURNS - } f® -_,Z-2,-- {{ -_ �z T-� =`; LL P �MSDONNELL ' ao,"� W LIBERTY P I P C L I N C PLATTEVILLE TERMINAL CIVIL PROPOSED DRAINAGE PLAN WELD COUNTY COLORADO AS NOTED wlmr Rem Mt 1n�M BMCy117750 roe ma, B ee,rto PM PEW "eue "" 0 01AVX °"° FAR "Arc EO" ) o ru+r NwaER EXHIBIT 1 ,gym km ,, Nw FOR REFERENCE ONLY — OFFICIAL DOCUMENT STORED T EC1RONICALLT PLOT DATE _ ADAGS PLOTTED BY IRLOTUSERI FILE NAME IFILESS G H Stormwater Drainage Report Revision 0 Appendix APPENDIX B - CONSTRUCTION DRAWINGS 6 yY S a 2 4 5 10 9 W 5 4 A A E H GRADING PLAN NOTES - TOUGH GRADIIIG OLI.IITIOES 1 I I 1 ELEVATIONS INDICATED ARE FOR TOP OF AGGREGATE SURFACING PAVEMENT OR STRUCTURE FOR THIS PACKAGE UNLESSINDICATEO AREA DESCRIPTION CUT (CY) Fla(CY) all (CY) OTHERWISE FINISH GRADING 39 565 65800 16 139 2 ADEQUATE DRAINAGE SHALL BE MAINTAINEDAT ALL TIMES GORING CONSTRUCTION ANY DRAINAGE FEATURE OR STRUCTURE DISTURBED I I ,-/"N — - EARTHWORK QUANTITIES PROVIDED ARE APPROXIMATE AND DD NOT ACCOUNT DURING CONSTRUCTION SHALL BE RESTORED TO EXISTING CO NDMONS O FOR STRIPPING TOPSOIL SHRINYAGE FACTORS BULK FACTORS OR UNSUITABLE BETTER SUBJECT TO THE APPROVAL OF THE MATERIALS ENCOUNTERED QUANTITIES REFLECT APPROXIMATE EARTHWORK CONSTRUCTION MANAGER REQUIRED TO ACHIEVE DESIRED FINISHED GRADE - DOES NOT DIFFERENTIATE 3 SURFACE AROUND FACILITY SHALL BE GRADED TO PROVIDE BETWEEN EARTHEN MATERIAL AND DEPTH OF AGGREGATE SURFACING AND DOES _ / - / I i I ! I' SEE SHEETPLAT-0R-0071 ' T_4 _ ___-_ -_ _w ` DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS NOT INCLUDE EXCAVATION NECESSARY FOR UTILITY TRENCHING OR FOUNDATIONS __- 4 REMOVE STANDING WATER FROM THE PROJECT WORK LIMITS AS _ _ --- :-- Y ' I- r I _ _ Y! LO COUNTY NE,G IV — -'F � - NECESSARY TO PROTECTSUBGRAOE, SUBBASE AND/OR BASE - _ -.-.4-...,z 1�'�r I `'1T , II \ / \,\ I : rbA94} ` I\ ' /( , �\ //�I / y\// J,' '� tlw I \- �6EE =0��'�� / ./// ,L Sr' I - � y -� I I I ` ( I t ( I P l ' I I I I I I ROFC �}-F�=- OR OTHER COMPLETED WURKS OMPLETED WORKS I 5 STABILIZATION SHALL BE INITIATED IMMEDIATELY WHENEVER EARTH -DISTURBING EDACIIVMES HAVE PERMANENTLY OR TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WALL NOT I RESUME FORA PERIOD EXCEEDING 14 CALENDAR DAYS 6 ACCESS DRIVES WITH TEMPORARY CULVERTS MAY BE REQUIRED I DURING THE CONSTRUCTION PROCESS THESE SHOULD BE FIELD I LOCATED AND INSTALLED AT LOCATION APPROVED BY THE CONSTRUCTION MANAGER I 7 CONTRACTOR SHALL UTILIZE USOCM STOCKPILE MANAGEMENT BMP FOR ALL STOCKPILES }- B COK COMMENCEMPLE ANY LAND DISTURBING I \\\\:''':1114 SHEET PLATER -0014 K. r \\T •"--- SEE SHEET PLAT -01943013 LI NTPRACS E I CONTRACTOR S DEFINED THEOENTTHE STORM CUTER MANAGEMENT ANAS SHOW IN THE OWNER EDIMET AND EROSION MANAGEMENT PLAN AND AS SHOWN ON THE SEDIMENTAND EROSION COMROL \ _ _ --- ii:;/(.__ -_./1 ' B DETAILS I C TE CC I I D` I 1 1 w � _ 9� G III I I1/ �o�l� I'YIYB{I Viz`. I I I'dIA ) li SEE SHEET PLATER t -0014 I g I\ g I L II I�R I` JY1 SEE SHEETPLAT-0R-0016 I"RRYY 1 01 I I I I P -- '010 V�I1I'� ' l a°.00 ' � " -].00- 3: oo 0 a _7 �.Illli "° F'��:'-11.00 1z.00 �.e4.�' -LA I - H I I ti it LI TNK 1,00 4'6p r TNK 4BSo' 1200� �, ni. I�Iv1 I �i\� jI , I L !! it n:. I I IU - r� I •SEE APPROXIMATE CENTERLINE _Li SHEET PLATG -0016 - i � - , _ SEE SHEET PLAT.GR-0017 OF WEST NERCO CANAL .I _ �Er I I _ / I I PROPOSED ALIGNMENT ' ---__ - OF WEST NERES CANAL I { ^ I I - I it - I I �I I I VI II( I'� III /\ PRELIMINARY - NOT NORTH FOR CONSTRUCTION _ — --- A7� - 1 I I I ®D OMEDONNELL III nenl n o LRAR IR ICI w °�,' LIBERTY P I P C L I N E PLATTEVILLE TERMINAL CIVIL OVERALL GRADING PLAN WELD COUNTY COLORADO 1 .150 �.ETnE�. I RA PUNT RV OA 01 a ■ .eDAD BMLD pl1775D R °"n°" DF ,,„ ■ IWWWW�■ . WANE lam) DONNE. NUMBER PLAT—GR-0010-X �. N*O*OR,° FRY. PEON S ■ � �, _ ub MM 00R REFERENCE ONLY - MODAL DOCUMENT STORED CLECTROMCALLY PLOT DATE - LOA N$ PLOTTED UT 0PLOTASEAX D ELE NAME SHIESS A B G K 1 / (/ / / I 1 I 1 I J I _- -�- - ..._7,',._..• ,_ - .-T __ ___ ___ __ ___ ... - J A J l / n m� L— v // - _ ra9- _ j— _ v —.—.v .o _ r— / rI — ( I I 1 1 I y I I I P -GR r027 3 ��....��, J ' f / 1 I 1 II 18 CHOPS WITH 0 0 / I GALVANIZED STEEL FEB P r 4 P - .r 4 II I I APPROXIMATE CENTERLINE 8131006715 E OF WEST NERE3243728.98t ) ) / INV 1 / i/�/ I // € 3Z4]77B. .483760 15 / 30 ON , / - I N 1318067 IS \ r E 324378] 47 I INV=483800 `GRADING LIMITS I r / o C. ' s I PL — — GR OZJ ( ,I / r I II _ 1 o° E ) I O _ �� PRELIMINARY - NOT FOR CONSTRUCTION r () r \IIII i E I - ' NORTH BURNS �MEDONNELL - \ I ® � SEE SHEET PLATGR.0013 FOR CONTINUATION Nn aMNw Al 11.OAII /11.0 o BRn4 TV pow n. 0 01111170 LIBERTYHO PIPELINE P E L I N C PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 1 WELD COUNTY COLORADO Y'" —!D BM ABM N`DF��t DM MAMA IAAROT MACS ®„775D NFVE MAI i IW4v TO OMAS ADAM I170AF NAME ( L ) DOCUMENT NUMBER PLAT-GR-DDT I -X [v D m.=lame IMAM D.® Alm MM oN Lm, FOR REFERENCE ONLY - OFRCIAL DOCUMENT STORED 7LECTRONICALLY PLOY DATE IDAIEI PLOTTED BY •PLOTUSERI FILE NAME SALESM C A H K II \ r '�-_ ` ' \ lr l Irrr I / 1j 1 I') I j II III Ir 1// I l� \I 1 - I P 1 / I I 1 a / PROPOSED ALIGNMENT 1 1 �,b / OF WEST NERES CANAL ` I / 5 _ -_____ I (\ ' E / 9, / APPROXIMATE CENTERLINE T / OF WEST NERES CANAL 7 ./ , I ,/ / ,/ / Q Q Q GALVANQED STEEL FLARED END �// iv- SECTION RIPRAP PROTETION /� PLATGR-0025PLATGR-0024PlAT�R-0024 AND LEVEL SPREADER I ' if', _ I r I / �� 4 I 1 '' N1317528.97 / / 1�// E 3243308 06 r I / ( ' INV=4841 00 µ i 7 i 20 RIP RAP 9aU` I /a� PLAT -0026 LINED SPILLWAY / _ Py r\ OUTLET STRUCTURE WITH 12 HDPE ...026 CULVERT RIP RAP PROTECTION I I n T „ AND LEVEL SPREADER / - _ I l _ .Ya TOP OF DETENTION \ $ _ ,�- BASIN // TOE OF DETENTION �¢t i BASIN �/ - -_ a.,,,l - 9 CONCRETE TRICKLE CHANNEL ru 1 = errL PLAT 25 I L_! ,e.,(.4.,,----__1. \ ; I / �' - 4848--�� \� / / CHAIN LINK \ gee \ �-\ \ h N / / GRADING LIMITS . FENCE / �' FENCE PER P66 -MEP 1810 4843 _ / - _ -7221„. 4845 X48 ' - -VIT _ 9 � j i/ e / ,� x x x x X X I I I - - - VF AGGREGATE ACCESS ROAD - - - �_ - - ' [ I,; / _ r / ® \ - $ ' �7 4862 4961 4850 4854 �] / �/ 4B54f4865 i I ^ .C 4850-4851 X52-485] - , /1 I s l f/It: GRAS&LINED j, rPLAI` -0020 SWALE(15 DEPTH) a $ / - / / -- — '>\ �� d, '_5 "'a,\ �L /\ PRELIMINARY - NOT FOR CONSTRUCTION ' / • r `/ PERIM`TERCONTAINM T PLATm20 DIKES S -FT MAX HEIGHT) — �_ ( \NORTH 2 — INTERMEDIATE CONTAINMENT 1-L // / /P GR� DIKES(3-FTMAXHEIGHT)— 115, is„ s y \9, ` ` ` N. — ♦BURNS ® �MSDONNELL SCALE IN FEET — SEE SHEET PLAT GR-0014 FOR CONTINUATION AA RMRa, el 0.0 AM o 640 PR RUT IN mPT/m LIBERTY 1 IPELINL PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 2 WELD COUNTY COLORADO ssuFl =7U pe Nw - IMO IDE RPM PO I MN "OnT yp�C1 BMCD /117750 Mal ! Dl.olv�F �.t NU Rw IIMP. FAL NAPE (a.) COCIARNI wPSIR PLAT-GR-0012-X C ®m10 wax• WWI o� w m Nw NNI FOR REFEREN E ONLY OFFICIAL DOCUMENT STORED CLCCTRONICALLY PLOT 0201E ION PLAITED BY IPLOTUSCRI D FILL NAME SALES! A D G K - SEE SHEET PLAT GR-0011 FOR CONTINUATION _ _ _ — _ _ \ N 7. `\\ II \ ' I ��\\ 5 P -GB •' \ I 16 CHOPE WITH GALVANIZED , STEEL FES 0 0 \ N131760367 P .T�-.r24P TU. 4 /E324379229 INV A454725 \ '4131760365 3r I ‘ E 3243739 29 , ) . I J INV=484700\ I If1 o F I U �� J \ \ / r'-'' \\\ - J ��O i \ i IV EXISTING ROADWAY l w �I it wl �� (e\ PU�j 1 a I I I O \ \ \\\ HI GRASS -LINED Lk SWALE (2' DEPTH) p I `I \• 4846 � I I \\ PERIMETER CHAIN LINK —4848P66-MEP FENCE PER P66 -MEP 1810 I \` 1 \\ — _ AGGREGATE ACCESS ROAD -� , - I v \ J\ 485248514&50_\ ' 4854 4857 I L 4855 - -7- \._, J 1 I IP -OR 2 1 I 18 CHDPE WITH GALVANIZED Q Q / i) \ STEEL FES P .T .r, •'.T•* 4 ` \\ ❑H(' / r fv PRELIMINARY - NOT I _ I N131723208 E324373208 I , N1317L2J6 IW=492.2B �. INV=484810 FOR CONSTRUCTION INV=484748 I i1 1 LT" a PERIMETER DIKES (6 -FT CONTAINMENT 1 MAX HEIGHT) T iti I —.i I �rM,--" I, %%BURNS ® P15DONNELL - --�__LIL1LILI.I--- PLAT GR-0020 _`.—iIL--� SEE --=--------------------� SHEET PLAT GR-0015 FOR CONTINUATION _— °GLEINFEET n rtDml 311,1 R woe RA IOW DA c coma LIBERTY PIPELINE PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 3 WELD COUNTY COLORADO scut"=10 1,u uw T �'Ery MOOkAni BMCD /117750 .�" inn ® FOROR.DR+D Dw+[ °`MANErL1DDD NENTN NBER PLAT —GR-0013—X cam [ ®.oruFmeE4 el ._ RAl y'° 1,F FOR REFERENC ONLY - OFFICIAL 500,00NT STORED ECDIONCALLY PLOT DATE " SDA[ S PLOTTED BY SPLOTUSERS D ERE 5006 [TILES! G A C D G - I r / I J li 1 1 4 PLAT -OR --- ,. 4 BOTTOM GRASS -LINED -0920 SWALE (1 S DEPTH) I N 1316883 27 E324296186 I INV=484676 � E 1 Sk /I I I r I I I II. I SEE SEE SHET EPEAT Gfl-012 0FOR CONTINUATION \ Q INTERMEDIATE CONTAINMENT \ PLAT-GR-0020 DIKES (3 -FT MAX HEIGHT) \ w \ L \ \ I PERIMETER CONTAINMENT in ' SF5 DIKES (6 -FT MAX HEIGHT) PLAT -0020 1 I 1 _ N 1316964 10 E 3243063 64 \ r r - INV.484756 '''',9 �, - \ , \ I 1 I 1 , I J I 1 I I / N131694965 E 3242861 0 ; INV •48400 LjiEl Y ''i.Ttl� f •Fjj� ...TTT 1 II a. II i3 �� _ N 1316949 49 71 E 324106393 9. ' J\ \ INV=484750 - _ I � RAMP I 10 CONTAINMENT I!;li•I , , ��IIIIIII� `IfI • r 4848 4809 L r I DRAINAGE PIPE WITH VALVE(TYP OF 4) , _ 1 1 li - - IU u PERIMETER CHAIN LINK FENCEPERP66-MEP 1910 r 4850 TNK00 j �_ 0 ( I 11 \ 1 1` 1 • \ , 1 \ \ PROPOSEDALIGNMENT OF VPEST NERES CANAL I - - - AGGREGATE ACCESS ROAD ----- — 465p- -' 7- \` // - YM1J 4850 III \ 1 \\ 4810 PI I I C GRADING LIMITS 4850 SSS,,, IIi I .__, _ 4851- 4852 ' L APPROXIMATE CENTERLINE 4853 4854 4855 .. - \ 1\( OF WEST NERES CANAL 48 4&g �■ 485148524B53'i°` PRELIMINARY -NOT I �21I �yL LOCALLY RAISE TOP OF BERM 1 1 t \ '614 16 +t+/ 14 Eu:a ELEVATION TO PROVIDE1 COVER --,-, I /\ FOR CONSTRUCTION ' - — - ss- �/ S+,,. ABOVE LARGEST PIPE TIE INTO r� _ I I'• I - 1 PERIMETER BERM AT 101 SLOPE \ NORTH — - a7TJ I +a ]� I ♦BURNS - \ ` --- �P _ICI I_-- �� 2----- SEE SHEET PLAT GR-0016 FOR CONTINUATION -- I I r 70----- - R BR P® `MSDONNELL m lima e,e Fvrve ° 694D RR KM Nu cm p1A1A° m LIBERTY P 1 P C L J N E PLATTEVILLE TERMINAL CIVIL _ ENLARGED GRADING PLAN 4 WELD COUNTY COLORADO °"+° —30 WORE KMt w nnnF No BMCD 0117750 MR cost 6SA°101 MAC Mini °NA Far NWE ( b) OOCUNENT Nu.BER PLAT-GR-0014-X _ - ° NNOCTEOKRu IN va 'MA' Rw °® N'p Rmi i OR REFERENCE ONLY - conch, DOCUMENT STORED ILECTRDNICALLY PLOT DATE SDACR PLOTTED BY SPLOTUSEAS D FILE NAME 1HLL51 G A B C F------ I \ I/ \ N _- 1 i l —___ Tj- v 4 -FT BOTTOM GRASS SWALE (7 DEPTH) I PERIMETER CHAIN LINK FENCE PER P68 -MEP 19 I -LINED P I11 I / SECURITY 0 �3� R I SEE 1 2p SHEET PLAT -0073 FOR CONTINUATION--------__—___� - --------i - \ ( U il, I� �^-i a5 / ^ I _—_-_ I i 131698753 IAV 45283 INV=484758 r II .�rj jS .f F'l[j� E 324365583 l E37A36556 ] INV=484867 1 1 ` It INV\=484750 11131685291 324354911 " V r''�J j�GFyy kS 17 HOPE CONTAINMENT A DRAINAGE PIPE WITH VALVE(TYP OF 4) 40.E 1 1II,�w �913169537B 0 ' R w..w.aw „r l E 3243655 83 pl a / I ( I I 940 484700 U < R - \ 1 I \ 1 ' U DI \ I ill_ ` 1 OLL I 1 /d • i 5 tl PERIMETER I CONTA — NMENT — — Q t / DIKES (6 FT MAX HE GHT) PLATGR-0020 it L GRADING LIMITS , - i I Lqi I o a - 6 / - r 1 ` I ` I 0 4851 esz 4es3 �4 - I aes4 w 16 1 �°I. 1 - ' I 4 I/ice \ I j I BUILDING PRELIMINARY - NOT `—i \ �K- I 77�� O ®® 1 J""' J, 1 X=o II 1 FOR CONSTRUCTION I ACCESS RAMP � - I` � t it I NORTH I . ,� • +2s., __ I ®BURNS ® �MSDONNELL [ v0 III,.w0 0 WAD IOW PEW mu u 076T43 Rrfen LIBERTY I P E L I N E PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 5 WELD COUNTY COLORADO rc.L[ =30 0 ram FM ran Dn FFOI vSAn MDBMLD X117750 �4ITn��, I66 I/T60 u NAME I0 ) ooaMEMT NOMRA PLAT-GR-0015-X MT o- [ asa6rnw�.SKI 12/011”la EnP Mw FOR REFERENCE 061 - OFFICIAL DOCUMENT STORED [ ECIROMCALLY PLOT DATE a /DAC I PLOTTED BY IPLONSERS D FILE NAME VILEST 0 A i G H K _�- --_-- --_-- SEE SHEET PLAT -OR -2014 FOR CONTINUATION \ PLAT-GR-0020 Q 4 BOTTOM GRASS -LINED SWALE (1S DEPTH) \ `I (Ill II 1 I \ I I / ' r '_ GRADING UMITS� fr1 = _ -T r_ 1---.1---r)I 1 �.--- L. . II .\ PERIMETER - --11 J - -- I ` CHAIN LINK I G FENCE PER P664AEP 1910 I \\ r _ _ ---. , a _ l O y 4845 4846 1 a 1\\� l i SECTION SECTION W/ RIPRAP PROTECTION WI STEEL PROTECTION TIO AND LEVEL SPREADER Q Q (�j PLAT=� 024 PLAT -0024 PLAT -0075 I )� 2 l N 1316306 39 E 3242960 10 INV = 4842.00 4737.12 99-078 I II OUTLET STRUCTURE WITH I2 CHDPE CULVERT PLAT I 1 ' 1 -0027 I PLAT.GR-0075 ' v/ CONCRETE TRICKLE CHANNEL (a. I$ t7 /I 20 RIP RAP 'r 4844 — 1 PLAT-GR-0027 LINED SPILLWAY 4845 4846-'C g 1 ABAT 404 4514 1 I ( I / I I DETENTION BASIN TOP r N �ry III' DETENTION BASIN TOE QpOr I , Y PROPOSED OF WEST NERES -- APPROXIMATE ALIGNMENT OF WEST i\ i CANAL CENTERLINE NERES CANAL Try ddSS ill I r I • $ v 1 ) ) SUBSTATION (EQUIPMENT BY OTHERS) % I, /,9 S I / ' I B RIED PIPELINE I - 1 T _ 1 (TYPICAL PRELIMINARY FOR CONSTRUCTION _ ' I I I / / NORTH - / I I VI SDONNELL --,I ACALE IN FEET RMS.w ET M° DATE We a 6W°TOTRMI Du DA 7» °NAN LIBERTY PIPELINE P E L l n C PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 6 WELD COUNTY COLORADO NOT —30 . nele TV RAW NYw7.T 14AeT BMCD p117750 NfItC p ' 1 IS94O T.PNNE P4VI ., N N/IAL wag (aka) D4CUY[NI NW. PLAT—GR-0076—K PD°a ° Isu°U TN 0ATN Mx NypG FOR REFERENCE ONLY - OFFIQAL DOCUMENT STORED TIECTRONICALLY PLOT DATE a 10APL1 PLOTTED BY IPLOTU5ER1 FOE NAVE IFILESS G K A K SEE SHEET PLATER -00,0 FOR CONTINUATION — _ I i , ,e —I—I— \OPERATIONS BUILDING I I/I IN I A. i o , F- m II, 1 I f I • I.:irr iII 1 z1 eFCI tI 0 Q a / I GRADING LIMITS s PERIMETER CHAIN LINK .:11 LFENCE PER P66 —MEP 1910 \ I I:1) P,J I ` es, c I I 1 1 / N, PRELIMINARY - NOT FOR CONSTRUCTION {652 NORTH / L 1 \ I ' ----- �OJ _ r - I' '- ,BURNS -- --------__L ; NNELL TO Msa OW fo wYpL . DM fa POW u W WOAD Rw -- Jr-,PLATTEVILLE LIBERTY PIPELINE TERMINAL CIVIL ENLARGED GRADING PLAN 7 WELD COUNTY COLORADO y'1` « =30 iv1MEDDR , ND BMCD 8117750 aDE aAl Mr w SA ��wRAF Fa NAME mY01 COCuNENT WAN PLAT—GR-0017—X L ®.ora attR ' umTAF 0'�A� MN pp rNu FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED [LECIRONICALLY PLOT DATE - I00 I PLOTTED BY PLOTUSERI D FBE NAME SRLESS C H A D i EROSION AND SEDIMENT CONTROL NOTES BEST MANAGEMENT OTICE6 VEHICLE TRACKING P GR 021 CONTROL TEMPORARY I I EROSION CONTROL SHALL REINSTALLED AROUND ALL INLETS AND WITHIN DRAINAGE WAYS I 2 CONSTRUCTION ACTIVITY POLLUTION PREVENTION IS REQUIRED FOR THIS PREVENTION OF POLLUTION RESULTING FROM CONSTRUCTION J .am + LOT EXEMPTION In ' —t.711....-RE-34.-7t_ -- --_- - ACTIVITIES ACTIVITIES SHALL BE ACCOMPLISHED BY CONTROLLING SOIL EROSION WATERWAY SEDIMENTATION AND AIRBORNE DUST GENERATION CONTRACTOR SHALL ENSURE TRAINS SEDIMENT RESULTING FROM CONSTRUCTION ACTIVITIES INFRINGES ONTO ADJACENT PROPERTIES — . CONTRACTOR SHALL COORDINATE EROSION AND SEDIMENT CONTROL WITH _ YI-LO fOUHtt ROAD ]0 — OTHER CONSTRUCTION ENTITIES PERFORMING WORK ONOTHER _ - PROPERTIES \ e N.N. N. 2\\\ ` ¢25 ,BP \- Ni llllLl ---.—\1 SEDIMENT CONTROL LOG / / A`T // J/. lie, / s \ >' • x� 1 — 3 CONTROL EROSION AND SEDIMENTATION TO THE EXTENT PRACTICABLE ALL APPLICABLE SOIL EROSION AND SEDIMENT CONTROL MEASURES SHALL I BE IMPLEMENTED AND MAINTAINED THROUGHOUT THE DURATION OF CONSTRUCTION IN AN AREACONSTRUCTION ACTIVITIES PRIOR TO SEDIMENT AREA ALL TEMPORARY EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE IN PLACE UPON PROJECT COMPLETION ALL TEMPORARY 601E EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED 4 UTILIZE APPROPRIATE BEST MANAGEMENT PRACTICES (BMPS) THOSE BMPS I SHALL CONSIST OF SEDIMENT CONTROL LOGS SILT FENCE OR OTHER MEANS TO CONTROL EROSION AS NEEDED RE CONTRACTOR SHALL PROVIDE AND FOLLOW THE EROSION AND STORMWATER POLLUTION PREVENTION PLAN (SWPPP)PLANS AS NEEDED l6 9 I \\ __ �JL �- f 5 PLACE EROSION CONTROL DEVICES AS SHOWN PRIOR TO BEGINNING WORK THE DEVICES SHALL BE PLACED DOWN -SLOPE OF DISTURBED GENEOCATIONRA \ I ( / FILL STOCKPILE Pi' IIYI N. AREAS WHERE SHEET EROSION WOULD OCCUR SILT SHALL BE REMOVED AS REQUIRED AFTER SIGNIFICANT RUNOFF EVENTS THE CONTROL SHALL INSPECT ALL EROSION CONOL STRUCTURES FOR SILT BUILD-UP THAT INTERFERES WITH THE PERFORMANCE OF THE EROSION CONTROL STRUCTURE AND REPAIR OR REPLACE THOSE STRUCTURES AS NECESSARY `3 j'�-` k5� \\ SEDIMENT fi INSTALL ADORONALEROSION CONTROL ITEMS AS NECESSARY TO CONTROL AND COLLECT SEDIMENT SEE THET%DOT AND JEFFERSON /'' ----_.�.� -' I I CONTROL LOG �� I COUNTY REGULATIONS FOR ADDITIONAL EROSION CONTROL TECHNIQUES 4PJi� — / AND REQUIREMENTS ROCK CHECK (TAP) 1 „' \ 7 LOCATIONS OF BMPS AS SHOWN ON THE DRAWINGS ARE THE MINIMUM 7 EROSION CONTROL DEVICE Lea I ` 1_ ) I ` INIVIIii .IOI / f v II n EN,' IB o REQUIREMENTS CONTRACTOR SHALL RELOCATELOCATETHEM OR ADD ADDITIONAL EROSION CONTROL FACILITIES AS REQUIRED TO MEET GENEM EROSION RAL STORMWATER PERMIT REQUIREMENTSE NPDES FOR CONSTRUCTION ACTIVITIES ACONCRETE WASHOUT LOCATION WILL BE DESIGNATED BY THE OWNER THE LOCATION SHALL BE AT LEAST 30 FEET FROM THE PROPERTY UNE AND COORDINATED WITH THE OWNER SEE DETAIL SHEET PLAT-CR-0021 LEGEND O GRADING LIMITS EROSION CONTROL DEVICE ILL C `i� • — I P .GZ2 P GR 75 — ROCK CHECK S �I P -GTE X072 �� I IpuHl �t - �, I I I \ � /J --- 'II I r Ado ( T PROPOSED I /\ ALIGNMENT OF WEST NERES CANAL \ ,I I I V I` --T �I I \\\\ r� _ NORTH _ I ,50, ® SCALE - r 1 I I I ..\ / `TOPSOIL' STOCKPILE LOCATION / - � PRELIMINARY - NOT - )1 1 / -,_75-------F-----,_75-------F----r I I/ FOR CONSTRUCTION _ APPROXIMATE CENTERLINE " OF WEST NERES CANAL I r - A --C . ,. 1 -� I ,I OBURNS - aMSDONNELL _ --- L_ -.:.-_',-_-_.,,.--,-. IL .vie o ¢sm TB DM w a,nrne LIBERTY I I P E L I N E PLATTEVILLE TERMINAL CIVIL EROSION AND SEDIMENT CONTROL PLAN WELD COUNTY COLORADO H.1 =150 . MO ME " "ry'A° T RDAs BO00 A I 7750 OL[ rw cwsi ° RMAD NO CRAWL KM 01 N N/,�n, 00N NAME Tn.a, DD VMERT DINNER NTDINN PLAT—GR-0018—X w.w I ®t010°Fmrtn• 41 D D/mn1 Fw °°� MPp NW FOR REFERENCE ODOR - OFFICIAL DOCUMENT STORED TLECTROMCALLY PIET DATE - RDA PLOTTED BR {IYOTUSER{ FRE NAME SEILES{ 1111,2020 610 PM GUY. A D G NON•TANK TENSAR BX 1200RX (B% TYPE 2) TANK NORTH AMERICAN GREEN C350 PERMANENT GEOGRID OR ENGINEER TURF REINFORCEMENT MAT(TRM) CONTAINMENT OR APPROVED EOUA 4 AGGREGATE BASE CONTAINMENT ENGINEER APPROVED EQUAL INSTALL PER SIDE SIDE MANUFACTURERS RECOMMENDATIONS 2.Od LOCAL SEED AND 6 THICKAASHTO657 A FERTILIZER L 485466. EL 485500 AGGREGATE 4 MIN TOPSOIL - / TOE OF DIKE = EL VARIES ��a• _ l��I1=1 _ I- -II �1'I _ '!v'. /f•:,'�II.i''L:.- = REFER T07-BR}p3 ANCHOR TRENCH rte' I I_ III -// I- - = _I '_ = ••• �l SHEET 35 FOR TRM(TYP) Y Y� / /��/ // / / / EXISTING CUT GRADE RA I 1 OT TILE //�j - FABRIC • 3 MIN OR COMPACTED FILL 4 3 MIN IIIIIIIIIIIIII III—IIIIII—I I 1 111 III —III —III —m -I i=ii I I III III -III NOTES COMPACTED NOTES STRUCTURAL FILL 1 ELEVATIONS ARE TO FINISH GRADE GSE BENTOUNER NSL 2 COORDINATE THE CONSTRUCTION SCHEDULE WITH ALL OTHER SITE GEOSYNTHETIC CLAY LINER IMPROVEMENTS TO PREVENT DAMAGE TO SITE FEATURES 1 VEGETATED SWALES WERE DURING SITE PREPARATION IF CONSTRUCTED DAMAGED A DURING CONSTRUCTION CONTRACTOR SHALL REPAIR ALL SWALES PER THIS DETAIL r VEGETATED TOE OSECTION 3 MIRAFI 160N SHALL EXTEND OVER THE DIKE WITHOUT SEAMS RUNNING PARALLEL WITH THE DIKE NOT TO SCALE P " •'12 PLA 4 COORDINATE WITH 1 4 SCARIFY COMPACTED SURFACE PRIOR TO PLACEMENT OF PERIMETER CONTAINMENT DIKE TANK ROOF DRAIN PLAT -0014 STRUCTURAL FILL 1? EXPANSION PLAT -OR -0015 NOTTO SCALE P '12 JOINT FILLER TANK WF ALL LATGR-0018 5 TOP OF ALL DIKES SHALL REFINISHED LEVEL AND TO THE PLA 013 m PLATGR-0017 DESIGNATED ELEVATION AND THE SLOPES OF THE DIKES SHALL BE PLATGR-0014 _ _ 1/4 BEVEL BY FINISHED TO A TRUE PLANE AND AT THE SLOPES DESIGNATED PLAT GR-0015 = ��:' Is SAWICUT(TO) a1 PAVEMENT CONTRACTIONJOINT® A r 'I SURFACE NOTE 4) *� 11/ (SEE I�z A m IV G z If4 MIN SEALANT DEPTH 4 AGGREGATE BASE TANK TANK r-� CONTAINMENT CONTAINMENT ��.. •z •* Ili N F' a m SAWED JOINT FACE 4 JOINT SEALANT ' SIDE 20d SIDE r s 12 R00 J _ . - •,, , BACKUP EL, 4851 50 _ � �: ` MATERIAL AGGREGATE 8 AREBASE B A U 4 4 BANNED JOINT FACE 2 2 1 AF /BON GEOTE%TILE 1 / EL EVARIES F DIKEAGGRE� TE BASE 4-0 6'X6' VJL fi%VJLB 4 FABRIC j /// /// / 1 'SLOPE - y't"..}:•::"" jiiI—III— •I ., ;• i .. .:.:I. . �-.�.-�.�_;-� '-::: i1il I��>I lv �I�1 1�• CONTRACTION JOINT —I —I — —I _III_ .I= _I I=III=III—` I° `Nil 1 m �'`I to 1i 1i1i• NOT TO SCALE C) a COMPACTED - STRUCTURAL FILL NIL ��"��`K�`� ' _ - _ _ ___ _ _ =��`��`/��:� SECTION BOZ NONWOVENGEOTEXTILE FABRIC OR ENGINEER APPROVED EQUAL - - GSE BENTOLINER NSL NOTES GEOSYNTHETIC CLAY LINER 1 INSTALL I?EXPANSION JOINT FILLER BETWEEN SPLASH BLOCK 6'TYP 12 COMPACTED SUBGRADE AND RINGWALL FOUNDATION - 2 SPLASH BLOCK LENGTH SHALL BE I6 FEET f 3 SLOPE SPLASH BLOCK AWAY FROM TANK PER GRADING PLANS 4 PROVIDE CONTRACTION JOINTS AT 5-4 INTERVAL •• III II—III—IIII—III III I=LI I ( III I —I —I II —I =I I II —II _I ll''-IIIIII=NINA-111111-II I'',18,111.= CUT-in-,,,111=111-11.1-17-jLLII-I�: (-W1T(W-III-HI-JI--m�CLAY GEOSYNTHETIC LINER INTERMEDIATEDIKE \/�/\`/�/V / NOT TO SCALE Pao;< �//��\�\\��/��/, ��\��/� \ CONCRETE SPLASH BLOCK MIRAFIHP370 GEOTEXTTILE FABRIC PRELIMINARY - NOT FOR CONSTRUCTION AT ROOF DRAINS NOT TO SCALE P '18 CONTAINMENTAREA B - NOT TO SCALE BURNS SM5D0NNELL m EWE ST OW OAR WV a 4mn IV WWI MO RA b�W LIBERTY PIPELINE PLATTEVILLE TERMINAL CIVIL EROSION CONTROL DETAILS 2 WELD COUNTY COLORADO YAS NOTED . WO A MO IM lal nn ro BMCD 8117750 rM miloOMRI L AMRrMMMRaa.1 IILA Mn. 1.A1mwENT HUNKER PLAT—GR-0020—X MMNME e 4n¢orMNLa:. WPM, oEam RMAI A Nw Apy a Mg KKR. OE ONLY - OEACIAL DOCUMENT S OBED ALECIRONICALLY PLOT DATE - IDAIEI PLOTTED Br SPLOTUSCRS FLE NAME Cr1LE53 H K A B C LREE�.LPATBEIMTERWL o"OTR rcR PERIMETER BERMS AROUND AAA by , worm IL STT r9ZATT yM'1 IT 1211.1.1I MISTING GROUND SURFACE LYC T i.T Li : INSTALL ROCK P EI VAGL MN SLOPE rLr DEL co T6TRISUCRT°I^N RTEACOEs D • � C.A T— T-: T-eY:4 T —•T —k Y -.t: 48 'CIA AGGREGATE , -%, 4,:,4•:•j• • •., P -''r PUBLICR -+...Sir164464tr",� Tell'N:7{�Yrer.ei,T lkeTT �,.... �i�i.� � .. �'-0�.� OIV.10 GEODE.. �A,yeIT-,-ST->•Y-{lY-•oY- T- Tm$0,1I: yy in, LE UREA i•..• TT ,��t` 4 VEHICLE 'RAGTAG INsruL VeRIRE TRAOSTO CONTROL 4 IPc cif �i�.Z.ft.ta,ti' - CONTROL •�7-•iT-.i.T-=rM�IT..A.%' ..A DM AGGREGATE SECTION 2 ENTRANCE �'N. ERF A A ONOT TO SCALE '�•� •� �.r.4. ACCORDANCE W,TA""H�°MS4� •'�¢j. TM. FILTER FABRIC IN �� CONCRETE WASHOUT SIGN O ., EWTH DM.= SECTION BEAHEEuraIL AND ROCK ONOT TO SCALE PUBLIC ROAD VON. 'BERTA PLAN "" INSTALLATION NOTES I CONTRACTOR TO COORDINATE LOCATION OF STABILIZED STAGING AREA WITN OWNER INSTALLATION NOTES € ^ ( IF I I a � � �y�y�y�� 4 ESTALL VEHICLE I SEE SEDIMENT AND EROSION CONTROL PLAN FOR GENERAL LOCATION OF VEHICLE TRACKING 2 STABILIZED STAGING AREA SHALL BE SIZED APPROPRIATELY TO FULLY CONTAIN •1'—.{;,Y:; Y-{�T;iY T I TRACKING CONTROL AT UNBTRMCfAS FMRNa£ PAD CONTRACTOR MAY MODIFY LOCATION AND SIZE OF THE VEHICLE TRACKING PAD WITH PARKING STORAGE AND UNLOADING AND LOADING OPERATIONS APPROVAL FROM ENGINEER AND/OR CONTRACTING OFFICER [! 31 �31 PIM ) D STAGING AREA SHALL BE STABILIZED PRIOR TO ANY OTHER OPERATIONS ON THE 2 THE VEHICLE TRACKING PAD SHALL BE SIZED TO ALLOW PROPER TRAFFIC c ■ r•rtr{�Y-T-•{T•T- •�•�•�,�� SITE FLOW AND TO PREVENT TRACKING OF SEDIMENT OFF SITE IF TRACKING PAD IS NOT NT OFF SITE IF EFFECTIVE AT CONTAINING SEDIMENT THE CONTRACTOR SHALL STOP OPERATIONS AND MANE 4 THE STABILIZED STAGING CgEl1SHALL CONSIST OF 2-4 OIA AGGREGATE A MODIFICATIONS TO THE TRACKING Lem PAD TO PREVENT OFF SITE TRACKING OF SEDIMENT MINIMUM OFBINCHES THICK ? •�•�, • ,�•�'' H 7 VEHICLE `IwHI T - •�-',�,�•�'•�'•�' TRACKING PAD SHALL RE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES OYPI 5 STAGING AREA SHALL BE CONTAINEDTITHIN THE SITES PERIMETER AMPS OR HAVE ADDITIONAL PERIMETER BMPS (SILT FENCE) INSTALLED AROUND STAGING 4 THE TRACKING PAD SHALL CONSIST OF 4-B DIA AGGREGATE A MINIMUM OF B INCHES THICK A BERM AREA NON -WOVEN GEOTEXTILE FABRIC SHALL BE PLACED UNDER THE TRACKING PAD PRIOR TO THE PLACEMENT OF AGGREGATE �•�'•�-'•�', n I(MINI(MINIMAINTENANCE NOTES VT MIN ROAN SIRE 1 THE CONTRACTOR SHALL INSPECT THE STABILIZED STAGING AREA WEEKLY ANDPLAN REQUIRED OARS AN POINTS R ACCESS POINTS CAN MOTTO SCALE 5 A STABILIZED ST CONSTRUCTION NST UCTION SITE TE FROM MAINTAIN IT IN AFTER ESTORTIVEENTAND R AIRS OR CLEAN OU OF UPSTR1AMN SHOESS TN THE PLANS TH THE CONTR CTORELECTS OU ETH LL HAVE SPEWLNOT TO 5COULD REPAIRS OR CLEAN OUT OF UPSTREAM SHOWNONTHEPSTALLE SHALL HAVEAVEHICLE INSTALLATIONCONTRACTOR SEDIME24 BESTCOMPLETENT D AS ANDTH ENTRANCE/ELECTS TO COORDINATE BE COMPLETED AS NEEDED TRACKING PAD INSTALLED AND THE ENTRANCE/EXIT LOCATION I CONTRACTOR TO COORDINATE LOCATION OF CONCRETE WASHOUT AREA WITH OWNER ATION 2 THE CONTRACTOR SHALL PROVIDE ADDITIONAL THICKNESS OF AGGREGATE MAINTENANCE NOTES 2 THE CONCRETE WASHOUT AREA SHALL BE INSTALLED PRIOR TO ANY CONCRETE PLACEMENT ON MATERIAL IF ANY RUTTING OCCURS OR UNDERLYING SUBGRAOE BECOMES 1 THE CONTRACTOR SHALL INSPECT THE VEHICLE TRACKING PAD WEEKLY AND MAINTAIN IT IN AN SITE EXPOSED EFFECTIVE CONDITION IT SHALL ALSO BE INSPECTED WITHIN 24 HOURS AFTER A STORM EVENT AND REPAIRS SHOULD BE COMPLETED AS NEEDED D STABILIZED STAGING AREA SHALL BE ENLARGED IF NECESSARY TO CONTAIN D VEHICLE TRACKING CONTROL IS REQUIRED AT THE ACCESS POINT PARKING STORAGE AND UNLOADING AND LOADING OPERATIONS 2 THE CONTRACTOR SHALL PROVIDEADDITIONAL THICKNESS OF AGGREGATE MATERIAL IF ANY 4 SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE AT THE WASHO UT AREA AND RUTTING OCCURS OR UNDERLYING SUBGRADE BECOMES EXPOSED ROCK SHALL BE ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CONCRETE WASHOUT 4 ANY ACCUMULATED DIRT OR MUD SHALL BE REMOVED FROM THE SURFACE OF REAPPUED OR RE -GRADED AS NECESSARY TO MAINTAIN A CONSTANT DEPTH OF THE AREA TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS THE STABILIZED STAGING AREA AGGREGATE 5 EXCAVATION MATERIAL SHALL BE UTILIZED IN PERIMETER BERM CONSTRUCTION 5 THE STABILIZED STAGING AREA SHALL BE REMOVED AT THE END OF D SEDIMENT TRACKED ONTO PAVED ROADS SHALL BE REMOVED THROUGHOUT THE DAY AND AT CONSTRUCTION THE GRANULAR MATERIAL SHALL BE REMOVED AND THE AREA THE END OF THE DAY BY SHOVELING OR SWEEPING SEDIMENT SHALL NOT BE WASHED INTO MAINTENANCE NOTES TOPSOILED SEEDED AND MULCHED DRAINAGE SWALES DITCHES OR STORM SEWERS 1 THE CONCRETE WASHOUT AREA SHALL BE REPAIRED ENLARGED OR CLEANED OUT AS NECESSARY TO MAINTAIN CAPACITY FOR WASTED CONCRETE CONCRETE WASTE MATERIALS SHALL BE 4 ALL AGGREGATE USED FOR THE VEHICLE TRACKING PAD SHALL BE REMOVED AT THE END OF REMOVED ONCE THE MATERIALS HAVE REACHED A DEPTH OF C CONSTRUCTION THE AGGREGATE MATERIAL SHALL BE REMOVED AND EITHER SURFACEDEITH GRAVEL OR TOPSOILED SEEDED AND MULCHED PER THE PLANS 2 THE CONTRACTOR SHALL INSPECT THE CONCRETE WASHOUT AREA WEEKLY AND MAINTAIN IT IN AN EFFECTIVE CONDITION IT SHALL ALSO BE INSPECTED WITHIN 24 HOURS AFTER A STORM EVENT AND REPAIRS OR CLEAN OUT OF SEDIMENT SHOULD BE COMPLETED AS NEEDED 3 THE CONCRETE WASHOUT AREA SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FOR THE PROJECT IS STABILISED STAGING AREA 1 PLACED NOT TO SCALE VEHICLE TRACKING CONTROL 4 THE CONCRETE WASHOUT AREA SHALL BE REMOVED AT THE END OF CONSTRUCTION THE NOT TO SCALE PLAT R- 018 CONCRETE WASTE SHALL BE REMOVED AND DISPOSED OF IN ACCORDANCE WITH ALL LOCAL STATE AND FEDERAL REGULATIONS AFTER REMOVAL OF THE WASTE MATERIAL THE AREA SHALL BE - GRADED SMOOTH TOPSOILED SEEDED AND MULCHED CONCRETE WASHOUT O3 NOT TO SCALE - PRELIMINARY - NOT - FOR CONSTRUCTION 4BURNS IMSDONNELL b KM., n O. on ° EB49ORMT *LIG, °I�WI LIBERTY I II CLINE EM PLATTEVILLE TERMINAL CIVIL EROSION CONTROL DETAILS 2 WELD COUNTY COLORADO Y AS NOTED Ka _ A MID Tx Rhin Iw In.nB AoacT D R11775D "PlO r , ow gni e 4SAS MI u.m°.rAP, "� "F^AF )°°�"`"T"°"°`R NAME II PLAT-GR-0021-X A �E9I.mu E, „ „... on x. m al, W. FOR REFERENCE ONLY - DFASAL DONMEMT STO9EDT ECTROMCALLY PLOT DATE - SEARS PLOTTED BY SPLOTUSERS ME NAME STILES! G A G ON THE UPHILL SIDE OF THE LOG BACKFILL A WEDGE OF VARIES SOIL THAT IS FREE OF ROCKS VARIES VARIES VARIES AND DEBRIS AND TIGHTLY CENTER STAKE IN COMPACTED WITH A SHOVEL 3 MIN CONTROL LOG VARIES VARIES VARIES OR WEIGHTED LAWN ROLLER B 0 (MIN ) SEDIMENT FLOW CONTROL LOG A B 1B 1B MIN ..-(BA i FLOW CHANNEL GRADE 4(7) MIN I A COMPACTED �%]:•:�.—I 3 e'O(MIN ) SEDIMENT 3 MIN TRENCH SOIL i� •+�� 4•• •�T'. •-_i iSi •_i :�\ H z H $ art}:i!" (MINI CONTROL LOG l COMPACTED ' I1170112'X 1B (MIN) SECTION SUBGRADE %ii. `pia IL •• ' r, J CLEAN OPEN GRADED CHANNEL GRADE UPSTREAM 3 HOROCK "�• EXCAVATE FOR ROCK ` 20TH WOVEN WIRE MESH INSTALLATION RIPRAP WITH1 LINED CHANNELS SNAIL �1 a WOODEN STAKE OT TOOTA(HIGH FLOWS USES TO B) WRAPPED AROUND BERM USE 5 DAROUN MAX NOT BE EXCAVATED !,411ITOP OF CHECK DAM ANDAN OPEN "'. Af4A. I. GRADED CLEANOPENROCK SHALL BE INSTALLED ELEVATION 3 TO S. DIAMETER ROCK SECTI ON OVER THE RIPRAP NOT TO 6CALE `CR IT MIN SEDIMENT CONTROL LOG (TYP) OT ORCALE (HIGH FLOWS USES' TO 81 a ice` C 4\Ov�Ji\'\'/ . •i7i y '00 (SLOPE 0%) 3 ' e 1 (MIN I' izr 3 THIN 3 18 PERSPECTIVE VIEW NOT TSCALE OVERLAP SEDIMENT CONTROL LOGS IT MINIMUM TO AVOID GAPS OVERLAP JOINT DETAIL V. i FLOW _ 2(MAX ) '� �� 2 (MAX) 1�L�i�1 � t CHANNEL GRADE CHANNEL GRADE @ NOT TO SCALE g CI*. �� `.i ��i �A�,��A.. PROFILE NOT TO SCALE N? J:I��IiI�iI Y:1 1 1 �_�t•_�tiIi ''.`/'VP i�� INSTALLATION NOTES •• ryr>rP•2 jy`„ • •,. EXCAVATE FOR ROCK 1 SEE SEDIMENT AND EROSION CONTROL PLAN FOR GENERAL LOCATION OF CLEAN OPEN GRADED - ` 20 GA WOVEN WIRE MESH INSTALLATION RIPRAP SEDIMENT CONTROL LOGS CONTRACTOR MAY MODIFY LOCATIONS AND 3 TO T DIAMETER ROCK WITH 1 OPENINGS MAX LINED CHANNELS SHALL QUANTITIES WITH APPROVAL FROM ENGINEER AND/OR OWNER (HIGH FLOWS USES TO B') WRAPPED AROUND BERM ROCKS EXCAVATEDINS ROCK THE RIPRAP 2 DEDISTURRINGACONTROL ES IN SHALL CA ONSHAWLL PRIOR ANY ISTU OVER THE RIPRAP SHALNOT BE O/� SECTION EAS LOGS LOCATED INA WILLLOCBE GRADEDT INSTALLED LOGS LOCATED IN AREAS THAT WILL BE GRADED SHALL BE INSTALLED AS LJNOT TO SCALE SOON AS POSSIBLE AFTER GRADING HAS BEEN COMPLETED 3 SEDIMENT CONTROL LOGS SHOULD BE AVOIDED IN CONCENTRATED HIGH FLOW AREAS INSTALLATION NOTES 1 SEE SEDIMENT AND EROSION CONTROL PLAN FOR GENERAL LOCATION OF CHECK DAMS CONTRACTOR MAY MODIFY 4 SEDIMENT CONTROL LOGS SHALL BE TRENCHED INTO THE GROUND A - LOCATIONS AND QUANTITIES WITH APPROVAL FROM ENGINEER AND/OR OWNER MINIMUM 0F3 INCHES 2. CHECK DAMS SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES IN THE CHANNELS THAT WILL NOT BE MAINTENANCE NOTES DISTURBED DAMS LOCATED IN NEW CHANNELS THAT WILL BE GRADED SHALL BE INSTALLED AS SOON AS POSSIBLE 1 THE CONTRACTOR SHALL INSPECT THE SEDIMENT CONTROL LOGS AFTER CHANNEL GRADING HAS BEEN COMPLETED WEEKLY AND MAINTAIN THEM IN AN EFFECTIVE CONDITION THEY SHALL ALSO REINSPECTED WITHIN 24 HOURS AFTER A STORM EVENT AND 3 CHECK DAM AGGREGATE SHALL CONSIST OF 3 TOO DIAMETER ROCK (O TO B FOR HIGH FLOW AREAS) CHECK DAM REPAIRS SHOULD BE COMPLETED AS NEEDED BERM STRUCTURE SHALL BE SECURED WITH WOVEN WIRE SHEATHING HAVINGA MAXIMUM OPENING OF 1 INCH AND A MINIMUM WIRE DIAMETER OF 20 GAGE GALVANIZED SECURED WITH SHOAT RINGS WRE SHALL BE INSTALLED 2 SEDIMENT ACCUMULATED UPSTREAM OF SEDIMENT CONTROL LOGS PERPENDICULAR TO THE FLOW UNE, AND WRAPPED AROUND ROCK BERM AND TIED WITH TIE WIRE TO RETAIN THE SHALL BE REMOVED WHEN THE UPSTREAM SEDIMENT DEPTH IS WITHIN 12 BERMS SHAPE THE HEIGHT OF THE CREST OF THE LOG 4 CHECK DAM SHALL BE TRENCHED INTO THE GROUND A MINIMUM OF 12 INCHES CHECK DAMS THAT ARE INSTALLED ON 3 SEDIMENT CONTROL LOGS THAT ARE SHOWN IN RIPRAP LINED DRAINAGE RIPRAP LINED CHANNELS SHALL NOT BE EXCAVATED 12 INCHES WOVEN WIRE SHALL BE PLACED ON OVER THE RIPRAP CHANNELS DO NOT NEED TO BE INSTALLED IF RIPRAP IS INSTALLED PRIOR TO CHECK DAM ROCK PLACEMENT TO SEPARATE THE CHECK DAM ROCK FROM THE RIPRAP DURING CHANNEL CONSTRUCTION IF RIPRAP IS NOT INSTALLED DURING CHANNEL CONSTRUCTION THE SEDIMENT CONTROL LOGS SHALL BE MAINTENANCE NOTES TEMPORARILY INSTALLED UNTIL COMMENCING THE RIPRAP INSTALLATION 1 THE CONTRACTOR SHALL INSPECT THE REINFORCED CHECK DAMS WEEKLY AND MAINTAIN THEM IN AN EFFECTIVE CONDITION THEY SHALL ALSO BE INSPECTED WITHIN 24 HOURS AFTER A STORM EVENT AND REPAIRS SHOULD BE 4 SEDIMENT CONTROL LOGS SHALL BE REMOVED AT THE END OF COMPLETED AS NEEDED CONSTRUCTION AFTER REMOVAL OF THE LOGS THE DISTURBED AREAS SHALL BE TOPSOILED SEEDED AND MULCHED 2. SEDIMENT ACCUMULATED UPSTREAM OF REINFORCED CHECK DAMS SHALL BE REMOVED WREN THE UPSTREAM SEDIMENT DEPTH IS WITHIN 1/2 THE HEIGHT OF THE CREST OF THE DAM 3 CHECK DAMS THAT ARE SHOWN IN RI PRAP LINED DRAINAGE CHANNELS SHALL BE INSTALLED AFTER RIPRAP IS INSTALLED IF RIPRAP IS NOT INSTALLED DURING CHANNEL CONSTRUCTION THE CHECK DAMS SHALL BE TEMPORARILY INSTALLED UNTIL COMMENCING THE RIPRAP INSTALLATION ^ 4 REINFORCED CHECK DAMS SHALL BE REMOVED AT THE END OF CONSTRUCTION AFTER REMOVAL OF THE DAMS THE SEDIMENT CONTROL LOG(SCL) EXCAVATION SHALL BE FILLED AND THE DISTURBED AREA SHALL BE TOP SOILED SEEDED AND MULCHED NOT TOSCALE PLAT R- 0 ROCK CHECK DAM DETAIL (CO) PRELIMINARY - NOT FOR CONSTRUCTION NOT TO SCALE PLAT R D1B BURNS �MSDONNELL R� ata w w °DAS ILB4D FD. R M1 0 01011/. LIBERTY PIPELINE r E L 1 H c PLATTEVILLE TERMINAL �I�IL EROSION CONTROL DETAILS 3 WELD COUNTY COLORADO SCALE p5 NOTED IDI_ A 600.° IDI Noel 1^1^e v0 LC1 BMCD /11775 700 r°u TD41 MI mooVAT II IsvEe m O.T. TIM O1MA FILE NAME I L ) DOR.. PLAT—GR-0022—X mal _ ° ®°° °• m0K• MY WWI DIL° am m Mppm m FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED ECIAONICALLY PLOT DATE • SOARS PLAITED BY SPLBTUSERB D FM1E NAME VILESS C H K A B D G H 16.0 TENSAR TRIAD GEOGRID 1%160 OR ENGINEER APPROVED B OZ NONWOVENGEOTE%TILE TENSAR TRIA% GEOGRID 7X160 EQUAL IF SPECIFIED FABRIC OR ENGINEER OR ENGINEER APPROVED B AGGREGATE BASE APPROVED EQUAL EQUAL IF SPECIFIED IT COMPACTED 4 AGGREGATE BASE 6 AGGREGATE BASE SUBGRADE IS COMPACTED 1S COMPACTED SUBGRADE SUBGRADE B THICK TA1JEHALI REINFORCED CORGI ETE PINGNALL b/OTHER.. 1 i TOC EL 19 ..0 10 8 L. t- BFNTLOUTE ..TRUCTUVEL "f NO FILL LOIIPPGTEU ,EOSYNHETIF PEP PPn1ECT PECIFICATIOH�BY CLA. LINER TrNh CONTR., TOR TB r OTHERa) STRUL.TURAI CLAY FILL _IF COMF ACTED I ER PROJECT I'M SPErIFICA TIC IJS,aEE NOTL 10) AGGREGATE BASE FINAL T SLOPE TO _ I — — — — — II —III —I —iv•bn.:�.�a`�SwTTiI I I�j'j I •—t GRADE - DRAIN AWAY - ' - 1 f�I�I� rI I-JAL-TIIIL-lI I-� �:'; Tjj I- -111= --M-= FRDMTANK N I _ /� // // /� i A ///� I-i-I 1 III- -III-T- II -II -111-M-ffi I —III-ITI-n-�-1 I I I —I —II I— I NEE II Kifi-_M=I I El I L�-1lL-II-ME 1L-I - I -IT III- -.'.2-5,-,--,J /, / yY 1:3T'p'� 40:1 / I r. 4 -AGGREGATE BASE WISH 6 AGGREGATE BASE WITH B AGGREGATE BASE WISH E%I..TII-3 SITE SOIL /� r oECER JED GEOTEIITILE FABRIC 7RIA; 7%160 GEOGIUO TRIA; 7%160 GEOGRID PROD PC LEL .. D / 1� 'I�/ :, / / ./// A4c �' r.-..-4 / f �!UI ^ t rt INI r / J ITYPI Pt,"T SEAL NO7705CALE p .TO NOT TO SCALE P �'J.T9 NOT TO SCALE P r1B J^i L SLn6 (ROTC- I LL ',sr. '� { I t51111Jr /I / 4y^� + 4?r� �' i.4..., -f i Y % 1 w 1 I" I I INITIAL 11 1 - LIMI Is-� / I =1 E>CnVATIOHol TENSAR TRRU(GEOGRID ) CI /1/SF [ / /i /I K I I hill; 11!1 j\ I I_ \ 111111 '� III I L "TRUCTUPPL C/HO FILL COMPLETED PEh Pf GJEI.T PPEI.IFICF TI]IJ1 I_EE NOTE TM( 1 TXIB0 OR ENGINEER APPROVED EQUALJ FEPLACECI MI5 0L.. TO SE REMOVED LL / / VARIES REPLACEDWITHC 1LIPAL IANFILL2 EAL SLPB lb _ J -- ,- STPUCTURAL F HANULAP FILL CO APA.,TEL TO DBI' OF MI) If IOM aTANDARD DRI B AGGREGATE BASE ] LA f Ell ST'UC�LRFLflF1 FIILCOMPALTEL TO ASH I.EE NOTE tO TAROTPD PROCTOR DEN II, IA..IM DINS) DLNSI-Y A-TI/01507/ 24 (TYP) PROFILE GRADE - (TOP OF SUBGRADE)SLOPE PER GRADING PLANS (SLU NOTE DI ISEF REPORT TF2 TI — -/ 1S(TYP) CONCRETE RINGWALL NOTES - WI-LLTABLFJ ----^ MINIMUM VALUES 1 TANK RINGWALL EXCAVATION AND BACKFILL HAS BEEN COMPLETED BY SITE B DETAIL IS BASED ON THE GEOTECHNICAL ENGINEERING STUDY PERFORMED PREPARATION CONTRACTOR THIS DETAIL IS SHOWN FOR COORDINATION BY XXX SEE REPORT FOR FURTHER DETAILS ONLY CONTRACTOR SHALL REMOVE 30 FT WOE AGGREGATE ACCESS TANK NO W 1 >�� I��II 11 II III III ICI III � � Imo'' I III � 1 � III I I r I I 1 I I -L11-1JJ-ll1L1-LLI-Ll-LLl-lll- I-L-L1-ll1- jy( I jy,(-I\\j i CAREA ONTRA D REPLACE WITH 16 -FT ACCESS DRIVE SHOWN IN THESE 10 THE RINGWALL WIDTH WILL BE DESIGNED BY TANK SUPPLIER \ CONTRACT DOCUMENTS CONTRACTOR SHALL COORDINATE AS REQUIRED /\ TNK 1100 10 -0 i\i I —I I I -J -�-M- I I -III -III -I I I I-III-ILI-III L[1=LU I I —III —III I 1// I/ I�I i�\//\\�/ II/ I I�\ 1/`/ I/J�yi�// I/ T/ / �j\\//\ 2 ALL SHADED ITEMS HAS BEEN COMPLETED BY SITE PREPARATION 11 EXCAVATION SOILS PIACEO TNK 1200 /)/�I /s2)1---Y)/)A/C//11 ` / WITH STRUCTURAL CLAY FILL SHHALL BE BYTTHE 8TEAPREPARATION 3 THE DETAIL AND NOTES ARE BASED ON THE CONTRACTOR 10 -0 \y;%/;\�;y;;li/i�\\/\%\\\/\y�/��/i\\%%\/�\�'��\ /�j�\\/`\///\ FROM THE RO ECTBYEXXX INCNIDATEDXXEX ODD STUDY (REVSONDI)FOR THISH 12 AFTE R RINGWALL AND LCONSRUCTIONAL ISLCOFPLTEEDD THL EALLSTRUCTURL �\ NOTES Y \ / 4 DEPTH OF STRUCTURAL CLAY FILL DEPENDENT ON THE DEPTH OF AREA CONTRACTOR OR SITE PREPARATION CONTRACTOR AS DETERMINES WITH I AGGREGATE BASE MATERIAL SHALL BE PER SPECIFICATIONS EXCAVATION REQUIRED TO PROVIDE LEVEL SUBGRADE PAD OF NATURAL PHILLIPS 66 CLAY SOILS OR AS SPECIFIED IN GEOTECHNICAL REPORT TEXT 2 SEE PLANS FOR SLOPE AND DIRECTION OF SLOPE CROWN OR CROSS 5 STRUCTURAL SAND FILL BELOW THE TANK BOTTOM IS FOR LEVELING PAD SLOPE PER GRADING PLANS AND/OR LEAK DETECTION ZONE PURPOSES CONCRETE RINGWALL FOOTING 6 SEE REPORT TEXT FOR STRUCTURAL CLAY FILL AND LATERAL EARTH NOT TO SCALE PRESSURE COEFFICIENT RECOMMENDATIONS O ._ TYPICAL ROADWAY SECTION 4 7 TANK AND RINGWALL SHALL BE DESIGNED IN ACCORDANCE WITH NOT TO SCALE APPLICABLE API STANDARDS (BY OTHERS) O B TANK RINGWALL SHALL BEAR ON CLSM SEAL SLAB SUPPORTED BY STRUCTURAL CLAY FILL THE EXPOSED FOUNDATION SOILS WILL BE PROFILE GRADE EVALUATED IN THE FIELD BY QUALIFIED REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER (TOP OF SUBGRADE) TENSAR TRN(GEOGRID 1%160 OR ENGINEER 24• APPROVED EQUAL VARIES 12 ( TYPI B AGGREGATE BASE e] SLOPE PER GRADING PLANS (TYF ) 0 _ 1-w w W w w w nl ul—w ul a In w II w nl ul mom' PRELIMINARY - NOT _ FOR CONSTRUCTION " `• >,/>' /?/*>j;%%i ' \i; ,i, jj/� jj\\\i\\: vj/ \\> / i�\\/„ TYPICAL ROADWAYBECTION O BURNS �MEDONNELL NOT TO SCALE — m rtwW .0 a art YID o Aa^C MI KALi NU nL p1AA° LiLN - LIBERTY I I P C L I N E Ka MS PLATTEVILLE TERMINAL CIVIL EROSION CONTROL DETAILS 1 WELD COUNTY COLORADO «..L AS NOTED A KMMIMI 1InnI 710407 BMCD X717750 RN MO 5 IMO IN MONO Mel °w�L OLC NWL WO OONPENT KN. PLAT -OR -0023-X O MOD LW NO Wily WU mom. DOO q�pG 1 PER POTRENCE ONLY — OFF15AL DOCUMENT STORED T ECTROMOALLY PLOT DATE - SDA105 PLOTTED BY 6PLDTUSERN — DUE NAYS SPLESI G H K A D C 6' STD Na STEEL PIPE HIGH -STRENGTH ALUMINUM WITH SAFETY YELLOW PAINT GALVANIZED STEEL OR ^(FILL FIBERGLASS POLE TUBULAR ALUMINUM WIND CONE SUPPORT FABRIC WIND CONE 18 DIA XB-0 LONG b III 1 WITH CONCRETE) ..., — 6 FINISH GRADE NOTES FIELD LYBY 1 PREPARETHE METHODS SREPARE METSTEE TO RFACE IN HE EY OSSPC-SP8 QUALITY APPLY THE FIRST COAT TO A MINIMUM OF 1 0 MIL THICKNESS WITH ALKYD PRIMER COMPOSED OF A MINIMUM OF 40% SOLIDS BY VOLUME APPLY THE SECOND AND THIRD COATS TO A MINIMUM OF 4 TOP OF STAIRWAY ° fip / 2 0 MIL EACH WITH ALKYD GLOSS ENAMEL COMPOSED OF A MINIMUM OF 40% SOLIDS BY VOLUME 1It' C HANDRAIL y NOTES = PRECAST CLASS A CONCRETE REINFORCED CTR •7.6 BARS® 412 CTRS •7S CONCRETE H 1 PURCHASE AND INSTALLLA0BN1ND CONES (WITHOUT ^ LAMPS) (wmvhaherde corn) 18 DIAMETER (MINIMUM) WITH 2' DIA NOMINAL STD WEIGHT POST TWO INCH HIGHSTRENGTH POLE ON THE TOP OF THE STAIRWAY OF TNK-0133 AND ANCHORING PINS SHALL BE OB Y DEFORMED BARS 3FEET LONG OR EQUAL MIN m TNK-0135 MOUNT ON THE PLANT EAST NORTHEAST SOUTHEAST OR SOUTHWEST PRECAST CONCRETE WHEEL ^ SIDE OF THE TANK. COORDINATE WITH THE CLIENT STOP BLOCK / ' REPRESENTATIVE AND THE TANK CONTRACTOR BOLLARD DETAIL 1 NOT TO SCALE PLAT -0P-00162. TO SCALE 30' AND ATTACH TO THE VERTICAL STAIRWAY POSTS WITH PLAT-PP-0018NOT Li- BOLT TYP GALVANIZED OR STAINLESS STEEL ENGINEER APPROVED OF]) ( U -VOLTS WITH REMOVABLE WING NUTS NOTES 3 THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE I CONCRETE WHEEL STOP BLOCKS SHALL REIN BASE OF STAIRWAY ENGINEER FOR APPROVAL ACCORDANCE KITH P66 -MEP 1730 SECTION 11 1 17THRU24 DIA I I]fi DIAI I THREADED ROD �T� THREADED ROD CONNECTOR LUG SIDE LUG WIND CONE DETAIL '`" 4 NOT TO SCALE P 4E'. ,5 ALTERNATE CONNECTIONS I- DIA -I STANDARD COUPLING BAND LOCATION PT AND INVERT ELEVATION LOCATION PT AND INVERT ELEVATION I —I — --- 1B UPSTREAM CONNECTOR _ SECTION FOR 05 ® 12 E W 24 DOWNSTREAM S:EMANUFACTU' R 42 AND4B ONLY ' 1 12 MIN IN ROCK SCHEDULE PLAN SECTION GALVANIZED STEEL END SECTIOPI%4, Ia NOT 10 SCALE PLAT-GR-0011 PLAT OR -0012 PLAT GM -0013 PLATGR-0016 RIPRAP (D50.R 12 MIN THICKNESS) aF FLARED END FINISH GRADE SECTION ---- TYPE I BEDDING IC THICK) VIII - - r PREPARED SUBGRADE — —— I _ SEPARATOR - TOE WALL VARIES GEOTEXTILE j (SEE DETAIL THIS SHEET) PRELIMINARY - NOT RIPRAP OUTLET PROTECTiON NOTES VARIES 1 SEE SPECIFICATIONS FOR RIPRAP BEDDING FOR CONSTRUCTION AND GEOTEXTILE MATERIALS BEDDING AND - GEOTEXTILE SHALL BE INCLUDED IN THE COST PLAN FOR RIPRAP RIPRAP OUTLET PROTECTION (-5s) 1 SBURNS NOT TO SCALE PLAT GR-0011 FLAT CAR -0012 M5DONNELL PLAT GR-0013 FLAT -OR -0018 OAS o Aa," MI IOW DA M MAIM imm LIBERTY P I P E L) n E M PLATTEVILLE TERMINAL CIVIL CIVIL DETAILS 2 WELD COUNTY COLORADO AS NOTED Ta IMO FR IOW Iry n.L• " T °�° BMCD ,,,7750 e �oraa.MmT „ „Ill gin, `""`1 °I°°°"`"`"°"�" PLAT-GR-0024-X ° �•bm�•• °`9°"` Atom Rw Mpu FOR REFERENCE 01110 OFRCIAL DOCUMENT STORED TLECTRDNICALLV PLOT DATE - SOARS PLOTTED Si SPLOTUSERB FILE NAME SDLESf G K cnueertavNww u>eemnmu 113.111DESIG 2 10 B 7 A A H VARIES (SEE PLANS) FINISHED GRADE 67WDEX6 DEEP ANCHOR TRENCH EXTEND FILTER FABRIC DOWN SIDE EAST I LEAST OF ANCHOR TRENCH AND AT Li ROTATE THE ENDS OF SILT FENCE L ALAI INSTALLATION NOTES ---z-,--__. I_JI_ ��- ACROSS BOTTOM OF TRENCH PERPENDICULAR TO THE CONTOUR AND COMPACT PER INSTALLATION NOTES TO ASSURE SOILS ARE CONTAINED IPL ; IJJIE�`� III=�� Y m� 4. I 1 SEE SEDIMENT AND EROSION CONTROL AN FOR GENERAL LOCATION OF SILT FENCE. CONTRACTOR MAY MODIFY LOCATIONS AND QUANTITIES WITH APPROVAL FROM ENGINEER ANDIOR OWNER 2 SILT FENCE SHALL BE INSTALLED PRIOR TO BEGINNING ANY IIII =1111= LAND DISTURBING ACTIVITIES 1=IIII=II11=liI11�1=IIII -1111=��11 III -11 -'III-III i1=1111=Ii1 3 SILT FENCE SHALL BE PLACED AWAY FROM THE TOE OFA SLOPE TO ALLOW FOR WATER FORDING IT SHALL BE POSTS (TVP) PLAN INSTALLED AT LEAST 5 FEET BEYOND THE LIMITS OF PREPARED SUB GRADE 64@18 0 C EACH WAY TRICKLE CHANNEL NOT TO SCALE GRADING ANCHOR WW All AND FABRIC TO POSTS WITH FOUR (4) EVENLY SPACED 4 ANCHOR TRENCH SHALL BE EXCAVATED USING A STAPLES (WOOD) OR T•CLIPS (STEEL) (TIP ) TRENCHER OR SILT FENCE INSTALLATION DEVICE GRADERS BACKHOES OR OTHER SIMILAR EQUIPMENT n SILT FENCE POST MINIMUM SIZES FASTEN FABRIC TO TOP STRAND OF SHALL NOT BE USED FOR INSTALLATION NOT 70 SCALE PLAT.GR-0012 3 DIAMETER OR 21X 4 (SOFTWOOD) PLAT -OR -0016 1 S XI S CROSS SECTION (HARDWOOD) 1 3 LB PER FOOT (T OR L SHAPED STEEL) WELDED MIRE MESH BY HOG RINGS OR CORD AT AI5 SPACING (MAX) (TYP) 125 GA. (M N GALVANIZED A WELDED WIRE MESH ChM 5 COMPACTION OF THE ANCHOR TRENCH BACKFILL SHALL BE COMPLETED BY HAND WITL A JUMPING JACK' OR BY WHEEL ROLLING THE COMPACTION EFFORT SHALL BE SUFFICIENT TO PREVENT THE SILT FENCE FROM 2X4 OPENING SIZE MAX) BEING •, PULLED OUT BY HAND .. g z CONNECT W SUCCESSIVE SHEETS WITH AT LEAST 1111111111•:' IIA1111111..�1111111111111111111111111111111111L X111111111 I�11lIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111 111111111111111111111111111111111" H a WIREFABRIC SHALL BE PULLED TIGHT AS IT IS ANCHORED TO TO TT HE POSTS THERE SHALL BE NO t. E n b HOG RINGS SPACED EVENLY APART (PCP ) tn1111II11 J�11111111 1111111111111111111111111111111111111II 6111111111IIIIIIIIIIIIIIIIIIIIIIIIIII. 1111111111('1111111111111111111111111111111111111.GRADE H - EXISTING NOTICEABLE SAG BETWEEN POSTS AFTER INSTALLATION 7 STAPLES USED TO ANCHOR MESH AND FABRIC TO POSTS .. � I`7 SHALL BE 3/4 HEAVYDUTY STAPLES WITH 1T LEGS MINIMUM f 7a �^ 11-_ 7 'F a SILT FENCE SHALL BE INSTALLED AS CLOSE TO ON THE WOVEN FILTER FABRIC IN CONTOUR AS POSSIBLE AT THE END OF A RUN OF SILT ACCORDANCE WITH DMSS230 FENCE IT SHALL BE TURNED PERPENDICULAR TO THE 8 SPACING (MAX) CONTOUR TO CREATE Al -HOOK THE EXTENSION OF THE PERPENDICULAR SECTION SHOULD BE A SUFFICIENT ELEVATION LENGTH TO PREVENT RUNOFF FROM FLOWING AROUND NOT TO SCA E THE END OF THE SILT FENCE WOVEN FILTER FABRIC S WW M SILT FENCE POST MAINTENANCE NOTES I THE CONTRACTOR SHALL INSPECT SILT FENCE WEEKLY INSTALL FABRIC AGAINST TRENCH AND MAINTAIN IT IN AN EFFECTIVE CONDITION IT SHALL SIDE AND 21 MIN ACROSS BOTTOM OF TRENCH PRIOR TO BACKFHLLING EMERGENCY P.55, P.: SPILLWAY '�';� FLOH. L-, L,� 17 HDPE STORM CULVERT G f'...,tW� N"' = ALSO BE INSPECTED WITHIN 24 HOURS AFTER A STORM EVENT AND REPAIRS SHOULD BE COMPLETED AS NEEDED 2 SEDIMENT ACCUMULATED UPSTREAM OF SILT FENCE SWILL BE REMOVED WHEN THE UPSTREAM SEDIMENT DEPTH IS GREATER THAN 6INCHES UNDISTURBED /'/�/w��Y ��Y �L•. 1? GALNNRED STEEL iOiviY:��.vJ"�� FLARED END SECTION 6 MIN ESij\ d•^ GROUND 3 REPAIR OR REPLACE SILT FENCE WHEN THERE ARE SIGNS OF WEAR SUCH AS SAGGING TEARING OR COLLAPSE OUTFLOW 6. MIN �� A, � — 4 SILT FENCE SHALL REMAIN IN PLACE UNTIL UPSTREAM 101-0. MIN 1-0 TOP OF CONCRETE i BELOW DISTURBED AREA HAS BEEN STABILIZED OR IT IS REPLACED � INFLOW FLARED END SECTION INVERT BY ANOTHER EQUIVALENT PERIMETER SEDIMENT CONTROL BMP � SECTION RIPRAP 1J1107705CALE 5 SILT FENCE SHALL BE REMOVED AT THE END OF 4��PLUNGE �.tt'I�it POOL CONSTRUCTION AFTER REMOVAL OF THE THE FABRIC WIRE MESHANO POSTSTHE DISTURBEDAREAS SHALL BE ,J/'I// i. ✓��j�`'� 4 ,. �� •L:i�� • ., �,�� FINISH TOPSOILEO SEEDEDANDMULCHED r�Y Y �.. GRADE iIt' M• /HY./� / / / //z A��, • / /// /�61LTFENCEDETAIL(SF) 3 — &// /G\`cGiW/I//`Z II.`/a✓/ \\/ NOT TO SCALE PLATIB — ZMIN — 21 MAX CONCRETE LEVEL SPREADER BAR AT 1B OC EAAY EACH 15 NOMINAL DIAMETER RIPRAP PRELIMINARY - NOT — FOR CONSTRUCTION _ LEVEL SPREADER n - NDT TO SCALE PLAT•GR-0012 PLAT-GR-0016 SBURNS - % MSDONNELL .o AxIo1 we ae A 6D4D In Nm WI uL OVUM LIBERTY P I P E L I N E ;MN q� FLATTEVILLE TERMINAL CIVIL CIVIL DETAILS 3 WELD COUNTY COLORADO E AS NOTED A 'Po' IMI ww II/P. NFLEN OBOE #117750 rt. mul a MAD �� 46 two "`"""E( )0°°"E"'"°"BIR PLAT-GR-0025-X D „v�•K TAI TAI,,,,,, ,NR MvoD LW REFERENA 0"LT - OFFICIAL DOCUMENT STORED [LEC@OrCALLY PLOT DATE - ADAhE6 PLOTTED BY ITLOTUSERI D FRE NAMC IRLESS K A B D K TOP OF POND J SPILLWAY LENGTH ] 130. �• 34•X ISSTEEL DALVANRED PLATE `S 11 I• °'--^ 'ice r'' 61+/ 5,;.7r• 3••,C//• 4.'l S 1G OIA ORIFICE B THICK %�^ f D CONCRETE CUTOFF 4. h7 L I• • i +` F tit r,,,,t CONCRETE 13 1/2 0 81111 HIT TZ NEOPRENE GASKET SST ADHESIVE BETWEEN CHANNEL- ANCHORS 4R 1 -0' 00 AND ORIFICE PLATE SIB THREADED ROD WALL (SEE DETAIL 9) TOP OF BERM (FREEBOARD) CUTOFF WALL W1TH HILTIHY 150 MAX ELEV 48465 EMBED 5-3/8 BEYOND ] C SPILLWAY CREST 100 YEA' FLOW CONTROL PLATE 100 WATER SURFACE =48445 C TRASH CONCRETE CUTOFF WALL RACK ELEV 48455 (SEE DETAIL 7) SECTION S DETAIL -YEAR 2 WOCV WATER SURFACE• 4843 47 • MOTTO SCALE 17 THICK TYPE M RIP RAP •••� NOT TO SCALE - I"••�•'• FREEBOARD ELEV 48465 ;��;•7�;��;�'1 4 (1/1.0) = �• TYPE IT RIP RAP "'`°`q�� `�`�T� 4 ''\`,f.C TRICKLE CHANNEL BOTTOM ELEV 484146 I C• -� • �1 1 iT 100 -YEAR STEEL :? SLOPE PROTECTION '- �� 20 ��''�� tit. I I.,53/74; :►c�\\ s\` `�s �� FLOW CONTROL PLATE AAA CREST ELEV 'T - -�- OUTLET STRUCTURE ( SEE DETAIL IO 7/8 DIA' �Y 1yr•Y�'•L :•lam'•• v. �ISEE DETAIL B) D'EBJ �o?YY 1Y 1Y'na v POND ELEV BOTTOM ) 4847 INFLOW MICROPOOL WATER ELEV • 4841 46 • I► ORIFICE I • I • I RLVINQEO STEEL FLARED ' �°�°�� % - .ti,r �Y..L • • _'•i ND SECTION `.:.�`opo�:T�.`�iJ�1G�o�i`oo ,c'�� ELEV ' NV ELEV 4847 SEE DETAIL 2 SHEET PLAT-Gfl-0075 "� �� • `�Eyrej0 _ � FOR FLARED END SECTION AND �• �' EMERGENCYSPILLWAY LEVEL SPREADER NOT TO SCALE P1 B NEW CONCRETE RAMP [ • '• —�,I • �• 2' 1 4 (MAX) h R4...........