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Home My WebLink About20182117.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 wvvw.weldgov.com * 970-353-6100 EXT 3540 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number*: 1 2 I 3- 2.q. 2- D Q- 0 L `1 Address of site: Legal Description: 5t'( (*A 12 digit number on Tax ID. information, obtainable at w ww .w eldgov.com). Section: LY Township: 3 N Range: tr W Zone District: A Cr Acreage: 1/O Floodplain: Y Q? Geological Hazard: Y Q' Airport O\derlay; Y FEE OWNER(S) OF THE PROPERTY: Name: Toro.ss T.rrti� .mil c .Le Company: Phone #: 3saws anes- moss Street Address: 310 'IVo.. ,r ►o,,. c4- . Email: Cpa1,. c�o�o�.fwi-+�.lL�rotse�rgy .car, City/State/Zip Code: Lkc t,ia►0a , CO gotta Name: Company: Phone #: Street Address: City/State/Zip Code: Name: Email: Company: P hone #: Street Address: City/State/Zip Code: Email: APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed byA uthorrzed Agents) Name: eon vs, Isi3Moatta Company: 'ret1 i ret (10C. S 1 LLC Phone #: 10' _flfla 3305 Email: C0d3S +c tr-_ S.ts tt .ce, em. Street Address: 3 '1O vas Creitecna. - City/State/Zip Code: takeet.400a Cc ape:42_15e PROPOSED USE: erne ocA shrine_hr. ...1 . I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property mustsign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal authority to s for the corporation. gnature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date eorli r Print NaMe Print Name Rev 4/2016 DEPARTMENT OF PLANNING SERVICES BUILDING INSPECTION DIVISION 1555 N 17T" AVENUE, GREELEY, CO 8063'! (970) 353-6100 X3540 AUTHORIZATION FORM `��''' "ms's .. k 1 Ca1U&,ca.er 4 S represent s c t .A (Applicant) (Owner) for the property located at Legal Description: Qtr/Qtr ezuLaiii Section 2-' , Township 3 N, Range _ 65 Subdivision Name: Lot Block I can be contacted at the following phone #'s: Home Work _ Cell Correspondence maile• to (o ly Owner's Signature 3olrflt3- 330 910 301- -item C�Applicant D Property Owner Date r 8 - la atoner tr ' fl.tttjrslI reteNi li ASSISTANT SECRETARY'S CERTIFICATE January 8, 2018 I, Jason L. Nonnenzaker, the duly qualified and elected Assistant Secretary of Tallgrass Terminals, LLC, a Delaware limited liability company (the "Company"), do hereby certify in such capacity and on behalf of the Company that Jason Reeves is, as of the date hereof, the duly qualified and elected officer of the Company in the office set forth opposite his name below, and the signature set forth opposite his name below is his authentic and genii e signature. Name Office Jason Reeves General Manager Sint TALLGRASS T 1 MINALS, LLC B L. on L. Nonnennaker Assistant Secretary OFFICE OF THE SECRETARY OF STATE OF THE STATE OF COLORADO CERTIFICATE OF FACT OF GOOD STANDING I, Wayne W. Williams, as the Secretary of State of the State of Colorado, hereby certify that, according to the records of this office, Tallgrass Terminals, LLC is an entity formed or registered under the law of Delaware has complied with all applicable requirements of this office, and is in good standing with this office, This entity has been assigned entity identification number 20151557483 . This certificate reflects facts established or disclosed by documents delivered to this office on paper through 01/08/2018 that have been posted, and by documents delivered to this office electronically through 01/11/2018 @ 09:07:50 . I have affixed hereto the Great Seal of the State of Colorado and duly generated, executed, and issued this official certificate at Denver, Colorado on 01/11/2018 @ 09:07:50 in accordance with applicable law. This certificate is assigned Confirmation Number 10650531 .. Secretary of State of the State of Colorado *********************************************End of Certificate******************************************** Notice: A certificate issued electronically from the Colorado Secretary of State's Web site is Ally and immediately valid and effective. However, as an option, the issuance and validity of a certificate obtained electronically may be established by visiting the Validate a Certificate page of the Secretary of State 's Web site, http: Oi'a sos.srate.co,. usethi`,'C'ertijicateSea.rchC'riteria. do entering the cer t f cate 's confirmation number displayed on the certificate, and following the instructions displayed. Confirming the issuance of a cert/jicate_is merely optional and is not necessary to the valid and effective issuance of a certificate. For more information, visit our Web site, http://www.sos.state.co.us/ click "Businesses, trademarks, trade names" and select "Frequently Asked Questions." ei�ware 711e first State PAGE 1 JEFFREY W. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE, DO HEREBY CERTIFY THE ATTACHED IS A TRUE AND CORRECT COPY OF THE CERTIFICATE OF FORMATION OF "TALLGRASS TERMINALS, Lie", FILED IN THIS OFFICE ON THE NINTH DAY OF APRIL, A.D. 2013, AT 2 : 59 O'CLOCK P - _ 5311224 8100 130415772 You may verify this certificate online at corp. delaware, gov/authver. shtral Jeffrey W. Butluck. Secretary of State AtTHEN ' , '`. ON 0346259 DATE: 04-09-13 i, ii L. 4 C I State of Delaware Secrete of State Division of corporations Delivered 02:59 ne 04/09/2013 FILED 02:59 PM 04/09/2013 SAW 130415772 -- 5311224 FIZZ CERTIFICATE OF FORMATION OF TALLGRASS RAS TERMINALS, LLC The undersigned, for the purpose of forming a limited liability company (the "Company") under the Delaware Limited Liability Company Act (the "Act"), hereby makes, acknowledges and files this Certificate of Formation: FIRST. The name of the Company is, Taligrass Terminals, lie SECOND. The address of the Company's registered office in the State of Delaware is The Corporation Trust Company, Corporation Trust Center, 1209 Orange Street, Wilmington, Delaware 1980!. The name of its registered agent at such address for service of process is The Corporation Trust Company, THIRD, The Company will commence its existence on the date this Certificate of Formation is filed with the Delaware Secretary of State. The undersigned, for the purpose of forming a limited liability company under the Act, has executed. this Certificate of Formation on Aprilq., 2013. 0804/1000878..0002/83320071 Authorized Person: Sly' REGISTERED SERVICES, INC, By:s Patrick J. Resper rs, Vic ' resident Site Specific Development Plan and Use By Special Review Weld County, CO Tallgrass Terminals, Lit Grasslands Terminal USR Questionnaire 1. Explain, in detail, the proposed use of the property. Tallgrass Terminals, LLC (Tallgrass) proposes to construct a crude oil storage terminal (Grasslands Terminal) located in central Weld County (SE4 NW4 Section 24, Township 3 North, Range 65 West) on property owned by the applicant. The Grasslands Terminal will be supplied with crude oil from pipeline connections with customers in the area. In the event of systemshut down or abnormal pipeline operations, crude oil to the system may enter or exit the facility via truck using 2 truck ACTS. The Grasslands Terminal is currently designed to transport approximately 200,000 barrels of oil per day in and out of the terminal from existing oil development in the immediate area through gathering lines constructed throughout the region. The terminal, at full build out, will occupy approximately the entire 40 -acre parcel. At this time, Tallgrass anticipates constructing the facility in phases based upon market demand for storage and contractual obligations with Tallgrass' customers. Phase 1 will include the construction of the office building, two 1So,000bbl tanks and associated infrastructure as identified on the included site plan. Phase 2 may include the construction of additional tanks for crude oil storage and possibly the truck loading lanes (trucking will only be used if there is an issue with the pipeline supply). Additional construction phases may be necessary depending upon contractual obligations, demand for crude oil storage, and economics of the facility. Explain how this proposal is consistent with the intent of the WeldCounty Code, Chapter 22 of the Comprehensive Plan, The Grasslands Terminal is consistent with Section 22-2-10 (D) which emphasizes the development of natural resources. The land being converted to industrial use is currently un-irrigated farmland adjacent to Saddle Butte's Milton Terminal as well as terminals operated by Anadarko and Rose Rock (White cliffs). No farming or grazing has occurred on the property in several years. Tallgrass does not anticipate any impact to cultivated lands found nearby. The project is anticipated to have minimal impact to the existing land use of the subject parcel and those surround it. By building the terminal, the project will contribute to the County's industrial economic base by providing additional capacity in the production of crude oil. . Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. As per Weld County Code, oil and gas support facilitates and services are currently allowed in the Agricultural Zone District upon approval through the USR process. Impacts incurred by the proposed project will be mitigated through reclamation and landscaping and thus, should be minimal and temporary in nature, allowing for existing land uses to continue post construction. 4. What type of uses surround the site (explain how the proposed use is consistent and compatible with surround land uses). The proposed Grasslands Terminal is located in an area identified as Agricultural Zoning. Part of this designation includes areas of primary use where oil and gas extraction is located. Since the proposed project is in alignment to other existing and nearby land uses and due to the rural nature of the area, it is anticipated that there will be few new impacts to traffic and adjacent residences. 5. Describe, in detail, the following: a. Number of people who will use this site During construction, there will be numerous employees at the terminal location. Once construction is completed, Tallgrass anticipates that approximately 10 employees, plus the individual truck drivers, will have access to the terminal during times of truck loading, maintenance and routine inspections. b. Number of employees proposed to be employed at this site Once completed and operational, the number of Tallgrass employees using the entire site will be approximately 10 people per day c. Hours of operation The terminal will operate 24 hours/day, 7 days/week, and 365 days/year. d. Type and number of structures to be erected (built) on this site The following structures are proposed at the site at full build out: • (2)-150,000 bbl tanks (3)- 250,000 bbl tanks • (1)- 9000 bbl water tank for fire suppression Mainline pumps • Booster pumps • Sump pumps • Sump tanks • Outlet metering • Filtration & polishing equipment • Inlet metering • Pig launchers and receivers • 1 Combustor • 2 -ACTS for truck loading and offloading • 8 Breakout tanks • 122' x 42' Office Building/Warehouse • MCC building • Transformers • Pipe rack and electrical cable tray The attached plot plan provides additional detail. e. Type and number of animals, if any, to be on this site No animals will be associated with this project. f. Kind of vehicles (type, size, weight) that will access this site and how often A total of 10 vehicles (light weight trucks) per day will access the site. Should the existing pipeline supply system shut down for any reason, crudewill be delivered to the terminal, requiring approximately 15 roundtrip semi -truckloads per day at maximum offloading oil into the terminal. Unless the pipeline system shuts down, Tallgrass does not anticipate any crude oil delivery via truck. During construction, commercial vehicles will be accessing the Grasslands Terminal parcel. g. Who will provide fire protection to the site The La Salle Fire Protection District will be providing fire support to the terminal. Tallgrass has been in contact the District, as well as the adjacent fire protection districts to inform them about the project and coordinate with them on an emergency action plan. An Emergency Information Sheet will be distributed to the District every year with updated information. The crude oil storage tanks will be equipped with a foam suppressant apparatus that will be activated in the event of a fire at the tanks. h. Water source on the property (both domestic and irrigation) Currently, there is no domestic water on site. During construction and initial operation, bottled water will be provided by the construction contractor until a permanent water source can be established. Tallgrass has received an approved water well permit from the Department of Water Resources to drill a water well on the property to support restroom facilities for the office building/warehouse situated on the property Water for dust abatement will be trucked to the site by the construction contractor from a municipal site. iSewage disposal system on the property (existing and proposed) During the construction phase of the project and during the initial operation of the terminal, portable toilets will be provided. Once construction is completed a small leach field septic system will be on site at the facility. j, If storage or warehousing is proposed, what type of items will be stored N o major storage is proposed for the Grasslands Terminal site with the exception of a few small parts that will be kept in the warehouse attached to the office building. 6. Explain the proposed landscaping for the site. The landscaping shall be separately submitted as a landscape plan map as part of the application submittal. N o landscaping around the Grasslands Terminal is planned. However, a chain link fence around the perimeter of the site will be installed. 7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. If and when termination occurs, all improvement will be removed and the site will be reclaimed to its original state and seeded with native seed. 8. Explain how the stormwater drainage will be handled. Stormwater drainage and control will be managed as per the guidelines outlined by the Colorado Department of Public Health and Environment (CDPHE). The applicant will obtain a discharge permit from CDHPE that will cover operation and maintenance of the terminal. 9. Explain how long it will take to construct this site and when construction and landscaping is scheduled to begin. The initial phase of construction at the Grasslands Terminal will take approximately 6-9 months. Full build out of the facility will be dependent upon the economy and the need for additional crude oil storage. No landscaping is planned for the site. 10. Explain where storage and/or stockpile of wastes will occur on this site. N o storage is planned for any site associated with this project. Any waste produced will settle to the bottom of the existing tanks and be removed directly from there. 11. Please list all proposed on -site and off -site improvements associated with the use (example: landscaping, fencing, drainage, turn lanes etc.) and a timeline of when you will have each one of the improvements completed. All improvements proposed for this project will be performed throughout and towards the end of the construction phase. All improvement will be completed based upon the construction stage of each facility and the pipeline and will be weather and seasonal dependent. DRAINAGE STUDY GRASSLANDS TERMINAL TALLGRASS TERMINALS, LLC MARCH 2018 REVISED APRIL 2018 Prepared for: ZION ENGINEERING, LLC Greenwood Village, Colorado Advancing Opportunity LT ENVIRONMENTAL 25, ADVANCING OPPORTUNITY 19924\2017 DRAINAGE STUDY GRASSLANDS TERMINAL TALLGRASS TERMINALS, LLC MARCH 2018 REVISED APRIL 2018 Prepared for: ZION ENGINEERING, LLC 8100 East Maplewood Avenue, Suite 100 Greenwood Village, Colorado 80111 Prepared by: LT ENVIRONMENTAL, INC. 4600 West 60th Avenue Arvada, Colorado 80003 (303) 433-9788 LT ENVIRONMENTAL ri iti 25 :ma ADVANCING OPPORTUNITY 1992117 2017 Prepared by: Reviewed by: DRAINAGE STUDY Revised April 2018 LTE Project Number: 069418002 itittisummit April 10, 2018 Katharine Howe, E.I Date LTE Staff Engineer ineer April 10, 2018 Kyle N. Schildt, P.E. Date LTE Technical Director ADVANCING OPPORTUNITY TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION •.....•.•w....•••.e.sww .ww.•.fw•w..•••.,..•...i1f.•.fw.w...• 1.1 CURRENT SITE CONDITIONS4400.5450..454 ..**5 *ff...fft...ifi...fif...fff..•***••• fif... fff... f f f... f f f... i fi.1 1.2 SURROLTI\ DING LAND USE 000***00051••i.•t•0.••••050•••505•••0.05.5...5•.0.0***000**** ******••f.5ie.•*•....ff.0.,... • 1.3 CURRENT SITE DRAINAGE....,......... ** ..........•••••••••• ••••••••••••••• III 51. ••••••••••••••••••••••••••••#•• 1 s • 1.4 PROPOSED SITE CONDITIONS 0000 000,0 .............•..........• ••.1 2 2.0 DRAINAGE ANALYSIS. 2.1 METHODOLOGY 00.05.4 - —.•....off• .0.•4. ISO •.•*•* 4. ••••••••0.4.ISO •.•*••* •••••••••••••••• -1 0.05*50.0...000*•*0000f•f0.0.*f0.0...0f0.5.0.0•••f•.•••f0•.5.000f*f000f•f0.0.ff0.0...000*.*000.4•.0.••• 00015•f l 2.1.1 a oria etlio 0••4•••••••••••1•••••ff0004.4000..f•..f•f•••.f4.0•••f•.•...0••.•.•••f•••••••4••....••••••••••4•.0.••.. 2.1.2 Site Parameters••.•.•.•.•f4 .2-2 2.1.2.1 Area, A 2-2 2.1.2.2 Runoff Coefficient, C 2-2 2.1.2.3 Average Rainfall Intensity, I 2-2 2.2 PEAK FLOW RESULTS 3.0 DRAINAGE CONTROL DESIGN 3-1 3.1 DETENTION POND DESIGN— SUBCATCHMENT T IIMENT 3-1 3.1.1 Volume * ...,w 3.1.2 Storage Calculation ................ 3.1.3 Outlet Structure •••••f•f•.•• •55*•f••• 3.2 DETENTION POND RESIGN— S CAT HM T B 00{00. ,.....• i ..■■ 1 ••• --- -- - 5505000 5 0 5 0 ...... *000000555•0•85505• 3-2 /�J 2 52■ 1 Volume Calculation ■..ww 555... 5.5 ■.■�..•656.�..565•�5� �. 3.2.2 Storage Calculation 3-3 3.2.3 Outlet Structure ...... ■.•..f.......•*.••••0,00.51* 0.0••.••••.if•fff•f On 3-3 5 5'.0.555 „ • , 5•5 :54 . e . 000 000100' * 8 . 8 .•••••••••••••• 5 ■ . 