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HomeMy WebLinkAbout1.02 Grading and Drainage Plans Grading and Drainage - Table of Contents Garfield County Administrative Review, 2020 Grading and Drainage Tab Table of Contents 1. Grading and Drainage Plan Narrative 2. Site Plan (provided in binder and separate print) 3. ACF Site Engineering Design Plan (provided in binder and separate print) 4. Hydrologic Calculations Report 5. Surface Hydrology Map 6. Proposed Monitoring Wells Figure 7. Stormwater Management Plan 8. Stormwater Permit 9. SPCC - 40 CFR §112.1(d)(2)(ii) Laramie Energy, LLC Annex Cuttings Facility Article 4 Section 203.E. – Grading and Drainage Plan Garfield County Administrative Review, 2020 1 | Page Grading and Drainage Plan Garfield County Land Use and Development Code Article 4 Section 203.E. 1) Introduction The following narrative addresses the requirements for the Grading and Drainage Plan under Article 4 Section 203.E. of the Garfield County Land Use and Development Code (LUDC). 2) Section 4-203.E.1. Site Map. A Site Map showing locations of any existing structures, Waterbodies or hydrologic features on the site, including intermittent water features, Wetlands, and the 100-year Floodplain boundaries. The ACF Site Plan and ACF Site Engineering Design Plan, depicting the site features, are provided in the Grading and Drainage tab. Floodplain analysis and figure are located in the Maps and Plans tab. Floodplain areas are not located near the vicinity of the site. Surface water features within a 2-mile radius of the site are shown in the Surface Hydrology Map (Grading and Drainage tab). No surface water features are located within the site perimeter. All surface water features are 900 feet or greater distance from the site. 3) Section 4-203.E.2. Drainage Structures. a. Locations of existing and proposed drainage structures or natural drainage features affecting site drainage on the parcel and within 10 feet adjacent to the site boundary, including street gutters, storm sewers, drainage channels, and other water conveyance structures; and Wetlands or other Waterbodies receiving storm Runoff from the site. b. Preliminary engineering design and construction features for drainage structures to be constructed. Existing and proposed drainage structures and features are detailed in the ACF Site Plan and ACF Site Engineering Design Plan (Grading and Drainage tab). 4) Section 4-203.E.3. Topography. Existing topography at reasonable contour intervals to provide necessary detail of the site. The map should extend a minimum of 10 feet beyond the property line and show the location of the property line. The site location was previously developed as a COGCC approved location. An existing site conditions figure is located on page 2 of the ACF Site Engineering Design Plan, provided in the Grading and Drainage tab. 5) Section 4-203.E.4. Grading Plan. A grading plan showing the proposed topography at reasonable contour intervals that provides necessary detail of the site. The plan shall show elevations, dimensions, location, extent, and Slope of all proposed clearing, and Grading including building site and driveway grades. Grading figures and notes for the proposed ACF are detailed in the ACF Site Plan and ACF Site Engineering Design Plan (Grading and Drainage tab). 6) Section 4-203.E.5. Soil Stockpile and Snow Storage Areas. Probable locations of soil stockpiles and snow storage areas. Laramie Energy, LLC Annex Cuttings Facility Article 4 Section 203.E. – Grading and Drainage Plan Garfield County Administrative Review, 2020 2 | Page Location and BMPs of soil stockpiles are detailed in the ACF Site Plan and ACF Site Engineering Design Plan ((Grading and Drainage tab). Soil stockpiles will be protected from erosive elements. Any soils that will be stockpiled for more than 30 days will be mulched and seeded with a temporary grass. Snow within the site perimeter will be stockpiled only as needed to allow operations. Stockpiled snow directed towards BMPs when practical to allow treatment. Plowed snow will be placed near the outer boundary of the pad so pad swells will collect the snow melt and route it to the retention pond. Snow BMPs are detailed in the ACF Site Plan and ACF Site Engineering Design Plan (Grading and Drainage tab). 7) Section 4-203.E.6. Drainage Plan. Proposed drainage plan. Laramie will utilize engineering and operational BMPs to limited runoff. The ACF was designed to accommodate a one hundred (100) year, twenty-four (24) hour event. Drainage features and BMPs are detailed in the ACF Site Plan and ACF Site Engineering Design Plan (Grading and Drainage tab). 8) Section 4-203.E.7. Equipment Storage Areas. Location of storage areas designated for equipment, fuel, lubricants, chemical, and waste storage with an explanation of spill containment structures. The ACF will not require storage for equipment, fuel, lubricants, chemical, and waste storage. Spill containment structures are not applicable to the site. 9) Section 4-203.E.8 Temporary Roads. Location of temporary roads designed for use during the construction period. A temporary road is not required for the construction period of the site. The ACF is a previously developed site location. An access road will be constructed for access to the proposed cuttings trench. This access road will be utilized during the life of the site. The ACF access road was designed to meet the requirements of the Article 7 Section 107 Access and Roadways of the LUDC. The site, including the access road, will be reclaimed after the site meets COGCC’s requirements. 