\.,....x....I U S FILTER STAINLESS IN�s•;}T�•T�. ra 6 STEEL WELL -SCREEN j,g4 DETAIL 3) 1 V ,� �� r• \ JOINT SEAL (SEE • CENTE EACH WAY ♦ �� g�\Ci �� ✓ ' / -'L ° m 4,0 A �I 6 3-0 6/A�v/� V K n\V -A-1—•—••• WELL SCREENBOLT � STEEL mO j G I • "•`�E l P FORMED 6 6 \v�SEE DETAIL 5) ' ERFORATED \�m� JPRE ' OINT MATERIAL 1' "III/I '/ / ;; / '�,' LOW PAC D Gi �� v �j� \ n A�Y1 .. ` CONTROL SUGRADE TYPE BJOINT b S PLATE NOT TO SCALE O6 DETAIL 3) —�J+ry- TYPE B JOINT (TYP) (SEE 600 30^'1 1/7DIA HILTI HIT TZ ADHESIVEEDa•itANCHORS NORTH DETENTION POND Y815 I STAINLESS STEEL BOLTS (GALV) EMBED 3.12" (SEE DETAIL 4) COOT TYPECINLET NOT TO SCALE p ,12 TEO074 %OS STEEL CHANNEL 6 0 0, 30 1/4 GALVANIZED • STEEL PERFORATED STAINLESS STEEL SUPPORT ROD O I^{ STEEL PLATE tr FLOW CONTROL PLATE SUPPORT BARS 1 O C �� ° 48434T I I STRUCTURAL �IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII o 5TEL CHANNEL �IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII_ STRUCTURAL W PROVIDE CONTINUOUS I FORMED INTO ° • STEEL CHANNEL FORMED INTO Li _ i N 4REBAR 170N �6 NEOPRENE GASKET FLow CONCRETE -IIIIIIII CONCRETE 12' II a Fa t f -• / C REACH WAY BETWEEN ORIFICE PLATE AND STEEL CHANNEL -.44-- --•-1•- 3/4 %1 ANGLE IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII' VIII 4843 G 7/8 OM ORIFICE /8 D n � FLOWI N NO 83 STAINLESS 013E 0090. STEEL HOLDING 48424 CONCRETE (4000 PSI STRUCTURE STEEL (US FILTER FRAME OR EQUAL) MARES Q 78 DAYS MIN) IIII II II II II II III III R1R11I11II II VIII II /e•DIA ORIFICE 1842 0' I ID 3 t ° SECTION A SECTION B !IIIIIIIIIIIIIIIIIIIIIIIIIIII! 7/B' DIA ORIFICE A A) 0 i I °• INOT 'J d § MOTTO S.LE N LLSCREENITRASH RACKS SHALLOBE STAINLESS STEEL AND SHALL BE ATTACHED BY STAINLESS OSTEEL A ° III II II II II II III IIIIIIIII II A D �� iD_ I I�— • c BOLTS ALONG L BEMOUNTINGAN FRAME 2. BAR GRATE TRASH RACKS SHALL BE GALVANIZED AND SHALL BE BOLTED USING STAINLESS STEEL HARDWARE • 0 0 /^ • a 3 TRASH RACK WIDTHS ARE FOR SPECIFIED TRASH RACK MATERIAL FINER WELL -SCREEN OR MESH SIZE THAN SPECIFIED IS ACCEPTABLE HOWEVER TRASH RACK DIMENSIONS NEED TO BE ADJUSTED FOR• ° 183996 mT R P • I MATERIALS HAVING A DIFFERENT OPEN AREA/GROSS AREA RATIO (R VALUE) ° b 1 ° ° 4 STRUCTURAL DESIGN OF TRASH RACK SHALL BE BASED ON FULL HYDROSTATIC HEAD 1MTH ZERO HEAD DOWNSTREAM THE TIC ° R5 8 rNOT E CONTINUOUS NEOPRENE GASKETS SHALL BE USED BETWEEN ALL PLATES AND STEEL CHANNEL EGK WELL SCREEN TRASH RACK(TYPF2 TO SCALE ORIFICE PERFORATION DETAIL EDGE OF I a aaI 8 OC 8 OC 5.34 a9J VEE W1flE CONCRETE NOT TO SCALE O y -.L --1-1- I II TO BE GALVANIZED c 8 it dI I i 1 3-12 %1/4 FLAT o 16 _l L Jl 111 48 AFTER FABRICATION a 3J14%1/4 FLAT 3-1/7 X II4 FLAT aI a B cl Ia S4X 77BEAMS� STEEL HOLDING FRAME HIM EIT 15 (2Jil8 W %4 D) 1170SST ° i 3/4 SLOT FOR ° R SECTION h O O 518 BOLT m I I b O ANCHORS @I-0 OC b xar TO suLE 1/4 PRELIMINARY - NOT G \_ ICI v4 6 6 1e NOTES : F 54 %77 BEAMS FOR CONSTRUCTION _ 1 TRASH RACK AS EDGE OF RAMP MANUFACTURED BY N (2-5/8 W %4 D) JOHNSON SCREENS STRUCTURE PLAN 10 OR EQUAL 0 3-3/4 X1/4 FLAT _ OUTLET ALL LE O ,BURNS NOT TO SCALE O 2 04TRASH RACK STAINLESS 304 STAINLESS STEEL BAR TRASHuRACOKSECTION MEDONNELL WELL SCREENMOT O SCALE SCALE ND KFSo1O. a 2Bm M Midi MI mAT/to LIBERTY L 1 L L I N E rum PLATTEVILLE TERMINAL CIVIL CIVIL DETAILS 4 WELD COUNTY COLORADO AS NOTED Lwi.IL➢ OA m A I9u[OIO MDT UM11F .o58C1 BMCD /117750 rn m21 B 955010 a� F�MT v., FLE RAVI (I) ODaMINT SWAM PLAT—GR-0026—X va MAIM mmTu.m an• 102Ai nu „„ ,;,," Mw FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED FLECIRONICALL] PLOT DATE - SOARS PLOTTED BY PPLOTUSERf D FILE NAME SALES' A B E H ] 12/7�•i-- TOP OF POND 4 SPILLWAY LENGTH xS X 16 -STEEL GALVANIZED PLATE `*L I ] DA ORIFICE B THICK rf %....7..4, 4T�C4r M^}ra j f; T�rl. t�5�A•kJ+ CONCRETE CONCRETE' 'k e 12 /20 HILTI HIT T2 NEOPRENE GASKET SST ADHESIVE BETWEEN CHANNEL ANCHORS ® 1 -0' OC AND ORIFICE PLATE DETAIL ,f( 5/8 THREADED ROD WALL (SEE DETAIL 9) TOP OF BERM (FREEBOARD) WITH HILTI HY 150 MAX ELEV 4548$ CUTOFF WALLhp'. •' �M. EMBED 5418 BEYOND 3 C n SPILLWAY CREST YEA • FLOW CONTROL PLATE 100 VEAfl WATER SURFACE= 48$ TRASH C CONCRETE CUTOFF WALL 0 RACK ELEV 48455 (SEE DETAIL 7) SECTION DETAIL -YEAR WOCV WATER SURFACE = 4843 47 T O100 I _jr � R0 To S..12' THICK TYPE M RIP RAP NOT TO SCALE OB I • ll•• max• • •�' ELEV 48465 o 4REEBOARD I �� ' (MAX)( ) TYPE M'RIP RAP ,;.,,,*,,,f,,,,,,,,,,� 4• TRICKLE CHANNEL BOTTOM ELEV 4841 46 3 �' �• • • • 7 SLOPE PROTECTION < �� 1 20 -.rr 1 YEAR STEEL3`:?i:•'I'i�`:'?•' T �T I Aar,: •W C. NT L LATE �� CREST ELEV •:,rL -jr�i" ' �'rirr; OUTLET STRUCTURE DETAIL 10) 7/8 DUI' . 1• •T :••• �:• �:• (SEE tETA1L �YTYro°.r."r�r POND ELEV (SEE BOTTOM 4847 INFLOW�-.y�T MICROPOOL WATER ELEV =48414$ • ORIFICE • YI • • �� LVINIZED STEEL FLARED 7;-�,..:.. ro .. I';;;;;:;',44••••••;:•::41' , •Yt,•iii ND SECTION ��'.ro�Orrcci4o\�d�%�ri��:�;:`i": ELEV '2 elf• ! NV ELEV 4842 �• SEE DETAIL 2 SHEETPLAT-GR-0020 �V =YS _•pSE yJO_ _ .y ' FOR FLARED END SECTION AVE EMERGENCY SPLLLWAY '• �� +' �+'�' LEVEL SPREADER NOT TO SCALE B NEW CONCRETE RAMP � •�7 9 \•i:��_�'• • • • •� ]j 4 () L 1 US FILTER STAINLESS 6 STEEL WELWELL-SCREENCREEN (SEE DETAIL 2 e i . _ / \ .•zz Y •� � • • \�� JOINT SEAL 12. ,04`° ` �� CE 4RE:A 12 •N/ig LENTE EACH WAY ° `�` ` Jam" '�,� VA A V�> ° u� 6 3 6 p m�Y 6 6 �� L`SV \vim v\ \ v V \�•\�•. \�•\y� /�`�A� ;EL. ETAIL $): L OW CONTROL v .b AC ♦ �A(Ai ``�1V PRE FORMED EJ(P PLATE DEGRADE \�� ♦ ``r��` ,� TYPE BJOINT JOINT MATERIAL 6 'e (SEE DETAIL 3) NOT TO SCALE O — TYPE BJOINT (TYP) / e 30 72 DHILT! HIT T2 NORTH DETENTION POND 800 26 P5 ADHESIVE ANCHORS STAINLESS STEEL BOLTS (GALV) EMBED 312' (SEE DETAIL 4) CDOT TYPE CINLET NOT TO SCALE P �r12 TE 0 074' 0 0 5 STEEL CHANNEL JO BjFO.{ 1/4 STEEL PERFORATED STAINLESS STEEL SUPPORT ROD 484347 ELANIZED STEEL PLATE 4 FLOW CONTROL PLATE SUPPORT BARS Q, DL ��IIIIIIIIIIIIIIII I I STRUCTURAL • nW PROVIDE CONTINUOUS NEL STFORMDEL NNTQ I I• IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII STRUCTURAL STEEL NO 4REBAR 120N NEOPRENE GASKET RAY CONCRETE FORCHANNEL FORMED 1? ° 4 HT CENTER EACH WAY 6.ANBED CEN IFICE HANNELA� —•�� -.- v4 %1 ANGLE IIIIIIIIIIIIIIIIIIIIIIIIIIII Ii 4843 0 7/8 DUI ORIFICE /8•p � FLOW NO 93 STAINLESS 0139' 0090' STEEL HOLDING I� 4842$ (?rte CONCRETE (4000 PSI STRUCTURE STEEL (US FILTER OR EQUAL) WIRES @2H DAYS MIN) FRAME IIIIIIIIIIIIIIIIV''''''IIUIIIIIiIq� IniuilnlOlOi /S DIA. ORIFICE j0 I ° J t • SECTION A SECTION OBE B IIIIIIIIIIIIuuIIIIIUIIIUI DIA. ORIFICE A /B D -{ II •I • e• • • 1J I N n MOT TO SCALE MOT TO SCALE 1SCREEN TRASH RACKS SHALL STAINLESS STEEL AND SHALL BE ATTACHED BY BOLTS ALONG THE EDGE GAL NG FRAME. STAINOLESS STEEL A ° IIIIIIIIIIIIIIIIIIIIIIIIIII• p reD �� ° 2.-• — SHALL BE 2. BAR ARE TRASH RACKS SHALL BE GALVANIZED AND SHALL BE BOLTED USING STAINLESS HARDWARE. STEEL e • _I_ ° •a ' 3 TRASH RACK WIDTHS ARE FOR SPECIFIED TRASH RACK MATERIAL FINER WELL -SCREEN THAN SPECIFIED IS ACCEPTABLE HOWEVER TRASH RACK DIMENSIONS NEED TO BE ADJUSTED OR MESH SIZE FOR • • ° 483896 m I • • MATERIALS HAVING A DIFFERENT OPENAREA/GROSS AREA RATIO (R VALUE) ° ° ° V 4 STRUCTURAL DESIGN OF TRASH RACK SHALL BE BASED ON FULL HYDROSTATIC HEAD DOWNSTREAM OF THE RACK. WITH ZERO HEAD r9 R •CONTINUOUS 5 CONNEOPR ENE ORNE GASKETS SHALL BE USED BETWEEN ALL PLATES AND STEEL WELL SCREEN CHANNEL - NOT TO SCALE EDGE OF TRASH RACK ITYP ORIFICE PERFORATION DETAIL • • 8 OC 5.34 B OC RWI VEE RE CONCRETE NOT TO SCALE O •I' N -..h-{.� I.--.1 .�--B3 LLL y. I TO BE GALVANIZED •I ITIT 1 I JJ 11 X312 %1IP FLAT o d /' I�' 111 • AFTER FABRICATION • , 31? X 1/4 FLAT `I 54%77 BEAMS) 31P%1/4 FLAT STEEL HOLDING FRAME D) (2FJ8 W%4 D) 12'8 HILT HITTZ ° 314 SLOT FOR •II • V • AST ADHESNE SECTION In p Q 5/8 BOLT I to NCHORSal ANCHORS ® 147 OC MOTTO A.LE Op x L ED 1/4 PRELIMINARY - NOT \_ III 6• EI 18 NOTES LA 54%77BEAMS FOR CONSTRUCTION - EDGE OF RAMP 1 TRASH RACK AS MANUFACTURED BY N (2-5/8 W%4 D ) OUTLET5TRUCNRE PLAN JOHNSON SCREENS 10 OR EQUAL D 3.3/4 %7/4 FLAT NOT TO SCALE O 2 04TRASH RACSHALL STEEL Q BURNS 304 STAINLESS STEEL WELL SCREEN BAR TRASHxRACK SECTION O Mi@DONNELL BOLT O6 TO SCALE NOTve NL4oi tMtt o iiRXD ra EMI w 01/0Th LIBERTY I I P E L I N E PLATTEVILLESo TERMINAL CIVIL CIVIL DETAILS 4 WELD COUNTY COLORADO scu AS NOTED I 8 6918 Mt PEW SAI vw CALM E WAD ECQ RCN t' tA. ROAu xo BMCD 4117750 r4[ IN .11 DL D OAS MR *LUG Mori NTETA IN n(Ant NW( ( . ) OOOnCui NWBER PLAT —GR-0027—X VIA Ws c we MO MO ww. .' D' va m 00 My FOR REMERENCC ONLY - &FIOAL DOCUMENT STORED ILECTROMCALLY PLOT DATE a $DA] PLBIRD BY SPLOIUSER5 D FRE NAPE 'FUSS K Stormwater Drainage Report Revision 0 Appendix APPENDIX C - HYDROLOGIC CALCULATIONS Calculation of Peak Runoff using Rational Method Designer: Matthew Litraendahl Company: Burns and McDonne. Otte. 1/17/2020 Project Phillips 66 Liberty Location: Wald County Ver>ion 2.00 released May 2017 lc Lett of this coAy aro for inquired u►nr.input elk of ma. cub; are to: optional Overt al l veluat. Geis of this color ore for calculated Jesuits bated on owl rides t,= 0395(1.1 - Cs) L, 57.ST— i., htlk, 60V, Li oniputedl, =t,+t, It Fiontl 1, = (lb - 17) + 60(141+7) S, tuuum.•,m- S (urban) t,W,tlu,UW - 10 (iron -urban) Sekated t1 = 11417r(t,n1e11,,wn • mla(Lempu(ed I, krp,ir'nd I, II . A AILIL 14 Ryn,rall C'uottl4 -. s . IM CR b,a,. 2yr 5-yr 10-yr 26 -ter SOyr 100-yr 500-yr 1 -hour rarntall depth. P1 (in) • 0.85 I 1.12 I 1.40 I 1.E4 1 2-24 I 2.6E 1 3.02 I a D e A•y, Rainfall Intensity Equation Coefficients • 20.50 I 10.00 I 0.711E 1(r"/hr t — lb + t• lr obs'w4n' ''C NOAA web rate,,A4/ Orel. Wife) a (.IA Suocatcnmmt Name Area (ac) NRCS Hydrologic Sod Group Percent Imperwowne► s Runoff Coefficient. C Overland (Initial) Flow Time Channahzed (Travel) Flow Time Time of Concentration Rainfall Intensity, I (Infhr! Peak Plow. O (cfs) 2-yr -y S r y 10 r y 25-yr 513yr 100yr 500yr Overland Flow Length L, (R) INS Elevation (IN lOptional) WS Elevation (tt) lOpt,onnll Overland Flow Slope S, (WVtt) Overland Flow Time I, (min) Channelized Flow Length L, (tt) W5 Elevation (tt) (Optional) WS Elevation (ff) IOptionah Channelled Flow Slope Si (fUR) NRCS Conveyance Factor K Channelleed Flow Velocity v, thine) Channellzed Flow Time t,(mm) Computed t, (min) Regional 41min) Selected t, (min) 2-yr Syr 10-yr 25yr SOyr 100yr 500-yr 2-yr Syr 10-yr 26yr 50-yr 100yr 500yr Sub A 16.60 A 4,0 0 01 0.01 0.02 3 32 0.06 0.14 0 28 500.00 0.025 32.46 3, 7.69 0.055 10 2 15 7 68 35 09 28 13 28.13 ' 38 1 82 2.28 3.00 3.65 4.37 6.39 0.29 0.42 0 62 1 1 7 3.57 10.21 29.64 :Ju6B 21 t, A 2.9 001 0'31 001 3 0 0.0` 013 627 SO0 00 0.013 40.39 35.31 0.013 10 1.14 052 409'3 26.06 26 tit 1 43 238 313 381 1`.6 66/ 02`_ 0.38 356 ' u:" 4of 12.98 39.1? Sub C 3.60 a 2.0 0 0' 0 01 3 0' 3 01 0 04 0 11 3 17 232.3e 0.035 19 92 8$.78 0.029 10 1 70 0.64 20 /6 26.56: 0 /5 1 64 2 16 2 10 i 5S. 4 37 ' ' 1 1 5ti 0 03 005 3 0 / G 15 0 /I 2 53 7.85 ,u6D 3.68 A 20 001 031 001 031 034 3'3 0l/ 36018 0.030 2691 119.20 OOJs 10 1.82 109 ?300 213841684 142 18/ 234 308 31`3 44y 656 003 I 004 0311 013 061 116 6.81 Sub 13 2269 A 29 0.01 0(11 601 001 0.05 313 611 500.00 0.015 385% 446.45 0.020 10 ' 41 5 26 4.1/8 3110 ft 1p 1"_ 171 215 183 344 412 602 02`.- 03/ 054 106 388 1)31 37.24 a a wet 1229 A 2.0 0,01 0.01 001 001 004 0.13 0)7 � U.008 4/ ,,,, 053.04 , 0.015 10 •, It t45e 6101 31 41 31 1 10 ' 44 181 1 31 189 .14t. :,Oh 307 0'3 016 0.32 ' 40 533 16.58 ': i _ Area -Weighted Runoff Coefficient Calculations i Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name A LEGEND: Flow Direction Cat et= ent Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel Road 0.86 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Vegetation 15.74 A 2.0 1 0.01 0.01 0.01 0.01 0.04 0.13 0.27 I . Total Area (ac) 16.60 Area -Weighted C 1 0.02 0.02 0.02 0.03 0.06 0.14 0.28 Area -Weighted Override C 0.02 0.02 0.02 0.03 0.06 0.14 0.28 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -A Weighted C 1/17/2020. 6:18 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Total Total Cha Subcatchment Name OVERLAND FLOW Percent Imperviousness (°/0) 4 LEGEND ( . ) B egiiutir Flow Dire.don C atc lute nt Boundary Reach ID Overland Length L, (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 500.00 0.025 )verland Length (ft)I 500.00 I Length -Weighted Slope (ft/ft) 0.025 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 178.45 0.025 2 199.24 0.081 nnelized Length (ft)I 377.69 Length -Weighted Slope (ft/ft) 0.055 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -A Weighted Slope 1/17/2020, 6.22 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name B LE GEND Fl ow Direction Catchm ent Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 0.48 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Vegetation 21.04 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 , Total Area (ac) 21.52 Area -Weighted C Area -Weighted Override C 0.01 0.01 0.01 0.02 0.05 0.13 0.27 0.01 0.01 0.01 0.02 0.05 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -B Weighted C 1/17/2020, 6:19 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Total Total Cha Subcatchment Name B OVERLAND FLOW Percent Imperviousness (°/U) 2.9 LEGEND 0 Beginning Flaw D irec do n 4 - C ate hrne nt Bo undarr Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 500.00 0.013 )verland Length (ft), 500.00 1 Length -Weighted Slope (ft/ft) 0.013 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S Elevation (ft) (Optional) D/S (Optional) Elevation (ft) Channelized Slope St (ft/ft) Flow 1 35.31 0.013 nnelized Length (ft)1 35.31 j Length -Weighted Slope (ft/ft) 0.013 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -B Weighted Slope 1/17/2020, 6:24 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name C LEGEND: Flow Direction Cat that eni Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Runoff Coefficient, C Percent Imperviousness 2-yr 5-yr 10-yr - 25-yr 50-yr 100-yr 500-yr Vegetation 3.89 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 I , / , Total Area (ac)1 3.89 Area -Weighted Area -Weighted C 0.01 0.01 0.01 , 0.01 0.04 0.13 0.27 Override C 0.01 0.01 0.01 0.01 0.04 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -C Weighted C 1/17/2020. 6:20 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Total Total Cha Reach 3 Subcatchment Name OVERLAND FLOW Reach2 r Reach 1 Percent Imperviousness (%) 2 overland flaw LEGEND 4` Beginning Flow Direction Catchme nt Boundary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 72.00 0.028 2 160.36 0.038 )verland Length (ft)1 232.36 1 Length -Weighted Slope (ft/ft) 0.035 CHANNELIZED FLOW Reach ID I Channelized Length Lt (ft) Flow , U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 85.78 0.029 nnelized Length (ft) 85.78 1 Length -Weighted Slope (ft/ft) 0.029 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -C Weighted Slope 1/17/2020. 6 23 PM i _ Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name D LE (TIVD Fl ow Direction Cat et= ent Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Vegetation 3.89 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 Total Area (ac) Total Area (acl 3.89 3.89 Area -Weighted C Area -Weighted Override C 0.01 0.01 0.01 0.01 0.04 0.13 0.27 0.01 0.01 0.01 0.01 0.04 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -D Weighted C 1/17/2020.. 6:20 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Total Total Cha Reach 3 Reach 2 , Subcatchment Name D OVERLAND FLOW overland j' Reach 1 flow Percent Imperviousness (%) 2 LEGEND 0Beginning Flow Dirac do n 4 Catchrne nt Boundary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 89.49 0.055 2 60.09 0.035 3 144.68 0.022 4 85.92 0.016 )verland Length (ft) 380.18 I Length -Weighted Slope (ft/ft) 0.030 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S Elevation (ft) (Optional) I D/S Elevation (ft) (Optional) I Channelized Slope St (ft/ft) Flow 1 119.20 0.033 nnelized Length (ft)1 119.20 I Length -Weighted Slope (ft/ft) 0.033 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -D Weighted Slope 1/17/2020. 6:23 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name E LE CAD : Fl ow Direction Cat et= eat Boundar3- Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 0.53 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Vegetation 22.16 A 2.0 4 0.01 0.01 0.01 0.01 0.04 0.13 0.27 Total Area (ac)I 22.69 Area -Weighted C Area -Weighted Override C 0.01 0.01 0.01 0.02 0.05 0.13 0.27 0.01 0.01 0.01 0.02 0.05 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -E Weighted C 1/17/2020, 6:20 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Total Total Cha Reach 2 Reach 3 Subcatchment Name E OVERLAND FLOW Percent Imperviousness (°/0 2.9 LEGEND (D B egunui, Flow Direction t Catchme nt Boundary Reach ID Overland Flow Length L, (ft) U/S Elevation (Optional) (ft) D/S Elevation (ft) (Optional) Overland Flow Slope S, (ft/ft) 1 500.00 0.015 )verland Length (ft) 500.00 Length -Weighted Slope (ft/ft) 0.015 CHANNELIZED FLOW Reach ID I Channelized Length Lt (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 446.45 0.020 nnelized Length (ft) 446.45 1 Length -Weighted Slope (ft/ft) 0.020 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -E Weighted Slope 1/17/2020, 6:23 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name F LE STD : Flow Direction Cat elm era Bcam dory Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Vegetation 12.29 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 Total Area (ac) 12.29 Area -Weighted C Area -Weighted Override C 0.01 0.01 0.01 0.01 0.04 0.13 0.27 0.01 0.01 0.01 0.01 0.04 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -F Weighted C 1/17/2020, 6:21 PM i _ Length -Weighted Slope Calculations i Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: Phillips 66 Liberty Location: Weld County Total Total Cha Subcatchment Name F OVERLAND FLOW Reach .41 Reach 1 Percent Imperviousness (°/0) 2 overland flvnr LEGEND l ung Beg n 4 Flow Direction 4. Catchnie nt Boundary Reach ID Overland Flow Length L; (ft) U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Flow Slope S; (ft/ft) 1 500.00 0.008 )verland Length (ft)1 500.00 1 Length -Weighted Slope (ft/ft) 0.008 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) g Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 887.30 0.013 2 165.74 0.023 nnelized Length (ft)1 1053.04 I Length -Weighted Slope (ft/ft) 0.015 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -F Weighted Slope 1/17/2020, 6:22 PM Calculation of Peak Runoff using Rational Method Designer MatthewLnmerden Company Burns and McDonnal Date 1/1712020 Protect P66 Liberty Past Condemns Location, MS Corny Ver.iori 2 UU released May 2017 Ce1k,.,l the WI)r are fur required .alit"- nput Calls of this color are for optional ovenga .aloes Gels of tars tttt ere for calculalbd iesuh oesad on overrides t, a u.39/5(1.1—C1t—c1► E L, L, I, a sani 6UKysa 609, ..mputralt, a t, +I, ksghr Mat, =! 2u-17)+ , 601 141 + 9)A 5 tureen) IWMrwe�a 10 'non -urban) Selected k. a toart(I,,,n,s,,,,,,, nrrntt umpttcd t . Kegk.Ml t, II 2-yr Syr IDyr 26-yr 50yr 100p 600-yr 1 -hour rainfall depth, P1 1u+1 el 0.65 I 1.12 I 140 I 164 I 2.24 I 268 I 3 02 1 a b c 4 Rainfall Intensity Equation Coefficients - I 20.50 I 10.00 I J I� rnihrr +1, i• a•I, ll(alel = IAA Saoc al.nment Name Area (ac) NRCS HydrologicP Soil Oroup Percent Im ervro usnes s) Runoff Coefficient. C Owdjad OMNI Flow Time Channelzed (Trawl) Flow Time Time of Concentration Rainfall ntenery, I (Whir) Peak Flow, C (eft) 2-yr Syr 10-yr 25-yr SOyr 100yr 500-yr Overland Flow Length L, MI Wsdutaon (ll iNotarial) 01l IHawlton cm lOptionafl Overtone F!Wee S,(Nft) Overland Flow Time t.(min) Channdaed Flow Length L, (ft) WS Elevation (f1Ill pi,. -au CRS Etewtion ( (optional. Channalited How Slope SI(iVtt) NRCS Conveyance Factor K Chann.Nned Flow Velocity V. (ftlsec) Channelrted Flow Time t, (min) Computed t„ (min) Regional t, (min) Selected t, (min) 2-yrS y r 1D rr y 25-yr 50 y 1 00•yr 500 y r 2-yrr r ID-yr 25-yr y 50-yr y 100 r y 500-yr r 10 40 A 4.0 0 0' 3 01 0 32 2 02 0 0E 0 14 0 78 500.00 0.025 32 43 3i7. D'J r 0.055 - 1; 2.81 2 7,: 34 64 28.13 a "3 39 1 617 2 28 3 0G 3.66 4 it 6 79 029 0 422 0 62 1 1 7 3 57 10 21 29 64 6 21.52 A 14.2 0:J7 u01 C.) 06 J•J J1`_ J7: 5.3`. 172.82 0.019 1971. '43.65 ii 0.013 It. 171 7:�, 1100 33.46 71 JC '97 234 351 314 44/ 6i4 2.01 186 395 6.60 117° 21.11 4861 c, 3.89 A 54.1 J Sr 0 39 3 4' 0 44 J 49 3 52 0 60 300.00 0,001 41J 2.1 348.32 2001 0.57 10.20 •. 1 43 27.67 21 .31 • 36 ' y.) 276 3 01 3 61 4 39 6 4: 105 / 61 3 86 5.70 696 g 08 16 0 / ,` 0 3.88 A 541 ;)38 036 CC 4' 344 0.49 JS3 060 30000 0.001 4123 346.31 0,001 18 0.51 10.20 a_/43 11.87 77 n1 1.39 183 279 301 361 439 64: 201 281 3.86 520 696 aOA 1507 _ E 21.70 A a 2 'J'. .13 .. a 7'ti 0.21 026 C40 29765 0.010 3033 053.98 0 010 " 1 50 721 1/80 31 72 S' 13:; • 1; 215 282 343 41• 8.01 3.35 41C 63/ 691 1600 1573 5119 �,• - _ 12.29 A 2.0 301 041 001 3J' 0.04 013 .3 )7 500 00 0 006 4755 11353 L4 0 015 ' a 1 21 1453 6707 41 31 4. V 110 ' 44 181 137 289 346 506 007 010 016 C3) ' 40 5 14 1659 Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name A LE STD : Flow Direction 4 Catchm it Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel Road 0.86 A 40.0 I 0.25 0.27 0.28 0.32 0.37 0.42 0.51 4 Vegetation 15.74 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 • Total Area (ac) 16.60 Area -Weighted C 1 0.02 0.02 0.02 0.03 0.06 0.14 0.28 Area -Weighted Override C 0.02 0.02 0.02 0.03 0.06 0.14 0.28 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -A Weighted C 1/17/2020, 6:25 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 2 .-0; Reach 3 Subcatchment Name A OVERLAND FLOW Reach 1 Percent Imperviousness (°/0) 4 v. r overland flow LEGEND L y Beginning Flaw D irec do n 4 Catchment Boundary Reach ID Overland Flow Length L, (ft) U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Flow Slope S; (ft/ft) 1 500.00 0.025 )verland Length (ft)I 500.00 I Length -Weighted Slope (ft/ft), 0.025 CHANNELIZED FLOW Reach ID Channelized Flow Length Lt (ft) U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 178.45 ... 0.025 2 199.24 0.081 nnelized Length (ft)I 377.69 I Length -Weighted Slope (ft/ft) 0.055 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -A Weighted Slope 1/17/2020, 6:27 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name B LE LEND : Flow Direction 4 Ca1a m ent Dounda- Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Imperviousness Percent Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 4.15 A 40.0 0.25 0.27 I 0.28 0.32 0.37 0.42 0.51 Concrete 0.10 A 100.0 0.84 0.86 0.87 0.88 0.88 0.89 0.90 1 I Building 0.14 A 90.0 0.73 0.75 0.77 0.79 0.79 0.81 0.83 Pond 0.84 A 100.0 0.84 0.86 0.87 0.88 0.88 0.89 0.90 Vegetation 16.29 • A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 Total Area (ac)1 21.52 Area -Weighted C , 0.09 0.10 0.10 0.11 0.15 0.22 0.35 Area -Weighted Override C 0.09 0.10 0.10 0.11 0.15 0.22 0.35 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -B Weighted C 1/17/2020 6:25 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 2 Subcatchment Name B OVERLAND FLOW overland Reach 1 flow Percent Imperviousness (0/0) 14.2 LEGEND ( 1 L- Beginning Flaw Direr do n 4 C atc lune nt Boundary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, Flow (ft/ft) 1 81.32 0.023 2 91.50 0.016 )verland Length (ft)1 172.82 1 Length -Weighted Slope (ft/ft)1 0.019 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 743.65 0.013 nnelized Length (ft)1 743.65 Length -Weighted Slope (ft/ft) 0.013 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -B Weighted Slope 1/17/2020. 6:28 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name C LEGEND : Flow Direction 4 Catehm ail Bot radar - Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 2.79 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Tank 1.10 A 90.0 r 0.73 0.75 0.77 0.79 0.79 0.81 0.83 I Total Area (ac) 3.89 Area -Weighted C , , 0.39 0.40 0.42 0.45 0.49 0.53 0.60 Area -Weighted Override C 0.39 0.40 0.42 0.45 0.49 0.53 0.60 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -C Weighted C 1/17/2020, 6:26 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 2 Reach 3 Subcatchment Name C OVERLAND FLOW Reach 1 Percent Imperviousness (0/0 54.1 overland flow LEGEND O Beginning Flow Dim don 4 C atc lune nt Boundary Reach ID Overland Flow Length L, (ft) U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Overland Flow Slope S; (ft/ft) 1 300.00 0.001 )verland Length (ft), 300.00 1 Length -Weighted Slope (ft/ft) 0.001 CHANNELIZED FLOW Reach ID Channelized Flow Length Lt (ft) U/S (Optional) Elevation (ft) D/S Elevation (Optional) (ft) Channelized Flow Slope St (ft/ft) 1 348.32 0.001 nnelized Length (ft)l 348.32 1 Length -Weighted Slope (ft/ft) 0.001 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -C Weighted Slope 1/17/2020. 6:28 PM i _ Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name D LECIND: F1 ow Direction Catchin ent Boan J\z T Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 2.79 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Tank 1.10 A 90.0 0.73 1 0.75 0.77 0.79 0.79 0.81 0.83 1 I Total Area (ac) 3.89 Area -Weighted C 1 0.39 0.40 0.42 0.45 0.49 0.53 0.60 Area -Weighted Override C 0.39 0.40 0.42 0.45 0.49 0.53 0.60 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -D Weighted C 1/17/2020, 6:26 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 2 C --Of Reach :3 Subcatchment Name D OVERLAND FLOW Reach 1 Percent Imperviousness (0/0) 54.1 ove rland flow LEGEND O Beginning Flow Direr do n C atchme nt Boundary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Flow Slope S; (ft/ft) 1 300.00 0.001 )verland Length (ft)1 300.00 I Length -Weighted Slope (ft/ft) 0.001 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (Optional) (ft) Channelized Slope St (ft/ft) Flow 1 348.32 0.001 nnelized Length (ft) 348.32 I Length -Weighted Slope (ft/ft) 0.001 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -D Weighted Slope 1/17/2020, 6:28 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name E LEAD: Flow D irec-ti on 4 Cat clam ent Dotsnda ry Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 8.97 A 40.0 I 0.25 0.27 0.28 0.32 0.37 0.42 0.51 A 90.0 0.73 0.75 0.77 0.79 0.79 0.81 0.83 Concrete 0.003 A 100.0 0.84 0.86 0.87 0.88 0.88 0.89 0.90 Pond 1.20 A 100.0 1 0.84 0.86 0.87 0.88 0.88 0.89 0.90 Vegetation 12.52 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 Total Area (ac) 22.69 Area -Weighted C 1 0.15 0.15 0.16 0.18 0.21 0.28 0.40 Area -Weighted Override C 0.15 0.15 0.16 0.18 0.21 0.28 0.40 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -E Weighted C 1/17/2020, 6:26 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 3 Subcatchment Name E OVERLAND FLOW Reach 2 r I J Reach 1 Percent Imperviousness (°/U) 22.2 overland flaw Ole LEGEND (,_ Beginning Flow Direction 441. C aft hnte nt Boundary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Flow Slope S; (ft/ft) 1 68.24 0.005 2 41.09 0.015 3 98.92 0.012 4 89.40 0.008 )verland Length (ft)I 297.65 Length -Weighted Slope (ft/ft) 0.010 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Channelized Slope St Flow (ft/ft) 1 124.91 0.008 2 529.07 0.011 nnelized Length (ft), 653.98 1 Length -Weighted Slope (ft/ft) 0.010 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -E Weighted Slope 1/17/2020. 6:28 PM i Area -Weighted Runoff Coefficient Calculations i Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name F LECTD : Flow Direction 1 Catchm ant Bm ndar- Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Vegetation 12.29 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 I I • Total Area (ac) 12.29 Area -Weighted Area -Weighted C 0.01 0.01 0.01 0.01 0.04 0.27 0.13 Override C 0.01 0.01 0.01 0.01 0.04 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -F Weighted C 1/17/2020, 6:27 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 1/17/2020 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha 'each :3 Subcatchment Name F OVERLAND FLOW Reach 2 ,.-°' r r overland Reach 1 flaw Percent Imperviousness (0/0) 2 LEGEND 1 B 1 e'a171I1.U1g Flay Direr do n Catclunent Bowndary Reach ID Overland Flow Length L, (ft) U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 500.00 0.008 )verland Length (ft), 500.00 1 Length -Weighted Slope (ft/ft) 0.008 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 887.30 0.013 2 165.74 0.023 nnelized Length (ft)) 1053.04 ) Length -Weighted Slope (ft/ft) 0.015 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -F Weighted Slope 1/17/2020, 6.29 PM Stormwater Drainage Report Revision 0 Appendix APPENDIX D - HYDRAULIC CALCULATIONS i _ DETENTION BASIN STAGE -STORAGE TABLE BUILDER vauw� I inocv UD-Detention, Version 3.07 (February 2017) Project: Philips 66 Platteville Basin ID: North Detention Basin (Subcatchments A, B, and Delayed C) rmwe tout r ro.., . ant , ►teWMnrr— C444 *C1 P°°` Example Zone Configuration (Retention Pond) Required Volume Calculation Selected BM Type = Watershed Area = Watershed Length = Watershed Slope = Watershed Imperviousness = Percentage Hydrologic Sod Group A = Percentage Hydrologic Soil Group B = Percentage Hydrologic Sod Groups C/D = Desired WQCV Drain Time = EDB 21.52 916 0.014 14.18% 100.0% 0.0'4 0.0% 40.0 Location for 1 -hr Rainfal Depths = User Input Water Quality Capture Volume (WOCVI = Excess Urban Runoff Volume (EURVI = 2-yr Runoff Volume (P1 = 0.85 n.) = 5-yr Runoff Volume (P1 = 1.12 n.l = 10-yr Runoff Volume (P1 = 1.4 n.I = 25-yr Runoff Volume (P1 = 1.84 n.) = 50-yr Runoff Volume (P1 = 2.24 n.I = 100-yr Runoff Volume (P1 = 2.68 n.) = 500-yr Runoff Volume (P1 = 3.92 in.) = Approximate 2-yr Detention Volume = Approximate 5-yr Detention Volume = Approximate 10-yr Detention Volume = Approximate 25-yr Detention Volume = Approximate 50-yr Detention Volume = Approximate 100-yr Detention Volume = Stage -Storage Calculation Zone 1 Volume (MIQCV) = Zone 2 Volume 1100 -year - Zone 1) = Select Zone 3 Storage Volume (Optional) = Total Detention Basin Volume = Initial Surcharge Volume 11SV) = Initial Surcharge Depth (ISO) = Total Available Detention Depth 8-40141) = Depth of Trickle Channel (Hit) = Slope el Tnclde Channel (S -c) _ Slopes of Man Basin Sides '1,4,4= Basin Length -to -Width Ratio (R, M ) = initial Surcharge Area (An) = Surcharge Volume Length (1.4w) = Surcharge Volume Width (W,") _ Depth of Basin Floor (Hit,#,) Length at Basin Floor (L,,,p,) = Width at Basin Floor (W,i,,,t,,) = Area of Basin Floor (ArtAx),) Volume of Basin Floor (VI,,,r,q) _ Depth of Main Basin (1-‘,„„i) = Length of Main Basin (..MAI'.) _ Width of Man Basin (Wh,N.i) _ Area of Main Basin (AMMM) _ Volume of Man Basin (Veamv) _ Calculated Total Basin Volume (V,,,,,,) = 0.160 0.247 0.116 0.155 0.229 0.377 0.671 1.206 2.790 0.107 0.153 0.212 0.323 0.441 0.688 0,150 0.527 0.688 21 0.33 2.50 0.50 0.002 4 3 63 8.0 8.0 0.46 240.4 84.8 20.393 332C 1 21 250.1 94.5 23,632 26.585 0.688 . wsnLiil Oe..ncr acres ft Mt percent percent percent percent hours acre-feet acre -fed acre-feet acre -feel acre-feet acre-feet acre -feel acre-feet acre-feet acre -f eel acre-feet acre-feet acre -feel acre -feel ac re -feel acre-feet acre-feet acre-feet acre-feet ft"3 ft f1 n ttRt HV ft"2 ft ft ft ft ft ft•2 ft^3 ft ft ft ft"2 ftA3 acre -fed Note: LlWRatio <1 L1WRatio =0.9 Optional User Override 1 -hr Precipitation 0.85 1.12 1.40 1.84 2.24 2.68 3.92 inches riches riches inches riches inches riches Depth Increment = 0.1 ft Stage - Storage Description Stage (l) Optional Override Stage {ft) Length (ft) Width (ft) Nee (112) Optional Override Area (ft^21 Area (acre) Volume (ft'3) Volume (ac -It) Top of Micropool 0.00 8.0 8.0 63 0.001 ISV 0.33 8.0 8.0 53 0.001 20 0.000 0.40 8.0 8.0 53 0.001 25 0.001 0.50 8.0 8.0 53 0.001 31 0.001 0.60 8.0 8.0 53 0.001 37 0.001 0.70 8.0 8.0 53 0.001 44 0.001 0.80 8.0 8.0 53 0.001 50 0.001 0.90 38.2 18.0 686 0.016 72 0.002 100 88.6 34.6 3.068 0.070 246 0.006 1.10 139.0 51.3 7,130 0.164 742 0.017 1.20 189.4 68.0 12.872 0.296 1,728 0.040 Floor 1.29 239.8 84.6 20,294 0.466 3.372 0.077 1.30 239.8 84.6 20 294 0.466 3.372 0.077 1.40 241.2 35.6 20.651 0.474 5,424 0.125 Zone 1 (WC1CV) 1.47 241.8 96.3 20.861 0.479 7.084 0.163 1.50 242.0 96.4 20.913 0.480 7.502 0.172 1.60 242.8 87.2 211'7 0.486 9.606 0.221 1.70 243.6 88.0 21.441 0.492 11737 0.269 1.80 244.4 88.8 21.707 0.498 13.895 0.319 1.90 245.2 39.6 21,974 0.504 16079 0.369 2.00 246.0 90.4 22.243 0.511 18.290 0.420 2.10 246.9 91.3 22,540 0.517 20 753 0.475 2.20 247.7 92.1 22.811 0.524 23 020 0.528 2.30 248.5 92.9 23.083 0.530 25.315 0.581 2.40 249.3 93.7 23.357 0.536 27 637 0.634 Zone 2 (100 -year) 2.50 250.1 94.5 23.632 0.543 29 986 0.688 2.60 250.9 95.3 23.908 0.549 32.363 0.743 2.70 251.7 96.1 24.186 0.555 34 768 0.798 2.80 252.5 96.9 I4 465 0.562 37 201 0.854 2.90 253.3 97.7 24.745 0.568 39 661 0.910 3.00 254.1 98.5 25.026 0.575 42 150 0.968 3.10 254.9 99.3 25.309 0.581 44 666 1.025 120 255.7 100.1 25.593 0.588 47 212 1.084 3.30 255.5 100.9 25.878 0.594 49 785 1.143 3.40 257.3 101.7 26.165 0.601 52 387 1.203 150 258.1 102.5 26.453 0.607 55.018 1.253 3.60 258.9 103.3 26.742 0.614 57 678 1.324 3.70 259.7 104.1 27,032 0.621 60.367 1.385 3.80 260.5 104.9 27.324 0.627 63.084 1.448 3.90 261.3 105.7 27,617 0.634 65.831 1.511 4.00 262.1 106.5 27.911 0.641 68.608 1.575 4.10 262.9 107.3 28.207 0.548 71 414 1.639 4.20 263.7 1(38.1 28.503 0.654 74.249 1,705 4.30 264.5 108.9 28.801 0.661 77 114 1.770 4.40 265.3 109.7 29.101 0.568 60.009 1.837 4.50 266.1 110.5 29.401 0.675 82.935 1.904 4.60 266.9 111.3 29.703 0.682 85.890 1.972 4.70 267.7 112.1 30.006 0.689 88.875 2.040 4.80 268.5 112.9 30,311 0.596 91 891 2.110 4.90 269.3 113.7 30.617 0.703 94 937 2.179 5.00 270.1 114.5 30.924 0.710 98.014 2.250 5.10 270.9 115.3 31.232 0.717 101 122 2.321 5.20 271.7 116.1 31.542 0.724 104,261 2.394 5.30 272.5 116.9 31.852 0.731 107,431 2.466 5.40 273.3 117.7 32.155 0.738 110,631 2.540 5.50 274.1 118.5 32,478 0.746 113,864 2.614 5.60 274.9 119.3 32.793 0.753 117 127 2.689 5.70 275.7 120.1 33.109 0.760 120.422 2.755 5.80 276.5 120.9 33.426 0.767 123.749 2.841 5.90 277.3 121.7 33.744 0.775 127107 2.918 6.00 278.1 122.5 34.064 0.782 130,498 2.996 5.10 278.9 123.3 34.385 0.789 133,920 3.074 6.20 279.7 124.1 34,708 0.797 137.375 3.154 6.30 280.5 124.9 35,031 0.804 140.862 3.234 6.40 281.3 125.7 35.356 0.812 144.381 3.315 6.50 282.1 126.5 35.683 0.819 147.933 3.396 6.60 282.9 127.3 36.010 0.827 151.518 3.478 6.70 283.7 128.1 36,339 0.334 155 135 1561 5.80 284.5 128.9 36,669 0.842 158 786 3.645 6.90 285.3 129.7 37.000 0.849 152 469 3.730 7,00 286.1 130.5 37,333 0.957 156,186 3.815 7.10 286.9 131.3 37.667 0.865 169 936 3.901 7.20 287.7 132.1 38,002 0.872 173.719 3.988 7.30 288.5 132.9 38,338 0.380 177.536 4.076 740 289.3 133.7 38.675 0.588 181 387 4.154 7.50 290.1 134.5 39,015 0.896 185,271 4.253 7,60 290.9 135.3 39,356 0.903 189,190 4.343 7.70 291.7 136.1 39.697 0.911 193,142 4.434 7.80 292.5 136.9 40.040 0.919 197.129 4.525 7,90 293.3 137.7 40.384 0.927 201.151 4.618 8.00 294.1 138.5 40,730 0.935 205.206 4.711 8.10 294.9 139.3 41,076 0,943 209296 4.805 8.20 295.7 140.1 41.424 0.951 213.421 4.899 8.30 296.5 140.9 41.773 0.959 217 581 4.995 8.40 297.3 141.7 42.124 0.967 221.776 5.091 8.50 298.1 142.5 42475 0.975 226.006 5.188 8.60 298.9 143.3 42.829 0.983 230.271 5.286 8.70 299.7 144.1 43,153 0.991 234 572 5.385 _ 8.80 300.5 144.9 43.539 1.000 238 908 5.485 8.90 301.3 145.7 43,896 1.008 243.280 5.585 9.00 302.1 146.5 44.254 1.016 247,687 5.686 9.10 302.9 147.3 44.614 1.024 252.131 5.788 9.20 303.7 148.1 44.974 1.032 256 610 5.891 9.30 304.5 148,9 45.336 1.041 261,126 5.995 9.40 305.3 149.7 45.700 1.049 265.677 6.099 9.50 306.1 150.5 46.054 1.057 270.266 5.204 9.60 306.9 151.3 46,430 1.066 2'4.890 6.311 9.70 307.7 152.1 46.798 1.074 279.552 6.418 9.80 308.5 152.9 47.166 1.083 284 250 6.525 950 'O-Detention_v3.07_m)_North Pond_ml, Barn 1/17!2020. 6 32 PM i DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) 3:o Ll 1 1 - - 37200 J40 Z g 35400 3 :6.0 3 80 23600 0 11800 0 00 2.50 5,00 sae lig aPWidth 7 50 1000 0 Length (ft) (ft) Area (sa.h) 1.100 0.825 4 10.550 0.275 0.000 000 - 6-510 - 4 905 3 270 1 1.635 253 coo Stage —Area (h.) 7SO 10.00 o.000 t 3C1 es) Volume(ac-ft) UD-0etention_v3.07_mtl_hbrlh Pond_m)1, Basin 11178020, 632 PM Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Project: North Pond Basin ID: mwe 3 VOLUINNI gum" r aMAmwr POOL 2 ZMLL INC I owrws ILO -YEAR owlet Example Zone Configuration (Retention Pond) User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Underdrain Orifice Invert Depth = Underdrain Orifice Diameter = N/A N/A Zone 1 (WQCV) Zone 2 (100 -year) Zone 3 Stage (ft) Zone Volume (ac -ft) Outlet Type 1.47 0.160 Orifice Plate 2.50 0.527 Weir&Pipe(Circuiar) ft (distance below the filtration media surface) inches 0.688 Total Calculated Parameters for Underdrain Underdrain Orifice Area = N/A ft' Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV In a sedimentation BMP) Invert of Lowest Orifice = Depth at top of Zone using Orifice Plate = Orifice Plate: Orifice Vertical Spacing = Orifice Plate: Orifice Area per Row = 0.00 1.47 5.88 0.58 ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 7/8 inch) User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Calculated Parameters for Plate WQ Orifice Area per Row = Elliptical Half -Width = Elliptical Slot Centroid = Elliptical Slot Area = 4.028E-03 N/A N/A N/A ft2 feet feet ft2 Row 1 (reqused) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) 0.00 0.50 1,00 0.58 0.58 0.58 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice (Circular or Rectangular) Invert of Vertical Orifice - Depth at top of Zone using Vertical Orifice Vertical Orifice Diameter = Not Selected Not Selected ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches Calculated Parameters for Vertical Orifice Vertical Orifice Area Vertical Orifice Centroid Not Selected Not Selected tt: feet User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Slope = Horiz. Length of Weir Sides = Overflow Grate Open Area % _ Debris Clogging % Zone 2 Weir Not Selected 1.47 3.00 0.00 0.00 70% 50% ft (relative to basin bottom at Stage = 0 ft) feet H:V (enter zero for flat grate) feet %, grate open area/total area User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Depth to Invert of Outlet Pipe = Circular Orifice Diameter = Zone 2 Circular 0.00 2.50 User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Stage: Spillway Crest Length Spillway End Slopes Freeboard above Max Water Surface 3.50 21.125 4.00 0.50 Not Selected ft (distance below basin bottom at Stage = D ft) inches ft (relative to basin bottom at Stage = 0 ft) feet H.V feet Calculated Parameters for Overflow Weir Height of Grate Upper Edge, ti, Over Flow Weir Slope Length Grate Open Area / 100-yr Orifice Area = Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 2 Weir Not Selected 1.47 0.00 0.00 0.00 0.00 Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Outlet Orifice Area = Outlet Orifice Centroid = Half -Central Angle of Restrictor Plate on Pipe = Zone 2 Circular Not Selected 0.03 0.10 N/A N/A Calculated Parameters for Spillway Spillway Design Flow Depth= 0.50 feet Stage at Top of Freeboard = 4.50 feet Basin Area at Top of Freeboard 0.67 acres feet feet should be > 4 ft2 ft2 ft2 feet radians Routed Hydrograph Results Design Storm Return Period = One -Hour Rainfall Depth (in) = Calculated Runoff Volume (acre -ft) a OPTIONAL Override Runoff Volume (acre -It) = Inflow Hydrograph Volume (acre -ft) a Predevelopment Unit Peak Flow, q (cfs/acre) a Predevebpment Peak Q (cfs) Peak Inflow 0 (cfs) = Peak Outflow 0 (cfs) Ratio Peak Outflow to Predevelopment O = Structure Controling Flow = Max Velocity through Grate 1 (fps) Max Velocity through Grate 2 (fps) _ Time to Drain 97% of Inflow Volume (hours) = Time to Drain 99% of Inflow Volume (hours) _ Maximum Ponding Depth (ft) a Area at Maximum Ponding Depth (acres) a Maximum Volume Stored (acre -ft) WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year 0.53 1.07 0.85 1.12 1.40 1.84 2.24 2.68 3.92 0 160 0.247 0.116 0.165 0.229 0.377 0.671 1.206 2.790 0.160 0.247 0.116 0.164 0.229 0.376 0.671 1.207 2.791 0.00 0.00 0.00 0.00 0.01 0.03 0.25 0.64 1.66 0.0 0.0 0.0 0 1 0.3 0.7 5.3 13.7 35.6 3.3 5.0 2.4 3.4 4.7 7.7 13.5 24.2 55.4 0.1 0.2 0.1 0.1 0.2 0.2 0.2 0.3 29.8 N/A N/A N/A 0.5 0.8 0.3 0.0 0.0 0.8 Plate Outlet Plate 1 Plate Plate Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Spillway N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 39 46 30 40 45 52 64 83 76 40 48 31 41 47 55 69 90 90 1.45 1.64.) 1.36 1.46 1.57 1.85 2.41 3.34 4.07 0.48 0.49 0.47 0.48 0.48 0.50 0.54 0.60 0.64 0.148 0.225 0.106 0.153 0.211 0.349 0.634 1.161 1.614 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 {1ebruary ,;017 60 - - - S00YRIN S00TR OUT 100Th III SO - a 100Th OUT SOYR IN SOYR OUT 2SYR IN 40 - - - 25Th CUT - I0YR IN - a -a I0YR OUT SYR IN iSYR 30 OUT g ___ 2YR IN ; r► - - - 2YR OUT EU RV IN r. EURV OUT 20 — - _ - i WOCV IN WOCV OUT 10 �: TT - 0 01 ..._......_....•• *an *as .........•....._......_. awawnw 10 TIME {hr) 45 500YR 100YR 4 S0YR MR —R I0Y 35 S191 • —2YR 3 EURV Is WW1 - - - — — - - - PONDING DEPTH [f O -- N J in .� if N N 01 • 1 10 100 DRAIN TIME (hi] 700,000 -- - - r 0 User Area (ft"2J - - - 9,000.00 600,000 1 Interpolated Area UO2] 46 Summary Area 7,000.00 • • lft"2] Volume (It"3] � f •6,000.00 •••••SummaryVolumeIft"3]• O , Outflow (cf5J •• 0•• Summary Outflow Ws] 5000.00 i 400,000 t C ka a 0 300,000 I - 4,000.008 - il 200,000 , 3,000.00 a 4 100,000 - 2,000.00 1.000.00 0.00 2.00 4.G0 6.00 8.00 10.00 12.00 14.00 16.00 PONDING DEPTH (ft) 0.00 S -A -V -D Chart Axis Override minimum bound maximum bound X-axis Loft Y -Axis Right Y -Axis Detention Basin Outlet Structure Design Time Interval 4.11 min Hydrograph Constant 1.217 Outflow Hydrograph Workbook Filename Storm Inflow Hydrographs UD-Detention, Version 3.07 (February 2017) The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK TIME WQCV (cfsj EURV (cis) 2 Year Iasi 5 Year (cfsj 10 Year (cfsj 25 Year (cfsj SO Year (cis( 100 Year (cis( S00 Year (cis( 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:04.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:08:13 0.0C 0.00 000 0.00 0.00 000 0.00 0.00 0.00 0:12:20 0 15 0.23 0.11 0.15 0.21 0.34 0.60 1.06 2 35 0:16:26 0.40 U.61 0.29 0.41 0.57 0.92 1.62 2.86 6.46 0:20:33 1.02 1.56 0.75 1.05 1.46 2.36 4.15 7.36 16 59 0:24:40 2.81 4.30 2.06 2 89 4.01 6.49 11 40 20 20 45 53 0:28.46 3.28 5.04 2.39 3.38 4.69 7.65 1354 24.20 55.36 0:32:53 3 12 4.80 2.27 3.21 4.47 7.29 12 91 23.14 53.08 0:36:59 2.83 4.36 2.06 2.92 4.06 6.64 1177 21.06 48.31 0:41:06 2.51 3.88 1.82 2,59 3 61 5.91 10 51 18.87 43.45 0:45:13 2.15 3.33 1.56 2.21 3.09 5.08 9.08 16.35 37.88 0:49:19 1.88 2.91 1.36 1 94 2.70 4.44 7.91 14.22 32 99 0:53:26 1 7C 2.63 1.23 1 75 2.44 4.02 7.17 12 90 29 86 0:57:32 1.38 2.15 1.00 1.42 2.00 3.30 5.92 10.71 24 95 1:01:39 1.11 1.74 0.80 1.15 1.61 2.68 4.83 849 20.62 1:05:46 C 84 1.32 0.60 0.86 1.22 2.05 3.72 6.84 16 25 1:09:52 0 61 D.96 0 43 0.62 0.89 1.51 2.78 5.16 12 46 1.13:59 0.45 D.71 0.32 0.46 C.65 1.10 2.01 3.75 9.24 1:18:05 0.35 0.55 0.25 0.36 0.51 0.86 1.56 2.88 6.97 1:22:12 0.29 0.46 0.21 0.30 0.42 0.71 1.28 2.35 5.64 1:26:19 0.25 0.39 0.18 0.26 C.36 0.60 1.09 1.99 4.75 1:30:25 0.22 0.34 0.16 0.23 0.32 0.53 0.95 1.75 4.15 1:34:32 0.20 0 31 0.14 0.20 0.29 0.48 C.86 1.57 3.71 1:38:38 0.18 0.29 0.13 0.19 0.27 0.44 0.79 1.44 3.41 1:42:45 0.13 0 21 0.10 0.14 0.19 0.32 0.58 106 2.52 1:46:52 0.10 0.15 0.07 0.10 0.14 0.24 0.43 0.78 1.83 1:50:58 0.07 0.11 0.05 0.07 0,10 017 0.31 0.57 1.35 1:55:05 0.05 0.08 004 0.05 0.08 0.13 0.23 0.42 1.00 1:59:11 0.04 0.06 0.03 0.04 0.05 0.09 0.16 0.30 0.73 2:03:18 0 03 0.04 0.02 0.03 0.04 0.06 0.12 0.22 0.52 2:07:25 0.02 0.03 0.01 0.02 0.03 0.04 0.08 0.16 U.38 2:11:31 0.01 0.02 0.01 0.01 0.02 0.03 0.05 0.10 0 26 2:15:38 0.01 0.01 0.00 0.01 0.01 0.02 C.03 0.06 0.17 2:19:44 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.03 0.09 2:23:51 0.00 0.00 0.00 0.00 000 0.00 0.01 0 01 0.04 2.27:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2:32:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.36:11 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:40:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.44:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:48:31 0.0C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:52:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:56:44 C.00 0.00 0.00 0.00 0.00 0.00 C,00 000 0 00 3:00:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:04:57 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:09:04 0.00 0.00 0.00 0.00 0.00 0.00 CAM 0.00 0.00 3:13:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:17:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:21:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:25:30 0.00 0.00 000 0.00 0.00 0.00 0.00 000 0.00 3:29:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:33:43 0.0C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:37:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:41:56 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 3:46:03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:10 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 3:54:16 0.0C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 3:58:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:02:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:06:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:14:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:18:56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.23:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:27:09 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 4:31:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:22 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 4:39:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:43:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:47:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:51:49 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 4:55:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Detention Basin Outlet Structure Design UD Detention, Version 3.07 (February 2017) Summary Stage -Area -Volume -Discharge Relationships The user can create a summary S -A -V -D by entering the desired stage increments and the remainder of the table will populate automatically The user should graphically compare the summary r -A -V -D table to the full S -A -V -D table in the chart to confirm rt captures all key transition points. Ste' Stores* Description %lace it Arta . Ana iacra.i Volume E Vdwne o. •. lilt al o,nnow kill For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S -A V table on Sheet 'gasrn'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) Proled: 117750 Philips Basin ID: South Pond -IONS IOrr[ t f f Ptglitioirie -- P°°` Example Zone Configuration (Retention Pond) I mvia orercc tow,' , arc t °M.ft.* Required Volume Calculation Selected BAP Type = Watershed Area =- Watershed Length = ft Watershed Slope = fti t Watershed knpervmousness = Percentage Hydrologic Soil Group A ;a - Percentage Hydrologic Sod Group B = Percentage Hydrologic Sod Groups C.D = Desired WQCV Drain Time = Location for 1 -fir Ratnlal Depths = User Input Water Ouakty Capture Volume (WOCVI = Excess Urban Runoff Volume (EURV) = 2-yr Runoff Volume (P1 = 0.23 in.) = 5-yr Runoff Volume ;P1 = 1.12 m.i 10-yr Runoff Volume !P1 = 1.4 el.) = 25-yr Runoff Volume (P1 = 1.84 m.) = 50-yr Runoff Volume (P1 = 2.24 n,) = 100-yr Runoff Volume (P1 = 2.68 in.) = 500-yr Runoff Volume (P1 = 3.92 in.) = Approximate 2-yr Detention Volume = Approximate 5-yr Detention Volume = Approximate 10-yr Detention Volume = Approximate 25-yr Detention Volume = Approximate 50-yr Detention Volume = Approximate 10Qyr Detention Volume = ED6 22.69 1.000 0.010 22.22° 100.046 0.0% 0.0% 40.0 Stage -Storage Calculation Zone 1 Volume (WQCV( = Zone 2 Volume 1100 -year - Zone l I = Select Zone 3 Storage Volume (Optimal) = Total Detention Basin Volume = kutral Surcharge Volume (ISVI = Initial Surcharge Depth (ISD) _ Total Available Detention Depth (Fi".,,) = Depth of TrlcIde Channel (KO = Slope or Trickle Channel (St) = Slopes of Main Basin Sides (S,,,, 4 = Basin Length -to -Width Ratio (RAO= _ kutal Surcharge Area AS) _ Surcharge Volume Length (Lin) _ Surcharge Volume Width (Wye) _ Depth of Basin Floor (Hiumel Length of Basin Floor (Lii = Width of Basin Floor "mod _ Area of Basin Floor (Artooa) Volume of Basin Floor (V,,:xo+) = Depth of Main Basin (I-L.0,v) Length of Akin Basin (L,,y,1.4 _ Width of Wm Basin (W,,µ,.,) Area of Mtn Basin (A,,v,.m) = Volume of Vein Basin (Vnu:)) _ Calculated Total Basin Volume 0 235 0.463 0.060 0.309 0.422 0.661 1.050 1 649 3.400 0.056 0.289 0 392 0.580 0.747 1,036 0-235 0.800 1.036 31 0.33 2.50 0.50 0.001 4 10 93 9.7 9.7 0.51 517,9 60.3 31216 5.571 1.16 527.2 69.5 36.686 39,469 1.036 acres percent percent percent percent hours acre -f et acre-feet acre-feet acre-feet acre-feet acre -f ei4 acre -feel acre-feet acre-feet acre-feet acre-feet acre -feel acre-feet acrefeet acre -feel acre-feet acre-feet acre-feet acre-feet flA3 ft ft ft ftift hi ft"2 ft ft ft ft ft ft"2 fr3 ft n ft ft"2 ft"3 acre -feel Optional User Ovenxle 1 -hr Precipitation 0.23 1,12 1.40 1.84 2.24 2.68 3.92 nches inches inches inches nches nches nches Depth Increment = 0.2 ft Stage - Storage Description Stage (ft) .m.. ,,,.r1 `.