3.3 LIVESTOCK WATERING POND DRAINAGE E 3-3 4.0 CONCLUSIONS O 50 00..54 555 5.0 868 S•.... O i. S.....5 55 000868.0066600 4-1 LT ENVIRONMENTAL 2 ADVANCING OPPORTUNITY FIGURE 1 FIGURE 2 FIGURE FIGURE FIGURE 5 APPENDIX A APPENDIX APPENDIX C APPENDIX D APPENDIX E APPENDIX F APPENDIX G APPENDIX H TABLE OF CONTENTS (continued) FIGURES SITE LOCATION MAP SITE MAP FEMA FIRM MAP HISTORICAL SUB AT HMENT DESIGNATIONS PROPOSED SUBCATCHMENT DESIGNATIONS APPENDICES CERTIFICATE OF COMPLIANCE NRCS 'EB SOIL REPORT PHOTO LOG DESIGN DRAWINGS UDFCD PEAK RUNOFF PREDICTION BY THE RATIONAL AL METHOD UDFCD DETENTION R S IGN - SUBCATCHMENT I IENT A, SEDIMENT CONTROL POND UDFCD DETENTION DESIGN - SUBCATCHMENT B, FLOOD CONTROL POND POND MAINTENANCE PLAN ADVANCING OPPORTUNITY 1.0 PROJECT DESCRIPTION This Drainage Study report and Variance Request is being submitted in regards to the Grasslands Terminal, for Tallgrass Energy, LLC (Tallgrass), in conjunction with Zion Engineering, LLC, the consulting engineering design firm for Tallgrass. The Grasslands Terminal is a proposed crude oil storage terminal located in the southeast quarter of the northwest quarter of Section 24, Township 3 North, Range 65 West in Weld County, Colorado. A Site Location Map illustrating the location of the site on a United States Geological Survey (USGS) topographic map is included as Figure 1. The Certificate of Compliance for the Grasslands Terminal is included as Appendix A. 1.1 CURRENT SITE CONDITIONS The property, which is a total of 39.45 acres in size, has a current land use of cattle rangeland, and is well vegetated. A former livestock watering pond, fed via ditch by the Farmers Reservoir and Irrigation Company (FRICO) East Neres Canal, is located immediately east/northeast of the site. The ditch follows the East Neres Canal north before turning to the east and running through the northern portion of the site. One oil and gas well, owned and operated by Noble Energy, Inc. (Noble), is located in the northwest corner, with an access road running along the northern part of the site. The well is set to be plugged and abandoned in early 2018. A second oil and gas well, also owned and operated by Noble, was located in the middle of the site, but was plugged and abandoned in 2017. A Site Map, including the most recent aerial imagery, is included as Figure 2. The Federal Emergency Management Agency (FEMA) Federal Insurance Rate Map (FIRM), demonstrating that the facility is not located within a designated floodplain, is included as Figure 3. The current soil types for the site were obtained from the National Resource Conservation Service (MRCS) Web Soil Survey. Five distinct soil types are present on the site. The predominant soil type at the site is the Olney loamy sand of 0 to 3 percent (%) slopes, which occupies approximately 26.6% of the site and is defined by a low runoff ability and moderately high to high water transmissivity. The Olney loamy sand is in the B hydrologic soil group. The second largest soil type, occupying 25.7% of the site, is the Renohill clay loam with 0 to 3% slopes. The Renohill clay loam has low runoff ability with a moderately low to moderately high capacity to transmit water, and is in the D hydrologic soil group. The Loup-Boel loamy sands with 0 to 3% slopes occupies approximately 20.9% of the site, has very high runoff abilities, and has high water transmissivity capabilities. The Loup-Boel loamy sands are in the AID hydrological soil group. The next most predominant soil type is the Vona loamy sand with 0 to 3% slopes. The Vona loamy sand has very low runoff ability, high water transmissivity capabilities, and is in the A hydrologic soil group. The Nelson fine sandy loam with 0 to 3% slopes is the smallest soil group on site, occupying only 12.8% of the site. The Nelson fine sandy loam is characterized by low runoff ability and moderately low to high water transmissivity capabilities, and is in the B hydrologic soil group. The NRCS Web Soil Survey report is included in Appendix B. Drai nage Study/069418002 1-1 ADVANCING OPPORTUNITY 1.2 SURROUNDING LAND USE The current land use to the north, east, and south of the site is cattle rangeland. In addition, a pipeline right-of-way (ROW), running east -west, is located to the north of the site, separating the site from the adjoining rangeland. A second pipeline ROW, running north -south, is located on the eastern edge of the site. The land to the west of the site is a crude oil storage terminal, operated by Saddle Butte Storage and Terminals, LLC (Saddle Butte), and is similar is use and design to the proposed Grasslands Terminal. The site is separated from the Saddle Butte terminal by the East Neres Canal. The land to the southeast of the site holds several crude oil storage and transfer terminals and oil and gas production sites. 1.3 CURRENT SITE DRAINAGE The current site drainage generally runs from west to east/southeast, with the lowest point of the site located in the southeast corner. The western portion of the property, bounded by the East Neres Canal, is the highest side of the site. The area immediately east of the canal has been built up for an access road for the canal, and the ground slopes towards the east from this access road. The northern edge of the property is a slight hummock, with a generally consistent elevation from west to east along the pipeline ROW, splitting stormwater drainage with shallow downward slopes to the north and south. A water supply ditch for the livestock pond located along the eastern edge of the site runs through the northern portion of the site. Due to the topography in this area, any precipitation that falls on the site north of the ditch will drain into the ditch and enter the offsite livestock pond. The eastern edge of the site is the natural low point of the facility, with runoff from the site generally draining east. Based on visual observations, the current runoff will either pool in the southeast corner of the site, and then continue to drain to the east, or will drain to the offsite livestock pond adjacent to the northeast corner of the site. The property to the south of the site is vegetated rangeland, with the exception of the construction access road, which heads directly south from the southeast corner of the site. The elevation of the southern boundary traverses from a high point along the western portion to a lower elevation in the middle, and then raises again slightly at the current construction entrance in the southeast corner. Minimal, if any, drainage of offsite precipitation onto the site is anticipated based on site observations and USGS contour maps and survey information provided by Zion. A photo log from LTE's site visit on March 8, 2018 is included in Appendix C. 1.4 PROPOSED SITE CONDITIONS The Grasslands Terminal will mix and store crude oil transported to the site via pipeline from various operators within the Denver-Julesburg and Wattenberg Basins. The final construction of the Grasslands Terminal will include five 250,000 barrel (bbl) bulk storage tanks, eight breakout tanks, a discharge manifold, mainline pumps, booster pumps, metering equipment, an outlet pig launcher, truck loading and unloading bays, a combustor, a motor control center (MCC) building, a control building, twelve fire water tanks, and an office building. The initial Drai nage Study/069418002 1-2 LT ENVIRONMENTAL construction phase will include two 150,000 bbl crude oil tanks, the discharge manifold, mainline and booster pumps, metering equipment, outlet pig launcher, MCC and control buildings,. one fire water tank, and the office building. For the purposes of this drainage study, the initial construction will be considered, as it will likely be several years before the final construction is completed. The final design uses the same bulk secondary storage tank berm construction and therefore does not impact the footprint of the site. The proposed construction is considered non -urbanizing for the purposes of this drainage study. The proposed site grading will level out the entirety of the site for operational purposes, creating a continuous shallow straight grade for sheet flow. The site drainage will mimic current site conditions, draining from west to east/southeast at slopes ranging from 1.4% to 1.5%. An earthen berm will be placed along the southern site boundary to prevent any offsite precipitation from entering the site. Any portion of the site not occupied by buildings, secondary containment structures, or concrete/gravel driving surfaces will be composed of hard -packed dirt. This unimproved portion of the site will occupy 28.95 acres of the final area. The bulk storage tank secondary containment will occupy 10.5 acres and the breakout storage tank secondary containment will occupy 0.1 acres, for a total of 10.6 acres of the final site occupied by secondary containment structures. The gravel drive, concrete truck unloading area, miscellaneous concrete areas, and buildings will occupy a total of 0.51 acres. The total site imperviousness of the final built facility, not including the secondary containment structures, will be 6.5%. The acreage and imperviousness for each site component mentioned above are summarized below in Table 1. Table 1. Proposed Site Imperviousness Site Component Area (acres) Imperviousness for Area a I Site Component, h Gravel Drive 2.59 0.4 1.036 0.19 1 0.190 Concrete Truck Unloading Buildings 0.2 0.9 0.180 Miscellaneous Concrete 0.12 1 0.120 "Unimproved" Ground 25.75 0.02 0.583 Total Site Acreage** 28.85 0.065* -- * Total site imperviousness = (Area 1 *Ii + Area 2*I? + Area 3 *I3)/( Total Area) ** Total Site Acreage does not include bulk storage tank secondary containment structures. The secondary containment for the crude oil storage tanks will occupy most of the eastern half of the site. Inlet equipment, mixing equipment, the MCC and electrical buildings, office building, single firewater tank, and outlet equipment will be located along the southern edge of the site. The gated entrance to the site will be in the southeast corner. The southern edge will generally be built up from the existing elevation. The western portion of the site will be built up to the approximate grade of the canal access road, and slope evenly to the east. The northern portion of the site will generally be cut slope. The grading plan, including the existing and proposed topography, secondary tank containment, and equipment locations are included in the figure in Appendix D. Drai nage Study/069418002 1-3 LT ENVIRONMENTAL As mentioned above, secondary containment structures will occupy 10.6 acres of the final site. The bulk storage tank secondary containment will be lined with a geosynthetic clay liner to prevent any releases of oil from spreading and infiltrating the soil. Therefore, the impervious secondary containment structures will capture precipitation. Thecontainment structures will not be equipped with drains or valves to ensure the capture of any releases of oil; any precipitation captured by the containments will be visually inspected for oil. If no oil is observed, large amounts of precipitation will be pumped out to the adjoining stormwater detention pond, in accordance with Title 40 of the Code of Federal Regulations, Part 112 Oil Pollution Prevention, Section (b)(1). Minor amounts of precipitation captured by the secondary containment structures will be allowed to evaporate. Drai nage Study/1069418002 1-4 Alva ADVANCING OPPORTUNITY 2.0 DRAINAGE ANALYSIS Based on observations made during the site visit and discussed above, the drainage basin for the project was estimated to fully encompass the historic site (39.45 acres in total), and does not include any off -site run-on due to natural, existing topography. Based on the determined drainage basin size, the Rational Method was selected as the methodology to calculate the historical 10 -year, 1 -hour storm runoff rate of the site to be used in designing the detention pond. 2.1 METHODOLOGY The Urban Drainage and Flood Control District (UDFCD) states that the Rational Method is an accepted method to analyze the design storm runoff for basins that are generally simple in topography and ground cover, less than 90 acres in size, and when only the peak flow is needed (such as for on -site detention pond design). The Weld County Code allows the Rational Method to be used for sites that are less than 160 acres in size. The Grasslands Terminal site meets all of these criteria. 2.1.1 Rational Method The Rational Method is based on the Rational Formula, which is: Q=CIA Where: Q = the peak rate of runoff (cubic feet per second [cfs]) C = runoff coefficient, a dimensionless coefficient equal to the ratio of runoff volume to rainfall volume I = average intensity of rainfall for a duration equal to the time of concentration, te (inches per hour [in/hr]) A = drainage area (acres) To calculate the peak rate of runoff, a catchment area and flow path must be delineated. The flow path will travel from the highest point within the area to the design point (such as a detention pond). Based on the length of the flow path, additional reaches may be designated based on flow type. Once the time of concentration, rainfall intensity based on time of concentration, and runoff coefficient are calculated/determined, the peak flow rate can be calculated using the Rational Formula. The UDFCD Peak Runoff Prediction by the Rational Method 2.00 Excel workbook was used for the calculations. Drai nage Study/069418002 2-1 LT ENVIRONMENTAL 2.1.2 Site Parameters The site catchment basin was divided into two portions: one to the north of the water supply ditch, as any precipitation that falls north of the ditch would flow into the ditch and then into the stock pond east of the site, and the rest of the site south of the water supply ditch. The following parameters have been determined or calculated for the Grasslands Terminal site. 2.1.2.1 Area. A The site was divided into two subcatchments based on the historical elevation contour map included in Appendix D. Historic subcatchment Hi, which encompasses the site area south of the former water supply ditch, has a total area of 26.4 acres. Historic subcatchment H2, which includes the area north of the water supply ditch as well as some of the area south of the ditch on the eastern edge of the site, has a total area of 13.05 acres. This subcatchment area was chosen based on the assumption that the area east of the site, including the stock watering pond, are generally lower in elevation than the rest of the site. The historical subcatchment designations are provided on Figure 4. 2.1.2.2 Runoff Coefficient, C As discussed in Section 1.1 above, a CS Web Soil Survey was completed for the site. The survey indicated that various soil types were present throughout the site. As Subcatchment 1 had a greater variety of soil types, a weighted C value was calculated for the area. The weighted C values were dependent on the 1`S hydrologic soil group, the associated area for each hydrologic group, and the percent imperviousness for the area. A general site imperviousness value of 2% was chosen based on the UDFCD-recommended percentage imperviousness values for undeveloped areas. Subcatchment 2 was predominantly part of the B hydrologic soil group, and also used an imperviousness of 2%. The C values for both subcatchments for various storm return periods were calculated through the runoff coefficient equations provided by UDFCD. 2.1.2.3 Average Rainfall Intensity, I The average rainfall intensity is the average rainfall rate (in inches per hour) for the period of time that is equal to the time of concentration. The time of concentration is the time required for water to flow from the furthest part of the basin to the design point. The time of concentration is equal to the overland flow time (in minutes) plus the channelized flow time (in minutes). However, a correlation study completed by UDFCD determined that the regional time of concentration should also be calculated, and the smaller time of concentration calculated by the two methods should be used for the average rainfall intensity calculations. For subcatchment Hi, an initial overland flow length of 500 feetwas chosen based on historical imaging on Google Earth and the site visit; a slope of 0.015 feet per foot ft/ft) was determined for this section. The site appears to channel flow from the 500 foot point through to the historical drainage exit in the southeast corner, for a total channelized distance of 1,005 feet. The slope for the channelized section was determined to be 0.016 ft/ft, and a NRCS conveyance factor of 5 (for tillage and field, from the UDFCD workbook) was chosen. Drai nage Study/1069418002 2-2 (kit? LT ENVIRONMENTAL For the area north of the water supply ditch, a maximum overland flow length of 100 feet was chosen before any precipitation enters the water supply ditch itself The slope for the overland section was determined to be 0.O14 ftlft. The length of the water supply ditch is approximately 1,392 feet, also with a slope of 0.014 ft/ft. The NRCS conveyance factor for a grassed waterway, equal to 15, was chosen. The results for both the standard and regional time of concentration, and the selected value to be used in the rainfall intensity calculations, for both subcatchments is presented in the workbook. The rainfall intensity for a variety of storm return periods (i.e.., 2 -year, 5 -year, etc.) is then calculated using the selected time of concentration, the standard Denver area rainfall intensity equation coefficients, and the 1 -hour rainfall depth in inches. The 1 -hour rainfall depths for the site were obtained from the National Oceanic and Atmospheric Administration ) Atlas 14, the most recent atlas in place for Colorado. 2.2 PEAK FLOW RESULTS Based on the above design parameters, the peak flow runoff rate for the 10 -year, 1 -hour storm for historical subcatchments Hi and H2 were calculated to be 4.4 cfs (using the weighted C values) and 2.07 cfs, respectively. The two subcatchments combine for a total peak flow runoff rate for the 10 -year, 1 -hour storm of 6.47 cfs. All the calculations discussed above were completed in the Peak Runoff Prediction by the Rational Method — LSD Rational ZOO Excel workbook, which is included in Appendix E. The historic peak runoff rate was used to design the detention ponds on the site. Drai nage Study/1069418002 2-3 ADVANCING OPPORTUNITY 3.0 DRAINAGE CONTROL DESIGN The proposed site drainage has been split into four areas. The first area, denoted as Subcatchment A, encompasses the majority of the western portion of the site and will be graded to enter a drainage control pond located immediately west of the southwest corner of the bulk storage tank secondary containment. There will also be a runoff control Swale, depicted on Figure 5, to direct flows to enter the pond. The second portion of the site, Subcatchment B, includes the developed area south and southeast of the bulk storage tank secondary containment and will be graded to enter a flood control pond located in the southeast corner of the site. The area will include swales or culverts as necessary to direct flow to the pond. The area south of the fenceline is considered to be non -developed, as it will not be graded or disturbed during site construction, and is not included in the Subcatchment B area calculation. The third area, Subcatchment C, is comprised of most of the area north and east of the bulk storage tank secondary containment and will be graded to drain to the offsite stock watering pond immediately east of the facility, mimicking historical flow conditions. The final area, Subcatchment D, consists of the bulk storage secondary containment structure. The four proposed subcatchment designations are provided on Figure 5. 3.1 DETENTION POND DESIGN - SUBCATCHMENT A, STORMWATER DETENTION POND The stormwater detention pond design for Subcatchment A, encompassing 13.4 acres of the site, was completed using the UDFCD Detention Design — UD-Detention V3.07 Excel workbook. The workbook provides an estimation for an extended detention basin (detention pond) sizing and outlet routing using the Modified Puls routing method. The workbook, including all inputs and calculations discussed below, is included in Appendix F. 3.1.1 Volume Calculation To determine the estimated volume of the detention pond, watershed characteristics, including watershed area, length, slope, imperviousness and soil type, were determined from the engineering drawing included in Appendix D. The Urban Storm Drainage Criteria Manual (USDCM) suggests a water quality capture volume (WQCV) drain time of 40 hours for a detention pond. The WQCV is a design parameter that helps size stormwater best management practices (BMPs) and is a function of the watershed area, the desired drain time and the percent imperviousness. The 1 -hour storm precipitation values were obtained using the NOAA Atlas 14 for 2 -year, 5 - year, 10 -year, 25 -year, 50 -year, 100 -year and 500 -year storms. The precipitation values determine the runoff volumes and the approximate detention volumes for each storm event. 