10) Section 4-203.E.9. Areas of Steep Slope. Areas with Slope of 20% or greater shall be identified by location and percentage of Slope, both for the existing site conditions and within the developed area. Areas with slope of 20% of greater are identified in the ACF Site Engineering Design Plan ((Grading and Drainage tab). The subject area was previously disturbed. Slopes indicated represent existing site conditions and proposed development. BMPs for slope stabilization are described in the ACF Site Engineering Design Plan. 11) Section 4-203.E.10. Construction Schedule. Construction schedule indicating the anticipated starting and completion time periods of the site Grading and/or construction sequence, including the installation and removal of erosion and sediment control measures, and the estimated duration of exposure of each area prior to the completion of temporary erosion and sediment control measures. Laramie Energy, LLC Annex Cuttings Facility Article 4 Section 203.E. – Grading and Drainage Plan Garfield County Administrative Review, 2020 3 | Page The existing site will be graded for the development of a treatment facility for drill cuttings. Vehicle activities during initial grading activities will consist of (3) pickup trucks per day and one (1) mobilization of excavation equipment. The excavator will be mobilized to the site and remain on-site until initial grading, transportation, and treatment activities are completed. Initial grading activities will take up to 10 days to completed. 12) Section 4-203.E.11. Permanent Stabilization. A brief description of how the site will be stabilized after construction is completed. No permanent structures will be installed at the ACF. During the life of the site, continuous grading activities will occur once drill cuttings meet analytical requirements. Site stabilization will be achieved with tracking and proper BMPs. Areas of disturbance around the site and access road will be revegetated (in accordance with the ACF Reclamation, Revegetation, and Noxious Weed Management Plan located in the Maps and Plans tab) for final stabilization. Site development details and stabilization BMPs listed in the ACF Site Engineering Design Plan (Grading and Drainage tab). 13) Section 4-203.E.12. Erosion Control Measures. Plan view drawings of all erosion and sediment control measures showing approximate locations and site drainage patterns for construction phases and final design elements. Text may be necessary to accompany and explain the drawings. Typical erosion control measures should be depicted using standard map symbols. Erosion control measures and BMPs are detailed in the ACF Site Engineering Design Plan (Grading and Drainage tab). Laramie will perform regular maintenance of swales and sediment traps. The sediment trap will be dredged and re-graded as needed to maintain depth, dimensions and side slopes. 14) Section 4-203.E.13. Estimated Cost. Estimated total cost, including installation and maintenance, of the required temporary soil erosion and sediment control measures. Initial installation/construction cost is estimated at $17,500 for stormwater and erosion control features. Annual stormwater maintenance costs are estimated to be $4500 yearly. Aspen Environmental Field Services (AEFS), Laramie’s stormwater contractor, estimated costs based on Laramie’s stormwater management and erosion control plan. 15) Section 4-203.E.14. Calculations. Any calculations made for determining rainfall, Runoff, sizing any sediment basins, diversions, conveyance, or detention/retention facilities. Calculations were performed by DRG and are detailed in the Calculations Reports, located in the Grading and Drainage tab. The ACF was designed to accommodate one hundred (100) year, twenty-four (24) hour event with surface diversions and a run-off control system to contain the water volume from a twenty-five (25) year, twenty-four (24) hour storm, as required by COGCC for a Form 28 permitted facility. 16) Section 4-203.E.15. Neighboring Areas. A description of neighboring areas with regard to land use and existing pertinent features such as lakes, streams, structures, roads, etc. Laramie Energy, LLC Annex Cuttings Facility Article 4 Section 203.E. – Grading and Drainage Plan Garfield County Administrative Review, 2020 4 | Page The subject parcel is zoned Resource Lands-Plateau. All adjacent parcels are zoned resource lands or public lands. Existing use of adjacent property and neighboring properties are natural resources extraction, public lands, and agricultural. Oil and gas access and field service roads exist in areas surrounding the site. Laramie and other operators in the area maintain and utilize these privately owned access roads. The Surface Hydrology Feature Figure depicts surface water features within a 2-miles radius. 17) Section 4-203.E.16. Stormwater Management. A description of the stormwater management planning concept for the site, including both structural and nonstructural best management practices. The ACF was designed with site specific stormwater controls depicted in the ACF Site Plan and the ACF Site Engineering Design Plan (Grading and Drainage tab). Laramie will adhere to the Cascade Creek Project Area Stormwater Management Plan, detailing stormwater BMPs, controls, and inspections, located in the Grading and Drainage Plan tab. 18) Section 4-203.E.17. Stormwater Management Plan. Copy of the stormwater management plan application to CDPHE with date of submittal. Laramie’s Cascade Creek Project Area Stormwater Management Plan, detailing stormwater BMPs, controls, and inspections, is located in the Grading and Drainage Plan tab. The CDPHE Stormwater Permit is located in the Grading and Drainage Plan tab. 19) Section 4-203.E.18. Reclamation, Revegetation and Soil Plan. A plan that includes the following information and is consistent with the standards in section 7-208. Laramie has adopted Garfield County’s Reclamation plan adheres to the standards in Section 7-208 of the Garfield County Land Usen and Development Code. A site-specific Reclamation and Revegetation Plan was designed for the ACF by WestWater Engineering, Inc. (WaterWater). 