•±t .'(- :+ : ;e "' Length (ft) Width Lit) Area (ft 2) Optional Override Area (11"21 Area (acre) Volume jf1'3) Volume (ac -ft) Top of Micropool 0.00 9.7 9.7 93 0.002 , ISV 0.33 9.7 9.7 93 0.002 30 0.001 0.40 9.7 9.7 93 0.002 36 0.001 0.60 9.7 9.7 93 0.002 55 0.001 0.80 9.7 9.7 93 0.002 74 0.002 1.00 170.3 25,7 4,369 0.100 366 0.008 1.20 371.1 45.7 16,943 0 389 2.363 0.054 Floor 1.34 511.7 59.7 30,524 0.701 5,640 0.129 1.40 518.3 60.7 31,465 0.722 7.516 0.173 Zone 1 (WQCV) 1.48 519.0 61.4 31,883 0.732 10367 0.238 1.60 519.9 52.3 32,394 0.744 13.902 0.319 1.80 521.5 63.9 33.328 0.765 20 474 0.470 2.00 523.1 65.5 34.268 0.787 27 234 0.625 2.20 524.8 67.2 35.259 0,309 34 534 0.793 2.40 526.4 68.8 36.209 0.831 41 681 0.957 Zone 2 (100 -year) 2.50 527.2 59.6 36 686 0.842 45.326 1.041 2.60 523.0 704 37,164 0.353 49 018 1.125 2.80 529.6 72.0 38,124 0.875 56 547 1.298 3.00 531.2 73.6 39.089 0.897 64-268 1.475 3.20 532.8 75.2 40,059 0.920 72,183 1.657 3.40 534.4 76.8 41,035 0.942 80 292 1.843 3.60 535.0 78.4 42.015 0.965 88 597 2.034 3.80 537.6 30.0 43.001 0.987 97 098 2.229 4.00 539.2 81.6 43,991 1.010 105 797 2.429 4.20 540.8 83.: 44 987 15113 114 595 2.633 4.40 542.4 84.8 45.938 1.056 123 793 2.842 4.60 544.0 86.4 46.994 1.079 133.091 3.055 4.80 545.6 88.0 48.005 1.102 142 590 3.273 5.00 547.2 89.6 49,021 1,125 152293 3.496 5.20 548.8 91.2 50.043 1.149 162 199 3.724 5.40 550.4 92.8 51,069 1.172 172.31 t 3.956 5.60 552.0 94.4 52,101 1.196 182,628 4.193 5.80 553.6 96.0 53,138 1.220 193 151 4.434 6 00 555.2 97.6 54,180 1.244 203 883 4.631 6.20 556.8 99.2 55,227 1.268 214 824 4.932 6.40 55&4 100.8 56,279 1,292 225 974 5.188 6.60 560.0 102.4 57 336 1.316 237.335 5.448 6.80 561.6 104.0 58 398 1.341 248 909 5.714 7,00 563.2 105.6 59 466 1.365 250.595 5.985 7I0 564.8 107.2 60.539 1,390 272,696 6.260 7.40 566.4 108.8 61 616 1.415 284 911 6.541 7,50 568.0 110.4 62.699 1.439 297 342 5.826 7.80 569.6 112.0 63,787 1.464 309 991 7.116 8.00 571.2 113.6 64 880 1.489 322 858 7.412 8.20 572.8 115.2 65,978 1.515 335,943 7.712 8.40 574.4 116.8 67 082 1.540 349.249 8.018 8.60 576.0 118.4 68 190 1,565 362 776 8.328 8.80 577.6 120.0 69.304 1.591 376,526 8.644 9.00 579.2 121.6 70 422 1.517 390 498 8.965 9.20 580.8 123.2 71.546 1.642 404 595 9.291 9.40 582.4 124.8 72,675 1.668 419,117 9.622 9.60 584.0 126.4 73,809 1,694 433 765 9.958 9.80 585.6 128.0 74,948 1.721 448.541 10.299 10.00 587.2 129.6 76.093 1.747 463,745 10.646 10.20 588.8 131.2 77.242 1.773 479.078 10.998 10.40 590.4 132.8 78,397 1.800 494,642 11.355 10.60 592.0 134.4 79,556 1.826 510 437 11.718 10.80 593.6 136.0 80.721 1.853 525 465 12.086 11.00 595.2 137.6 81 891 1.880 542,726 12.459 11.20 59666,8 139.2 83.066 1.907 559 222 12.838 11.40 598.4 140.8 84.246 1.934 575.953 13.222 11.60 600.0 142.4 85.431 1.961 592.920 13.612 11.80 501.6 144.0 86.622 1.989 610 126 14.007 12.00 603.2 145.6 87 817 2.016 627.569 14.407 12.20 604.8 147.2 89.018 2.044 645.253 14.813 12.40 606.4 148.8 90.223 2.071 663,177 15.224 12.60 608.0 150.4 91.434 2.099 681,343 15.641 12.80 609.6 152.0 92.650 2.127 699.751 15.064 13.00 611.2 153.6 93.871 2.155 713 403 16.492 13.20 612.8 155.2 95 098 2.183 737 16.926 13.40 614.4 156.8 96.329 2.211 756,442 17.366 13.60 616.0 158.4 97 565 2.240 775.832 17.811 13.80 617.6 160.0 98.807 2.268 795,469 18.261 14.00 619.2 161.6 100.054 2.297 815.355 18.718 14.20 620.8 163.2 101 305 2.326 335.491 19.180 14.40 622.4 164.8 102 562 2.355 855 877 19.648 14.60 624.0 166.4 103.824 2.383 876.516 20.122 14.80 625.6 168.0 105,092 2.413 897 407 20.602 15.00 627.2 169.6 106.364 2.442 918.553 21.087 I. D-Detenhan_v3.07_mil South Pond, Basin 1/17x2020, 6 32 PM DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) 640 480 - 106400 I I 320 - 79800 x 1 3 160 -t- 53200 26600 0 000 400 800 Stage (ft) ,tength(ft)Width ft 1200 1600 0 (ft) —Area (si I 2.460 1 845 P 4 . 230 s 0 615 0.000 0.00 - - --T 21 100 15 825 ? x 10 550 E 3 t— 5.275 4.00 8.00 MS Area MI •Volume (ac -ft) 12 00 16 0.000 00 (saes) .D-Ced,t..•,,v, :3 I nnri Sas n 1n712020. 6:32 PM Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Project: South Pond Basin ID: Example Zone Configuration (Retention Pond) User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Lnderdrain Orifice Invert Depth = Underdrain Orifice Diameter = N/A N/A Zone 1 (WQCV) Zone 2 (100 -year) Zone 3 Stage (ft) Zone Volume (ac -ft) Outlet Type 1.48 0.235 Crfice Plate 2 50 0.800 Weir&Pipe (Circular) tt (distance below the filtration media surface) inches 1.036 Total Calculated Parameters for Underdrain Underdrain Orifice Area = N/A ft' Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Invert of Lowest Orifice = Depth at top of Zone using Orifice Plate = Orifice Plate: Orifice Vertical Spacing = Orifice Plate: Orifice Area per Row = 0.00 1.48 5.92 0.85 ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 1 inch) User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Stage of Orifice Centroid (ft) Orifice Area (sq, inches) Calculated Parameters for Plate WQOrifice Area per Row = Elliptical Half -Width = Elliptical Slot Centroid = Elliptical Slot Area = 5.903E 03 N/A N/A N/A ft2 feet feet ft2 Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optonal) Row 7 (optional) Row 8 (optional) 0.00 0.50 1.00 0.85 0.85 0.85 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice (Circular or Rectangular) Invert of Vertical Orifice = Depth at top of Zone using Vertical Orifice = Vertical Orifice Diameter = Not Selected Not Selected ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches Calculated Parameters for Vertical Orifice Vertical Orifice Area = Vertical Orifice Centroid = Not Selected Not Selected ftz feet User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Overflow Weir Front Edge Height, Ho = Overflow War Front Edge Length = Overflow Weir Slope = Horiz. Length of War Sides = Overflow Grate Open Area % Debris Clogging % _ Zone 2 Weir Not Selected 1.48 3.00 0.00 0.00 70% 50% ft (relative to basin bottom at Stage = 0 ft) feet H:V (enter zero for flat grate) feet %, grate open area/total area Yo User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Depth to Invert of Outlet Pipe = Circular Orifice Diameter = Zone 2 Circular 0.00 3.00 User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Stage= Spillway Crest Length = Spillway End Slopes = Freeboard above Max Water Surface= 3.250 25.75 4.00 0.50 Not Selected ft (distance below basin bottom at Stage = 0 ft) inches ft (relative to basin bottom at Stage = 0 ft) feet H:V feet Calculated Parameters for Overflow Weir Height of Grate Upper Edge, H, Over Flow Weir Slope Length = Grate Open Area / 100-yr Orifice Area Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 2 Weir Not Selected 1.48 0.00 0.00 0.00 0.00 Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Outlet Orifice Area = Outlet Orifice Centroid = Half -Central Angle of Restrictor Plate on Pipe = Zone 2 Circular Not Selected 0.05 0.13 N/A N/A Calculated Parameters for Spillway Spillway Design Flow Depth= Stage at Top of Freeboard = Basin Area at Top of Freeboard = 0.50 4.250 1.04 feet feet acres feet feet should be≥ 4 ttz ftz ftz feet radians Routed Hydrograph Results Design Storm Return Period - One -Hour Rainfall Depth (in) _ Calculated Runoff Volume (acre -ft) as OPTIONAL Override Runoff Volume (acre -ft) _ Inflow Hydrograph Volume (acre -ft) _ Predevelopment Unit Peak Flow. q (cfs/acre) _ Predevelopment Peak Q (cfs) ■ Peak Inflow 0 (cfs) • Peak Outflow 0 (cfs) _ Ratio Peak Outflow to Predevelopment 0 - Structure Controlling Flow = Max Velocity through Grate 1 (fps) = Max Velocity through Grate 2 (fps) Time to Drain 97% of Inflow Volume (hours) = Time to Drain 99% of Inflow Volume (hours) a Maximum Ponding Depth (ft) _ Area at Maximum Ponding Depth (acres) _ Maximum Volume Stored (acre -ft) is WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year 0.53 1.07 0.23 112 1.40 1.84 2.24 2.68 3.92 0.235 0.463 0.060 0.309 0 422 0.661 1.050 1.649 3.400 0.235 0.463 0.060 0.309 0.421 0.660 1.049 1.647 3.397 0.00 0.00 0.00 0.00 0.01 0.03 0.23 0.59 1.55 0.0 0.0 0.0 0.1 0.3 0.6 5.2 13.4 35.1 4.4 8.6 1.1 5.8 7.8 12.2 19.3 30.2 61.6 0.1 0.3 0.1 0.2 0.3 0.3 0.4 0.4 28.8 N/A N/A N/A 2.3 1.2 0.5 0.1 0.0 0.8 Plate Outlet Plate 1 Plate Overflow Grate 1 Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Spillway N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 39 50 12 45 48 56 67 82 78 40 52 13 46 51 59 72 89 90 1.46 1.73 1.18 1.55 1.68 1.98 2.45 3.12 3.74 0.73 0.76 0.37 0.74 0.75 0.79 0.84 0.91 0.98 0.216 0.424 0.050 0.282 0.387 0.617 0.999 1.584 2.170 Detention Basin Outlet Structure Design LID Detention, Vervun 3 01 (February 2017 70 SOOVR IN SOOYR OUT i. loon IN 60 - — — 100YR OUT SOYR IN - 0 SOYA OUT 25YP IN 50 - - - 2SYR OUT IOYR IN 40 --- l0YR OUT r y g SYR IN SYR OUT 2YR tN U. - - - arm OUT30 EURV IN FURY OUT - 20 WQCV IN WQCV OUT • 10 0 0 1 1 10 TIME Did 4 - � SOOYR 100YI1 35 SOY, --- - 2SYR 3 10YR �SYR 2YR EURV 2.5 •wQcv - -- - PONDING DEPTH (f 0 J In — to N l I 01 10 100 DRAIN TIME [hr[ 1,000,000 0 User Area (It":1 — Interpolated Area (ft"2) -r 9,000.00 900,0 _ 800,000 -• • • .6.• . Summary Area (1t"21 Volume - - - 8,000.00 700,000 -• [ft^31 ••••• Summary Volume (ft"31 7,000.00 Outflow 600,000 ids' ••S•• Summary Outflow lots( — — 6,000.00 `t 500,00() - - 5,000.00e w J 0 > 400,000 1 4,000.005 N 300.000 3,000.00 a W ce a 200,000 2,000.00 100,000 -_- 1,000.00 0 0.00 . . r 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 PONDINS DEPTH (*e1 0.00 S-A•V-D Chart Axis Override minimum bound maximum bound X-axis Left Y -Axis Right Y -Axis Detention Basin Outlet Structure Design Outflow Hydrograph Workbook Filename Storm Inflow Hydrographs UD-Detention, Version 3.07 (February 2017) The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program Time Interval 4.48 min Hydrograph Constant 1.115 SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK TIME WQCV (cfsJ EURV Ms] 2 Year [cis( 5 Year [cis] 10 Year (cfs] 25 Year [cfsJ 50 Year [cfsj 100 Year (cfsJ 500 Year ids] 0:00.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.04:29 0.00 0.00 0 CO 0.00 0.00 0.00 0.00 0.00 0.00 0:08:58 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0:13:26 0.20 0.38 005 0.26 0 35 0.54 0.85 1.31 2.60 0:17:55 0.53 1.03 0.14 0.69 0.94 1.46 2.29 356 7.16 0.22.24 1.37 2.65 0.36 179 2.42 3.75 5.89 9.13 18.39 0:26:53 3.76 729 0 99 4 91 6.65 10.30 16.18 25.08 50 44 0:31:22 4.41 8.61 1.15 5.77 7 85 12.23 19.34 30.19 61 65 0:35:50 4 19 8.21 109 5.50 7.48 11.68 18 48 28.89 59 18 U:40:19 3.81 7.47 0.98 5.00 6.81 10.63 16 83 26.30 53.86 0•44•48 3.39 6.66 0.87 4.45 6.07 9.49 15 06 23.59 48 48 0:49:17 2.91 5.74 0.74 3.82 5.22 &20 13.04 20.48 42 35 0.53:46 234 5.01 0.64 3.34 4.56 7.14 11 35 17.80 36 93 058:14 2.30 453 0.58 302 413 6.47 1029 1614 3338 1:0143 1.88 373 0.47 2.47 3.39 5.34 8.53 13.44 27.93 1.0712 132 3.04 0.37 2.01 2.76 4.36 1.00 11,07 23.11 1.11:41 1.15 2.33 0.27 1.53 2.11 3.36 5.43 8.65 18.26 1.16:10 0.84 1.72 0.19 1.12 1.56 2.50 4.08 6.57 14 06 1.20:38 0.61 1. 25 0.14 0.82 1 13 1.81 2.96 4 81 1046 1:25:07 0.48 0.97 0.12 0.64 0.88 1.40 2.27 3.66 7.87 1:29:36 0.40 0.80 0.10 0.53 0.73 1.16 1.87 2.99 6.35 1:34:05 0.34 0.68 0.08 0.45 0.62 0.98 1.58 153 5.35 1-38 34 0.30 0.60 0.07 0.39 C.54 0.86 1.39 2.21 4.66 1:43:02 0.27 054 0.07 0.36 0.49 0.78 1.25 1.98 4.17 1 A 7:31 0.25 0.50 0.06 0.33 0.45 0.72 1.15 1.82 3.82 1.52.00 0.18 D.37 0.05 0.24 0 33 0.5I 0.84 1.34 284 1:56:29 0.13 0.27 0.03 0.18 0.24 0.38 0.62 0.98 2.06 2:00:58 0.10 0.20 0.02 0.13 0.18 0.28 0.45 0.72 1.52 2:05:26 0.07 0.14 0 02 0.09 0.13 0.21 0.33 0.53 1.13 2:09:55 0.05 0,10 0.01 0.07 0.09 0.15 0.24 0.39 0.82 2:14:24 0.04 0 07 0.01 0.05 0.07 0.11 0.17 0.27 0.59 2:18:53 0.02 0.05 0.01 0.03 0.05 0.07 0.12 0.20 0.43 2:23:22 0.02 0.03 0.00 0.02 0.03 0.05 0.08 014 0.30 2:2750 0.01 0.02 0.00 001 0.02 0.03 0.05 0.08 0.19 2:32:19 0.00 0.01 0.00 0.01 0.01 001 0.03 0.04 0.11 2 36.48 U 00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 0.05 1 41.17 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2.45:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:50:14 0.00 000 0.00 0.00 U.00 0.00 000 0.00 0.00 2:54:43 0.00 0100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:59:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:03:41 0.00 0.00 0.00 0.0U 0.00 0.00 0.00 0.00 0.00 3:08:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:12:38 C.00 U 00 0.00 0.00 0.00 0.00 0.00 0.00 C) CO 3:17:07 0.00 U.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:21:36 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:26:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:30:34 0.00 0.00 0.00 0.00 0.00 0.00 0,00 000 0.00 3:35:02 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:39:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:44:00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 3.48' 29 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 3:52:58 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 3.57:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:01:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 000 4:06.24 000 0.G0 0.00 0.00 0 DU D 00 G.00 0.00 000 4-10.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:22 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 4:19:50 0.00 0.00 0.00 0.00 G.00 0.00 0.00 0.00 0.00 4:24:19 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.28:48 000 0.00 0.00 0.00 G.00 0.00 0.00 0.00 0.00 4:33:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.37:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:42:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:46:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.51.12 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 4:55:41 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 5:00:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:04:38 0.00 0 00 0.00 0.00 0.00 000 0.00 0.00 0.00 5:09:07 0.00 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0.00 5 13.36 0.00 0.00 0.00 0.00 0.00 0.00 C.00 0.00 0.00 5:18:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.22:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Summary Stage -Area -Volume Discharge Relationships The user can create a summary 5 -A -V -D by entering the desired stage increments and the remainder of the table wa populate automatically. The user should graphically compare the summary S -A -V -D table to the fug S -A -V -D table in the chart to confirm t captures all key transition points • Storage DSIQtptwn Stan lt, Area IfC7j Any locus] Volume In' + Volume lK-ttl Total Outflow [chi For best results, include the stages of all grade slope changes le g. ISV and Floor) from the S -A V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice. overflow grate, and spillway, where applicable). Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Eastern Ditch (Conveying 18.77 Acres of Subcatchment B) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (°/o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4.00 3.50 3.00 2.50 2.00 1.50 1.00 0.50 = 4.00 = 4.00, 4.00 = 2.00 = 1.00 = 0.28 = 0.022 Known Q = 18.50 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Friday. Jan 17 2020 = 0.93 = 18.50 - 7.18 = 2.58 = 11.67 = 0.69 = 11.44 = 1.03 V 0 2 4 6 8 10 12 14 16 18 20 22 24 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jan 17 2020 Western Ditch Flowing South (Conveying 2.77 Acres of Subcatchment E) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 3.00 2.50 2.00 1.50 1.00 0.50 = 4.00 = 4.00, 4.00 = 1.50 = 1.00 = 0.25 = 0.022 Known Q = 3.30 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) = 0.40 = 3.300 - 2.24 = 1.47 7.30 0.26 = 7.20 = 0.43 0 IIIIIMINEMIll 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jan 17 2020 Western Ditch Flowing North (Conveying 1.08 Acres of Subcatchment B) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 3.00 2.50 2.00 1.50 1.00 0.50 4.00 4.00, 4.00 1.50 1.00 0.25 0.022 Known Q = 1.06 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) = 0.21 - 1.060 1.02 1.04 5.73 0.13 5.68 0.23 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Stormwater Drainage Report Revision 0 Appendix APPENDIX E - NRCS SOIL MAPS USDA United States Department of Agriculture RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey; a joint effort of the United States Department of Agriculture and other Federal agencies. State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part November 5, 2019 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers.. students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning. onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www. nres. usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color. national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc ) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD) To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S W , Washington, D C 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD) USDA is an equal opportunity provider and employer 3 Contents Preface Soil Map Soil Map Legend Map Unit Legend Map Unit Descriptions Weld County, Colorado, Southern Part 69—Valent sand, 0 to 3 percent slopes 70—Valent sand, 3 to 9 percent slopes 72 —Vona loamy sand, 0 to 3 percent slopes References Glossary 2 5 6 7 8 8 10 10 11 13 15 17 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map Also presented are various metadata about data used to produce the map, and a description of each soil map unit Custom Soil Resource Report MAP LEGEND Area of Interest (AOI) Area of Interest (AO() Soils O Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features ;, Blowout 0 A. d�b 0 irk0 +" e 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 Sodic Spot 0 V Spoil Area Stony Spot Very Stony Spot Wet Spot p1Other •• Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial 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 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 18, Sep 13. 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 Oct 2, 2017 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. Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AO! ' Percent of AOI 69 Valent sand, 0 to 3 percent slopes 1 3 1 5% 70 Valent sand, 3 to 9 percent slopes 43 1 51 9% 72 Vona loamy sand, 0 to 3 percent slopes 38 7 46 6% Totals for Area of Interest 83 0 100 0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas A map unit is identified and named according to the taxonomic classification of the dominant soils Within a taxonomic class there are precisely defined limits for the properties of the soils On the landscape, however, the soils are natural\phenomena, and they have the characteristic variability of all natural phenomena Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management These are called noncontrasting, or similar, components They may or may not be mentioned in a particular map unit description Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management These are called contrasting, or dissimilar, components They generally are in small areas and could not be mapped separately because of the scale used Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into Iandforms or 8 Custom Soil Resource Report landform segments that have similar use and management requirements The delineation of such segments on the map provides sufficient information for the development of resource plans If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas An identifying symbol precedes the map unit name in the map unit descriptions Each description includes general facts about the unit and gives important soil properties and qualities Soils that have profiles that are almost alike make up a soil series Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use On the basis of such differences, a soil series is divided into soil phases Most of the areas shown on the detailed soil maps are phases of soil series The name of a soil phase commonly indicates a feature that affects use or management For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series Some map units are made up of two or more major soils or miscellaneous areas These map units are complexes, associations, or undifferentiated groups A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or In such small areas that they cannot be shown separately on the maps The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas Alpha -Beta complex, 0 to 6 percent slopes, Is an example An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar Alpha -Beta association, 0 to 2 percent slopes, is an example An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them Alpha and Beta soils, 0 to 2 percent slopes, is an example Some surveys include miscellaneous areas Such areas have little or no soil material and support little or no vegetation Rock outcrop is an example 9 Custom Soil Resource Report Weld County, Colorado, Southern Part 69—Valent sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol 2tczd Elevation 3,000 to 5,210 feet Mean annual precipitation 13 to 20 inches Mean annual air temperature 48 to 52 degrees F Frost -free period 130 to 166 days Farmland classification Farmland of local importance Map Unit Composition Valent and similar soils 85 percent Minor components 15 percent Estimates are based on observations, descriptions, and transects of the mapunit Description of Valent Setting Landform Interdunes Landform position (two-dimensional) Footslope, toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Linear Parent material Noncalcareous eolian sands Typical profile A - 0 to 5 inches sand AC - 5 to 12 inches sand Cl - 12 to 30 inches sand C2 - 30 to 80 inches sand Properties and qualities Slope 0 to 3 percent Depth to restnctive feature More than 80 inches Natural drainage class Excessively drained Runoff class Negligible Capacity of the most limiting layer to transmit water (Ksat) High to very high (6 00 to 39 96 in/hr) Depth to water table More than 80 inches Frequency of flooding None Frequency of ponding None Calcium carbonate, maximum in profile 1 percent Salinity, maximum in profile Nonsaline (0 1 to 1 9 mmhos/cm) Available water storage in profile Very low (about 2 4 inches) Interpretive groups Land capability classification (irrigated) 4e Land capability classification (nonirrigated) 6e Hydrologic Soil Group A Ecological site Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Hydnc sod rating No 10 Custom Soil Resource Report Minor Components Julesburg Percent of map unit 5 percent Landform Interdunes Landform position (two-dimensional) Toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Linear Ecological site Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydnc soil rating No Vona Percent of map unit 5 percent Landform Interdunes Landform position (two-dimensional) Toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Linear Ecological site Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydnc soil rating No Dailey Percent of map unit 5 percent Landform Interdunes Landform position (two-dimensional) Toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Concave Ecological site Deep Sand (R067BY015CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydnc soil rating No 70—Valent sand, 3 to 9 percent slopes Map Unit Setting National map unit symbol 2tczf Elevation 3,050 to 5,150 feet Mean annual precipitation 12 to 18 inches Mean annual air temperature 48 to 55 degrees F Frost -free period 130 to 180 days Farmland classification Not prime farmland Map Unit Composition Valent and similar soils 80 percent Minor components 20 percent Estimates are based on observations, descnptions, and transects of the mapunit 11 Custom Soil Resource Report Description of Valent Setting Landform Dunes, hills Landform position (two-dimensional) Shoulder, backslope, summit, footslope Landform position (three-dimensional) Crest, side slope, head slope, nose slope Down -slope shape Linear, convex Across -slope shape Linear, convex Parent material Noncalcareous eolian sands Typical profile A - 0 to 5 inches sand AC - 5 to 12 inches sand Cl- 12to30inches sand C2 - 30 to 80 inches sand Properties and qualities Slope 3 to 9 percent Depth to restrictive feature More than 80 inches Natural drainage class Excessively drained Runoff class Very low Capacity of the most limiting layer to transmit water (Ksat) High to very high (6 00 to 39 96 in/hr) Depth to water table More than 80 inches Frequency of flooding None Frequency of ponding None Calcium carbonate, maximum in profile 1 percent Salinity, maximum in profile Nonsaline (0 0 to 1 9 mmhos/cm) Available water storage in profile Very low (about 2 4 inches) Interpretive groups Land capability classification (irrigated) 4e Land capability classification (non►n-ngated) 6e Hydrologic Soil Group A Ecological site Deep Sand (R067BY015CO), Rolling Sands (R072XY109KS) Hydnc soil rating No Minor Components Dailey Percent of map unit 10 percent Landform Interdunes Landform position (two-dimensional) Footslope, toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Concave Ecological site Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Hydnc soil rating No Vona Percent of map unit 5 percent Landform Hills Landform position (two-dimensional) Footslope, backslope, shoulder Landform position (three-dimensional) Side slope, head slope, nose slope, base slope 12 Custom Soil Resource Report Down -slope shape Linear Across -slope shape Linear Ecological site Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydnc soil rating No Haxtun Percent of map unit 5 percent Landform Interdunes Landform position (two-dimensional) Footslope, toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Concave Ecological site Sandy Plains (R067BY024CO), Sandy Plains (R072XY111 KS) Hydnc soil rating No 72 —Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol 363r Elevation 4,600 to 5,200 feet Mean annual precipitation 13 to 15 inches Mean annual air temperature 48 to 55 degrees F Frost -free penod 130 to 160 days Farmland classification Farmland of local importance Map Unit Composition Vona and similar soils 85 percent Minor components 15 percent Estimates are based on observations, descriptions, and transects of the mapunit Description of Vona Setting Landform Terraces, plains Down -slope shape Linear Across -slope shape Linear Parent matenal Alluvium and/or eolian deposits Typical profile H1 - 0 to 6 inches loamy sand H2 - 6 to 28 inches fine sandy loam H3 - 28 to 60 inches sandy loam Properties and qualities Slope 0 to 3 percent Depth to restnctive feature More than 80 inches Natural drainage class Well drained Runoff class Very low Capacity of the most limiting layer to transmit water (Ksat) High (1 98 to 6 00 in/hr) 13 Custom Soil Resource Report Depth to water table More than 80 inches Frequency of flooding None Frequency of ponding None Calcium carbonate, maximum in profile 15 percent Salinity, maximum in profile Nonsaline to slightly saline (0 0 to 4 0 mmhos/cm) Available water storage in profile Moderate (about 6 5 inches) Interpretive groups Land capability classification (irrigated) 3e Land capability classification (non►rngated) 4e Hydrologic Soil Group A Ecological site Sandy Plains (R067BY024CO) Hydnc soil rating No Minor Components Remmit Percent of map unit 10 percent Hydnc soil rating No Valent Percent of map unit 5 percent Hydnc soil rating No r References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. N ational Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U .S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner. R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. U nited States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. U nited States Department of Agriculture, Natural Resources Conservation Service. N ational forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nres142p2_053374 U nited States Department of Agriculture, Natural Resources Conservation Service. N ational range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb 1043084 15 Custom Soil Resource Report U nited States Department of Agriculture, Natural Resources Conservation Service. N ational soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_ 054242 U nited States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nrcs142p2_053624 U nited States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 16 Stormwater Drainage Report Revision 0 Appendix APPENDIX F - MAINTENANCE PLAN MAINTENANCE MANUAL Liberty Facilities Platteville Terminal Weld County, Colorado Prepared for LIBERTY P[ P 1: LINE Liberty Pipeline, LLC 2331 City West Blvd Houston, TX 77043 November 2019 Prepared by Burns & McDonnell Engineering Company, Inc. 9400 Ward Parkway Kansas City, Missouri 64114 1 816-333-8400 Project Number: 102158 1.0 FACILITY DESCRIPTIONS AND MAINTENANCE CHECKLISTS Each of the following subsections includes a facility description, illustrated exhibit, and maintenance checklist for common stormwater facilities/components utilized in the Platteville Terminal. These include: 1. Detention Ponds 2. Control Structure/ Flow Restrictor 3. Debris Barriers (e.g.Trash Racks) 7. Grounds (Landscaping) Private stormwater facility owners should print the checklists that apply to their facilities and follow the inspection recommendations and frequencies. 1.1 Detention Ponds Stormwater detention ponds are open basins built by excavating below existing ground or by constructing above -ground berms (embankments). The detention pond temporarily stores stormwater runoff during rain events and slowly releases it through an outlet (control structure). Components that are typically associated with a detention pond include the following: control structure/flow restrictor, debris barrier (e.g. trash rack), energy dissipaters, access road, and fence. Flow access ramp into pond pond design water surface compact embankment emergency overflow spillway rip rap 2 pond inlet pipe alternative emergency outflow structure for ponds not required to provide a spillway control structure Detention Ponds Checklist cage Frequency Drainage System -eature f t.. Problem Conditions to Check For Conditions That Should Exist Any and debris trash which exceed 5 cubic feet per 1.000 square feet (this Is about equal to the amount of trash it would take to fill up one standarc M,S = �� = -: & Debris garbage general, there can). should In be Trash cleared and debris from site. Trash no visual evidence of dumping. If less than threshold aN trash a n d debris pan maintenance. will be removed at of next scheduled No danger of Any poisonous Cr nilsarrce pcisorous vegetation vegetation whin may where maintenance constitute a hazard to personnel or the public maintenance persornel or might normally be Poiscrous lie public_ Ary evidence (Coordinate with local A General Vegela.lon roxIoJ5 and weeds of noxious weeds as defined by State or local weed board) Complete ecadi:aaon of noxious regulations. (A p c i)4 weeds may not to requirements or adopted possible. Compliance IPM pores for :he use c f with State or local l'erbfcIdes). eradi:a:ion policies recut-_ l r.._ cc ntam,rants or :IIJt_ants present. M _ _ �, :. ��. I - _ - - - _ _{ ; - ; , Any gasoline, other evidence contain pollutants of of i, :38r r Iran .s :. } 'Coordinate ►erno vas! cleanup c. -,cal 443"..e- quality with resperse :;ercy). Rodents destroyed and A(') evidence of rodent dam or berm repaired. Doles If facility is acting as (Coordinate with local M General = o le rm: -1: a _, a dam evidence or berm. or any" of water piping health department; coordinate with through darn it tern 03 Ecology Darn Sa'ety rodent holes Office If pond t 0 acre-feet, exceeds \ F 3 ,b ity Is re turned to le s gn fu n ction . Ci 3 r% results In char e or RPin9 b M General _ _ _ a, g beavers and f r:Gtton of the tacit : removal of darns with appropriate permitting 3:4ere: esti When insects such ds Insects de s:r ova e •r�� -r d or A - E ~e _.I - wasps interfere and hornets with mainterance removed . 51:-? ply r = �: _ 4 = s in activities compliance wltI adopted !Pill poi uc es. Tree gro:e:i alas no: allow -Rees do 1 : Miler mainte r z nce access or main le 13 r ,_ a a r:i ries_ �:I• interfe-es with Harvestea trees A �, I Tree Hazard Grp ar b -_.., matnte ranee activity II e . should be recycle l slope mowing, slit into mulch or other removal, Yactoring, o- beneficial J3es (e.g., equipment rnoverneris!. I alders for t rewood _ Detention Ponds Checklist (Continued) Date Frequency Dratnafie Svatern Feature 1 j Problem Conditions to Check For Conditions Should That Exist trees ,'i l nainterance, remove are not Interfering l access or do not , . - It deal, ci sea trees 3'e Identified certified Arborist detern re hearth reri c'lai requirements) sed. or to of dying Rise tree a or Remove nazard Trees -1 SIce Slopes of Pond =._ _ -_t 77 Eroded Inches of damage or wl e 'e far cant 13T :eep (^ rLed age over *vire s Et I Ere re Is erosion. present potential 2 cause '_J'):es s:ab1 ilzed appropriate :cri.rol = .g rya:k -EIla -' 3-3S_. raid losing eroslol measures,. - ,:timer compaction. ae t, planting 1 = -• le Slopes of Porci �►.ny erosion compacted embankment. observed or a germ e. -'c -s1 1 n compacted Icersed =rED.1id resolve erosion. r is civil be consulted source occurring terms engineer or to a '-1 Storage Area Sedimert Ac -cumulated t►►at exceeds tYP ica iltr designed L r Ie ss otherwise cr affects c L. tletting 13c ilt''. b' pond 1nletYln�g condition sediment IC to 12-) t: deptn of specl'le or of Me 3 the 10 to C edlrn ent cleaned designed pond shape and depth; reseeded If r control erosion. out pond r c es sary ,1 1:�3 3 As'`- Liner ill Applicable) Liner is more holes visible Man I-i It and has Three 1s Inch Liner repaired or replaced Liner is fully ::oiere1. .1 R : RE -re = 7 E: - : , I _- r•fe e-.: - licensed I^e Any has liar It settlement measure determine settlement be severe berm shoLid ueternIne part se: the an Indtca1 of led prcible be of design berm o L civil consulted the berm 4 amount tie: Inches Is to Settling :r T ,erorks. eng source elevation. apparent, a of 'with freer watch lower of can more the A to :' C : 6. C _ I ::3 ,: I: l e 145 _ e ie ; 3 l i cpr settlement. 3ond Berns iD1kes; i.�j tirougn Discernable Ongoingerosion potential continue. Goetechricai called evaluate recomrr ccnditioi. pond to er for (Recommend condition d water'lcww berm eroslor engireer Inspect repair with to a be and and of Fipmg `-_saan re eliminated. solved. potential In ,._.. 4 Detention Ponds Checklist (Continued) Date =rsquen:.;y Cra nape System =eature r *' Prot) er Conditions to Check For Conditions Shots That d Exist Emergency Overflow! x Tree Growth Tree spillways roblems failure r cortrolled uncorA growthon creates of the ar emergency d may berm overtopping.and blockage cause due to reessrou1 removed system less root left Otherwise should engineer consulted berrmspldway restoration. Weersed lo the than system to It root is Snail 4 Ilohes) ray place. tre roots. be removed term restored. chili should {or proper (base be be Dye Emergency Overflow/are Spillway Emergency Overflow Spillway Orly exists area larger, ratl' flow (Rip reed one above five a soil path -rap not layer square or ary ot on be at the spillway. Inside re of rative exposure . ta►ced.'s rock soil feet top of slopes in or o' out Rocks restored standards. and pad depth to design Key (M) Monthly from November through April. (A) Once in late summer (preferably September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). Extended detention basins have low to moderate maintenance requirements. Routine and nonroutine maintenance is necessary to assure performance, enhance aesthetics, and protect structural integrity. The dry basins can result in nuisance complaints if not properly designed or maintained. Bio-degradable pesticides may be required to limit insect problems. Frequent debris removal and grass -mowing can reduce aesthetic complaints. If a shallow wetland or marshy area is included, mosquito breeding and nuisance odors could occur if the water becomes stagnant. Access to critical elements of the pond (inlet, outlet, spillway, and sediment collection areas) must be provided. The basic elements of the maintenance requirements are presented in the following table. Required Action Maintenance Objective Frequency of Action Lawn Mowing & Care Lawn Occasional vegetation. 4 at inches 4 to 6 tall inches. mowing Maintain and to nonirrigated irrigated limit unwanted turf native grass turf as 2 to grasses Routine requirements. — Depending on aesthetic Debris & Removal Litter Remove minimize aesthetics. debris outlet and clogging litter and from the improve entire pond to Routine seasons significant — (that Including rainfall is, April events. just and before May) annual and following storm Erosion & Control Sediment Repair basin and and revegetate channels. eroded areas in the Nonroutine based on — inspection. Periodic and repair as necessary Structural Repair channel whenever pond liners, damage inlets, and outlets, energy is discovered. forebays, dissipators low flow Nonroutine regular inspections. — Repair as needed based on 5 (continued) Required Action Maintenance Objective Frequency of Action Inspections Inspect basins to insure that the basin continues to function as initially intended Examine the outlet for clogging, erosion, slumping, excessive sedimentation levels, overgrowth, embankment and spillway integrity, and damage to any structural element Routine — Annual inspection of hydraulic and structural facilities Also check for obvious problems dunng routine maintenance visits, especially for plugging of outlets Nuisance Control Address odor, insects, and overgrowth issues associated with stagnant or standing water in the bottom zone Nonroutine — Handle as necessary per inspection or local complaints Sediment Removal Remove accumulated sediment from the forebay, micro -pool, and the bottom of the basin Nonroutine — Performed when sediment accumulation occupies 20 percent of the WQCV This may vary considerably, but expect to do this every 10 to 20 years, as necessary per inspection if no construction activities take place in the tributary watershed More often if they do The forebay and the micro -pool will require more frequent cleanout than other areas of the basin, approximately every 3 to 6 months until the concrete liners are constructed After each concrete liner is constructed, slightly less frequent cleanout will be required, approximately every 1 or 2 years 6 1.2 Control Structure/Flow Restrictor Control structures/flow restrictors are located on the outlet pipe of a detention system The control structure is typically a concrete catch basin with a riser The control structure reduces the discharge rate of stormwater from a detention facility The flow is regulated by a combination of orifices (holes with specifically sized diameters) and weirs (plates with rectangular or vee shaped notch) Lack of maintenance of the control structure can result in the plugging of an orifice This can result in flooding of the stormwater system and/or an increase in the rate of discharge from the site potentially damaging downstream property Notes (1) Mounted to the back of the headwall (2) Mounted to the front of the headnall Perspective View of a Standardized Water Quality Outlet with Flared Wing Walls I. / . / / / ` - / - i i Top of Concrete sill end Bottom of t ticro-Pool utoff Wall for Sill Notes (1) Mounted to the back of the headwall (2) Mounted to the front of the headeall Perspective View of a Standardized Water Quality Outlet with Straight Wing Walls 7 I r Control Structure/Flow Restrictor Checklist Dare Frequency Drainage System "l: J tu'i I d• f Problem Conditions to Check For Condttio That Should E xlst �A General Trash Or In Sed udes ment) and Debris Materia sump below exceecs depth orifice or 1 plate. 25% foot of Control or A removed. 1 trash a structure is not blocked. and €febr=s c A General Structura Damage Structure attaches is not to manhole securely wall. Structure attached cutlet securely to wall pipe. and A General Structura Damage Structure position from plumb). is tallow not in up upright to 10%Structure pot ticn in correct . A General Structura Damage Connections are show not watertight signs of to outlet rust. and pipe Connections p structure replaced des pe gned are water repaired and . to tight; works outlet or as A General Structura Damage Any cesignec structure_ holes —other than --in the Structure other holes. than has no cesignec holes holes A Cleanout Gate Damaged Missing or Cleanout watertight gate or s is m not ssing. Gate is watertight works as designed. and A Cleanout Gate Damaged Missing or Gale and ma down ntenance cannot by be moved one person. up Gate down watertight. moves easily up and and is A Cleanout Gate Damaged Missing or Chain/rod s reading missing or to gale damaged_ Chain works is r as designed. place and A Cleanout Gate Damaged Missing or Gate is rusted Is surface over 50% of area_ Gate replaced des is repaired gn standards to or meet A Orifice Plate Damaged Missing or Control working missing, bent orifice device property out plate. of is not due place, to or Plate works is r place as resigned. and t4 S Orifice Plate Obstructions Any sec block.,rtg tras im ent, i, the debris, or vegetation plate. Plate obstructions as is free of and desgned. all works Overflow Pipe Obstructions Any blockag potential overt trash ow or (or of pipe. debrs having blocking) the the Pipe is free obstructions as designed of a anc I works A Manhole Cover Not h Place Cover panda open rnanhc maintenance. is ty in missing place. or e requires on Any y Manhole is closed. 8 Control Structure/Flow Restrictor Checklist (Continued) Dire F rogue n cy Drainage System Feature :. ,f Problem Conditions to Check For Condlons Ex lit That Should A Manhole Looking Mechanism Waiting Not Meehan opened maintenance prccer Barre inch apply of have to tools. thread sm by se one less f- cannot person Bolts than (may ticking intoproper be not 'ids). with 1/2 Mecansm teals. opens with � Manhole Remove Difficu't to One ma cannot applying pressure. oov�er from remove bo ntenance normal Intent sea ' lid lifter ing person after is to off keep Cover and and rn,a �n can re r staled , .enanoe be removed by one person. access maintenance. Manhole Ladder Unsafe Rungs Ladder missing misalignment, attached rust, or is rungs_ to unsafe structure not cue securely to wall, Ladcer stank:ar�is_ ma sale in-enanrc�e access. meets lbws person desi_gn cracks. Key: (M) Monthly from November through April. (A) Once in late summer (preferably September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). 9 1.3 Debris Barriers (e.g. Trash Racks) Debris barriers consist of bar grates over the open end of a culvert or conveyance pipe. The intent of a debris barrier is to prevent large materials from entering a closed pipe system. Debris barriers are typically located on the outlet pipe from a detention pond to the control structure. If a debris barrier is not located on the outlet pipe, one should be provided to prevent plugging of the control structure and possible flooding. Access barriers are similar to debris barriers but are included on all pipe ends that exceed 18 inches in diameter. Their function is to prevent debris and unauthorized access into the storm conveyance pipe. Removing debris and maintenance to the debris barrier when there is flow through the conveyance pipe should be performed by qualified personnel only. bar frame anchor strips Debris Barriers (e.g. Trash Racks) Checklist D9:e Fr€au€nc y Dr3 Syal€ Facture 3Q3 n - - r .. Pr D le Rn G and t one to c hiack For Conditions That Ex tat Should tip. S General Trash a ^ d Debris Trash plugging or debris more than that is 20% of Barrier cesign cleared to row capacly. the openings in the ban- er. A Damaged/Missing Bars. Bars are more than bent out 3 inches. of shape Bars berms inch in place more than with no 354 General A Bars to design.. in place accord rig General Damaged/Missing Bars. Bars barrier are ii .ssing miss-ng. cr ert re A Damaged/Missing Bars are oose anti ruse. s Barrier repaired star darn rep to s. -aced design or General Bars. causing to any 50% part of deterioration barrier A General nlet/Outlet Pipe Debrs not attached barrier miser to • i.e.. or Barrier to lee_ f rri ly attached Key: (M) Monthly from November through April. (A) Once in late summer (preferably September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). 10 1.4 Grounds (Landscaping) Landscaping is an essential component of stormwater management. Bare soil areas generate higher levels of stormwater runoff and sedimentation in stormwater facilities. The following check list gives some general guidance for landscape management. Grounds (Landscaping) Checklist D.,:h < < F Frequency Dra. n Syetem Feature age - - - Pr_ [limn C oni tlons :o Check For Gondattane That Ex let St*ou i M General Weeds tinonpas:nous; Weeds 2C% of the and growing In more landscaped nd snruts onr�, man area , Weeds present titan E% of area. Ir less tre landscaped M Gereral mseGt polsono�s hazard or Mry preser ce of poson other oisor�ous .�� etatic�n gInsect Insect nests. 4y or �r No or landscaped p: sonous nests area ve-getatior p esent Ir vege-.a:i^n M,S Gererai Trash or Inter Se? bonds C necList. See Ponds Cneckxts:. KS Gererai Eresbn of Ground Su flee Noticeat a Ills are seen In landscaped areas. Causes of erescon lSentifled and sleps to slow dove/spread the water Eroded are lied, ocitoured, seeied. are areas taker out and Trees and sr ruts Damage Lirres or parts ce trees shri.ts that are spit which affect more than the total •c age at 511 rt,b or Pie or c poker 2f% of tree or tree rim restore darn treess:nr� snape ihrubs age cs to 9epl3ce 'set severe M Trees arc Wit s :ana e Trees or sr rubs :nat na'de bean blown dorwr cc kroc-led over. Repaart for IrJury Replace darn aged tree, Inspecting :o stern or races. If severely Trees arc strut 5 2ar4'tage Trees acegL Iea -i lr of :re or shrubs 3tePPr y^ 0 roots sJoported er �S rich are or IJ S 19 exptisure not are F ace coatei treeseshrubs slakes and rubher- Iles arourd ycur•g for Sig ppo�. Key: (M) Monthly from November through April. (A) Once in late summer (preferably September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). 