3.1.2 Storage Calculation The initial surcharge volume provides an area to help minimize standing water and provide a place for frequent occurring runoff to go. The initial surcharge depth needs to be at least 4 inches to allow settling to occur. The initial surcharge volume is calculated as 0.3% of the WQCV with Drai nage Study/069418002 3-1 ISTV� -44 rip ADVANCING OPPORTUNITY an initial surcharge depth of 0.5 feet. The total available detention depth, 7 feet, is from the invert of the WQCV zone to the top of the 100 -year zone. A 4:1 slope for the main basin sides, as the shallower sidewalls are less susceptible to erosion and frequent maintenance activities. To convey low flows, a concrete trickle channel will be used at a 0.4% slope and 6 inch depth. This slope will allow less maintenance and keep flows stabilized. Based on the above parameters and the calculations in the UDFCD Detention Design UD - Detention Workbook V3.07 Excel workbook, a detention pond storage volume of 0.433 acre-feet is required. The pond dimensions at the surface are 101.8 feet by 62.8 feet by 7 feet. 3.1.3 Outlet Structure The outlet structure for the WQCV zone, which will manage the majority of stormwater captured by the pond, is an orifice plate with 4 rows, 11 inches apart with a circular orifice area of 0.4 square inches (in2) for the top three — the bottom will be a half circle with an area of 0.2 in'. This plate sizing allows the discharge rate to match the WQCV drain time of 40 hours recommended by the UDFCD. The 100 -year zone, which will only handle the largest storm volumes, will have a weir and pipe with a circular orifice plate. The bottom of the weir will start at the top of the WQCV zone, 2.74 feet, and will not have a slope. The overflow grate will be 70% open to ensure that there is hydraulic capacity even when there is clogging. A 40% clogging assumption is used to account for any large debris that may get in the flow path. For the outlet structure, the pipe diameter will need to be 10 inches to allow a discharge rate of 6.47 cfs. The discharge rate is equivalent to the 10 -year, 1 -hour peak runoff flow determined in Section 2.2, as required by the Weld County Code. An emergency spillway will be installed for any storm greater than the 100 -year peak runoff rate. The water in the detention pond will then flow to the low area in the southeast corner of the site. 3.2 DETENTION POND DESIGN — SUBCATCHMENT B, FLOOD CONTROL POND The flood control pond design for Subcatchment B, encompassing 5.5 acres of the site, was completed using the UDFCD Detention Design — UD-Detention V3.07 Excel workbook. The workbook provides an estimation for flood control only pond sizing and outlet routing using the Modified Puls routing method. The workbook, including all inputs and calculations discussed below, is included in Appendix G. 3.2.1 Volume Calculation To determine the estimated volume of the flood control pond, watershed characteristics, including watershed area, length, slope, imperviousness and soil type, were determined from the engineering drawing included in Appendix D. The 1 -hour storm precipitation values were obtained using the NOAA Atlas 14 for 2 -year, 5 -year, 10 -year, 25 -year, 50 -year, 100 -year and 500 -year storms. The precipitation values determine the runoff volumes and the approximate detention volumes for each storm event. Drai nage Study/069418002 3-2 Lbt .r< I ADVANCING OPPORTUNITY 3.2.2 Storage Calculation The total available detention depth, 2.7 feet, is due to below -grade piping present between 3 and 4 feet below grade in the pond area. A 3:1 slope was chosen for the main basin sides, as the shallower sidewalls are less susceptible to erosion and frequent maintenance activities. Based on the above parameters and the calculations in the UDFCD Detention Design UD- Detention Workbook V3.07 Excel workbook, a detention pond storage volume of 0.178 acre-feet is required. The pond dimensions at the surface are 92.9 feet by 41.8 feet to a depth of 2.7 feet. 3.2.3 Outlet Structure The outlet structure for the 5 -year storm volume is a circular orifice with an orifice diameter of 2 inches and the centroid is at 1 inch from the bottom of the pond. The 100 -year zone, which will only handle the largest storm volumes, will have a weir and pipe with a circular orifice plate. The bottom of the weir will start at the top of the 5 -year storm zone, 0.5 feet, and will not have a slope. The overflow grate will be 70% open to ensure that there is hydraulic capacity even when there is clogging. A 40% clogging assumption is used to account for any large debris that may get in the flow path. For the outlet structure, the pipe diameter will need to be 6 inches to allow a discharge rate of 6.47 cfs. The discharge rate is equivalent to the 10 -year, 1 -hour peak runoff flow determined in Section 2.2, as required by the Weld County Code. An emergency spillway will be installed for any storm greater than the 100 -year peak runoff rate. The water in the detention pond will then flow to the low area in the southeast corner of the site. 3.3 LIVESTOCK WATERING POND DRAINAGE The area north and east of the bulk storage tank secondary containment structure, occupying a total of 4.6 acres, will be graded to drain towards the existing offsite livestock pond located adjacent to the northeast corner of the site. This will be mimicking the historical flow for the area, as any precipitation that fell within Subcatchment 2 (the area north of the supply ditch) would flow to the supply ditch, and then to the livestock pond. The historical 100 -year, 1 -hour storm peak flow rate for Subcatchment 2 was calculated to be 23.59 cfs. The post -construction peak flow rate for the 100 -year, 1 -hour storm event, using an area of 4.6 acres, NRC S hydrologic soil group of B, 6.5% imperviousness, and an overland sheet flow length of 448 feet, was determined to be 9.82 cfs. Therefore, the proposed construction conditions are less than the historical runoff flow rates into the offsite livestock pond. Drai nage Study/069418002 3-3 -44 rn rip ADVANCING OPPORTUNITY 4.0 CONCLUSIONS The historical flow of the proposed Grasslands Terminal site is from west to east/southeast. As observed during the site visit conducted by LTE engineers and the topographic maps for the site, the historical site drainage included minor pooling in a low area in the southeast corner of the site. The proposed grading for the facility will maintain the general west to east/southeast drainage flow while maintaining a constant slope for operational purposes. The proposed site drainage was broken up into four sections. The first encompasses the western half of the site, which will largely consist of unimproved, bare ground as well as a gravel truck drive. The precipitation for this portion of the site will drain to a stormwater detention pond located at the southwest corner of the bulk storage tank secondary containment. The detention pond was designed to hold the 100 -year, 1 -hour precipitation volume, and the design release rate for the pond was equal to the 10 -year, 1 -hour peak release rate for the historical site conditions, or 6.47 cfs. The input parameters calculated a pond that is 101.8 feet by 62.8 feet to a depth of 7 feet below ground surface. The pond also includes sidewalls with a 4:1 slope. The pond outlet will be a weir and pipe with a circular orifice plate. The second portion of the site consists of the southern portion of the developed site, a total of 5.5 acres. The area will be graded, and swales and culverts will be installed as necessary, to drain the precipitation for the subcatchment to a flood control pond located immediately north of the site entrance in the southeast corner. The area includes the majority of the equipment, as well as the site buildings and portions of the access road. The flood control pond was designed to hold the 100 -year, 1 -hour precipitation volume, and the design release rate for the pond was equal to the 10 -year, 1 -hour precipitation volume, or 6.47 cfs. The input parameters calculated a pond that is 92.9 feet by 41.8 feet to a depth of 2.7 feet. The pond depth is limited both by shallow, below - grade piping in the area and elevation of the outlet point to allow for gravity drainage. The pond sidewalls were set at 3:1. The Pond Maintenance Plan, which includes both ponds, is included as Appendix H. The area along the very southern edge of the property boundary, outside the fenced area of the site, is not included in the site drainage calculations. According to Weld County Code Section 23-12-30(D), detention of the 1 -hour, 100 -year storm runoff rate falling on the developed site must be detained. The area south of the fenced facility will not be developed in any way due to a Saddle Butte pipeline right-of-way. Therefore, it is not considered part of the developed site. However, the discharge point for both ponds is located in the southeast corner of the undeveloped area in the lowest elevation section of the property and immediate surrounding properties. The third portion of the site consists of the areas north and east of the bulk storage tank secondary containment structure. This area, consisting of a total of 4.6 acres, will include the gravel truck drive and unimproved bare ground. This area will be graded to drain towards the existing offsite livestock pond located adjacent to the northeast corner of the site. Historically, the livestock pond was filled via a supply ditch that ran west to east along the northern portion of the site fed by the East Neres Canal, which borders the western edge of the site. Any Drai nage Study/069418002 4-1 4112 LT ENVIRONMENTAL precipitation that fell to the north of the supply ditch entered the ditch and eventually the livestock pond. The historical 100 -year, 1 -hour storm peak flow rate entering the livestock pond was calculated to be 23.59 cfs, while the proposed site portion peak flow rate will be 9.82 cfs for the same storm return rate. Therefore, the proposed peak flow rate will be less than the historical rate. The proposed grading will generally mimic the historical flow pattern for that area of the site. The final portion of the site is the bulk storage tank secondary containment structure, which will occupy 10.5 acres. The secondary containment structure will be lined with a geosynthetic clay liner to prevent any oil releases from infiltrating the soil. Any minor amounts of precipitation collected in the berm will be allowed to evaporate. Large amounts of precipitation will be visually inspected for a sheen. If no sheen is observed, the water will be pumped into the adjacent stormwater detention pond once the pond has a water level able to accept the additional water without overfilling the pond. Drai nage Study/1069418002 4-2 FIGURE Nit Isr N I kVO!R • K Id Y LEGEND •:1 I i II, 1 f 1 al/ C _-- I k Ns\ I �I 4.9 ;fall /`- A/ ' c SITE BOUNDARY C u Jib P 446 - if i ko 17. • ett r • 0 • COLORADO .I; U tat 4 Z 44850 484 �1 1 F 2 1 � •• L irk r C. • ar- • 48'00 • ti Y • • W 1 GRASSLANDS TERMINAL F r Windfl11 Q 4784 2,000 i a 4782 erde • • s • } 6 'T _4 s a I 48' I r $ ,A It q Sri) I, q a rY 4 T Q I' A alremearaaralifal . mac= et° f' ) 411� Aaa i 3r ‘t1(41 redi t.e) U n ii • 19 'i 30 IMAGE COURTESY OF ESRI/USES 4,000 Feet FIGURE 1 SITE LOCATION MAP GRASSLANDS TERMINAL WELD COUNTY, COLORADO N A (at? ZION ENGINEERING, LLC P�.Z1on',GISTel XD'D694' 8002_GRASSLAN DS'\0694' 8442_F1GO _SL_2D'8.mxd IMAGE COURTESY OF ESRI LEGEND FORMER WELLHEAD SHUT-IN WELLHEAD POND SUPPLY DITCH SITE BOUNDARY STOCK WATERING POND 0 400 8,00 Feet FIGURE SITE MAP GRASSLANDS TERMINAL WELD COUNTY, COLORADO ZION ENGINEERING, LLC nas7 P1ZicntGISMXD;&&941NCO2 GRASSLANDSWA.'418Q0L FIG&2 EITE 2C1S.n c National Flood Hazard Layer FIRMette 40' 12'30.0 0""NJ 104 37111.34" Y FEMA t .aurir: Fg gz c f [&rrti t r- eciogmpfliGc., ( L IAIg :s _:. Da, UaCi-i ("Sat Ic-r ,C E Jfl [C r11 and the: ([S Um, Community Legend SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zoi ee A. V. A99 With BEE or Depth Regulatory Floodway Zone AE, AO, AY,, LE, AR OTHER AREAS OF FLOOD HAZARD Y i.69. CC19C0 V O OTHER AREAS GEN ERAL STRUCTURES OTHER FEATURES MAP PANELS NO SCREEN 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile zone x Future Conditions 1% Annual Chance Flood Hazard zofe x Area with Reduced Flood Risk due to Levee. See Notes. Zone X Area with Flood Risk due to Leveezo�e b Area of Minimal Flood Hazard zonex Effective LOMRs Area of Undetermined Flood Hazard zone D - - Channel, Culvert, or Storm Sewer 111111111101 20.2 Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect err. Base Flo d Elevation Line (BFE) Limit of Study Jurisdiction Boundary - Coastal Transect Baseline - Profile Baseline Hyfdlrographic Feature Digital Data Available No Digital Data Available Unmapped This map complies with FEMA`s standards for the use of digital flood maps if it is not void as described below. The base map shown complies with FEMA`s base map accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 3/21/2018 at 12:15:21 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: base map imagery. flood zone labels, legend, scale bar, map creation date. community identifiers. FIRM panel number. and FIRM effective date. 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Y C ! ii r ` I ; 1 }' +� r III I s RA.�-,INAtHFAtI- 4:79 4EFFI , Q0,11 D.-0 Ch YEAR5TfJR111�lENT, H. C CO c.��' I Lid • III III I co fhRFSI '+ I I I r 1 -- x100 = RUNOFF 1; /,'EFFICIENT, *>�::� --• I 1 'CC �yi, � i -YEAR STGRM III -� \ ; L' J� iii i II I� ,� .:ypp S5 g 535 -- 't. - - _ iI ' �._ - II, - IIIIIIII I ' 1 B :•`, 4 l l 03 H. J-1:# i fi. 5.5.11 I0,46 itt inI �- to I 3-0 {� - -� — q. CO 00 I I 'd,, = rr ti I fat-( r I I - -- �I, ar c I -- I — — _ t I C AI /1,, !!!'-- •?f;.r ■ I 48 Oa , :. .�-�� - � __1-- � _ S ti J , ie et 4 _ 'W 4 J ii Li ILL .H Ael J ~� €• !� is Li �. r'`"l ;' J U. U i,, 4. Li - ,J 0 50 Ell, 100 200 FEET REVISIONS DRAWING INFORMATION BY DATE its -.7 L Biirn"I I'" f'.ner ., Y�;t CGl�pira •Erl;rlxnrrt • Frrxdra8`r PROPOSED SUBCATCHMENT DESIGNATIONS DESIGNED GD o�/20/1 JGM/AP x3/20/1 GRASSLANDS TERMINAL CHECKED KS O3/20/`1 S REVIEWED KS O3/20/1B PROJECT LOCATION: WELD COUNTY'. COLORADO PROJECT NO. 4094-18002 APPROVED KS O3/20/1B 8 ADD POND AP KS 04/10/18 CLIENT: ZION ENGINEERING REV NO.. B DWG. 5 SCALE: AS SHOWN A PRELIMINARY JGM/AP KS 03/22/18 NO. DESCRIPTION BY APPROVED DATE APPENDIX A CERTIFICATE OF COMPLIANCE CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I Kyle N. Schildt of LT Environmental, Inc. Consultant Engineer for Tallgrass Ener Partn�crs, L.P. ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of Grasslands Terminal ("Application") for the property described in the attached Exhibit "A."} I have designed or reviewed the design (:"Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described below. This certification is not a guarantee or warranty either expressed or implied. tdi (Engineer's Stamp) ocisPreQ4,, Ne sp. it /91v/ AL Engineer of Record Signature VARIANCE REQUEST 1) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. A Variance Request is not being submitted for the Grasslands Terminal. I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointee. Planning Director Name Signature Date of approval 1/13/15 APPENDIX B NRCS WEB SOIL REPORT USDA United States Department of Agriculture N 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 Grasslands Terminal March 14, 2018 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.nres.usda.gavlwpsl portallnreslmainlsoils/health!} and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.govllacator/app?agency=nres) or your N RCS State Soil Scientist (h ttp ://www. n res .0 sd a. g ovlwpsrpo rtal/nres/detail /so i is/conta ctu s!? 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 N RCS 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 2 How Soil Surveys Are Made 5 Soil Map 8 Soil Map 9 Legend 10 Map Unit Legend 11 Map Unit Descriptions 11 Weld County, Colorado, Southern Part 13 35—Loup-Boel loamy sands, 0 to 3 percent slopes 13 37 Nelson fine sandy loam, 0 to 3 percent slopes 14 44 —Olney loamy sand, 1 to 3 percent slopes 15 56—Renohill clay► loam, 0 to 3 percent slopes 17 69—Valent sand, 0 to 3 percent slopes 18 72 Vona loamy sand, 0 to 3 percent slopes 20 References 22 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only► a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy► of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 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. 8 4U'° 12'51" N O r Co w g i 4U'° 12' 37" N 104'° 37' 7" W N A 532510 Map Scale: 1:3,220 if printed on A landscape (11" x 8.5') sheet. I Custom Soil Resource Report Soil Map Meters 0 45 90 180 270 Fed 0 150 300 600 900 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 9 522930 533030 104° 36' 37" W 104° 36'37'W 4 (O W g W i Y i 2 T r g 40° 12' 51" N 44° 12' 37" N Custom Soil Resource Report MAP LEGEND Area of Interest (AUDI) Area of Interest (AOl ) Soils 1 Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features w 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 c a .0 Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation -4-f Rails aso 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 thedetail 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 16, Oct 10, 2017 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 Sep 22, 2016 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. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 35 Loup-Boel percent loamy slopes sands, 0 to 3 9.1 20.9% 37 Nelson fine sandy percent slopes loam, 0 to 3 5.5 12.8% 44 Olney loamy percent slopes sand, 1 to 3 11.6 26.6% 56 Renohill clay percent slopes loam, 0 to 3 11.1 25.7% 69 Valent slopes sand, 0 to 3 percent 0.0 0.0% 72 Vona loamy percent slopes sand,0to3 6.1 14.0% Totals for Area of Interest 43.4 100.0% 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 11 Custom Soil Resource Report was impractical to make enough observations to identify► all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity►, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Weld County, Colorado, Southern Part 35 Loup-Boel loamy► sands, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 362f Elevation: 4,550 to 4,750 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Not prime farmland Map Unit Composition Loup and similar soils: 55 percent Boel and similar soils: 35 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Loup Setting Landform: Swales, drainageways, streams Down -slope shape: Linear Across -slope shape: Linear Parent material: Sandy alluvium Typical profile H1 - 0 to 16 inches: loamy sand H2 - 16 to 40 inches: loamy sand H3 - 40 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 inlhr) Depth to water table: About 0 to 18 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available water storage in profile: Low (about 5.2 inches) Interpretive groups Land capability classification (irrigated): 4w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: AID Ecological site: Sandy Meadow (R067BY029CO) Hydric soil rating: Yes Description of Boel Setting Landform: Swales, drainageways, streams Down -slope shape: Linear 13 Custom Soil Resource Report Across -dope shape: Linear Parent material.- Stratified sandy alluvium Typical profile HI - 0 to 14 inches: loamy sand H2 - 14 to 60 inches: loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat poorly drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 inlhr) Depth to water table: About 18 to 36 inches Fre que ncy of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available water storage in profile: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): 4w Land capability classification (nonirrigated): 6w Hydrologic Soil Group: A Ecological site: Sandy Meadow (R067BY029CO) Hydric soil rating: No Minor Components Osgood Percent of map unit: 5 percent Hydric soil rating: No Valent Percent of map unit: 5 percent Hydric soil rating: No 37 Nelson fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol.- 362h Elevation: 4,800 to 5,050 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 57 degrees F Frost -free period: 145 to 190 days Farmland classification: Farmland of statewide importance Map Unit Composition Nelson and similar soils: 85 percent Minor components: 15 percent Custom Soil Resource Report Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Nelson Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Residuum weathered from sandstone Typical profile HI - 0 to 9 inches: fine sandy loam H2 - 9 to 30 inches: fine sandy loam H3 - 30 to 34 inches: weathered bedrock Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 2.