20) Section 4-203.E.19. Hydraulic Calculations. Hydrologic, hydraulic, and all other calculations used to size and design drainage facilities and/or structural BMPs. Calculations were performed by DRG and are detailed in the Calculations Reports, located in the Grading and Drainage tab. The ACF was designed to accommodate one hundred (100) year, twenty-four (24) hour event with surface diversions and a run-off control system to contain the water volume from a twenty-five (25) year, twenty-four (24) hour storm, as required by COGCC for a Form 28 permitted facility. 21) Section 4-203.E.20. Maintenance Requirements. Maintenance requirements for all proposed BMPs should be discussed including access, schedules, costs, and designation of a responsible party. Laramie will oversee maintenance of the ACF during grading activities, operations, and reclamation. Maintenance BMPs are listed in the ACF Site Plan and the ACF Site Engineering Design Plan (Maps and Plans tab). Laramie Energy, LLC Annex Cuttings Facility Article 4 Section 203.E. – Grading and Drainage Plan Garfield County Administrative Review, 2020 5 | Page Aspen Environmental Field Services (AEFS) will provide qualified Stormwater Inspector(s) and/or Environmental inspector(s) to perform inspections of all BMPs located within the Cascade Creek Project Area. Inspectors will also monitor the restoration process on all disturbed land within the project and identify additional BMP, seed, and stabilizer requirements. Inspectors will be responsible for completing inspection reports to properly document the implementation of the SWMP. The assigned Stormwater Inspector will conduct monthly inspections of BMPs and note areas of erosion or poor vegetation return. Maintenance will be performed by AEFS or contractors it employs. WestWater has developed a site-specific Reclamation, Revegetation, and Noxious Weed Plan (RRNWP) (Maps and Plans tab) for the ACF. Operations at the ACF will incorporate to the RRNWP, which specially states approved seed mixes and lists potential noxious weeds in the area. Laramie will also adhere to the Garfield County Noxious Weed Management Plan (Maps and Plans tab). Weed control measures will be conducted in compliance with the Colorado Noxious Weed Act, C.R.S. §35-5.5-115 and the current rules pertaining to the administration and enforcement of the Colorado Noxious Weed Act. Field personnel are trained to identify several types of noxious weeds and will notify operations if weeds are present onsite. Currently, Julius Agriculture treats noxious weeds for Laramie’s Cascade Creek Field. 22) Section 4-203.E.21. Spill Prevention Control and Countermeasures Plan, if Applicable. A SPCC Plan will be required for any facility with the potential to discharge oil of any kind or in any form including, but not limited to, petroleum, fuel oil, sludge, oil refuse and oil mixed with wastes, in quantities that may be harmful to navigable water and adjoining shoreline, per EPA regulations. An SPCC Plan is not required for the proposed site. In accordance with the EPA’s 40 CFR §112.1(d)(2)(ii) aboveground storage less than 1,320 gallons is exempt. The ACF will not have storage of fuel or any petroleum products. The specific Code of Federal Regulation (40 CFR §112.1(d)(2)(ii)) stating exemption is located in the Grading and Drainage tab. Storage will not occur within 100 feet of the adjacent property line. All drill cuttings will be stored and treated more than 100 feet from the parcel boundary. 4.4:1 H/V 4.9:1H/V XXXX XX XXXXCOUEY FAMILY, LLLP LARAMIE ENERGY LLC N15°23'15"E3928.17'9.0'8375837583758400 840084258425 8425 8425 842584258425845084 5 0 8450 8450845084508450 84508475 84758475 84758475847585008500850085008500 8500852585258525852 5 8525 85 2 5 85508 5 5 0 855085508575 8 5 7 5 86 0 0 8 6 0 0 N48 ° 1 3 ' 2 1 " W 143 8 . 8 6 ' XXXX S70°00'00"E 570.00' N70°00'00"W 570.00'N20°00'00"E560.00'S20°00'00"W560.00'67.0'3.5:1H/V2.7: 1 H/V 3. 4 : 1 H/ V 5.8:1 H/V1.7:1H/V5.8:1 H/V 7.6:1 H/V 2.1:1H/V3.0:1 H/V 1.2:1 H/V 4.6:1 H/V 2.3:1 H/V 27.3:1H/V4.9:1H/V2.3:1H/V2.6:1 H/V 3.0:1 H/V 3.6:1 H/V 47.9:1 H/V 1.9:1 H/V20.4:1H/V2.8 :1H/V 3.4:1 H/V 3.0: 1 H/V 6.0:1H/V3.9:1 H/V 15 1917 GLO BRASS CAP 1917 GLO BRASS CAP 1917 GLO BRASS CAP 1917 GLO BRASS CAP 1917 GLO BRASS CAP N88°18'38"W 5274.08'N01°36'12"E 2634.03'N01°43'25"E 2646.21'S88°13'53"E 2640.31'S88°16'07"E 2641.48'S01°44'51"W 5274.66'1917 GLO BRASS CAPN15°23'15"E3928.17'N48°13'21"W 1438.86' S70°00'00"E 570.00' N70°00'00"W 570.00' N20°00'00"E 560.00' S20°00'00"W 560.00' SITE PLANPROPOSED CUTTINGS TREATMENT AREALARAMIE ENERGY, LLCCC 697-15-54 ANNEXSWSE SECTION 15, T 6 S, R 97W, 6th P.M.GARFIELD COUNTY, COLORADO DRAWN: 10/23/2020 - TKM 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. DRG JOB No. 21379 SCALE: AS SHOWN (307) 362-5028 100 0 100 SCALE FEET DATE: 12/7/2020 FILE: J:\21000\21379\DWGS\21379_01_PIT_2020-12-01.dwg15 14 22 23 GRADING CONDITIONS ~ SITE PLAN ~ SCALE: 1" = 100' PROPOSED DISTURBANCE AREA EXISTING DISTURBANCE AREA GRADING FOR TREATMENT AREA 10 11 15 14 REVISED: 12/07/2020 - TKM MISC. REVISIONS - ~ PROJECT PARCEL ~ SCALE: 1" = 1,000' X 2.3:1 H/V EXISTING DISTURBANCE BOUNDARY 15 14 22 23 PROPERTY BOUNDARY PROPOSED DISTURBANCE BOUNDARY 8625 EXISTING CONTOUR (5 FOOT INTERVAL) PROPOSED PROJECT BOUNDARY EXISTING FENCE EXISTING EDGE OF PAD SURFACE SLOPE LABEL PROPOSED GRADE SLOPE PROJECTIONS FOUND SECTION CORNER LEGEND PROPOSED C/L ROAD OR DITCH C/L EXISTING ROAD S70°00'00"E 303.52' LEGAL DESCRIPTION: THE BASIS OF BEARINGS FOR THIS DESCRIPTION IS THE EAST LINE OF SECTION 15, TOWNSHIP 6 SOUTH, RANGE 97 WEST, OF THE 6th P.M., GARFIELD COUNTY, COLORADO, BEING MONUMENTED WITH 1917 USGLO BRASS CAPS, AND BEARING SOUTH 01°44'51” WEST AND WITH ALL OTHER BEARINGS CONTAINED HEREIN RELATIVE THERETO. CUTTINGS TREATMENT AREA: A TRACT OF INTEREST FOR A CUTTINGS TREATMENT SITE IN THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 6 SOUTH, RANGE 97 WEST, OF THE 6th P.M., GARFIELD COUNTY, COLORADO, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF SAID SECTION 15, BEING A 1917 USGLO BRASS CAP; THENCE NORTH 48°13'21" WEST, 1438.86 FEET TO THE POINT OF BEGINNING; THENCE NORTH 70°00'00" WEST, 570.00 FEET; THENCE NORTH 20°00'00" EAST, 560.00 FEET; THENCE SOUTH 70°00'00" EAST, 570.00 FEET TO A POINT FROM WHICH THE NORTHEAST CORNER OF SAID SECTION 15, BEING A 1917 USGLO BRASS CAP, BEARS NORTH 15°23'15” EAST, A DISTANCE OF 3928.17 FEET; THENCE SOUTH 20°00'00" WEST, 560.00 FEET TO THE POINT OF BEGINNING. SAID CUTTINGS TREATMENT AREA CONTAINING 7.328 ACRES MORE OR LESS. NOTES: 1.NORTHING AND EASTING REFERENCED TO STATE PLANE COORDINATES, COLORADO CENTRAL ZONE, U.S. SURVEY FEET, NAD 27. 2.PROJECT SITE IS ZONED AS RESOURCE LANDS - PLATEAU, AS INDICATED BY THE GARFIELD COUNTY ZONE DISTRICT MAP. 3.THERE ARE NO FLOOD HAZARD ZONES DESIGNATED BY FEMA FOR THE PROJECT SITE. THE SITE IS CLASSIFIED AS ZONE D. 4.SITE DRAINAGE DESIGN ELEMENTS HAVE BEEN SIZED TO ACCOMMODATE A ONE HUNDRED (100) YEAR, TWENTY FOUR (24) HOUR STORMWATER EVENT AS REQUIRED BY COLORADO OIL AND GAS CONSERVATION COMMISSION (COGCC). 5.DISTURBANCE AREA IS LOCATED PRIMARILY ON PRE-DISTURBED LAND, WITH THE EXCEPTION OF THE NORTHEAST CORNER WHERE THE RETENTION POND IS LOCATED. 6.INSTALL SEDIMENT "WATTLE" LOGS IN DIVERSION DITCHES, PER TYPICAL DETAIL ON SHEET 8 OF 8. 7.INSTALL SILT FENCE BELOW NEW DISTURBANCE AREAS, PER TYPICAL DETAIL ON SHEET 8 OF 8. 8.THE SITE INCLUDES STEEP SLOPES, REFER TO TYPICAL SLOPE STABILIZATION, TRACKING DETAIL ON SHEET 8 OF 8. 9.USE INTERCEPTOR DITCHES WHERE NECESSARY TO CONTROL AND DIRECT SURFACE WATER TO PROPOSED DITCH AND OR RETENTION POND, SEE TYPICAL DETAIL ON SHEET 8 OF 8. 10.TOTAL ESTIMATED GROUND DISTURBANCE IS 128,267 SQ FT OR 2.945 ACRES. 11.STOCKPILED SNOW WILL BE DIRECTED TOWARD BMPs WHEN PRACTICAL TO ALLOW TREATMENT. PLOWED SNOW WILL LIKELY BE PLACED NEAR THE OUTER BOUNDARY OF THE PAD SO PAD SWALES WILL COLLECT THE SNOW MELT AND ROUTE IT THE THE RETENTION POND. ENGINEER'S/SURVEYOR'S STATEMENT I, DAVID E. HENDERHAN, AN EMPLOYEE AND AGENT ON BEHALF OF D.R. GRIFFIN & ASSOCIATES, INC. STATE THE INFORMATION HEREON IS A CORRECT REPRESENTATION OF A SURVEY MADE UNDER MY SUPERVISION COMMENCING ON THE 18th DAY OF AUGUST, 2020 OF THE SHOWN CC 697-15-54 ANNEX CUTTINGS TREATMENT AREA. SURVEYOR'S STATEMENT COLORADO PLS No. 38109 MICHAEL C. LOCK STATES THAT I AM BY OCCUPATION A LICENESED PROFESSIONAL ENGINEER (MINING) IN THE STATE OF COLORADO, EMPLOYED BY LARAMIE ENERGY, LLC TO PREPARE DESIGN DRAWINGS FOR THE CONSTRUCTION OF A CUTTINGS DISPOSAL TREATMENT AREA, AND CERTIFY THAT THE DESIGN WORK WAS DONE UNDER MY AUTHORITY AND SUPERVISION, HOWEVER; NO DESIGN CONSIDERATION WAS MADE AS TO THE NATURE OF CONSTRUCTION MATERIALS OR SITE GEOLOGY. I ALSO STATE THAT THIS DESIGN IS COMPLIANT WITH THE LOCAL INDUSTRY NORMAL AND CUSTOMARY STANDARD OF PRACTICE FOR THIS TYPE AND NATURE OF WORK. COLORADO PE No. 37933COLORADO REGIS T E REDPROF E SSIONA L E N G IN EERMICHAEL C L AU D E LOCK ARCO DEEP #1-27 CASCADE CREEK 09-61 #697-09-44A CASCADE CREEK 09-61 #697-09-54B CASCADE CREEK 09-61 #697-09-54A CASCADE CREEK 09-61 #697-09-35C CASCADE CREEK 09-61 #697-9-60D CASCADE CREEK 09-61 #697-09-44B CASCADE CREEK 09-61 #697-09-52A CASCADE CREEK 09-61 #697-09-52B CASCADE CRK#608-41 CASCADE CRK#616-21-32 CASCADE CRK #617-41 CASCADE CREEK #620-43-32 CASCADE CRK #609-2 CASCADE CRK #609-14 CASCADE CRK #697-09-33A CASCADE CRK #697-09-33B CASCADE CRK #697-09-50A CASCADE CRK #697-09-50B CASCADE CRK #697-09-58 CASCADE CRK #697-16-02B CASCADE CRK #697-16-08A CASCADE CRK #697-16-08B CASCADE CRK #697-16-01 CASCADE CRK #697-16-09A CASCADE CRK #697-16-09B CASCADE CRK #697-17-23A CASCADE CRK #697-17-15 CASCADE CRK #697-17-14 CASCADE CRK #697-17-06A CASCADE CRK #697-08-62B CASCADE CRK #697-08-62A CASCADE CRK #697-08-64B CASCADE CRK #697-08-54B CASCADE CRK #697-08-54 CASCADE CRK #697-08-64A CASCADE 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CREEK #697-09-35A CASCADE CREEK #697-09-27 CASCADE CREEK #697-09-21B CASCADE CREEK #697-09-37B-2 CASCADE CREEK #697-09-23B CASCADE CREEK #697-09-37A CASCADE CREEK #697-09-15B CASCADE CREEK #697-09-46-2 CASCADE CREEK #697-09-31A CASCADE CREEK #697-09-48B CASCADE CREEK #697-09-31B CASCADE CREEK #697-09-39 CASCADE CREEK #697-09-40 CASCADE CREEK #697-09-48A CASCADE CREEK #697-09-56A CASCADE CREEK #697-09-29B CASCADE CREEK #697-16-27B CASCADE CREEK #697-16-27A CASCADE CREEK #697-16-17B CASCADE CREEK #697-16-19 CASCADE CREEK #697-16-50A CASCADE CREEK #697-16-17A CASCADE CREEK #697-16-25B CASCADE CREEK #697-16-42B CASCADE CREEK #697-16-33 CASCADE CREEK #697-16-42A CASCADE CREEK #697-17-64A CASCADE CREEK #697-17-64B CASCADE CREEK #697-17-56B CASCADE CREEK #697-16-35 CASCADE CREEK #697-16-25A CASCADE CREEK #697-16-34 CASCADE CREEK #697-20-62D CASCADE CREEK #697-29-07DB CASCADE CREEK #697-29-15DB CASCADE CREEK #697-20-37D CASCADE CREEK #697-20-64D CASCADE CREEK #697-20-40D CASCADE CREEK #697-20-39D CASCADE CREEK #697-20-56DA CASCADE CREEK #697-20-56DB CASCADE CREEK #697-29-07DA CASCADE CREEK #697-15-01 Cascade Creek #697-09-56B Cascade Creek #697-09-64A Cascade Creek #697-10-58 Cascade Creek #697-10-50B Cascade Creek #697-10-50A Cascade Creek #697-10-59 Cascade Creek #697-15-03B Cascade Creek #697-15-11A Cascade Creek #697-15-11B Cascade Creek #697-15-19A Cascade Creek #697-15-03A Cascade Creek #697-15-09B Cascade Creek #697-15-19B Cascade Creek #697-10-42C Cascade Creek #697-15-17A Cascade Creek #697-10-42B Cascade Creek #697-15-26 Cascade Creek #697-15-28A CASCADE CREEK #697-16-32 CASCADE CREEK #697-15-01A CASCADE CREEK #697-16-31 CASCADE CREEK #697-16-07 CASCADE CREEK #697-16-15A CASCADE CREEK #697-15-17B CASCADE CREEK #697-15-25 CASCADE CREEK #697-16-06 CASCADE CREEK #697-15-09A CASCADE CREEK #697-09-64 CASCADE CREEK #697-15-21D CASCADE CREEK #697-15-30D CASCADE CREEK #697-15-29D CASCADE CREEK #697-15-31D OXY FEDERAL #23-15 CASCADE CREEK #697-16-37D CASCADE CREEK #697-16-18D SHELL #797-03-21B SHELL #697-34-14B SHELL #697-34-14A SHELL #697-34-22A SHELL #697-34-22B SHELL #697-34-08A SHELL #797-03-06A SHELL #797-03-06B SHELL #697-34-08B SHELL #797-03-15A SHELL #697-34-16A SHELL #797-03-29A SHELL #797-03-15B SHELL #797-03-31A SHELL #697-34-16B SHELL #797-03-39B SHELL #797-03-39A SHELL #797-03-38 SHELL #797-03-37 SHELL #797-03-31B SHELL #797-03-23A SHELL #797-03-23B SHELL #797-03-29B SHELL #697-34-24 SHELL #797-03-16 SHELL #797-03-08A SHELL #797-03-21A SHELL #697-34-06 SHELL #797-03-40 SHELL #697-34-05 SHELL #797-03-08B SHELL #797-03-13 SHELL #797-03-05 SHELL #797-03-13A CC #697-16-63 CC #697-16-62 CC #697-16-36B CC #697-16-54B CC #697-16-60 CC #697-16-58B CC #697-16-58A CC #697-16-38 CC #697-16-46B CC #697-16-36A CC #697-16-46A CC #697-16-50B CC #697-16-52B CC #697-16-52A CC #697-16-44B CC #697-16-44A Cascade Creek #697-16-54A CC #697-16-40A CC #697-16-40B CC #697-16-48A CC #697-16-56 CC #697-16-48B CASCADE CREEK #697-15-54 CASCADE CREEK #610-22-43 CASCADE CREEK #610-24-43 Cascade Creek #697-16-23A Cascade Creek #697-16-11B2 Cascade Creek #697-16-21B Cascade Creek #697-16-15C Cascade Creek #697-16-29B Cascade Creek #697-16-23B Cascade Creek #697-16-15B Cascade Creek #697-16-29A Cascade Creek #697-16-13A2 CHEVRON #NG 323-8 CHEVRON #NG 14-8 CHEVRON #NG 24-8 CHEVRON #NG 13-8 CHEVRON #GM 33-17 CHEVRON #GM 433-17 CHEVRON #GM 533-17 CHEVRON #GM 432-17 CHEVRON #GM 333-17 CHEVRON #GM 31-17 CHEVRON #GM 531-17 CHEVRON #GM 32-17 CHEVRON #GM 431-17 CHEVRON #GM 331-17 CHEVRON #GM 31-20 CHEVRON GM #21-20 CHEVRON GM #321-20 CHEVRON#GM 331-20 CHEVRON #GM 521-20 CHEVRON #GM 421-20 CHEVRON #GM 34-17 CHEVRON #GM 334-17 CHEVRON #GM 434-17 CHEVRON #MV 24-20 FEDERAL#MV 58-19 CHEVRON #MV 54-20 CHEVRON#GM 32-20 CHEVRON#GM 33-20 CHEVRON #GM 34-20 CHEVRON #GM 312-20 CHEVRON #GM 12-20 CHEVRON GM#334-20 CHEVRON #GM 332-20 CHEVRON #GM 434-20 CHEVRON #GM 322-20 CHEVRON #GM 333-20 CHEVRON #GM 412-20 CHEVRON #GM 512-20 CHEVRON #GM 523-20 CHEVRON #GM 423-20 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CHEVRON #22D-7D CHEVRON #22-7D CHEVRON #23-7D CHEVRON #12-7D CHEVRON #13-7D CHEVRON #14-7D CHEVRON #24-7D CHEVRON-MARATHON #12C-7D CHEVRON #12D-7D CHEVRON #13A-7D CHEVRON #13C-7D CHEVRON #13D-7D CHEVRON #14A-7D CHEVRON #23D-7D CHEVRON #12A-7D CHEVRON #11D-7D CHEVRON #24B-7D CHEVRON #24A-7D CTCOMP 697-2C #27 697-21C #21 697-21A#23 697-22C #11 697-21A #27 697-21A #25 CHEVRON#12-17DCHEVRON #14-17D CHEVRON #13-17D CHEVRON #23C-17D CHEVRON#23A-17DCHEVRON #22C-17D Chevron#22D-17 CHEVRON #21A-17D CHEVRON #22A-17D CHEVRON#21C-17D CHEVRON #13A-17D CHEVRON #12D-17D CHEVRON #12B-17D CHEVRON #3F-17D CHEVRON #5F-17 696-18A#12696-18A #27 696-18A #23 696-18A #21 696-18A #16 696-18A #18 696-18A #25 696-18A #14 696-18C #27 696-18C #25 696-18C #23 696-18C #18 696-18C #16 696-18C #14 696-18C #12 696-18C #21 CHEVRON #24D-17D CHEVRON #24B-17D CHEVRON #13D-17D CHEVRON #14A-17D CHEVRON#14D-17D CHEVRON #12-4D CHEVRON #12-7D CHEVRON #12-6D CHEVRON #12-14D CHEVRON #12-13D CHEVRON #12-12D CHEVRON #12-5D CHEVRON #12-8D CHEVRON #12-1D CHEVRON #12-2D CHEVRON #12-3D CSOC 697-12 #1 CHEVRON/TEXACO #44C-12D CHEVRON/TEXACO #33C-12D CHEVRON/TEXACO #43C-12D CHEVRON/TEXACO #41C-13D CHEVRON/TEXACO #24C-12D CHEVRON/TEXACO #34C-12D CHEVRON/TEXACO #31C-13D CHEVRON #12-213D CHEVRON #12-9D CHEVRON #11-8D CHEVRON #11-342D CHEVRON #12-11D 697-12A #12 697-12A #25 697-12A #27 697-12A #16 697-12A #14 697-12A #21 697-12A #23 697-12A #14B CHEVRON #34B-13 CHEVRON #13-13D CHEVRON #13-14D CHEVRON #13-16D CHEVRON #33B-13R CHEVRON #275-13 CHEVRON #13-8D CHEVRON #13-7D PUCKETT #31A-24D PUCKETT #42A-24D PUCKETT #41C-24D PUCKETT #41B-24D PUCKETT #31B-24D PUCKETT #31C-24D PUCKETT #41D-24D PUCKETT #31D-24D Puckett #33A-24D Puckett #23C-24D Puckett #23A-24D Puckett #23B-24D Puckett #23D-24D Puckett #33C-24D Puckett #33B-24D Puckett #33D-24D PUCKETT #273-25 PUCKETT#253-25 PUCKETT#264-25 PUCKETT #262-25 PUCKETT #251-25 PUCKETT #31D-25D PUCKETT#31C-25DPUCKETT#31A-25D PUCKETT #41C-25D PUCKETT #41D-25D PUCKETT #42A-25D PUCKETT #32D-25D PUCKETT#32B-25D Puckett#41A-25DPuckett #41B-25D PUCKETT #33C-25 PUCKETT #43C-25 PUCKETT #33C2-25D PUCKETT #33B-25D PUCKETT #33A-25D PUCKETT #33D-25D PUCKET #261-36 PUCKETT #41-36PUCKETT #31-36 PUCKETT #34C-25 PUCKETT #44C-25 PUCKETT #262-1 PUCKETT #251-1 PUCKETT #251-36 PUCKETT #281-36 CHEVRON-MARATHON #23A-11D CHEVRON-MARATHON #32D-11D BERRY #11-15D BERRY #11-16D BERRY #11-5D BERRY #11-6D BERRY #11-4D BERRY #11-3D BERRY #11-1D BERRY #11-2D CHEVRON #13-213 CHEVRON #14-342D 697-13C #25 697-13C #12 697-13C #27 697-13C #14 697-13C #21 697-13C #23 697-13C #16 CHEVRON #13-23D CHEVRON #13-21D CHEVRON #13-19D CHEVRON #13-30D CHEVRON #13-18D CHEVRON #13-24D CHEVRON #13-17D CHEVRON #13-31D CHEVRON #13-20D CHEVRON #13-32D CHEVRON #13-22D CSOC 697-14 #1 PUCKETT #14A-24D PUCKETT #14B-24D PUCKETT #14C-24D PUCKETT #14D-24D PUCKETT #24A-24D PUCKETT #24B-24D PUCKETT #24D-24D PUCKETT #24C-24D PUCKETT #12A-24D PUCKETT #12B-24D PUCKETT #12C-24D PUCKETT #12D-24D PUCKETT #22A-24D PUCKETT #22B-24D PUCKETT #22C-24D PUCKETT #22D-24D