2 0 DEVELOPING A MAINTENANCE PROGRAM A stormwater maintenance program is essential to ensure that the facilities continue to function as designed to prevent possible flooding and property damage The maintenance program consists of inspections and repairs as detailed in the maintenance checklists provided in Section 3 0 Stormwater management facilities are not intended to replace good housekeeping procedures Good housekeeping includes educating facility users of proper storage and disposal of chemicals and potential pollutants, procedures for spill cleanup, proper use of fertilizers and other lawn care products, and maintenance of equipment to prevent release of pollutants to the stormwater system Guidelines for establishing good housekeeping procedures (Source Control BMPs) and developing a training program to educate facility users can be found in the Pierce County Stormwater Pollution Prevention Manual 2 1 Who Should Perform Maintenance Duties? Private stormwater facility owners are responsible for ensuring that the facilities are maintained and continue to function as designed Some activities such as litter removal and mowing can be effectively undertaken by facility owners, however, it is usually worth the cost to have a professional do the more difficult tasks Filling eroded areas and soil disturbing activities, such as reseeding or re -planting vegetation are tasks that a professional landscaping firm should manage If these tasks are not performed properly, erosion may occur resulting in accelerated sedimentation of stormwater facilities Grading and sediment removal are tasks that are best left to professional contractors with the equipment and experience to safely perform the task and who are also able to identify potential problems early when it is most cost effective to make repairs or alterations 2 2 Working with Maintenance Contractors Selecting and working with a maintenance contractor can be an intimidating process for many private facility owners The following is a guideline for researching and choosing a qualified contractor to meet your maintenance needs Start your search for a contractor the right way - be informed The information provided below will help you in your search for the right contractor for your job • Landscape maintenance contractors are typically capable of providing most routine maintenance for stormwater facilities Special, non -routine maintenance may require an earthwork contractor or vactor company Recently, several contractors have started specializing in stormwater facility maintenance Private owners can choose to hire contractors when individual maintenance needs arise or enter into annual maintenance agreements where the contractor monitors and provides routine maintenance throughout the year as needed o Develop a list of potential contractors Look in the Yellow Pages and/or ask friends, neighbors, relatives, and coworkers who they have used Find out if their experiences were good or bad and why Ask if they would use the contractor again • Ask contractors for references Call your potential contractors and ask for a list of their customers or locations of completed jobs Call references and ask whether they were satisfied with the job done, if the contractor kept to the agreed upon schedule, and whether they would hire the same contractor again • Ask to which trade associations the contractor belongs Membership in a professional association is one sign the contractor recognizes the responsibilities of being a professional • Make sure to obtain and evaluate bids Ask for a free written estimate of the work you want done Be sure everyone is bidding on the same exact scope of work and including the exact materials you want Be sure all quotes include everything you want and that there is a clear understanding of work to be performed by owner and work to be performed by contractor 12 • Remember "you get what you pay for " A higher bid may be worth the price for better workmanship and contractor reliability • Make sure you understand the different types of bids you may receive Be careful about hiring a contractor on an hourly time -and -materials, or costplus basis Although the price may seem high at first, a fixed -price bid may give you the best protection and price Also beware of "special deals, demonstration projects," or "a great deal from a friend of a friend " Completely review and understand the contract prior to authorizing work 2 3 How much will it Cost to Maintain a Stormwater Management System9 Specific maintenance costs depend on the characteristics of the facility, the site, and the area that contributes runoff to the facility The general rule of thumb is that annual maintenance costs will be 5 to 10% of the facility's total capital cost Routine, scheduled maintenance can help keep overall costs down by addressing problems before they require major attention Most of the routine maintenance measures recommended in the checklists (excluding major repair and replacement) are estimated to have an annual cost of $200 to $600 per acre of facility, above current landscape maintenance costs Costs can vary depending on the types and level of maintenance practices used The cost and intensity of maintenance activities are usually higher during the two-year plant establishment period than after the facility has "settled in" after those first two years You need to determine how you will finance your maintenance needs A healthy reserve should be put into place for both capital maintenance procedures (e g , facility replacement and non -routine maintenance such as sediment removal, facility component repair or replacement, major replanting, or safety structure construction) and operating maintenance procedures (routine activities such as facility inspection, debris removal, and vegetation management) The best recommendation is to establish a facility maintenance fund The fund should include • Ten percent of the facility's capital cost for annual routine maintenance per year • A percentage of the non -routine maintenance costs per year (i e for sediment removal, vegetation replacement) based on the frequency of removal For example, if the facility needs mechanical sediment removal every 10 years, 10 percent of the total cost should be put aside each year • An additional 3 to 5% of the facility's capital cost per year for eventual facility replacement, based on the facility's life expectancy Most of these facilities have a life expectancy of 25 to 50 years 13 Stormwater Drainage Report Revision 0 References 5.0 REFERENCES Weld County Engineering Construction Guidelines, Weld County, Colorado Urban Storm Drainage Criteria Manual (USDCM), Urban Drainage and Flood Control District (UDFCD), 2019 BURNS $ICDONNELL_ CREATE AMAZING. Burns & McDonnell World Headquarters 9400 Ward Parkway Kansas City, MO 64114 O 816-333-9400 F 816-333-3690 www.burnsmcd.com Liberty Facilities Platteville Terminal Stormwater Drainage Report LIBERTY Liberty Pipeline, LLC Liberty Pipeline Project No. 117750 Revision 0 11/14/2019 Liberty Facilities Platteville Terminal Stormwater Drainage Report prepared for Liberty Pipeline, LLC Liberty Pipeline Weld County, Colorado Project No, 117750 Revision 0 11/14/2019 prepared by Burns & McDonnell Engineering Company, Inc. Kansas City, MO INDEX AND CERTIFICATION Liberty Pipeline, LLC Liberty Facilities Platteville Terminal Stormwater Drainage Report Project No. 117750 Report Index Chapter Number 10 20 30 40 APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E APPENDIX F Chapter Title GENERAL LOCATION & DESCRIPTION DRAINAGE BASINS AND SUB -BASINS DRAINAGE DESIGN CRITERIA CONCLUSIONS DRAINAGE DELINEATIONS CONSTRUCTION DRAWINGS HYDROLOGIC CALCULATIONS HYDRAULIC CALCULATIONS NRCS SOIL MAPS MAINTENANCE PLAN Certification I hereby certify, as a Professional Engineer in the state of Colorado, that the information in this document was assembled under my direct personal charge This report is not intended or represented to be suitable for reuse by the Liberty Pipeline, LLC or others without specific verification or adaptation by the Engineer Marcus Moore, P E Colorado Date November 14, 2019 Stormwater Drainage Report Revision 0 Table of Contents TABLE OF CONTENTS Page No. 1.0 GENERAL LOCATION AND DESCRIPTION 1-1 1 1 Site Location 1-1 1 2 Description of Property 1-1 1 2 1 Existing Site 1-1 1 2 2 Existing Site Drainage 1-1 1 2 3 Natural Resources Conservations Service (NRCS) Soil Survey 1-1 1 2 4 Proposed Land Use 1-1 1 2 5 Wetlands 1-2 1 3 Permits 1-2 2.0 DRAINAGE BASINS AND SUB -BASINS 2-1 2 1 Major Drainage Basins 2-1 2 1 1 Middle South Platte -Cherry Creek 2-1 2 2 Minor Drainage Basins 2-1 2 2 1 Basin A 2-1 222 BasinB 2-1 223 BasinC 2-1 2 2 4 Basin D 2-2 2 2 5 Basin E 2-2 2 2 6 Basin F 2-2 3 0 DRAINAGE DESIGN CRITERIA. 3-1 31 Regulations 3-1 3 2 Hydrologic Criteria 3-1 3 3 Hydraulic Criteria 3-1 3 3 1 Detention Ponds 3-1 3 4 Water Quality Management 3-2 3 5 Erosion and Sedimentation Control 3-2 4.0 CONCLUSIONS 4 1 Compliance with Standards 4 2 Drainage Concept Summary APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E — APPENDIX F — — DRAINAGE DELINEATIONS — CONSTRUCTION DRAWINGS - HYDROLOGIC CALCULATIONS - HYDRAULIC CALCULATIONS NRCS SOIL MAPS MAINTENANCE PLAN 4-3 4-3 4-3 Liberty Facilities, LLC TOC-1 Burns & McDonnell Stormwater Drainage Report Revision 0 Table of Contents 5.0 REFERENCES 5-1 Liberty Facilities, LLC TOC-2 Burns & McDonnell Stormwater Drainage Report Revision 0 Table of Contents Table 2-1 Table 2-2 Table 2-3 LIST OF TABLES Minor Drainage Basins Summary Minor Drainage Basins Summary, Continued Detention Basin Summary Page No. 2-2 2-3 2-3 Liberty Facilities, LLC TOC-3 Burns & McDonnell Stormwater Drainage Report Revision 0 List of Abbreviations Abbreviation Approx BMcD BMP FHAD MGD NOAA NRCS PFDS PUD RCP UD UDFCD USDCM WQCV LIST OF ABBREVIATIONS Term/Phrase/Name Approximate Burns & McDonnell Best Management Practice Flood Hazard Delineation Million Gallons per Day National Oceanic and Atmospheric Administration Natural Resources Conservation Service Precipitation Frequency Data Server Planned Urban Development Reinforced Concrete Pipe Urban Drainage Urban Drainage and Flood Control District Urban Storm Drainage and Flood Control District Criteria Manual Water Quality Capture Volume Liberty Facilities, LLC i Burns & McDonnell Stormwater Drainage Report Revision 0 General Location And Description 1.0 GENERAL LOCATION AND DESCRIPTION 1 1 Site Location The Liberty Pipeline Platteville Terminal is located on the south side of Weld County Road (WCR) 30, 0 25 miles west of WCR 47 More accurately, it is located within the west 1/2 of the northeast '/4 of Section 26, Township 3 North, Range 65 West There are no major drainageways or storm drainage facilities within or adjacent to the site 1.2 Description of Property 1.2.1 Existing Site The current Platteville Terminal site is approximately 80 9 acres, covered by native grasses and aggregate course material The site includes several aboveground pipeline equipment, access drives, and chain link fence There are no affected wetland areas on or adjacent to the site 1.2.2 Existing Site Drainage The existing site slopes generally from the southeast corner to the northwest corner, with approximately 35 feet of overall elevation change from the high to low elevation points There is a high point in the middle of the site that directs flow to the northwest and southwest Currently, there is no storm drainage infrastructure on the site All current runoff sheet flows until it becomes channelized flow and discharges offsite 1 2.3 Natural Resources Conservations Service (NRCS) Soil Survey Soil data was obtained from the NRCS website — Web Soil Survey Tool According to the NRCS report, the soils vary within the Platteville Terminal project site A summary of the NRCS Soil Report and each Hydrologic Soil Group can be found in Appendix E The onsite soils are classified as Type A soils, thus, it exhibits low runoff rates and high infiltration rates when thoroughly wet 1.2.4 Proposed Land Use The Platteville Terminal is part of a 700 -mile crude oil pipeline from Guernsey, WY to Cushing, OK that will provide shippers in the Rockies and Bakken access to destinations on the U S Gulf Coast Proposed additions to the site include two 200 MBBL tanks, containment dikes, a new operation building, access drives, electrical equipment including a PDC building, and associated equipment and piping The proposed development will include stormwater control features to meet Weld County Regulations There are plans for future installation of two additional 200 MBBL tanks All drainage calculates and site layout information take into account the two future 200 MBBL tanks Liberty Facilities, LLC 1-1 Burns & McDonnell Stormwater Drainage Report Revision 0 General Location And Description 1.2.5 Wetlands There are no wetland areas located on or near the project site 1.3 Permits Permits required for construction by the Weld County include a land disturbance permit (requires an Erosion Control Plan) and a building permit Additional required permits include a Colorado Department of Public Health & Safety (CDPHE) Construction Stormwater Discharge Permit, USR Permit, Access permit, and Weld County Grading Permit Liberty Facilities, LLC 1-2 Burns & McDonnell Stormwater Drainage Report Revision 0 Drainage Basins And Sub -Basins 2.0 DRAINAGE BASINS AND SUB -BASINS 2.1 Major Drainage Basins 2.1.1 Middle South Platte -Cherry Creek This major drainage basin generally slopes northeastward through Weld County It ts located within the South Platte River basin The basin outlets into the South Platte River 2.2 Minor Drainage Basins A Drainage Basin Map showing the extents of the post development drainage basins and locations of drainage features within the project site has been included in Appendix B 2.2.1 Basin A The 17 98 -acre basin encompasses the northwest portion of the site All flow within the area is conveyed to the northwest by the current grades Stormwater exits the basin through overland flow and leaves the site The existing conditions have a percent imperviousness of 3 9% and the proposed conditions have a percent imperviousness of 4 9% The soil types within the basin are 100% hydrologic soil group A 2.2.2 Basin B This minor drainage basin encompasses the area east of the proposed tank , it has an approximate size of 20 29 acres The area includes one of two new detention ponds on site, part of the containment dike, new aggregate access roads, concrete pads for 3`d party pumps, and a portion of the new operation building Runoff originating in the southeastern most part of the basin will sheet flow across the access drive to a 4 - foot bottom drainage swale Once the runoff reaches the swale it will flow to the north into the detention pond Flow from the northeastern part of the basin will sheet flow off site Then flow from the middle portion of the basin will sheet flow to culverts that flow underneath the access road and direct flow to a 4 - foot bottom drainage swale that drains into the north detention pond The existing conditions have a percent imperviousness of 2 9% and the proposed conditions have a percent imperviousness of 22 6% The soil types within the basin are 100% hydrologic soil group A 2.2.3 Basin C This minor drainage basin encompasses a 3 89 -acre portion in the center of the site This drainage basin will include two tanks and containment dikes Within the containment dikes there will be two 10" ductile iron pipes with valves that will control the runoff leaving the containment area The intended plan for this basin would be to hold back stormwater runoff during a storm event to allow Liberty Pipeline, LLC employees to ensure there is no oil sheen on the water surface If there is no oil sheen the valves will be Liberty Facilities, LLC 2-1 Burns & McDonnell Stormwater Drainage Report Revision 0 Drainage Basins And Sub -Basins opened once the rest of the runoff from the stormwater event has drained off site Both pipes drain to a 4 - foot bottom drainage swale that directs stormwater to the north detention pond The existing conditions have a percent imperviousness of 2 0% and the proposed conditions have a percent imperviousness of 75 7% The soil types within the basin are 100% hydrologic soil group A 2.2.4 Basin D This minor drainage basin encompasses a 3 88 -acre portion in the center of the site This drainage basin will include the other two tanks and containment dikes Basin D will have similar outlet controls to that of Basin C The two 10" ductile iron pipes will route under the west side of the containment dike and outlet to a 4 -foot bottom drainage swale that directs runoff to the south detention pond The existing conditions have a percent imperviousness of 2 0% and the proposed conditions have a percent imperviousness of 75 7% The soil types within the basin are 100% hydrologic soil group A 2.2.5 Basin E This minor drainage basins encompasses a large portion of the southeastern part of the site, and the areas directly west and east of the containment dikes The total acreage for Basin E is 20 69 acres, which include part of the new operations building, access roads, southern detention pond, and part of the containment dikes Runoff from the southeast corner of the basin will sheet flow into the detention pond, while flow coming from the northern part of the basin will sheet flow into one of two 4 -foot bottom drainage swales that will direct flow to the southern detention pond The existing conditions have a percent imperviousness of 2 9% and the proposed conditions have a percent imperviousness of 23 6% The soil types within the basin are 100% hydrologic soil group A 2 2 6 Basin F This minor drainage basin encompasses the southwest portion of the site The basin has a total acreage of 14 10 acres and is made up of existing vegetation The runoff from this basin will sheet flow off site as it currently does The percent imperviousness for the existing and proposed conditions is 2 0% The soil types within the basin are 100% hydrologic soil group A Table 2-1 Minor Drainage Basins Summary Minor Drainage Basin Existing Total Impery (%) Proposed Total Impery (%) Area (Acres) A 39 49 1798 Liberty Facilities, LLC 2-2 Burns & McDonnell Stormwater Drainage Report Revision 0 Drainage Basins And Sub -Basins Minor Drainage Basin Existing Total Impery (%) Proposed Total Impery (%) Area (Acres) B 29 226 2032 C 2 0 75 7 3 89 D 20 757 388 E 2 9 23 6 20 69 F 20 20 1410 Table 2-2 Minor Drainage Basins Summary, Continued Minor Drainage Basin Existing Runoff Q(10), cfs Existing Runoff Q(100), cfs Proposed Runoff Q(100), cfs A 0 65 10 99 11 70 B 0 55 12 32 26 64 C 0 07 2 53 13 47 D 0 06 2 19 13 43 E 0 50 11 29 25 15 F 0 18 6 12 6 12 Sum 2 01 45.44 96 51 Table 2-3 Detention Basin Summary Extended Drainage Basin Proposed Zone 1 Volume (WQCV), acre- feet Proposed Zone 2 Volume (EURV +Zone 1), acre-feet Proposed Zone 3 Volume (100 - year+EURV+ WQCV), acre- feet Spillway Volume, acre- feet Top of Detention Pond Volume, acre-feet North Pond 0 213 0 425 0 941 1 50 2 271 South Pond 0 231 0 452 1 017 1 61 2 748 Liberty Facilities, LLC 2-3 Burns & McDonnell Stormwater Drainage Report Revision 0 Drainage Design Cntena 3.0 DRAINAGE DESIGN CRITERIA 3.1 Regulations The design criteria for the proposed drainage system for the Platteville Terminal project are in accordance with Weld County's Weld County Engineering Construction Guidelines document and the Urban Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM) 3.2 Hydrologic Criteria The proposed drainage facilities were analyzed using a 10 -year recurrence interval design storm (1 40 inches/hour) for the minor event and a 100 -year interval design storm (2 68 inches/hour) for the major event The design storms were collected from the NOAA Precipitation Frequency Data Server (PFDS) The rational method in the UDFCD spreadsheets were used to calculate runoff for all parts of the project area This method was utilized because the overall drainage area is less than 90 acres The detailed results of the hydrologic computation are presented in Appendix C 3.3 Hydraulic Criteria Hydraulic analyses were performed to size and evaluate the performance of the detention pond with outlet structure, drainage swale, and culverts The site was designed with the assumption of being classified as nonurbanizing This would require the detention ponds to detain the 1 -hour 100 -year storm event and to have a total release rate, for this storm event, equal to the 1 -hour 10 -year historic release rate To calculate the detention ponds size and outlet controls the UDFCD "UD-Detention v3 07" spreadsheet was used Manipulation was done to the spreadsheets to allow the design to meet the Weld County Regulations The detailed results of the hydraulic computation are presented in Appendix D 13.1 Detention Ponds The capacity for both detention ponds are designed to fully detain the WQCV and 1 -hour 100 -year storm event for the basins that are flowing into each pond The spillways and outlet structures have been designed to safely discharge on -site flow A concrete outlet structure and culvert was designed for each detention pond and was sized using the "UD-Detention_v3 07" spreadsheet Both outlet structures are designed to drain the WQCV in a 40 -hour time span Each pond has a rip rap armored spillway that is designed to allow for a 6" flow depth and a foot of freeboard during a storm event that surpasses the 100 - year storm The spillway crest length for the north pond is 20 feet and has an invert 1 5 feet below the top of the pond The south pond's spillway crest length is 26 feet and has an invert 1 54 feet below the top of the pond The release rate for the north detention pond is controlled by a concrete outlet structure with a 12" culvert that has a control plate starting 1 125" above the invert of the pipe The outlet structure is Stormwater Drainage Report Revision 0 Drainage Design Criteria designed to have a release rate equal to the 1 -hour 10 -year historic runoff of Basm'B (0 55 cfs) during a 1 -hour 100 -year storm event After releasing from the culvert, runoff will pass through the riprap protected outlet and level spreader then it will discharge off site through Basin A The release rate for the south detention pond is controlled by a concrete outlet structure with a 12" culvert that has a control plate starting 1 33" above the invert of the pipe The outlet structure is designed to have a release rate equal to the 1 -hour 10 -year historic runoff of Basin E (0 50 cfs) during a 1 -hour 100 -year storm event After releasing from the culvert, runoff will pass through the riprap protected outlet and level spreader then it will discharge offsite through Basin F 3.4 Water Quality Management To verify compliance with the County's criteria and promote enhanced water quality in stormwater leaving the site, Best Management Practices (BMP's) were utilized The two detention ponds capture, detain, and release the WQCV within a time period of 40 hours within the respective basins 3.5 Erosion and Sedimentation Control Several non-structural BMP's will be incorporated throughout construction including phasing and completing land disturbing activities, minimizing disturbed areas, roughening disturbed areas, and reseeding or final stabilization promptly after land disturbance Structural BMP's to be used on the site include sediment control logs, rock check dams, riprap inlet/outlet protection, vehicle tracking control, concrete washout area, and a stabilized staging area Sediment control logs will be installed along the perimeters of the site, as well as around any temporary stockpiling locations utilized by the contractor All slopes greater than or equal to 4 1 (H V) will be stabilized with erosion control blankets Sediment control logs will also be utilized near storm Inlets and locations of heavy flow volumes, to aid in reducing runoff velocity and to allow suspended particulate to settle out Riprap protection will be installed at culvert outlets and pond spillways Vehicle tracking control will be installed at the construction site entrance, as well as a concrete washout All construction traffic will have limited access to the site, through the construction entrance only A stabilized staging area will be installed to reduce erosion for staging material storage areas with high construction traffic Inlet protection will be installed at all culvert, storm sewer, and outlet structures to improve water quality before releasing runoff downstream The site will remain in a roughened condition during construction and will be promptly seeded with native grass or graveled after land disturbing activities have been completed These structural BMPs can be seen in the erosion control plan, provided in Appendix B Stormwater Drainage Report Revision 0 Conclusions 4.0 CONCLUSIONS 4.1 Compliance with Standards The design of the proposed drainage system for the Platteville Terminal project complies with the adopted drainage criteria of Weld County and the standards of the Urban Drainage and Flood Control District The design criteria for the proposed drainage system are in accordance with the Weld County Engineering Construction Guidelines and the Urban Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM) 4.2 Drainage Concept Summary The proposed system design will allow for the conveyance of runoff from the WQCV, EURV, and 100 - year storms to the appropriate discharge points The proposed drainage facilities will improve drainage conditions after construction of the Platteville Terminal project and provide water quality benefits prior to stormwater leaving the site Stormwater Drainage Report Revision 0 Appendix APPENDIX A - DRAINAGE DELINEATIONS A C - - - , - , ,Ir _,. F ,67,--- -__iryI_,.. ,_ _Jli _ —. hy g .,. .- _ _ _ ___ -7 -- --- LEGEND _ _ - - --,y _i-"t:1-4F-77, T s,� 24-_1'7'-7_4-`-` -`"' Sj6 —_ - -'t _ - ' 1r `�rt -/irr--� �i5V7VL Tt y_ff:Ti 111 I {- FI, ', I , 11 1 , I � I = - -_- I --5530_—EXISTING MAJOR CONTOUR -5531- - EXISTING MINOR CONTOUR -5530- MAJOR CONTOUR ` \^� ` ' A } /I _, ',r F !� 1 I I 5531 MINOR CONTOUR \I L, -1J 9_gII39 �I, 1 I,II fl J I J - # \ _ I` O65A099 / ` III _ I ' r ------ BOUNDARY BASIN I't ' -.-.- C- I 11 I Y' 1 , BASIN DESIGNATION ,'`' 1 .7.'"---.' I , �`TL «' I 1 I -' _.. Y I BASIN AREA (ACRES) 003 30 PERCENT IMPERVIOUS (%) \ I 9 - „ J ? , ` 1 -- Hi -e/ l 1 1 HR 10 YR PEAK RUNOFF (CFS) 0 10 1 0 1 HR 100-YR PEAK RUNOFF (CFS) , I I ,' C _.5 �p-, - - f • _ I\ L. 11°-----i ' _ -1 r J -, �/ 1 �K ' r I j BASIN AREA 10 -YEAR FLOW (CFS) 100 -YEAR FLOW (CFS) �1 i-I, 1-- 1 11 ,L B 1 _ 7 i- ' t 1 20 ]al a9 i A 1798 088 1170 �, Q ----� —_ r— 055 a 3a h J f ` B 20 32 6 80 26 64 ii 1 — '1 I' C 3 89 6 23 13 47 r1 -71 7, ,,,,l., �1— - 3 �� di D 3B6 621 1347 ' ` �� . I'-�`� ' 'f f -f H j — E 2069 659 2515 II I F 1410 018 812 1 `•'I I FNORTH 5 1 f ° JI I I POND -WATER SOUTH POND -WATER 1 3 8 00 _ 30K 2 I rIR I 41 QUALITY/DETENTION POND TABLE QUALITY/DETENTION POND TABLE I 1,1 ` 006219 0 0 a5] I I , " _ i i ' { ,J" s 1 MAX DEPTH 7 25 MAX DEPTH 6 00 - ` t ' r I - 1--- ,I ,i, I ff1 WCQV ELEV 4842 07 WCQV ELEV 4841 95 `,, L , �l 1 - M1 I _ _ I Ohl' - ' 3 VOL @ WCQ ELEV 0 213 AC -FT VOL @ WCQ ELEV 0 231 AC FT • '�' I ' 1 L ' /'' ' EURV ELEV 4842 84 EURV ELEV 4842 43 `I ',.`I. , _ , j ) -' II ' "�j r VOL @ EURV ELEV 0 425 AC FT VOL @ EURV ELEV 0 452 AC -FT II, Imo, Y,% tF I '�� ' V�� 100 YEAR ELEV 4844 39 100 YEAR ELEV 4843 50 L 2'7 !' - ' - I 1 , % - VOL @ 100 YEAR ELEV 0 941 AC -FT VOL @ 100 -YEAR ELEV 1 017 AC FT _ I ' _ L '2 I' 1-- �: - 7 "w -' t - I MAX RELEASE RATE @ 100 YEAR 0 5 CFS MAX RELEASE RATE @ 100 YEAR 0 5 CFS 1 I 1 E` ` i 1 i ` RELEASE TIME @ 100 YEAR 89 HR RELEASE TIME @ 100 YEAR 97 HR r E f ;.--.I SPILLWAY ELEV 4845 75 SPILLWAY ELEV 4644 46 L /V I ' 2069 a9 1 r11. „ 1 VOL @ SPILLWAY 1 50 AC FT VOL @ SPILLWAY 1 6100 '/ _- I -� 05011291 1,.,,,,-ELEV ELEV 0 - '�I� Fi r i TOP OF POND 4847 25 TOP OF POND 4846 _ ≥n'� T `�—,� ELEV ELEV { r, ItiI 1 ' I '' t ` - VOL @ TOP OF POND ELEV 2 271 AC FT VOL @ TOP OF POND ELEV 2 7480 _ F_ i } r, I I-, 1(13 PRELIMINARY - NOT 016 6 z 0,�) , - - - 11 ' I FOR CONSTRUCTION EST ,� _ eN rr /, I - _ _ r , a y e =E € i -1 T-- ID _ `,-.TfJ s d,-�-' — _ t 1 jL s, _- P _ BURNS �MSDONNELL — — P Sf �`��+_ - -- — ---4---) —_ _ _ ® NO LIBERTY III LLINL PLATTEVILLE TERMINAL CIVIL DRAINAGE PLAN MELD COUNTY COLORADO AS NOTED DUO.PO. "n'nl NO PROJEC1 BMCD #117750 .mnl M« r. EAE NAME 09MENI NUw 0006.6Nu..EXISTING EXHIBIT 1 au Rw FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED YLECIRONICALLY PLOT DAIS SOARS PLOTTED BY SPLOIUSER3 D FILE NAME {FILES, A B D -' _ \ti r r '_ Tom" =fir!..-. 1 _ _ I _ Ir �_ �_- = _ l 't c r - -.- __ - - ,_ - _- - ' LEGEND _— __ Ir.-'—',,r---v'-'~-F-1",-'---,,e- - WET COUNTY - - \ \ / \ ,' 11 `I f .sn ! I 1 ' i e..j-'-'�--jS�--=-�--'��'-_ I I \ 5 r N _ ____ _ ____I 1 I --5530-- EXISTING MAJOR CONTOUR 3 - — -5531— — EXISTING MINOR CONTOUR —5530 MAJOR CONTOUR ,\ \ i Y`_ I 111 I I I I 1 \ I Y 5571— MINOR CONTOUR \1 �r'\l ' 060111 TO f ' I t I I ' 1 �� BOUNDARY BASIN �� 1-v I \ ) r A i. j 1 BASIN DESIGNATION 1 t L� a�-^ --- I ` I I\ `^ - BASIN AREA j , .1 i `4!^�N_ i B �< f\,f � ' ^„ C, (ACRES) i 1 FIR 10 YR PEAK RUNOFF 0e] 010 30 PERCENT IMPERVIOUS (%) 1 HR 100-YR (/"'I�� \ / (CFS) ID PEAK RUNOFF (CFS) It5 `- ' p... - t _ '- - + ( 1 • •- _I_I I �~ I' �� r I - BASIN AREA 10 -YEAR FLOW (CFS) 100 YEAR FLOW (CFS) ;' t� hhII©5� I�, . �iI I _^' B '(' xo ]x�::6 1 1 A 17 98 0 68 11 70 ({(1 `�'=-�-- '-� -� -.� 600 66. i B 2032 680 2664 (°'r I -I 1�a^` / C 369 623 1347 I IIf''' R a. I )' I r . r r , , 1 D 366 621 1347 r I� • r'' ( 11 E 2069 859 2515 1hu1._1 '1 `�11,�="�-• 1� _ _ I F 1410 018 612 T j 1 D 1,-- ° r ; III NORTH POND - WATER SOUTH POND - WATER ' r 11 300 _ 75 JOB 050 _ III 1' ' `,1- _ r = ,I QUALITY/DETENTION POND TABLE QUALITY/DETENTION POND TABLE 621 I].] y�162]ISaT a "lee, I { � _I - Tr n • ll I i{ 7� P ii 1 - g 4'I`•„ ' r ` .1 _ y - - - - - MAX DEPTH 7 25 MAX DEPTH 6 00 \ + ` i, ,C7- I'-;,,; , �r1 l `�^ i i L _ - WCQV ELEV 4042 07 WCQV ELEV 4641 95 \ 1 ' 4 n ); 1; DI°4.. VOL @ WCQ ELEV 0 213 AC FT VOL @ WCO ELEV 0 231 AC FT Y \ t f � �` jt r I 1 I 1 ,� r EURV ELEV 4842 84 EURV ELEV 4842 43 '1 I F I;f _- _ yo I __.. r _ L ��r_L . II I r I ` VOL @ EURV ELEV 0 425 AC FT VOL @ EURV ELEV 0 452 AC FT ; 1 ° �__ ,l: - -- __- �- -- X" ' " 1 100 -YEAR ELEV 4844 39 100 YEAR ELEV 4843 50 1 _- ��---='�- � 1 -''''-1.-3r�I T , -t 1 I VOL VOL 100 -YEAR @ ELEV 0 941 AC FT VOL 100 -YEAR @ ELEV 1 017 AC -FT ' (-^ `-'�'� ` `�- MAX RELEASE 0 5 CFS MAX RELEASE 0 5 CFS r - - rl + 9 RATE @ 100 YEAR RATE @ 100 YEAR 1^,(I _ _ c RELEASE TIME @ 89 HR RELEASE TIME @ 97 HR —•T;,-' — — — — l� r �' - ' I1'.4,\ , \..,-A _� I 100 -YEAR 100 -YEAR i- r'thl r E1 1- SPILLWAY ELEV 4845 75 SPILLWAY ELEV 4844 46 - 1 ) 2069IOSA I 1 'r` _ 1 ' VOL @ SPILLWAY 1 50 AC FT VOL @ SPILLWAY 1 6100 - ' ,'T T - �r' ' - 6511515 ( I v 1 i ELEV ELEV - r \ ;, " ' J ' 1 I ) - '� TOP OF POND 4847 25 TOP OF POND 4846 )) _' 1 ' � ' 111-""T=l '�-'-r t ` -tw 1 I f �`'-' ELEV ELEV - . I I I - \ ''`TLO E1 �' , - I ' 1� ` ' 11 ( �_I ' - - P VOL @ TOP OF POND ELEV 2 271 AC FT VOL @ TOP OF POND ELEV 2 7480 f/) %1 1 \, r .{1 \ I f 11 I - ^~- 131120 I �� PRELIMINARY - NOT - '' _ C� 01E 612 —�� 1,t! �'Ti_,_7___ _r''0 _e,,- -4,-,vi""''''>---H' e - - Imo_ I FOR CONSTRUCTION _ new A- — - _ w.,,:=-5.7-=_7_-'_ ,^ ' _�-� _, -+-_— _ -) •- I_ — �' �_Y� eElo-^-�? —_ �I _ '_ _ 1 _-,,,a_____— `L a OBURNS �P95DONNELL « : P tti=F: — — ® n RPM PAD N ND LIBERTY I II CLINT rce DOS PLATTEVILLE TERMINAL CIVIL RAI PROPOSED DRAINAGE PLAN WELD COUNTY COLORADO �` NOTED • halo rT. BA 1 "' 11�wAI BMCD 0117750 FM DPWPPM. N.MT„EXHIBIT ENT"wac° EXHIBIT Z w,, yPpM Mr FOR REFERENCL ONLY OFFIUAL DOCUMENT 5100[0 TLECTRDNICALLY PLOT DATE - $0AIE1 PLOTTED BY SPLOPASERF FILE NAME SALONS G Stormwater Drainage Report Revision 0 Appendix 1 APPENDIX B - CONSTRUCTION DRAWINGS A K CIVIL LEGEND CIVIL EXISTING DESCRIPTION NEW ABBREVIATIONS LAT/ LONG FOR DELIVERIES INO ADDRESS IS AVAILABLE) LAT 40122575 AC ASPHALTIC CONCRETE (BITUMINOUS PAVEMENT) LONG 104 77]9 74W - - -- --------- -- EDGE OF PAVEMENT APPD APPROVED WELD COUNTY ROAD 30 AVE AVENUE WELD COUNTY CO - -- OVERHEAD POWER I BMP BEST MANAGEMENT E PRACTICES CD CONTAINMENT DRAIN - SECTION UNE CHOPE CORRUGATED HIGH DENSITY POLYETHYLENE PIPE CHF C H FENSTERMAKER (DEEP ROD MONUMENT) - - - - - - - - ROAD RIGHT-OF-WAY LINE CHKD CHECKED CI CAST IRON ADJOINING PROPERTY LINE EL CIL CENTERLINE INTERIOR SECTION UNE CM CONTINUED CONTD CONTINUED CY CUBIC YARD BURIED PIPELINE DIAMETER D (APPROXIMATE LOCATION) DR DIMENSION RA110 . 0 1 BURIED FIBER OPTIC UNE DOT DEPARTMENT OF TRANSPORTATION - 070E DITCH TOE FIRE PROTECTION 11.FP STOP DITCH TOP DWG DRAWING d WATER VALVE q E EASING EA EACH • POWER POLE a ELEV EL ELEVATION FES FLARED END SECTION — "► UTILITY POLE FF FINISH FLOOR FN FIRE HYDRANT R UTILITY PEDESTAL FL FLOW LINE FT FOOT FEET + FOUND SECTION CORNER AS DESCRIBED GEOID GRAVITY FOR EARTH OCEAN AND ICE DYNAMICS CARD GROUND @ FOUND PROPERTY CORNER AS GPS GLOBALPOSIT(ONING SYSTEM DESCRIBED HOPE HIGH DENSITY POLYETHYLENE ID INSIDE DIAMETER o FENCE POST a IN INCHES INTER INTERMEDIATE • FIRE HYDRANT • INV INVERT LB POUND o POSTBOLLARD o LF LINEAR FEET MAX MAXIMUM O POWER BOX a MCC MOTOR CONTROL CENTER MR MANHOLE GATE VALVE N MIL MILS MILLI -INCH MILLHNCHES MIN MINIMUM STRUCTURES (PLAN) MISC MISCELLANEOUS MSL MEAN SEA LEVEL X X XMONITORING — x — —xx—V— CHAIN LINK FENCE (SECURITY FENCE MW NORITORING WELL SPOT ELEVATION (FLAW tH 5O N NORTHING TL NAD NORTH AMERICAN DATUM NAVD NORTH AMERICANVERTICAL DATUM it CONTOUR UNE 18 NO NUMBER 12 �D STORM GRAIN PIPE WV FLARED ENO NPDEE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM 001 OVERHEAD SECTIONS) OD OUTSIDE DIAMETER WHIMOSBY OUTSIDE SCREW AND YOKE DEMOLITION OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION —R PROPERTY LINE 2—R R.— PROPERTY LINE P/L PIPELINE UTILITY EASEMENT PBS PHILUPS 65 COMPANY _ PC POINT OF CURVATURE PCC PORTLAND CEMENT CONCRETE SILT FENCE - PDC POWER DISTRIBUTION CENTER La CPT3 CONE PENETRATION TEST PI POINT OF INTERSECTION PP POWER POLE fD B9/UH29 BORINGS PT POINT OF TANGENCY PVC POINT OF VERTICAL CURVATURE CULVERTS PVC POLYVINYL CHLORIDE PSI POINT OF VERTICAL INTERSECTION DEEP ROD MONUMENT SURVEY Q R RADIUS BENCHMARK RCP REINFORCED CONCRETE PIPE — RD ROAD REV REVISION FLON.INE SA SANITARY SEWER — FIBER LOG SD STORM DRAIN SEC SECOND _ COMPACTED SOIL II—IIILLI� III SPEC SPECIFICATION TIC PETROLEUM RESERVE SPR ��/ STA STATION 10-5 PERMEABILITY COMPACTED SOIL STD STANDARD AGGREGATE 896E !=T�='•= STL STEEL - SWPPP STORM WATER POLLUTION PREVENTION PLAN CONCRETE COMMISSION ON ENVIRONMENTAL QUALITY PRELIMINARY NOT ITEES NK TEXAS SANDf TOP OF CONCRETE TOO - FOR CONSTRUCTION TWIG TRANSPORTATION WORKER IDENTIFICATION CREDENTIAL SUBGRAOE [4,1(//A✓/� TYP TYPICAL _ VEGETATION I t G. VC VERTICAL CURVE - 6 W WATER WT G. WEST TEXAS GAS EROSION CONTROL BLANKET r:2+3%:i WI WITH _ ••4, GRASS 4. 4, WT WATER SURFACE `MBSDONNELL b BEGS DI WR LIBERTY I IPELINE [O NB PLATTEVILLE TERMINAL CIVIL LEGEND AND ABBREVIATIONS WELD COUNTY COLORADO SC•.[ NONE [u M. A NAB APIBA. OM 0n.m DaXtl BMCD /117750 [O MI TEND [u MOO rr. 11mem ^'AF P.E Nu.[ ( . ) UDNVENT NwDEA PLAT -CAR -0007-X a'-' OARS MVP All FOR REFERENCE ONLY - OFFIDAL DOCUMENT STORED T ECTROMGALLY PLOT DATE a SOARS PLOTTED BY API STUSERI FEE NAVE SEILES, C A B C D E F C H J K 2 3 10 - 6- 5- 1 - A EXISTING CONDITIONS NOTES: 1. -THE LOG`A IdNTOrtTRDCTURES AND UNDERGROUND UTILITIES AS INDICATED HAVE BEEN OBTAINED FROM EXISTING RECORDS AND FIELD SURVEYS. UNDERGROUND STRUCTURES AND UTILITIES MAY BE PRESENT WHICH ARE NOT DOCUMENTED OR LOCATED. 2. CONTRACTOR SHALL FIELD -CHECK ALL EXISTING CONDITIONS AND BE THOROUGHLY FAMILIAR WITH THE SITE BEFORE ANY WORK COMMENCES. ANY DISCREPANCIES IN THE DRAWINGS SHALL BE IMMEDIATELY REPORTED TO THE ENGINEER AND CONSTRUCTION FIELD REPRESENTATIVE BEFORE ANY FURTHER WORK COMMENCES. 3. CONTRACTOR SHALL FIELD -VERIFY EXISTING STRUCTURES. UTILITIES, AND SURVEY INFORMATION, AND TO TAKE NECESSARY PRECAUTIONS DURING DEMOLITION AND CONSTRUCTION. CONTRACTOR SHALL VERIFY EXISTING AND MARKED LOCATIONS OF ALL UTILITIES, INCLUDING SERVICE CONNECTIONS TO UNDERGROUND UTILITIES, PRIOR TO BEGINNING WORK. CONTRACTOR SHALL CONTACT THE OWNER AND ALL ASSOCIATED UTILITY COMPANIES AND AGENCIES TO IDENTIFY THE LOCATION OF UTILITIES. THERE IS NO GUARANTEE, EITHER EXPRESSED OR IMPLIED. THAT THE LOCATIONS, SIZE, AND TYPE OF MATERIAL OF EXISTING UNDERGROUND UTILITIES INDICATED ARE REPRESENTATIVE OF THOSE TO BE ENCOUNTERED DURING CONSTRUCTION. 4. CONTRACTOR SHALL NOTIFY COLORADO 811 CALL 1-800-922-1987 AT LEAST 48 HOURS BEFORE PROCEEDING WITH ANY EXCAVATION. 5. PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE OWNER OF OPERATIONAL PLANS. IN THE EVENT AN UNEXPECTED UTILITY OR STRUCTURE INTERFERENCE OR CONFLICT IS ENCOUNTERED DURING CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER. ANY UTILITY SERVICES OR STRUCTURES DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE RESTORED IMMEDIATELY AT CONTRACTOR'S EXPENSE TO THE SATISFACTION OF THE OWNER. 6. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING ITEMS NOT TO BE DAMAGED DURING DEMOLITION AND CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE DAMAGED OR DISTURBED ITEMS TO THE SATISFACTION OF THE OWNER. GENERAL NOTES: 1. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION. CONTRACTOR SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND TOOLS NECESSARY TO COMPLETELY PERFORM THE WORK IN A SAFE. EXPEDITIOUS. AND PROFESSIONAL WORKMAN LIKE MANNER. COORDINATE SCHEDULE OF THE WORK WITH THE OWNER. CONTRACTOR SHALL INSTALL EQUIPMENT AND MATERIALS PER MANUFACTURER'S RECOMMENDATIONS UNLESS NOTED OTHERWISE. THE CONTRACTOR ACCEPTS FULL RESPONSIBILITY FOR PROPER HANDLING AND INSTALLATION OF EQUIPMENT AND MATERIALS. 2. CONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES TO ENSURE SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY CLAIMS RESULTING FROM HIS/HER ACTIONS AND ACTIVITIES. VISITS TO THE SITE BY OWNER, ENGINEER, OR THE ENGINEER'S SUBCONSULTANT SHALL NOT RELIEVE THE CONTRACTOR OF SUCH RESPONSIBILITY. 3. THE CONTRACTOR SHALL ACCEPT FULL RESPONSIBILITY FOR EQUIPMENT, MATERIALS AND TOOLS THROUGH PROJECT COMPLETION. CONTRACTOR SHALL STORE EQUIPMENT. MATERIALS AND TOOLS IN A SECURE LOCATION (ON OR OFFSITE). CONTRACTOR SHALL NOT DISTURB ADJACENT PROPERTIES THAT ARE NOT THE PROPERTY OF THE OWNER. 5. CONTRACTOR SHALL FOLLOW ALL SAFETY AND CONSTRUCTION PERMITS REQUIRED TO PERFORM THE WORK. CONTRACTOR SHALL PROVIDE CERTIFICATES OF INSURANCE AND OTHER DOCUMENTATION REQUIRED BY THE JURISDICTIONAL AGENCY BEFORE PERFORMING THE WORK. 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA). 7. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH LOCAL, STATE, AND FEDERAL REGULATIONS. 8. THESE NOTES AND OTHER DRAWING NOTES CONTAINED HEREWITH ARE PROVIDED TO MEET SPECIFIC REQUIREMENTS AND TO SUPPLEMENT THE CONTRACT DOCUMENTS. THESE NOTES NEITHER REPLACE NOR OVERRIDE THE PROVISIONS AND REQUIREMENTS OF THE CONTRACT DOCUMENTS. CONTRACTOR SHALL COORDINATE WITH OWNER AND ENGINEER FOR IMPROVEMENTS NOT SPECIFIED BY DIMENSION OR SCALE. 9. THESE DRAWINGS SHALL BE USED IN CONJUNCTION WITH ANY SHOP DRAWINGS PROVIDED BY SUPPLIERS. ALL SHOP DRAWINGS PROVIDED BY OTHERS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO THE FABRICATION OF MATERIAL OR THE PURCHASE OF NON -RETURNABLE STOCK. DIMENSIONAL REVIEW IS THE CONTRACTOR'S RESPONSIBILITY. 10. UNKNOWN SITUATIONS OR CONDITIONS NOT COVERED IN THE CONTRACT DOCUMENTS MAY ARISE DURING CONSTRUCTION, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE ENGINEER AND OWNER IF SUCH A CONDITION IS IDENTIFIED. THE PRESENCE OF THE ENGINEER. ENGINEER'S SUBCONSULTANT, OR THE MANUFACTURER'S REPRESENTATIVE AT THE PROJECT SITE DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR A PROPER INSTALLATION. 11. ONCE THE WORK HAS BEEN STARTED, THE CONTRACTOR SHALL COMPLETE THE INSTALLATION WITHOUT ANY INTERRUPTIONS. 12. CONTRACTOR SHALL PROVIDE POTABLE WATER AND TEMPORARY SANITARY FACIUTIES FOR CONTRACTOR'S PERSONNEL. CONTRACTOR SHALL INSTALL AND REMOVE ANY REQUIRED TEMPORARY UTILITY CONNECTIONS. 13. CONTRACTOR IS RESPONSIBLE FOR THE REMOVAL, MANAGEMENT, STORAGE, LOADING, AND DISPOSAL OF CONSTRUCTION DEBRIS. CONTRACTOR SHALL DISPOSE OF PER APPLICABLE LOCAL. STATE, AND FEDERAL REGULATIONS. 14. SUBMITTALS SUBMIT ALL MATERIAL AND PRODUCT DATA, WARRANTIES. INSTALLATION, AND AS -BUILT CONSTRUCTION DOCUMENTS TO THE ENGINEER. CONTRACTOR SHALL FORWARD MATERIAL MANIFESTS TO THE ENGINEER. 15. CONTRACTOR SHALL FOLLOW THE REQUIRED NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) STORM WATER PERMIT FOR CONSTRUCTION. 16. CONTRACTOR SHALL FOLLOW THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) SUBMITTED. THE CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLE FOR IMPLEMENTING AND MAINTAINING EROSION CONTROL PRACTICES IN ACCORDANCE WITH THE PERMIT. ALL CONTRACTORS SHALL SIGN THE SWPPP PRIOR TO COMMENCEMENT OF WORK AS CONFIRMATION THEY UNDERSTAND AND WILL COMPLY WITH THE PLAN. 17. SPECIFICATIONS FOR MATERIALS. CONSTRUCTION PROCEDURES AND QUALITY CONTROL FOR THE WORK ARE IDENTIFIED USING NOTES ON THE DRAWINGS, SPECIFICATION SECTIONS INCLUDED IN THE PROJECT CONSTRUCTION SPECIFICATIONS DOCUMENT AND BY REFERENCE TO THE STANDARD SPECIFICATIONS OF OTHER AGENCIES. THESE INCLUDE. BUT NOT LIMITED TO PHILLIPS 66 TRANSPORTATION ENGINEERING PRACTICES. THE STANDARD SPECIFICATIONS FOR CONSTRUCTION ADOPTED BY THE DEPARTMENT OF TRANSPORTATION (DOT), LATEST EDITION AND VARIOUS NATIONAL STANDARDS ORGANIZATIONS. 18. EXCAVATION AREAS SHALL BE MAINTAINED IN DEWATERED CONDITION. DEWATERING DEVICE AND APPURTENANCES SHALL BE SUPPLIED BY THE CONTRACTOR. WATER MAY BE DISCHARGED ON -SITE. DEMOLITION NOTES: 1. ALL DEMOLITION. WASTE, DEBRIS. AND UNSATISFACTORY MATERIALS SHALL BE DISPOSED OF OFF -SITE. 2. CONTRACTOR SHALL COORDINATE WITH THE OWNER PRIOR TO REMOVAL OF ANY REMAINING FEATURES ENCOUNTERED DURING CONSTRUCTION OF THE PROJECT. 3. IF CERTAIN FEATURES FOR DEMOLITION ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS OR SPECIFICATIONS, THEIR DEMOLITION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH THE APPROVAL OF THE OWNER. 4. CONTRACTOR IS RESPONSIBLE FOR PHASING ALL WORK ASSOCIATED WITH ACCESSING THE SITE. DELIVERY, SAFETY. AND SECURITY. WORK PERFORMED AFTER NORMAL BUSINESS HOURS SHALL BE COORDINATED WITH OWNER. CONTRACTOR MUST SUBMIT PROPOSED SCHEDULE AND WORK PLAN 7 DAYS PRIOR TO BEGINNING WORK. 5. SPECIAL HANDLING AND CONSIDERATION SHALL BE REQUIRED FOR EXCAVATED SOILS THOUGHT TO CONTAIN PETROLEUM -BASED/ CONTAMINATED/HAZARDOUS SUBSTANCES. CONTRACTOR SHALL PERIODICALLY MONITOR EXCAVATED SOILS. SOILS SHALL BE TREATED ON -SITE OR DISPOSED OF PROPERLY IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REQUIREMENTS AND THE PROJECT SPECIFICATIONS. CONTRACTOR SHALL COORDINATE REMOVAL OF PETROLEUM -BASED! CONTAMINATED/ HAZARDOUS MATERIALS WITH CONSTRUCTION REPRESENTATIVE. 6. ITEMS MAY NOT BE SPECIFICALLY IDENTIFIED FOR DEMOLITION AND MAY REQUIRE DEMOLITION OR REMOVAL AND RELOCATION TO ANOTHER OFF OR ON -SITE LOCATION. COORDINATE WITH THE OWNER AND ENGINEER AND RELOCATE AS DIRECTED. 7. THE CONTRACTOR SHALL MAINTAIN SITE DRAINAGE AND EROSION CONTROL DURING DEMOLITION ACTIVITIES 8. PROTECT ALL EXISTING UTILITIES NOT INDICATED TO BE DEMOLISHED. 9. THE CONTRACTOR SHALL USE CARE TO NOT DISTURB ITEMS NOT DESIGNATED FOR DEMOLITION. ACCESS AND STAGING NOTES: 1. ACCESS AND HAUL ROUTES FOR ALL CONTRACTOR PERSONNEL, VEHICLES, EQUIPMENT, AND DELIVERIES SHALL BE PROVIDED BY THE CONTRACTOR AND ARE SUBJECT TO THE APPROVAL OF THE OWNER. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE OFF -SITE HAUL ROUTES WITH THE APPROPRIATE OWNER WHO HAS JURISDICTION OVER THE AFFECTED ROUTE. ACCESS ROUTES AND HAUL ROUTES ARE SUBJECT TO CHANGE AT THE DIRECTION OF THE OWNER AND MAY CHANGE BASED ON OPERATIONAL REQUIREMENTS OF THE TERMINAL AND/OR REGULATORY AUTHORITY. 2. CONTRACTOR SHALL COORDINATE ACTIVITIES AND MAINTAIN ALL ACCESS AND HAUL ROUTES IN A MANNER THAT ALLOWS UNOBSTRUCTED EMERGENCY ACCESS TO ALL PROJECT AREAS. TERMINAL, AND EXISTING ROADWAYS AT ALL TIMES WITHOUT DELAY TO EMERGENCY AND SECURITY VEHICLE RESPONSE TIME. 3. CONTRACTOR SHALL MAINTAIN ACCESS AND HAUL ROUTES TO BE FREE FROM DEBRIS CAUSED FROM CONSTRUCTION ACTIVITIES ON A DAILY BASIS. 4. CONTRACTOR SHALL ESTABLISH A STAGING AND STOCKPILE AREA FOR MATERIALS AND EQUIPMENT. LOCATION OF CONTRACTOR'S STAGING SHALL BE COORDINATED AND IS SUBJECT TO APPROVAL WITH THE OWNER. S. WHEN NOT ENGAGED IN CONSTRUCTION ACTIVITIES. CONTRACTOR'S EQUIPMENT AND VEHICLES SHALL BE PARKED IN THE STAGING AREA. 6. CONTRACTOR SHALL PROVIDE AND INSTALL AT THE CONSTRUCTION ENTRANCE A PROFESSIONALLY PAINTED SIGN, MEETING OWNER APPROVAL, TO DIRECT MATERIAL SUPPLIERS, EMPLOYEES, AND DELIVERIES TO THE CONSTRUCTION SITE. THE SIGN SHALL READ 'CONSTRUCTION VEHICLES ONLY - NO VENDORS ALLOWED.' 7. CONTRACTOR SHALL PROVIDE A MINIMUM NOTICE OF 48 HOURS TO THE OWNER REGARDING CONSTRUCTION DELIVERIES PRIOR TO THOSE DELIVERIES. 8. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR ANY TEMPORARY SECURITY FENCING AND GATES ASSOCIATED WITH CONTRACTOR'S WORK AREA TO PROTECT THEIR ASSETS. 9. ALL CONTRACTOR PERSONNEL SHALL FOLLOW ALL PHILLIPS 66 SECURITY REQUIREMENTS. 10. ACCESS POINTS, HAUL ROUTES. STAGING AREA, AND ANY OTHER AREAS DISTURBED BY THE CONTRACTOR SHALL BE RESTORED TO THEIR ORIGINAL CONDITION OR BETTER TO THE SATISFACTION OF THE OWNER. COORDINATION AND COMMUNICATION NOTES: 1. CONTRACTOR SHALL APPOINT A PRIMARY CONSTRUCTION SUPERINTENDENT, SUBJECT TO THE APPROVAL OF THE OWNER, WHO SHALL BE PRESENT ON THE CONSTRUCTION SITE AT ALL TIMES DURING WORKING HOURS AND ACCESSIBLE AT ALL TIMES WHILE WORK IS IN PROGRESS. THE PRIMARY CONSTRUCTION SUPERINTENDENT SHALL BE DESIGNATED THE RESPONSIBLE CONTRACTOR'S REPRESENTATIVE WHO SHALL BE AVAILABLE ON A 24HOUR BASIS. WHEN THE CONTRACTOR'S PRIMARY CONSTRUCTION REPRESENTATIVE IS NOT AVAILABLE ON THE CONSTRUCTION SITE, AN ALTERNATE REPRESENTATIVE SHALL BE PROVIDED. CONTRACTOR SHALL PROVIDE NAMES AND CONTACT INFORMATION OF REPRESENTATIVE TO THE OWNER PRIOR TO THE START OF CONSTRUCTION ACTIVITIES. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING CONSTANT COORDINATION BETWEEN ANY SUBCONTRACTORS AND THE OWNER. ALL CONSTRUCTION ACTIVITIES PLANNED BY THE CONTRACTOR SHALL BE REVIEWED AND APPROVED BY THE OWNER. 3. THE FOLLOWING CONTACT INFORMATION IS PROVIDED FOR CONTRACTOR'S USE IN CASE OF AN EMERGENCY a. EMERGENCY 911 b. OTHER CONTACTS AS DIRECTED AT PRE -CONSTRUCTION MEETING TRAFFIC CONTROL NOTES: 1. ALL CONSTRUCTION EQUIPMENT AND VEHICLES SHALL BE MARKED WITH COMPANY DESIGNS. INSIGNIAS. OR OTHER MARKINGS, WHICH ARE CLEARLY VISIBLE. 2. CONSTRUCTION EQUIPMENT SHALL HAVE AUTOMATIC SIGNALING DEVICES TO SOUND AN ALARM WHEN MOVING IN REVERSE. 3. ANY DAMAGE TO ROADS AND PAVEMENTS -TO -REMAIN DUE TO CONSTRUCTION EQUIPMENT OR TRAFFIC SHALL BE REPAIRED TO RESTORE THE ROADS AND PAVEMENTS TO THEIR ORIGINAL CONDITION TO THE SATISFACTION OF THE OWNER. SAFETY NOTES: 1. THE CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS OF THE JOB SITE. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE OPTION OF THE OWNER AND/OR ENGINEER TO CONDUCT CONSTRUCTION REVIEW OF THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES. IN, ON OR NEAR THE CONSTRUCTION SITE. SPECIFICATION NOTES: 1. THE CONTRACTOR SHALL COMPLY WITH THE MOST CURRENT EDITION OF ALL APPLICABLE P66 STANDARDS, INCLUDING BUT NOT LIMITED TO THE FOLLOWING • STORMWATER MANAGEMENT, EROSION CONTROL AND ENVIRONMENTAL INSPECTION - SOIL, CONCRETE, AND ASPHALT TESTING AND REPORTING - DRAINAGE - PAVEMENT (ASPHALT. CONCRETE, AND AGGREGATE) - SLOPE STABILIZATION AND EROSION CONTROL - EXCAVATION DAMAGE PREVENTION - EXCAVATION & TRENCHING COMPLIANCE - WASTE MANAGEMENT PLAN - STRUCTURAL CONCRETE - FIRE WATER SYSTEM DESIGN - FENCING PRELIMINARY - NOT FOR CONSTRUCTION O BURNS �MSDONNELL Io A a !* OAR Dap ore DDr WW1, IeIY S OOt it/14/11 WILD roe Ka. ISSUED rOe PERIRT LIBERTY I_ I. I N I. FOR SOS Fpt n FOR CMS! 0RAa DECKED APPb (U Mtl PLATTEVILLE TERMINAL CIVIL GENERAL NOTES WELD COUNTY. COLORADO SCALE AS NOTED PROJECT BMCD 9117750 FILE NAME (So) DOCUMENT NUMBER FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED YLECTROMCALLv PLOT DATE - SOARS PLOTTED BY SPLOTUSERS FILE NAME SFILESS E F H i J PLAT-GR-0008-X K A B C D E F G H J K W...IA404 M. y LEGEND '.NW H'Yu ,t.} IOWAma- *as 1.20 OAS,*••14Y \ .. a, a- ` / ) u ,Meal I ///•••1.4a>:':NWtL / u.�4.4Ni aAM. , - 1 4.,•Mill r 0i FOUND SECTION CORNER AS DESCRIBED W ---'7.--s--- de,�r `' _ �� _—_` = _ fJ J - r r * FOUND DESCRIBED - -- wauGownNwnso PROPERTY CORNER AS c — -- - - - - - - �. .-..fis '°" ^ ht.... 1 \1 �` �1 �; W 1�\,' \- `—� "'V `> I / I �. • Jwtr/ "' ` r I - ♦- UTILITY POLE O UTILITY PEDESTAL SECTION LINE ,/( ) ((J i -� /'JIf`�i'i'Q.1: �o S� 11� PROPERTY LINE �Jf�'1 1 I ` 1 14 JI �, '": LC, FIWw' 'i VJ411L-.1e1 —R R R ROAD RIGHT-OF-WAY LINE w4M<�• .r li I I // // fJ / saine11001 PSI "'"' "a"" '�••ww .-• •w \ I ^ \ 11 I r' _ // % 2'—•� ADJOINING PROPERTY LINE ; \ °b` ge,,,,, 1T I rf --;� r/ C'7A..�.'�... �...a... .�....,..'..> ••••••••.. .........-....K. I INTERIOR SECTION LINE FENCE I ° f l � 1 "�EDGE LINE OF ROAD 1 / ,,ciii /C BURIED PIPELINE APPROXIMATE LOCATION) OVERHEAD IC E \- ►� N.I 0« BURIED FIBER OPTRC LINE KaiCD-7r;=�: /i4Bju ./ NM See - �/ 1 MAJOR CONTOUR (LIDAR- 10' INTERVAL) \ � — — — — — --•• — — MINOR CONTOUR (LIDAR- 7 INTERVAL) e < eIleaar. 1 SD / J 1 1..� ,'ter • "P/ 4 if/// / / / il; I `• GENERAL NOTES ` ` \ "I.%9`-� / -� ` / ( Il r Th // / / 247:\lea 0 f !� 2 4% C 1. THE FIELD WORK FOR THIS SURVEY WAS PERFORMED SEPTEMBER- NOVEMBER, 2019. (/%/- i j%-- -,s °� eA W �� _-- _t - - ,I �T `r 12 1 j Z il 1 I ll NE NE `� 4 I i 2. SURFACE EVIDENCE OF EXISTING UTILITIES VISIBLE AT THE TIME OF THIS SURVEY ARE SHOWN HEREON. HOWEVER LACKING EXCAVATION, THE EXACT / '�' /�//fir -.