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhoslcm) Available water storage in profile: Low (about 3.7 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Minor Components Thedalund Percent of map unit: 10 percent Hydric soil rating: No Olney Percent of map unit: 5 percent Hydric soil rating: No 44 Olney loamy sand, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 362r Elevation: 4,600 to 5,200 feet 15 Custom Soil Resource Report Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 175 days Farmland classification: Farmland of statewide importance Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Olney Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed deposit outwash Typical profile H1 - 0 to 10 inches: loamy sand H2 - 10 to 20 inches: sandy clay loam H3 - 20 to 25 inches: sandy clay loam H4 - 25 to 60 inches: fine sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhoslcm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 8e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Minor Components Vona Percent of map unit: 8 percent Hydric soil rating: No Zigweid Percent of map unit: 7 percent Hydric soil rating: No Custom Soil Resource Report 56 Renohill clay loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 3635 Elevation: 4,850 to 5,200 feet Mean annual precipitation: 11 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 100 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Renohill and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Renohill Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Residuum weathered from shale Typical profile - 0 to 9 inches: clay loam H2 - 9 to 32 inches: clay loam H3 - 32 to 36 inches: unweathered bedrock Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available water storage in profile: Low (about 5.6 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: D Ecological site: Clayey Plains (R06TBY042CO) Hydric soil rating: No Custom Soil Resource Report Minor Components Ulm Percent of map unit: 10 percent Hydric soil rating: No Shingle Percent of map unit: 5 percent Hydric soil rating: No 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: I nterdun es 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 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Custom Soil Resource Report Frequency of ponding: None Calcium carbonate, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.9 mmhoslcm) Available water storage in profile: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (non irrigated): 6e Hydrologic Soil Group: A Ecological site: Deep Sand (R067BY015CO), Sands (North) (PE 16-20) (R072XA021KS) Hydric soil rating: No Minor Components Dailey Percent of map unit: 5 percent Landform: I nterdun es 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) (R072XA022 KS) Hydric soil rating: No Julesburg Percent of map unit: 5 percent Landform: I nterdun es Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CG), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022KS) Hydric soil rating: No Vona Percent of map unit: 5 percent Landform: I nterd un es Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CG), Sandy (North) Draft (April 2010) (PE 16-20) (R072XA022 KS) Hydric soil rating: No Custom Soil Resource Report 72 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of local importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile - 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 inlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Custom Soil Resource Report Minor Components Remmit Percent of map unit: 10 percent Hydric soil rating: No Valent Percent of map unit: 5 percent Hydric 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. BS -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, O.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ n res/d etai I/natio na I/so i l s/?cid =nres 142 p2_0542 62 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=nres 142p2_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 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcsidetailisoils/ home/?cid=nres 142p2_053374. United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.goviwps/portal/nrcs/ detail/national/land use/rang ep astu re/?cid = ste l prd b 10430 84 22 Custom Soil Resource Report U nited States Department of Agriculture, Natural Resources Conservation Service. N ational soil surrey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ n res/detail/soils/scientists!?cid =nres 142 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 2 96 . http: //www. n res . usd a. gov/wps/porta I/nres/deta i I/nation al/soils/? cid =nres 142 p2_053624 U nited States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov"InternetiFSE_DOCUMENTS/nrcs142p2 052290.pd f 23 APPENDIX C PHOTO LOG View of site from northeast corner, looking west.. Fence line is northern property boundary. The Saddle Butte Storage and Terminals, LLC Milton Terminal is in the background. Project: 069418002 Grasslands Terminal Tall sass Terminals, LLC March 8, 2018 Photographic Log Advancing Opportunity Page 1 of 5 View of site from northeast corner, looking southwest. The Saddle Butte Storage and Terminals, LLC Milton Terminal is in the background. Note that the current site drainage is from west to east. Grasslands Terminal Tallgrass Terminals, LLC View of the site from the northwest corner of the site on the canal access road, looking southeast. The Anadarko Wattenberg Oil Complex, LLC facility is in the background. Project: 069418002 Grasslands Terminal Tallgras s Terminals, LLC March 8, 2018 Photographic Log Advancing Opportunity Page 3 of 5 View of the site from the southwest corner, looking east. The fence line is the southern boundary of the site. The point where the picture was taken is a high point of the facility drainage. The Anadarko Wattenberg Oil Complex, LLC facility is in the background. Project: 069418002 Grasslands Terminal Tallgras s Terminals, LLC March 8, 2018 Photographic Log Advancing Opportunity Page 4 of 5 View of the site entrance from near the proposed pond location, looking southwest The fence line is the southern facility boundary. Note the raised site entrance and potential low area in the middle of the photo. Project: 069418002 Grasslands Terminal Tallgras s Terminals, LLC March 8, 2018 Photographic Log Advancing Opportunity Page 5 of 5 APPE1NWIIX D DESIGN DRAWINGS L,'5 Cr z ! ` -`,• _- - '. j LEflENO /' i .,I ' ,++. :f I �-. .. ! -8.. ,. �. F --- - �' It S. FL; LNL� Nt64H [LJ 12�fa; --- aexlm 1 — I ' — I — + FeI,Nr,,%I !JLYINLII•I GAP R u ifT4T, I ' f ! J '., —STEEL PERFORATED FLOW CONTROL PLATE • AL. -POMP CP-P SET ((:P-1, • 1 I ,r ,OL_ i a f I I1 i I 0 I'0.: =-2 j I ' I 4835 / p ! i + i + t ,d .C i I I . 83 t - .,, YJY 4NCHOE. �� ++ ++ ) 1 ', i �� _ �! - -_ >~ ;_� `\ 1111 + I ❑ JTILITI' I'ELE.fiT?L I i - - _ '� C _1 I I �;1. M i i 1 i I I I' 0:I =d k 01.1T — .,.. • ' / I - T t 1 C ' + 1 + 3 milli - 0)'ERHE,C E_EC:TF.IC:,L I II i — 1 / -, r s• sue. saz• .��.rr _NE IJ. ~ ' - 1 ft 1 +\ `J 1 y I NI / 1 ' 1 ' 1 ' I 1111111 111111 2n P. E'JL'IRE FENCE l' {t 1 1 1 1 1 1 1 1 I .. - / --i_- ---r _• T — '�\ _ "i r. y 11 5 J CI.•I 10, r EiiI ;TIN �t t GATE } • 1 - _. + ,.-_ �-a_.'. •� _ 1 T. t I---Ti-L---==_4835r � —�-- _=L1 1._ I � ti 1 - 1 1 1 1 1 1 1 o 1 1 1 1 1 1 1 1 1 �! , 1 1 1 1 1 1 ,� E ;{I3TIN.i F4 LEFEUf1E " • `., �--- -ors �.�� I •. I' r tilt i� — -- -- ---- tilt 11 + EXISTIN- �w.5 LIVE i �r I •.� I .I 1 ;+ {=h11E1�LItJb QI HON: I J l �� ,, L'S .,•, I, lil E.JE5']FRo14C1 IJ.'• CV I. Ei, _ • ', _ �— t' t? ' . ,I'I'I,I I'I.I,I', SELTI:)N LINE - . fi l a • II 1 t ilKTrrNI?'IC!fTlf NiI11Nr •' ' ij• �1 -�`� '',. EXISTING t.'CANT4'JR9i1'INTERd4L. 1 1'I I -_• — _, t \ i1 I TRASH RACK ATTACHED BY INTERMITTENT f -t uH INK FEMJi,E I ( II' ■ WELDING ALL AROUND RLIVOFFCONTR0Li,V,ALE II ��` > > IJ, -Lir ' I , 1 c N. g-441 I) .ty I I I CO1r , -- -- f +r/,'. �. 4..i' ' • + • 1 + n --- 1 iE`'' I I i v� i I_ 1 _ NI: CV '+} 1 1 I I I I I I X4 •'1 ft � — .. -- -- I STRUCTURAL STEEL CHANNEL W= 18" OPENING ELEVATION = 4834.74' I 'ar t I ^ _ V) FORMED INTO CONCRETE 1�„ S,TOP�v11N T PETEKTION POND OO 4835 I BOLT 12" i B J j�,T1 STAINLESS STEEL BOLTS 0.7-r.r O.C. MAX I I' ( I' DR INTERMITTENT WELDS •- ((1 /c' •//f •1 I ill ., -1- ... 1 yI Ip� k WEAIT 1 EVATIO fA'T �,1 N '� �'-1 _ 1-830.71: 1 I1 1 i - I 11 11I I'' ' ` II I 1 � I •4 •'-• : ' ° ' •c\ii1 4 ' as F • _ — I'1 II I j4 BOTTOM OF POND/DRAIN INVERT ELEVATION = -825' J - , .,I: I' I , ` p I L J �! I ! ' ` I TRASH RACK =� •` 4 6 - ;' I % • 1 1 I 4835 ; 1 y` 11/16' DIAhdETER� 5 — ' «. it , I , I I I ,L ; I '� - I a ` �I FLOODO,I �r � u.a a J iT r ? ' n 11 0.C. I � I .• II • �' 10 HOPE op 1,762'©.34% SLOPE I w'° p t, I J A; I I ,. ". I BOTTOM OF POND D IN INNER ELEVATIO 482 "•: '�, 2' NEOPRENE GASKET 11" O.C. Jrr a • I b a AROUND CONCRETE OPENING '�■�.—�� ■_ ■ ■ • �1� J.w. ._Li. �� _�— --�� S r 5h1 Imo. TO CREATE A ATER-TIGHT u..1 -w — —: f SEAL BETWEEN THE ORIFICE �- R PLATE CONCRETE WALL OUTFALL INVERT ELEVATION = 4822.00' I AND - 4'x6' PAD. - TYPE L RIPRAP4J Or ! I ,�i . • �' r J , ,; i I.' t f1 -. _. :1 IS: R J Li Y it •T 11 S L.i c IL �II W 1 L IL I J �.� 1-: LL 0 50 100 200 FEET REVISIONS p�. i 9 ° ie (7st:arces.INFORMA11ON all - DRAWING BY DATE L Bilmn"st"tI� �Ar.,c !ar'Flia�c'Er�irna�rirrt • Frrxdra8`r ST RMWATER DETENTION POND PLAN DESIGNED 03/20/1 DRAWN JGD JGM�AP G x3/20/1irm7. GRASSLANDS TERMINAL Plitt . CHECKED KS 03/2Q/18 REVIEWED KS 43/20/18 PROJECT LOCA?ION;WELD COUNTY. COLORADO PROJECT N0. 0694-18002 APPROVED KS 03/20/18 B ADD POND AP KS 04/10/1 Sn'.o«� CLIENT: ZION ENGINEERING REV NO. B APPENDIX Dl SCALE: AS SHOWN A PRELIMINARY JGM/AP KS 03/22/18 NO. DESCRIPTION BY APPROVED DATE $J,_5 z ! --,. �_ ---. .� 2 LEfENO ~ = �I . • ■ • i • i II ■ ■ —i=•mss + �xm Nt= i FL:LtJLA tr4H [L`.: 14(4;1 . ■ -_ _ I J -' I —' _ + Fe I,Nr Al LIRY'KW 51GAP R u inT4T, I I I I I i 1 1 NyL\Jh1INJI: G'rtP SET (a:P-1, JY 11 - :- 'C}L_ II `ll::=-i 'JJ ' I I - v r j V..,0.--7v.rl I ..� i STEEL PERFORATED FLOW CONTROL PLATE t "° ; I i ( . 835 I I .,, 3JY INCH• E. I • I J +r`a I J� �� = c. I J. ❑ UTILITY PELLit; L I — - — _ 1 .4..":.t =kW I ! C i'I L7'JT / 1 I I I I I r �f __ r" C 1 1 1 1 I 1 0VERHEIC E_EC:TF.ICL,L IL ~• c' I r II i i y- — - ft + 1 i\ II ' -, 1 ,,!r 1 1 1 1 1 1 1 1 1 _NE 2nP.E7l'IRE FENCE it - ' r. ti J 5, . EX PIN a GATE ■• 1 1 -� - - -- �: . I \\ ti til 1 1 1 1 Ali T• ry y: �' ,.zl.F.•',�GYr/r,7.4�,li�'l.:lbFY�Z.Y,r,`i7/ijy.;FF >U 1 1 1 1 1 E;{I^eTIN 3 F4LEFEVf1E I —� � 4 1:5 ., I I t1 I i;r 1 1 1 1 1 1 1" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 EXISTINI '? S LIVE ` err I • 1 1 1 1 1 1 1 1 J an 1 1 1 1 1 1 1 1 .-- 1 + C=IA IEI?LII.ibgI IUQhL fY :� _ + `,•'. �� + L,1 II mills 1 1 1 1 1. y.' 1 1 1 1 1 1 1 E�aEOF ROAD ■ f, •i' 1 1 1 I --..-._. _._...._,._ _ .__... ...-.. 1 1 1 1 IJ. ' • f f' .�. i - - •¢ j,j cl• �_ t' .. ,• ti EELTI:)N LINE - I r 3h',";.• 1 1111 1 I I I 1111 um 1 1 '�''kRIEli ,SECISOMLIM= 1• .`, ' ` I , 1 , , , 1 1 1 3IxT��N- I J�i:TICN I INr l f f� `' i I 1 I I EXISTING tC*NT4'JRSi1'INTERVLI, ti ti+ , r` _, '.t \ I C- VIM LINK. I-ENi,E Ii I _ ��" i RLIYOFFCONTR0L ?W ALE i > > ti. ,.yr. j1 � •— `;,� TRASH RACK ATTACHED BY INTERMITTENT r ' i I '-•\`..ti f WEL6ING ALL AROUND I I --f' r ; N.Y-11Y t a? I -- - +r/ r 1 - i I 1 � n __I Ico te) I A• A E` + I K I ..J t B s 6th % — I - I i _ %:,:- - ..` I PI III —+ - f 'I t I I 1 I I I r ,;,L,;'' 1x1 �.^ ' ; I III ----- O I n 111 I I' 1'�% STOPfv11N T DETENTION POND °° . 483 STRUCTURAL STEEL CHANNEL A 1 W. 18 OPENING ELEVATION = 4820 I y I 1 J 2, FORMED INTO CONCRETE IJ, —Icr, 1$,I "� "C'.+ / ' i STAINLESS STEEL BOLTS BOLT 12." � i - •. • O.C. MAX ;' !' y , I I - 4 • OR INTERMITTENT WELDS I li '• I: `�-`1'V��R EVATION = .830.74' - - - I,`1 _...-0_ _ a •_ .. ELEVATION N 7 BOTTOM OF POND/DRAIN INVERT = 48125' t I i I " I I- 1 , ' I 'JI i F .. -. 9. i i .a a5 1 I I 83 I TRASH RACK -., . - : t iII i' — A �. 2.5' • I .- " d I ) FLOOD CONITR, 2ND L• " a 2.? IJ.I, , _- + I 1T I II R 'f _—i II a•. - I\ 10 HOPE _ -- II 1,762'©.34% SLOPE i I �: 1 BOTTOM OF POND D IN INVER ELEVATIO 482 DIAMETER — . ..a OUTFALL INVERT ELEVATION =I482.00 > > I GASKET 2' NEOPCONCRETE PAa. E L RI PRAP — TYPE Y r AROUND CONCRETE OPENING ' t I • 4840' r ti — s TO CREATE A WATER -TIGHT SEAL BETt1'EEM THE ORIFICE ! I% J f' ',. f I. !f --. CONCRETE AND WALL -. _. IL cl J Li IL 11 L.I IL W L IL J - 1-: LL IN 0 50 I DO 20 FEET REVISIONS CI DRAWING NAl1ON BY DATE 7 ci--' 11 6"n7°n�"t I" L-Bii r.tr.71 �Gl�pira "-E« 1>t•Frrxdla8`r FLOOD CONTROL POND PLAN. _. I"�'b ■� "a► ' }' __r �► DESIGNED cD o3/2o,�1 DRAWN JGM/pP O3/20/1 GRASSLANDS TERMINAL CHECKEDKSO3/20/1 S „ A , ,re I ,', y ' Ir. REVIEWED KS O3/20/15 PROJECT LOCATION; WELD COUNTY. COLORADO PROJECT N0. 0694-18002 APPROVED KS 03/20/1 a B ADD POND AP ICS 04/10/18 CLIENT: ZION ENGINEERING REV NO. B APPENDIX D2 SCALE: AS SHOWN A PREUMINAR( LIGM/AP KS 03/22/18 NO. DESCRIPTION BY APPROVED DATE DI... APPENDIX E FCD PEAK RUNOFF PREDICTION BY THE RATIONAL METHOD PEAK RUNOFF PREDICTION BY THE RATIONAL METHOD Version 2.00 released May 2017 Urban Drainage and Flood Control District Denver, Colorado Purpose: Function: Content: Intro Rational Calcs Weighted C Weighted Slope Weighted Tc Design Info Acknowledgements: Comments? Revisions? This workbook applies the Rational Method to estimate stormwater runoff and peak flows from small urban catchments (typically less than 90 acres) 1. To calculate the runoff coefficient, C for a catchment 2. To calculate the time of concentration, and then compare with the regional time of concentration limit used for the Denver region. The smaller one is recommended as the rainfall duration for use with the Rational Method. 3. To calculate the design rainfall intensity and resulting peak flow rate. The workbook consists of the following five sheets: Describes the purpose of each sheet in the workbook. Performs Rational Method calculations, Q = CIA Supporting tool to calculate area -weighted runoff coefficients from sub -areas. Supporting tool to calculate length -weighted slope from multiple flow reaches. Supporting tool to calculate reach -weighted time of concentration from multiple flow reaches. Provides background information from the USDCM Spreadsheet Development Team: Derek N. Rapp, R.E. Peak Stormwater Engineering, LLC Holly Piza, P.E. and ken Mackenzie, P.E. Urban Drainage and Flood Control District Direct all comments regarding this spreadsheet workbook to: Check for revised versions of this or any other workbook at: UDFCD email Downloads UD-WORKBOOK UD-RATIONAL 2.00_v2.xlsm, Intro 4/9/2018, 4:19 PM Calculation of Peak Runoff using Rational Method Designer: K. Howe Company: L I t=iwIrcnrlen:al. Date: 4. ?:21.11 ti ProjOtt: Gi A9.il:?nr IF: 1 -MTh 1 -MTh— ? Location: •Pi<oc: ['.moil.•. t,cAsr.xxr Version 2.00 released nay 2017 ( IIR :1t 01 a cninr Ark" Yr IY.4U 'h: imrrr-Input Cii:118 :,l I%. i:culni %(Fe 'hr c .irul9thaPonelt? a:ilci*$ C;:IIc :d 11't:calm :a:: ;u •::ah:...:6a1 i::::ul x Iia x: un cxvrrrirk:x ti = - t ).. I.; = l t — �t 60k -L: St ^'O4'r Camput:•d 4. = RcC_u_ta1-r. (26 1713 SD(1.1t+7),: tm.n•m•in• i (urt!anJ tm.n.m.sn.— 1C (non-u'han) = W64:1 hi,irur,� ni �f {.n�rp�.ls?r] Ir . tafii'n La'} 1 -flour rainfall aeptn. P1 IInI ■l 0.55 8 2-yr Rainfall Intensity Equation Coefficients = 5-yr 1 1:3 I 1.411 I '.ii= I 2.2' l e-yr 25-yr 50-yr 7R. C: 1n.cc• I I1.71M it at,+h r) 351.5 t OH efl •+'•'u r two CA -_1n3 cb irtttl Tore t"•-• R 0.•i;'. wPGr.1e frill I; tm3 emit 100-yr seo-yr 2.E l I -1.9Y — l,yt 1 {!l ::fi) = i:lrl Subcatchmenl Nanny: Area (at) (or] NRCS Hydrologic 5011 Group Percent Runoff Coefficient, C Ovariand (InRlal) Flow Time Channelized (Travel) Flow Time Tinto of Concentrallon Rainfall Intensity. 14Ii, hr'1 Peak FIow.4 ale) 2-yr 5-yr 10-yr 25-yr 5U-yr 100-yr 500-yr Overland Flaw Length L; (ft) WS Elevation (R) (Gptinnal) 0!S Elevation (ft) (Optional) Overland Fltw Slops: Si ift'ft) Overland FlOw Tin1C t; unit) Channelized Flow L t. as* L, (ft) UPS Elevation (ft) 4Optional) DOS Elevation (ft) rOptionai) Channelized Fltw Slope Sr (ftifi) NRCS Conveyance Factor K Channelized Flow veiotity V, (Reset) Channelized Flow 'limo t, (min) Camputod (rnln} Regional L• (min} Scicctcd t, (min) 5-yr 10-yr 25-yr .50-yr 100-yr 500-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr -ii 211.40.: 0.01 0.03 3.13 0.33 0.40 0.43 0 59 =tx:•.UU U.ti'b 37.`4 IJUH.:xi ;i.c1F b 11.3.3 2ts.cE 33.130 34.1:4/0.25 33.97 1.12 14n 1.04 2.42 2043 3.33 5.'5 0.,3- 2 32 7A4 21.13 01 35 45.07 %v3.0O 0.01 0.03 :x.00 0.23 0.70 0.33 050 37.tr,5 x;442 110 4.40 14.34 23.22 35,.19 w'.17 -17 13.455 n 7.•.) �.O1 0.01 0.07 rt.2R 0.24 0A4 Ico.nn 11.0'4 0 °-4 17.:42. 13471.:6 li.C:14 15 1.:7 131:7 22.025 4K7f 33.R 1.32 1 75 2.17 2.85 47 4.15 COX 0. 5 D 26 2.07 7 e .73 1: SC 23.50 42.05 A 10.40 B 6.5 C.iu 3.11 U..:£i 0.✓a U.1b U bt i5.7,3.00 0.0-5 1334.0 ..-;(.....:13 JCCO 10 0.55 43.:33,r,5.ELr rr.CB v=.K£ U.$1 1 'Jr 1.3:5 `.1b 2.13 2.4.:•1L. 3.r u.3? U o3 1.W..2 E.r% IU ai 1c:U:r 21.{53 I3 5.C.0 B 0.5 0.IL1 i).U� 3.11 I).24} U.ri ' 41.43 (I 58 5.r}.00 0.02.8 30.:.4; 47.00 O.CCE 10 0.77 110 SG.Os 41.4.. 35.F:Y. 1.2:) 1 M) 1.4ii `2.ti4l 3.17 3.7'..i5.53 U.2i a :i8 1:14 4.15 ii. L i3. K: `7.111 t; 4.Rn n 6.5 4.03 • ,' :J.I I 0.24= 0.'L 0AS 0 5G 0:3.2L (I a3 7401? In 1.:io 55.22 ;4.9C 21.8C1.'15 I cr7 2A5 3.21 2.9I 4.62 $.23 0.22. D..13 1.23 +1.28 b.:,6 5i.f's2 17.59 44a.nn rift? an Area -Weighted Runoff Coefficient Calculations i Version 2.00 released May 2017 Designer: K. Howe Company: LT Environmental, Inc. Date: 4/9/2018 Project: Grasslands Terminal Location: Weld County, Colorado Su bcatch ment Name 1 LED: Flow Direction. Cat& ftent oundary 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) MRCS Hydrologic Soil Group Imperviousness Runoff Coefficient, C Percent 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr H1-1 5.59 A 2.0 0.01 0.01 0.01 0.01 0.04 0.13 0.27 H1-2 9.19 B 2.0 0.01 0.01 0.07 0.26 0.34 0.44 0.54 H1-3 13.05 D 2.0 0.01 0.05 0.15 0.33 0.40 0.49 0.59 Total Area (ac) 27.83 Area Area -Weighted -Weighted C 0.01 0.03 0.09 0.24 0.31 0.40 0.51 Override C 0.01 0.03 0.09 0.24 0.31 0.40 0.51 UD-WORKBOOK UD-RATIONAL 2.00_v2.xlsm, Weighted C 4/9/2018, 4:21 PM APPENDIX F UDFCD DETENTION DESIGN - SUBCATCHMENT A, STORMWATER DETENTION POND DETENTION BASIN DESIGN WORKBOOK UD-Detention, Version 3.07 (February 2017) Urban Drainage and Flood Control District Denver, Colorado www.udfcd.org Purpose: Function: This workbook aids in the estimation of stormwater detention basin sizing and outlet routing based on the modified puls routing method for urban watersheds. Several different BMP types and various outlet configurations can be sized. 1. Approximates the stage -area -volume relationship for a detention basin based on watershed parameters and basin geometry parameters. Also evaluates existing user -defined basin stage -area relationships. 2. Sizes filtration media orifice, outlet orifices, elliptical slots, weirs, trash racks, and develops stage -discharge relationships. Uses the Modified Puls method to route a series of hydrographs (i.e., 2-, 5-, 10-, 25-, 50-, 100- and 500 -year) and calibrates the peak discharge out of the basin to match the pre -development peak discharges for the watershed. Content: Basin Outlet Structure Reference User Tips and Tools BMP Zone Images Acknowledgements: Comments? Revisions? This workbook consists of the following sheets: Tabulates stage -area -volume relationship estimates based on watershed parameters Tabulates a stage -discharge relationship for the user -defined outlet structure (inlet control) . Provides reference equations and figures. Provides instructions and video links to assist in using this workbook. Includes a stage -area calculator. Provides images of typical BMP zone confirgurations corresponding with Zone pulldown selections. Spreadsheet Development Team: ken Mackenzie, P.E., Holly Piza, P.E. Urban Drainage and Flood Control District Derek N. Rapp, P.E. Peak Stormwater Engineering, LLC Dr. James D.Y. Guo, Ph.D., P.E. Professor, Department of Civil Engineering, University of Colorado at Denver Direct all comments regarding this spreadsheet workbook to: UDFCD email Check for revised versions of this or any other workbook at: Downloads Pond.xlsm, Intro 3/23/2018, 12:57 PM DETENTION BASIN STAGE -STORAGE TABLE BUILDER Up -Detention, Version '3.0T (February 2017) Project Basin ID: MUM" „et Mehee 1 ,E run "i Example Zone Configuration (Retention Pond) Required Volume Calculation Selected Bl'P Type = Watershed Area = Waterat'ed Length = .'craters hed Slope = Watershed Imperviousness- = Percentage Hydrologic Soil Group A = Pen;enl-dge Hydrolcyic Suil Croup B = Percentage Hydrolcyic Sal Croups Ca = Desired WQCV Drain Time = EDS 13.40 772 0.015 x55.' 