CHEVRON-MARATHON #41A-22D CHEVRON-MARATHON #14D-14D 697-23A #16 697-23A #18 697-23A #14 697-23A #12 697-23A #27 697-23A #25 697-23A #23 697-23A #21 Puckett #21A-24D Puckett #11D-24D Puckett #11C-24D Puckett #11B-24D Puckett #11A-24D Puckett #21B-24D Puckett #21C-24D Puckett #21D-24D PUCKETT #13B-24D PUCKETT #13A-24D PUCKETT #13D-24D PUCKETT #13C-24D PUCKETT #21C-25 PUCKETT #234-25 PUCKETT #12C-25 PUCKETT #11B-25 PUCKETT #21D-25D PUCKETT #21C2-25D 697-26A #21 697-26A #18 697-26A #14 697-26A #23 697-26A #25 697-26A #12 697-26A #16 697-26A #27 PUCKETT #238-25PUCKETT #218-25 PUCKETT #216-25 PUCKETT #236-25 PUCKETT #247-25 PUCKETT #22B-1 PUCKETT #241-1 PUCKETT #241-36 PUCKETT #242-36 Puckett #12B-36D Puckett #11D-36D Puckett #11C-36D Puckett #11B-36D Puckett #11A-36D Puckett #12A-36D Cascade Creek#697-09-HN1 CSOC 697-22 #1 OXY #22-23D OXY #22-26D OXY #22-28D OXY #22-17D OXY #22-29D OXY #22-18D OXY #22-32D OXY #22-31D OXY #22-30D OXY #22-27D OXY #22-21D OXY #22-24D OXY #22-19D OXY #22-22D OXY #22-20D 697-28C #23 697-28A #18697-33A #11 CASCADE CREEK #697-15-63A CASCADE CREEK #697-15-37 Puckett #42D-2 Puckett #12D-1 Puckett #12C-1 Puckett #12B-1 Puckett #42C-2 Puckett #41D-2 Puckett #43B-2 Puckett #41A-2 Puckett #42B-2 Puckett #41C-2 Puckett #13C-1 Puckett #11D-1 Puckett #41B-2 PUCKETT SWD #H2 797 Puckett #42A-2 Puckett #13A-1 Puckett #12A-1 Puckett #43A-2 Puckett SWD #E1-797 Puckett #33C-1 Puckett #33A-1 Puckett #22C-1 Puckett #32A-1 Puckett #31B-1 Puckett #22D-1 Puckett#31C-1Puckett #34A-1 Puckett #21C-1 Puckett #21D-1 Puckett #23C-1 Puckett #32C-1 Puckett #22A-36 Puckett #13B-1 Puckett #23B-1 Puckett #11C-1 Puckett #21A-1 Puckett #11B-1 Puckett #23A-1 PUCKETT #246-1 PUCKETT #245-1 PUCKETT 797-1 #1 PUCKETT #255-1 PUCKETT #266-1 PUCKETT #264-1 PUCKETT #275-1 JANGLESCOMPRESSOR COUEY F A M I L Y , L L L P LARAMIE E N E R G Y L L C 9.0' 67.0' COUEY FAMILY, LLLPLARAMIE ENERGY LLC 67.0' 9.0' 50.0' DRAWN: 10/26/2020 - TKM 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. DRG JOB No. 21379 SCALE: AS SHOWN (307) 362-5028 VICINITY MAP Scale: 1" = 2000' LOCATION: SWSE SECTION 15, T 6 S, R 97W, 6th P.M. GARFIELD COUNTY, COLORADO GENERAL NOTES 1.ALL WORK WITHIN PUBLIC RIGHTS-OF-WAY AND/OR EASEMENT AND ALL ON-SITE UTILITY WORK SHALL CONFORM TO THE TECHNICAL SPECIFICATIONS AND DESIGN CRITERIA FOR PUBLIC IMPROVEMENT PROJECTS OF GARFIELD COUNTY AND THE GRANTOR OF THE EASEMENT. 2.ALL MATERIALS AND WORKMANSHIP SHALL BE IN CONFORMANCE WITH THE LATEST STANDARDS AND SPECIFICATION OF THE APPROPRIATE GOVERNING AGENCY. THE CONTRACTOR SHALL HAVE IN HIS POSSESSION AT ALL TIMES (1) SIGNED COPY OF THE PLANS, STANDARDS, AND SPECIFICATIONS AS APPROVED BY THE APPROPRIATE GOVERNING AGENCY. THE CONTRACTOR SHALL OBTAIN WRITTEN APPROVAL FOR ANY VARIANCE TO THE ABOVE DOCUMENTS. 3.THE CONTRACTOR SHALL OBTAIN, AT HIS OWN EXPENSE, ALL APPLICABLE CODES, LICENSES, STANDARDS, PERMITS, BONDS, ETC. WHICH ARE NECESSARY TO PERFORM THE PROPOSED WORK. 4.THE EXISTING UTILITY LOCATIONS SHOWN ON THE PLANS ARE APPROXIMATE AND MAY NOT INCLUDE ALL LINES PRESENT. THE CONTRACTOR WILL BE RESPONSIBLE FOR CALLING THE UTILITY NOTIFICATION CENTER OF COLORADO AT 1-800-922-1987 AND COORDINATING FIELD LOCATIONS OF EXISTING UNDERGROUND UTILITIES PRIOR TO BEGINNING GRADING AND UTILITY WORK. 5.LOCATIONS AND ELEVATIONS OF EXISTING IMPROVEMENTS TO BE MET (OR AVOIDED) BY WORK TO BE DONE SHALL BE CONFIRMED BY THE CONTRACTOR THROUGH FIELD EXPLORATIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL REPORT TO THE ENGINEER ANY DISCREPANCIES BETWEEN HIS MEASUREMENTS AND THESE PLANS. 6.ANY CONSTRUCTION DEBRIS OR MUD DROPPED INTO MANHOLES, INLETS, PIPES OR TRACKED ONTO EXISTING ROADWAYS SHALL BE REMOVED IMMEDIATELY BY THE CONTRACTOR. THE CONTRACTOR SHALL REPAIR ANY EXCAVATIONS OR PAVEMENT FAILURES CAUSED BY HIS CONSTRUCTION. THE CONTRACTOR SHALL PROPERLY BARRICADE THE CONSTRUCTION SITE UNTIL CONSTRUCTION IS COMPLETE. 7.PRIOR TO BEGINNING THE WORK, THE CONTRACTOR SHALL OBTAIN ANY WRITTEN AGREEMENTS FOR INGRESS AND EGRESS TO THE WORK FROM ADJACENT PRIVATE PROPERTY OWNERS. ACCESS TO ANY ADJACENT PRIVATE PROPERTY SHALL BE MAINTAINED THROUGHOUT THE CONSTRUCTION PERIOD. 8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS NOT OBTAINED BY THE OWNER OR OWNER'S REPRESENTATIVES AND PAY ALL FEES AS REQUIRED BY THE CONSTRUCTION COVERED IN THESE PLANS. 9.EXCEPT FOR MATERIALS DESIGNED TO BE RELOCATED ON THIS PLAN, ALL OTHER CONSTRUCTION MATERIALS SHALL BE NEW. 10.ALL WORK AND MATERIALS WILL BE SUBJECT TO INSPECTION AND APPROVAL BY THE OWNER OR THE OWNER'S REPRESENTATIVE. 11.SHOP DRAWINGS AND MATERIAL SPECIFICATIONS SHALL BE SUBMITTED TO OWNER/ENGINEER FOR REVIEW AND APPROVAL PRIOR TO PLACEMENT OF MATERIAL. 12.ALL WORK SHALL CONFORM TO ALL LOCAL, STATE, AND FEDERAL APPLICABLE LAWS AND REGULATIONS. 13.ALL ESTIMATES OF QUANTITIES ARE FOR INFORMATIONAL PURPOSES ONLY. CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLE FOR DETERMINING ALL QUANTITIES. CONTRACTOR SHALL PROVIDE ALL WORK AND MATERIALS AS SHOWN ON THESE PLANS. 14.THE CONTRACTOR SHALL BE RESPONSIBLE FOR JOB SITE SAFETY OF HIS OWN PERSONNEL, ALL VISITORS TO THE SITE, AND THE GENERAL PUBLIC INCLUDING, BUT NOT LIMITED TO, TRENCH EXCAVATION AND SHORINGS, TRAFFIC CONTROL, AND SECURITY NOT LIMITED TO NORMAL WORKING HOURS. 15.THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ALL EXISTING FEATURES TO REMAIN THAT ARE DAMAGED DURING CONSTRUCTION ACTIVITIES TO EQUAL OR BETTER CONDITION, AT HIS OWN EXPENSE. 16.CONTRACTOR SHALL COORDINATE THE INSTALLATION OF ALL SITE IMPROVEMENTS (INCLUDING BUT NOT LIMITED TO: UTILITIES, STRUCTURES, PAVING, LANDSCAPING, ETC.) SUCH THAT NO DAMAGE IS DONE TO SITE IMPROVEMENTS (I.E.: SAWCUTTING NEW PAVEMENT). SITE IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED OR REPLACED TO THE SATISFACTION OF THE OWNER AT NO ADDITIONAL COST TO THE OWNER. 