- - ��/ / /� l 2 S ` SEC. 26 I LOCATION OF UNDERGROUND UTILITIES CANNOT BE ACCURATELY. COMPLETELY. AND RELIABLY DEPICTED. ENCOMPASS SERVICES, LLC DOES NOT GUARANTEE r ' / '►II // `\ 1 \ // f� / \ / /%�\ \\ `M C. o f I j C^ I I THESE LOCATIONS, OR THAT THE UTILITIES SHOWN HEREON COMPRISE ALL UTILITIES IN THIS AREA, EITHER IN SERVICE OR ABANDONED. FOR THE EXACT i/ % ti U d__:_: LOCATION OF ALL UNDERGROUND UTILITIES, CONTACT THE APPROPRIATE / ///I % l 1 / / / I • r /j � �/( ( (1 / \ I / t , , I I ` \ 1 ti ►^ �-_ \ \\ \ \\� \ • 4esa J )j \ \\ - / i i \ lJ ° � (L(////�-�-��'R pIMFfO1146 4833:944— 1 L "' ° r i /" .een 411 AIIIIL tat/ �• ^ tr fjt "� �, I y 1 .� / • �• ,.. '.+.•.c I I I ( \ I ' • N P.FY'1NMM3 I R I UTILITY COMPANY OR AGENCY PRIOR TO ANY EXCAVATION. 3. THE LINEAR UNITS FOR THIS SURVEY ARE U.S. SURVEY FEET (1200/3937 METER). 4. ALL CONTOURS SHOWN HEREON WERE ACQUIRED BY AERIAL SURVEY SUBJECT TO NATIONAL MAPPING STANDARD ACCURACIES AND ARE RELATIVE TO NAVO98 U.S. SURVEY FEET. THE CONTOURS SHOWN HEREON ARE REPRESENTATIVE OF SITE CONDITIONS AS OF THE DATE OF THIS PLAT/ MAP AND MAY NOT DEPICT CURRENT SITE CONDITIONS. Pan --•x)31 ,,31Ts and at ( / y I I i— —� 4� �.,... r� 14 \ s'!]�.11�M..KM\) v^ \ �,. I .... .4, 'I INp3 POI 1) 00l°NAD° STATE PLAN! 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TO NAWII ANO COMPUTEDUSMO I ' SYIOurq�140RiN140 U6 FT.1117MOND COOIp644ITE ,4CwT)WC us FT)•I0006734/355,11! I \ 0 '� /� ^ O \/ GiwND COORDFUTE EASTNG US FT•O7TMiN0 COONWUTE EAST44G u6 F-13.1 0005114 71551543 .. -.. •..._ 11 / j j/r , IV 4444 C.IF / 1 c c- \ :I° Nom.... S � _ ° Nw W , PRELIMINARY - NOT . _;w,{ f r —= FOR CONSTRUCTION _ 1 .41V p_LN �- / - _ I NORTH / / l `,�_ •01~1Ai1w N I I •aes"I.`A . r+1a ♦ / __ avrw.. s• {.M.O a I.y .F1�. + _� ` I C NOB 4. ter".'`.— NOBLE W. ~r . _ / IOBLE BURNS ' . 4470 a 4 150 300 `MSDONNELL a ,��/ _ \a _ f SCALE IN Fr i — /� / r 6 J �/ ll i 5[rElloN n art LIBERTY I' 1 1'' I: I. I N I: FOR WS PLATTEVILLE EXISTING & SURVEY WELD TERMINAL C ICONDITIONS CONTROL COUNTY, COLORADO soul AS NOTED ma ono f05 a4S6MD * MAI C'D 7 750 ccNAME 9 FOR Ike r425 COMSI °a "'�18 PLAT ((AO DOCUMENT -PP -0004-X SUN fa KIWI 111111_ DRAM EKE OE«ES 11'W mro 6666 FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED TLECTRONICALLY PLOT DATE a !DATES PLOTTED BY PLO TUBERS FILE NAME $FILESS I F G H J K A 7 1 A III SITE PLAN NOTES .. F u— r°� �,`� v rI r v�, SEE SHEET PLAT PP -006 r ^_______�I /( I I I I I I f 1 CONSTRUCTION STAGING AREAS SHOWN MAY BE MODIFIED DURING THE PROJECT STOCKPILED MATERIAL SHALL BE STORED TOPI BENTITS OVENT MEBY THE OHSR0ALLTRASH AND DEBRIS SHA I 2. STRIPPED TOPSOIL SHALL BE SEPARATED FROM GENERAL FILL It I / — — — — — yr -„�_ - - .L____.__________ ___— --� w LSLSUTISYR�.ro v _L�_ _T _ \\ I \ \\ I TWO 18 II �\ I CMP WI I I FES 1 I I III \ \ 1 I 1 1 I i I I SEE SHEET FIAT PP -007 it o„ I I SEE SHEET PLAT-PP-0OB \ \ oY.wn , C.,--Yli y ; ; i . \ \; 11I II z `1B CMP WITHIII I 5 30' ACCESS ROAD I `3 I I \r \ II I w1 1 18 CMP WITH FES ( _—SEE SHEET -IE- - Pr. -. -,A T PP -009 I -�-I -.-r I j SEE SHEET PLAT PP -010 I I I (1701 1 Il7A 0I (\(.1.2„, - / - - Q I I I 1 .I r I I1j u1u II I I _1 ` I SEE SHEET PLAT -PP -012< III r�SEESHEETPATPP-011 f a a 9 __ II I I I I J I I I I I I j � `olFl y III. I I III BEALE IN FEET it i III i PRELIMINARY - NOT FOR CONSTRUCTION _--�- - - I I I _ 4 .uF ��'.R°,r - ! �- I I ♦BURNS eMEDONNELL .‘. I I I ° KomiOn LIBERTY PIPELINI P E L I N I roc ma PLATTEVILLE TERMINAL CIVIL OVERALL SITE PLAN WELD COUNTY COLORADO sc. 1 -150 M°Are °D°R°' BMCD #117750 A ARAD IC•MH. Mt ° rot mg Km �{ ,.NAME ( L) DDNMENr NMMRER PLAT -PP -0005-X ° mADIurOMI AAA° m IIn IO°nD Mn FOR REFERENCE ONLY OFFICIAL DOCUMENT STORED f°LEC1ROMCALLY PLOT DATE - RDA& PLOTTED BY {PLO111SER{ FRE NAME {BLESS G A E C I / COUNTY RO D 30 I ' .,.., .. q e A LT. s 1i ------ -- Ill LAP Q1� ii 1 � t �I sl V ir 3 I k 5G \\ PRELIMINARY - NOT FOR CONSTRUCTION NORTH I coALE IN FEET D naa Oa W Wee LIBERTY PIPELINE rm rm PLATTEVILLE TERMINAL CIVIL S ENLARGED SITE PLAN 1 WELD COUNTY COLORADO eee. EI -30 Fat _ • Imo ra aaw ' '°IOWF BMCD p117750 rw warZCOCT e MAD FM KM .NYIN °AAF MI FEE Hurt (eke) DDNMENT WADER PLAT -PP -0006-X w.. a orm al MAD vv- FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED ECTROMCALLY PLOT DATE - ADA! PLOTTED BY •PLOTUSER! C FEE NOME !FILES! C N A C K 20' RIPRAP LINED SPILLWAY 12' GAVLANIZED STEEL FLARED END SECTION OUTLET STRUCTURE WITH I2' HDPE CULVERT RIPRAP PROTECTION AND LEVEL SPREADER /DETENTION BASIN qi 9 \` 1 t $ CONCRETE TRICKEL CHANNEL P -GR 29 GRASS LINE SWALE (7 OEPTM( % X X X X X X X 1 X X r I ' S I a CONTAINMENT DIKE (6 HEIGHT) (25 HEIGHT) EDIKE �(2S HEIGHT) PRELIMINARY — NOT FOR CONSTRUCTION ` z I x NORTH BURNS ® .MEDONNELL SCALE IN FEET L° !Led o LIBERTY 1 II ELIDE 99 ImPLATTEVILLE TERMINAL CIVIL ENLARGED SITE PLAN 2 WELD COUNTY COLORADO Y�1'=30 Npw1e IPI WE BM CD 0117750 L IvSe TOE ElvaI I BRA nL DE castDOOMED a �MRTVRM, DALAE ERf N.M(.0) DOCUMENT NUMBER PLAT -PP -0007-X MN ... REED Ida FOR REiERENCC ONLY - OFFICIAL DOCUMENT STORED ELECTNON.LI, PLOT DOTE - SOARS PLOTTED BY EPLOTUSERI D nu NOME {FILM F A D H K nw , Ac I �\ ....„,k,,..., 1\ 1 1 1.... 1 \ 1 ' 1 1 \ "Ili \ 1 k �R ]D / ir0 , `� .. GRASS LINE SWALE l \\\\ I ' \ x 1 1 1 - CONTAINMENT \ DIKE (6 HEIGHT) \ \ - 1 PRELIMINARY - NOT - X ' I FOR CONSTRUCTION _ I I I - ® &C0NNELL I 1 _ =ALAIN FEET NI KMf4 emo • •we LIBERTY I IPELINE ` PLATTEVILLE TERMINAL) CIVIL ENLARGED SITE PLAN 3 WELD COUNTY COLORADO c30 MANN • MAD �MA In WADI ,?"`" BMCD #117750 NM MDT L ONAora: ! „F. F. - `°`"""`I°Le1DD�MLNT�MRLB PLAT —PP -0008—X DEMO M. , IND 000 REFERENCE ONLY — OFFICIAL DOCUMENT STORED TLECTNONICALLY PLOT DATE ADA,EI PLOTTED BY IPLOTUSER/ ERE NAME IFILESS G A i i cLif 2 1 I X X 10 H,=OE NN7TAINMENT DRAINPIPE TH VALVE INTERMEDIATE DIKE .../....-25 HEIGHT) _____-• RTo pAd — MIs.. �- , II 4 �\ -p• ICI • \ a 7) C -I x Q� 4'-'.rl II PRELIMINARY NOT X - - D D O. D D �� FOR CONSTRUCTION CONTAINMENT NORTH - I X 0 0 0 IT DIKE (6 HEIGHT) _ n s _. • .BURNS ® ...MEDONNELL scALEIN FEET 0 a°.a n omo vve LIBERTY PIPELINE FM los PLATTEVILLE TERMINAL CIVIL ENLARGED SITE PLAN 4 WELD COUNTY COLORADO SCAT .°oO`°T—}BNCD p117750 FFLE morn CUNT m laws rn Mal mo MANE ( x ) OONu[xT xuuD@ PLAT —PP —0009-X ° °fn""' RMr AM MNle. lord moo mei nN FOR REFERENCE ONLY OFFICIAL DOCUMENT STORED YLECTRONICALLY PLOT DATE ',Mkt PLOTTED BY SPLOTLISFA1 D FILE NAVE {FILES{ G 2 A G X X I I CONTAINMENT DIKE (6 HEIGHT) 10X , 10 DIP CONTAINMENT DRAINAGE PIPE WITH VALVE I I rip I GRASS LINE SWALE `(2 DEPTH) X / I q I x E fi 0 ( CO X O O B Q Q Q a PRELIMINARY - NOT - FOR CONSTRUCTION _ X o l I 0 BURNS " ® �MSDONNELL SCALE DIME( NE nwa DI wR DAR uIe LIBERTY PIPELINE MA DOS PLATTEVILLE TERMINAL CIVIL ENLARGED SITE PLAN 5 WELD COUNTY COLORADO SCALE -SO A MILD IRA AIMIT I InWFYF ND BNCD /117750 FOR EOMMO[CR N OSLO MIAMI tiL WF II/UPI NW `"�"L'0° °`"`"°MD`" PLAT -PP -0010-X fCR REFERENCE ONLY - OFFICIAL DOCUMENT STORED T ECIRONICALLY PLOT DATE A. NEATER PLOTTED BY SPLOTUSERS FILE NAME IRLESS G I Ill4.2019 5 40 n %VAC A G H T TO- u I__ , L -V —V 9—P 1 fill X __.._1:20__ soli .l 3TYI 1 O ID 20 RIPRAP UNDO SPILLWAY P. ..„..- 12 GAVLANIZED STEEL 1 .BLS FLARED END SECTION I / GRASS LINE SWALE OUTLET STRUCTURE (Z DEPTH) WITH 12 HOPE CULVERT RIPRAP PROTECTION AND LEVEL SPREADER DETENTION BASIN \. I CONCRETE TRICKEL CHANNEL - - _ PRELIMINARY - NOT FOR CONSTRUCTION - _ NORTH %BURNS rril `MSDONNELL AM. DAR LIBERTY P I P E L I N E Fc• cos TERMINAL CIVIL ENLARGED SITE PLAN 6 WELD COUNTY COLORADO s<r —3o .r 0parePLATTEVILLE Dr Immo Futon Z. T BNCD /11J%SO MID TM nn MN MI on, " "'"` 1' 100P" "* NwecR PLAT -PP -0011-X R eeMe rw LD.T �mu . °AHA. m mm MET UV FOR REFERENCE ONLY 0FFiOAL DOCUMENT STORED YLECiDOEICALLY PLOT DOTE - SOARS PLOTTED BY IPLOTUSERS D FILE NAME LDLESt G 2 A A G X 1f X HIMIII qP I �� r -I el i ��— — a--- a f j—��1— � rI F- l » A'Q — — -- -- -}—F �� x JNC F Psn s bl x kDARK( x 'E I. I I L I I IR GRASS LINE SWALE I7 �(7 DEPTH) I f7' f s - _ - I 1 eN PRELIMINARY - NOT - FOR CONSTRUCTION _ - I i BURNS .__— I I Zs �MSDONNELL �__—..I— --I-- —' — ` _—�� ® �. ormt a aPre LIBERTY PIPELINE PLATTEVILLE TERMINALr1�=30 CIVIL SITE PLAN 7 WELD COUNTY COLORADO pm SPA rn Milo votITOENLARGED V VAMP •�eOUDD ,11775D Kpa O Tmi II TN.RITR m. Nmo M M MOM EaRua 7r700°"tENTwNBER PLAT -PP -0012-X '�� m FOR REFERENCE ONLY - DEEICIAL DDLLRENT STORED F ECTRDNICALLY PLOT DOTE p BOORS PLOTTED BR SPLOTUSERS ERE NAME SEILESS G 4 5 10 4 B I 6 5 4 2- 1- A D E C H J K LEGEND AREA I \ 1 �� VEGETATED SWALES 4,512 SY I _ _! 1 I Vf// TEMPORARY ROADS 8,549 SY ��_~ I .St.t PARKING I is CONTRACTOR LAYDOWN AND AREA 5.755 SY I -�� ! Wee 30' WIDE TANK ACCESS 4,294 SY > J > GENERAL NOTES: \ rn ALL TEMPORARY ROADS CONTRACTOR LAYDOWN, AND 30' WIDE TANK ACCESS AREAS SHALL BEAT MINIMUM PER DETAIL 1 ON PLAT-GR-00O5-X �' OR ENGINEER APPROVED EQUAL. HEAVY-DUTY ACCESS MATS OR WOOD MATS ARE ACCEPTABLE FOR USE IF APPROVED BY OWNER POINT 211 2IN ALUM. CAP A / x' I 1 I I I PI r•C I rl- INT 207 ALUM. , 1 I . DJL ' Nio I 200M4.,.......„ 200M (175' DIAM) (175' DIAM) 1 O O O I ' 1 x 2 _ Q Q Q \ 1 \ I I I 1 I I I J OPS BUILDING I POINT210 21N ALUM. CAP 1y tI /\ - l NORTH .., _ d - F % MATTING TO PROTECT — . - — — F — 0 6a 120 -" — F — — EXISTING PIPELINES --- KI scALE IN FEE? //^-`'r// I PRELIMINARY - NOT L� x FOR CONSTRUCTION .�, _ - _ , - I O _ �- i- /'' I I cc p ` Ji!SDJNNELL X x loess DAR I. LIBERTY 1 1' I I I \ I rasps PLATTEVILLE TERMINAL CIVIL SURFACING PLAN WELD COUNTY, COLORADO scALE1»_60. DC Ann) F0N AM Ms9UDrotl a err II art! N�o �T BMCD 9117750 rORcO61 MIN FILE NAME (olio) DOCUMENT NUMBER PLAT -PP -0013-X ORAwM En CHECKED MI Aavb Ni A FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED tLECTRONICALLY PLOT DATE - $DAi l PLOTTED BY SPLOTUSERS FILE NAME $F'LES$ F H A C H K I GRADING PLAN NOTES ROUGH GRIM., DIIAI I1111E5 1 ELEVATIONS INDICATED ARE FOR TOP OF AGGREGATE SURFACING I PAVEMENT OR STRUCTURE FOR THIS PACKAGE UNLESS INDICATED AREA DESCRIPTION CUT (LY) FILL (CY) NET (CI) OTHERWISE. FlNEH GRADING /J 66B 57608 89/0 ((61) O- ADEQUATE DRAINAGE SHALL BE MAINTAINED ATALL TIMES DURING CONSTRUCTION ANY DRAINAGE FEATURE OR STRUCTURE 11 1 - LD7B " 3THE f'T SEE SHEET PLAT -GB -001S v ` , , _- M ION NO -� ^ S _ _ �� L ' EARTHWORK °GANTRIES PROVIDED ARE APPROXIMATE AND DO NOT ACCOUNT DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO FOR STRPPING TOPSOIL SHRINKAGE FACTORS BULK FACTORS OR UNSUITABLE EXISTING CONDITIONS OR BETTER SUBJECT TO THE APPROVAL OF CONSTRUCTION MANAGER. REIERIAL6 ENCOUNTERED QUANTITIES REFLECT APPROXIMATE EARTHWORK REQUIRED TO ACHIEVE DESIRED FINISHED GRADE - DOES NOT DIFFERENTIATE J SURFACE AROUND FACILITY SHALL BE GRADED TO PROVIDE — — — — — —' f — �"K5 1 = -R — n '- — `- BETWEEN EARTHEN MATERIAL AND DEPTH OF AGGREGATE SURFACING AND DOES DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS - _ �"'' T _ __ ,y— — — NOT INCLUDE EXCAVATION NECESSARY FOR UTILITY TRENCHING OR FOUNDATIONS -- �f---_- L \ \ Ib V \ " \-� Ilrl �A I \\ 1' \ I IPEA \ Ilr( I I I I '` II I r P.I. �f�� /1 II Ii I Pp f1r I, �r rI I s F REMOVE STANDWO WATF-11 FROM THE PROJECT WORK LIMITS 1 NECESSARY TO PROTECT SUBGRADE SUBBASE AN DIOR BASES COURSE OF NEW PAVEMENT SURROUNDING PAVEMENT TO -REMAIN OR OTHER COMPLETED WORKS I 6 STABILIZATION SHALL BEWmATED IMMEDIATELY WHENEVER ED NI AN HAVE PERMANENTLY A EARTH.DISTURBINGCEASED TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FOR APERIOD EXCEEDING 11 CALENDAR DAYS 6 ACCESS DRIVES WITH TEMPORARY CULVERTS MAYBE REQUIRED \ 1 Ir\ rl' ' 1 DURING THE CONSTRUCTION PROCESS THESE SHOULD BE FIELD -I �at25/ II I °\ �_ ,.,4,' ' / ( a < I •.... NF \\ IL I I 0 I ^ LOCATED AND INSTALLED AT LOCATION APPROVED BY THE CONSTRUCTION MANAGER. 7 CONTRACTORSHALLUT11JZEUSDCM STOCKPILE MANAGEMENT BMP l 5` - -Ate—'= _S SEE SHEET /`PLAT-0�R-0/616 ,-- SEE SHEET PLAT -0R -0O77 FOR ALL STOCI(PILES \c IIII \\''1,),‘ �1( I o.l I I IS �1 \ 0 2c I 1 111 /4hTSlu �_ �� ))II � I 1 11� I --- - 1 / �" Its % _•I li 1 II 4 I I I �� SEE SHEET PLAT -GP -0015 J f l _' ,.I s� j SEE SHEETPLATGR-0619 / a \ III — 1 _ DJL A N ]QOM I 200M' (175 ERA ) (17S [HAM) - _ �) E . ; I '— T �.• r - I 4 I — A. N 0 O ,lv�I I O J III . I 'yr ) SEE SHEET PLAT -OR -0030O —', I SEE .SIFT' SHEET PLATGR-0631 _O C 7 _ -- of a q.ee==p�.,a=ep=—a SCALE IN FEET ♦t r d 1 I ' _ I I PRELIMINARY - NOT - ' I.I _- -..e__ _ — ; -- L, / FOR CONSTRUCTION _ _) - ' —� 6 -FT VIDE AGGRtGATE / ` S CCESSROADS L I SBURNS - �MSDONNELL r• -F, 0,,, -- 2 -_ I ' _- = _-- _ _ Z-4___=;-_-.___I-_--#.#J— --;—fi --,--75-----=---- -rI ---�—� n nxfa FT DATE AlpoJAC LIBERTY III OLINE FoR NS PLATTEVILLE TERMINAL CIVIL OVERALL GRADING PLAN WELD COUNTY COLORADO Y"7".150 I. orm F In two MINI Afini 110051 eE o° Icamsrot RR00 ED EMT IERMN DANA LISA CBM DIOCUMENT PLAT-GR-0014-X MW ,,,,, FOR REFERENCC ONLY - OFFICIAL DOCUMENT STORED F ECIROMOALLY PLOT DATE - SOARS PLOTTED BY SPLOTUSER9 D FAE NAME SFILESS G A 2 GRADING PLAN NOTES , " `/ 1 ELEVATIONS INDICATED ARE FOR TOP OF AGGREGATE SURFACING PAVEMENT OR STRUCTURE FORTHIS PACKAGE UNLESS INDICATED OTHERWISE / V _ LOT A - 2. ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING I EXEMPTION NO CONSTRUCTION ANY DRAINAGE FEATURE OR STRUCTURE ( '. I I 1�I3 �rrl RE 9171 DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO / EXISTING CONDITIONS OR BETTER SUBJECT TO THE APPROVAL OF 'I _,t _ ore- -,—THE CONSTRUCTION MANAGER. ^� J __ �_ Eat AFTON ND _ _ _ EDDBCSu.3IAUAN1LIV117_ -L-- ---- 1 — — 3 SURFACE AROUND FACILITY SHALL BE GRADED TO PROVIDE 1 ) 1_1321=1 RE-3171_OJJF ER PELELLA R COTT DRAINAGEAWAY FROM BUILDINGS AND PAVEMENTS - _ _ I,TO,CRESLL 4 REMOVE STANDING WATER FROM THE PROJECT WORK LIMITS AS COUNTY ROAD 30 / r PEI IAL WARRANTY DEED I NECESSARY TO PROTECT SUBGRADE SUBBASE AND/OR BASE - - COURSE OF NEW PAVEMENT SURROUNDING PAVEMENT TO -REMAIN OR OTHER COMPLETED WORKS __t_ I _ _ _._ _ _- _ _ = `- ENTWHEREVER fi STABOJZATION INGLLBEES INITIATED PERMANENTLY _ EARTH -DISTURBING CEDED NI ANY AVE PORTION ORTI NOF THERYOR 'TEMPORARILY CEASED EDNL YELL NOT __ _ R '^ _F - - - ' - _ -' - _ - `- - _ RESUME FOR A PERIOD EXCEEDING 14 CALENDAR DAYS CALENDAR YS _ \ I ` I • �% ti FLORFS� VACAIJTL I CANNER REBECCA (7J 99 ACRES SPECIAL WARRANTY I \ I ,NELO COUNTY NEC. NO I HD OTT EEU 388149 I I __/ - - Y B ACCESS DRIVES WITH TEMPORARY CULVERTS MAY BE REQUIRED �_ I , DURING THE CONSTRUCTION PROCESS THESE SHOULD BE FIELD LOCATED AND INSTALLED AT LOCATION APPROVED BY THE - CONSTRUCTION MANAGER. I 7 7 CONTRACTOR SHALL UTILIEUSDCM STOCKPILE MANAGEMENT BMP FOR ALL STOCKPILES ( \ , JI _ /7.----' - '- / / IWO 18 CMP Q� WITH GALVANQEDP .TAWr r VP T r,28 STEEL FES 1i-I 1 I I 1 I 0. � - r / C J' I _ GRADING LIMITS i / ) \\ •. PRELIMINARY - NOT FOR CONSTRUCTION { C ) \�� \ NORTH 4BURNS ® �MSDONNELL \ fa ESOwe °' r, LIBERTY PIPELINE no Aos PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 1 WELD COUNTY COLORADO '=3l =30 I to tot APR BMCD #117750 L faun In REAR m MAIM to to.TNo RCN NEI.,DDa�NINDNRER PLAT-GR-0015-X e fauelnrtRn U DAat .AI our NN D Aom N� FOR REFERENCE ONLY - OFFICIAL SOONEST STORED TLECTROrICALLY PLOT DATE . SOARS PLOTTED BY SPLOIUSERS D FILE NAME BASES! C H A 2 9 4 5 10 9 GRADING PLAN NOTES \ /' �� ---- --�_,_ --- 1 ELEVATIONS INDICATED ARE FOR TOP OF AGGREGATE SURFACING. 11 I 1�/�� / /'I ! 1// ww rI 1..T- PAVEMENT OR STRUCTURE FOR THIS PACKAGE UNLESS INDICATED - ,/ / / �� OTHERWISE / I 2. ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING I \ / I CONSTRUCTION ANY DRAINAGE FEATURE OR STRUCTURE DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO / - _ EXISTING CONDITIONS OR BETTER SUBJECT TO THE APPROVAL OF _ THE CONSTRUCTION MANAGER �- \ / / J SURFACE AROUND FACILITY SHALL BE GRADED TO PROVIDE - \� I ' / DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS / / ' 4 REMOVE STANDING WATER FROM ME PROJECT WORK LIMITS AS NECESSARY TO PROTECT SUBGRADE SUBBASE AND/OR BASE COURSE OF NEW PAVEMENT SURROUNDING PAVEMENTTO.REMAIN OR OTHER COMPLETED WORKS / EREVER 6 EARTH DISTON SHALL /TImES1HAV I PERMANENTLY EARTH -0 RILYNITIE5 HAVE PERMANENTLYOR / I TEMPORARILY CEASED ON MY PORTON OF THE SITE AND WILL NOT / / RESUME FOR A PERIOD EXCEEDING 14 CALENDAR DAYS B ACCESS DRIVES WITH TEMPORARY CULVERTS MAYBE REQUIRED DURING THE CONSTRUCTION PROCESS THESE SHOULD BE FIELD 1 - / / / / LOCATED AND INSTALLED AT LOCATION APPROVED BY THE CONSTRUCTION MANAGER. 6 GALVANIZED STEEL 4 Q R - PLAT GR-002S PLAT -OR -ODDS FLARED END SECTION / \ 1 CONTRACTOR SHALL UTLIZE USDCM STOCKPILE MANAGEMENT BMP v v FOR ALL STOCKPILES '' / _ � \ OUTLET STRUCTURE WITH IT HOPE QM _ - CULVERT RIP RAP PROTECTION PST-GR-002S PLATGR-0OJO o I AND LEVEL SPREADER / �� 20 RIP V3,i y, l= LINED SPILLWAYS . / \ J / / / _ I / / _ y / - I� CONCRETE TRICKLE CHANNELPLLTM28 GRADING LIMITS _ _ _ r / / _ - DETENTION BASIN TOP / DETENTION BASIN TOE II'�I ` .\,�` / ^ 0 FACIL TY PERIMETER SECURITY Q GRASS LINED FENCE WITH ANTICLIMBER _ PLAT.GR-0025 SWALE(7 DEPTH) _ AGGREGATE ACCESS ROAD !_ i- \ r0 GRASS -LINED /PLAT` �0755WALEQODEPTH) / -- - - / , �- \\ \ s. PRELIMINARY - NOT - FOR CONSTRUCTION _ _ Q PERIMETER CONTAINMENT r PLATi'.R4ID75 DIKES (6 -FT MAX HEIGHT) - I ©INTERMEDIATE CONTAINMENT - P i •25 DIKES (3 -FT MAX HEIGHT) / ` NORTH \ — \\S\ \ SBURNS \ , scALDIN FEET ta\MSDONNELL MI DOTnl Doe N NR LIBERTY PIPELINE /� KS PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 2 WELD COUNTY COLORADO xAl[ I =30 Form. 4�IF��. DI oA'AI ��/ SNCD 6117750 "r{[ � ' I DM IDE rtW/ MD " "c' RAM[ (ate)°°°"E"T WEEDER PLAT-GR-0016-X INT¢C wA mum FOR REFERENCE ONLY - MEDAL DOCUMENT STORED TLECTRONCALLY PLOT DAR a IDATEI PLOTTED BY WLOTDSEAS FILE NAME MTLESS K A C K GRADING PLAN NOTES f T— 1 I I \ \ 1 I \\\ 1 I• C\ �____r___—� 1 I a E /. 1 _ _ II / _ l �� \ • SURFACING 7 ELEVATIONSMEOR INDICATED AREFOR THIS AOAGGREGATE EUNLESS PAVEMENTORSTRUCTUREFORTHIS PACKAGE SINOICING OTHERWISE I 2. ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TES DURING CONSTRUCTION ANY DRAINAGE FEATURE OR STRUCTURE DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO EXISTING CONDITIONS OR BETTER SUBJECT TO THE APPROVAL OF , THE CONSTRUCTION MANAGER. I SURFACE AROUND FACILITY SHALL BEGRADED TOPROVIDE DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS \ \\ \\ \\ l ``\ \\ ¢ �V U' �¢ 3D I 16 E1 S LNL I A. REMOVE STANDING WATER FROM THE PROJECT WORK LIMITS AS NECESSARY TO PROTECT SUBGRADE SUBBASE AND/OR BASE COURSE OF NEW PAVEMENT SURROUNDING PAVEMENT TO -REMAIN OR OTHER COMPLETED WORKS S STABILIZATION SHALL BE INITIATED IMMEDIATELY WHENEVER EARTH -DISTURBING ACTIVITIES HAVE PERMANENTLY OR TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FORA PERIOD EXCEEDING 14 CALENDAR GAYS 11 \ 1\ \\ \ \ _GALVANIZED 1' CMP W1iH Q 0 P �C X28 F V C STEEL FES (\ -\_,i i ACCESS DRIVES WITH TEMPORARY CULVERTS MAYBE REQUIRED DURING THE CONSTRUCTION PROCESS THESE SHOULD BE FIELD LOCATED AND INSTALLED CONSTRUCTION MANAGER ATIOCAT0N APPROVED BY THE 7 CONTRACTOR SHALL UTLlg USDCM STOCKPILE MANAGEMENT BMP / 1 \+' 5 `1 ' ,1 I 5 \ I I \� I '9l( • I J ) -� ) �irO FOR ALL STOCKPILES - FACILITY FENCE IMTH I ` —CU PERIMETER SECURITY �� ANTICLIMBER 1� 11 1 1 , , 11 11 GRASS-UNE0 SWALE (7 DEPTHS' .TiT-R, I VIA ; 1 1 I 1 II I I II I I 1 I T �I�vv GRADING LIMITS \ �`\ L-) \\\ L\\ \ \ \ 11 5 \ \ 1 bi AGGREGATE ACCESS ROAD , j1 I ' I I } - , ! \ 1 11 rl J _ 1 1 ! T' J • L PERIMETER CONTAINMENT\ ------/ , I PRELIMINARY - NOT DIKES (S-FTMAY HEIGHT) PLAT -OR -0025 l _ IV CMPWITH Q Q GALVANIZED FOR CONSTRUCTION ' I I I II I STEEL FES P .ZBP . B ✓ ( i L II I I I NORTH ® 4. BURNS scALE OS FEET N° [LeaII DAD e ere LIBERTY I I I E L I N L T E Sts PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 3 WELD COUNTY COLORADO sc." —JO KA _ _ 1 CA RAME n. SPED) ADAO MO BMC0 ®117750 TrI¢ KA Dm, PTTP m.°1QN°°T n. nn.m NA[E ( e) oomxdT xu.ew PLAT—GR-0017—X INA TN. map vRN TOR RETEBENCC ONLY - WEICIAL 555,55N1 STORED T ECTROMCALLY PLOT DATE - SOARS PLOTTED BY IPIUTUSERS D TILE NAME STILES& A G GRADING PLAN NOTES r I Il / I r r ` Q GRASS LINED / PLAT -0025 GRASSLE (1 F DEPTH) J ........ 1 / I / f I ' / �I r I' �\ \ \ 11 \ 2 INTERMEDIATE CONTAINMENT >✓ \ PLAT-GR-0025 DIKES (D -FT MAX HEIGHT) v/ \ \ ` I \ ` \ PERIMETER CONTAINMENT 1 Q \ DIKES (6 FT MAX HEIGHT) PLAT•GR-0025 ` _ �� ' l \ ` / \ I `� ` ` , \ \ 1 ELEVATIONS INDICATED ARE FOR TOP OF AGGREGATE SURFACING PAVEMENT OR STRUCTURE FOR THIS PACKAGE UNLESS INDICATED \ OTHERWISE. ` Z ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING \ CONSTRUCTION ANY DRAINAGE FEATURE OR STRUCTURE \ DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO \ \ ERISTNOCONORIDN5 ORBERER SUBJECT TO THE APPROVAL OF THE CONSTRUCTION MANAGER. L \'',, \ 1 \ ` 2 SURFACE AROUND FACILITY SHALL BE GRADED TO PROVIDE I \ DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS 1 4 REMOVESTANOINOWATERFROMTHEPROJECTWORKUMTTSAS I NECESE OFNE PROTECTSUBORAOE SUBBASE ANONOR BASE , COURSE OF NEW PAVEMENT SURROUNDING PAVEMENT TO. REMAIN OR OTHER COMPLETED WORKS I , 6 STABILQATION SHALL Be WIT1ATED IMMEDIATELY WHENEVER EARTH-DISTURBINGACTNITES HAVE PERMANENTLY OR I 1 \ TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT I \ 1 RESUME FORA PERIOD EICEE0W01{CALENDAR GAYS 6 ACCESS ORNESWIIH TEMPORARY CULVERTS MAY BE REQUIRED DURING THE CONSTRUCTION PROCESS THESE SHOULD BE FIELD LOCATED AND INSTALLED AT LOCATION APPROVED BY THE I 1 CONSTRUCTION MANAGER. I CONTRACTOR SHALL UTILIZE USDCM STOCKPILE MANAGEMENT BMP /7 r FOR ALL STOCKPILES I(I I / I - /1 1THOPE CONTAINMENT / DRAINAGE PIPE WITH VALVE (TYP OF 4) 1 I _ ' � 4 I1 I ` FACILITY PERIMETER SECURITY FENCE VATHANTICLIMBER \� I \ 1 I T - } r _ ` DJL 200M ) (175 CLAM) E r £ - - I _ ' 5 ` I r - RIO , 200M „ (175 _ DIAM) t r .1 1 1 I ' GRADING UMITS - - \ � `- a / - 1 r-� < PRELIMINARY - NOT FOR CONSTRUCTION _ 16 'N _, BURNS — �MSDONNELL MALE IN FEET — No A'®I DD.D 1MrFRe LIBERTY I IPSLINE MOS PLATTEVILLE TERMINALIN CIVIL ENLARGED GRADING PLAN 4 WELD COUNTY COLORADO L1 =30 pm um - L 161G0 ON KNI n. ,enmm oo1Of BMCD /117750 FOR mm ' E°" "' 'IMP. "T" E I°`°I ooNN NT N NDn PLAT-GR-001 B -X 3. Ln f° .., FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED ELEC1YONICMLD PLOT DATE •• SDU iS PLOTTED BY SPLONSDG D YE NAME !FILES, G A a D C GRADING PLAN NOTES ` \ \ \ ' I i � link SWALE (70EPTM)P r25 - I u FACILITY PERIMETER SECURITY FENCE WITH ANTICLIMBER I I / I� �iv / .-- / "�' / 1 / DO rc H < ' ` I I I �I 7 ELEVATIONS INDICATED ARE FOR TOP OF AGGREGATE SURFACING PAVEMENT OR STRUCTURE FOR THIS PACKAGE UNLESS INDICATED OTHERWISE 2. ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING I CONSTRUCTION ANY DRAINAGE FEATURE OR STRUCTURE DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO EXISTING CONDITIONS OR BETTER SUBJECT TO THE APPROVAL OF THE CONSTRUCTION MANAGER. I 3 SURFACE AROUND FACILITY SHALL BE GRADED TD PROVIDE 11 DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS 4 REMOVE STANDING WATER FROM THE PROJECT WORK LIMITS AS NECESSARY TO PROTECT SUBGRADE SUBBASE AND/OR BASE COURSE OF NEW PAVEMENT SURROUNDING PAVEMENT TO -REMAIN OR OTHER COMPLETED WORKS 6 STABILIZATION SHALL BEINITATED IMMEDIATELY WHENEVER NITI EARTH.DISTURBINOACTES HAVE PERMANENTLY OR / TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FORA PERIOD EXCEEDING 14 CALENDAR DAYS 6 ACCESS DRIVES WITH TEMPORARY CULVERTS MAY BE REQUIRED DURING THE CONSTRUCTION PROCESS THESE SHOULD BE FIELD 1 1 _ / L LOCATED AND INSTALLED AT LOCATION APPROVED BY THE CONSTRUCTION MANAGER. 1 7 CONTRACTOR SHALL UTILIZE USDCM STOCKPILE MANAGEMENTBMP / I 12 HOPE CONTAINMENT DRAINAGE PIPE WITH VALVE (iVP OF 4) 1 I I L I FOR ALL STOCKPILES I ad I I ,1 ; \ — — — - _ PERIMETER CONTAINMENT - - T I I - , - T I! 1 _ CDIKES (6 -FT MAXHEIGHI) PLAT RR -0025 ` I I O GRADING LIMITS - ` 0 O 0 o L I SSSS ROA�_______--. , y 4 - .... _ , , , 1 - r r- rWIFOR I PRELIMINARY - NOT CONSTRUCTION . 1 16 76 I I p / I NORTH �BURNS MEDONNELL Yll 6CALEIN HET w MAP °"R LIBERTY I I P E L I N E PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 5 WELD COUNTY COLORADO xuE —30 CPO Yea A muo FM nn r0wcy T wnACT (RE o°011 7�°R • cant • MROTMM.; II/144 NAME (aka) PLAT-GR-0019-X W NN Npy wM F 4 REFERENF ONLY - OFRCIAL DOCUMENT STORED TLECTROMCALLY PLOT DATE SOARS PLOTTED BY SPLOTUSERS D FILE NAME IFILESS E C H K A C D C H GRADING PLAN NOTES \ Q GRASS-LINED�' PLATGR-00755WALE (I F DEPTH) �/ I I r4 ' c I ELEVATIONS INDICATED ARE FOR TOP OF AGGREGATE SURFACING PAVEMENT OR STRUCTURE FOR THIS PACKAGE UNLESS INDICATED i.9 OTHERWISE. L _ L ADEQUATE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES DURING J` CONSTRUCTION ANY DRAINAGE FEATURE OR STRUCTURE �� DISTURBED DURING CONSTRUCTOR SHALL BE RESTORED TO EXISTING CONDITIONS OR BETTER SUBJECT TO THE APPROVAL OF ' _ I l a ----, - -` THE CONSTRUCTION MANAGER. f , A --- I -- U SURFACE AROUND FACILITY SHALL BE GRADED TO PROVIDE J DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS ` I I 1 I 4 REMOVE STANDING WATER FROM THE PROJECT WORK LIMITS AS NECESSARY TO PROTECTSURGRADE SUBBASE AND/OR BASE I COURSE OF NEW PAVEMENT SURROUNDING PAVEMENT TO -REMAIN OR OTHER COMPLETED WORKS I _ • 6 STABILIZATION SHALL BE INITIATED IMMEDLAIELYWHENEVER O EARTH.OISTURBING ACTIVITIES HAVE PERMANENTLY OR / TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT -L RESUME FORA PERIOD EXCEEDING 14 CALENDAR \ DAYS / 6 ACCESS DRIVES WRH TEMPORARY CULVERTS MAY BE REQUIRED DURING THE CONSTRUCTION PROCESS THESE SHOULD BE FIELD LOCATED AND INSTALLED AT LOCATION APPROVED BY THE _ - ` 11 1 I CONSTRUCTION MANAGER. I 7 CONTRACTOR SHALL UTILIZE USOCM STOCKPILE MANAGEMENT BMP FOR ALL STOCKPILES _- 1 A AGGREGATE ACCESS ROAD \ ` \� I 1 i FACILITY PERIMETER SECURITY M FENCE WITH ANTICLIMBER GALVANIZED FLARED END STEEL SECTION in PLATGR-002S PLATGR-0026 v v I / ` 1 / 4 GRASS -LINED 1 / PLAT 5 SWALE (1 75 DEPTH) ,\ STRUCTURE WITH 12 HOPE Q Q ' CULVERT CULYERT RIP RAP PROTECTION PLAT=�R-0079 PLATGR-0071 \ ' AND LEVEL SPREADER N.... J 1 / 20' RIP RAP LINED SPILLWAY a. /I / ` I.L1 .4v.L / PLATG�R,029 CONCRETE TRICKLE CHANNEL ) v I / r55' 5 d4.u N / / / I DETENTION BASIN TOP JI / GRADING LIMITS DETENTION BASIN TOE / / PRELIMINARY -NOT - FOR CONSTRUCTION _ NORTH J / I BURNS - I �f nom' �MSDONNELL SC TON OND u uOn LIBERTY PIPELINE ADS DR PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 6 WELD COUNTY COLORADO �`� WV A 'r�I Im HW. CRAPE 666 PROTECT1"-30 NBL1CD /117750 Ear' R CRAO DR POWT wS II/UP. wtlm FILL NAME 1.L., DOCUMENT MMMazR PLAT-GR-0020-X . ovt RIy FOR REFERENCE ONLY - OFFIGAL 00LUMENT STORED LECPIONICALLY PLOT DATE SOARS PLOTTED Dr IPLOTU51RS FILE NAME IFILESS E A C G H GRADING PLAN NOTES \ `./ 1 I ' _ \ I I 11 1 ELEVATIONS INDICATED ARE FOR TOP OF AGGREGATE SURFACING PAVEMENT OR STRUCTURE FOR THIS PACKAGE UNLESS INDICATED I ---1 I OTHERWISE. / I I I 1 1 I I I I I IIWIN 2. AOEGUATE DRAINAGE SHALL BE MTAED AT ALL TIMES DURING CONSTRUCTION ANY DRAINAGE FEATURE OR STRUCTURE JI / -_- `• I •\ • `\vII , DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO EXISTING CONOHIONS OR BETTER SUBJECT TO THE APPROVAL OF °� / THE CONSTRUCTION MANAGER. D SURFACE AROUND FACILITY SHALL BE GRADED TO PROVIDE � /�� I I ' I ' ' DRAINAGE AWAY FROM BUILDINGS AND PAVEMENTS I 4 REMOVE WATS STANDING WATER FROM THE PROJECT WORK TS AS - -F- --F----F--- -F-_ I I \ -I --_-! ! ! ! ! !-�_ i , i / ' --� _! - NE ESSARY OP OTEC 6 H SUBBASE ANDIOR BASE COURSE NM PAPAVEMENT SURROUNDINGPAVEMENT TO -REMAIN ___�- / OTHER ORCOMPLETED WORNS F--% J i 6 STABILIZATION SHALL BE INITIATED IMMEDIATELY WHENEVER J EARTH -DISTURBING ACTNITIES HAVE PERMANENRY OR R KAN LE THE SITEAND WILL NOT EMPOTEMPORFRLA PERRILY IED ON OD EXCEEDING l ( — I I II — !' — --c F F i F —T - I I9{ 6 ACCESSEURING ECONSTIVES CONSTRUCTION TEMPORARY SS THESE SHOULD BE FIELD A PROCESS TIO THESE SHOULD HE FIELD LOCATED A D I NST INSTALLED AND INSTALLED AT LOCATION APPROVED BY THE E / CONSTRUCTION CONSTRUCTION MANAGER. 7 CONTRACTOR SHALL UTILIZE USDCM STOCKPILE MANAGEMENT BMP I t FOR ALL STOCKPILES • kDARK GRASS LINEDCI) SWALE(I 75 DEPTH) PLAT-GR-0025 1 _ " 'I \ I I' ` I I 1 I I I ` GRADING LIMITS , ( _ Yd„T _ to \ I h5 J / 1 i 1 I i • I \ T PRELIMINARY - NOT FOR CONSTRUCTION \ NORTH 1T NORTH / I I 1 I �1 I .BURNS �MfDONNELL i -- -- 1,7[7:4,-__,..___ I n— I ® ------I---------- — n Kau LIBERTY PIPELINL NOS PLATTEVILLE TERMINAL CIVIL ENLARGED GRADING PLAN 7 WELD COUNTY COLORADO """ DNA .MI�SOIDA _ FORDAc"=1D A 4vARmaa. °' Ienm No ' BMCD /117750 --I ° mA°'Q"M' DI nn.n. mC uAMC 1 L 1 RDhnm wuu°u PLAT-GR-0021-X -•- UR .+ .M aP1pG Rwu FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED E ECTRONICALLY PLOT DATE • SOAIES PLOTTED BY SPLOTUSERS D FILE NAME !MESS G A B C D C H IS 4860 0 48550 48500- - _ - __ ------ -0,6]%-- FINISH GRADE _EXISTWf= GRADE �� OB 117% ` ----- at' �_ I 4845 0 - -5104% 10]0% 00096 4840 0 El 8 $ v, e 1 e 1 1 28 v 1111 fS ST MV INI4III411114 6 n 88 TM ET St .f8 "p III41NI4111IIR14ImIRIII114I<I1I93a ^8 .5"A® $ RSm 8 " m � 1P ,91R 28 $ 8$ RCS RE '',g4 V.1 91 ok A - 1 4 S 4 E a a 3 4w4 E PE 8,S NIa1614 p . m 6 -0.15 0.00 1000 2000 3.00 4.03 5.00 6.00 7.00 MO 0.00 10.00 11.00 11.00 SECTION A P -SR 03 HORIZONTAL VERTICAL 4860 0 48550- - EXIST%RASE GRADE 4860 0 - 48500- _� 14 16% � , _ —" -- FINISH GRADE d \ 4855 0 - 4845 0- — 013% 014% - -001% 10fi% —PAY-- 0 ! -074% 214% \ �- _ -46soD - - - 46400 48450 KPA 43 .48 II F,8' 41 °.`n II "s 11 3 ME 41 ..8 41 SE 88 11 S8 I III 41 28 41 II 8 SF 4143 88 28 44 `" III F fl 7'i 38 4 3 ,E' 8 7,8 3 88 a of 1 44 F;1 e' SS I Q3 °P 4 e II ii ai '1 4 g4 413I NI 4 o o 411 O of 3 al 46400 _g8I# - 0.00 1.00 1.00 3.00 4.00 5.00 8.00 7.00 8.00 6.00 10.00 10.30 _ SECTION B P 03 - HORIZONTAL ® VERTICAL® PRELIMINARY - NOT - FOR CONSTRUCTION _ scpLEWEET - SBURNS �MSDONNELL m ww4v ®� ' PLATTEVILLE TERMINAL ��I� PROFILES WELD COUNTY COLORADO AS NOTED IOR MN SLR NA aa. ®� ve 4n BMCD p117750 LIBERTY ,w OW 4�° AT -. NAME L100M.ENTNNMBER PLAT-GR-0023-X I I P E L 1 N E -WI Pal REFERENCE ONLY - OffiOAL DOCUMENT STORED C ECTRONICALLY PLOT DATE SOARS PLOTTED BY SPLOTUSERS D THE NOME SOLESS G X 11/14.12.1. II 31 PIA VIJAC A C K I EROSION AND SEDIMENT CONTROL NOTES REST MANAGEMENT PRACTICES �� :f4: -I'',--- I I LOT E \'I f7 ^Ii - / ...„,_7_,,E-44,1,- MP410N NOI�, - / ' - I --42.,I. I TEMPORARY EROSION CONTROL SHALL BE INSTALLED AROUND ALL INLETS AND WITHIN DRAINAGE WAYS I 2 CONSTRUCTION ACTIVITY POLLUTION PREVENTION IS REQUIRED FOR THIS PROJECT PREVENTION OF POLLUTION RESULTING FROM CONSTRUCTION ACTIVITIES SHALL BE ACCOMPLISHED BY CONTROLLING SOIL EROSION WATERWAY SEDIMENTATION AND AIRBORNE DUST GENERATION CONTRACTOR SHALL ENSURE THAT NO SEDIMENT RESULTING FROM CONSTRUCTION ACTIVITIES INFRINGES GInO ADJACENT PROPERTIES CONTRACTOR SHALL COORDINATE EROSION AND SEDIMENT CONTROL WTH Ly —\,_ .-_� - �_yy - OTHER CONSTRUCTION ENTRIES PERFORMING WORK ON OTHER _ T ---22.. u. o g� - _ -_ - i r"?fL"'-'r._ WELD ' . COUNTY (LOAD JO — - PROPERTIES 'v' \ \ `Ll �_- '� T I �1 I ,.-a It , Ili 1 R l� J \ II \\ \�� I rI >,1R ', t I 1555 l )\� I'II , i�}aR4. !I T` I p1i III III - • /-- - - L ' ( I f J I ll _ 3 CONTROL EROSION AND SEDIMENTATION TO THE EXTENT PRACTICABLE ALL APPLICABLE SOIL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IMPLEMENTED AND MAINTAINED THROUGHOUT THE DURATION OF INAN CONSTRUCTIONALLTEMPORARY AREA ALL OACIIVI1ES PRIOR TO INITIATING G ONSTRU CONSTRUCTION EPARTNER ION AN SEDIMENT CONTROL R CT CES PRACTICES SHALL BE IN PLACE UPON PROJECT COMPLETION ALL TEMPORARY SOIL I EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED 4 UTILIZE APPROPRIATE BEST MANAGEMENT PRACTICES (BMPS) THOSE BMPS - I /1 i' I ` CONT CONSIST LOGS SILTFENCEC OR ER PRO O FIAS ( s�si25 rT •/ I ,II,,, .-4.-- _ ti'=4g�J�� r �I a �6 L uii 1 L I'' ••AREAS u EROSION SHALL ID I CONTROL EROSION AS NEEDED THE CONTRACTOR SHALL PROVIDE AND STORMWATER POLLUTION PREVENTION PLAN FOLLOW THE EROSION NEEDED (SWPPP) PLANS AS NEEDED I �+ --�4S9s r -•-- I �¢ - `l /WORK. '\ I }� - • S PLACE EROSION CONTROL DEVICES AS SHOWN PRIOR TO BEGINNING THE DEVICES SHALL BE PLACEDOOWNSLOPE OF DISTURBED a �4 Is •}i` d4 / J -- I I i ' �0 ' \�- / , �ISY -. \ I 1 . I 'ZV WHERE SHEET EROSION WOULD OCCUR SILT SHALL BE REMOVED I AS REQUIRED AFTER SIGNIFICANT RUNOFF EVENTS THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL STRUCTURES FOR SILT BUILD-UP THAT INTERFERES WTRR THE PERFORMANCE OF THE EROSION CONTROL STRUCTURE AND REPAIR DR REPLACE THOSE STRUCTURES AS NECESSARY ROCK CHECK TYP �n 1 /-_ j �, \ C l{ I - 1 1 I` I 1 ' I DTI\` CCONTROL 6 INSTALLADDITONAL EROSION CONTROL ITEMS AS NECESSARY TO AND COLLECT SEDIMENT SEE THE TXDOT AND JEFFERSON Sara ) /� 1LE I \ \ I S L \ \ COUNTY REGULATIONS FOR ADDITIONAL EROSION CONTROL TECHNIQUES AND REQUIREMENTS Iro' 1k- ` I 1 1 \ l a CI ,` 7 LOCATIONS OFBW MPS AS ON THE DRAWINGS ARE THE MINIMUM / / I , FIBER LOG 4 ��- I , III - __ f _',II'I I' III \, , \ \ I \ r -L- I III I t 19I X ; �N ,I 1 - J 1,I /Y- I 1^I V � `I y� V , I I 'I o J REQUIREMENTS CONTRACTOR SHALL RELOCATE THEM OR ADD ADDITIONAL EROSION CONTROLFACILITIES AS REQUIRED TO MEET EROSION AND SEDIMENT CONTROL REQUIREMENTS INCLUDING THE NPDES GENERAL STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES B ACONCRETE WASHOUT LOCATION WILL BE DESIGNATED BY THE OWNER THE LOCATION SHALL BE AT LEAST 30 FEET FROM THE PROPERTY UNE AND COORDINATE WITH THE OWNER SEE DETAIL SHEETBEATGR.OT79 I LEGEND 1 / • IL— r UMITS SILT FENCE p _ r 1t — 4I _ —oGRADING O I SEDIMENT LOG •- /\/_ I v - - �, P GR 7 — ROCK CHECK S \' I 1c \ 1' NORTH SI MP urtr SCAIE IN FEET � h I r �t ` ----- ---1 L °' PRELIMINARY`� FOR CONSTRUCTION I I I ----r-�' I i /, - S I I J BURNS �MSDONNELL -_;T-- :=_P--- r, _ �-� MC CRATE040 �RFOR LIBERTY PIPELINE PLATTEVILLE TERMINAL CIVIL EROSION & SEDIMENT CONTROL PLAN WELD COUNTY COLORADO E `c. =150 YR L IMO IT KIRI NI IMMN . BMCD 1117750 NrRE I R ISIMA FOR RAW E. NUM NAT (aLa) 00( 00 NwBER PLAT-GR-0022-X WY WY ••D .r MINT FOR REFERENCE ONLY — 010505 DOCUMENT STORED i ECTROMGLLY PLOT DATE SOARS PLOTTED BY SPLOTUSERS U ACE NAME SFRESS G A B C D O H 180 TENSAR TRW( GEOGRID 1160 OR ENGINEER APPROVED EQUAL B OZ NONWOVEN GEOTE%TILE TENSAR TRIAX GEOGRID STRUCTURAL CLAY FILL (MEETS FABRIC OR ENGINEER T%160 OR ENGINEER B AGGREGATE BASE STRUCTURAL REQUIREMENTS APPROVED EQUAL APPROVED EQUAL AND INFILTRATION 17 COMPACTED REQUIREMENTS PER SPEC) 4 AGGREGATE BASE 6- AGGREGATE BASE SUBGRADE 17 COMPACTED 12 COMPACTED SUBGRADE 6UBGRAOE E%ISTING SITE SOILS SHALL RE VERIFIED THEY MEET THE B THICK TArll. WALL REIN-ORCED L^IJ6PETE PIVU\JALL 181 OTHERS, TO.. E 19 `0 - `' 10 �l II 1 1. II 8 - BENTONITC LTRULTURnL5 tJlr, FILL COMPAC fEO / uEUSYTITHCR` PEP PP]JELT SI'FIC4TIOH B 6LIDOL, TANK CONTR.,/ TUR r CrHER �iRUCPJPAL CLAY FILL , T I CO? IPACTED PER PROJECT I ,,PECIF1..'TIC H5 ,SET NOTE 101 CLAY LAYER REQUIREMENTS AGGREGATE BASE TO AN 18 MW DEPTH PLACE FINAL I SLOPE TO \ 1 l _ I I —III I Il I— I=I 2 OF TOPSOIL ON GRADE COMPACTED CLAY LAYER - DRAIN AWAY 1 I -I I II-,LSAT=I EVERYTHING FROM THE FROM AWA % �i l / / / ' I II -III -1I -L III=III=1 -III=III=111-I I1= �- I f -III III -I -I I -I I =IM IT_I- I I==III=I f-ELI=III- I=TI=I I -I I -III T T� -1 �I I -1-7.1= RINGWALL OUT SHALL HAVE / .0 L-J,J_ I =1 I C =I AN 18 MIN CLAY LAYER THAT 4 ,. ,L` // / / \/ \ / / \ \ MEETS THE SPECIFICATIONS l / �/ \/).& //',V,/, 0.V��\�V��A��A�%V��AA�wA�/ V��AnAA/\A��A��V/�A��1 A��A� � V��AA��`�/�A��AA/� / , / 7 / / j , / l/' -1 �/// % / / /.� i % c v,1...,-,.`11 r µni l` ,./.77,/ ' IIJ r 4 AGGREGATE BASE 6 AGGREGATE BASE B AGGREGATE BASE WRN TRIM TXIBO WITH TRIAD TRIED EYISTI-I., SI'E SuIL mac`' i'V PPOOFPO_L00,)11 I T Y :t.,fF, -+{ fti / / ,/, j DETAIL — DETAIL DETAIL II OB.ER /ED I j l '? L I`161FIi Oj O LTYP)- POST SEAL I I NOT TO SCALE NOT TO SCALE NOT TO SCALE �j LA BDR DE-- L I+>r IF �1 IMifJ, / l / lFL l i IHI1I/L EEUAVADON ---I LIt11r5 ELI U TENSAR TRIAX GEOGRID L- l II�t T ` ( M1` . .,THUL.TUC'AL C/ FILL COMPHCTED PER pROJEL,T 5PECIr1, Ar)0)4 I>LEGTE10 _ T%18OVR ENGINEER E.,ISTI 45 .JTE,v-JIL`� TO 6E RE, VE'1.N E Z. APPROVED EQUAL�- VARIES HEVL/ CEO Y ITH STPUI TUPAL T LAY FILL LPL SLAB _I 18 _ - _ - _ aTPUCTURAL I R/IILL! P FILL LOry1PACTEO TO_BPGE MAN I.IUM 6TANOARD ORI e AGGREGATE BASE Je /l2 TTTUCTU"nL ETA( FILL COMPACTED TO PA )„EL NOTE El TAFIDARO PPOLTOF DEH" ITT (A5 rt1 C$1091 DFN ItY)A..T 1U1,,M) PROFILE GRADE LUCE IR TE I 'SEE REPuPT TENT) --�, _ - -- - NI.,EL TABLETMINIMUM 24 (TOP OF SUBGRADE) i- (lYP) 17 (TO) CONCRETE RINGWALL NOTES VALUES 1 TANK RINGWALL EXCAVATION AND BACKFILL HAS BEEN COMPLETED BY SITE B DETAIL IS BASED ON THE GEOTECHNICAL ENGINEERING STUDY PERFORMED TANK 0 0 PREPARATION CONTRACTOR THIS DETAIL IS SHOWN FOR COORDINATION BY TOLUNAY-WONG ENGINEERS INC SEE REPORT FOR FURTHER DETAILS ONLY CONTRACTOR SHALL REMOVE 30 WIDE AGGREGATE ACCESS NO W _ 7 �� 1 _ III_ III j� I j III III_ I f I� L-ll!-LI_I-L-ll-Jl -iL III LLL-jjj-Jlj-1L1-L1 III-yLI-J -FT � AREA CONTRA D REPLACE MOB I6•FTACCESS DRIVE SHOWN IN THESE 10 THE RINGWALL WIDTH WILL BE DESIGNED BY TANK SUPPLIER CONTRACT DOCUMENTS CONTRACTOR SHALL COORDINATE AS REQUIRED TK 1100 10 0 /\�//\ 1=III=L 1=JJ 1-I I I -I I I -I I I 1111-I I ICI I I=111=] -I I IW- I ICI I I -III \/ III III I I -I II III III III 1112"„)1/ I I I I I I III ) I I I L l\/\ PREPARATION 11 SOILS OVERPREPANDREPLACEDWITTK-1200 2 ALL SHADED ITEMS HAS BEEN COMPLETED BY SISED 10 \/\ 2 I STRUCTURALL CLAEXISTING V V FILL SHALL SITE 3THE DETAIL AND NOTES ARE ON THE TE H CTOR -0 (REDMON4FO 15 STHSMMENDED /\�//%\/%/\//�\�\\�\\\\/\\lam\�/�\��\/\\\" \>\�\l//�//\//\///\/ PROJECTHEGEOTECHNICAL ENGINEERING " G E INGERS STUINC DY_ 12 AFTER THE FINAL STRUCTURAL TK-1300 10 -0 \\\�/�\ CLAY FILL AND STRUCTURAL GRANULAR FILL SHALL BE BY THE TANK \� NOTES A DEPTH OF STRUCTURAL CLAY FILL DEPENDENT ON THE DEPTH OF AREA CONTRACTOR OR SITE PREPARATION CONTRACTOR AS DETERMINED WITH TK-1400 10-0 1 AGGREGATE BASE MATERIAL SHALL BE PER SPECIFICATIONS EXCAVATION REQUIRED TO PROVIDE LEVEL SUBGRADE PAD OF NATURAL PHILLIPS BR CLAY SOILS OR AS SPECIFIED IN GEOTECHNICAL REPORT TEXT TK-I500 10 -0 2 SEE PLANS FOR SLOPE AND DIRECTION OF SLOPE CROWN OR CROSS 5 STRUCTURAL SAND FILL BELOWTHE TANK BOTTOM IS FOR LEVEUNG PAD CONCRETE RINGWALL FOOTING SLOPE AS NECESSARY TO DRAIN AND/OR LEAK DETECTION ZONE PURPOSES DETAIL TYPICAL ROADWAY a SEE REPORT TEXT FOR STRUCTURAL CLAY FILL AND LATERAL EARTH NOT TO SCALE O PRESSURE COEFFICIENT RECOMMENDATIONS SECTION 7 TANKARD RINGWALL SHALL BE DESIGNED IN ACCORDANCE WITH NOT TO SCALE APPUCABLE API STANDARDS (BY OTHERS) O B TANK RINGWALL SHALL BEAR ON CLSM SEAL SLAB SUPPORTED BY STRUCTURAL CLAY FILL THE EXPOSED FOUNDATION SOILS WILL BE EVALUATED IN THE FIELD BY QUALIFIED REPRESENTATIVE OF THE TENSAR TRW(GEOGRIO GEOTECHNICAL ENGINEER IMO OR ENGINEER APPROVED EQUAL - - 24 VARIES 12 - (TYP) B AGGREGATE BASE e] PROFILE GRADE (TOP OF SUBGRADE (NP) �\ - - _ _ - - _ . r - PRELIMINARY - NOT _ FOR CONSTRUCTION '\\ %\\</\\�/v/i /\%i\\i \\i\i�•i\\j//,< jj\i\\\\i\\i�\//j /� ;�\\j� '\\ _ TYPICAL ROADWAY BURNS SECTION E .MEDONNELL O NOT TOSCALE NO auwi r� OR LIBERTY 1 I F E L I N E rm Na PLATTEVILLE TERMINAL CIVIL EROSION CONTROL DETAILS 1 WELD COUNTY COLORADO ttu NOTED fat nn A N�I 1n 'OMIT MAC, NR BRED /117750 �� a ERA 6.0 BR M. MNAMR IAATI/N110 rw+. FNa NAM[ ( + 1 DDNMMT NURSER PLAT-GR-0024-X 009 RI FOR REFERENCE ONLY - OFHQAL DOCUMENT STORED YLECIRORCALLY PLOT DATE _ ESA)LI PLOTTED Br IPLOTUSERI FILE NAME IFrLE5I C K 111.010 4 02 PI/ VIJAC A B C H 4 THICK AGGREGATE BASE COURSE ON802 FILTER TENSAR B%1200 (BX TYPE 2) GEOGRID 00 FABRIC (3 SIDES) FOR SEE SURFACINXX PP GPLAN VARIES J VARIES SEE BEAT -PP -0027 OR ENGINEER APPROVED EQUAL EL XXXII 6 ADAKON TAB(EB RA0 YT EL XX X% GRADATION TABLE BELOW I E RTH AMERICAN GREEN C CB(NO 350 FOR SURFACING PUN 1 TOPSOIL Q -__:: ,_-: :, 3 j� 3 COMPACTED SOIL (10 CMIS (VARIES) INSTALLNEER APPROVED PER MANUFACTURER SL) W (VARIES) III III 1"''I ll III— 6 AGGREGATE � RECOMMENDATIONS tI1i II V II A�' ��fJ1 _ 1 TANK BASE ROAD I III— ' It,I CONTA NME[fF SIDE 4 AGGREGATE F N .•., ��.� -• ',I/ IN P SOIL BASE////�� 8 _— _— _ _ EL X% •� I II I I II�� EL XXXX — OA �-: �I F TT • •= —J 1=1 I —I I 1I1=111=11I—III—III— IRA I MP77� G • LE " ;_.•- =III =11 FABRIC OR ENGINEER III=I II I., -t T iil II If— '-��' I —)�— =—III I I I�1—I I II I I I= = APPROVED EQUAL —III—I —I COMPACED SOIL — II�IIISEE%%%X•PP-X%%%III—III III —III III —III —III 11"'II "III"'I I` -'III —III —III —II I I iii IIi II —III —iii— '�' ,,, .- ► �'-� J�� / VARIES (SEE%%%%X%XXX ",/ BEAT-GR-0OJ3 AND 16 THICK OF LOW PERMEABILITY BEAT{.R-0074) III—II RIPRAP GRADATION � � (ILO CWS EC) COMPACTED SOIL 30 FOR SURFACING PLAN z 5 z - NOTES 96 BYWEIGHT30 z f $ TRAPEZOIDAL TAMWALE 6 L. WITHTRNI (SO MESH) (SO MESH) PASSING f r`+ SECTION 1 ELEVATIONS ARE TO FINISH GRADE 5 100 - NOT TO SCALE 2 THE CONTRACTOR SHALL COORDINATE THE CONSTRUCTION SCHEDULE 4 (15 100 WITH ALL OTHER SITE IMPROVEMENTS TO PREVENT DAMAGE TO SITE 3 70 80 FEATURES i 40 60 3/4 10 5 D 1/4 BEVELBY 3 INSTALL LOW PERMEABDJTY SOIL (10A CM/S EC MIN) FROM THE TOP OF NO4 Eo SANCUT (TVP) THE EXTERIOR DIKE ANDWITHIN THE ENTRE DIKED AREA NOTE PAVEMENT SURFACE 4 BERM FILL MATERIAL SHALL BE CLASS II GENERAL FILL 1 GRADATION REQUIREMENTS APPLY TO 7 r "1 PERIMETER DIKE AND FOR BMP S AROUND COORDINATE WITH 5 MIRAFI HP370 SHALL EXTEND OVER THE DIKE WITHOUT SEAMS RUNNING INLETS PARALLEL WITH THE DIKE PERIMETER CONTAINMENT DIKE 1?TANK ROOF DRAINEXPANSION g ■ �• SECTION JOINT FILLER TANK WALL b N 4 % 1/4 MIN NOT TO SCALE . SEALANT DEPTH / • b CONTRACTION JOINT® P m (SEE NOTE 4) • (= j SAWED JOINT FACE 4 JOINT SEALANT 1R' ROD J. BACKUP 4 THICK AGGREGATE BASE COURSE _ -..."...„.T 200 A • All rc u 4 • MATERIAL SAWED 4 JOINT FACE FSEEOR SURFACINGBEAT T COMPACTED SOIL EL %X X , . • 4 MIRAFI HP370 3(TYP) III—yL— "i Ii'1 I�Or�•� CONTRACTION JOINT _ 16 MINIMUM OF 10 -5 SURFACE I —III —I T—T�T�II--I—I CWSEC PERMEABILITY 7 6 AGGREGATE BASE DETAIL MATERIAL III=III=11� — COMPACTED SOIL NOT TO SCALE AGGREGATE BASE 6 X T WLB X W29 6 4-0" 6 A OZ NONWOVEN GEOTEXTLE FABRIC Ti N TES 1 15LOPE R APPROVED EQUAL OR ENGINEER 7 ELEVATIONS ARE TO FINISH GRADE r_ IP•��-�� S COMPACTED av-.r-.rJ 12 COMPACTED ` FOR SURFACING PLAN ;r-�r;� I �1�1' 1 �:Ii1i1i1 '� —�— 2 SEE XXXX PP XXXX _ ,' f `f: --tp.Tej-::-: -::-_ _ • • 4 %i;ti3-c �•� I� �� I—L----III—I 7— ffl —111 111 -41 —JA 3 INSTALL COMPACTED SOIL FOLLOWED BY 4 THICK AGGREGATE BASE WITH �' - - - - GEOTEXTLEFABRIC j��ci`�ii��'c.`A SECTION �� i b 'III —I I I -I I -I I I -I —I I —I I I- ERE' I—T—III-1—ll�11L1I-Ii III T = GEOSYNTHETIC 4 COORDINATE THE CONSTRUCTION SCHEDULE WITH ELL OTHER SITE IMPROVEMENTS TO PREVENT DAMAGE TO SITE FEATURES NOTES 6 TIP I II_I III l I „LLI �I—LL—LLL—ll-11-CLAY f —I I\1 III —I l— 1 I— I `—I I I I LINER / - S ARALILEL370 SHALL WITH THE DIKE. EXTENDOVER THE DIKE WITHOUT SEAMS RUNNING 1 AHTRNGWA EXPANSION ,(I ON JOINTFILLER BETWEEN SPLASH BLOCK \\i"�s/ ' �/��\�M1/�P 370 INTERMEDIATE DIKE GEOTEXTILE FABRIC - 2 SPLASH BLOCK LENGTH SHALL BE 16 FEET CONTAINMENT AREA SECTION 2 3 SLOPE SPLASH BLOCK AWAY FROM TANK PER GRADING PLANS DETAIL B PRELIMINARY NOT - - NOT TO SCALE 4 PROVIDE CONTRACTION JOINTS AT 5-4 INTERVAL NOT TO SCALE - FOR CONSTRUCTION - CONCRETE SPLASH BLOCK AT - ROOF DRAINS DETAIL ] - NOT TO SCALE - OBURNS �MSDONNELL TO ___ IT OR LIBERTY IIPCLINE PLATTEVILLE TERMINAL CIVIL EROSION CONTROL DETAILS 2 WELD COUNTY COLORADO sc E AS NOTED DI IOWAPO en epee .'er,<cT MDmL�En77u�aza . mMe rn MO MI rasp FRINw PLAT-GR-0025-X e MO RR NAN WWI n.. W „„ MG I FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED YLECIROWCA/LV PLOT DOTE - SOARS PLOTTED BY SPLO1USERS D FILE NAVE SFRESS G H K A C K USE EXCAVATED ',BURNT 10 CONSTRUCT COMPACTED A BERMS AROUND PERIMETER h IT WWI VIMM WPIA • 4akA4r 1 I I� snw GROUND SURFACE {;,Y; �Y—r•Aa•i.-: INSTALL FHWTI 1 ADEPTH LwN) SIT NM SLOPE �Y- T.eT �T-�Y.�Y- T. RS etiY-�Y.-. OF FM�•: Y�Y�T �� : 14, , �! �, ��.�f.. '.o► r 44 -AGGREGATE •'• I. I I. I I I. PUBLIC ROAD ,r - SITE ACC69RDAD ROAD A .: : :" :' = : `{•,,, : i �,I,I. .' �' ,' , . .I.�.'�/,'" I�•I� I� DECEASTILE LINER t.'Y—. T. iiT.T. T-{1'Y:'�Y-,,TTOT-,a•I-�I' •ivY IT WN 1 4 LE T VEHICLE MCA"SAJLOESSEUE TAT .'40. 0jOVUIPS,'S1, a -�wN CONTROL 'bb �Y.y ,TIIID,Y_L$TTIlt_/IA -- 4OFAGGREOATE SECTION AONOT CONSTRUCTION 2 FNTRAACE A �•' ... ......0, ACCORDANCE FABRICTO SCALE I. I.�� T iY—�lyl� DUAmEO •:4.0TA FARPICw s of CONCRETE WASHOUT SIGN TYPPE 2MNCTER SECTION - E WTN ON.AON PUBLIC SLIM. SOS AND ROCK TO SCALE RDAs OT TRIALaERM INSTALLATION NOTES PLAN t.`T LY.L�Y—Ll 1 SEE SEDIMENT AND EROSION CONTROL PLAN FOR GENERAL ^I �.A A•I I • • LOCATION OF STAGING AREA CONTRACTOR MAY MODIFY LOCATION INSTALLATION NOTES y..• AND SIZE OF STABILIZED STAGING ENGINEER AND/OR CONTRACTING AREA WITH APPROVAL FROM 1 SEE SEDIMENT AND EROSION CONTROL PLAN FOR GENERAL LOCATION OF VEHICLE TRACKING OFFICER w1 I I • • • S. -11T :LT .iT .!•T {�T—,{�1 ' MILLE CMnaw RLTR CONSTRUCTION ENTMTCE PAD MODIFY AND E OF THE VEHICLE TRACKING PAD WITH KMIV .T. �T �T.• 2. STABILIZED STAGING AREA FROM ENGINEERANDLOCONT APPROVAL FROM ENGINEER ANDIOR CONTRACTING OFFICER SHALL BE SIZED APPROPRIATELY TO A ST �T.-.�l=Y, t• •�--� .` � ��..• ..yam[ FULLY CONTAIN PARKING STORAGE OPERATIONS AND UNLOADING AND LOADING 2 THEVEHICLE PAD GL SIZED TOALLOWPROPER TRAFFIC '° �- +. L �• {. •i,�•I �I�� 3 STAGING AREA SHALL BE STABILIZED OPERATIONS ON THE SITE EVE FLOWAND TO PREVENT TRACKING OF SEDIMENT OFF SITE IF TRACKING PAD IS NOT NTAPPROPRIATELY IF EFFECTIVE AT CONTAINING SEDIMENT THE CONTRACTOR SHALL STOP OPERATIONS AND MAKE PRIOR TO ANY OTHER MODIFICATIONS TO THE TRACKING PAD TO PREVENT OFF SITE TRACKING OF SEDIMENT O gI {.,-' ✓.,-L,-� -.' ' TOP BROTH VEHICLE TRACKING PAD 4 THE AA MINMUM OF THICK STABILIZED SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES 0440 /0.P1 SHALL CONSIST OF 2-4 AGGREWTE 4 NON 5 STAGING AREA SHALL BE CONTAINED -WOVEINGPADSHALLCORSHAL AGGREGATE UNEE THE TMOFBINCHES RIOR O BM NON -WOVEN OEAGGREG FABRIC SHALL BE PLACED UNDER THE TRACKING PAD PRIOR TO THE WITHIN THE SITES PERIMETER PLACEMENT OF AGGREGATE ys. MN BMPS OR HAVE ADDITIONAL INSTALLED AROUND STAGING PERIMETER BMPS (SILT FENCE) PLAN MBSN mLLN SLOPE AREA MAINTENANCE NOTES 5 A STABILIZED ENTRANCEIEXIT IS REQUIRED AT ALL ACCESS POINTS WHERE VEHICLES CAN NOT TO SCALE ACCESS THE CONSTRUCTION SITE FROM PUBUC ROADS ANY OTHER ACCESS POINTS NOT SHOWN ON THE PLANS THAT THE CONTRACTOR ELECTS TO USE SHALL HAVE A VEHICLE INSTALLATION NOTES 1 THE CONTRACTOR SHALL INSPECT WEEKLY AND MAINTAIN IT IN ALSO BE INSPECTED WITHIN THE STABILIZED STAGING AREA TRACKING PAD INSTALLED AND THE ENTRANCEIEXIT LOCATION 1 SEE SEDIMENT AND EROSION CONTROL PLAN FOR LOCATION OF CONCRETE WASHOUT AREA AN EFFECTIVE CONDMON 'I SMALL 24 HOURS AFTER A STORM EVENT AND MAINTENANCE NOTES 2 THE CONCRETE WASHOUT AREA SHALL BE INSTALLED PRIOR TO ANY CONCRETE PLACEMENT ON REPAIRS OR CLEAN OUT OF COMPLETED AS NEEDED 2. THE CONTRACTOR SHALL PROVIDE AGGREGATE MATERIAL IF ANY SUBGRADE BECOMES EXPOSED 3 STABILIZED STAGING AREA CONTAIN PARKING STORAGE OPERATIONS UPSTREAM SEDIMENT SHOULD BE 1 THE CONTRACTOR SHALL INSPECT THE VEHICLE TRACKING PAD WEEKLY AND MAINTAIN IT IN AN SITE EFFECTIVE CONDITION IT SHALL ALSO BE INSPECTED WITHIN 24 HOURS AFTER A STORM ADDTRONAL THICKNESS OF EVENT AND REPAIRS SHOULD BE COMPLETED AS NEEDED 3 VEHICLE TRACKING CONTROL IS REQUIRED AT THE ACCESS POINT RUTTING OCCURS OR UNDERLYING 2 THE CONTRACTOR SHALL PROVIDE ADDITIONAL THICKNESS OF AGGREGATE MATERIAL IF ANY 4 SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE AT THE WASHOUT AREA AND RUTTING OCCURS OR UNDERLYING SUBGRADE BECOMES EXPOSED ROCK SHALL BE ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF 7HE CONCRETE WASHOUT REAPPLIED OR RE -GRADED AS NECESSARY TO MAINTAIN A CONSTANT DEPTH OF THE AREA TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS SHALL BE ENLARGED IF NECESSARY TO AGGREGATE AND UNLOADING AND LOADING 5 EXCAVATION MATERIAL SHALL BE UTILIZED IN PERIMETER BERM CONSTRUCTION 3 SEDIMENT TRACKED ONTO PAVED ROADS SHALL BE REMOVED THROUGHOUT THE DAY AND AT THE END OF THE DAY BY SHOVELING OR SWEEPING SEDIMENT SHALL NOT BE WASHED INTO MAINTENANCE NOTES 4 ANY DIRT OR SURFACE CE ACCUMULATEDOTHE STABILIZED 5 THE STABILIZED STAGING AREA CONSTRUCTION E THE GRANULAR THE AREA TOPSOILED SEEDED STABILIZED STAGING MUD SHALL REMOVED FROM THE STAGINGSHALL BE EA DRAINAGE SWALES DITCHES OR STORM SEWERS 1 THE CONCRETE WASHOUT AREA SHALL BE REPAIRED ENLARGED OR CLEANED OUT AS NECESSARY TO MAINTAIN CAPACITY FOR WASTED CONCRETE CONCRETE WASTE MATERIALS SHALL BE BE REMOVED AT THE END OF 4 ALL AGGREGATE USED FOR THE VEHICLE TRACKING PAD SHALL BE REMOVED AT THE END OF REMOVED ONCE THE MATERIALS HAVE REACHED A DEPTH OFT SHALL ALBE R V BE TTHREMOVED OF CONSTRUCTION THE AGGREGATE MATERIAL SHALL BE REMOVED AND EITHER SURFACED WITH AND MULCHED GRAVEL OR TOPSOILED SEEDED AND MULCHED PER THE PLANS 2 THE CONTRACTOR SHALL INSPECT THE CONCRETE WASHOUT AREA WEEKLY AND MAINTAIN IT IN AN EFFECTIVE CONDITION IT SHALL ALSO BE INSPECTED WITHIN 24 HOURS AFTER A STORM EVENT AND REPAIRS OR CLEAN OUT OF SEDIMENT SHOULD BE COMPLETED AS NEEDED J THE CONCRETE WASHOUT AREA SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FOR THE PROJECT IS AREA 1 PLACED NOT TO SCALE VEHICLE TRACKING CONTROL O 4 THE CONCRETE WASHOUT AREA SHALL BE REMOVED AT THE END OF CONSTRUCTION THE - NOT TO SCALE CONCRETE WASTE SHALL BE REMOVED AND DISPOSED OF IN ACCORDANCE WITH ALL LOCAL STATE AND FEDERAL REGULATIONS AFTER REMOVAL OF THE WASTE MATERIAL THE AREA SHALL BE _ GRADED SMOOTH TOPSOILED SEEDED AND MULCHED CONCRETE WASHOUT O3 NOT TO SCALE - PRELIMINARY - NOT - FOR CONSTRUCTION _ 4BURNS - NNMSDONNELL AD INNEN ST "' S S°P LIBERTY PIPELINE rot Am PLATTEVILLE TERMINAL MMM EROSION CONTROL DETAILS 3 WELD COUNTY COLORADO `CAS NOTED nit WIN A DSO Ea Al WM 1°^'°' I NODAcl BMCD #117750 rot COSI �E„v ,E, IONOU IIAWV WI NAME (°°) DOCUMENT "°"S`" PLAT-GR-0026-X '" uPO Anw IL FOR REFERENCE ONLY — OFFICIAL DOCUMENT STORED TLECIRONICALLY PLOT DATE = IDATES PLOTTED BY SPIOTUSERf ISE NAME (BLESS K A B ON THE UPHILL SIDE OF THE LOG BACKFILL A WEDGE OF 20 (47) SOIL THAT IS FREE OF ROCKS 6 (10 S) 17 (26) 6 (10 5') AND DEBRIS AND TIGHTLY CENTER STAKE IN COMPACTED WITH A SHOVEL 3 MIN CONTROL LOG 6(105) y 6(10 S) OR WEIGHTED LAWN ROLLER MENT B'0 (MIN ( SEDIMENT A B FLOW CONTROL LOG 0 lg MIN B FLOW CHANNEL GRADE 4 17) MIN A. COMPACTED B0 (MIN ) SEDIMENT TRENCH SOIL 3 3 MIN 11re:), ' %�f'"" ' a, I �. I.