0.0% 100.0% 0.14 a 40.0 Lccatioi for 1 -hr Rainfall Depths = User Input Water Qualify Capture Vdurne (oNIQCV; = Excess Urban Runoff Volume (ELRV) = 2-yr Runoff Volume (P1 = 0.85 in.) = 5-yr Runoff Volume (P1 = 1.12 in) = 1C-yr Runoff Volume (P1 = 1.4 in.) = 25-yr Runoff Volume (Pt = 1.84 in) 5C-yr Runoff Volume (Pt = 2.24 in) 100-yr Ru mil' Volume (P1 = 2.58 in.) = 500-yr Runoff Volume (P1 = 3.91 in.) _ ApproCrnale 2-yr Detention Volume = Ap.. oiiim ale 5-r Detention Volume= Ajprrxcirnale 1C-yr Deluder' Volume= Approximate 2 .-yr Dderifiun Volume = Approximate 5C-yr Detention Volume = Appruxirnate 1 CC -F Detention Volume = Stage -Storage calculation Zone 1 Volume (WQCV) Zone 2 Volume (1C0-yyeer - Zane I) Select Zane 3 Storage Volume (Optional] = Total Detention Basin Volume = Initial Surcharge Volume (ISV) _ Initial Surcharge Depth (ISD) = Total Available Detention Depth (1],,521) Depth of Trickle Ct'annel (H ©) _ Slope or Trickle Channel (Src) = Slopes ofMain Basin Sides (S,,,,;,,) = Basin Lengtt'-b-Widtt' Rollo (R1, ) = Initial Surcharge Area (As] Surcharge Volume Length (LE] az Surd's rs a Volume Width (Wrw) 5. Depth of Basin Flax (I-IF5oc] Length or Basin Floor 0 -non,] Width or Basin Floor Minims) _ Anna of Basin Floor (Armed Volume or Basin Floor(Vrrnm] _ Depth or IU5rin Basin (HmarJ Length o1M in Basin Width of Main Basin (Miami _ Area ofMain Basin (Ar..;nH) = Volume ofMain Basin (4,,:41N) = Calculated Total Basin Volume (V,;,n,i] = x.051 0.079 0.037 0.0633 0.193 0.603 1.066 1.560 2847 0.035 0.069 0.161 0.275 0.306 0.433 0..051 0°81 0.433 7 0.50 7.00 0.50 0.CC4 4 4 13 3.7 3.7 0.20 55.5 15.4 910 70 5.80 101.8 528 6.3922 18,755 0.433 acres fl, Rift pamernt percent percent percent hours acre4Eet acre -reel. acre-feet acre-feet acre-feet BUTS -NU aGre4EEi acre -reed acre-IEet GR3-rEet acre -rest a Gr8TEei a ere -feet acre -reel a ore -feet acre-feet acre-feet a ere-fEEt acre -rest t nn3 n n ft n.n H:V rtft2 ft tt rt Ft n rri ft's n r1 n rt'i nes acre-feet Optional User Otiemde 1 -hr FYEcipdaVon inches inches inches Inches inches Inches inches a.85 1.12 1.40 1.84 224 268 391 Depth Imminent =I O1 IR Stage - Storage Description Stage (R; Optional Override Stage (ft; Length (U) Width (n) Area (lh2) Optional Override Area (1VQ; Arta (acre) Volume (IL^3; Volume (a ca.; Top at lllicropool 0.00 3.7 3,7 13 a.Cca tSV 0.50 3.7 1.7 13 0.000 7 0.000 0.60 17 3.7 13 0_0CD 8 0.000 0.70 17 3.7 13 0.000 9 0.000 0.80 17 37 13 0.000 11 0.000 0.90 a7 37 13 0.000 12 0.000 1.00 3.7 17 13 0.000 13 0.000 1.10 26.5 93 246 0_CC6 23 0.001 1.20 61.9 15.5 807 0.019 73 0:002 Floor 1.20 54.5 15.2 ear) a.02.0 82 0.002 1.30 56.1 17.1 960 0.022 155 0.004 1.40 56,9 17.9 1.019 aCr,e3 264 0.006 1.50 57/ 18.7 1„079 0.025 269 0.008 1.50 68.5 19.5 1,141 0.026 480 0.011 1.70 59.3 20.3 1.204 0.028 598 0.014 1.80 80.1 21.1 1.259 0.029 721 0.017 190 60.9 21.6 1.,334 0.031 951 0.02) 2.00 61.7 227 1.401 0.032 988 0.023 210 62.6 23.6 1.476 0.0.4 1,146 0.026 2.20 63.4 244 1,546 0.035 1.297 0.030 2.30 64.2 25.2 1,617 0.037 1.455 0.033 2.40 65.0 26:0 1,689 0.039 1.621 0.037 2.50 65.8 2f18 1,762 0.040 1.793 0.041 260 56.E 27.6 1,837 0.042 1,973 0.045 2.70 674 28.4 1,913 0.044 2161 0.050 Zone 1 (WQCV) 2.74 67.7 28.7 1.944 0.445 2238 0.051 2.80 68.2 2a2 1.990 0.046 2356 0.054 2.90 69.0 30.0 2059 0.047 2559 0.059 3.00 69.8 30.8 2149 0.049 2.770 0.064 3.10 70.E 31.6 Z230 0.051 2989 0.069 3.20 71.4 32.4 2.312 0.063 1215 0.074 3.30 72.2 3a2 2396 0.055 3451 0.079 3.40 73.0 34.0 2481 0.057 3695 0.086 3.50 73.8 34.8 2,567 0.069 a847 0.091 3.50 74.6 35.6 2,655 0.061 4208 0.097 3:70 75.4 36.4 2.743 0.063 4.478 0.103 3.80 75.2 37.2 2.833 0.065 4.757 0.109 3.90 77.0 38.0 2.925 0.067 5045 0.116 4.00 77.8 38.8 3017 0.069 5.342 0.123 4.10 78.5 39.5 aril 0.071 5.648 0.130 4.20 79.4 40.4 1206 0.074 5.964 0.137 4.30 813.2 41.2 3.303 0.076 6.290 0.144 4.40 81.0 42.0 1401 0.078 6.625 0.152 4.50 81.8 42.8 3,500 0.0E0 6,970 0.160 4.60 82.6 436 3;600 0.083 7.325 0.168 4.70 83.4 44.4 3.702 0.085 7.690 0.177 4.80 €4.2 45.2 3,805 0.087 8.055 0.186 4.90 85.0 46.0 3609 0.050 8451 0.1,94 5.00 85.8 46.8 4.014 0.092 8,847 0.202. 5.10 85.6 47.6 4.121 0.095 9.254 0.212 5.20 87.4 48.4 4.229 0.097 96671 0.222 5.30 E8.2 49.2 4.338 0.100 10,100 0.232 5.40 89.0 50.0 4.449 0.102 10,539 0.242 5.50 89.8 50.8 4.66.0 0.106 10,969 0.252 5.60 90.6 51.6 4.674 0.107 11.451 0.263 5.70 91.4 524 4.788 0.110 11,924 0.274 5.80 92.2 512 4904 0.113 12.409 0286 5.90 93.0 54:0 5.021 0.115 12.906 0.296 6.00 93.8 54.8 5.139 0.118 11413 0.306 6.10 94.6 55.6 5258 0.121 11213 0.320 6.20 05.4 56.4 5379 0.123 14.466 0.332 6.30 96.2 57.2 5501 0.126 15009 0.345 6.40 97.0 58.0 55625 0.129 155.565 0.357 6.50 97.8 58.8 5749 0.132 16.134 0.370 6.50 96.6 59.6 55875 0.135 16,715 0.384 6.70 994 60.4 6.002 0.128 17.309 0.397 6.80 10012 61,2 6131 0.141 17.915 0.411 6.90 101.0 62.0 6261 0.144 18.536 0.426 Zone 2 (100 -year) 6.95 101.4 624 6326 0.146 18.860 0.433 7.00 101.8 628 6,392 0.147 19.167 0.440 7.10 102.6 616 6524 0.150 19.813 0.4655 7.20 1014 64.4 66658 0.153 20.472 0.470 7.30 104.2 65.2 6792 0.165 21.146 0485 7.40 106.0 55.0 6.929 0.159 21.831 0.501 7.50 1058 66.8 7,055 0.162 22.531 0.517 7.60 106.6 57.5 7205 0.165 21244 0.534 7.70 107.4 68.4 7445 0.169 21972 0.550 7.80 106,2 59.2 7485 0.172 24.713 0.567 7.90 109.0 70.0 7629 0.175 25.469 0.585 8.00 1 C9.8 70.8 7.772 0.178 25.239 0.602 810 110.6 71.6 7.917 0.182 27.023 0.620 8.20 111.4 724 6.054 0.185 27.822 0.639 8.30 1122 71.2 6212 0.189 28.535 0.557 8.40 113.0 740 8.261 0.192 29.465 0.676 8.50 1118 748 8.511 0.195 30.208 0.656 8.60 1146 75.6 8.652 0.199 31.167 0.715 8.70 115.4 76.4 6.815 0.202 32.041 0.736 8.80 116.2 77.2 8.969 0.205 32930 0756 8.90 117.0 78.0 9124 0.209 31836 0777 9.00 117.6 78.8 9281 0.213 34.755 0.796 910 118.6 79.5 9.439 0.217 35.691 0819 9.20 119..4 80.4 9.598 0.220 36.643 0841 9.30 120.2 81.2 9759 0.224 37.611 0363 9.40 121.0 82.0 99220 0.228 38.%5 0886 9.50 121.8 818 10.083 0.231 39.596 0.209 9.50 1226 83.6 10.248 0236 40.611 0.232 9.70 12314 84.4 10.413 0239 41.644 0.956 9.80 124.2 85.2 10.520 0.243 42624 0.980 9.90 1250 86.0 10.748 0.247 43,760 1.005 Pon d.xlsrn. Basin 4/10,2018,11:27 AM Detention Basin Outlet Structure Design UD- Detention,Version 3.07 (February 2017) Project: Basin ID: 1004R upwwlE euRY I Wocv PERMANENT POOL ZONE 3 ZONE2 ZONE ZONE 1AND 3 ORIFICES 100 -YEAR ORIFICE Example Zone Configuration (Retention Pond) User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Underd rain Orifice Invert Depth = Underdrain Orifice Diameter = N/A N/A Zone 1(WQCV) tone 2 (100 -year) Zone 3 Stage (ft) Zone Volume (ac -ft) Outlet Type 2.74 0.051 Orifice Plate 6.95 0.381 Weir&Pipe (Circular) ft (distance below the filtration media surface) inches 0.433 Total Calculated Parameters for Underdrain Underdrain Orifice Area= N/A ft2 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 IMP) 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 2.74 11.00 N/A ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches 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 WQ Orifice Area per Row = N/A ft2 Elliptical Half -Width = Elliptical Slot Centroid = Elliptical Slot Area = N/A N/A N/A feet feet ft2 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 0.20 0.40 0.40 0.40 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 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 %a = Debris Clogging TO= Zone 2 Weir Not Selected 2.74 6.00 0.00 6.00 70% 40% ft (relative to basin bottom at Stage =0 ft) feet H:V (enter zero for flat grate) feet %, grate open area/total area 35 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 Not Selected 2.50 10.00 User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Stage= Spillway Crest Length = Spillway End Slopes= Freeboard above Max Water Surface = 7.00 10.00 4.00 1.00 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 Wet Height of Grate Upper Edge, Ht Over Flow Weir Slope Length = G rate O pen Area / 100-y r O ri f ice Area = Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 2 Weir Not Selected 2.74 6.00 46.20 25.20 15.12 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 2 Circular Not Selected 0.55 0,42 N/A N/A Calculated Parameters for Spillway Spillway Design Flow Depth= Stage at Top of Freeboard = Basin Area at Top of Freeboard = 0.86 8.86 0.21 feet feet acres ft2 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) = Predevelcpment 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 3.91 0.051 0.079 0.037 0.063 0.193 0.693 1.066 1.580 2.847 0.050 0.079 0.036 0.063 0.192 0.692 1.066 1.579 2.847 0.00 0.00 0.01 0.02 0.20 0.75 1.12 1.59 2.74 0.0 0.0 0.1 0.3 2.7 10.0 15.0 21.3 36.7 1.0 1.6 0.7 1.3 3.8 13.5 20.8 30.6 54.7 0.0 0.9 0.0 0.3 4.0 7.1 9.6 23.1 50.2 N/A N/A N/A 1.1 1.4 0.7 0.6 1.1 1.4 Plate Overflow Grate 1 Plate Overflow Grate 1 Overflow Grate 1 Outlet Plate 1 Spillway Spillway Spillway N/A 0.04 N/A 0.0 0.2 0.3 0.3 0.3 0.3 N/A N/A N/A N/A N/A N/A N/A N/A N/A 23 24 19 24 21 13 9 3 2 24 25 19 25 24 21 18 15 9 2.61 2,80 2.27 2.76 2.90 5.24 7.14 7.56 8.03 0.04 0.05 0.04 0.04 0.05 0.10 0.15 0.16 0.18 0.045 0.054 0.032 0.052 0.058 0.226 0.459 0.527 0.608 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 60 50 40 lawIn v 30 O J U- 20 10 0 500YRIN 500YR0UT 100YR IN - - a a 103YR OUT 50YR IN • la `• a a 50YR OUT • . • • '- T . a 25YR IN -- - 25YR OUT 10YR IN •I I • ; s • • • --- 10YROUT 5YR IN • • . • '. SYR OUT 2YR IN • a. '.. `• -- - 2YR OUT EURVIN .• ■ la +EURVOUT WCICV IN :I N • . 1 �• i r Ilist .• . wCICV OUT ,4 . . i• • • Oil ■ Sib • • 0.1 1 TIME [hr] 1# 9 8 ia 500YR i 7 - 6 - r 5 W C z El 4 O C- 3 2 1 100YR 50YR 25YR � IDYR 5YR - 2YR aEURV woo/ 0.1 1 DRAIN TIME [hr] 10 100 AREA [ftA2], VOLUME (ftA3] 140,000 120,000 100„000 80,000 60,000 40,000 20,000 0 O User Area [ft^2] Interpolated Area [ft^2] — • • -l• . • S u m ma ry AA re a [ft^2] Volume [ft^3] .•-0w•. Sum maryVolume [ft^3] Outflow refs] ...*.. Sum mary0utflaw [cfs] 0.00 2,00 4.00 6.00 8,00 PONDING DEPTH [ft] 10.00 12.00 14.00 3,000.00 2,500.00 2,000.00 Pa - 1,500.00 O 1,000.00 500.00 0.00 16.00 APPENDIX G UDFCD DETENTION DESIGN - SUBCATCHMENT B, FLOOD CONTROL POND DETENTION BASIN DESIGN WORKBOOK UD-Detention, Version 3.07 (February 2017) Urban Drainage and Flood Control District Denver, Colorado www.udfcd.org Purpose: Function: This workbook aids in the estimation of stormwater detention basin sizing and outlet routing based on the modified puls routing method for urban watersheds. Several different BMP types and various outlet configurations can be sized. 1. Approximates the stage -area -volume relationship for a detention basin based on watershed parameters and basin geometry parameters. Also evaluates existing user -defined basin stage -area relationships. 2. Sizes filtration media orifice, outlet orifices, elliptical slots, weirs, trash racks, and develops stage -discharge relationships. Uses the Modified Puls method to route a series of hydrographs (i.e., 2-, 5-, 10-, 25-, 50-, 100- and 500 -year) and calibrates the peak discharge out of the basin to match the pre -development peak discharges for the watershed. Content: Basin Outlet Structure Reference User Tips and Tools BMP Zone Images Acknowledgements: Comments? Revisions? This workbook consists of the following sheets: Tabulates stage -area -volume relationship estimates based on watershed parameters Tabulates a stage -discharge relationship for the user -defined outlet structure (inlet control) . Provides reference equations and figures. Provides instructions and video links to assist in using this workbook. Includes a stage -area calculator. Provides images of typical BMP zone confirgurations corresponding with Zone pulldown selections. Spreadsheet Development Team: ken Mackenzie, P.E., Holly Piza, P.E. Urban Drainage and Flood Control District Derek N. Rapp, P.E. Peak Stormwater Engineering, LLC Dr. James D.Y. Guo, Ph.D., P.E. Professor, Department of Civil Engineering, University of Colorado at Denver Direct all comments regarding this spreadsheet workbook to: UDFCD email Check for revised versions of this or any other workbook at: Downloads Pond.xlsm, Intro 4/10/2018, 11:26 AM DETENTION BASIN STAGE -STORAGE TABLE BUILDER t)D-detention, Version S.OT (February 2017) Pto$at Basin ID: xoua.r� R+'+I nets isfehell riled ▪ qty. teats 150 - -` a▪ ir "i Example Zone Configuration (Retention Pond) Required Volume Calculation Selected Bl'P Type = WalershEd Area = Watershed Length = 'Watershed Slope = Watershed Imperviousness = Percen la ge Hydrologic Scrl Group A= Percentage Hydrolcyic Soil Croup B = Percentage Hydrolcgic Sal Croups CJD = Desired WQCV Drain Tirne= Location for 1 -hr Rainfall Depths = Water Quality Capture Volurrle('WQCV) = Excess Urban Runoff Volume (ELRV) = 2-yr Runoff Volume (P1 = 0.85 in.) = S-yr Runoff Volume (P1 = 1.12 in.) 1C-yr Runoff Velum e%(P1 = 1.4 in.) = 25-yr Runoff Volume (Pt = 1.84 in.) 5C-yr Runoff Volume (P1 = 2.24 in.) = 106-yr Runoff Volume (P1 = 2.68 In.) = 50C-yr Ruruff Volume (P1 = 3.91 ter.) _ Appro>ornale 2-yr Detention Volume = Approlarnale 5-yr Detention Volume = Approximate 1C-yr Detention Volume = Approximate 25-yr Detention Volume = Approximate 5C-yr Delentivn Volume = AFxroxirnale 1 CC -r Detention Volume = Stage -Storage Calculation Zone 1 Volurne(5-yyeart = Zone 2 Veto Me (1CO-year - Z 1) _ Select Zone 3 Slawge Volume (Optional) = Total Detention Basin Volume hri6dl Surcharge Volume (ISV) _ Initial Surcharge Depth (ISD) _ Total Available Detention Depth (lj,,,el) Depth cfTrickle Channel (H ©) _ Slope of Trickle Channel (Sri) = Slopes ofMain Basin Sides (S,,,,;,,) = Ea sin Length-bWidth. Ratio (Rim) = Initial Surcharge Area (Arm) Surcharge Volume Length' (Lip!) az Surcharge Volume' Width (Wnw) ■ Depth of Basin Flax (I-Ir,n ) Length or 2asin Fkor 0-nond a Width or Basin Floor (Wrlonrt) Awns of Basin Floor (Ann ) Volume orBasin Floor (Vrinoa)' Depth of Iltrin Basin (Hmajn) ■ Length of Main Basin (Lvalpj Width or Main Basin ('WF,:;,Irj' Area ofMain Basin (Ar.:anrt) Volume ofMain Basin (Vn:rinj =- Calculated Total Basin Volume (V,„Id) No BMP 5.50 620 0.015 5Ci!-; o.0%a, 1C0.01%, 0.0!4. M'A User Input 0.021 0.032 0.015 0.025 0.079 0.224 0.437 0.848 1.169 0.014 0.024 o.cc6 0.113 0.126 0.178 0.024 0.153 0.178 M'A M'A 2.70 0.00 O.cCO 3 3 0 00 0.0 0.00 76.7 25.6 1.969 0 270 929 41.8 3,878 7.735 0.178 - ,a rut rasirrai Flood Control ally eras tt Mt percent pouvent portent percent hairs acre-fEet acre -feel acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet acre-feet a Gre-FEEL acre -feel a GIB -NIA acre-feet acre-feet acre-TEet a GIB -Nei dare -feet acre-FEd acre-feet ft n3 n n ft n.n H: ni lt'2 It It tt ll 0 I1'2 lId3 ft. fl ft 1.'22 1t'5 gas -rest Optional User Otienide 1 -hr PYEcipllaVon inches inches inches Inches inches Inches inches 0.25 1.12 1.40 1.24 224 258 391 Depth Increment =l 01 IR Slave - Slordge Description Stage (n; Optional Override Stave (It; Length. (rt; Width (n; Area (It'2; Optional Override Area (1VQ) Area (acre, Volume (IM3; Volume (ac -n) Media Surface 0.00 75.7 25.6 1.966 0.015 01'0 77.3 2612 2021 0.046 199 0.006 020 77.8 267 2077 0.048 283 O:C09 0.30 78.4 27.3 2.140 0.049 594 0.014 0.40 76.0 27.9 2.204 0.061 81,2 0.019 0.50 79:6 2a5 22139 0.052 1,035 0.024 Zone 1 (5 -year) 0.50 79.7 2a6 2275 0.052 1.068 0.024 0.60 8(02 29.1 2234 0.054 1,255 0.029 0.70 80.8 29.7 2.400 0.065 1.502 0.024 0.80 81.4 30.3 2.467 0.067 1.745 0.040 0/0 82.0 30.9 2,6.34 0.1258 1,965 0.046 1.00 82:6 31.5 4602 0.050 2.252 0.052 110 93.2 32.1 2671 0.061 2516 0.058 1.20 23.8 32.7 2740 0.CC3 2785 0.064 1.30 24.4 38.3 2,811 0. C65 3,C64 0.070 1.40 96.0 33.9 2.882 0.026 3248 0.077 1.50 85.6 345 2.':53 0.028 3:640 0.024 1 .60 66.2 35.1 3.026 0.669 3,939 (LOGO 1.70 86.8 357 3:099 0.071 4,245 0.097 1.80 87.4 383 3,173 0:073 4.569 0.105 1.90 28.0 36.9 3247 0075 4.280 0112 2.00 98.6 37.5 3323 0.076 5208 0.120 210 69.3 38.2 3406 0.078 5579 0.128 2.20 899 38.8 3483 0.080 6923 0.136 2.30 50.5 39.4 3..561 0.082 6,275 0.144 2.40 91.1 40.0 3639 0.024 6.635 0.152 2.50 61.7 40.6 3718 aces 7,003 0.161 2.60 923 41.2 31798 0.067 7,379 0.11.69 Zone 2 (100 -year) 2.70 W2 41.8 S878 0.089 7'.763 0.178 2.80 932 424 3959 0.091 8.154 0.187 2.90 941 410 4.041 0.063 8.554 0.196 3.00 947 43.6 4.124 O. COS 8563 0.2C6 3.10 96.3 44.2 4.207 0.007 9.379 0215 3.20 96:9 44.3 4.291 0.069 9.804 0,225 3.30 96.5 45•.4 4.376 0.100 10.237 0.236 3:40 97.1 46.0 4.461 0.102 10,679 0.245 3.50 97.7 46.6 4.547 0.104 11.130 0.256 3.60 982 47.2 4,534 0.106 11,589 0.266 3.70 981 47.8 4.722 0.108 1' 2.056 0.277 3.80 99.5 48.4 4.810 0.110 12,5523 0.288 3.90 1CO. 1 49.0 4.899 0.112 13,019 0.299 4.00 100.7 49.6 4.989 0.115 13.513 0310 4.10 101.3 50.2 5079 0.117 14.016 0.322 4.20 101.9 50.8 5171 0.119 14.529 0.334 4.30 1025 51.4 6253 0.121 15;051 0:346 4.40 103:1 520 5355 0.123 15.5661 0.358 4.50 1037 52.6 5449 0.125 16.122 0.370 4.60 104:3 53.2 5,543 0.127 16,671 0.383 4.70 104.9 518 5.638 0.129 17.230 0.3516 480 1065 54.4 5733 0.132 17.799 0.406 4.90 1051 55.0 5.829 0.124 18.377 0.422 5.00 1 C6.7 55.6 5,926 0.126 18965 0.435 5.10 107.3 552 5024 0.128 19.`62 0.449 5.20 107.9 56.8 5122 0.141 20.168 0.403 5.30 1055 57.4 5222 0.143 20.787 0.477 5.40 1 C9.1 58.0 6,321 0.146 21.414 0.492 5.50 109.7 58.6 5422 0.147 220511 0.506 5.60 110.3 59.2 6.523 0.150 22.208 0.521 5.70 1109 59.8 5625 0.152 23.366 0.536 5.80 111.5 60.4 6.728 0.154 24.023 0.551 5.90 112.1 61.0 6.