17.IF, DURING THE CONSTRUCTION PROCESS, CONDITIONS ARE ENCOUNTERED WHICH COULD INDICATE THAT A PRIOR UNIDENTIFIED SITUATION IS PRESENT, THE CONTRACTOR SHALL CONTACT THE ENGINEER IMMEDIATELY. 18.THE CONTRACTOR SHALL REMOVE ALL DEBRIS RESULTING FROM WORK UNDER THIS CONTRACT TO AN APPROVED DUMP SITE. 19.USE ONLY DIMENSIONS PROVIDED ON THESE PLANS. DO NOT SCALE DRAWINGS. INFORM ENGINEER OF ANY DISCREPANCIES AND/OR MISSING INFORMATION. 20.THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ACCESS TO ADJACENT PARCELS DURING ALL HOURS OF OPERATION FOR THE BUSINESSES LOCATED ON THOSE PARCELS. 21.CONTRACTOR MUST COORDINATE CONSTRUCTION WITH OWNER'S CONSTRUCTION MANAGER. GRADING 1.THE CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF ALL PROPERTY CORNERS. ANY PROPERTY CORNERS DISTURBED OR DAMAGED BY GRADING ACTIVITIES SHALL BE RESET BY A PROFESSIONAL LAND SURVEYOR LICENSED IN THE STATE OF COLORADO, AT THE CONTRACTOR'S EXPENSE. 2.THE CONTOUR LINES SHOWN ARE TO FINISH GRADE FOR SURFACE OF ROADWAY, SURFACE OF POND, ETC. ALL SPOT ELEVATIONS SHOWN ARE TO FLOWLINE UNLESS OTHERWISE INDICATED. REFER TO TYPICAL SECTIONS FOR MULCH, SOD, PAVING, SLAB AND AGGREGATE BASE THICKNESS TO DEDUCT FOR GRADING LINE ELEVATIONS. 3.THE CONTRACTOR SHALL CLEAN OUT ALL EXISTING AND PROPOSED INLETS, PIPES, AND MANHOLES OF DEBRIS AND SEDIMENT AT COMPLETION OF SITEWORK. THIS WORK SHALL BE DONE TO THE SATISFACTION OF THE OWNER. EROSION & SEDIMENT CONTROL 1.THIS PROJECT REQUIRES A PERMIT FOR STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITY FROM THE COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT (CDPHE). CONTRACTOR TO COMMENCE WORK ON THIS SITE ONLY AFTER AN ACTIVE PERMIT NUMBER HAS BEEN OBTAINED FROM THE CDPHE. 2.THE CONTRACTOR SHALL INSTALL EROSION/SEDIMENTATION CONTROLS PRIOR TO ANY SITE PREPARATION WORK (E.G., CLEARING, GRUBBING, OR EXCAVATION). 3.THE PLACEMENT OF EROSION/SEDIMENTATION CONTROLS SHALL BE IN ACCORDANCE WITH THE STORMWATER MANAGEMENT PLAN PREPARED FOR THE PROJECT. 4.CONTRACTOR TO ADJUST EROSION CONTROL MEASURES AS NEEDED FOR VARIOUS PHASES OF WORK. 5.CONTRACTOR TO ENSURE THAT NO DIRT AND SEDIMENT IS TRACKED ONTO ADJACENT ROADWAYS AND WATERWAYS. 6.GROUNDWATER (IF ENCOUNTERED) SHALL BE SAMPLED AND SENT TO AN APPROVED LABORATORY FOR TESTING PRIOR TO BEING DISCHARGED. TESTING SHALL BE IN ACCORDANCE WITH PERMIT FOR STORMWATER DISCHARGE. 7.APPROVED EROSION AND SEDIMENT CONTROL "BEST MANAGEMENT PRACTICES" (BMPS) SHALL BE MAINTAINED AND KEPT IN GOOD REPAIR FOR THE DURATION OF THE PROJECT. AT A MINIMUM, THE OWNER SHALL INSPECT ALL BMPS EVERY 14 DAYS, AND AFTER ALL SIGNIFICANT PRECIPITATION EVENTS I.E. RAINFALL, SNOWMELT. ALL NECESSARY MAINTENANCE AND REPAIR ACTIVITIES SHALL BE COMPLETED WITHIN TWENTY-FOUR (24) HOURS AFTER DIRECTION BY THE INSPECTOR. ACCUMULATED SEDIMENT AND CONSTRUCTION DEBRIS SHALL BE REMOVED WEEKLY FROM ALL BMPS, OR AT ANY TIME THAT SEDIMENT OR CONSTRUCTION DEBRIS ADVERSELY IMPACTS THE FUNCTIONING OF THE BMPS. 8.TOPSOIL SHALL BE STOCKPILED WITHIN LIMITS OF CONSTRUCTION FOR USE ON AREAS TO BE RE-VEGETATED. ANY AND ALL STOCKPILES SHALL BE PLACED IN AN APPROVED LOCATION AND PROTECTED FROM EROSIVE ELEMENTS USING MEASURES SPECIFIED IN THE EROSION CONTROL PLAN. 9.SOILS THAT WILL BE STOCKPILED FOR MORE THAN THIRTY (30) DAYS SHALL BE MULCHED AND SEEDED WITH A TEMPORARY OR PERMANENT GRASS COVER WITHIN FOURTEEN (14) DAYS OF STOCKPILE. 10.ANY SETTLEMENT OR SOIL ACCUMULATIONS BEYOND THE LIMITS OF CONSTRUCTION DUE TO GRADING OR EROSION SHALL BE REPAIRED IMMEDIATELY BY THE CONTRACTOR. THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR REMEDIATION OF ANY ADVERSE IMPACTS TO ADJACENT WATERWAYS, WETLANDS, PROPERTIES, ETC. RESULTING FROM WORK DONE AS PART OF THIS PROJECT. 11.A WATER SOURCE MUST BE AVAILABLE ON SITE DURING EARTHWORK OPERATIONS AND UTILIZED AS REQUIRED TO MINIMIZE DUST FROM EARTHWORK EQUIPMENT AND WIND. 12.THE CONTRACTOR MUST KEEP ALL POLLUTANTS, INCLUDING SEDIMENT, CONSTRUCTION DEBRIS, AND TRENCH BACKFILL MATERIALS FROM LEAVING THE CONSTRUCTION SITE. 13.ALL SPILLS INCLUDING, BUT NOT LIMITED TO, PETROLEUM PRODUCTS, SOLVENTS, AND CEMENT SHALL BE CLEANED UP IMMEDIATELY. GARFIELD COUNTY ENGINEERING DIVISION SHALL BE NOTIFIED IMMEDIATELY. 14.THE CONTRACTOR SHALL ENSURE THAT ALL LOADS OF CUT AND FILL MATERIAL IMPORTED TO OR EXPORTED FROM THE SITE SHALL BE PROPERLY COVERED TO PREVENT LOSS OF THE MATERIAL DURING TRANSPORT ON PUBLIC RIGHT-OF-WAY. 15.THE CONTRACTOR SHALL ENSURE THAT ALL MATERIAL EXPORTED FROM THE SITE IS DISPOSED OF AT A SITE PERMITTED TO ACCEPT SUCH MATERIAL. 16.THE USE OF REBAR, STEEL STAKES OR STEEL FENCE POSTS FOR STAKING DOWN STRAW OR HAY BALES, OR TO SUPPORT SILT FENCING USED AS AN EROSION CONTROL MEASURE, IS PROHIBITED. 17.CONTRACTOR TO FILE "NOTICE OF TERMINATION" WITH CDPHE ONCE PROJECT IS COMPLETE AND ALL DISTURBED AREAS HAVE BEEN STABILIZED INCLUDING TEMPORARY BMPS REMOVED. SURVEYOR: D.R. GRIFFIN & ASSOCIATES, INC. 570 E. CRETE CIRCLE, UNIT 1 GRAND JUNCTION, CO 81505 CONTACT: DAVE HENDERHAN, PLS EMAIL: dhenderhan@drg-wy.com PHONE: (970) 245-4921 ENGINEER: D.R. GRIFFIN & ASSOCIATES, INC. 1414 ELK STREET, SUITE 202 ROCK SPRINGS, WY 82901 CONTACT: MICHAEL C. LOCK, PE/PLS EMAIL: (307) 362-5028 ENGINEER'S/SURVEYOR'S STATEMENT CONTACT LIST CC 697-15-54 ANNEX LARAMIE ENERGY, LLC PROPOSED CUTTINGS TREATMENT AREA PROJECT LOCATION LAT: 39.519233 DEG. LONG: 108.200979 DEG.DATE: 12/7/2020 FILE: J:\21000\21379\DWGS\21379_01_PIT_2020-12-01.dwgREVISED: 12/07/2020 - TKM MISC. REVISIONS SHEET 1 OF 8 I, DAVID E. HENDERHAN, AN EMPLOYEE AND AGENT ON BEHALF OF D.R. GRIFFIN & ASSOCIATES, INC. STATE THE INFORMATION HEREON IS A CORRECT REPRESENTATION OF A SURVEY MADE UNDER