• .. - `i !r ? S '( (MIN) y 4: CONTROL LOG (�.� s��, COMPACTED 0/ ..�1 1 I/TX 1 L? X 16 (MIN ) SECTION SUBGRADE ��S -': 'C \,\ \ ,� + q„ W EXCAVATE FOR ROCK '- CLEAN OPEN GRADED y 20 GA WOVEN WIRE MESH INSTALLATION RIPRAP CHANNEL GRADE UPSTREAM 3 TO S DIAMETER ROCK WITH 1 OPENINGS MAX LINED CHANNELS SHALL A WOODEN STAKE ONOT TO SCALE TOP OF CHECK DAM AND DOWNSTREAM (HIGH FLOWS USE 5 TO B1 WRAPPED AROUND BERM NOT BE EXCAVATED 4 M ROCK SHALL BE INSTALLED 4A' I. CLEAN OPEN GRADED ELEVATION 3 TO S DIAMETER ROCK a SECTION OVER THE RIPRAP NOT TO SCALE (HIGH FLOWS USE 5 TO 81 OT TO SCALE ' �1J�� IT MIN SEDIMENT CONTROL LOG (TYP ) . p•>Y �':' OJ�J�OJ �. • 300 (SLOPE 050%) 1;'.; B 150 (SLOPE 1 00%) .. 3 (MIN ) 3 2.MIN 3 IB PERSPECTIVE VIEW . OVERLAP SEDIMENT CONTROL LOGS NOT TO SCALE 12 MINIMUM TO AVOID GAPS JOINT DETAIL m FLOW 2 (MAX) 'i��. 2(MAX) 1 I��I �I�I�1��., 1 CHANNEL GRADE CHANNEL GRADE PROFILE @OVERLAP NOT TO SCALE C� Iii �.�Ii li li l�li�i1 _ NOT TO SCALE may, 'S,V'iVv INSTALLATION NOTES •AT' of r A' . ' EXCAVATE FOR ROCK 1 SEE SEDIMENT AND EROSION CONTROL PLAN FOR GENERAL LOCATION OF CLEAN OPEN GRADED 20 GA WOVEN WIRE MESH INSTALLATION RIPRAP SEDIMENT CONTROL LOGS CONTRACTOR MAY MODIFY LOCATIONS AND 3 TO 5 DIAMETER ROCK WITH 1 OPENINGS MAX LINED CHANNELS SHALL QUANTITIES WITH APPROVAL FROM ENGINEER AND/OR OWNER (HIGH FLOWS USE 5' TOOL WRAPPED AROUND BERM NOT BE EXCAVATED ROCK SHALL BE INSTALLED 2 SEDIMENT CONTROL LOGS SHALL BE INSTALLED PRIOR TO ANY LAND OVER THE RIPRAP DISTURBING ACTIVITIES IN THE LOCATIONS THAT WALL NOT BE DISTURBED SECTION LOGS LOCATED IN AREAS THAT WILL BE GRADED SHALL BE INSTALLED AS ON OT TO SCALE SOON AS POSSIBLE AFTER GRADING HAS BEEN COMPLETED 3 SEDIMENT CONTROL LOGS SHOULD BE AVOIDED IN CONCENTRATED HIGH INSTALLATION NOTES FLOW AREAS 1 SEE SEDIMENT AND EROSION CONTROL PLAN FOR GENERAL LOCATION OF CHECK DAMS CONTRACTOR MAY MODIFY 4 SEDIMENT CONTROL LOGS SHALL BE TRENCHED INTO THE GROUND A LOCATIONS AND QUANTITIES WITH APPROVAL FROM ENGINEER AND/OR OWNER MINIMUM OF 3 INCHES 2. CHECK DAMS SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES IN THE CHANNELS THAT WALL NOT BE MAINTENANCE NOTES DISTURBED DAMS LOCATED IN NEW CHANNELS THAT WILL BE GRADED SHALL BE INSTALLED AS SOON AS POSSIBLE 1 THE CONTRACTOR SHALL INSPECT THE SEDIMENT CONTROL LOGS AFTER CHANNEL GRADING HAS BEEN COMPLETED WEEKLY AND MAINTAIN THEM IN AN EFFECTIVE CONDITION THEY SHALL 3 CHECK DAM AGGREGATE SHALL CONSIST OF 3 TO S DIAMETER ROCK (5 TOO FOR HIGH FLOW AREAS) CHECK DAM IN SPECTED BE WITHIN 24 HOURS AFTER A STORM EVENT ANO BERM STRUCTURE SHALL BE SECURED WITH A WOVEN WIRE SHEATHING HAVING A MAXIMUM OPENING OF 1 INCH AND A REPAIRS SHOULD BE COMPLETED AS NEEDED MINIMUM WIRE DIAMETER OF 20 GAGE GALVANIZED SECURED WITH SHOAT RINGS WIRE SHALL BE INSTALLED 2 SEDIMENT ACCUMULATED UPSTREAM OF SEDIMENT CONTROL LOGS PERPENDICULAR TO THE FLOW LINE AND WRAPPED AROUND ROCK BERM AND TIED WITH TIE WIRE TO RETAIN THE SHALL BE REMOVED WHEN THE UPSTREAM SEDIMENT DEPTH IS WITHIN 12 BERMS SHAPE THE HEIGHT OF THE CREST OF THE LOG 4 CHECK DAM SHALL BE TRENCHED INTO THE GROUND A MINIMUM OF 12 INCHES CHECK DAMS THAT ARE INSTALLED ON 3 SEDIMENT CONTROL LOGS THAT ARE SHOWN IN RIP RAP LINED DRAINAGE RIPRAP LINED CHANNELS SHALL NOT BE EXCAVATED 12 INCHES WOVEN WIRE SHALL BE PLACED ON OVER THE RIPRAP CHANNELS DO NOT NEED TO BE INSTALLED IF RIPRAP IS INSTALLED PRIOR TO CHECK DAM ROCK PLACEMENT TO SEPARATE THE CHECK DAM ROCK FROM THE RIPRAP DURING CHANNEL CONSTRUCTION IF RIPRAP IS NOT INSTALLED DURING CHANNEL CONSTRUCTION THE SEDIMENT CONTROL LOGS SHALL BE MAINTENANCE NOTES TEMPORARILY INSTALLED UNTIL COMMENCING THE RIPRAP INSTALLATION 1 THE CONTRACTOR SHALL INSPECT THE REINFORCED CHECK DAMS WEEKLY AND MAINTAIN THEM IN AN EFFECTIVE CONDITION THEY SHALL ALSO BE INSPECTED WITHIN 24 HOURS AFTER A STORM EVENT AND REPAIRS SHOULD BE 4 SEDIMENT CONTROL LOGS SHALL BE REMOVED AT THE END OF COMPLETED AS NEEDED CONSTRUCTION AFTER REMOVAL OF THE LOGS THE DISTURBED AREAS SHALL BE TOPSOILED SEEDED AND MULCHED 2. SEDIMENT ACCUMULATED UPSTREAM OF REINFORCED CHECK DAMS SHALL BE REMOVED WHEN THE UPSTREAM SEDIMENT DEPTH IS WITHIN 1/2 THE HEIGHT OF THE CREST OF THE DAM 3 CHECK DAMS THAT ARE SHOWN IN RIPRAP LINED DRAINAGE CHANNELS SHALL BE INSTALLED AFTER RIPRAP IS INSTALLED IF RIPRAP IS NOT INSTALLED DURING CHANNEL CONSTRUCTION THE CHECK DAMS SHALL BE TEMPORARILY INSTALLED UNTIL COMMENCING THE RIPRAP INSTALLATION 4 REINFORCED CHECK DAMS SHALL BE REMOVED AT THE END OF CONSTRUCTION AFTER REMOVAL OF THE DAMS THE SEDIMENT CONTROL LOCI pm) EXCAVATION SHALL BE FILLED AND THE DISTURBED AREA SHALL BE TOP SOILED SEEDED AND MULCHED NOT TO SCALE O ROCK CHECK DAM DETAILLOD) PRELIMINARY - NOT FOR CONSTRUCTION NOT TO SCALE OBURNS - MEDONNELL NO B/OW M° LIBERTY I IPELINE / WS - PLATTEVILLE TERMINAL CIVIL EROSION CONTROL DETAILS 4 WELD COUNTY COLORADO '"` �S NOTED 0.WI 1 BMCD #117750 A DUD IDLI001WO .OTSi.0 Fur NAME/ It INOIVMENT NINA. PLAT-GR-0027-X E �OLw�RHO D/.A. MNT .w TARD .YM FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED i ECIRONICALLY PLOT DAR - SOARS PLOTTED BY IPLOTUSERI D VIE NAYS PFILES% H K A C H K 6 STDWF STEEL PIPE HIGH -STRENGTH ALUMINUM WITH SAFETY YELLOW PAINT GALVANIZED STEEL OR ^ FIBERGLASS POLE TUBULAR ALUMINUM WIND CONE SUPPORT FABRICWND CONE 18 DIA X B-0 LONG 10 III (FILL WITH CONCRETE) ,... _ FINISH GRADE NOTES I PREPARE THESTEELSURFACE IN THEFIELDBY SSPC SP]RE TEE TO SSPC IN HEQUIEY APPLY THE FIRST COAT TO A MINIMUM OF I 0 MIL THICKNESS WITH ALKYD PRIMER COMPOSED OF A MINIMUM OF NI% SOLIDS BY VOLUME. APPLY THE SECOND AND THIRD COATS TO A MINIMUM OF T7 I TOP OF STAIRWAY N \! bD / 2D MIL EACH WITH ALKYD GLOSS ENAMEL COMPOSED OF A MINIMUM OF 40% SOLIDS BY VOLUME HANDRAIL d NOTES PRECAST CLASS A CONCRETE REINFORCED CTRS•T-1 BARS 4112 CTRS •7-K CONCRETE "' I PURCHASE AND INSTALL 4606 WIND CONES (WITHOUT 20V1 STD LAMPS) (xwfflufbrde cam) 18 DIAMETER (MINIMUM) WITH 2'DIA NOMINAL TWO INCH HIGH -STRENGTH POLE ON THE TOP OF THE STAIRWAY OFTNK-0177 ANDTNK-0135 MOUNT ON THE 7/4 DIA c1B STEEL PIN u IN COUNTERSUNK HOLE PRECA TSTOPCONCRETE PRECAST CONCRETE 17 PLANT EAST NORTHEAST SOUTHEAST OR SOUTHWEST WHEEL MIN ... SIDE OF THE TANK. COORDINATE WTH THE CUENT DETAIL REPRESENTATIVE AND THE TANK CONTRACTOR DETAIL BOLLARD 1 NOT TO SCALE O NOT TO SCALE O 2 ATTACH TO THE VERTICAL STAIRWAY POSTS WITH GALVANIZED OR STAINLESS STEEL ENGINEER APPROVED U BOLT(TYP U BOLTS WITH REMOVABLE WING NUTS 1 OF 7) 3 THE CONTRACTOR SHALLSUBMTr SHOP DRAWINGS TO THE BASE OF STAIRWAY ENGINEER FOR APPROVAL 12 THRU24 DIAI I THREADED ROD i....._3(Y AND 36 OIA THREADED ROD CONNECTOR LUGSIDE LUG WIND CONE \j;i DETAIL NOT TO SCALE — O SURFACE COURSE ALTERNATE CONNECTIONS 4S MATCH INTO EXISTING WIDTH VARIES (SEE PLANS) MATCH INTO EXISTING 45 I— DIA y STANDARD COUPLING BAND \ LOCATION PIANO INVERT ELEVATION LOCATION PT AND INVERT ELEVATION `: Y 'i-c. Z% _ —III= = —! NEAM �24 - �_ - f;♦L.!_:f:.f_.f: tl_tltf.� lSr:a-C' S. f.1eft : I.P t i?e7_i:1"t�t't�t"` t'rJ t f-i �.l CONNECTOR CONNECTOR FOR 65 Q 17 E W I— F TWINAND 14 DOWNSTREAM !�G\Itl S \\ % Y t t C !.6 stl_�-ilia: t13r {_ �\\ti ej-..... - f. fL;C!=( !(.( /-yC-S-.'_ t�'ii/ tlrtl: �t ~\.fG �Qd1�)�\/�J-0.\GOjl�1 S E MANUFACTUR R S1 ONLY III _ 11 MIN IN ROCK G�:�� N� \G //✓! 3� ✓S Gy,4� • �i `�w '�4,OG�`j��j�/6�0 \ •�G'/6Q�1 �!r � "\/\�/\\�!\\�\\p fl• SCHED L- PLAN SECTION B u11\S !�\W' ;l U\OG\ l,\G{\�, \j�•.t. \\r\\ Vl . G,\ >; i\ti `� S" 'y\ 0 . ? 4�lay� S \\ff. 's \!\! \S� OO \G\ \ \/\!!/\ / /. 4./ /\G G\!/Q�\\!l\\!/O!\4�K\\ l\\L\1✓'//!aG\\! / p /��G>/!\\LA0/Wj\\1166�S�0 �!!!! /lltG !�!/// ✓l✓!�✓i\✓i / r.Gd a�/\!/1VGt \ . LPG \Q.P.G✓f.>/J✓i\.!!C>QG!i. //! �� GALVAND EO STEEL ENO SECTOI�y 4 ] ACCESS ROAD CULVERT N01 TO SCALE V HDPE STORM SEWER (SEE GRADING PLAN FOR INVERT ELEVATIONS) RIPRAP (IS NOMINAL DIAMETER ry 0150 24 MIN THICKNESS) FLARED END FINISHED COMMON STONE RIPRAP _ SECTION ---- TYPE I BEDDING GRADE (SEE SPECIFICATIONS FOR RIPRAP (S THICK) m BEDDING AND GEOTEXTLE MATERIALS) — -----_--- HI TYPE 1 BEDDING COMPACTED PREPARED -F, SUBGRADE = I_ 1= 1= SUBGRAOE ACCESS ROAD CULVERT - W W TOE WALL II VARIES SEPARATOR ROT TO SCALE O GEOTEXIlLE — j (SEE DETAIL THIS SHEET) _ PRELIMINARY - NOT RIPRAP OUTLET PROTECTION NOTES — VARIES I SEE SPECIFICATIONS FOR RIPRAP BEDDING FOR CONSTRUCTION AND GEOTEXTLE MATERIALS BEDDING AND _ PLAN GEOTEXTILE SHALL BE INCLUDED IN THE COST FOR RIPRAP RIPRAP OUTLET PROTECTION ,- NOT ID SCALE BURNS ( VLMSDONNELL m ¢1616 ems' A A°„ e LIBERTY I IPEL I N B Re DOS PLATTEVILLE TERMINAL CIVIL CIVIL DETAILS 1 WELD COUNTY COLORADO r Op5F NOTED omisi a =LAM marts °A 10111/' RF�NAME'BMD� E,2 a� e Iae1NN>„ .a °A.AE Inv PLAT—GR-0028—X �.. «aD NON ARA FOR REFERENCE ONLY - OFFICIAL DOCUMENT STORED TLECTRONICALLY PLOT DAZE - SOARS PLOTTED BY 1PLOTUS[RS TILE NAME !MESS C H K A C 6• 5-0 S —— '^ w12' ,. FINISHED GRADE !L EMERGENCY SPILLWAY HOPE STORM CULVERT ZED viO EEL I FLARED ND SECTION 1-1111 1111= a =1111= 111= OUTFLOW —_1�� n =1111= 10-0 MIN 1-0- TOP OF BELOW 1111 �I 11III INFLOW ENDCONCRETEOE2 FLARED END SECTION INVERT 1-=-1111=1111=-111c:1111,_=1111 -1111_1111- 11 =1111=III — 11 IIIIII RIPRAP PREPARED SUB GRADE \ \ O 04®1B 0 EACH WAY � "�� §f,G�%�4' TRICKLETOCHANNEL 1 O� \ O�� f Oy PLUNGE \1� POOL ��._ ,��/%! v ��• •�•_�• 0 I,�,I�.�_�� FINISH ` / NOTGRADE NOT TO SCALE O 'v '\\`\``�\�\ \IA `�• z �� l %\ i' S1 E% — N O 2-0 MIN 21 MAX CONCRETE LEVEL SPREADER WITH NO 4BAR AT 10 OC EACH WAY 1S NOMINAL DIAMETER RIPRAP LEVEL SPREADER 2 NOT TO SCALE PRELIMINARY - NOT FOR CONSTRUCTION %BURNS laMSDONNELL 0 EH M Me LIBERTY PIPELINE rca ss PLATTEVILLE TERMINAL CIVIL CIVIL DETAILS 2 WELD COUNTY COLORADO YALE NOTED mpg D 0 rat wAME uRFC, KM �I LBMDDWAINE PLAT -CAR -0029-K S ®AR MT II.NFI ampil s .MAIM .0 FRO Nw FOR REFERENC ONLY OFFICIAL DOCUMENT STORED ELEC1BONiCALLY PLOT DATE SOAR{ PLOTTED BY WLOTUDER{ D FILE NAME {FILES{ H A C - ] ,7D 78 X 1 TOP OF POND 4 SPILLWAY LENGTH STEEL { .,7-i I I — OALVAMZEO , '\ o PLATE CONCRETE CUTOFF BTHICK WA'/:nc�r;•!:;'1,'.1.,,',7-,', M1�r; ��"'a)� WALL CONCRETE r 3'd' J_11 17' NEOPRENE GASKET 5/8 THREADED ROD (SEE DETAIL 9) TOP OF BERM (FREEBOARD) CUTOFF WALL ° BETWEEN CHANNEL WITH HILTI HY 150 MAX / ELEV 484727 = AND ORIFICE PLATE EMBED 5-U BEYOND n II00-YEARFLOWCONTROLPLATE I// TRASH C SPILLWAY CREST CONCRETE CUTOFF WALL D RACK _ ELEV 484576(SEE DETAIL 7) SECTION 100-YEARWATER SURFACE °484439 DETAIL T EURV WATER SURFACE 4847 g4 = OB Morro SCALE 12 THICK TYPE M RIP RAP NOT TO SCALE O -. • • •• •�'•� '�' �' .y ' 'iY� FREEBOARD ELEV 484725 � TRICKLE CHANNEL BOTTOM WOCV WATER SURFACE= 4Ba20 � Y - 4•• '• �, TYPE M' RIP RAP "`^d`oo��ia. 4 I 70 T'.i1' ELEV 4B38SB OUTLETSTRUCTURE•�• B SLOPE PROTECTION d-`�� I I /'- 1 �. TiT-� ;r,.. • • • • • • • q� CREST ELEV °\\t "'`'ti. T�V %'•%. (SEE DETAIL] ) j 1t116'DIA • •T-'•T�'•T� ni�iifir♦�� .--11'"*". POND ELEV BOTTOM 4840 j ORIFICE II II�• T��I I I�� `,`o `�� :V4 ;.- 3 r° • • �V �'• �'•[.,• • �,• •Y�_• �'• •� "`or`:; �'.'s:.:.�..;:'. /`„`•`O7 INFLOW MICROPOOL WATER ELEV ^ 4B]B BE l ` • 4I I • I� rr 44 • • • • • • •% LVINIZE. STEEL FLA E. • �- ij O�B 4 MAX NEW CONCRETE RAMPFL°W B �-T NOTEMERGENCYSCALESPILLWAY'V 1'. YEA STEEL �• O SECTI N NOT TO SCALE _ L LATE• -ELLV;]J7 • •��• SEE DETAIL 7SHEET 1 U S FILTER STAINLESS _ �.,.� (SEE . ETAIL J /' END SECTION GR-0008 FOR FLARED �.TN°� �' aND LEVEL SPREADER JOINT SEAL :•i'��:yi.11 %'i 'r'%' •.�T-�•-T,-LT-•a 12 � 2 6 STEEL WELL -SCREEN SEE DETAIL? ELEV 48372 A,+. CENTS EACH WAY �v - J� ° ° 1fI ° l `�`'Vn•�:1i7 1/4 RAD 4-0.�' J4T 6 YY�� W" WELL SCREEN BOLT STEEL m V� r`�I r '• 1 PRE -FORMED EXP V SEE DETAIL 5) �� j��' 'ERFORATED \` :ti PAJOINT MATERIAL G D V / �CONTROL FLOW SUGRAOE �\^\ /7 TYPE B JOINT b to I7`` PLATE ' NOT TO SCALE O r TYPE 8 JOINT(IYP) '� / `� (SEE DETAIL 3) 'S e 30' 1/2 DIA HILT HITTZ NORTH DETENTION POND 600 725 ADHESIVE ANCHORS STAINLESS STEEL BOLTS (GALVI EMBED -77 (SEE DETAIL 4) CDOT O7 TYPE C INLET NOT TO SCALE TE 0074 X0S STEEL PERFORATED STEEL CHANNEL 81 0y 114 GALVANIZED STAINLESS STEEL SUPPORT ROD STEEL PLATE o I FLOW CONTROL PLATE SUPPORT BARS Q 1 OC - ° 484284 I I STRUCTURAL �IIIIIIIIIIIIIIIII.IIIIIIIIIIIIIIIIIII I D , I .: �...... ........ .......:.. I STEELCHANNEL. •....••.....•.. 11116 STRUCTURAL 71/76 DIA ORIFICE STEELCHANNELINTO p�11116'.IA _�7.�IL� N 4 R BAR 1r ON W PROVIDE CONTINUOUS NEOPRENE GASKET I� IIIIIIIIIIIIIIIIIIIIIIIIIIIII ° FORMED INTO Il ll( ` CE TER EACH WAY BETWEEN FlDW CONCRETE 4841.8 CONCRETE 1R o , q 6 ORIFICE PLATE AND STEEL CHANNEL _ �� 314 X 1 ANGLE Illlll 11 lllll RIIIIIIIIIIIIIIIII liilimiuiiiuuiigi 1 1/16 DIA ORIFICE 1 1/18 .N ! FLOW NO 93 STAINLESS 0778 0090 STEEL HOLDING 48405 �_ I I CONCRETE (4000P517B STRUCTURE STEEL(US FILTER ® OR EQUAL) WIRES FRAME DAYS MIND Il lIIIIIIIIIIIIIiiii 11 lllllllll 11 11HE DIA ORIFICE I Io 3 t - SECTION A SECTION B Illlllllllllllllluiiiiiii IIIIIII• 1141/76' DIA ORIFICE p °1116 D -( (I I •• a ' • J a x rrocuLe O Marra SCALE O T VLBLLSCREEN TRASH RACKS SMALLBESTAINLESSSTEEL AND SHALLBEATTACHED BY STAINLESS STEEL • IIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIII. 116 Milli OIAJ Io I I�_ - •2. BOLTS ALONG THE EDGE OF THE MOUNTING FRAME BAR GRATE TRASH RACKS SHALL BE GALVANIZED AND SHALL BE BOLTED USING STAINLESS STEEL HARDWARE. �� . o o N F^ " 3 TRASH RACK WIDTHS ARE FOR SPECIFIED TRASH RACK MATERIAL FINER WELL -SCREEN OR MESH SIZE THAN SPECIFIED IS ACCEPTABLE HOWEVER, TRASH RACK DIMENSIONS NEED TO BE ADJUSTED FOR ° 4836 JB ICI I , ' • MATERIALS HAVING A DIFFERENT OPEN AREA/GROSS AREA RATIO IR VALUE) 4 ° a STRUCTURAL DESIGN OF TRASH RACK SHALL BE BASED ON FULL HYDROSTATIC HEAD WITH ZERO HEAD DOWNSTREAM OF THE RACK WELL SCREEN TRASH RACK a M • 5 CONTINUOUS NEOPRENE GASKETS SHALL BE USED BETWEEN ALL PLATES AND STEEL CHANNEL MAT NOT TO SCALE EDGE OF ORIFICE PERFORATION DETAIL I . ' I B 0 C 574 B O C 593 VEE WARE CONCRETE NOT TO SCALE O7 - C4 LLLL 6 I TO BE GALVANIZED T 7 II i I I 1 Ill 3'1?X1/4'FLAT o d C 1 AFTER FABRICATION - •(7-618 `r `37/4 X 1/4 FLAT ] 1(AB 1/4 FLAT I I a • I- S4X 77 BEAMS STEEL HOLDING FRAME W X 4 D) 12OHILT HIT TZ F ° f _ 3/4 SLOT FOR a I ° SECTION 0 SST ADHESIVE h }- 518 BOLT In O ANCHORS®1-0 OC ND TO SCALE II}— 1/4 PRELIMINARY - NOT 6 I I III 1/4 8 B TO NOTES 1 TRASH RACK AS 1 FOR CONSTRUCTION EDGE OF RAMP MANUFACTURED BY L" 2.5/0 WE4'DS ( I OUTLET STRUCTURE PLAN JOHNSON SCREENS OR EQUAL — 0 3 3/4 X 1/4 FLAT NOT TO SCALE 2 TRASH RACK SHALL BE - O 304 STAINLESS STEEL , BURNS WELL SCREEN BOLTBAR TRASH O % MSDONNELL _ ROT/TOuSECTION O NOT TOMAO m 0Aen D DAR LIBERTY PIPELI 14 E TERMINAL CIVIL CIVIL DETAILS 3 WELD COUNTY COLORADO AS NOTED MY* A ®4D TM PawlEDI 0" n nnn',m 17 750 "1TMAID MI MST.°uel 0001 "E""E1°e)DDNMEN1uMRER PLAT-GR-0030-X �� .TT m FOY REYERENLL ONLY - OfPICAL DOCUMENT S ORED TLECIR00CALLY PLOT DATE - {OAIT1 PLOTTED BY IPLOTUSEAI PILE NAME IOLOSI C A B C 3 120 26 X Is TOP OF POND 4 SPILLWAY LENGTH STEEL ' u / -' n \ 0TEELNI2E0 ) • PLATE rsr ,.. I T1•N , 6 f? `, 4t••'p (,k.4 CONCRETE CUTOFF B THICK .4 .rE' 1'Lrf',f S•4} 7 ) WALL DETAIL CONCRETE J 1] P NEOPRENE GASKET BETWEEN CHANNEL AND ORIFICE PLATE 5/8 THREADED ROD (SEE 9) WITH HILT MY 150 MAX /11 -TOP OF BERM (FREEBOARD) CUTOFF WALz EMBEDS-0ELEV 484600 IB BEYOND S el SPILLWAY CREST OSYEAR C FLOW CONTROL PLATE 100 -YEAR WATER SURFACE =4843 S c TRASHCONCRETE CUTOFF WALL 0 RACK ELEV 484448 (SEE DETAIL 7) SECTION DETAIL EURV WATER SURFACE 484241• • . : MOTTO RULE O 12' THICK TYPE M RIP RAP NOT TO SCALE O ' • �•• • •�'•• •� 4 (MAX) FREEBOARD ELEV 484800 CHANNEL BOTTOM VACVWATER SURFACE o 4841.BS ,}" - -�}_,-�� 1 4 B r.T . I TYPE M' RIP RAP ''. � . 46.: 26 '" ',}•, • • •�'•C :�•L:.�1 . 1 ' TRICKLE ELEV 483846 SLOPE PROTECTION < �� • I / �' •\_ 4•�� • � I�I CREST ELEV '\, �T.}� :�44<.°4 "\ _� �`"'•'"i OUTLET STRUCTURE DETAIL J) US FILTER STAINLESS 1 • •-• •%'• •%'• •:-'•-'• •CCCCCC� `', 11/16 DIA '-°��LC i; �� }'' .�' .� }�_'- "` ��i � ' POND ELEV (SEE BOTTOM STEEL (SEE DETAIL 2) 4840 (SEE DETAIL 2) INFLOW MICROPOOL WATER ELEV a 4838 46 • "�i I �"/. ORIFICE a B �,.'• ��>•' � �� "iii `0�:' ELEV 48395 .•j��`• •Y�• •L` -`V ```ii`G`oyo��' �- Y ` ��° ��`�� `��` v4 a ° - ��`'I `✓��'I EMERGENCY SPILLWAY; 7 \-Q�\`v,//j 4(MAX) NEW CONCRETE RAMP WELL SCREEN BOLT • Ira YEA STEEL �j�� NOT TO SCALE FL• C.N L LATE'a`(•IA, 12' (SEE rETAIL') 1 vE ( % 1 (SEE DETAIL 5) 4. t'� • STEEL PERFORATED . \ R-0008 FOR FLARED END SECTIO l JOINT SEAL v. �V \V�`VI �` �� N 4'EPLATE :AR 12 •N I �� ' CENTE EACH WAY ��• • CONTROL (SEE DETAIL 3) °NV. ) / • / / •I�I ••I ``LVINRE 25TEEL FlAREr • 1l4 MD � ° m 4-0 C • O.O `•`'jam ` 6 3d' t .. f • 6 ;AyV�`ny�� E UT'J• r �✓ '✓ 6 • O � /��. �� \ �V J \4 V . \ C \ `\ PRE-FORMED,�� P �• �• `�G.MFIL • , • /. / JOINT MATERIAL / SUGRADE B N fi Q3 b � \ \ 1 ��O NOT TO SCALE L- I��`. Y1: E3, TYPE B JOINT (TYP) `/ •// / `Y \ 600 30• TT DIA. HILT MIT TZ ADHESIVE ANCHORS 1 SOUTH DETENTION POND 252S STAINLESS STEEL BOLTS (G4LV)EMBED }1/Y (SEE DETAll4) COOT TYPE C INLET NOT TO SCALE TE0074 50 5' O STEEL CHANNEL FrNr J0, 1/4 GALVANG:ED • STEEL PERFORATED STAINLESS SUPPORT ROD 4B42.4J STEEL PLATE FLOW CONTROL PLATE SUPPORT BARS 1 0 C • ° III-=yl STRUCTURAL IIIIIIIIIII II I1 III II III III III o a I PROVIDE CONTINUOUS I STEEL CHANNEL INTO 40424 STRUCTURAL 1 424 DIA ORIFICE STEEL CHANNEL 0.-11/16 rW -1�� N 4R BAR IT ON _B NEOPRENE GASKET I� IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ° FORMED INTO CE REACH WAY BETWEEN ORIFICE PLATE FLOW CONCRETE 'Illllllllllllllll 4841 B CONCRETE 1? !r a I AND STEEL CHANNEL �- �� 3/4 %1 ANGLE IIIIIIIIIIIIIIIIIIIIIIIIIII' 11116 DIA ORIFICE -71116 rl/� e FLOW NO W STAINLESS 0139 0090 STEEL HOLDING IIIIIIIIIIIIIIIIIIIIIIIIiIIiIIIIuIIIiI,�M 4840 8 I . I CONCRETE (4000 P51 STRUCTURE STEEL FILTER OR EQUAL) YBRES ® 28 DAYS MIN) FRAME nwnn nii 1 1116 DIA ORIFICE 48400 ° /f 3 t SECTION _ _ SECTION IIII�IIIIIIIIIIIIIIIIIIIIIIIIII• 1 1/16 DIA ORIFICE q 1 1 16 D • —{ I •• b ? b IL., SCALE OA NOT TO • V EENT 1 SALONG TRASH RACKS SHALL BE STAINLESS STEEL AND SHALL BE ATTACHED BY OB STAINLESS STEEL A •° IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ,,6D �� ID_ Iry ° •' I d BOLTS ALONG THE EDGE OF THE MOUNTING FRAME 2. BAR GRATE TRASH RACKS SHALL BE GALVANIZED AND SHALL BE BOLTED USING STAINLESS HARDWARE STEEL _ _ o o— T,1�• • J TRASH RACK WIDTHS ARE FOR SPECIFIED TRASH RACK MATERIAL FINER TO REEN THAN SPECIFIED IS ACCEPTABLE HOWEVER TRASH RACK DIMENSIONSNEED TO BE ADJUSTED OR MESH SIZE FOR ° • 4835 71 • • IIl N I •� MATERIALS HAVING A DIFFERENT OPEN AREA/GROSS AREA RATIO RVALUE • A 1 T Ia 4 STRUCTURAL DESIGN OF TRASH RACK SHALL BE BASED ON FULL HYDROSTATIC HEAD CONTINUOUS OF THE ACK DOWNSTREAMNEOPRENE WITH ZERO HEAD '^ • ' 0 • 5 GA SHALL BE USED BETWEEN ALL PLATES AND STEEL CHANNEL WELL SCREEN NOT TO SCALE EDGE OF TRASH RACK (TYP V ORIFICE PERFORATION DETAIL I 1a• B 0 C 534 B 0C NW VEE WIRE CONCRETE O NOT TO SCALE O �..I LLL I m I TO BE GALVANIZED • c •I• II L 1 I 31/2 51/4 FLAT o l L_ J 1. l —]3r4 111 48 AFTER FABRICATOR • .,,...!Al %1/4 FLAT 3-12 %1/4 FLAT •I I c • • 6\i • ° Iv 54577 BEAMS STEEL HOLDING FRAME (MS WX4 5) R TZ OS 0 ADHESHILTI IVE SECTION f • n SIB BOLT 3/41 S LOT FOR I O ANCHORS GE NOT TO SCALE 1/4 PRELIMINARY - NOT I 6I 16 NOTES 8 f 54%77 BEAMS FOR CONSTRUCTION . ANUFATRASH TURFCK `EDGE OF RAMP I MANUFACTURED 2SIB W%4 D) JOHNSON SCREENS JOHNSON SCREENS OUTLET STRUCTURE PLAN 3 OR EQUAL D I J -3I4 %1/4 FLAT NOT TO SCALE O 2 TRASH RACK SHALL BE _ O BURNS 304 STAINLESS STEEL WELL SCREEN BOLTMSDONNELL BAR TRASH RACK SECTION QeNOT NOT TO LE O TO SCAT m meor LIBERTY I IPLLINL PLATTEVILLE TERMINAL CIVIL CIVIL DETAILS 4 COUNTY COLORADO AS NOTED I Lw109 ID. OM a MADPMR>a. 1 MxOld D DAPAL PUNIC, BMCD 8117750 TOR COW FOE NAPE PLAT-GR-0031-X - gill PPSO .0WELD FOR REIERENL ONLY - OFFICIAL DOCUMENT STORED LECI40NICALLY PLOT DATE - SOARS PLOTTED B1 SPLOTUSEHS FILE NAME SFILE55 G Stormwater Drainage Report Revision 0 Appendix APPENDIX C - HYDROLOGIC CALCULATIONS Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name A LEGEND Flow D irecti on 4 Cat chm ent Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Runoff Coefficient, C Percent Imperviousness 2-yr 1 5-yr f _ 10-yr p 25-yr 50-yr 100-yr 500-yr Gravel Road 0.88 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 k Vegetation 17.10 A 2.0• 0.01 0.01 0.01 0.01 0.04 0.13 0.27 , Total Area (ac) 17.98 Area -Weighted Area -Weighted C 0.02 0.02 0.02 0.03 0.06 0.14 0.28 Override C 0.02 0.02 0.02 0.03 0.06 0.14 0.28 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -A Weighted C 11/13/2019, 3:33 PM i Length -Weighted Slope Calculations i Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Total Total Cha --7--Reach 3 Subcatchment Name A OVERLAND FLOW Reach 2 r. - f overland Reach 1 flow Percent Imperviousness (%) 3.9 LEGEND J Beginning Flora,' Dire*don t: Catchment Boundary Reach ID Overland Length L, (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 500.00 0.025 )verland Length (ft)I 500.00 I Length -Weighted Slope (ft/ft) 0.025 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S (Optional) Elevation (ft) Channelized Slope St (ft/ft) Flow 1 178.45 0.025 2 199.24 0.081 nnelized Length (ft)' 377.69 1 Length -Weighted Slope (ft/ft), 0.055 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -A Weighted Slope 11/13/2019. 3:41 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name B LE C'FND : Fl ow Direction 4 Cat chin mi Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Runoff Coefficient, C Percent Imperviousness 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 0.50 A 40.0 I 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Vegetation 19.82 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 , I a I Total Area (ac) 20.32 1 Area -Weighted Area -Weighted C 0.01 0.01 0.01 0.02 0.05 0.13 0.27 Override C 0.01 0.01 0.01 0.02 0.05 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -B Weighted C 11/13/2019. 3:34 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Total Total Cha " Reach 3 Subcatchment Name B OVERLAND FLOW Reach 2 - Reach 1 Percent Imperviousness (°/0) 2.9 overland flow LEGEND O Beginning Flow Dire{ do n 4 _ C atc hate nt Be undary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 500.00 0.013 )verland Length (11)1 500.00 1 Length -Weighted Slope (ft/ft) 0.013 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 35.31 0.013 nnelized Length (ft)I 35.31 Length -Weighted Slope (ft/ft)l 0.013 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -B Weighted Slope 11/13/2019, 143 PM i Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name C LE LEND : FY ow Direction Cat et= ent Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Vegetation 3.89 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 . S. I I 1 I I I Total Area (ac) 0.01 0.01 0.01 0.01 0.04 0.13 0.27 3.89 Area -Weighted C 1 Area -Weighted Override C 0.01 0.01 0.01 0.01 0.04 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -C Weighted C 11/13/2019, 3:35 PM i _ Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Total Total Cha Reach ? I Subcatchment Name C OVERLAND FLOW Reach 1 Percent Imperviousness (0/0 2 ogre rland flow LEGEND O Beginning Flow Direc do n 14 C atc June nt Boundary, Reach ID Overland Length L, (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 72.00 I 0.028 2 160.36 0.038 )verland Length (ft), 232.36 1 Length -Weighted Slope (ft/ft) 0.035 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 85.78 0.029 nnelized Length (ft)J 85.78 Length -Weighted Slope (ft/ft) 0.029 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -C Weighted Slope 11/13/2019, 3 43 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County N. Subcatchment Name D LE GEND: Fl ow D irecti an 4 Cat chin eat Dotsndary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Runoff Coefficient, C Percent Imperviousness 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Vegetation 3.89 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 I Total Area (ac) 3.89 Area -Weighted Area -Weighted C 0.01 0.01 0.01 0.01 0.04 0.13 0.27 Override C • 0.01 0.01 0.01 0.01 0.04 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -D Weighted C 11/13/2019.. 3:36 PM i _ Length -Weighted Slope Calculations i Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Total Total Cha I, Reach 2 Subcatchment Name D OVERLAND FLOW Reach I Percent Imperviousness (°/0 2 overland. flow LEGEND c__ ) Be ginning a Flow Direr do n 4 C atc haste nt Bo undary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S (Optional) Elevation (ft) Overland Slope S, (ft/ft) Flow 1 89.49 0.055 2 60.09 0.035 3 144.68 0.022 4 85.92 0.016 )verland Length (ft)J 380.18 1 Length -Weighted Slope (ft/ft) 0.030 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S (Optional) Elevation (ft) Channelized Slope St (ft/ft) Flow 1 119.20 0.033 nnelized Length (ft)? 119.20 1 Length -Weighted Slope (ft/ft) 0.033 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -D Weighted Slope 11/13/2019, 3'42 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name E LE GENND : Fl ow Direction 4 Catchin ent Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Runoff Coefficient, C Percent Imperviousness 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 0.49 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Vegetation 20.20 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 , Total Area (ac) 20.69 Area -Weighted Area -Weighted C 0.01 0.01 0.01 0.02 0.05 0.13 0.27 Override C 0.01 0.01 0.01 0.02 0.05 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -E Weighted C 11/13/2019, 3:36 PM i Length -Weighted Slope Calculations i Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Total Total Cha Reach 2 Subcatchment Name E OVERLAND FLOW ---00�- Reach 1 Percent Imperviousness (0/0) 2.9 ove rland flow LEGEND 4` B ,,, innutg Flew Direr do n I Catchment Be undary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 500.00 0.015 i )verland Length (ft), 500.00 1 Length -Weighted Slope (ft/ft) 0.015 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 446.45 0.020 nnelized Length (ft) 446.45 1 Length -Weighted Slope (ft/ft) 0.020 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -E Weighted Slope 11/13/2019. 3 42 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Subcatchment Name F LEAD: Fl ow Direction 4 Cat chin ent Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Vegetation 14.10 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 4 Total Area (ac) 14.10 Area -Weighted C 1 Area -Weighted Override C 0.01 0.01 0.01 0.01 0.04 0.13 0.27 0.01 0.01 0.01 0.01 0.04 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins, Sub -F Weighted C 11/13/2019, 3:38 PM Length -Weighted Slope Calculations i Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: Phillips 66 Liberty Location: Weld County Total Total Cha Reach 2 Reach 3 Subcatchment Name F OVERLAND FLOW Reach 1 Percent Imperviousness (°/0) 2 --- ove rland flow LEGEND l B e} inning, Flow D irec do n C atc hnte n Boundary Reach ID Overland Length L, (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 500.00 I 0.008 y )verland Length (ft)l 500.00 1 Length -Weighted Slope (ft/ft) 0.008 CHANNELIZED FLOW Reach ID Channelized Flow Length Lt (ft) U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 887.30 I 0.013 2 165.74 0.023 nnelized Length (ft) 1053.04 1 Length -Weighted Slope (ft/ft) 0.015 UD-WORKBOOK UD-RATIONAL 2.00+_Preconditions w_ post basins. Sub -F Weighted Slope 11/13/2019, 3:42 PM Calculation of Peak Runoff using Rational Method Dtslgntr Matthew tea ndahl Company Burns and McClonnel Date 11/1307919 Project Phelps 66 Leans Location. \Held County Veisior� : 00 relc,.+ttl M,q 7CI7 lc Celt ,r.i......4 ..'c '.r:I..:r.Jst'-:r,put Leo or ma. cob are tot optional ovenidt...klub els of the cob are for calculated results bead on wends I, a 0395(1.1 — COIF, I, a talky S, 6014 Computed t a 4 + t, lleabagt, a (26-171) + 60(141+ 4)1(\, 'uuww..ma S (urban) tmimmuma 10 Inon-urban) ',circled t, = newt,,,,,,,,,,,,„„ mtn(( ampulla t, . kr'fir, nal I II lyr Syr IDyr :54r 50yr 1007, SCO+yt t.nuur rainfall depth. P1 On, a; u 85 1.12 i 140 1 1.54 2.24 ' 2.66 302 Rainfall Intensity Equation Coefficients e • b 26.50 10O0 0 its c I a, MI 1(fn/hrfa1b+ ' i Q(cf•1 a LIA S abcatchment Name Arta lac) NRCS Hydrologic Soil Group Percent lmperviousnes st, Runoff Coefficient, C Otilrllnr (IMWQ Flow Time Channelizsd (Travel) Flow Time Time of Concentration Rainfall ntens*y, I (in►hr) Peak Flow. 0 fete) 2-yr 5-yr 10yr 25yr 50-yr t00yr S00yr Overland Flow Length L, (R) in Ssnese (B) (Optional) OR emotion (R) (Optional) Overland Flow Slope S, (fifft) Overland Flow Time t (min) Channelzeo Flow Length L, 00 WS Etevetion, (� (Optional) MS Elevation (ff) :Optional: Cnannelizsd Flow Slope 5, (Mal NS Conveyance Factor K Channtazed Flow Velocity V, (ftlsec) Channelized t, (min) Computed (min) Regional t, (min) Selected t, (min) yr Syr 10yr 25-yr 50-yr 100-yr 500-yr 2-yr 5-yr 10yr 25-yr 50-yr 100yr 500-yr Sub A 17,98 A 3.9 0 L' :: J' 3 0: 0.02 036 3 ' 4 3 78 500.00 0.025 32 42 377.690055 1iTi 7 35 7 ell 35 13 28.16 :a 16 1 36 ' 82 2.28 100 3.05 4.36 6 36 0.30 0.44 0 65 1.23 380 1049 32.01 + Sub B 20.32 0 0' a l)1 0.01 A 2.9 500.00 0.02 3 0`_ 0.13 0 27 0. 40.37 .31 0 013 1 u 1 14 032 40 8a 26.05 26,05 1 45 _ 2.36 3.13 3.81 4.56 6 67 Cr.5 0 37 0 55 1.07 3.68 12 32 37.02 a 1 a Sub G 3.59 A 2.0 0 0' 0 0' 0.01 0.01 0.04 0.13 0.27 2323D 0.0 35 19.92 l5 7b O D2J 70 0.84 TO 76 26.56 an 1 64 2 16 2 70 3 55 4 32 5 17 7.56 0.03 0 DS 0.07 0 15 0 71 7 53 7 85 q I , Sub D 3.88 1 2,0 3 _' :; a' 0.01 0.01 0.04 013 0 27 38 0 18 0 030 26 81 119.20 0 033 10 1.82 109 I 27 90 26 d4 .26 64 1 42 1 87 2 34 308 3 75 449 6 56 003 004 006 0.13 0 61 2 19 G 80 Sub E 2019 A 2.9 7 Z' T. 0.01 0.02 0.06 0.13 0.27 0 015 3s 52 446.46 0_020 10 1.41 520 43 78 31.10 31 ':' 1 31 1 72 2 15 2 83 3.44 4.12 6.02 023 0.33 0.50 0.97 3 54 11 29 13 97 7 in.50000 it Su6F 14 t0 A 20 " 001 0.01 0.04 013 ;,;7500 � OD06 4755 •U51(14 0015 t0 1.21 1453 6207 41.31 4' 1' 110 144 161 237 269 346 5.06 008 012 018 036 'r1 612 1903 r Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name A LEGEND: Flow Direction 4 Cat arm ent Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel Road 1.36 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Vegetation 16.62 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 I I , f I I I Total Area (ac) 17.98 Area -Weighted C 0.02 4 0.03 0.03 0.03 0.07 0.15 0.29 Area -Weighted Override C 0.02 0.03 0.03 0.03 0.07 0.15 0.29 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions. Sub -A Weighted C 11/13/2019. 3:28 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 2 - Subcatchment Name A OVERLAND FLOW Reach 1 Percent Imperviousness (% ) 4.9 overland flow LEGEND Beginning. Flay D irec do n C atc hrne nt Boundary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 500.00 0.025 )verland Length (ft), 500.00 1 Length -Weighted Slope (ft/ft) 0.025 CHANNELIZED FLOW Reach ID Channelized Flow Length Lt (ft) U/S (Optional) Elevation (ft) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 178.45 0.025 2 199.24 0.081 nnelized Length (ft), 377.69 1 Length -Weighted Slope (ft/ft) 0.055 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -A Weighted Slope 11/13/2019, 3:30 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name B LE GEVD : Flow Direction 4 Cat ct n till Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 9.25 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Concrete 0.06 A 100.0 0.84 0.86 0.87 0.88 0.88 0.89 0.90 Building 0.08 A 90.0 0.73 0.75 0.77 0.79 0.79 0.81 0.83 ii Pond 0.56 A 100.0 0.84 0.86 0.87 0.88 0.88 0.89 0.90 Vegetation 10.37 A 2.0 0.01 0.01 0.01 0.01 0.04 0.27 0.13 , , Total Area (ac) 20.32 1 Area -Weighted Area -Weighted C 0.15 0.15 0.16 0.18 0.22 0.29 0.40 Override C 0.15 0.15 0.16 0.18 0.22 0.29 0.40 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -B Weighted C 11/13/2019. 3:28 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 2 Reach :3 Subcatchment Name B OVERLAND FLOW Reach 1 Percent Imperviousness (°/U) 22.6 am a r overland flow 01. LEGEND l` Beginning Flaw D irec do n 1 Catchment Boundary Reach ID Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, Flow (ft/ft) 1 81.32 0.023 2 91.50 0.016 )verland Length (MI 172.82 1 Length -Weighted Slope (ft/ft) 0.019 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S Elevation (Optional) (ft) Channelized Slope St (ft/ft) Flow 1 743.65 0.013 nnelized Length (ft)l 743.65 1 Length -Weighted Slope (ft/ft) 0.013 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -B Weighted Slope 11/13/2019, 3:31 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11'13/2019 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name C LE(ThD: Flow Direction 4 Catchm ent Boundary Cells of this color are for required user -input Cells of this color are for o•tional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr r 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 2.79 A 70.0 0.53 0.55 0.56 0.59 0.62 0.66 0.71 Tank 1.10 A 90.0 0.73 0.75 0.77 0.79 0.79 0.81 0.83 Total Area (ac) 3.89I Area -Weighted C Area -Weighted Override C I 0.59 0.60 0.62 0.65 0.67 0.70 0.74 0.59 0.60 0.62 0.65 0.67 0.70 0.74 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -C Weighted C 11/13/2019, 3:29 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 2r Reach 3 Subcatchment Name C OVERLAND FLOW Reach 1 Percent Imperviousness chi) 75.7 overland flaw LEGEND O Beginning Flaw D irec do n 4 C atc t nt Boundary Reach ID Overland Length L, (ft) Flow U/S Elevation (Optional) (ft) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 300.00 0.001 )verland Length (ft)` 300.00 1 Length -Weighted Slope (ft/ft) 0.001 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) I D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 348.32 0.001 nnelized Length (ft)I 348.32 Length -Weighted Slope (ft/ft) 0.001 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -C Weighted Slope 11/13/2019, 3 31 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name D LEAD: Flow D irec-ti on Cat elm. ent Doundar3- Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 2.78 A . 70.0 0.53 0.55 0.56 0.59 0.62 0.66 0.71 . Tank 1.10 A 90.0 I 1 0.73 0.75 0.77 0.79 0.79 0.81 0.83 . I I I I . I I I r ir Total Area (ac) 3.88 Area -Weighted C 0.59 0.60 0.62 0.65 0.67 0.70 0.74 Area -Weighted Override C 0.59 0.60 0.62 0.65 0.67 0.70 0.74 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions. Sub -D Weighted C 11/13/2019. 3:29 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 3 Subcatchment Name OVERLAND FLOW Reach 2 .-' Reach 1 Percent Imperviousness (%) 5.7 overland flow LEGEND U B egiiuting Fla ,/ Direction C atchnte nt Boundary Reach ID I Overland Length L, (ft) Flow U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 300.00 0.001 )verland Length (ft) 300.00 1 Length -Weighted Slope (ftlft) 0.001 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S (Optional) Elevation (ft) Channelized Slope St (ft/ft) Flow 1 348.32 0.001 nnelized Length (ft)1 348.32 Length -Weighted Slope (ft/ft) 0.001 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -D Weighted Slope 11/13/2019, 3:32 PM Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name E LE STD : Flow Direction 4 Catarm ant Boundary Cells of this color are for required user -input Cells of this color are for optional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) i NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 7.94 A 40.0 0.25 0.27 0.28 0.32 0.37 0.42 0.51 Building 0.09 A 90.0 0.73 0.75 0.77 0.79 0.79 0.81 0.83 Substation 0.96 A 100.0 0.84 0.86 0.87 0.88 0.88 0.89 0.90 Pond 0.44 A 100.0 0.84 0.86 0.87 0.88 0.88 0.89 0.90 Vegetation 11.26 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 Total Area (ac) 20.69 Area -Weighted C 1 0.16 6 0.17 0.17 0.19 0.23 0.29 0.41 Area -Weighted Override C 0.16 0.17 0.17 0.19 0.23 A 0.29 0.41 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions. Sub -E Weighted C 11/13/2019, 3:30 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha L Subcatchment Name E OVERLAND FLOW Reach 2 rth. Reach 1 Percent Imperviousness ( °/U ) 23.6 overland flow LEGEND c J Beginning Flow Direr do n f C atc hnte nt Boundary Reach ID Overland Flow Length L, (ft) U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Overland Slope S, (ft/ft) Flow 1 68.24 0.005 2 41.09 0.015 3 98.92 0.012 4 89.40 0.008 )verland Length (ft)I 297.65 1 Length -Weighted Slope (ft/ft), 0.010 CHANNELIZED FLOW Reach ID Channelized Flow Length Lt (ft) U/S Elevation (ft) (Optional) D/S Elevation (ft) (Optional) Channelized Slope St (ft/ft) Flow 1 124.91 0.008 2 529.07 0.011 nnelized Length (ft)I 653.98 Length -Weighted Slope (ft/ft) 0.010 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -E Weighted Slope 11/13/2019, 3 32 PM i Area -Weighted Runoff Coefficient Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Subcatchment Name F LEND: Flow D irecti on 4 Cat chin ent B ounda- Cells of this color are for required user -input Cells of this color are for o•tional override values Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Vegetation 14.10 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 I I I , I Total Area (ac) I 14.10 Area -Weighted C 0.01 0.01 0.01 0.01 I 0.04 0.13 0.27 Area -Weighted Override C 0.01 0.01 0.01 0.01 0.04 0.13 0.27 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -F Weighted C 11/13/2019. 3:30 PM Length -Weighted Slope Calculations Version 2.00 released May 2017 Designer: Matthew Liesendahl Company: Burns and McDonnell Date: 11/13/2019 Project: P66 Liberty Post Conditions Location: Weld County Total Total Cha Reach 2 Reach 3 Subcatchment Name F OVERLAND FLOW Reach 1 Percent Imperviousness (%) 2 overland flow LEGEND Beeming Flow Direc do n Catchate Tit Boundary Reach ID Overland Length L, (ft) Flow i U/S Elevation (ft) (Optional) D/S (Optional) Elevation (ft) Overland Slope S, (ft/ft) Flow 1 500.00 0.008 )verland Length (ft), 500.00 1 Length -Weighted Slope (ft/ft)J 0.008 CHANNELIZED FLOW Reach ID Channelized Length Lt (ft) Flow U/S (Optional) Elevation (ft) D/S (Optional) Elevation (ft) Channelized Slope St (ft/ft) Flow 1 887.30 0.013 2 165.74 0.023 nnelized Length (ft) 1053.04 Length -Weighted Slope (ft/ft) 0.015 UD-WORKBOOK UD-RATIONAL 2.00_Post Conditions, Sub -F Weighted Slope 11/13/2019, 3:32 PM Calculation of Peak Runoff using Rational Method Dewgner. IAstUMw LiesendiN Company Burns and McDonnell Date_ 11113120111 Project P66 Liberty Post Conditions Location: Weld County vtrvion 2.00 released May 2017 r.: e/► of the, in for r red user -o ut caof the oebr are for Seal results based on went 0395(1.1-C1) 1, ti = Co t,: _v 64161 5, 6UV, L, I:ompuled 1, rs t, +t, *glad I, a ('16— 179 60(141+9W iwwwY�= 10 (non �.u. 1M111Y1I1,Yr� 10 (non urban) %ckcled 1, = m.a(1_1.....,,,,, mini i „mpwl ti 1 'aglow' t, t) , nC•t UL'F.-L' 1?' alert lot hr('AL Alps 11 RR,nMf epti.. n: , .N •,, 11t • ' , .. .. M:. _ ._ 1; '',,.. 2yfro r St0yr Tent 60yr 100-yr 600yr 1.nour raintall depth. P1 (m) - oast 1.12 I 1.40 1 1.84 1 224 1 268 1 3.02 .Pt Rainfall Inttnsny Equation Coeffnctents - I 26.50 1 10,00 1 0.180 ii (tin/hrl 2 • tb+tar a b c Q(s/a) a CIA 5aoutcnment Name Area lac) NRC6 Nydrobgic bo11 Group pVelocity Percent Impervlousnes s Runoff Coefficient, C Overlord (YIRla4 Flow Tin CbanMFiad Wen) flow Time Time of Concentration Rainfall Intensity, I DNS) Peak Platy, 0 cts) 2yr Syr 1Dyr 25-yr 50-yr IOOyr SOOyi Overland Fbw lengM L, (ft) till OT) (Optional) OfSBavalgR (1l) IOptiona0 Overland flow Slope S, MR) Overland Flow Time t. (mini CMnneliad Flow Length L, (ft) UrSElevation lit) tuptioriall WS (rt) IOptionaq CMnnehad flow Slope %MR) MRCS Conveyance Factor K Channebztd Flow V, (fthaec) Cnannelizeo Flow Time t, (min) Computed t, (min) Regional t, [MIN 5fNcted t, (min) 2yf Syr 10yr 26-yr 50-yr 100-yr 500-yr 2-yr Syr 10yr 25yr 50-yr 10Cyr 500yr A 1: 9b A 4 9 3 02 0 O, :i 3: 0 31 0.07 0.15 0.20 500.00 0,025 32 27 1;7.09 0.055 12 2.a' 2.24 74 S 1 2193 21 93 1 59 1 83 2.79 7.01 3 66 4 38 6 41 0 42 0 61 0 88 1 ti? 4 4? 11 13 32 95 20.3_ A .: �: 1'? li•3 u14 0.17 0.222 0.21 0.40 17182 0.019 1864 '43.65 0.013 15 • 7' 7.25 .15 89 31 Ott 2`. Au '4`, 191 239 314 I 7113 4S' .. 3S8 503 680 1363 1691 26.04 J443 G 3 60 A 3 x u 6C D.62 0.66 0.67 0.70 0.74 .E 0001 77 2? 344,32 I • 11001 it _ 10.20 43 4? 17 ... .. 1 S/ : 07 2 59 740 4 14 4 ya 7 24 3 57 4 bS b 23 d `_4 1060 11 47 2u v3 , . IU 3.60 39 Jr,C 0.02 0.65 0.67 0.70 074 !00.00 0.001 33:1 34831 0001 90 .. 10.217 4341 A. 2:'.' 15/ 207 7Sri 340 4'4 4dt 724 356 484 6 ' 8S2 1071 1343 :; 8S E 20.60 4 .,n 0 • , 14 015 0.17 027 0.20 0.41 29785 0010 30 022 653.40 0010 1! • r.J 727 ]778 30 b,, we: 1 ]1 1 8 ? rat 546 .126 tiJ� Tae 4ee tSu '025 187E :515 ,L n': I 1- 14.10 A ... 0,• :1• 0.1 011 004 1.77 50000 0008 4755 1053d 001, •c, ,• 14.53 6207 .,•3• 4• f• 44 1b1 f]' /tiv 74G J6 JO6 ill? 0'tl C]6 `1 �. Bti 'r. JS . 1 1 Stormwater Drainage Report Revision 0 Appendix APPENDIX D - HYDRAULIC CALCULATIONS DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) Prolect: Philips 66 Platteville Basle ID: North Detention Basin (Subcatchments A B. and Delayed C) Example Zone Configuration (Retention Pond) Required Volume Calculation Seamiest BAP Type = Watershed Area = Watershed Length = Watershed Slope = Watershed Inpennousnrmh _ Percentage Hydrologic Sol r3roup A = Percentage Hydrologic Soil Group B Percentage Hrrdrologec Sod Groups C D = Desired WOCV Drain Zane = EDS 20.32 916 0.014 22.63% 100.0% 0.0% 0.0% 10.0 Location to 1-M Rainfall Depths = User Input Water Dually Capture Volume tVVOCVI Excess Urban Runoff Vciume (EURV) 2-yr Runoff Volume (P1 = 0.85 n.) _ 5-yr Runoff Volume (Pt = 1.12,n.) 10-yr Runoff Volume PI = 1.4 in.) 25-yr Runoff Volume (P1 = 1.84 n.) 50-yr Runoff Volume (P1 - 2.24 n.) _ 100-yr Runoff Volume (P1 = 2.68 n.) = 500-yr Runoff Volume (P1 = 3.92 in _ Approxmate 2-yr Detention Volume = Approximate 5-yr Detention Volume = Apprornnate 10-yr Detention Volume = Approximate 25-yr Detention Volume = Approximate 50-yr Detention Volunie = Appromate 100-yr Detention Vctume = Stage -Storage Calculation Zone 1 Volt rne (WOCV) Zane 2 Vokshe (E URV - Zone 1) _ Zone 3 Volume ,100 -year - Zones 1 S 21 = Total oderton Basin Volume 2 meal Surcharge Volume (ISV) = Sal Surcharge Depth (ISO) = Total ',wadable Detention Depth (H,o.„) Depth of Trio de Charnel (Hy;,) Slope of Tnclde Channel (Set) SInpes of Main Basin Sides (S _ $ _ Basin Length -lo -Width Ratio (Ri,N) Sal Surcharge Area IAn l ' Surcharge Volume Length ILO - Surcharge Volume Width (W,v.) _ Depth of Basin Floor 0-lharsal _ Length ol Basin Floor (Lam) _ Wroth of Basin Floor (Wit,m) Area of Basin Floor (1/4004 Volume ci Basin Floor (Vi,,a0r) a Depth d Mini Basin (Kara ' Length of Mein Basin (L,4 v) _ Width d Man Basin (Wnn,v) tea of Mlorn Basin IA 41) Volume of Main Basin (Vxwvl Cal iadared Total Basin Volume (V,.