£432 0.157 24.7011 0.567 6.00 112.7 61.6 6.936 0.159 255.390 0.583 6.10 1133 62.2 7,041 0.162 26.088 0.599 6.20 113.9 62.8 7.146 0.164 26.796 0.615 6.30 114.5 63.4 7.253 0.166 27.518 0.632 6.40 1151 64.0 7,260 0.169 28.248 0.648 6.50 1157 64.6 7,467 0.171 25960 0.666 6.60 116.3 65.2 7.576 0.174 29.742 0.683 6.70 1159 65.8 7.285 0.176 30.506 0.7C0 6.80 117.5 66.4 7,795 0.179 31.279 0.718 6.90 1181 67.0 7,906 0.181 32064 0736 7.00 116.7 67.6 9,017 0.184 32820 0754 7.10 119.3 68.2 8129 0.187 33.667 0773 7.20 119.9 68.8 8242 0.189 34.486 4752 7.30 12015 69.4 5366 0.192 35316 0.811 7.40 121.1 70.0 9.470 0.19'4 36.157 0.830 7.50 121.7 70.6 8585 0.197 37.010 0.850 7:60 1223 71.2 8700 0.200 37.874 0.869 7/0 1229 71.8 5817 0.202 35750 0.850 7.80 1235 72.4 8934 0.2106 39.637 0.910 7.90 124.1 710 9,052 0.208 40.537 0.931 8.00 124.7 716 9170 0.211 41.448 0;952 8.10 125.3 74.2 9.290 0.213 42371 0.973 8.20 125.9 748 9.410 0.216 41366 0.994 8.30 1265 754 9,531 0.219 44.153 1.016 8.40 127.1 710 9.662 0.222 45212 1.038 8.50 127.7 76.6 9.774 0.224 46.183 1.060 8.60 128.3 77.2 9.897 0.227 47.167 1.083 8.70 125.9 77.3 10.02.1 0230 4a 163 1.106 8.80 1295 7t4 10.145 0.233 49.171 1.129 8:90 130.1 79.0 10.270 0.226 50.192 1.152 9:00 130.7 79.6 10.396 0.239 51.225 1.176 9.10 131.3 80.2 10.522 0.242 52.271 1.200 9.20 131.9 80.8 10.6650 0.244 51329 1.224 9.30 132.5 81A 10.777 0.247 54.401 1.249 9.40 133.1 82.0 10.506 0.250 55.485 1.274 9.50 1317 82.6 11.026 0.253 56.582 1.299 9.60 134.3 812 11.166 0.256 57.6592 1.324 9.70 134.9 818 11.296 04,259 58,815 1.350 Pend 2nIs III. 23 Sill omit& 4:16 PM Detention Basin Outlet Structure Design U D -Detention, Version 3.07 (February 2017) Project: Basin ID: 1AA:Selt VOLUMEI EURV'1 --��E wocv T PERMANENT POOL ZONE 3 ZONE 2 "-ZONE I ZONE 1 AND 2f ORIFICES 100-4EAR ORIF:CE 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 (5 -year) Zone 2 (100 -year) Zone 3 Stage (ft) Zone Volume (ac -ft) Outlet Type 0.50 0.024 Circular Orifice 2.70 0.153 Weir&Pipe {Circular) ft (distance below the filtration media surface) inches 0.178 Total Calculated Parameters for Underdrain Underdrain Orifice Area = U nderdra in 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 = 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 inches User Input Stage and Total Area of Each Orifice Row (numbered from lowest to hig hest) 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 = N/A ft2 Elliptical Ha If -Width = Elliptical Slot Centroid = Elliptical Slot Area = N/A N/A N/A feet feet ft2 Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) 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 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) 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 User Input: Vertical Orifice (Circular or Rectangular) Invert of Vertical Orifice = Depth at top of Zone using Vertical Orifice = Vertical Orifice Dia meter = Zone 1 Circular Not Selected 0.00 0.50 2.00 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 = Zone 1 Circular Not Selected 0.02 0.08 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 2 Weir Not Selected 0.50 4.00 0.00 4.00 70% 40% 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 Not Selected 0.50 6.00 User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Stage= Spillway Crest Length = Spillway End Slopes = Freeboard above Max Water Surface = 2.70 4.00 4.00 1.00 ft (distance below basin bottom at Stage = 0 ft) inches ft (relative to basin bottom at Stage = 0 ft) feet H:V feet Spillway Design Flow Depth= Stage at Top of Freeboard = Basin Area at Top of Freeboard = Calculated Parameters for Overflow Weir Height of Grate Upper Edge, Ht = 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 0.50 4.00 57.04 11.20 6.72 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 2 Circular Not Selected 0.20 0.25 N/A N/A Calculated Parameters for Spillway feet feet 0.70 4.40 0.12 acres ft2 feet radians Routed Hydrogra ph 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 (cfsfacre) = Predevelopment Peak 0 (cfs) = Peak Inflow 0 (cfs) _ Peak Outflow 0 (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 E U RV 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 3.91 0.021 0.032 0.015 0.026 0.079 0.284 0.437 0.648 1.169 0.020 0.032 0.015 0.025 0.079 0.284 0.437 0.648 1.167 0.00 0.00 0.01 0.02 0,17 0.63 0.94 1.35 2.34 0.0 0.0 0.0 0.1 0.9 3.5 5,2 7.5 12.9 0,4 0.6 0.3 0.4 1,4 4.9 7.5 11.0 19.7 0.1 0.1 0.0 0.1 0.9 1.5 4.3 8.7 18.0 N/A N/A N/A 0.7 1.0 0.4 0.8 1.2 1.4 Vertical Orifice 1 Overflow Grate 1 Vertical Orifice 1 Vertical Orifice 1 Outlet Plate 1 Outlet Plate 1 Spillway Spillway Spillway N/A 0.00 N/A N/A 0.1 0.1 0.1 0.1 0.1 N/A N/A N/A N/A N/A N/A N/A N/A N/A 28 22 35 25 12 7 6 4 3 59 48 67 54 26 12 10 8 6 0.33 0.51 0.24 0.41 0.65 2.43 3.01 3.25 3.56 0.05 0.05 0,05 0.05 0,05 0.08 0,09 0.10 0.11 0.016 0.024 0.011 0.019 0.032 0.155 0.207 0.229 0.262 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) n VI v r O 25 20 15 10 5 0 SCOYR IN 5Q0YR OUT 100YR IN a a 1C0YROUT 50YR IN a a 50YR OUT a25YRIN I -- - 2SYR OUT •�'- 10YR IN • _ -- - 10YR OUT • ,'• SYR IN ♦ • 4 SYR OUT w •• 2YR IN • •• --- 2YROUT •• '- EU RV I N U •• _ a , EURV OUT . • • L • WCICV IN wncv OUT • • • S . • • • • • • 41/4 a • • 1 ti NS - 00 - X 0.1 1 TIME [hr[ 0.1 1 10 100 DRAIN TIME ]hr] AREA [ft^2], VOLUME [ftA3] 160,000 140,000 120,000 100,000 80,000 60,000 40,000 20,000 0 User Area [fth2] Interpolated Area [ft^2] Summary Area [fth2] Volume [fth3] ..4.-. Summary Volume [fth3] Outflow refs] • •# • • Summary Outflow [cfs] 0.00 2.00 4.00 6.00 8.00 PONDING DEPTH [ft] 10.00 12.00 14.00 6,000,00 5,000.00 4,000.00 3,000.00 cI u. 2,000.00 1,000,00 0.00 1€.00 APPENDIX H POND MAINTENANCE PLAN OPERATION AND MAINTENANCE MANUAL STORMWATER DETENTION POND AND FLOOD CONTROL P OND GRASSLANDS TERMINAL MARCH 2018 REVISED APRIL 2018 Prepared for: TALLGRASS TERMINALS, LLC Lakewood, Colorado Advancing Opportunity .r< I ADVANCING OPPORTUNITY OPERATION AND MAINTENANCE MANUAL STORMWATER DETENTION POND AND FLOOD CONTROL POND GRASSLANDS TERMINAL MARCH 2018 REVISED APRIL 2018 Prepared for: TALLGRASS TERMINALS, LLC 370 Van Gordon Street Lakewood, Colorado 80228 Prepared by: LT ENVIRONMENTAL, INC. 4600 West 60th Avenue Arvada, Colorado 80003 (303) 433-9788 Lit? ADVANCING OPPORTUNITY TABLE OF CONTENTS 1.0 INTRODUCTION 1-1 1.1 PURPOSE 1-1 1.2 LOCATION 1-1 2.0 POND FUNCTION AND APPURTENANCES - SDP 2-1 3.0 POND FUNCTION AND APPURTENANCES - FCP 3.1 INFLOWS 3-2 3.2 OUTLET WORKS AND EMERGENCY SPILLWAY 3-2 4.0 GENERAL MAINTENANCE 4-1 4.1 RESPONSIBILITY 4-1 4.2 MAINTENANCE TASKS AND FREQUENCY 4-1 4.2.1 Inspections 4-1 2.1 INFLOWS 2-1 2.2 LOW -FLOW CHANNELS 2-1 2.3 OUTLET WORKS AND EMERGENCY SPILLWAY 2-1 3 -2 4.2.1.1 Erosion Control 4-1 4.2.1.2 Sediment Accumulation 4-1 4.2.1.3 Structural Integrity 4-1 4.2.2 Vegetation Management 4-2 4.2.2.1 Weed Control and Invasive Plant Removal 4-2 4.2.3 Property Management 4-2 4.2.3.1 Nuisance Control 4.2.3.2 Debris and Litter Removal 4-2 4.3 UNSCHEDULED MAINTENANCE 4.4 NOTIFICATIONS 4.5 GENERAL ANNUAL SCHEDULE 4.6 OTHER REQUIREMENTS I 4-2 4-3 4-3 4-3 4-3 -44 ADVANCING OPPORTUNITY FIGURE 1 FIGURE 2 TABLE 1 APPENDIX A APPENDIX B APPENDIX C TABLE OF CONTENTS (continued) FIGURES SITE LOCATION MAP SITE MAP TABLES STORMATER DETENTION POND INSPECTION AND MAINTENANCE REC O RD APPENDICES STORMWATER DETENTION POND DETAILS FLOOD CONTROL POND DETENTION DETAILS GENERAL SEED MIXES FOR '►1ELD COUNTY ii. ADVANCING OPPORTUNITY 1.0 INTRODUCTION This Water Quality Pond Operation and Maintenance (O&M) manual has been prepared to assist Tallgrass Terminals, LLC (Tallgrass), the owner, with guidelines and procedures to ensure that the Stormwater Detention Pond (SDP) and the Flood Control Pond (FCP) at the Grasslands Terminal will function adequately and properly as originally intended. 1.1 PURPOSE The SDP and FCD are designed to detain the 100 -year, 1 -hour stormwater runoff volume from respective portions of the Grasslands Terminal, and release the runoff volume at a rate equal to the historical 10 -year, 1 -hour peak flow rate. The SDP, FCP, and design volume/release rates are a requirement in Weld County Code Chapter 23, Article 12, Section 30 — Drainage Policy to mitigate the impacts of offsite property damage due to increased runoff rate, including potential flooding and/or erosion. 1.2 LOCATION The Grasslands Terminal is located in the southeast quarter of the northwest quarter of Section 24, Township 3 North, Range 65 West in Weld County, Colorado. The site is approximately 39.45 acres in area and is approximately one -quarter mile east of Weld County Road (WCR) 47 and approximately one-half mile north of WCR 30. The property was previously and agricultural/rangeland area. The SDP is located at the southwest corner of the bulk storage tank secondary containment structure The FCP is located immediately north of the site entrance, in the southeast corner of the facility. The SDP and FCPwere completed in 2018. The Site Location Map is provided as Figure 1. Operation And Maintenance Manual 1-1 LecrF ADVANCING OPPORTUNITY 2.0 POND FUNCTION AND APPURTENANCES — SDP The SDP is located adjacent to the southwest corner of the bulk storage tank secondary containment structure. The site has been graded so that precipitation that falls on the western portion of the site, 13.4 acres in size, will drain to the SDP. Stormwater will enter the SDP via a trickle channel, swales or through overland sheet flow and then flow into the main pond area. The outlet structure has been designed to restrict flow at higher volumes to the calculated, historical 10 -year, 1 -hour peak flow rate of 6.47 cubic feet per second (cfs). The controlled stormwater flow exits the outlet structure through a 10 -inch outlet pipe and drains to the natural low area in the southeast corner of the site. The Site Map detailing the SDP is included as Figure 2. Summary of Pond Volumes: Water Quality Capture Volume: 0.051 acre-feet (AF) 100 -year Detention Total Volume: 0.433 AF 2.1 INFLOWS The SDP receives stormwater through sheet flow from the unimproved western portion of the site, which will be graded to direct flow towards the pond. Sheet flow is runoff that flows overland and is not concentrated in swales. An earthen berm will be built along the southern boundary of the facility to prevent run-on of offsite precipitation. Two runoff control swales will drain stormwater into the pond basin area. Stormwater will enter the trickle channel to reduce the velocity of stormwater flow, and then enter the pond basin area. 2.2 LOW -FLOW CHANNELS Low flows entering the SDP are first directed through a winding soft -bottom trickle channel. The channel runs from the north of the pond south to the pond structure itself. The low -flow channel aids in proper pond drainage as minor and nuisance flows have a clear, direct path to the pond's outlet structure, reducing the likelihood of the water pooling and becoming stagnant. 2.3 OUTLET WORKS AND EMERGENCY SPILLWAY The outlet structure provides outlet flow control to reduce stormwater velocity to allow for entrained sediment to settle. Flows are retained and managed by the water quality orifice plate. During a major storm event (i.e., larger than the statistical 100 -year storm event pond peak inflow), the water level will eventually rise and begin flowing over the designed emergency overflow spillway. A storm event which exceeds the design capacity of the SDP (100 -year detention capacity) will cause the volume of the pond to rise and flow over the designed emergency overflow spillway. If an emergency event were to occur, contact the Tallgrass site manager to determine if unscheduled maintenance is required. Operation And Maintenance Manual 2-1 ISTV� .r< MI ADVANCING OPPORTUNITY 3.0 POND FUNCTION AND APPURTENANCE — FCP The FCP is located immediately north of the site entrance, in the southeast corner of the facility. The site has been graded so that precipitation that falls on the southern portion of the site, 5.5 acres in size, will drain to the FCP. The FCP is exclusively for flood water control, and does not include any water quality appurtenances. Stormwater will enter the FCP via swales, culverts, or through overland sheet flow and then flow into the main pond area. The outlet structure has been designed to restrict flow at higher volumes to the calculated, historical 10 -year, 1 -hour peak flow rate of 6.47 cubic feet per second (cfs). The controlled stormwater flow exits the outlet structure through a 6 -inch outlet pipe and drains to the natural low area in the southeast corner of the site. The Site Map detailing the FCP is included as Figure 2. Summary of Pond Volumes: • 100 -year Detention Total Volume: 0.178 AF 3.1 INFLOWS The FCP receives stormwater through sheet flow from the southern portion of the site, which will be graded to direct flow towards the pond. Sheet flow is runoff' that flows overland and is not concentrated in swales. An earthen berm will be built along the southern boundary of the facility to prevent run-on of offsite precipitation. Runoff control swales and culverts, as necessary, will drain stormwater into the pond basin area. 3.2 OUTLET WORKS AND EMERGENCY SPILLWAY The outlet structure provides outlet flow control to reduce stormwater velocity to allow for entrained sediment to settle so as to now block the outlet pipe. Flows are retained and managed by the water quality orifice plate. During a major storm event (i.e., larger than the statistical 100 - year storm event pond peak inflow), the water level will eventually rise and begin flowing over the designed emergency overflow spillway. If an emergency event were to occur, contact the Tallgrass site manager to determine if unscheduled maintenance is required. Operation And Maintenance Manual 3-2 ADVANCING OPPORTUNITY 4.0 GENERAL MAINTENANCE 4.1 RESPONSIBILITY Maintenance of the SDP and FCP is the responsibility of Tallgrass. Improper maintenance may result in stagnant water and related hazards. As such, regular inspections should be performed to properly administer the maintenance needs of the pond. Adjacent properties should not pollute the pond with litter or improperly dispose of harmful substances. 4.2 MAINTENANCE TASKS AND FREQUENCY Maintenance tasks are organized into three categories: Inspections, vegetation management, and Property Management. 4.2.1 Inspections Proper inspections and maintenance of the SDP and FCP ensures that stormwater flows in and out of the ponds as designed. An inspector should be experienced in relevant aspects of construction, erosion, and sediment control. The SDP and FCP proposed construction drawings are included as Appendix A for reference during inspections. 4.2.1.1 Erosion Control Inspect the perimeter of the ponds, including around the retaining wall, for signs of erosion. Inspect the retaining wall underdrain outlets for signs of excess erosion caused by drainage. • Frequency: Biannually: March and September 4.2.1.2 Sediment Accumulation Inspect the ponds for sediment accumulation. Verify that the retaining wall underdrain outlets are intact and free of sediment. Sediment removal may require the use of a vacuum truck. Inspect the outlet structure water quality orifice plates for entrained debris, including sediment, which could impede their functions. • Frequency: Biannually: March and September 4.2.1.3 Structural Integrity Inspect the entirety of the SDP and FCP structures including outlet structures, retaining walls, fences, and railings for structural integrity. Observe and record the presence and size of any cracking or damage to the concrete, railings, or flow -control structures. Make the determination on whether repairs are required. • Frequency: Monthly: April through October during active construction. • Frequency: Biannually: March and September once construction is completed. Operation And Maintenance Manual 4-1 Le.(,„77F n 003 ADVANCING OPPORTUNITY 4.2.2 Vegetation Management The ponds will be revegetated upon completion of construction to provide erosion control and enhance site stability. Berms and side -sloping areas will be restored with a Weld County - recommended seed mix featured in Appendix B. In the spring and fall, any vegetation present should be inspected to determine if reseeding is required. Dead and decomposing vegetation should be removed as they can easily clog the outlet structure. Mowing, if necessary, should be conducted a minimum of biannually (i.e., June and September). 4.2.2.1 Weed Control and Invasive Plant Removal Noxious weeds should be treated and removed by Tallgrass as needed. Only "environmentally - friendly" products should be used by a qualified professional. Use selective pruning methods to eliminate undesirable species of plants. Obtain the services of a vegetation or landscaping professional to identify and selectively remove invasive and undesirable species from the no -mow zone and the pond. • Frequency: Biannually: May and September 4.2.3 Property Management Many activities that occur near or around the ponds will affect the overall health of the ponds. Property Management refers to specific activities to be conducted outside the limits of the ponds. 4.2.3.1 Nuisance Control Address odors, insects, and overgrowth issues associated with stagnant or standing water within the collection systems and storm drains as needed. • Frequency: Quarterly: March, June, September, and December. 4.2.3.2 Debris and Litter Removal Tallgrass should inspect the ponds for accumulated debris and schedule cleaning and removal as required. • Frequency: Quarterly: March, June, September, and December. Operation And Maintenance Manual 4-2 -44 ADVANCING OPPORTUNITY 4.3 UNSCHEDULED MAINTENANCE Informal inspections should be completed daily by Taligrass igras s personnel to identify any unexpected deficiencies at the SDP and FCP. Deficiencies should be addressed in a timely manner without waiting for the routine inspections described above. 4.4 NOTIFICATIONS Weld County will be notified prior to the following maintenance actions: grading for erosion control and structural repair. 4.5 GENERAL ANNUAL SCHEDULE March May June September December Conduct biannual inspections and remove litter and debris Weed and invasive species inspection/removal Remove litter and debris Weed and invasive species inspection/removal; conduct biannual inspections and remove litter and debris Remove litter and debris 4.6 OTHER REQUIREMENTS All sediment and debris will be removed from the property and taken to a licensed landfill or to another location approved by Tallgrass. In the event that potentially hazardous wastes (e.g., oil, paint, gasoline, or contaminated soil) need to be disposed of, contact an insured and permitted facility. These facilities may be found in the local Yellow Pages phone book under "Waste Disposal — Hazardous.' If concrete mixing is required, it will be done on a tarped surface with a berm around the mixing area. Under no circumstances will concrete or concrete wash water be allowed to enter the ponds or the pond storm systems. All concrete is to be removed from the site and disposed of in a temporary concrete washout or at a hazardous waste disposal facility. Operation And Maintenance Manual 4-3 FIGURES Nit Isr N I kVO!R • K Id Y LEGEND •:1 I i II, 1 f 1 al/ C _-- I k Ns\ I �I 4.9 ;fall /`- A/ ' c SITE BOUNDARY C u Jib P 446 - if i ko 17. • ett r • 0 • COLORADO .I; U tat 4 Z 44850 484 �1 1 F 2 1 � •• L irk r C. • ar- • 48'00 • ti Y • • W 1 GRASSLANDS TERMINAL F r Windfl11 Q 4784 2,000 i a 4782 erde • • s • } 6 'T _4 s a I 48' I r $ ,A It q Sri) I, q a rY 4 T Q I' A alremearaaralifal . mac= et° f' ) 411� Aaa i 3r ‘t1(41 redi t.e) U n ii • 19 'i 30 IMAGE COURTESY OF ESRI/USES 4,000 Feet FIGURE 1 SITE LOCATION MAP GRASSLANDS TERMINAL WELD COUNTY, COLORADO N A (at? ZION ENGINEERING, LLC P�.Z1on',GISTel XD'D694' 8002_GRASSLAN DS'\0694' 8442_F1GO _SL_2D'8.mxd :1 r -*1y _ -p N Fl. I Ors 4 ~ -S . } _ l�I- i } 1' 483,E I( I I I lI• = LE3END I II , t _'-- •••:),2_1 1 �, ___I i t I l I _--..--t--;. ..._,— Ott j 1 .. i , � ';- ` \ 4 d fOUNfiRflrcRll^1i3:3; a , • F3 JNE,AU.FIINJI.1 CAPiLF,1237-0 r,L'J411h.ILtICA''',EI C`. LI; SI * �, II _ -� -r s 1' �Iy ' I % ti `%Tf + FCIkfR P41 = i I i I I i j rI I '1 —1b—,g4835'—,r � `c� 1 1 i I _y I 1 I 11 S , i-``__, • SINTERJ�'E-- �JY kNCHCR 'J I ILI I'i VtL•t:i IhL {;LGtd4.IT —'-t•1 ELECTRIC -AL LIME 1 IIOVERHEAD �N 1 P. FFVGF II �/ f f �•:\ n 1( cR5:dIRF I III 1. I I i'f — f Ekl�—Ikl;� FEI'JGE t, ti { I'..' ', 1 iI LJ �v-- - ,P,OLE I l I EY.Ia1FJ',';.0:1:i -IIJ= CENTERLINE O= ROAD N. y C4' ("-+—, t � 1 u } — •—'— • \ I I I ..e 1 14.5 NA I _ ' 4.6 0.11 — — — — ECC E OF R I}.- L I IOW LIFJt 0 46. ;;_c I a I T 'aRTER LINE - {y3/ / � � . ' 'I .Az c'.EUTICN — — — — — SIXTEENTH SE(TIOVLIN= I n ti, L__ :. I !. I In �_ 1 �'_- 'c cf, , - tYl;: IN'v GJN I CI..I04 i" IN LINA-, � --- - GI IAN LINK FENCE yt . I r '' 's +JKFACE h.L:l';.' L:INt: IIQN A Jn ..- • lli I I v .j -- �' EA3IN GESICHATICN LINE 0.11 J 0 %1 i i 13: 0.48 1�1+�� 4,3 I III I A CESIGV DINT - 11 I I 4-63 - $1.)B ;ATcHt.1FuT IC, I : I r I- 835 `��' , I V i ii. r :C• ti. Y C ! ii r ` I ; 1 }' +� r III I s RA.�-,INAtHFAtI- 4:79 4EFFI , Q0,11 D.-0 Ch YEAR5TfJR111�lENT, H. C CO c.��' I Lid • III III I co fhRFSI '+ I I I r 1 -- x100 = RUNOFF 1; /,'EFFICIENT, *>�::� --• I 1 'CC �yi, � i -YEAR STGRM III -� \ ; L' J� iii i II I� ,� .:ypp S5 g 535 -- 't. - - _ iI ' �._ - II, - IIIIIIII I ' 1 B :•`, 4 l l 03 H. J-1:# i fi. 5.5.11 I0,46 itt inI �- to I 3-0 {� - -� — q. CO 00 I I 'd,, = rr ti I fat-( r I I - -- �I, ar c I -- I — — _ t I C AI /1,, !!!'-- •?f;.r ■ I 48 Oa , :. .�-�� - � __1-- � _ S ti J , ie et 4 _ 'W 4 J ii Li ILL .H Ael J ~� €• !� is Li �. r'`"l ;' J U. U i,, 4. Li - ,J 0 50 Ell, 100 200 FEET REVISIONS DRAWING INFORMATION BY DATE its -.7 L Biirn"I I'" f'.ner ., Y�;t CGl�pira •Erl;rlxnrrt • Frrxdra8`r PROPOSED SUBCATCHMENT DESIGNATIONS DESIGNED GD o�/20/1 JGM/AP x3/20/1 GRASSLANDS TERMINAL CHECKED KS O3/20/`1 S REVIEWED KS O3/20/1B PROJECT LOCATION: WELD COUNTY'. COLORADO PROJECT NO. 4094-18002 APPROVED KS O3/20/1B 8 ADD POND AP KS 04/10/18 CLIENT: ZION ENGINEERING REV NO.. B DWG. 5 SCALE: AS SHOWN A PRELIMINARY JGM/AP KS 03/22/18 NO. DESCRIPTION BY APPROVED DATE TABLES GRASSLANDS TERMINAL STORMWATER DETENTION POND iNSPECTION AND MAINTENANCE RECORD Task Frequency Contractor (Name & Phone) Initial Date Corrective Action Required? Notes Litter and Debris Removal Quarterly March Quarterly: June Quarterly; September Quarterly; December Erosion Control Biannually: March Biannually: September Sediment Accumulation Biannually: March Biannually: September GRASSLANDS TERMINAL STORM WATER DETENTION POND INSPECTION AND MAINTENANCE RECORD Task Frequency Contractor (Name &. Phone) Initial Date Corrective Action Required? Notes Structural Integrity Biannually: March Biannually: September Weed and Invasive Plant Inspection Biannually: May Removal Biannually: September GRASSLANDS TERM I N A L FLOOD CONTROL POND iNSP.ECTlON AND MAINTENANCE RECORD Task Frequency Contractor (Name & Phone) Initial Date Corrective Action Required? Notes Litter and Debris Removal Quarterly March Quarterly: June Quarterly; September Quarterly; December Erosion Control Biannually: March Biannually: September Sediment Accumulation Biannually: March Biannually: September GRASSLANDS TERMINAL FLOOD CONTROL POND INSPECTION AND MAINTENANCE RECORD (CONTINUED) Task Frequency Contractor (Nair &. Phone) Initial Date Corrective Action Required? Notes Structural Integrity Biannually: March Biannually: September Weed and Invasive Plant Inspection Mann wally: May Removal Biannually: September APPENDIX A STORMWATER I ETENTION P DETAILS L,'5 Cr z ! ` -`,• _- - '. j LEflENO /' i .,I ' ,++. :f I �-. .. ! -8.. ,. �. F --- - �' It S. FL; LNL� Nt64H [LJ 12�fa; --- aexlm 1 — I ' — I — + FeI,Nr,,%I !JLYINLII•I GAP R u ifT4T, I ' f ! J '., —STEEL PERFORATED FLOW CONTROL PLATE • AL. -POMP CP-P SET ((:P-1, • 1 I ,r ,OL_ i a f I I1 i I 0 I'0.: =-2 j I ' I 4835 / p ! i + i + t ,d .C i I I . 83 t - .,, YJY 4NCHOE. �� ++ ++ ) 1 ', i �� _ �! - -_ >~ ;_� `\ 1111 + I ❑ JTILITI' I'ELE.fiT?L I i - - _ '� C _1 I I �;1. M i i 1 i I I I' 0:I =d k 01.1T — .,.. • ' / I - T t 1 C ' + 1 + 3 milli - 0)'ERHE,C E_EC:TF.IC:,L I II i — 1 / -, r s• sue. saz• .��.rr _NE IJ. ~ ' - 1 ft 1 +\ `J 1 y I NI / 1 ' 1 ' 1 ' I 1111111 111111 2n P. E'JL'IRE FENCE l' {t 1 1 1 1 1 1 1 1 I .. - / --i_- ---r _• T — '�\ _ "i r. y 11 5 J CI.•I 10, r EiiI ;TIN �t t GATE } • 1 - _. + ,.-_ �-a_.'. •� _ 1 T. t I---Ti-L---==_4835r � —�-- _=L1 1._ I � ti 1 - 1 1 1 1 1 1 1 o 1 1 1 1 1 1 1 1 1 �! , 1 1 1 1 1 1 ,� E ;{I3TIN.i F4 LEFEUf1E " • `., �--- -ors �.�� I •. I' r tilt i� — -- -- ---- tilt 11 + EXISTIN- �w.5 LIVE i �r I •.� I .I 1 ;+ {=h11E1�LItJb QI HON: I J l �� ,, L'S .,•, I, lil E.JE5']FRo14C1 IJ.'• CV I. Ei, _ • ', _ �— t' t? ' . ,I'I'I,I I'I.I,I', SELTI:)N LINE - . fi l a • II 1 t ilKTrrNI?'IC!fTlf NiI11Nr •' ' ij• �1 -�`� '',. EXISTING t.'CANT4'JR9i1'INTERd4L. 1 1'I I -_• — _, t \ i1 I TRASH RACK ATTACHED BY INTERMITTENT f -t uH INK FEMJi,E I ( II' ■ WELDING ALL AROUND RLIVOFFCONTR0Li,V,ALE II ��` > > IJ, -Lir ' I , 1 c N. g-441 I) .ty I I I CO1r , -- -- f +r/,'. �. 4..i' ' • + • 1 + n --- 1 iE`'' I I i v� i I_ 1 _ NI: CV '+} 1 1 I I I I I I X4 •'1 ft � — .. -- -- I STRUCTURAL STEEL CHANNEL W= 18" OPENING ELEVATION = 4834.74' I 'ar t I ^ _ V) FORMED INTO CONCRETE 1�„ S,TOP�v11N T PETEKTION POND OO 4835 I BOLT 12" i B J j�,T1 STAINLESS STEEL BOLTS 0.7-r.r O.C. MAX I I' ( I' DR INTERMITTENT WELDS •- ((1 /c' •//f •1 I ill ., -1- ... 1 yI Ip� k WEAIT 1 EVATIO fA'T �,1 N '� �'-1 _ 1-830.71: 1 I1 1 i - I 11 11I I'' ' ` II I 1 � I •4 •'-• : ' ° ' •c\ii1 4 ' as F • _ — I'1 II I j4 BOTTOM OF POND/DRAIN INVERT ELEVATION = -825' J - , .,I: I' I , ` p I L J �! I ! ' ` I TRASH RACK =� •` 4 6 - ;' I % • 1 1 I 4835 ; 1 y` 11/16' DIAhdETER� 5 — ' «. it , I , I I I ,L ; I '� - I a ` �I FLOODO,I �r � u.a a J iT r ? ' n 11 0.C. I � I .• II • �' 10 HOPE op 1,762'©.34% SLOPE I w'° p t, I J A; I I ,. ". I BOTTOM OF POND D IN INNER ELEVATIO 482 "•: '�, 2' NEOPRENE GASKET 11" O.C. Jrr a • I b a AROUND CONCRETE OPENING '�■�.—�� ■_ ■ ■ • �1� J.w. ._Li. �� _�— --�� S r 5h1 Imo. TO CREATE A ATER-TIGHT u..1 -w — —: f SEAL BETWEEN THE ORIFICE �- R PLATE CONCRETE WALL OUTFALL INVERT ELEVATION = 4822.00' I AND - 4'x6' PAD. - TYPE L RIPRAP4J Or ! I ,�i . • �' r J , ,; i I.' t f1 -. _. :1 IS: R J Li Y it •T 11 S L.i c IL �II W 1 L IL I J �.� 1-: LL 0 50 100 200 FEET REVISIONS p�. i 9 ° ie (7st:arces.INFORMA11ON all - DRAWING BY DATE L Bilmn"st"tI� �Ar.,c !ar'Flia�c'Er�irna�rirrt • Frrxdra8`r ST RMWATER DETENTION POND PLAN DESIGNED 03/20/1 DRAWN JGD JGM�AP G x3/20/1irm7. GRASSLANDS TERMINAL Plitt . CHECKED KS 03/2Q/18 REVIEWED KS 43/20/18 PROJECT LOCA?ION;WELD COUNTY. COLORADO PROJECT N0. 0694-18002 APPROVED KS 03/20/18 B ADD POND AP KS 04/10/1 Sn'.o«� CLIENT: ZION ENGINEERING REV NO. B APPENDIX Dl SCALE: AS SHOWN A PRELIMINARY JGM/AP KS 03/22/18 NO. DESCRIPTION BY APPROVED DATE APPENDIX B FLOO CONTROL PON ETAILS $J,_5 z ! --,. �_ ---. .� 2 LEfENO ~ = �I . • ■ • i • i II ■ ■ —i=•mss + �xm Nt= i FL:LtJLA tr4H [L`.: 14(4;1 . ■ -_ _ I J -' I —' _ + Fe I,Nr Al LIRY'KW 51GAP R u inT4T, I I I I I i 1 1 NyL\Jh1INJI: G'rtP SET (a:P-1, JY 11 - :- 'C}L_ II `ll::=-i 'JJ ' I I - v r j V..,0.--7v.rl I ..� i STEEL PERFORATED FLOW CONTROL PLATE t "° ; I i ( . 835 I I .,, 3JY INCH• E. I • I J +r`a I J� �� = c. I J. ❑ UTILITY PELLit; L I — - — _ 1 .4..":.t =kW I ! C i'I L7'JT / 1 I I I I I r �f __ r" C 1 1 1 1 I 1 0VERHEIC E_EC:TF.ICL,L IL ~• c' I r II i i y- — - ft + 1 i\ II ' -, 1 ,,!r 1 1 1 1 1 1 1 1 1 _NE 2nP.E7l'IRE FENCE it - ' r. ti J 5, . EX PIN a GATE ■• 1 1 -� - - -- �: . I \\ ti til 1 1 1 1 Ali T• ry y: �' ,.zl.F.•',�GYr/r,7.4�,li�'l.:lbFY�Z.Y,r,`i7/ijy.;FF >U 1 1 1 1 1 E;{I^eTIN 3 F4LEFEVf1E I —� � 4 1:5 ., I I t1 I i;r 1 1 1 1 1 1 1" 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 EXISTINI '? S LIVE ` err I • 1 1 1 1 1 1 1 1 J an 1 1 1 1 1 1 1 1 .-- 1 + C=IA IEI?LII.ibgI IUQhL fY :� _ + `,•'. �� + L,1 II mills 1 1 1 1 1. y.' 1 1 1 1 1 1 1 E�aEOF ROAD ■ f, •i' 1 1 1 I --..-._. _._...._,._ _ .__... ...-.. 1 1 1 1 IJ. ' • f f' .�. i - - •¢ j,j cl• �_ t' .. ,• ti EELTI:)N LINE - I r 3h',";.• 1 1111 1 I I I 1111 um 1 1 '�''kRIEli ,SECISOMLIM= 1• .`, ' ` I , 1 , , , 1 1 1 3IxT��N- I J�i:TICN I INr l f f� `' i I 1 I I EXISTING tC*NT4'JRSi1'INTERVLI, ti ti+ , r` _, '.t \ I C- VIM LINK. I-ENi,E Ii I _ ��" i RLIYOFFCONTR0L ?W ALE i > > ti. ,.yr. j1 � •— `;,� TRASH RACK ATTACHED BY INTERMITTENT r ' i I '-•\`..ti f WEL6ING ALL AROUND I I --f' r ; N.Y-11Y t a? I -- - +r/ r 1 - i I 1 � n __I Ico te) I A• A E` + I K I ..J t B s 6th % — I - I i _ %:,:- - ..` I PI III —+ - f 'I t I I 1 I I I r ,;,L,;'' 1x1 �.^ ' ; I III ----- O I n 111 I I' 1'�% STOPfv11N T DETENTION POND °° . 483 STRUCTURAL STEEL CHANNEL A 1 W. 18 OPENING ELEVATION = 4820 I y I 1 J 2, FORMED INTO CONCRETE IJ, —Icr, 1$,I "� "C'.+ / ' i STAINLESS STEEL BOLTS BOLT 12." � i - •. • O.C. MAX ;' !' y , I I - 4 • OR INTERMITTENT WELDS I li '• I: `�-`1'V��R EVATION = .830.74' - - - I,`1 _...-0_ _ a •_ .. ELEVATION N 7 BOTTOM OF POND/DRAIN INVERT = 48125' t I i I " I I- 1 , ' I 'JI i F .. -. 9. i i .a a5 1 I I 83 I TRASH RACK -., . - : t iII i' — A �. 2.5' • I .- " d I ) FLOOD CONITR, 2ND L• " a 2.? IJ.I, , _- + I 1T I II R 'f _—i II a•. - I\ 10 HOPE _ -- II 1,762'©.34% SLOPE i I �: 1 BOTTOM OF POND D IN INVER ELEVATIO 482 DIAMETER — . ..a OUTFALL INVERT ELEVATION =I482.00 > > I GASKET 2' NEOPCONCRETE PAa. E L RI PRAP — TYPE Y r AROUND CONCRETE OPENING ' t I • 4840' r ti — s TO CREATE A WATER -TIGHT SEAL BETt1'EEM THE ORIFICE ! I% J f' ',. f I. !f --. CONCRETE AND WALL -. _. IL cl J Li IL 11 L.I IL W L IL J - 1-: LL IN 0 50 I DO 20 FEET REVISIONS CI DRAWING NAl1ON BY DATE 7 ci--' 11 6"n7°n�"t I" L-Bii r.tr.71 �Gl�pira "-E« 1>t•Frrxdla8`r FLOOD CONTROL POND PLAN. _. I"�'b ■� "a► ' }' __r �► DESIGNED cD o3/2o,�1 DRAWN JGM/pP O3/20/1 GRASSLANDS TERMINAL CHECKEDKSO3/20/1 S „ A , ,re I ,', y ' Ir. REVIEWED KS O3/20/15 PROJECT LOCATION; WELD COUNTY. COLORADO PROJECT N0. 0694-18002 APPROVED KS 03/20/1 a B ADD POND AP ICS 04/10/18 CLIENT: ZION ENGINEERING REV NO. B APPENDIX D2 SCALE: AS SHOWN A PREUMINAR( LIGM/AP KS 03/22/18 NO. DESCRIPTION BY APPROVED DATE DI... APPENDIX C GENERAL SEED MIXES FOR WELD COUNTY General Seed Mixes for Weld County Sandy Site Mix Sand Bluestem Sand Lovegrass s s Indian Ricegrass Prairie Sandreed (Champ, Chet) (Bend, Native, Ne27) (Nezpar, Rimrock) (Goshen) Green Needlegrass (Lodorm) Little bluestem (Blaze, Cimarron, Camper) Yellow I ndiangrass (Cheyenne, Holt, Scout) Switchgrass (Blackwell, Nebraska 28) Sand Dropseed Total: Wetter Site Mix Western Wheatgrass (A►rriba, Barton, Rosana) Slender wheatgrass (Pryor, San Luis) Alkaligrass (Fults II, Salt on Sea) Streambank nk Wheatgrass (Sodar) Switchgrass (Nebraska 28, Blackwell) Green Needlegrass (Lodorm) Sideoats Grama (Butte, El Reno, Pierre) Perennial Ryegrass (Calibra or Garibaldi tetraploid) Sand Dropseed Total: 1.00 lbs pis/acre 2.50 lbs pis/acre 3.00 lbs pis/acre 0.75 lbs pis/acre 1.50 lbs pis/acre 0.75 lbs pis/acre 0.50 lbs pis/acre 1.50 lbs pis/acre 0.50 lbs pls/acre 12.00 pounds pls/acre 3.00 lbs pls/acre 2.00 lbs pls/acre 2.50 lbs pis/acre 2.50 lbs pis/acre 1.75 lbs pis/acre 0.50 lbs pls/acre 1.00 lbs pis/acre 0.50 lbs pis/acre 0.25 lbs pls/acre 14.00 pounds pls/acre Areas North of County Road 68 Mix Buffalo Grass (Texoka, Sharps Improved) Little Bluestem (Blaze, Cimarron, Camper) Sideoats Grama (Vaughn, Butte, Niner, El Reno, Haskell) Blue Grama (Hachital, Lovington) Western wheatgrass (Arriba, Barton, Rosana) Switchgrass (Nebraska 28, Blackwell) Perennial Ryegrass (Calibra or Garibaldi tetraploid) Sand dropseed Total: Areas South of County Road 68 Mix 1.5 lbs pis/acre 1.5 lbs pis/acre 2 lbs pis/acre 3.5 lbs pis/acre 3 lbs pis/acre 1.5 lbs pis/acre 0.75 lbs pis/acre 0.25 lbs pis/acre 14.00 pounds pls/acre Western Wheatgrass (Arriba, Barton, Rosana) Blue Grama (Hachital, Lovington) Sideoats Grama (Vaughn, Butte, Niner, El Reno, Haskell) Smooth Brome (Lincoln, Manchar) Sand dropseed Perennial Ryegrass (Calibra or Garibaldi tetraploid) Slender Wheatgrass (Pryor, Revenue or San Luis) Alkaligrass (Felts II, Salt on Sea) Switchgrass (Nebraska 28, Blackwell) 2.50 lbs pis/acre 1.50 lbs pis/acre 2.25 lbs pis/acre 2.00 lbs pis/acre 0.25 lbs pis/acre 0.75 lbs pls/acre 2.50 lbs pis/acre 1.25 lbs pis/acre 1.00 lbs pis/acre Total: 14.00 pound pis/acre WELD COUNTY DRAINAGE CODE STANDARDS AND CRITERIA VARIANCE REQUEST FORM -FOR ENGINEERS CODE SECTION 2342450 Lot B Recorded Exemption Pre-Application/Case Number USRI7-0033 Parcel Number No. 1213-24-2-RE2045 Legal Description SE 1/4 of the NW 1/4 Section/Township/Range 324, T3N, R65W I Brian L Techau of Zion Engineering LLC Consultant Engineer for Saddle Butte Rockies Storage & Terminals, LLC ("Applicant"), understand and acknowledge that the Applicant is seeking land use approval of mineral resource development facilities* including oil & gas storage facilities, transloa ling, outdoor equipment and materials storage yard (description of use) for the parcel described above. I have desi forth in the Application. I hereby cert requirements of the Weld County C not a guarantee or warranty eider (Engineer's Stamp) r reviewed the design ("Design") for the proposed land use set licant, that the Design will meet all applicable drainage ariance(s) described on Exhibit A. This certification is / 4 ngin eer of Record Signature 1 leg acr f'[1 Lt.g , Applicant, understand and agree: that the intention of the Weld County Code is to reduce impacts of development on neighboring downstream properties and the public, that I am responsible to ensure no negative impacts to offsite properties occur, and that Weld County does not assume liability for damages from storm drainage. If this variance request is approved it is not precede r3 setting and Is based on site specific constraints. Applicant Signature Please attach a separate document (Exhibit A) addressing the following: 1. Describe the design criteria of the Weld County Code of which a variance is being requested. 2. Describe the proposed alternative with engineering rationale which supports the intent of the Weld County Code. 3. Meet the design intent of the Weld County Code. 4. Demonstrate that granting of the variance will still adequately protect public health, safety, and general welfare. 5. Demonstrate there are no adverse impacts, from stormwater runoff, to the public rights of way and/or offsite properties as a result of the project. Planning Director Approval indicated when signed by Director or appointee: Planning Director Name Signature Date of Approval 11103/2015 os Weld County Department of Planning Services I Development Review 1555 17th Avenue, Greeley, CO 80631 I Ph: 970-353-6100 I www.co.weld.co.us/Departments/PianningZoning1 Colorado ye ZION ENGINEERING, LLC .` w.nwv..,..r�:... . ...+..bv.er"na'nLL'Y-::.c;.. :,:_.y?(r.•_r•',+Y';%K_'1H'tt.,.:.-r%i -c&P':c)� Weld County Drainage Code Standards & Criteria Variance Request Form for Engineers USIA, -0033 Exhibit A - Drainage Narrative Saddle Butte Rockies Storage & Terminals, LLC ("Saddle Butte") proposes to construct a crude oil terminal located in the SE 1,4 of the NW 1/4 of Section 24, T3N, R65W in Weld County, Colorado, The site is approximately 40.00 acres in area and sits approximately one quarter mile East of Weld County Road 47 ("WCR 47") and approximately one-half mile North of Weld County Road 30 ("WCR 30"). The terminal site will be designed to ultimately contain five 250,000 -barrel bulk storage tanks, eight breakout tanks, discharge manifold, mainline pumps, booster pumps, metering, one outlet launcher, truck loading and unloading bays, combustor, MCC building, control building, two sets of four fire water tanks and an office building, This document summarizes the site drainage with the intent of requesting a waiver from the Weld County Department of Public Works requirements for a full drainage report and design and construction of a detention pond(s) for the proposed site. The existing site, which is currently in agricultural use, drains from the West side of the site to the East/Southeast of the site and is relatively featureless. The West edge of the property is bordered by the Farmers Reservoir and Irrigation Company (FRICO) East Neres Canal. The properties to the North, East and South are similar in topography and use to the proposed site, The adjacent properties also drain in the same direction and are not separated from the proposed the by any features. Flow across the proposed site is sheet flow with no natural drainage channels or ditches evident on site. Drainage of the site flows generally toward the East and Southeast edges of the site and continues on to adjacent land parcels in typically the same manner as it currently drains. Drainage flows away from the FRIGQ canal at all points along the western boundary. Slopes on the site are approximately 1-1.5% across the site. The proposed site falls within a FEMA Zone C area, Proposed grading for the site is designed, in general, to follow the natural drainage and to smooth out the slight rises and depressions across the site to give an even sheet flow draining from West/Northwest to East/Southeast. In addition to the grading of the site for drainage, the cut soil will be used to construct secondary containment berms around the planned storage tanks, The area inside the containment berm is planned to be lined with clay to contain any inadvertent releases of oil and prevent their spread. After a storm event, the contained water will be tested for contaminants. If no contaminants exist, the water will either be allowed to evaporate in the containment or pumped out of the containment after the storm event has passed. The inside area of the containment berms totals approximately 8.60 acres and is designed not to have an outlet to on -site or public drainage facilities. Smaller breakout tanks will have secondary containment with a total of 0.10 acres of area. Storm water in the break out tank containment will be handled in a similar fashion as the storm water contained in the bulk storage tank containment. The total imperviousness for the proposed site is (I) is 0.065 taking into consideration the areas of the site within the secondary containment areas. Calculations for the site drainage peak runoff show a decrease of 22.85 cubic feet per second (cfs) for the peak runoff from a 100 -year storm event. The peak runoff from the unimproved site is calculated to be 84.13 cfs. The peak runoff for the site with the proposed improvements is calculated to be 61.25 cfs. Calculations were performed using the Urban Drainage and Flood Control District Peak Runoff Prediction by the Rational Method UD Rational 2.00 Excel workbook. In our estimation, the proposed grading and drainage for the project, including the storage tank containment areas, will adequately protect the public health, safety and general welfare and will not cause adverse impacts from storm water runoff to public rights of way or offsite properties. The addition of the containment berms for the storage tanks and containment for breakout tanks will reduce the amount of storm water runoff from the site during major storm events. It is requested that the requirement for a storm water detention and a full drainage report for the proposed Grasslands Terminal site be waived. Thank you for your consideration in this matter. If you have any questions, please feel free to contact me at 303- 243-3061 or bri,an,`techa .u© ion-enq corn. #(> ZION ENGINEERING, LLC Brian L Techau (Colorado PE 43906) Zion Engineering LLC Total Site Irnperveousness (it) = (Area 2*i=, +Area 2*t2 + Area 3tI3...)/(Total Area) Area I.