=41) _ 0.214 0.425 0.202 0.283 0.387 0.604 0.956 1.494 3.065 0.188 0265 0.359 0.531 0.683 0.942 0.214 0.211 0.517 0.942 usd user user user user us -f user user use user USW use user use user user use user use user user acres ft flRt percent pert era percent percent haws acre-feet acre -fed acre-feet acre -led acre-feet acre-feet acre-feet acre-feet acre-feet acre -fed acre-feet acre-feet acre -fed acre -fed acre -fed acre-feet acre -tees acre-feet acre -fed R"3 R n n ft/11 HV n"2 ft ft ft n ft n"2 n3 ft ft n n7 n"3 acre -led Note: L/WRano<1 L1WRatio =0/ Optional User Override 1 -hr Precipitation 0.85 1.12 1.40 1.84 2.24 2.68 3.92 inches inches inches inches inches inches inches h lx;renret 0.1 fl Stage- Storage Description Stage (R) Optti al Override Stage (RI Length (R) Width (f1) Area (11`2) Optional Override Area ,11*2) Area (acre) Volume 3 Volume ac -n) Top of Micropool - 000 - - - 84 0.002 - 0.33 - - - 54 0.002 27 0.001 - 0.40 - - - 34 0.002 33 0.001 - 0.50 - - - 84 0.002 41 0.001 - 0.60 - - - 84 0.002 50 0.001 - 0.70 - - - 84 0.002 58 0.001 - 0.80 - - - 84 0.002 57 0.002 - 0.90 - - - 407 0.009 38 0.002 - 1.00 - - - 1,317 0.030 166 0.004 - 1.10 - - - 2.737 0.063 351 0.008 - 120 - - - 4.667 0.107 705 0.016 - 1.30 - - - 7,108 0.163 1.270 0.029 Root - 1.33 - - - 7 951 0.183 1.488 0.034 - 1.10 - - - 9.920 0.228 2093 0.048 - 1.50 - - - 10,108 0.232 3.092 0.071 - 1.60 - - - 10.297 0.236 1110 0.094 - 1.70 - - - 10,489 0.241 5 147 0.118 - 1.80 - - - 10,682 0.245 6.204 0.142 - 1.90 - - - 10,876 0.250 7.280 0.167 - 2.00 - - - 11.072 0.251 8.375 0.192 Zone 1 (WQCV) - 2.07 - - - 11.246 0.258 9.267 0.213 - 2.10 - - - 11.290 0.259 9 605 0.221 - 210 - - - 11489 0.264 10.744 0.247 - 2.30 - - - 11.690 0.268 11 903 0.273 - 2.40 - - - 11.89J 0.273 13 082 0.300 - 2.50 - - - 12.097 0.278 14.282 0.328 - 2.60 - - - 12.303 0.282 15 502 0 356 - 2.70 - - - 12,510 0.287 16 742 0.384 - 200 - - - 12 719 0.292 18 004 0.413 Zone 2 (EURV) - 2.84 - - - 12,803 0.294 18 514 0.425 - 2.90 - - - 12.930 0,297 19 286 0.443 - 3.00 - - - 13,142 0.302 20.590 0.473 - 3.10 - - - 13.356 0.307 21915 0.503 - 3.20 - - - 13,572 0.312 23 261 0,534 - 3.30 - - - 13.788 0.317 24 629 0.565 - 3.40 - - - 11.007 0.322 26.019 0.597 - 3.50 - - - 14,228 0.327 27 431 0.630 - 3.60 - - - 14 449 0.332 28 865 0.663 - 3.70 - - - 14 673 0.337 30 321 0.696 - 3.80 - - - 14.898 0.342 31 799 0.730 3.90 - - - 15 125 0.347 33 300 0.764 - 1.00 - - - 15.353 0.352 34 824 0.799 - 4.10 - - - 15,583 0.358 36 371 0.835 - 4.20 - - - 15,814 0.363 37 941 0.871 - 4.30 - - - 16,047 0.368 39 534 0.908 Zone 3 (100 -year) - 4.39 - - - 16 258 0.373 40 988 0.941 - 4.40 - - - 16 282 0.374 41 150 0.945 - 4.50 - - - 16 518 0.379 42 790 0.982 - 4.60 - - - 16.756 0.385 44 454 1.021 - 4.70 - - - 16.995 0.390 46 142 1.059 - 120 - - - 17.237 0.396 47 853 1.099 - 4.90 - - - 17,479 0.401 49 589 1.138 - 5.00 - - - 17,723 0.407 51 349 1.179 - 5,10 - - - 17,969 0.413 53134 1.220 5.20 - - - 18,217 0.418 54 943 1.261 - 5.30 - - - 18,466 0.424 56.777 1.303 - 5.40 - - - 18,716 0.430 58 636 1.346 - 5.50 - - - 18,969 0.435 60 521 1.389 - 5.60 - - - 19,223 0.441 62 430 1.433 - 5.70 - - - 19,478 0.447 64 365 1.478 Spillway - 5.75 - - - 19,735 0.453 65 346 1,500 - 5.80 - - - 19,735 0.453 66 332 1.523 - 5.90 - - - 19,994 0.459 68.319 1.568 - 6.00 - - - 20,254 0.465 70 331 1.615 - _ 6.10 - - - 20,516 0.471 72.370 1.661 - 6.20 - - - 20,779 0.477 74 434 1.709 - 6.30 - - - 21.044 0.483 76 526 1.757 - 6.10 - - - 21,311 0.489 78643 1.805 - 6.50 - - - 21 579 0.496 80 788 1.855 - 6.50 - - - 21 849 0.502 82 959 1.904 - 6.70 - - - 22.121 0.508 85158 1,955 - 6.80 - - - 22.394 0.514 87 384 2.006 - 6.90 - - - 22,668 0.520 89.637 2.058 - 7.00 - - - 22,945 0.527 91917 2.110 - 7.10 - - - 23,222 0.533 94 226 2.163 - 720 - - - 23502 0.540 96.562 2.217 Top at Pond - 7.25 - - - 23,645 0.543 97 741 2.244 - 7.30 - - - 23,783 0.546 98.926 2.271 9 50 LA-Detention_v3-07-m)1 North Pondm$. Basin 11113'2019, 3 46 PM DETENTION BASIN STAGE -STORAGE TABLE BUILDER 110 -Detention, Version 3.07 (February 2017) 0.00 2.00 400 State (ftl —tsngth(ft) demis'Width(ft)—Area (s*h) 600 200 I • 100 0 830 0.560 — 0.420 0.280 • 0.140 0.000 000 4-- 2.00 400 Stage (ft.) Ares (eats) .I.Voaume (sc•ft) 2280 1 710 0 570 6.00 8.00 0.000 W.OratanYan v3.07 ntA_Ntath Pad m/, Basn 1111312019.3:46 PM Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Project: Basin ID: 100- va VOLUME EURV) woc PERMANENT POOL ZONE 3 ZONE 2 ZONE 1 ZONE 1 AND 2 " ORIFICES 100 -YEAR ORIFICE Example Zone Configuration (Retention Pond) User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Underdrain Orifice Invert Depth = Underdrain Orifice Diameter = N/A N/A Zone 1 (WQCV) Zone 2 (EURV) r --one 3 (100 -year) Stage (ft) Zone Volume (ac -ft) Outlet Type 2.08 0.214 Orifice Plate 2.84 0.211 Orifice Plate 4.40 0.517 Weir&Pipe (Restrict) ft (distance below the filtration media surface) inches 0342 Total Calculated Parameters for Underdrain Underdrain Orifice Area = N/A ft` Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir typically used to drain WQCV and/or EURV in a sedimentation BMP) Invert of Lowest Orifice = Depth at top of Zone using Orifice Plate = Orifice Plate: Orifice Vertical Spacing = Orifice Plate: Orifice Area per Row = 0.00 2.84 11.36 090 ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 1-1/16 inches) User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Stage of Orifice Centroid (ft) Orifice Area (sq. Inches) Stage of Orifice Centroid (ft) Orifice Area (sq. Inches) Calculated Parameters for Plate 6.250E-03 N/A N/A N/A WQ Orifice Area per Row = ft' Elliptical Half -Width = Elliptical Slot Centroid = Elliptical Slot Area = feet feet ft' Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) 0.00 0.90 1.80 2.70 0.90 0.90 0.90 0.90 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice (Circular or Rectangular) Invert of Vertical Orifice = Depth at top of Zone using Vertical Orifice = Vertical Orifice Diameter = Not Selected Not Selected N/A N/A N/A N/A N/A N/A ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches Calculated Parameters for Vertical Orifice Vertical Orifice Area = Vertical Orifice Centroid = Not Selected Not Selected N/A N/A N/A N/A ft User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Slope = Horiz Length of Weir Sides = Overflow Grate Open Area % = Debris Clogging % = Zone 3 Weir Not Selected 2.84 N/A 3.00 N/A 0.00 N/A 0.00 N/A 70% N/A 50% N/A ft (relative to basin bottom at Stage = 0 ft) feet H:V (enter zero for flat grate) feet %, grate open area/total area 04 User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Depth to Invert of Outlet Pipe = Outlet Pipe Diameter = Restrictor Plate Height Above Pipe Invert = Zone 3 Restrictor 2.50 1200 1.13 User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Stage= Spillway Crest Length = Spillway End Slopes = Freeboard above Max Water Surface = Not Selected N/A N/A 5.75 20.00 4.00 1.00 ft (distance below basin bottom at Stage - 0 ft) inches inches ft (relative to basin bottom at Stage = 0 ft) feet H:V feet Calculated Parameters for Overflow Weir Height of Grate Upper Edge, H, = Over Flow Weir Slope Length = Grate Open Area / 100-yr Orifice Area = Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 3 Weir Not Selected 2.84 N/A 0.00 N/A 0.00 N/A 000 N/A 000 N/A feet feet should be ≥ 4 ft2 ft2 Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Outlet Orifice Area = Outlet Orifice Centroid = Half -Central Angle of Restrictor Plate on Pipe = Zone 3 Restrictor Not Selected 0.04 N/A 0 06 N/A 0 62 N/A Calculated Parameters for Spillway Spillway Design Flow Depth= Stage at Top of Freeboard = Basin Area at Top of Freeboard = 0.50 7.25 0.54 feet feet acres ft' feet radians Routed Hydrograph Results Design Storm Return Period = One -Hour Rainfall Depth (In) = Calculated Runoff Volume (acre -ft) = OPTIONAL Override Runoff Volume (acre -ft) = Inflow Hydrograph Volume (acre -ft) = Predevelopment Unit Peak Flow. q (cfs/acre) -- Predevelopment Peak Q (cfs) = Peak Inflow Q (cfs) =- Peak Outflow Q (cfs) Ratio Peak Outflow to Predevelopment Q Structure Controlling Flow = Max Velocity through Grate 1 (fps) Max Velocity through Grate 2 (fps) Time to Drain 97% of Inflow Volume (hours) Time to Drain 99% of Inflow Volume (hours) Maximum Ponding Depth (ft) Area at Maximum Ponding Depth (acres) Maximum Volume Stored (acre -ft) WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year 0.53 1 07 0.85 1.12 1.40 1.84 2 24 2.68 3.92 0.214 0_425 0.202 0.283 0.387 0.604 0.956 1.494 3.065 0.213 0.425 0.202 0.283 0.387 0.604 0.956 1.493 3.065 0.00 0.00 0.00 0.00 0.01 0.03 0.25 0.64 1.66 0.0 0_0 0.0 0.1 0.2 0.6 5 0 12.9 33.7 4.3 85 4.1 5.7 7.7 12.0 18.9 29.4 59.7 0.1 0 1 0.1 0.1 0.1 0.4 0.5 0.5 33.3 N/A N/A N/A 1.0 0.5 0.7 0.1 0.0 1.0 Plate Plate Plate Plate Plate Outlet Plate 1 Outlet Plate 1 Outlet Plate I Spillway N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 39 61 38 47 57 66 72 82 75 40 1 63 39 49 60 69 77 89 87 2.03 2.78 1.98 2.29 2.65 3.29 4.28 5.58 6.38 0 26 0 29 0.25 0.27 0.28 0.32 0.37 0.44 0.49 0 200 0 407 0 190 0.268 0.370 0.559 0 900 1.424 1.791 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 70 — — SOOYR IN SOOYR OUT 100YRIN 60 — — 100YR OUT SOYA IN - a e SOYR OUT 2SYR IN 50 — 2SYA OUT 10YRIN - -- 10YROUT 40 SYR IN ' iSYR OUT 3 2YR IN 2M1 - - 2YR OUT .' 30 EURV IN i.-.• EURV OUT ; WQCVIN •', 20 WQCV OUT • 10 % ` l 0 .. 0.1 1 10 TIME [hr] 7 SOOYA IOWA .i....soYR 6 1 2SYA ton SYR 5 1 2YR EURV WQCV m 4 I- 0. W a :7 z 3 z 3 0 a 2 - - -- 1 • - 0 0.1 1 DRAIN TIME [hrj 10 100 160.00 120,000 = User Area [ft^2J Interpolated Area [ft^2J • Summary Area [ftA2) 140.00 100,000 Volume [ft^3j • - ♦ -• Summary Volume [ft^3J Outflow 120.00 jcfs] 80,000 • • ♦ • - Summary Outflow [cfs] - - 100.00 t o a $ 8 3 8 8 8 8 OUTFLOW [cis) t 60,000 z J O N 5 - 40,000 5 a 20,000 �� ,��•� ..r _..��. Ancre Y rt it _A_ .-ntF-+ 0.00 1.00 200 3.00 4.00 PONDING DEPTH [n] 5.00 6.00 7.00 8.00 S -A -V -O Chad Axis Override minimum bound maximum bound X-axis Left V -Axis Right Y -Axis Detention Basin Outlet Structure Design Time Interval 4.18 min Hydrograph Constant 1.196 Outflow Hydrograph Workbook Filename Storm Inflow Hydrographs UD-Detention, Version 3.07 (February 2017) The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK TIME WQCV [cfs) EURV [cfsj 2 Year [cfsl 5 Year [cfsj 10 Year [cfsl 25 Year [cfsj 50 Year [cfsj 100 Year [cis) 500 Year [cfsj 0:00:00 0.00 0.00 0.00 0 00 0.00 0.00 0 00 0.00 0.00 0:04:11 0.00 0.00 0.00 000 0.00 0.00 000 0.00 0.00 0:08:22 0.00 0.00 0.00 0 00 0.00 0.00 0 00 0.00 0.00 0:12:32 0.19 038 0.18 0.26 0.35 0.53 0.83 127 2.53 0:16:43 0.52 1.02 0.49 0.68 0.93 1.43 2.24 3.46 6.96 0:20:54 1.33 2.61 1.26 1.76 2.39 3.68 5.77 8.90 17.86 0:25:05 3.66 7.18 3.47 4.83 6.56 10.12 15.84 24.43 49.00 0:29:16 4.29 8.47 4.06 5_68 7.73 12.00 18.91 29.36 59.70 0:33:26 4_08 8.08 3.86 5 41 7.37 11.45 18.06 28.09 57.27 0:37:37 3.71 7.35 3.51 4 92 6.70 10.42 16.44 25.57 52.12 0:41:48 3.29 6.55 3.12 4 37 5.97 9.30 14.72 22.93 46.90 0:45:59 2.82 5.64 2.67 3 75 5.14 8.03 12.74 19.90 40.92 0:50:10 2.47 4.92 2.33 3.28 4.48 7.00 11.08 17.29 35.67 0:54:20 2.23 4.46 2.11 2.97 4.06 6.34 10.05 15.68 32.26 0:58:31 1.82 3.66 1.72 2 43 3.33 5.23 8.32 13.05 26.97 1:02:42 1.47 2 98 1.39 1 97 2.71 4.27 6.82 10.73 22.30 1:06:53 1.11 2.28 1.05 1.49 2.07 3.28 5 29 8.38 17.60 1:11:04 0.81 1.68 0.76 110 1.53 2.44 3.96 6.35 13.52 1.15:14 0.59 1.23 0.56 0 80 1.11 1.77 2.87 4.64 10.04 1.19:25 0.47 0.95 0.44 0.63 0.87 1.37 2 21 3 54 7.57 1:23:36 0.38 0.79 0.36 0.52 0.71 1.13 1.81 2.89 6.11 1:27:47 0.33 0.67 0.31 0.44 0.61 0 96 1 54 2.44 5.15 1.31.58 0.29 0.59 0.27 0 39 0.53 0.84 1.35 2.14 4.49 1:36:08 0.26 0.53 0.25 0.35 0.48 0.76 121 1.92 4.02 1:40:19 0.24 0.49 0.23 0.32 0.45 0.70 1.17 177 3.69 1:44:30 0.18 0.36 0.17 0.24 0.33 0.51 0.82 1.30 2.73 1:48:41 0.13 0.26 0.12 017 0.24 0.38 0.60 0.95 1.98 1:52:52 0.10 0.19 0.09 0.13 0.18 0.28 0.44 0.70 1.46 1:57:02 0.07 0.14 0.07 0.09 0.13 0.20 0.33 0.52 1.09 2:01:13 0.05 0.10 0.05 0.07 0.09 0.14 0.23 0.37 0.79 2:05:24 0.03 0.07 0.03 0.05 0.06 0.10 0.17 0.27 0.57 2:09:35 0.02 0.05 0.02 0.03 0.05 0.07 0.12 0.19 0.41 2:13:46 0.02 0.03 0.01 0.02 0.03 0.05 0.08 0.13 0.29 2:17:56 0.01 i 0.02 0.01 0.01 0.02 0.03 0.05 0.08 0.18 2:22:07 0.00 0.01 0.00 0.01 0.01 0.01 0.02 0.04 0.10 2:26:18 0.00 0.00 0.00 000 0.00 0.00 0.01 0.02 0.04 2:30:29 0.00 000 0.00 000 0.00 0.00 0.00 0.00 0.01 2:34:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:38:50 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 2:43:01 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 2:47:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 2:51 2 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:55:34 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 2:59:44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 3:03:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:08:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:12:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:16.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:20:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:24:49 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 3:29:00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 33:11 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 3.37:22 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 3:41.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:45:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:49:54 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 3:54:05 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 3:58:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:02:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:06:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:14:59 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 4:19:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:23:20 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:27:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:31:42 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 4:35:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 4:40:04 0.00 0.00 0.00 000 0.00 0.00 0 00 0.00 0.00 4:44:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:48:25 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 000 4:52:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:56:47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:58 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 i _ Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Summary Stage -Area -Volume -Discharge Relationships The user can create a summary S -A -V -D by entering the desired stage increments and the remainder of the table will populate automatically. The user should graphically compare the summary S -A -V -D table to the full S -A -V -D table in the chart to confirm it captures all key transition points. Stage • Storage Description Stage f t' Area ,ft^21 Area [acres' Volume Vt^31 Volume lac ftl Total Outflow i For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S -A -V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD-Detenuon, Version 3.07 (February 2017) Protect. 117750 Philips Basin ID: South Pond IOC, Ili %CA. , •ueir I Aix P IOUS PO w 7; mar.1 -20141 -2o n' rq.et , APO t o•11r.ctrr ort.,rr 3r•ct Example Zone Configuration (Retention Pond) Required Volume Calculation Selects BW Type = Watershed Area = Watershed Length 2 Watershed Slope = Watershed Imperviousness = Percentage Hydrobgie Sod Group A = Percentage Hydrologic Sod Group B = Percentage Hydrologic Sod Groups CID = EDS 2254 1,000 0.010 21.80% 100.016 0.O 1, 0.0 acres n rim percent percent percent pert en Dewed WQCV Dram Time = 40.0 hours Locabpi la 1 -hr Radial Depths = Denver - Capitol Budding Water Quaky Capture Volume (WOCV1 2 Excess Urban Runoff Volume ,EURV) = 2-yr Runoff Volume (P1 = 0.85 in.) = 5-yr Runoff Volume (P1 c 1.12 n,) ■ 10-yr Runoff Vokme (P1 = 1.4 n.) _ 25-yr Runoff Volume (P1 = 1.84 n.) _ 50-yr Ruoff Volume (P1 ■ 2.24 n.) _ 100-yr Runoff Volume (P1 = 2.68 n.) _ 503-yr Runoff Volume (P1 = 192 it) = Apps* note 2-yr Detention Volume= Approximate 5-yr Dderdron Volume = Approximate 10-yr Detention Volume = Approximate 25-yr Detention Volume = Approxmate 50-yr Detention Volume = Approximate 100-yr Detention Volume = Stage -Storage Calculation Zone 1 Volume (V11OCV) _ Zone 2 Volume tELRV - Zone 1 l = Zone 3 Volume (100 -year - Zones 1 S 2) = Total Detention Basin Volume = Inieal Surcharge Volxme (IS V1 = Sal Surcharge Depth (tSD) _ Total Animas Detention Depth (1-f,o:.ii) Depth of Trclde Channel (Hr. ) = Slope of Trxlde Channel (S•c) = Slopes of tibvi Basin Sides 1Sm, r) = Basin Length -to -Width Ratio kR, y) = Sol Surcharge Area (Aej _ Surchuge Volume Length = Surcharge Volume Wdh (W,") = Depth of Basn Floor (}in,,x.) = Length of Basin Floor (LL,ac.) With of Basin Floor (Wii;xs) _ Area d Basin Floor = Volume of Basin Flop (V,i,o,) Depth of Main Basin (H,,,,,,) _ Length of Mari Basin Ilnw,) Width of Main Basin Area of Mon Basin (A,„,,.,I = Volume of Men Bash Nnw,) _ Calculated Trial Basin Volume (V,,,,,) _ 0.231 0.449 0.213 0.299 0.410 0.642 1.026 1.618 3 353 0.199 0.280 0.380 0.564 0.727 1.012 0.231 0.218 0.563 1.012 user use user use user use user user user user user use titer user User user user user user user user acre -feel acre -fed acre -fed acre -feel acre-feet acre -fed acre -fed acre-feet acre -feel acre-feet acre-feet acre -feel acre-ted acre-feet acre -fed acre-feet acre-feet acre -led acre -feel R"3 R n n HV f1'2 n"3 It R R n2 R-3 ac re4 ed Optional iUsex erwe i -ill Precintiation 0,85 1.12 1.40 1.84 2.24 2.68 3.92 inches inches nches inches inches riches inches h Increment = 0.1 R Stage - Storage Stage (A1 Qpidul Override Stage. tfi Length (ft) Width (n) hes (n4) Optional C•.erode Area;fl 2f Area (acre) Volume 9 Volume ac Descnptiori Top of Mlcropool - 0.00 - - - 91 0.002 (SV - 0.33 - - - 91 0.002 29 0.001 - 0.40 - - - 91 0.002 35 0.001 - 0.50 - - - 91 0.002 45 0.001 - 0.60 - - - 91 0.002 54 0.001 - 0.70 - - - 91 0.002 63 0.001 - 0.80 - - - 91 0.002 -2 0.002 - 0.90 - - - 296 0.007 99 0.002 - 1.00 - - - 854 0.020 141 0.003 - 1.10 - - - 1.684 0.039 260 0.006 - 1.20 - - - 2,786 0.064 473 0.011 - 1.30 - - - 4,160 0.096 806 0.019 - 1.40 - - - 5.806 0.133 1.288 0.030 - 1.50 - - - 7,724 0.177 1.946 0.045 Floor - 1.55 - - - 17,569 0.403 2.A88 0.057 - 1.60 - - - 18.012 0.413 3.364 0.077 - 1.70 - - - 18.355 0.421 5.178 0.119 - 1.80 - - - 18.701 0.429 7 028 0.161 - 1.90 - - - 19.050 0.437 3.912 0.205 Bone 1 (VWCV) - 1.96 - - - 19.260 0.442 10.059 0.231 - 2.00 - - - 19 401 0.445 10 831 0.249 - 2.10 - - - 19.790 0.454 12 984 0.298 - 220 - - - 20 146 0.462 14 981 0.344 - 2.30 - - - 20.505 0.471 17 013 0.391 - 2.40 - - - 20.867 0.479 19 0822 0.438 Zone 2 (EURV) - 2.43 - - - 20.976 0.482 19.710 0.452 - 2.50 -- - - 21 231 0.487 21187 0.486 - 2.60 - - - 21.598 0.496 23 328 0.536 - 2.70 - - - 21 967 0.504 25 507 0.586 2.80 - - - 22.339 0.513 27 722 0.636 - 2.90 - - - 22 713 0.521 29 974 0.688 - 3.00 - - - 23.090 0.530 32 264 0.741 - 3.10 - - - 23.469 0.539 34 592 0.794 - 3.20 - - - 23.851 0.548 36 958 0.848 - 3.30 - - - 24,236 0.556 39 363 0.904 - 3.40 - - - 24,623 0.565 41,806 0.960 - 3.49 - - - 24,974 0.573 44.038 1,011 Zone 3 (100 -se) - 3.50 - - - 25,013 0.574 44,288 1,017 - 3.60 - - - 25,405 0.583 46 808 1.075 - 3.70 - - - 25 800 0.592 49 369 1.133 - 3.80 - - - 26,197 0.601 51 969 1.193 - 3.90 - - - 26.597 0.611 54 608 1.254 - 4.00 - - - 27,000 0.620 57 288 1.315 - 4.10 - - - 27,405 0.629 60 008 1.378 - 4.20 - - - 27,812 0.538 62 769 1.441 - 4,30 - - - 28 222 0.648 65 571 1.505 - 4.40 -- - - 28,635 0.657 68 414 1.571 Spillway Invert - 4.48 - - - 28 893 0.663 70 139 1.610 - 4.50 - - - 29 051 0.667 71 298 1.637 - 4.60 - - - 29 468 0.677 74 224 1.704 - 4.70 - - - 29 889 0.686 77 192 1.772 - 4.80 - - - 30 312 0.696 80,202 1.841 - ♦-90 - - - 30 737 0.706 83.254 1.911 � 1 - 4.99 - - - 31.123 0.714 86.038 1.975 - 5.00 - _ - - 31,165 0.715 86.350 1.982 - 5.10 - - - 31,596 0.725 89 488 2.054 -- 5.20 - - - 32,029 0.735 92 669 2.127 - 5.30 - - - 32,465 0.745 95.894 2.201 - 5.40 - - - 32,903 0.755 99,162 2.276 - 5.47 - - - 33,212 0.762 101,476 2.330 - 5.50 - - - 33 344 0.765 102 474 2.352 - 5.60 - - - 33,783 0.776 105.831 2.430 - 5.70 - - - 34,234 0.786 109 232 2.508 - 5.80 - - - 34,682 0.796 112 678 2.587 - 5.90 - - - 35,134 0,307 116 169 2.667 Top of Pond - 6.00 - - - 35587 0.817 119 705 2.748 1,-Detenlron_v3.07_mtl South Pond, Basin 11/13/2019.344 PM DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) 400 • 300 3 10 + I 3 s 0 000 0 820 0.615 0.410 • t 0.205 0.000 1.50 3.00 Sta( ) 4.50 6.00 0.00 1.50 300 X00 —Length (It) owe Width Ott —Area (so f ) —Mn (aces) —Volume (ae4t) 4.50 r 200 A I 100 0 600 t&Oalantion v3A7 t$ Saab Pond, Basin 1111312019, 3:44 PM Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Project: Basin ID: 1OOYRT votimLEufw wa,cv � PERMANENT - POCk ZONE 3 (toNE 2 rapt*' ZCNE t AND 2 ORtriCEs ---I0Q-1f AR ORfhHCE Example Zone Configuration (Retention Pond) User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Underdrain Orifice Invert Depth = Underdrain Orifice Diameter = N/A N/A Zone 1 (WQCV) Zone 2 (EURV) !one 3 (100 -year) Stage (ft) Zone Volume (ac -ft) Outlet Type 1.95 0.231 Orifice Plate 2.43 0.218 Orifice Plate 3.50 0.563 Weir&Pipe (Restrict) ft (distance below the filtration media surface) inches 1.012 Total Calculated Parameters for Underdrain Underdrain Orifice Area = Underdrain Orifice Centroid = N/A N/A ft2 feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir typically used to drain WQCV and/or EURV in a sedimentation BMP) Invert of Lowest Orifice = Depth at top of Zone using Orifice Plate = Orifice Plate: Orifice Vertical Spacing = Orifice Plate: Orifice Area per Row = 0.00 2.43 9.72 0.88 ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 1-1/16 inches) User Input: Stage and Total Area of Each OMfice Row (numbered from lowest to highest) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Calculated Parameters for Plate WQ Orifice Area per Row = 6.111E-03 ft? Elliptical Half -Width = Elliptical Slot Centroid = Elliptical Slot Area = N/A N/A N/A feet feet It' Row I (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) 0.00 0.80 1.60 2.40 0.88 0.88 0.88 0.88 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice (Circular or Rectangular) Invert of Vertical Orifice = Depth at top of Zone using Vertical Orifice = Vertical Orifice Diameter = Not Selected Not Selected N/A N/A N/A N/A N/A N/A ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches Calculated Parameters for Vertical Orifice Vertical Orifice Area = Vertical Orifice Centroid = Not Selected Not Selected N/A N/A N/A N/A ft2 feet User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Slope = Horiz. Length of Weir Sides = Overflow Grate Open Area %= Debris Clogging % = Zone 3 Weir Not Selected 2.43 N/A 3.00 N/A 0.00 N/A 000 N/A 70% N/A 50% N/A ft (relative to basin bottom at Stage = 0 ft) feet H:V (enter zero for flat grate) feet %, grate open area/total area User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Depth to Invert of Outlet Pipe = Outlet Pipe Diameter = Restrictor Plate Height Above Pipe Invert = Zone 3 Restrictor Not Selected 0.25 N/A 12.00 N/A 1.33 User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Stage= Spillway Crest Length = Spillway End Slopes = Freeboard above Max Water Surface = 446 26.00 4.00 1.04 ft (distance below basin bottom at Stag inches inches ft (relative to basin bottom at Stage = 0 ft) feet H:V feet Calculated Parameters for Overflow Weir Height of Grate Upper Edge, H, = Over Flow Weir Slope Length = Grate Open Area / 100-yr Orifice Area = Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 3 Weir Not Selected 2.43 N/A 0.00 N/A 0.00 N/A 0.00 N/A 0.00 N/A feet feet should be ≥ 4 ft2 ft2 Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate e = oft) Outlet Orifice Area = Outlet Orifice Centroid = Half -Central Angle of Restrictor Plate on Pipe = Zone 3 Restrictor Not Selected 0.05 N/A 0.07 N / A 0.68 N/A Calculated Parameters for Spillway Spillway Design Flow Depth= 0.50 feet Stage at Top of Freeboard = 6.00 feet Basin Area at Top of Freeboard = 0.82 acres ft' feet radians Routed Hydrograph Results Design Storm Return Period = One -Hour Rainfall Depth (in) = Calculated Runoff Volume (acre -ft) = OPTIONAL Override Runoff Volume (acre -ft) = Inflow Hydrograph Volume (acre -ft) = Predevelopment Unit Peak Flow, q (cfs/acre) _ Predevelopment Peak Q (cfs) = Peak Inflow Q (cfs) _ Peak Outflow Q (cfs) _ Ratio Peak Outflow to Predevelopment Q = Structure Controlling Flow = Max Velocity through Grate 1 (fps) = Max Velocity through Grate 2 (fps) _ Time to Drain 97% of Inflow Volume (hours) = Time to Drain 99% of Inflow Volume (hours) = Maximum Ponding Depth (ft) = Area at Maximum Ponding Depth (acres) = Maximum Volume Stored (acre -ft) = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year 0.53 1.07 0.85 1.12 1.40 1.84 2.24 2.68 3.92 0.231 0.449 0.213 0.299 0.410 0.642 1 026 1.618 3.353 0.230 0.448 0.213 0.299 0.409 0.642 1.025 1.617 3.351 0.00 0.00 0.00 0.00 0.01 0.03 0.23 0.59 1.54 0.0 0.0 0.0 0.1 0.3 0.6 5.2 13.3 34.8 4.3 8.3 4.0 5.6 7.6 11.9 18.9 29.6 60.7 0.1 0.1 0.1 0.1 0.1 0.4 0.4 0.5 32.9 N/A N/A N/A 1.0 0.4 0.6 0.1 0.0 0.9 Plate Plate Plate Plate Plate Outlet Plate 1 Outlet Plate 1 Outlet Plate 1 Spillway N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 39 63 36 47 59 70 79 90 83 40 66 38 49 61 73 83 97 95 1.92 2.39 1.88 2.07 2.30 2.73 3.42 4.36 4.99 0.44 0.48 0.44 0.45 0.47 0.51 0.57 0.65 0.71 0.213 0.428 0 200 0.284 0.391 0.596 0.965 1.544 1.975 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 70- SOOYR IN SOOYR OUT 100YR IN - - — 100YR OUT SOYR IN a a SOYR OUT 2SYR IN SO — — s• ••••••• 2SYR OUT 10YR IN ce — — 10YR OUT 40 — SYR IN y SYR OUT 1 2YR IN • r. -.E. — 2YR OUT EURV IN• : • EURV OUT WQCV IN • , I 20 WQCV OUT , • 10 •- I. ene-dilla allill e 0 ....nab .a 0.1 1 10 TIME (hr] 6 SOOYR 100YR —mmaSOYR l-- 2SYR 5 10YR •iallobSYR 2YR EURV 4 — sWQGV - F x I - a W 0 3 I, 2 0 2 o a 0.1 1 10 100 DRAIN TIME [hr] 200.00 140,000 _ User Area (ft^2) Interpolated Area [ft^2] i ' 180.00 120,000 } S Summary Area [ft^2) ' 160.00 Volume [ft^3] • • •41. • • Summary Volume (ft^3) I 100,000 140.00 Outflow (cfs) • • • • • Summary Outflow [cfs) 120.00 < 80.000 t J O 100.00 30 J I- ~ 60,000 .7 t D 80.00 O 60.00 cc 40,000 40.00 20,000 iJ - _ 20.00 0.00 o 0.00 1.00 2.00 3.00 4.00 PONDING DEPTH Eft] 5.00 6.00 7.00 S -A -V-0 Chart Axis Override minimum bound maximum bound X-axis Left Y -Axis Right Y -Axis Detention Basin Outlet Structure Design Time Interval 4.49 min Hydrograph Constant 1.113 Outflow Hydrograph Workbook Filename: Storm Inflow Hydrographs UD-Detention, Version 3.07 (February 2017) The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK TIME WQCV (cfs) EURV (cfsj 2 Year (cfs) 5 Year [cfsj 10 Year [cfs) 25 Year [cfsj 50 Year (cfsj 100 Year [cis) 500 Year Ids) 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0:04:29 0.00 0.00 0.00 0 oo 0.00 0.00 000 0.00 0.00 0:08:59 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0:13:28 0.20 0.37 0.18 0 25 0.34 0.53 0 83 1.28 2.56 0:17:58 0.52 1.00 0.48 0.67 0.91 1.42 2.24 3.48 7.05 0:22:27 1.34 2.56 1.24 1.73 2.34 3.64 5 74 8.95 18.11 0:26:56 3.68 7.05 3.41 4 75 6.44 10.00 15.78 24.57 49.68 0:31:26 4.31 8.33 3.99 5 58 7.60 11.87 18 85 29.57 60.69 0:35:55 4.10 7.94 3.80 5 32 7.24 11.33 18.02 28.30 58.26 0:40:25 333 7.22 3.45 t 84 6.59 10.31 16.40 25.76 53.02 0:44:54 3.31 6.44 3.07 4 30 5.87 9.21 14.68 23.11 47.73 0:49:23 2.84 5.55 2.63 3.70 5.06 7.95 12.71 20.06 41.68 0:53:53 2.48 4.84 2.30 3.23 4.41 6.93 11.06 17.43 36.34 0:58:22 2.24 4.38 2.08 2.92 3.99 6.28 10.03 15.81 32.85 1.02:52 1.83 3.60 1.69 2.39 3.28 5.18 8.31 13.16 27.48 1.07:21 1.48 2.93 137 194 2.67 4.23 6.82 10.83 22.74 1:11:50 1.12 2.25 1.03 1.47 2.04 3.26 5.29 8.47 17.96 1.16:20 0.82 1.66 0.75 108 1.51 2.43 3.97 6.42 13.83 1:20:49 0.60 1.21 0.55 0 79 1.10 1.76 2.88 4.70 10.29 1:25:19 0.47 0.94 0.43 0.62 0.85 1.36 2.21 3.58 7.74 1:29:48 0.39 0.77 0.36 0.51 0.70 1.12 1.82 2.92 6.24 1:34:17 0.33 0.66 0.31 0.43 0.60 0.95 154 2.47 5.26 1:38:47 0.29 0.58 0.27 0.38 0.53 0.83 1.35 2.16 4.58 1:43:16 0.26 0.52 0.24 0 34 0.47 0.75 1.21 1.94 4.10 1:47:46 0.24 0.48 0.23 _ 0 32 0.44 0.69 1.12 1.78 3.76 1:52:15 0.18 0.35 0.17 0 23 0.32 0.51 0.82 1.31 2.79 1:56:44 0.13 0.26 0.12 0.17 0.24 0.37 0 60 0.96 2.02 2:01:14 0.10 0.19 0.09 0 13 0.17 0.27 0 44 0.71 1.49 2:05:43 0.07 0.14 0.06 0 09 0.13 0.20 0 33 0 52 1.11 2:10:13 0.05 0.10 0.05 0.06 0.09 0.14 0.23 0.38 0.81 2:14:42 0.03 0.07 0.03 0 05 0.06 0.10 0 17 0.27 0.58 2:19:11 0.02 0.05 0.02 0.03 0.04 0.07 0.12 0.19 0.42 2:23:41 0.02 0.03 0.01 0.02 0.03 0.05 0.08 0.13 0.29 2:28:10 0.01 0.02 0.01 0.01 0.02 0.03 0 05 0.08 0.19 2:32:40 0.00 0.01 0.00 0.01 0.01 0.01 0.02 0.04 0.11 2:37:09 0.00 0.00 0.00 0.00 0.00 0.00 0 01 0.02 0.05 2:41:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2:46:08 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 2:50:37 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 2:55:07 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 2:59:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:04:05 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 3.08:35 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 3:13:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:17:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:22:03 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 3 26:32 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 3 31:02 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 3:35:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:40:01 0.00 0.00 0.00 000 0.00 0.00 000 0.00 0.00 3:44:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:48:59 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 3:53:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:57.58 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 4:02:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:06:57 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0.00 0.00 4:11:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:56 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:25 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 4:24:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.29:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:33:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:38:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:42:52 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:47:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:51:51 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 4:56:20 0.00 000 0.00 0.00 0.00 0.00 000 0.00 0.00 5:00:50 0.00 0 00 0.00 0.00 0 00 0.00 0.00 0.00 000 5:05:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:09:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:14:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:18:47 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 5:23:17 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 000 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) Summary Stage -Area -Volume -Discharge Relationships The user can create a summary S -A -V -D by entering the desired stage increments and the remainder of the table will populate automatically. The user should graphically compare the summary S -A -V -D table to the full S -A -V -D table in the chart to confirm it captures all key transition points. Stage • Storage Description Stage Ift Area Ift"21 Area la, roc Volume lft `3 Volume (aaftl Total Outflow i i For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S -A -V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Eastern Ditch (Conveying 18.77 Acres of Subcatchment B) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4.00 3.50 3.00 2.50 2.00 1.50 1.00 0.50 = 4.00 = 4.00. 4.00 = 2.00 = 1.00 = 0.37 = 0.022 Known Q = 18.91 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday. Nov 13 2019 0.88 = 18.91 = 6.62 = 2.86 11.26 0.70 11.04 = 1.01 li F 0 2 4 6 8 10 12 14 16 18 20 22 24 Depth (ft) 3.00 2.50 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc. Southern Ditch (Conveying 8 Acres of Subcatchment E) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 3.00 2.50 2.00 1.50 1.00 0.50 = 4.00 = 4.00, 4.00 = 1.75 = 1.00 = 1.14 = 0.022 Known Q = 9.18 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Wednesday, Nov 13 2019 - 0.46 = 9.180 = 2.69 = 3.42 = 7.79 = 0.47 = 7.68 = 0.64 0 2 4 6 8 10 12 14 16 18 20 22 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Nov 13 2019 Western Ditch Flowing North (Conveying 1.08 Acres of Subcatchment B) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 3.00 2.50 2.00 1.50 1.00 0.50 = 4.00 = 4.00, 4.00 = 1.50 = 1.00 = 0.39 = 0.022 Known Q = 1.09 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) = 0.19 = 1.090 = 0.90 = 1.21 = 5.57 = 0.13 = 5.52 = 0.21 • V 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Nov 13 2019 Western Ditch Flowing South (Conveying 2.77 Acres of Subcatchment E) Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope r/o) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 3.00 2.50 2.00 1.50 1.00 0.50 = 4.00 - 4.00. 4.00 = 1.50 = 1.00 = 0.49 = 0.022 Known Q = 3.18 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.32 3.180 1.69 1.88 6.64 = 0.25 6.56 0.38 4 S. V 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Stormwater Drainage Report Revision 0 Appendix APPENDIX E - NRCS SOIL MAPS USDA United States Department of Agriculture RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies. State agencies including the Agricultural Experiment Stations. and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part November 5. 2019 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers. builders, and home buyers. Also. conservationists. teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State. and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local. and wider area planning. onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies. State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color. national origin, age, disability. and where applicable. sex. marital status. familial status, parental status, religion sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc ) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD) To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S W , Washington, D C 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD) USDA is an equal opportunity provider and employer 3 Contents Preface Soil Map Soil Map Legend Map Unit Legend Map Unit Descriptions Weld County, Colorado, Southern Part 69—Valent sand, 0 to 3 percent slopes 70—Valent sand, 3 to 9 percent slopes 72 —Vona loamy sand, 0 to 3 percent slopes References Glossary 2 5 6 7 8 8 10 10 11 13 15 17 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map Also presented are various metadata about data used to produce the map, and a description of each soil map unit 5 r;iy�l. 4,. 1{eti`-•1 •ply a ":11MIi��ir. . i.-. a _ i •iy..�.!'R�.4 1• st �ti�,.P�i._ y� ! ♦.!• Custom Soil Resource Report Area of Interest (AOI) n Soils A 0 D Special V X isrt O 0 V a v MAP LEGEND Area of Interest (AOI) Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points 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 Sodic Spot a 0 s• Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation i--t-+ Rails ti Background Interstate Highways US Routes Major Roads Local Roads Aerial 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 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 18, Sep 13. 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 —Oct 2, 2017 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. Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 69 Valent sand, 0 to 3 percent slopes 1 3 1 5% 70 Valent sand, 3 to 9 percent slopes 43 1 51 9% 72 Vona loamy sand, 0 to 3 percent slopes 38 7 46 6% Totals for Area of Interest 83 0 100 0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas A map unit is identified and named according to the taxonomic classification of the dominant soils Within a taxonomic class there are precisely defined limits for the properties of the soils On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management These are called noncontrasting, or similar, components They may or may not be mentioned in a particular map unit description Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management These are called contrasting, or dissimilar, components They generally are in small areas and could not be mapped separately because of the scale used Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or 8 Custom Soil Resource Report landform segments that have similar use and management requirements The delineation of such segments on the map provides sufficient information for the development of resource plans If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas An identifying symbol precedes the map unit name in the map unit descriptions Each description includes general facts about the unit and gives important soil properties and qualities Soils that have profiles that are almost alike make up a soil senes Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use On the basis of such differences, a soil series is divided into soil phases Most of the areas shown on the detailed soil maps are phases of soil series The name of a soil phase commonly indicates a feature that affects use or management For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series Some map units are made up of two or more major soils or miscellaneous areas These map units are complexes, associations, or undifferentiated groups A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas Alpha -Beta complex, 0 to 6 percent slopes, is an example An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar Alpha -Beta association, 0 to 2 percent slopes, is an example An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them Alpha and Beta soils, 0 to 2 percent slopes, is an example Some surveys include miscellaneous areas Such areas have little or no soil material and support little or no vegetation Rock outcrop is an example 9 Custom Soil Resource Report Weld County, Colorado, Southern Part 69—Valent sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol 2tczd Elevation 3,000 to 5,210 feet Mean annual precipitation 13 to 20 inches Mean annual air temperature 48 to 52 degrees F Frost -free period 130 to 166 days Farmland classification Farmland of local importance Map Unit Composition Valent and similar soils 85 percent Minor components 15 percent Estimates are based on observations, descriptions, and transects of the mapunit Description of Valent Setting Landform Interdunes Landform position (two-dimensional) Footslope, toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Linear Parent material Noncalcareous eolian sands Typical profile A - 0 to 5 inches sand AC - 5 to 12 inches sand CI - 12 to 30 inches sand C2 - 30 to 80 inches sand Properties and qualities Slope 0 to 3 percent Depth to restrictive feature More than 80 inches Natural drainage class Excessively drained Runoff class Negligible Capacity of the most limiting layer to transmit water (Ksat) High to very high (6 00 to 39 96 in/hr) Depth to water table More than 80 inches Frequency of flooding None Frequency of ponding None Calcium carbonate, maximum in profile 1 percent Salinity, maximum in profile Nonsaline (0 1 to 1 9 mmhos/cm) Available water storage in profile Very low (about 2 4 inches) Interpretive groups Land capability classification (irrigated) 4e Land capability classification (nonirngated) 6e Hydrologic Soil Group A Ecological site Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Hydnc soil rating No 10 Custom Soil Resource Report Minor Components Julesburg Percent of map unit 5 percent Landform Interdunes Landform position (two-dimensional) Toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Linear Ecological site Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydnc soil rating No Vona Percent of map unit 5 percent Landform Interdunes Landform position (two-dimensional) Toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Linear Ecological site Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydnc soil rating No Dailey Percent of map unit 5 percent Landform Interdunes Landform position (two-dimensional) Toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Concave Ecological site Deep Sand (R067BY015CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydnc soil rating No 70—Valent sand, 3 to 9 percent slopes Map Unit Setting National map unit symbol 2tczf Elevation 3,050 to 5,150 feet Mean annual precipitation 12 to 18 inches Mean annual air temperature 48 to 55 degrees F Frost -free period 130 to 180 days Farmland classification Not prime farmland Map Unit Composition Valent and similar soils 80 percent Minor components 20 percent Estimates are based on observations, descriptions, and transects of the mapunit 11 Custom Soil Resource Report Description of Valent Setting Landform Dunes, hills Landform position (two-dimensional) Shoulder, backslope, summit, footslope Landform position (three-dimensional) Crest, side slope, head slope, nose slope Down -slope shape Linear, convex Across -slope shape Linear, convex Parent material Noncalcareous eolian sands Typical profile A - 0 to 5 inches sand AC - 5 to 12 inches sand C1 - 12 to 30 inches sand C2 - 30 to 80 inches sand Properties and qualities Slope 3 to 9 percent Depth to restrictive feature More than 80 inches Natural drainage class Excessively drained Runoff class Very low Capacity of the most limiting layer to transmit water (Ksat) High to very high (6 00 to 39 96 in/hr) Depth to water table More than 80 inches Frequency of flooding None Frequency of ponding None , Calcium carbonate, maximum in profile 1 percent Salinity, maximum in profile Nonsaline (0 0 to 1 9 mmhos/cm) Available water storage in profile Very low (about 2 4 inches) Interpretive groups Land capability classification (irrigated) 4e Land capability classification (nonirngated) 6e Hydrologic Soil Group A Ecological site Deep Sand (R067BY015CO), Rolling Sands (R072XY109KS) Hydnc soil rating No Minor Components Dailey Percent of map unit 10 percent Landform Interdunes Landform position (two-dimensional) Footslope, toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Concave Ecological site Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021 KS) Hydnc soil rating No Vona Percent of map unit 5 percent Landform Hills Landform position (two-dimensional) Footslope, backslope, shoulder Landform position (three-dimensional) Side slope, head slope, nose slope, base slope 12 Custom Soil Resource Report Down -slope shape Linear Across -slope shape Linear Ecological site Sandy Plains (R067BY024CO), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydnc soil rating No Haxtun Percent of map unit 5 percent Landform Interdunes Landform position (two-dimensional) Footslope, toeslope Landform position (three-dimensional) Base slope Down -slope shape Linear Across -slope shape Concave Ecological site Sandy Plains (R067BY024CO), Sandy Plains (R072XY111 KS) Hydnc soil rating No 72 —Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol 363r Elevation 4,600 to 5,200 feet Mean annual precipitation 13 to 15 inches Mean annual air temperature 48 to 55 degrees F Frost -free penod 130 to 160 days Farmland classification Farmland of local importance Map Unit Composition Vona and similar soils 85 percent Minor components 15 percent Estimates are based on observations, descnpt►ons, and transects of the mapunit Description of Vona Setting Landform Terraces, plains Down -slope shape Linear Across -slope shape Linear Parent matenal Alluvium and/or eolian deposits Typical profile H1 - 0 to 6 inches loamy sand H2 - 6 to 28 inches fine sandy loam H3 - 28 to 60 inches sandy loam Properties and qualities Slope 0 to 3 percent Depth to restrictive feature More than 80 inches Natural drainage class Well drained Runoff class Very low Capacity of the most limiting layer to transmit water (Ksat) High (1 98 to 6 00 in/hr) 13 Custom Soil Resource Report Depth to water table More than 80 inches Frequency of flooding None Frequency of ponding None Calcium carbonate, maximum in profile 15 percent Salinity, maximum in profile Nonsaline to slightly saline (0 0 to 4 0 mmhos/cm) Available water storage in profile Moderate (about 6 5 inches) Interpretive groups -Land capability classification (irrigated) 3e Land capability classification (non►rngated) 4e Hydrologic Soil Group A Ecological site Sandy Plains (R067BY024CO) Hydnc soil rating No Minor Components Remmit Percent of map unit 10 percent Hydnc soil rating No Valent Percent of map unit 5 percent Hydnc soil rating No References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin. L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18. 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. N ational Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U .S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www. nres. usda. gov/wps/portal/nres/detail/national/soils/?cid=nres 142p2053580 Tiner. R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control. Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. U nited States Department of Agriculture, Natural Resources Conservation Service. N ational forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nrcs142p2_053374 U nited States Department of Agriculture, Natural Resources Conservation Service. N ational range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb 1043084 15 Custom Soil Resource Report U nited States Department of Agriculture, Natural Resources Conservation Service. N ational soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres 142 p2_ 054242 U nited States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States. the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 U nited States Department of Agriculture. Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 16 Stormwater Drainage Report Revision 0 Appendix APPENDIX F - MAINTENANCE PLAN MAINTENANCE MANUAL Liberty Facilities Platteville Terminal Weld County, Colorado Prepared for LIBERTY P 1 N !: 1. 1 \ I: Liberty Pipeline, LLC 2331 City West Blvd Houston, TX 77043 November 2019 Prepared by Burns & McDonnell Engineering Company, Inc. 9400 Ward Parkway Kansas City, Missouri 64114 1 816-333-8400 Project Number: 102158 1.0 FACILITY DESCRIPTIONS AND MAINTENANCE CHECKLISTS Each of the following subsections includes a facility description, illustrated exhibit, and maintenance checklist for common stormwater facilities/components utilized in the Platteville Terminal. These include: 1. Detention Ponds 2. Control Structure/ Flow Restrictor 3. Debris Barriers (e.g.Trash Racks) 7. Grounds (Landscaping) Private stormwater facility owners should print the checklists that apply to their facilities and follow the inspection recommendations and frequencies. 1.1 Detention Ponds Stormwater detention ponds are open basins built by excavating below existing ground or by constructing above -ground berms (embankments). The detention pond temporarily stores stormwater runoff during rain events and slowly releases it through an outlet (control structure). Components that are typically associated with a detention pond include the following: control structure/flow restrictor, debris barrier (e.g. trash rack), energy dissipaters, access road, and fence. Flow access ramp into pond pond design water surface compact embankment emergency overflow spillway rip rap 2 / a • pond inlet pipe alternative emergency outflow structure for ponds not required to provide a spillway control structure Detention Ponds Checklist Frequency Gra ri3or System Feature r a- - .- Prc_b .3m Conditions to Check For Conditions Should -- That Exist nomAny _. t.. M S :€-..? f & Debris Is wnicn per amount take size general, no dumping threshold debrt par maintenance. about visual of fill there wilt next equal E`e and square debris 5 cu c c `eel 'ee: (this to the It would one standa rr car) In snculd be of :Ian trasn and removed a€ Trash and cleared let its from sl:e trash exceed 1,000 to garbage s of trash up I' all be cence less scheduled Trash :;-E-1--:-,71 Ptils�►raus V egeta:Icn noxlo an d J s *eels Ayr veget3t cons:I1a maintenance Inc public. of noxious defined regulations. requirements I P ly r erbi poisonous pot c on by c. oes). which a hazard Ary weeds State es 'or or nuisance may persornel evidence as or tec 4Apply of adopted the to nel of i ! use of No danger ::lsonous *here personnel Tight , Coordinate weed e radl weeds pcssibie with eradication recuire boards oa State malereiance normally :Ion may a of veyetatior or the with Complete of not iComplance or local policies cut be_ local noxious ce Ile M•S - J - r Pollution ant's ano Any evidence gasoline, contaminants other pollutants of oil, or No contaminants pollutants (Coordinate removal local resCcrase cleanup present altercyi or with quality water M =R-_.` ! ` ol^:.-LIts Any evidence holes a dam evidence tnrougi rodent of rodent if facility is actllg 3_ or berryor r'. of water pi: ra darn or term .,! hoes lCooraln3:e Rodents dam health coordinate Eooiogy Office or he oepa I' destecre1 Cam pond -r tie invert; w 3rd repa red Its focal In Sa'e:y exc-eeds 'c M General _ - - - ` ' - `' ' - C' 371 i.,rctfon results In change of the facility c r (Coordinate removal Fa:I les' of appropriate 3:4%erces`r I:y gr beavers Is returned function. and of dams trapping permitting with to A General _� ,.� _.t : When *asps interere acts insects v►tees such and hornets with maintenance as Insects removed Apply 3o 3-lopted destroyed from site Irsec:1c!les rn pi ! 3 n ce v ltr IPM polices. or in A _ _ n .` ! Tree Growth and Trees l-ee mairterance Intereres mat slope removal, equipment rterance growth mowing, vactoring, does no: access with activity slit o- =ntents}. ai .r', Or (1.e . r --ees Talntenarce bar.'esteo should into mulch bereflcla! ceders do lot trees be recycled uses for firewood or hinder activities_ other (e g., Hazard 3 Detention Ponds Checklist (Continued) Cate Frequency Drainage System attune - Pr:ti T Conditions to Check =or Conditions That Should Exist MP trees with maintenance, remove are aces& not interfering or do not 1.-1-N-,.7! It dead, trees certified detern refs diseased are Identified Arborist re heattfl c v.3 requicerlents or to o' dying :Use tree I a or F. -Fern hazard Trees M side Slopes of Para Erosion E rode i Incr es of damage. or where for contrued Jeep 13 here Tap over w ie re s ELI. is erosion. 2 cause present potential lopes should stabilized usJng appropriate erosion control measure(s); e.g. rock 'elrrorcernent, ct grass conpact'on be planting MIS 1 ie slopes of Pcrd Any c crr Er�C+3nkTEnt. erostor paste^ c�tiser�Ec term :r it erosion 3n compacted •Icensed should resolve erosion. is civil be c�oitsutied source occurring berms engineer of to a M ;.-c ' re 3 `_` e c Iri e r t A.ccumLI.3eedd that ityptcally designed Lrless or oLtietting f3c affects exceeds E' pond otnerw inietang condition 11-1? sediment + lc : 121 ise % depth specific: of of of the :re to to 1 eulment cleared designed pord and .fie reseeded II necessary control erosion_ out ptn• pond Storage A -ea _ �� 4 : ciH:a: el Eiger Is riore than roles visible Ii It. and has three 114-Incr Liner -.aspired or replaced Liner Is fully covered. Pond Berm !Dikes _;_i: _!--e3-; it licensed tie Ar has titan settlement measure determine settlement. te s e term s h: determine f an QQ a part settled -e the indication cr problems be of design berm outlet chill cc ire amcurt be-rr 4 Incnes Is to Set works. erg r E source elevation. apparent, lirg lted Itsfi c i lower ct Cr of more with tP A r ee r to c' e D te Is but back to the design elevation. L. Id settlerrer:. y' _ _'n: = � = M. - = ': -r = u _ � _ �' ' = D s through Drgoing potentla ccntcrLe � GetEc called evaluate recom-nerd condition. cernac i poi: erC au- :Recommend r Ical to ccrcltlon a ti, 3 term = on erostor eng inspect repair :e- Win reer `lc and of a' to 3 t�j and Piping ='°scan ,`=sYed. eliminated. po»enllal in 4 Detention Ponds Checklist (Continued) Ca` -3 Frequency Drainaue System Feature *' r .' Pr.,G a1° : rani -4 CPeck --or Conditions That Should Exist Emergency Cverflow� pl' Iw av Tree 'c&tr -ree spillways problems failure uovertopping.and uncontrolled growthon creates of the emergency blockage and may berm cause due to Trees removed. system less root left Otherwise should A engineer consulted berrn+spiiiway restoration. licensed in tine sNouid tan system n place. It is small 4 Inches) tree be rernc berm Mil should :or be root may restored. proper roots ved (base be be the Emergency Overflow/ Spillway Emergency Overttow� Spliiway larger, Only exists area native flow (Rip need one abo'i five soil path -rap not layer square or ary of on be e at inside the spillway. re rative expo&Lre of rock feet top slopes 4laced.'p soli In o' of out Rocks and vanrestored �� da pad deptn to resign �s. Key (M) Monthly from November through April. (A) Once in late summer (preferably September) (S) After any major storm (use I -inch in 24 hours as a guideline). Extended detention basins have low to moderate maintenance requirements. Routine and nonroutine maintenance is necessary to assure performance, enhance aesthetics, and protect structural integrity. The dry basins can result in nuisance complaints if not properly designed or maintained. Bio-degradable pesticides may be required to limit insect problems. Frequent debris removal and grass -mowing can reduce aesthetic complaints. If a shallow wetland or marshy area is included, mosquito breeding and nuisance odors could occur if the water becomes stagnant. Access to critical elements of the pond (inlet, outlet, spillway, and sediment collection areas) must be provided. The basic elements of the maintenance requirements are presented in the following table. Required Action Maintenance Objective Frequency of Action Lawn Mowing & Lawn Care Occasional vegetation. 4 at inches 4 to 6 tall inches. mowing Maintain and to nonirrigated irrigated limit unwanted turf native grass turf as 2 to grasses Routine requirements. — Depending on aesthetic Debris & Removal Litter Remove minimize aesthetics. debris outlet and clogging litter from and the improve entire pond to Routine seasons significant — (that Including rainfall is, April events. just and before annual May) and following storm Erosion & Control Sediment Repair and basin and channels. revegetate eroded areas in the Nonroutine based on — inspection. Periodic and repair as necessary Structural Repair channel whenever pond liners, damage inlets, and outlets, energy is discovered. forebays, dissipators low flow Nonroutine regular inspections. — Repair as needed based on 5 continued Required Action Maintenance Objective Frequency of Action Inspections Inspect basins to insure that the basin continues to function as initially intended Examine the outlet for clogging, erosion, slumping, excessive sedimentation levels, overgrowth, embankment and spillway integrity, and damage to any_ structural element Routine — Annual inspection of hydraulic and structural facilities Also check for obvious problems during routine maintenance visits, especially for plugging of outlets Nuisance Control Address odor, insects, and overgrowth issues associated with stagnant or standing water in the bottom zone Nonroutine — Handle as necessary per inspection or local complaints Sediment Removal Remove accumulated sediment from the forebay, micro -pool, and the bottom of the basin Nonroutine — Performed when sediment accumulation occupies 20 percent of the WQCV This may vary considerably, but expect to do this every 10 to 20 years, as necessary per inspection if no construction activities take place in the tributary watershed More often if they do The forebay and the micro -pool will require more frequent cleanout than other areas of the basin, approximately every 3 to 6 months until the concrete liners are constructed After each concrete liner is constructed, slightly less frequent cleanout will be required, approximately every 1 or 2 years 1 6 I 1.2 Control Structure/Flow Restrictor Control structures/flow restrictors are located on the outlet pipe of a detention system The control structure is typically a concrete catch basin with a riser The control structure reduces the discharge rate of stormwater from a detention facility The flow is regulated by a combination of orifices (holes with specifically sized diameters) and weirs (plates with rectangular or vee shaped notch) Lack of maintenance of the control structure can result in the plugging of an orifice This can result in flooding of the stormwater system and/or an increase in the rate of discharge from the site potentially damaging downstream property utoff Wall for Sill Notes (1) Mounted to the back of the heaceall (2) Mounted to the front of the headwall Perspective View of a Standardized Water Quality Outlet with Flared Wing Walls .3H 1V e. . 4I.1111. flatten p . crud .p7+4V:. h44Ni.`� • eAIrrdF Tra Rack i • rfor:ted' . P (,1). Ira yl7,yrY6 /; ----- Top of Corcrete Sill and Bottom of M1cro-Pool utoff Wall for Sill Moths (1) Mounted to the back of the headwall (2) Mounted to the front of the headwall Perspective View of a Standardized Water Quality Outlet with Straight Wing Walls 7 Control Structure/Flow Restrictor Checklist Dare Frequency Drainage System Ceature - Q 1. t P rob •3111 i_ and t one to hack For on tIon . T n� hould 3.I3t 1�1 General Trash Oct:- Sed udes rient'h anc Debris Material sump below excee depth orifice or plate. c 1 s foot 25% of Control is sex. cture not blocked. and debris ice All removed. trash General Structura Damage Structure attachec is not to manhole securely wall. Structure attached cut et pipe. securely to wall and A General Structura Damage Structure positon from plumb).poster). is (allow not in up upright to 10% Structure in affect A General , 3- ur.ura Damage Connections are shored not watertight signs of to outlet rust. and pipe Connections p structure replaced des pe fined. are water repaired and to tight: works outlet or as General Structura Damage Any cesigned structure_ holes —other holes than --in the Structure ether holes. tar has no cesignec holes C Gate leanout Damaged Missing or Cleanout watertight gate or s not is m.ssing. Ga:e is watertight works as designed. and Cleanout Gate Dama Missing g ed or Gale and ma down ntenance cannot by be moved one person. up Gate down watertight. raves easily up and and is Cleanout Gate Damaged Missing or Chain/roc s missing eadirg or lc gale damaged . Chain works is r place as cesigned. and Cleanout Gate Damaged Mrssin, or Gale is rustec is surface over 50% cf area_ Gate replaced des is repaired gn s.a .o meet ^dards_ or Orifice Plate M Damaged issin; or Control working missing, bent orifice device ctroperty out of plate. is rot due p ace, lc or Plate works is r glace as ces,gn and _d. M S Orifice Plate 07..57U ctiorrs Any sediment, blocking trash, or the debris, vegetation plate. Plate obstructions as desgnec. is free of and gnec . all works Overflow Pipe Obstructions Any block potential overrow tras rig for of pipe. or having block debris ticking) the the Pipe obstructions as designed is free of a ano works �4 Manhole Cover . Nor.r Place Cover parka open maintenance. is ly missing in place. or on y Any a requires Manhole 5 closed. manhc 8 Control Structure/Flow Restrictor Checklist (Continued) Dare Frequency C ralnage System Feature -i t r - w =rob;ern Conti t one to Cfreck For C ond�t Exist ors hat Should A Manhole inch Meehan opened maintenance proper frame apply of to have tools. thread sm by se f- cannot one less person Bo is than (may o king be nta not lids). with 112 Locking Mechanism Working Not tiepin' proper an sm opens with tcols. A Manhole Cover Difficult Remove to One cannot applying pressure. cover access maintenance from remove normal to Intent sea maintenance. lid lift.�n�g ing is person after to off _ keep Cover can be and reinstalled mainlenanwoe removed by one person_ A Manhole Ladder F ungs Laoder missing misalignment, attached is rungs, to unsafe structure not due securely wall, to Ladcer stancards_ maintenance safe access. meets A des lows person gn rust, or cracks. Key: (M) Monthly from November through April. (A) Once in late summer (preferably September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). 9 1.3 Debris Barriers (e.g. Trash Racks) Debris barriers consist of bar grates over the open end of a culvert or conveyance pipe. The intent of a debris barrier is to prevent large materials from entering a closed pipe system. Debris barriers are typically located on the outlet pipe from a detention pond to the control structure. If a debris barrier is not located on the outlet pipe, one should be provided to prevent plugging of the control structure and possible flooding. Access barriers are similar to debris barriers but are included on all pipe ends that exceed 18 inches in diameter. Their function is to prevent debris and unauthorized access into the storm conveyance pipe. Removing debris and maintenance to the debris barrier when there is flow through the conveyance pipe should be performed by qualified personnel only. bar frame anchor strips Debris Barriers (e.g. Trash Racks) Checklist Frequency Drainage System FeatLre -. Y. ;. P rc c is m C and rtione to Check For C ond.tiona That Exist Sr could MS Trash plugging the openings or debris Fncre than in that the is 20% of tamer_ Barrier design cleared to how capacsty. General Trash and Debris Damaged/Missing Bars. Bars more are than bent out 3 inches. of shape inch. Bars bends in place more than with no am General A Damaged/Missing Bars. Bars to design_ in place according Bars barrier are m sling or entre miss ng. General Damaged/Missing Bars. Bars are oose causing 50% to any part of and deteroration barrier rust s Barrier repaired star dares. rep :3 aced design or General A n leVDu*let Pipe Debrs not attached barrier miss. to • rig or i• e_ Barrier to ,i• f malty e attached General Key: (M) Monthly from November through April. (A) Once in late summer (preferably September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). 10 1.4 Grounds (Landscaping) Landscaping is an essential component of stormwater management. Bare soil areas generate higher levels of stormwater runoff and sedimentation in stormwater facilities. The following check list gives some general guidance for landscape management. Grounds (Landscaping) Checklist 03:e r r F Frequency Drainage System Feature Problem Conditions to Check. For Conditions That Exia# SPou I M General WeedsWeeds ;nanpascnaus; growing in more 2C,%, of the Landscaped (trees and shrubs only). than area Weeds present In less Stan 5% of the landscaped area. M Genera. •.nsgc: hazard or pc�4sano�.s ��ege.a. tcn Ary preser=ve of poson ,4y or other colsorous •vegetation or Insect nests. No poisonous or Insect nests landscaped 3x63 vegetattor c-esen Ir M,S Genera; Trash or litter See Ponds c neccrst. See Ponds C neck E. M,3 General Er^son of Ground L race Noticeacie landscape ills are seen ;n Causes of er:sar Identified and steps to so* dowr, spread Me water. Eroded are Tiled, contoured, seeded. are areas taker out and -I areas. Trees and shrubs Darnage LITLs or shn. cs that Viler affect the total shrub parts of are spit more t age cf trees or or Croker :nan 2E% of he tree ort -rim treessEnn..be to restore snape 9 eplace ees...shrubs serer severe darn age M Trees and shrubs Dg "" y Tees or sr rubs :fiat nave been bk wi da*Tr c;- kroc-ced over. Repiarl for Ir jury Replace aarnac=d tree, +nspe :o stem or rcfc If severely ting :s. Trees and shrubs ., :Arline Tees or shrubs auegt.atety leanir over, g9 of :re roots wnIch are not supported or are causing ex ��sure F F acs stakes Iles and rubber - around N► zur�g for stupor:. coaled t'eesihrubs Key: (M) Monthly from November through April. (A) Once in late summer (preferably September) (S) After any major storm (use 1 -inch in 24 hours as a guideline). 2.0 DEVELOPING A MAINTENANCE PROGRAM A stormwater maintenance program is essential to ensure that the facilities continue to function as designed to prevent possible flooding and property damage The maintenance program consists of inspections and repairs as detailed in the maintenance checklists provided in Section 3 0 Stormwater management facilities are not intended to replace good housekeeping procedures Good housekeeping includes educating facility users of proper storage and disposal of chemicals and potential pollutants, procedures for spill cleanup, proper use of fertilizers and other lawn care products, and maintenance of equipment to prevent release of pollutants to the stormwater system Guidelines for establishing good housekeeping procedures (Source Control BMPs) and developing a training program to educate facility users can be found in the Pierce County Stormwater Pollution Prevention Manual 2 1 Who Should Perform Maintenance Duties? Private stormwater facility owners are responsible for ensuring that the facilities are maintained and continue to function as designed Some activities such as litter removal and mowing can be effectively undertaken by facility owners, however, it is usually worth the cost to have a professional do the more difficult tasks Filling eroded areas and soil disturbing activities, such as reseeding or re -planting vegetation are tasks that a professional landscaping firm should manage If these tasks are not performed properly, erosion may occur resulting in accelerated sedimentation of stormwater facilities Grading and sediment removal are tasks that are best left to professional contractors with the equipment and experience to safely perform the task and who are also able to identify potential problems early when it is most cost effective to make repairs or alterations 2.2 Working with Maintenance Contractors Selecting and working with a maintenance contractor can be an intimidating process for many private facility owners The following is a guideline for researching and choosing a qualified contractor to meet your maintenance needs Start your search for a contractor the right way - be informed The information provided below will help you in your search for the right contractor for your job • Landscape maintenance contractors are typically capable of providing most routine maintenance for stormwater facilities Special, non -routine maintenance may require an earthwork contractor or vactor company Recently, several contractors have started specializing in stormwater facility maintenance Private owners can choose to hire contractors when individual maintenance needs arise or enter into annual maintenance agreements where the contractor monitors and provides routine maintenance throughout the year as needed • Develop a list of potential contractors Look in the Yellow Pages and/or ask friends, neighbors, relatives, and coworkers who they have used Find out if their experiences were good or bad and why Ask if they would use the contractor again • Ask contractors for references Call your potential contractors and ask for a list of their customers or locations of completed jobs Call references and ask whether they were satisfied with the job done, if the contractor kept to the agreed upon schedule, and whether they would hire the same contractor again • Ask to which trade associations the contractor belongs Membership in a professional association is one sign the contractor recognizes the responsibilities of being a professional • Make sure to obtain and evaluate bids Ask for a free written estimate of the work you want done Be sure everyone is bidding on the same exact scope of work and including the exact materials you want Be sure all quotes include everything you want and that there is a clear understanding of work to be performed by owner and work to be performed by contractor 12 • Remember "you get what you pay for " A higher bid may be worth the price for better workmanship and contractor reliability • Make sure you understand the different types of bids you may receive Be careful about hiring a contractor on an hourly time -and -materials, or costplus basis Although the price may seem high at first, a fixed -price bid may give you the best protection and price Also beware of "special deals, demonstration projects," or "a great deal from a friend of a friend " Completely review and understand the contract prior to authorizing work 2.3 How much will it Cost to Maintain a Stormwater Management System' Specific maintenance costs depend on the characteristics of the facility, the site, and the area that contributes runoff to the facility The general rule of thumb is that annual maintenance costs will be 5 to 10% of the facility's total capital cost Routine, scheduled maintenance can help keep overall costs down by addressing problems before they require major attention Most of the routine maintenance measures recommended in the checklists (excluding major repair and replacement) are estimated to have an annual cost of $200 to $600 per acre of facility, above current landscape maintenance costs Costs can vary depending on the types and level of maintenance practices used The cost and intensity of maintenance activities are usually higher during the two-year plant establishment period than after the facility has "settled in" after those first two years You need to determine how you will finance your maintenance needs A healthy reserve should be put into place for both capital maintenance procedures (e g , facility replacement and non -routine maintenance such as sediment removal, facility component repair or replacement, major replanting, or safety structure construction) and operating maintenance procedures (routine activities such as facility inspection, debris removal, and vegetation management) The best recommendation is to establish a facility maintenance fund The fund should include • Ten percent of the facility's capital cost for annual routine maintenance per year • A percentage of the non -routine maintenance costs per year (i e for sediment removal, vegetation replacement) based on the frequency of removal For example, if the facility needs mechanical sediment removal every 10 years, 10 percent of the total cost should be put aside each year • An additional 3 to 5% of the facility's capital cost per year for eventual facility replacement, based on the facility's life expectancy Most of these facilities have a life expectancy of 25 to 50 years 13 Stormwater Drainage Report Revision 0 References 5.0 REFERENCES Weld County Engineering Construction Guidelines, Weld County, Colorado Urban Storm Drainage Criteria Manual (USDCM), Urban Drainage and Flood Control District (UDFCD), 2019 BURNS $4CDONNELL_ CREATE AMAZING. Burns & McDonnell World Headquarters 9400 Ward Parkway Kansas City, MO 64114 O 816-333-9400 F 816-333-3690 www.burnsmcd.com Drainage Report Checklist Project Name: USR20.0004 - Colorado Liberty Pipeline - Platteville Terminal - 2nd Review The purpose of this checklist is to assist the applicant's Engineer with developing a drainage report that supports the intent of the Weld County Code using commonly accepted engineering practices and methodologies. Is the project in the MS4? Yes x No If yes, the following requirements in blue apply. See Chapter 8, Article IX of the Weld County Code. Report Content Z Weld County Case Number Certificate of Compliance signed and stamped by a Colorado Licensed PE — Comment #2 x Description/Scope of Work x Location (County Roads, S -T -R) x Nearby water features and ownership X Total acres vs. developed acres x Hydrological soil types/maps X FEMA Flood Zones x Urbanizing or non -urbanizing I< Methodologies used for report & analysis (full spectrum is not accepted) Base Design Standard used for permanent control measure design in the MS/! N Discussion of offsite drainage routing x Conclusion statement indicating that the design will adequately protect public health, safety, and general welfare and have no adverse impacts on public rights -of -way or offsite properties Hydrology and Hydraulic Analysis x Design Storm / Rainfall Information (NOAA Atlas or Local Data) I Release Rate calculations Post construction site imperviousness Hydrologic calculations (historic & developed basins) Hydraulic calculations for proposed drainage improvements (swales, culverts, riprap, pond, outlet, spillway, WQCV outlet, etc.) - Comment #8 x Detention/WQCV calculations X X Comments: See next page Xl Construction Drawings X X x X Stamped by PE Engineering scale & north arrow Property lines, rights -of -way, and easements 1' Contours & elevations (existing & proposed) Pre- and post -development drainage basins X Arrows depicting flow direction Time of concentration critical path Drainage design points Improvements labeled Permanent control measure and associated drainage features labeled 'No Build/No Storage', include design volume 7 Cross sections for open channels, profiles for pipes — Comments — Comment #9 Elevations for inverts, flow lines, top of grates, orifice(s), etc. — Comment #9 Pipe specs (size, material, length, slope) — Comment #9 Outlet and spillway details — Comment #9 X Maintenance Plan X1 X xl Frequency of on -site inspections Repairs, if needed Cleaning of sediment and debris x Vegetation maintenance X Manufacturer maintenance specifications, if applicable Other Required Documents (If Applicable) Ti Variance Request and documentation explain hardship, mitigation. Variances will not be granted for the Base Design Standard requirement in the MS4. Department of Public Works I Development Review 1111 H Street. Greeley. CO 80631 I Ph: 970-304-6496 I www.weldgov.com/departments/public_works/development_review 5/18/2020 Drainage Report Checklist 1. Please sign and stamp the drainage report drawings. 2. Include the Weld County Certificate of compliance located at: https://www.weldqov.com/UserFiles/Servers/Server 6/File/Departments/Public%20Works/DevelopmentReview/Certificate%20 of%20Compliance%2008022019. pdf The language for the certification should be revised to eliminate the reference to a variance. It should say something similar to this, "I , Consultant Engineer for (Applicant), understand and acknowledge that the applicant is seeking land use approval of the case and parcel as described in the of the drainage report. I have designed or reviewed the design for the proposed land use set for in the application. I hereby certify, on behalf of the applicant, that the design will meet all applicable drainage requirements of the Weld County Code. This certification is not a guarantee or warranty either expressed or implied." 3. In the FAA Method spreadsheet for the South Pond it appears that the Allowable Peak Outflow Rate (4.70 cfs) was calculated using the 10 -year Storm. Historic Basins (for Basins C and D) Regional Tc Peak Flowrate values from the Peak Runoff Using Rational Method spreadsheet instead of the Peak Flowrate values using the Computed Tc. Urban Drainage recommends using the urban check (Regional Tc) when a basin's imperviousness value is greater than 20%. Please review and revise all affected calculations accordingly, including the outlet structure. 4. The Channel Report for Swale E3 appears to have the wrong 0 value compared to the table on the Proposed Drainage Plan and is deeper than what is required. Please review and revise accordingly. 5. The depth of the swale on the Channel Report for Swale E5 appears to be deeper than what is required. Please review and revise accordingly. 6. Please remove any 'Not for Construction' stamps from the drainage report and construction drawings. 7. Please date PE stamps. 8. Please provide riprap calculations. 9. Please provide updated construction drawings. 10. Once the revised design and drainage report have been submitted, the County may provide additional comments in addition to the ones listed above. 11. Please provide a written response on how the above comments have been addressed when resubmitting the drainage report. Thank you. Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-64961 www.weldgov.com/departments/public works/development_review 5/18/2020 WELD COUNTY GRADING PERMIT DEPARTMENT OF PLANNING SERVICES ' 1555 N 17th AVE GREELEY, CO 80631 PHONE (970) 353-6100 EXT 3540 FAX (970) 304-6498 Permit Number: GRD19-0052 Issuance of this Grading Permit binds Permit Holder and its Contractors to all requirements, provisions, and ordinances of Welc County, Colorado The Permit Holder is required to call for inspections at the completion of Grading Intermittent inspections may occur without notification and prior to the request for final inspection The Permit Holder shall have this issued Grading Permit available onsite for the inspector Grading Permits are not transferable Italicized words within this Grading Permit correspond to defined terms contained in Weld County Code Chapter 8, Article XII As a condition of issuance of this Grading Permit, Permit Holder acknowledges that in the case where this Grading Permit is issued prior to the final approval of any required land use application and/or prior to the satisfaction by Permit Holder of the terms and conditions of any approved land use application, all work conducted pursuant to this Grading Permit is at the sole risk and responsibility of Permit Holder, its officers, employees, subcontractors, Contractors, and agents Issuance of this Grading Permit in no way represents or implies that Weld County, its officers, employees, departments, or boards and commissions will approve, or favor approval of, any pending land use application made by Permit Holder As a condition of issuance of this Grading Permit, Permit Holder, its agents, employees, subcontractors, contractors and assigns hereby agree to hold Weld County, Colorado, the agencies thereof and their officers and employees harmless from any and all loss and damage or any claims which may arise out of, or be connected with, the construction within the area covered by this Grading Permit, excluding any such loss and damage or any claims (including consequential damages) which may be caused solely by the negligence of Weld County, the agencies thereof or its officers and employees Do Not Begin Site Grading Until All Erosion Contol Measures Are In Place Per The Accepted Grading Plans Applied Date Project Address Disturbed Acres Access Location Job Description 11/18/2019 10 Site grading for a gas compressor station Parcel Number (s) 020710000004-R0101986 Owner Name Owner Address Contacts Business ZAP Engineenng ZAP Engineenng Type/Relationship Applicant Applicant Authonzed Agent Authorized Agent Payment Summary Receipt # Payment Method 114002 Credit Card Address 333 S Allison Pkwy, Suite 100 Lakewood CO 80226 333 S Allison Pkwy, Suite 100 Lakewood CO 80226 Payment Ref # Status Status Date Expiration Date Planning Case Routed for Refi 11/18/2019 01/10/2021 Email/Phone zimbelmant@zapecs com 303-656-4806 zimbelmant@zapecs com 303-656-4806 Payment Date 11/18/2019 Total Payment Amount $100 00 $100 00 Print Date -Time 1/10/2020 4 05 57PM Report ID PL00023v001 Page 1 of 2 Inspections Date Inspector Notes Final I Print Date -Time 1/10/2020 4 05 57PM Report ID PL00023v001 Page 2 of 2 From: Sent: To: Cc: Subject: Attachments: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Tuesday, February 18, 2020 6:23 PM Mike McRoberts Diana Aungst USR20-0004 Grading Permit - Drainage Report Revision 02. USR20-0004 DWR 1-23-20.pdf; LP-PLAT-RT-0002.pdf Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hey Mike, In response to comments from the DWR (attached), we have revised the Drainage Report for the Platteville Terminal (attached). This document was submitted with our grading permit application, so I wanted to provide this update. Happy to mail you a hardcopy for the permit file — let me know. Thanks! Jake Jake Rosenberg Regulatory Consultant ERM M 970.819.9245 E jacob.rosenberg(a�erm.com I W www.erm.com ERM etshnseofsm From: Mike McRoberts <mmcroberts@weldgov.com> Sent: Wednesday, January 29, 2020 3:01 PM To: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Cc: Dawn Anderson <dranderson@weldgov.com>; Diana Aungst <daungst@weldgov.com>; Zackery Roberson <z ro be rso n @ we ldgov. co m> Subject: RE: Early Release Request for USR20-0004 Hi Jacob, As Zack Roberson informed you during a recent phone call and a subsequent email, an early release grading permit cannot be issued until the associated drainage report has been approved and the case has been approved by the Board of County Commissioners. Your case currently has a BOCC hearing date of April 1, 2020. Also, I cannot begin processing 1 your grading permit until I have reviewed your case, prepared my referral for Planning, and reviewed your drainage report to a level that lets me know your grading plan is viable; none of which has occurred at this time. Please feel free to check back with me for a status report towards the end of March. 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 From: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Sent: Wednesday, January 29, 2020 1:06 PM To: Mike McRoberts <mmcroberts@weldgov.com> Subject: RE: Early Release Request for USR20-0004 Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hey Mike, I left a voicemail - Magda said you were in hearings all day. Hoping to get a response on the item highlighted below. Thanks, Jake Jake Rosenberg Regulatory Specialist ERM T +1 970.819.9245 E Jacob. rosenbergOerm.com W www.erm.com Eltivi Pa Otiaban cd eastatia 2 From: Jacob Rosenberg Sent: Friday, January 24, 2020 1:02 PM To: Diana Aungst <daungst@weldgov.com>; Mike McRoberts <mmcroberts@weldgov.com>; Zackery Roberson <zroberson@weldgov.com>; Kim Ogle <kogle@weldgov.com>; Jose Gonzalez <jonzalez@weldgov.com> Subject: RE: Early Release Request for USR20-0004 Diana, Thanks for your quick response. We will proceed with our early release requests for both the grading and building permits in hopes of those permits being issued after the 4/1/20 BCC hearing. Mike and Zack, We have submitted the grading permit and early release request form to Public Works for review. We hope you can start your review as soon as practicable with the understanding that the grading permit can be reviewed and approved, though not issued until the BCC conditionally approves the USR. Could you please confirm receipt of the grading permit and let me know what your timeline is for review/approval? Thanks! Jake Jake Rosenberg Regulatory Specialist ERM T +1 970.819.9245 E iacob.rosenberq@erm.com W www.erm.com IRM TN haattafa of auscalaatafty From: Diana Aungst <daungst@weldgov.com> Sent: Thursday, January 23, 2020 2:52 PM To: Jacob Rosenberg <Jacob.Rosenberg@erm.com>; Zackery Roberson <zroberson@weldgov.com>; Kim Ogle <kogle@weldgov.com>; Jose Gonzalez <-gonzalez@weldgov.com> Cc: Mike McRoberts <mmcroberts@weldgov.com> Subject: RE: Early Release Request for USR20-0004 Jake: The process has changed and now we wait until we have conditional approval from the BOCC. Keep in mind if the drainage review is done and the building permit has been reviewed and ready to be picked up. You can pick up the building permit after the BOCC hearing. On 4/1/20. 3 Thanks. Diana From: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Sent: Thursday, January 23, 2020 8:16 AM To: Diana Aungst <daungst@weldgov.com>; Zackery Roberson <zroberson@weldgov.com>; Kim Ogle <kogle@weldgov.com>; Jose Gonzalez <.gonzalez@weldgov.com> Cc: Mike McRoberts <mmcroberts@weldgov.com> Subject: RE: Early Release Request for USR20-0004 Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hey Diana, Yes, that is what we discussed on Tuesday regarding building permit early release. I'm hoping that we can confirm the building permit early release process and reconcile that with the grading permit early release - which I've now been told must come after BOCC approval. Thanks, Jake Jake Rosenberg Regulatory Specialist ERM T +1 970.819.9245 E jacob.rosenberq@erm.com W www.erm.com LAM Mt Ptainsits tot sigotalS From: Diana Aungst <daungst@weldgov.com> Sent: Thursday, January 23, 2020 9:05 AM To: Zackery Roberson <zroberson@weldgov.com>; Jacob Rosenberg <Jacob.Rosenberg@erm.com>; Kim Ogle <kogle@weldgov.com>; Jose Gonzalez <.gonzalez@weldgov.com> Cc: Mike McRoberts <mmcroberts@weldgov.com> Subject: RE: Early Release Request for USR20-0004 Hi - The way I understand the Early Release for Building Permits is that it is possible to get the building permit prior to the PC hearing but after the 28 day referral process. 4 Thanks, Diana From: Zackery Roberson <zroberson@weldgov.com> Sent: Wednesday, January 22, 2020 4:18 PM To: Jacob Rosenberg <Jacob.Rosenberg@erm.com>; Kim Ogle <kogle@weldgov.com>; Diana Aungst <daungst@weldgov.com>; Jose Gonzalez <Gonzalez@weldgov.com> Cc: Mike McRoberts <mmcroberts@weldgov.com> Subject: RE: Early Release Request for USR20-0004 All, I received a phone call from Jake Rosenberg requesting information on how early release grading permits and how building permits process work. Can you please weigh in on the requirements for receiving a building permit for USR20- 0004. Jacob 1 As discussed on the phone. An early release grading permit issued from the department of Public Works may be issues after the BOCC conditionally approves the USR and all the PW requirements are met. Also Mike will be the primary point of contact for this case. Best Regards, Zackery Roberson Development Revie« — Engineer I Department of Public Works \Veld County Government h 1 1 1 E l St. Greeley, CO 80631 Office: ice: 970-400-3773 Zroberson@weldgov.com Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. From: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Sent: Wednesday, January 22, 2020 3:52 PM To: Zackery Roberson <zroberson@weldgov.com> Subject: Early Release Request for USR20-0004 Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. 5 Jake Rosenberg Regulatory Specialist ERM T +1 970.819.9245 E iacob. rosenbergerm.com ( W www.erm.com mut Iir araeneNaler This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED_ PROPRIETARY IN NATURE, OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE, and (b) intended only for the use of the Addressee (s) names herein. If you are not the Addressee(s). or the person responsible for delivering this to the Addressee (s), you are hereby notified that reading. copying, or distributing this message is prohibited. If you have received this electronic mail message in error, please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you, Please visit: ERM's web site http://www.erm.com. To find out how ERM manages personal data, please review our Privacy Policy This message contains information which may be confidential, proprietary.. privileged, or otherwise protected by law from disclosure or use by a third party. If you have received this message in error. please contact us immediately and take the steps necessary to delete the message completely from your computer system Thank you. Please visit ERM's web site http.//www.erm com To find out how ERM manages personal data, please review our Privacy Policy This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED. PROPRIETARY IN NATURE, OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE. and (b) intended only for the use of the Addressee (s) names herein If you are not the Addressee(s). or the person responsible for delivering this to the Addressee (s). you are hereby notified that reading. copying, or distributing this message is prohibited. If you have received this electronic mail message in error, please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you, Please visit ERM's web site: http://www.erm com To find out how ERM manages personal data, please review our Privacy Policy This message contains information which may be confidential, proprietary. privileged, or otherwise protected by law from disclosure or use by a third party. If you have received this message in error, please contact us immediately and take the steps necessary to delete the message completely from your computer system. Thank you. Please visit ERM's web site: http://www.erm.com. To find out how ERM manages personal data. please review our Privacy Policy This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED. PROPRIETARY IN NATURE, OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE. and (b) intended only for the use of the Addressee (s) names herein If you are not the Addressee(s), or the person responsible for delivering this to the Addressee (s), you are hereby notified that reading. copying, or distributing this message is prohibited. If you have received this electronic mail message in error, please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you. Please visit: ERM's web site http://www.erm_com. To find out how ERM manages personal data, please review our Privacy Policy This message contains information which may be confidential, proprietary, privileged, or otherwise protected by law from disclosure or use by a third party. If you 6 have received this message in error. please contact us immediately and take the steps necessary to delete the message completely from your computer system. Thank you Please visit ERM's web site. http://www.erm.com. To find out how ERM manages personal data. please review our Privacy Policy This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED, PROPRIETARY IN NATURE, OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE. and (b) intended only for the use of the Addressee (s) names herein. If you are not the Addressee(s), or the person responsible for delivering this to the Addressee (s), you are hereby notified that reading, copying, or distributing this message is prohibited. If you have received this electronic mail message in error, please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you. Please visit ERM's web site. http://www.erm.com. To find out how ERM manages personal data, please review our Privacy Policy This message contains information which may be confidential, proprietary. privileged, or otherwise protected by law from disclosure or use by a third party If you have received this message in error. please contact us immediately and take the steps necessary to delete the message completely from your computer system. Thank you Please visit ERM's web site http://www.erm.com To find out how ERM manages personal data. please review our Privacy Policy 7 Diana Aungst From: Sent: To: Cc: Subject: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Thursday, February 20, 2020 1:12 PM David Burns Diana Aungst; Jennifer Teeters Liberty Pipeline and Platteville Terminal EAPs Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hey Dave, Thanks for calling yesterday. Here is the contact info for P66's Emergency Response Coordinator for the area: Jason Rosebecke 832-765-4210 You may include this name in the LAP EAP, but please note that the 800 number should be used first since that line is staffed by a duty officer 24/7. With regards to the draft EAP submitted for the Platteville Terminal, I received following notes from P66's emergency response specialist that deal with EAPs: P66 does not at this time have a safety for this site yet identified as it has not yet been staffed. P66 does not finalize plans until construction and start up. The EAP needs to be submitted to regulators prior to operations. The plan they will receive from P66 once construction and startup are complete and all information obtained at this point is only preliminary and will definitely change a lot between now and start up. Given this process and somewhat long horizon, would OEM be comfortable with a condition of approval that states something like "prior to operation of the Platteville Terminal, a final EAP shall be reviewed and approved by the Weld County OEM"? Let me know if you have any thoughts on this. Thanks! Jake Jake Rosenberg Senior Consultant ERM M 970 819.9245 Ejacob.rosenberg@erm.com IWwww.erm.com ‘, End The Pine ofsw 1 This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED, PROPRIETARY IN NATURE. OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE. and (b) intended only for the use of the Addressee (s) names herein. If you are not the Addressee(s), or the person responsible for delivering this to the Addressee (s), you are hereby notified that reading, copying. or distributing this message is prohibited. If you have received this electronic mail message in error. please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you, Please visit ERM's web site. http://www erm com. To find out how ERM manages personal data. please review our Privacy Policy This message contains information which may be confidential, proprietary. privileged, or otherwise protected by law from disclosure or use by a third party. If you have received this message in error. please contact us immediately and take the steps necessary to delete the message completely from your computer system Thank you Please visit ERM's web site http://www.erm com To find out how ERM manages personal data, please review our Privacy Policy 2 Diana Aungst From: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Sent: Monday, March 9, 2020 7:30 AM To: Diana Aungst Subject: USR20-0004 Full time employees Caution. This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hey Diana, If possible we would like to amend our application to account for 15 full time employees onsite as opposed to from the original 13 FTEs. Please let me know if this can be reflected in your staff report. All septic and water would be planned to accommodate these potential users. Thanks! Jake Jake Rosenberg Senior Consultant ERM M 970.819.9245 Ejacob.rosenberg@erm.com IWwww.erm.com ERM inskost of susaimablity This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED, PROPRIETARY IN NATURE. OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE. and (b) intended only for the use of the Addressee (s) names herein. If you are not the Addressee(s), or the person responsible for delivering this to the Addressee (s), you are hereby notified that reading. copying, or distributing this message is prohibited If you have received this electronic mail message in error, please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you, Please visit: ERM's web site http.//www erm corn. To find out how ERM manages personal data. please review our Privacy Policy This message contains information which may be confidential, proprietary, privileged. or otherwise protected by law from disclosure or use by a third party If you have received this message in error, please contact us immediately and take the steps necessary to delete the message completely from your computer system Thank you. Please visit ERM's web site: http //www.erm.com. To find out how ERM manages personal data, please review our Privacy Policy 1 From: Sent: To: Subject: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Wednesday, March 4, 2020 2:58 PM Diana Aungst FW: Liberty Pipeline and Platteville Terminal EAPs Follow Up Flag: Follow up Flag Status: Flagged Caution. This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hey Diana, I just wanted to make sure we closed the loop on the comments from OEM. Dave indicated that he is comfortable with the draft plan provided that a condition is added as prior to occupancy or within one month of operation. I put Dave in touch with P66 emergency planner, so they will continue this conversation as the project progresses. Thanks! Jake From: Jacob Rosenberg Sent: Monday, February 24, 2020 12:45 PM To: David Burns <dburns@weldgov.com> Subject: RE: Liberty Pipeline and Platteville Terminal EAPs Thanks Dave! I'll follow up with P66 to make sure their Emergency Plans folks are in touch with you moving forward. From: David Burns <dburns@weldgov.com> Sent: Monday, February 24, 2020 12:26 PM To: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Subject: RE: Liberty Pipeline and Platteville Terminal EAPs Good Morning Jake — Thank you for getting back with me. That will be fine. I will be signing -off on the EAP on the condition that a final EAP will be submitted near project completion. v/r Dave Burns, CO-CEM, MEP, Coordinator Office of Emergency Management 1150 O St. Greeley, Co 970-400-3993 Office 970-515-2541 Cell 1 EMERGENCY MANAGEMENT w¼unty LEPC s-a_ Local Emergency Planning Committee From: Jacob Rosenberg <Jacob.Rosenberg@erm.com> Sent: Thursday, February 20, 2020 1:12 PM To: David Burns <dburns@weldgov.com> Cc: Diana Aungst <daungst@weldgov.com>; Jennifer Teeters < teeters@weldgov.com> Subject: Liberty Pipeline and Platteville Terminal EAPs Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hey Dave, Thanks for calling yesterday. Here is the contact info for P66's Emergency Response Coordinator for the area: Jason Rosebecke 832-765-4210 You may include this name in the LAP EAP, but please note that the 800 number should be used first since that line is staffed by a duty officer 24/7. With regards to the draft EAP submitted for the Platteville Terminal, I received following notes from P66's emergency response specialist that deal with EAPs: P66 does not at this time have a safety for this site yet identified as it has not yet been staffed. P66 does not finalize plans until construction and start up. The EAP needs to be submitted to regulators prior to operations. The plan they will receive from P66 once construction and startup are complete and all information obtained at this point is only preliminary and will definitely change a lot between now and start up. Given this process and somewhat long horizon, would OEM be comfortable with a condition of approval that states something like "prior to operation of the Platteville Terminal, a final EAP shall be reviewed and approved by the Weld County OEM"? Let me know if you have any thoughts on this. Thanks! Jake Jake Rosenberg Senior Consultant ERM 2 M 970.819.9245 Ejacob.rosenberg@erm.com J Wwww.erm.com kk) MI The kakwast atausainablity This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED, PROPRIETARY IN NATURE, OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE, and (b) intended only for the use of the Addressee (s) names herein If you are not the Addressee(s). or the person responsible for delivering this to the Addressee (s). you are hereby notified that reading. copying, or distributing this message is prohibited If you have received this electronic mail message in error, please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you, Please visit: ERM's web site: http.//www.erm.com. To find out how ERM manages personal data, please review our Privacy Policy This message contains information which may be confidential, proprietary, privileged, or otherwise protected by law from disclosure or use by a third party. If you have received this message in error, please contact us immediately and take the steps necessary to delete the message completely from your computer system Thank you. Please visit ERM's web site: http.//www.erm corn. To find out how ERM manages personal data. please review our Privacy Policy This electronic mail message may contain information which is (a) LEGALLY PRIVILEGED, PROPRIETARY IN NATURE. OR OTHERWISE PROTECTED BY LAW FROM DISCLOSURE. and (b) intended only for the use of the Addressee (s) names herein If you are not the Addressee(s). or the person responsible for delivering this to the Addressee (s). you are hereby notified that reading, copying, or distributing this message is prohibited If you have received this electronic mail message in error, please contact us immediately at (612) 347-6789 and take the steps necessary to delete the message completely from your computer system. Thank you. Please visit: ERM's web site http://www erm.com. To find out how ERM manages personal data, please review our Privacy Policy This message contains information which may be confidential, proprietary. privileged, or otherwise protected by law from disclosure or use by a third party If you have received this message in error, please contact us immediately and take the steps necessary to delete the message completely from your computer system Thank you Please visit ERM's web site http://www.erm.com To find out how ERM manages personal data. please review our Privacy Policy 3 Hello