* Area '. I, , Total Site Acreage* .2.25 acres Gravel Drive 2.59 acres 0.4 LO36 Concrete Truck Unloading 0.19 acres 1 0.190 Buildings 0.2 acres 0.9 0.180 Misc. Concrete 0.12 acres 1 0.120 "Unimproved" ground 29.15 acres 0.02 0..583 Total Site Imperveousriess {It) = 0.065 [inches, watershedj Total Sce Acreage excludes secondani con;a;nrnent areas Peak Flow, Q (cfs)** 100-yr Improved Site (Post Construction) 61.28 Unimproved Site (Pre -Construction) 84.13 ** From Urban Drainage and Flood Control District Peak Runoff Prediction by the Rational Method — UD Rational 2.00 Excel workbook Traffic Narrative — Use By Special Review GrasslandsCrude Oil Terminal Section 24, T3N, RGSW North of WCR 30, between 47 & 49 This traffic narrative is associated with the Use by Special Review application for the proposed Grasslands Crude Oil Terminal located north of WCR 30, between CR 47 & 49, proposed by Ta Ilgrass Terminals, LLC. Currently, the proposed facility site is owned by Tallgrass Terminals, LLC and has one existing access point. The access point is from CR 30, utilizing the existing access road into Anadarko's Central oil Stabilizing Facility, north into the Grasslands Terminal property. Once construction is completed and the facility is in operation, up to 15 semi -truck loads and approximately 10 passenger vehicles per day will enter and exit the terminal, every day of the year. Pte!WELD COU NTY Grasslands Terminal Access Road From: Evan Pinkham Sent: Friday, June 16, 2017 8:22 AM To: Kim Ogle ckogle@weldgov.com> Subject: RE: PRE17-0098 SADDLE BUTTE MILTON 6.14.2017 .docx Looks good. Thanks Kim! From: Kim Ogle Sent: Thursday, June 15, 2017 5:26 PM To: Evan Pinkham <epi n kham@we ldgov.com> Subject: RE: PRE17-0098 SADDLE BUTTE MILTON 6.14.2017 .docx Evan Attached is the administratively approved staff recommendation for the Milton Terminal. I have incorporated your comments into Prior to recording the map item LA, on page 4. Does this language adequately address your concerns? Thank you for your assistance. Kim 4365959 Pages: 1 of 10 01/08/2018 03:08 aM� Fe : $58.O County, CO Ca r 1 Y Koppes, , Clerk 1M id II rignikalieriallihilla1441I ROAD ACCESS EASEMENT This Road Access Easement (the "Agreement"), dated the a day of 2018, by Dorthy K. Gurtler Trust and Russell L. Gurtler Jr. Family Trust, whose address is 7538 CR 49, Hudson, CO 80642 (hereinafter referred to as "Grantor", whether one or more), is granted for the use and benefit of Tallgrass Pony Express Pipeline, LLC, a Delaware limited liability company, and Tallgrass Terminals, LLC, a Delaware limited liability company, each of whose mailing address is 370 Van Gordon Street, Lakewood, CO 80228, and their respective contractors, subcontractors, consultants, agents., invitees, employees, successors, and assigns (such entities are collectively referred to as the "Grantee"). The parties agree as follows: For TEN DOLLARS ($10.00) and other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, Grantor does hereby GRANT, BARGAIN, SELL, TRANSFER and CONVEY to Grantee a permanent, perpetual non-exclusive right-of-way, easement, and privilege of entry and access for the unobstructed passage of persons, vehicles, equipment and/or machinery along an existing road (the "Easement") through, on, over, and across Grantor's property in Weld County, Colorado described as follows: TOWNSHIP 3 NORTH, RANGE 65 WEST, 6TH P.M. Section 24: E/2SW/4 The location and dimensions of the Easement are more particularly described and depicted on the attached Exhibit "A" and shall be for the benefit of the following described lands: TOWNSHIP 3 NORTH, RANGE 65 WEST 6TH P.M. Section 24: Lot B of Recorded Exemption No. 1213 -24-2 -RE2 045, recorded March 23, 1998 at Reception No. 2601118 of the Weld County Records (the "Tallgrass Property"); Grantee acknowledges that Grantor has granted a non-exclusive easement to third parties that overlaps a portion of the Easement being granted herein. Grantor and its contractors, subcontractors, consultants, agents, invitees, employees, successors, and assigns shall have full right, use, and enjoyment of the Easement so long as such use does not unreasonably or materially interfere with the rights granted herein. Grantor reserves the right to grant additional non-exclusive easement rights to use the property subject to the Easement granted herein provided the granting of such rights does not interfere with, or otherwise adversely affect any of Grantee's rights herein. Grantee shall work with other users of the Easement in an attempt to reach an agreement governing the use and maintenance of the Easement. Grantor shall not be responsible or liable for 4365959 Pages : 2 of 10 01/08/2018 03:08 PM R Fee:$58.00 Carly Koppes, Clerk and Recorder, Weld County. CO III kirdrAkirlirlIt'h9:1:71411.111161FIrikiblikei, 1111 any costs incurred by Grantee in connection with Grantee's use or maintenance of the Easement, except in the event Grantor directly causes damage to the Easement, in which case Grantor shall be responsible for repairing such damage. Grantor is granting this Easement to Grantee for Grantee's ingress and egress to and from the Tallgrass Property for the benefit of Grantee's planned construction and operation of a crude oil terminal facility. As further consideration for entering into this Agreement, Grantee hereby agrees to limit Grantee's use of the Easement to a daily average not to exceed thirty (30) round- trip semi -truck trips per day. This restriction shall not apply to traffic related to construction activity at the crude oil terminal facility or passenger vehicle counts. Grantee shall indemnify, defend and hold harmless Grantor against all claims, suits, damages, liabilities and expenses (including reasonable attorneys' fees) on account of injury or death of persons or damage to property resulting from the negligence or willful misconduct of Grantee, its employees, contractors, or agents exercising the rights herein granted, except to the extent that such claims, suits, damages, liabilities, or expenses are caused by the negligence or willful misconduct of Grantor, its employees, contractors, or agents or any third parties who have been granted rights to use the Easement by Grantor. THE PARTIES' LIABILITY FOR DAMAGES HEREUNDER IS LIMITED TO DIRECT, ACTUAL DAMAGES ONLY, AND NEITHER PARTY SHALL BE LIABLE TO THE OTHER FOR SPECIAL, CONSEQUENTIAL, INCIDENTAL, PUNITIVE, EEMPLARY, OR INDIRECT DAMAGES, IN TORT, CONTRACT OR OTHERWISE, OF ANY KIND, ARISING OUT OF OR IN ANY WAY CONNECTED WITH THIS AGREEMENT. This Agreement may be executed in several counterparts (including by means of facsimile or portable document format), each of which shall be an original hereof but all of which, taken together, shall constitute one and the same Agreement and be binding upon the parties who executed any counterpart, regardless of whether it is executed by all parties named herein. TO HAVE AissID TO HOLD, subject to the terms hereof, the rights, privileges and authority hereby granted unto the Grantee, its successors and permitted assigns, forever, and Grantor does hereby warrant and agree to defend said Agreement unto Grantee, its successors and assigns. This Agreement and all of its terms, provisions and obligations shall be covenants running with the land affected thereby and shall inure to the benefit of and be binding upon Grantor and Grantee and their respective heirs, executors, administrators, successors and assigns. EXECUTED and effective as of the 4Atay of 2018 ied [Signatures and acknowledgments on following pages.] 4365959 Pages: 3 of 10 01/08/2018 03:08 P11 R Fee:$58.00 $58.00 Carly Koppel, Clerk and Recorder, Weld County, CO III w)rdrI GRANTOR: Dorthy K Gurtler Trust Dorthy ' . Gustier, Trustee STATE OF es torAao � ss. COUNTY OF L)tLc ) Russell L. Gurtler Jr. Family Trust Attaki, Dorthy Gurtler, Trustee .DITTO LEDGEMENT The foregoing instrument was acknowledged before me this L' day of "s Lar , 2018 by Dorthy K. Gurtler, as Trustee for the Dorthy K. Gurtler Trust and the Russell L. Gurtier Jr. Family Trust. Witness my hand and official seal. My commission expires: a 2- _-. CODY L WAGONER NOTARY PUBLIC STATE OF COLORADO NOTARY Its 20084037465 t MY COMMISSION EXPIRES DECEMBER i 3, Ys 4365959 Pages: 4 of 10 01/08/2018 03:08 PM R Fee:$58.00 Carly Koppes, , Clerk and Recorder, Weld County, CO III Mrjrz 1111 GRANTEE: Tallgrass Pony Express Pipeline, LLC, a Delaware limited liability company Name: (7 - Title: 1/4 644 p,t,t9. STATE OF CcsorcLao )ss. COUNTY OF I'e'#'t r ja �. ) 495 ACKNOWLEDGEMENT The foregoing instrument was acknowledged before me this S day of �,. ,20l8by ten?. a r%50. ,as OP -rail of Tallgrass Pony Express Pipeline, LC, a Delaware limited liability company. Witness my hand and official seal. My commission expires: II. - 13 - 2 o i Notary Public CODY L WAGONER NOTARY PUBLIC STATE OF COLORADO NOTARY ID 20084037485 MY COMMISSION ORES DECEMBER 13 2020 ci 4365959 Pages: 5 of 10 01/08/2018 03:08 PM R Fee :$58.00 Carly Koppes, Clerk and Recorder, Weld County; CO vi NrjriAvr iiu GRANTEE: Tallgrass Terminals, LLC, a D are mited liability company Na it e: eet teGAF %pc rad Tr) es • STATE OF 1• ire a O ss. COUNTY OF ttt4rsos ) ks ACKNOWLEDGEMENT The foregoing instrument was acknowledged before me this 5 et` day of o%.,..*+a► era ,2018 by Reeve , as &tee frta,�- of Tallgrass Terminals, LLC, a Delaware limited liability company. Witness my hand and official seal. My commission expires: eVe Notary Public CODY L. WAGONER NOTARY PUBLIC STATE OF COLORADO NOTARY ID 20084037455 IN COMPASSION '1RES DEER 13, 2020 J '• �t _ 4365959 Pages: 6 of 10 01/08/2018 03:08 PM R Fee:$.58.00 $58.00 Carly Koppes , Clerk and Recorder, Weld County, CO III cp I 1I.W1'F'iii1 LA �IIII TALLGRASSei EXHIBIT A Attachment to Grant, by and between Dorthy K. Gurtler Trust and Russell L. Gurtler Jr. Family Trust, as "Grantor", and Tallgrass Pony Express Pipeline, LLC and Tallgrass Terminals, LLC, as"Grantee". WELD COUNTY, COLORADO 2.433 ACRE EASEMENT DESCRIPTION January 4, 2018 Sheet 1 of 5 A 2.433 acre access easement being a portion of that parcel described in Quit Claim Deed to Dorthy K. Gurtler and Russel L. Gurtler Jr. Trust filed at Reception Number 2627824 and Russel L. Gurtler J. Family Trust in the southwest quarter in Section 24, Township 3 North, Range 65 West of the Sixth Principal Meridian, County of Weld, State of Colorado, described as follows: Note: 1. The Basis of Bearings is the south line of the southwest quarter of Section 24, T -3-N, R -65-W 6th P.M., as monumented with a 2.5 -inch aluminum cap PLS 25937 at the south quarter and a 2.5 -inch aluminum cap PLS 25937 at the southwest corner, with a grid bearing of N 89°54'54" E. 2. All directions, distances, and dimensions shown hereon are based on coordinates from the Colorado Coordinate System of 1983 North zone (C.R.S. 38-52-102). 3. The intent of this description is to: a. Retrace that Memorandum of Easement and Access Agreement filed at Reception Number 4206081. b. Provide access from Weld County Road 30 to Lot B of Recorded Exemption No. 1213 -24 -2 -RE 2045. Commencing at a aluminum cap PLS 25937 marked as the south quarter corner of Section 24; Thence N 86°11'44" W a distance of 737.11 feet, more or less, to a point on the north right of way line of WCR 30 as described at Reception Number 4243669 and the POINT OF BEGINNING: Thence S 89°54'54" W along said north right of way line a distance of 66.43 feet to a point of non tangent curvature; Thence along a curve to the left a distance of 9.14 feet, said curve having a radius of 50.00 feet, a delta angle of 10¢28'33" and a chord distance of 9.13 feet which bears N 27°46'46" E; Thence N 11 °40'56" E a distance of 2.96 feet; Thence N 00022'34" W a distance of 14.70 feet; Thence N 04°10'02'W a distance of 104.55 feet; Thence N 84°51'25" E a distance of 19.91 feet; Thence N 89°34'50" E a distance of 263.52 feet; Thence S 89°36'33" E a distance of 123.28 feet; Thence S 88°31'57" E a distance of 157.25 feet; Thence S 87°37'47" E a distance of 107.04 feet; Thence N 88°09'42" E a distance of 57.38 feet to a point of non tangent curvature; Thence along a curve to the left a distance of 61.55 feet, said curve having a radius of 65.00 feet, a delta angle of 54°1527" and a chord distance of 59.28 feet which bears N 43°36'15" E; Thence N 89°33'35" E a distance of 4.08 feet, more or less, to a point 30 feet west of the east line of the south half of the southwest quarter; Thence N 00°26'22" W parallel with and 30 feet distant from said east line a distance of 1102.00 feet; Prepared by David C. Costner For and on behalf of Topographic Land Surveyors 520 Stacy Ct. Ste P. Lafayette, CO 80026 TePo GRAPHIC LOYALTY INNOVATION LEGACY 520 Stacy Court Ste e. Lafayette, CO 80026 303.666.0379 www.topographic.corn G,tGEC]SURV\WELDZNORTH\TALLGRASStORCHARD TO PLATTEVILLEV9NAL PRODUCTS \EP_CO WE TALLGRASS ACCESS_SEC ?4a0WG 1/4/20113 12;46:.98 PM pogt 4365959 Pages: 7 of 10 01/08/2018 03:08 PM R Fee:$58.00 Carly Koppes, Clerk and Recorder, Weld County, CO III ratithiM MIAN'Mailligfilili 1liii TALLGRASSEI EXHIBIT A Attachment to Grant, by and between Dorthy K. Gurtler Trust and Russell L. Gurtler Jr, Family Trust, as "Grantor", and Tallgrass Pony Express Pipeline, LLC and Tallgrass Terminals, LLC, as "Grantee}". WELD COUNTY, COLORADO 2.433 ACRE EASEMENT DESCRIPTION January 4, 2018 Sheet 2 of 5 Thence N 00°27'26" W, parallel with the and 30 feet distant from the east line of the north half of the southwest quarter, a distance of 1319.48 feet, more or less, to a point on the south line of Lot B, Recorded Exemption No. 1213 -24 -2 -RE 2045 filed at Reception Number 2601118; Thence N 89°04'40" E, along said south line, a distance of 30.00 feet, more or less, to a 2.5 -inch aluminum cap PLS 12374 marked as center quarter of Section 24; Thence S 00°27'26" E, along the east line of the north half of the southwest quarter, a distance of 1319.73 feet; Thence S 00°26'22" E, along the east line of the south half of the southwest quarter, a distance of 1172.79 feet; Thence S 88°09'42" W a distance of 133.05 feet; Thence N 87°37'47" W a distance of 107.91 feet; Thence N 88°31'57" W a distance of 156.74 feet; Thence N 89°36'33" W a distance of 122.78 feet; Thence S 89°32'49" W a distance of 158.28 feet to a point of non tangent curvature; Thence along a curve to the left a distance of 94.72 feet, said curve having a radius of 65.00 feet, a delta angle of 83°29'40" and a chord distance of 86.56 feet which bears S 41°12'21" W; Thence S 00°32'31" E a distance of 29.50 feet to a point of curvature; Thence along a curve to the left a distance of 7.75 feet POINT OF BEGINNING, said curve having a radius of 35.00 feet, a delta angle of 12°41'25" and a chord distance of 7.74 feet which bears S 06°53'13" E; Containing 2.433 acres. Approximate Centerline Length 3315'. Prepared by David C. Costner For and on behalf of Topographic Land Surveyors 520 Stacy Ct, Ste B. Lafayette, CO 80026 TOPoGRAPHIc LOYALTY INNOVATION LEGACY 520 Stacy Court Ste 8, Lafayette, CO 80026 303.666.0379 www.topographic.corn G:\GEOSURMELDZNORTH\TALLGRASSIORCHARD TO PLATTEVILLE1 INAL PRODUCTSIEP C0_WE 7AL.LGRASS ACCESS_SEC 24.DWG 114O018 12:05.38 PM jvogt 4365959 Pages: 8 of 10 01/08/2018 03:08 PM R Fee:$58.00 $58.00 Carly Koppes, Clerk and Recorder, I4eld County, CO III I��1t�Ylhll J�7�,6i+L'IKi+k1Yl�a MIricellqk lid 111111 al a SCALE: 1" = 400 0' 200' 400' EXHIBIT A Attachment to Grant, by and between Dorthy K. Gurtler Trust and Russell L. Gurtler Jr. Family Trust, as "Grantor", and Tallgrass Pony Express Pipeline, LLC and Tallgrass Terminals, LLC, as "Grantee". SEC, 24, T -3-N, R -65-\N, 6TH P.M. WELD COUNTY, COLORADO 2.433 ACRE EASEMENT EXHIBIT Lot B APPROXIMATE CENTERLINE LENGTH: 3315' Recorded Exemption No. 1213 -24 -2 -RE 2045 Rec No. 2601118 Russell L. Gurtler Jr. Family Trust Rec No. 3197211 Dorthy K Gurtler Trust and Russell L. Gurtler Jr. Trust Rec No. 2627824 Pipeline Easement --■--1 Rec No. 4189454 30' DCP Rec No. 3651 668 50' Anadarko R.O.W. Rec No. 4159073 See Sheet 4 of 5 — 1 30' DCP Right of Way Rec No. 4126441 Access Road P.O.B. r! I Alum. Cap PLS 12374 I Marked C 1/4 Section 24 L13 f r- III II 25 Saddle Butte I ti Pipeline Easement —tl I' i Rec No. 4121044 1 II T- 50' Saddle Butte i i I I 11 t January 412018 Sheet 3 of 5 Alum. Cap PLS 12374 Marked C 114 Section 24 LEGEND a an - 'Op SECTION LINE QUARTER SECTION LINE TRACT BORDER EDGE OF EASEMENT EASEMENT PROPOSED EDGE SITE ACCESS ROAD FENCE LINE EXISTING PIPELINE MONUMENT FOUND Alum. Cap ?LS 37045 Lot A Recorded Exemption No. 1313-24-4 RE -4829 Rec No. 3618066 L161 Lot B Recorded Exemption No. 1313-24-4 RE -4829 Rec N o _ 3618066 J1! _ 1I (Basis of Bearings) N 89°54'54" E 2638.93' 2.5" Alum, Cap PLS 25937 Marked '3 24 26125 NOTES: 2,5" Alum. Cap PLS 19585 Marked 2324 26125 Irmarle DCP Site Rec No. 3737173 _ 40' NCWCD Easement Rec No. 2640662 24119- 25130 Alum Cap f PLS 23027 I DCP Site Rec No. 3651668 Altar, Cap _ Illegible Marked 1/4 Corner Sec 24/Sec 25 North Line Weld County R.O.W.Rec No. 4243569 1. ORIGINAL DOCUMENT SIZE: 8.5" X 14" 2. ADJOINER INFORMATION SHOWN FOR INFORMATIONAL PURPOSES ONLY. 3. E.O.L./P.O.B. = BEGINNING OF LINE/POINTOF BEGINNING 4. E.O.L./P.O.T. = END OF LINE/POINT OF TERMrNLATION 5. THIS IS NOT A LAND SURVEY NOR A LAND SURVEY PLAT TOPocIRAPI-uc LOYALTY INNOVATION LEGACY 524 Stacy Court Ste B. Lafayette, CO 80026 303.666.0379 www.topographlc.com WCR 30 N 89°54'19" E 2638.59' Alum Cap PLS 25937 Marked 1/4 Corner Sec 24/Sec 25 David C. Co_" ' ..S. No. 25936 TALLGRASS�� ENERGY Tallgrass Colorado Pipeline, Inc. G:4GEOSURV\WELDZNoRTH\TALLGRAS5xoRCHARa TO PLATTEVILLETINAL PRODUCTS4EP_C©WE_TAULGRASS ACCESS SEC_24.0WG 1/4/2018 12:O6;38 PM Juogt 4365959 Pages: 9 of 10 01/08/2018 03:08 PM R Fee:$58.00 $58 . ofd Carly Koppes, Clerk and Recorder, Weld County, CO IIII SCALE: 1" 200' 100' 200' LEGEND EXHIBIT A Attachment to Grant, by and between Dorthy K. Gurtler Trust and Russell L. Gurtler Jr.. Family Trust, as "Grantor", and Tallgrass Pony Express Pipeline, LLC and Tallgrass Terminals, LLC, as "Grantee". SEC 24, T -3-N, R -65-W, 6TH P.M. WELD COUNTY, COLORADO 2.433 ACRE EASEMENT EXHIBIT SECTION LINE QUARTER SECTION LINE TRACT BORDER EDGE OF EASEMENT EASEMENT PROPOSED EDGE SITE ACCESS ROAD FENCE LINE EXISTING PIPELINE MONUMENT FOUND Dorthy K Gurtler Trust and Russell L. Gurtler Jr. Trust Rec No. 3197211 Russell L. Gurtler Jr. Family Trust Rec No. 3197211 Access Road G;tGEOSURV\WELDZNQRTH\TALLGRASS\ORCHARD TO PLArrEVILLEISINAL PRCOUCTSIEP CO WE TALLGRAS s_ACCESS SEC 24..DWG 1/4/2016 12:16:39 PM Jvogt 50' Saddle Butte Pipeline Easement Rec No. 4189454 P.O.B. �N (Bali of Bearings) 89°54'54" E 2638.93' 'WAR 30 ' 2.5" Alum. Cap PLS 19585 Marked 23 24. 26125 2.5" Alum. Cap PLS 25937 Marked 23j24 26J25 North Line Weld County R.O.W. Rec No. 4243569 NOTES: 1. ORIGINAL DOCUMENT SIZE: 8.5" X 14" 2. ADJOINER INFORMATION SHOWN FOR INFORMATIONAL PURPOSES ONLY, 3. B.O.L./P.O.B. = BEGINNING OF LINE/POINT OF BEGINNING 4. = END CF LINE/POINT OF TERMINATION 5. THIS IS NOT A LAND SURVEY NOR A LAND SURVEY PLAT LOYALTY INNOVATION LEGACY 520 Stacy Court Ste B. Lafayette, CO 80026 303.686.0379 www.topograph c.earn DRAWN BY: INT REVISION: 30' DCP R.O.W. Rec No. 3651668 50' Anadarko R.Q.W. Rec No. 4159073 25' Saddle Butte Pipeline Easement Rec No. 4121044 r - s f - .p r DCP Site Rec No, 3651668 TALLGRASSa =NIERt-4\ .Alum Cap Illegible Marked 114 Corner Sec 24/Sec 25 January 4, 2018 Sheet 4 of 5 Alum Cap PLS 25937 Marked 1/4 Corner Sec 24/Sec 25 David C. Costner, P.L.S. No. 25936 Tallgrass Colorado Pipeline, Inc. 4365959 Pages: 10 of 10 01/08/2018 03:08 PM R Fee:$58,00 $58 M0 Carly Kappes, Clerk and Recorder, Weld County, CO ■111 Eirdt7hVIIIMPURAbill lichlIMPlig mi SCALE: 1" = 400' 0' 200' 400' EXHIBIT A Attachment to Grant, by and between Dorthy K. Gurtler Trust and Russell L. Gurtler Jr. Family Trust, as "Grantor", and Tallgrass Pony Express Pipeline, LLC and Tallgrass Terminals, LLC, as "Grantee". SEC 24, T -3-N, R -65-W, 6TH P.M. WELD COUNTY, COLORADO 2.433 ACRE EASEMENT EXHIBIT APPROXIMATE CENTERLINE LENGTH: 3315' LINE TABLE LINE , BEARING DISTANCE S 89°54'54" W 66.43' ,L1 L2 o N 11°40'56" E 2.96' L3 N 00°22'34" W 14.70', 104.55' L4 N 04°10'02" W L5 N 84°51'25" E 19.91' L6 N 89°34'50" E 263.52' L7 S 89°36'33" E 123.28' L8 S 88°31'57" E 157.25' L9 S 87°37'47" E 107.04' L10 N 88°0942" E 57.38' L11 N 89°33'35" E 4.08' L12 N 00°26'22" W 1102.00' L13 N 00°27'26" W 1319.48' L14 N 89°04'40" E 30.00', 1319.73' L15 , S 00°27'26" E L16 S 00°25'22" E 1172.79' L17 S 88°09'42" W 133.05' L18 N 87°37'47" W 107.91' L19 N 88°31'57" W 156.74' L20 N 89°36'33" W 122.78' L21 I 5 89°32'49" W 158.28' 122 S 00°00'00" E 29.50' CURVE TABLE January 4, 2018 Sheet 5 of 5 CURVE RADIUS ARC LENGTH DELTA ANGLE CHORD LENGTH CHORD BEARING N 27°46'46" E Cl 50.00' 9.14' 10°28'33" 9.13' C2 65.00' 661.55' 54°15'27" 59.28' N 43°36'15" E C3 64.86' 94.52' 83°29'40" 86.381 S 41°04'02" W C4 35.00' 7.75' 12°41'25" 7.74' S 06°53'13" E NOTES: 1, ORIGINAL DOCUMENT SIZE: 8.S' X 14" 2. ADJOINER INFORMATION SHOWN FOR INFORMATIONAL PURPOSES ONLY. 3. B.O.L./P.O.B. = BEGINNING OF LINE/POINT OF BEGINNING 4. E.O.L/P.O.T. = END OF LINE/POINT OF TERMINATION 5. THIS IS NOT A LAND SURVEY NOR A LAND SURVEY PLAT 101 LOYALTY INNOVATION LEGACY 520 Stacy Court Ste B, Lafayelle, CO 80026 303,666.0379 www.lcpographic.com TOPoGRAPI-lic DRAWN BY: INT REVISION: David C. Costner, P.L.S. No. 25936 TALLGRASS(N ENERGY Tallgrass Colorado Pipeline, Inc. G:1.GEOSUR\AWELDZNORTH.TALLGRASS4ORCHARD TO PLATTE1 ILLS\FINAL PRODUCTS \EP CO WE_TALLGRASS_AGCESS_SEC 24,OWG 1/4/2018 12:06:39 PM Jvogt From: Sent: To: Subject: Tyler Beavers <TylerReavers@nblenergy.com> Wednesday, January 10, 2O181O35 AM Wagoner, Cody EXTERNAL: RE: RE: Tallgr-as.s Grasslands Terminal Propery IEXTERNAL: Cody, The HSR. Sarchet '&24 was PicAtd back in November. I will get wit h our reclamation team to have the fo line removed. The HER Epstein 5-24 is a lease loss well that we plan to keep producing for a few more months until we have a horizontal development completed. Let me know if you need anything else.. Thanks, Tyler Stayers Lead Operations Lar i mar, �J E-alin Business Unit Direct: 970.3043047 Celli: 970.302.8053 tyter_b avern. `nblenergy_cvrr a noble energy From: Wagoner, Cody [maiito:cody. agoner@tallgrassenergyIlp.cor1nj Sent: Wednesday, January 03, 2018 4:46 PM To:. Tyler Beavers cTyler.,Beavers 'in b lenergy,com> Subject: RE: EXTERNAL: RE: RE: Tallgrass Grasslands Terminal Property Dang. You are correct about the Sap -diet well being the main priority,.. We can live with Epstein well where it is. Thanks, Cody Wagoner Sr. Agent, Lard & Right of Way TaUgrass Energy 370 Van Gordon Street Lakewood, CO 80228 T: 303.76 .3305 PO: 970.30 .2299 Cody.Wagonef@tialigrassenerrlp.com ALLGRASSI From: Tyler Beavers [ ailto:Tyler..Beavers@ nblenergy.comj Seat: Wednesday,. January 03, 2018 4:27 PM 1 Hello