MY SUPERVISION COMMENCING ON THE 18th DAY OF AUGUST, 2020 OF THE SHOWN CC 697-15-54 ANNEX CUTTINGS TREATMENT AREA. SURVEYOR'S STATEMENT COLORADO PLS No. 38109 MICHAEL C. LOCK STATES THAT I AM BY OCCUPATION A LICENESED PROFESSIONAL ENGINEER (MINING) IN THE STATE OF COLORADO, EMPLOYED BY LARAMIE ENERGY, LLC TO PREPARE DESIGN DRAWINGS FOR THE CONSTRUCTION OF A CUTTINGS DISPOSAL TREATMENT AREA, AND CERTIFY THAT THE DESIGN WORK WAS DONE UNDER MY AUTHORITY AND SUPERVISION, HOWEVER; NO DESIGN CONSIDERATION WAS MADE AS TO THE NATURE OF CONSTRUCTION MATERIALS OR SITE GEOLOGY. I ALSO STATE THAT THIS DESIGN IS COMPLIANT WITH THE LOCAL INDUSTRY NORMAL AND CUSTOMARY STANDARD OF PRACTICE FOR THIS TYPE AND NATURE OF WORK. COLORADO PE No. 37933COLORADO REGIS T E REDPROFE SSIONA L E N G IN EERMICHAEL C L AU D E LOCK 4.4:1 H/V 4.9:1H/V XXXX XX XXXXCOUEY FAMILY, LLLP LARAMIE ENERGY LLC N15°23'15"E3928.17'9.0'8375837583758400 840084258425 8425 8425 842584258425845084 5 0 8450 8450845084508450 84508475 84758475 84758475847585008500850085008500 8500852585258525852 5 8525 85 2 5 85508 5 5 0 855085508575 8 5 7 5 86 0 0 8 6 0 0 N48 ° 1 3 ' 2 1 " W 143 8 . 8 6 ' XXXX S70°00'00"E 570.00' N70°00'00"W 570.00'N20°00'00"E560.00'S20°00'00"W560.00'67.0'3.5:1H/V2.7: 1 H/V 3. 4 : 1 H/ V 5.8:1 H/V1.7:1H/V5.8:1 H/V 7.6:1 H/V 2.1:1H/V3.0:1 H/V 1.2:1 H/V 4.6:1 H/V 2.3:1 H/V 27.3:1H/V4.9:1H/V2.3:1H/V2.6:1 H/V 3.0:1 H/V 3.6:1 H/V 47.9:1 H/V 1.9:1 H/V20.4:1H/V2.8 :1H/V 3.4:1 H/V 3.0: 1 H/V 6.0:1H/V3.9:1 H/V 15 1917 GLO BRASS CAP 1917 GLO BRASS CAP 1917 GLO BRASS CAP 1917 GLO BRASS CAP 1917 GLO BRASS CAP N88°18'38"W 5274.08'N01°36'12"E 2634.03'N01°43'25"E 2646.21'S88°13'53"E 2640.31'S88°16'07"E 2641.48'S01°44'51"W 5274.66'1917 GLO BRASS CAPN15°23'15"E3928.17'N48°13'21"W 1438.86' S70°00'00"E 570.00' N70°00'00"W 570.00' N20°00'00"E 560.00' S20°00'00"W 560.00' TANKS EXISTING CASCADE CREEK 697-15-54 PROPOSED CUTTINGS TREATMENT AREALARAMIE ENERGY, LLCCC 697-15-54 ANNEXSWSE SECTION 15, T 6 S, R 97W, 6th P.M.GARFIELD COUNTY, COLORADO DRAWN: 10/23/2020 - TKM 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. DRG JOB No. 21379 SCALE: AS SHOWN (307) 362-5028 100 0 100 SCALE FEET DATE: 12/7/2020 FILE: J:\21000\21379\DWGS\21379_01_PIT_2020-12-01.dwgTANK 15 14 22 23 10 11 15 14 ~ PROJECT PARCEL ~ SCALE: 1" = 1,000' EXISTING CONDITIONS ~ SITE PLAN ~ SCALE: 1" = 100' LEGAL DESCRIPTION: THE BASIS OF BEARINGS FOR THIS DESCRIPTION IS THE EAST LINE OF SECTION 15, TOWNSHIP 6 SOUTH, RANGE 97 WEST, OF THE 6th P.M., GARFIELD COUNTY, COLORADO, BEING MONUMENTED WITH 1917 USGLO BRASS CAPS, AND BEARING SOUTH 01°44'51” WEST AND WITH ALL OTHER BEARINGS CONTAINED HEREIN RELATIVE THERETO. CUTTINGS TREATMENT AREA: A TRACT OF INTEREST FOR A CUTTINGS TREATMENT SITE IN THE SOUTHEAST QUARTER OF SECTION 15, TOWNSHIP 6 SOUTH, RANGE 97 WEST, OF THE 6th P.M., GARFIELD COUNTY, COLORADO, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF SAID SECTION 15, BEING A 1917 USGLO BRASS CAP; THENCE NORTH 48°13'21" WEST, 1438.86 FEET TO THE POINT OF BEGINNING; THENCE NORTH 70°00'00" WEST, 570.00 FEET; THENCE NORTH 20°00'00" EAST, 560.00 FEET; THENCE SOUTH 70°00'00" EAST, 570.00 FEET TO A POINT FROM WHICH THE NORTHEAST CORNER OF SAID SECTION 15, BEING A 1917 USGLO BRASS CAP, BEARS NORTH 15°23'15” EAST, A DISTANCE OF 3928.17 FEET; THENCE SOUTH 20°00'00" WEST, 560.00 FEET TO THE POINT OF BEGINNING. SAID CUTTINGS TREATMENT AREA CONTAINING 7.328 ACRES MORE OR LESS. NOTES: 1.NORTHING AND EASTING REFERENCED TO STATE PLANE COORDINATES, COLORADO CENTRAL ZONE, U.S. SURVEY FEET, NAD 27. 2.PROJECT SITE IS ZONED AS RESOURCE LANDS - PLATEAU, AS INDICATED BY THE GARFIELD COUNTY ZONE DISTRICT MAP. 3.THERE ARE NO FLOOD HAZARD ZONES DESIGNATED BY FEMA FOR THE PROJECT SITE. THE SITE IS CLASSIFIED AS ZONE D. 4.SITE DRAINAGE DESIGN ELEMENTS HAVE BEEN SIZED TO ACCOMMODATE A ONE HUNDRED (100) YEAR, TWENTY FOUR (24) HOUR STORMWATER EVENT AS REQUIRED BY COLORADO OIL AND GAS CONSERVATION COMMISSION (COGCC). 5.DISTURBANCE AREA IS LOCATED PRIMARILY ON PRE-DISTURBED LAND, WITH THE EXCEPTION OF THE NORTHEAST CORNER WHERE THE RETENTION POND IS LOCATED. 6.INSTALL SEDIMENT "WATTLE" LOGS IN DIVERSION DITCHES, PER TYPICAL DETAIL ON SHEET 8 OF 8. 7.INSTALL SILT FENCE BELOW NEW DISTURBANCE AREAS, PER TYPICAL DETAIL ON SHEET 8 OF 8. 8.THE SITE INCLUDES STEEP SLOPES, REFER TO TYPICAL SLOPE STABILIZATION, TRACKING DETAIL ON SHEET 8 OF 8. 9.USE INTERCEPTOR DITCHES WHERE NECESSARY TO CONTROL AND DIRECT SURFACE WATER TO PROPOSED DITCH AND OR RETENTION POND, SEE TYPICAL DETAIL ON SHEET 8 OF 8. 10.TOTAL ESTIMATED GROUND DISTURBANCE IS 128,267 SQ FT OR 2.945 ACRES. 11.STOCKPILED SNOW WILL BE DIRECTED TOWARD BMPs WHEN PRACTICAL TO ALLOW TREATMENT. PLOWED SNOW WILL LIKELY BE PLACED NEAR THE OUTER BOUNDARY OF THE PAD SO PAD SWALES WILL COLLECT THE SNOW MELT AND ROUTE IT THE THE RETENTION POND. EXISTING DISTURBANCE AREA REVISED: 12/07/2020 - TKM MISC. REVISIONS SHEET 2 OF 8 X 2.3:1 H/V EXISTING DISTURBANCE BOUNDARY 15 14 22 23 PROPERTY BOUNDARY PROPOSED DISTURBANCE BOUNDARY 8625 EXISTING CONTOUR (5 FOOT INTERVAL) PROPOSED PROJECT BOUNDARY EXISTING FENCE EXISTING EDGE OF PAD SURFACE SLOPE LABEL PROPOSED GRADE SLOPE PROJECTIONS FOUND SECTION CORNER LEGEND PROPOSED C/L ROAD OR DITCH C/L EXISTING ROAD S70°00'00"E 303.52' 4.4:1 H/V 4.9:1H/V XXXX XX XXXXCOUEY FAMILY, LLLP LARAMIE ENERGY LLC N15°23'15"E3928.17'9.0'8375837583758400 840084258425 8425 8425 842584258425845084 5 0 8450 8450845084508450 84508475 84758475 84758475847585008500850085008500 8500852585258525852 5 8525 85 2 5 85508 5 5 0 855085508575 8 5 7 5 86 0 0 8 6 0 0 N48 ° 1 3 ' 2 1 " W 143 8 . 8 6 ' XXXX S70°00'00"E 570.00' N70°00'00"W 570.00'N20°00'00"E560.00'S20°00'00"W560.00'67.0'3.5:1H/V2.7: 1 H/V 3. 4 : 1 H/ V 5.8:1 H/V1.7:1H/V5.8:1 H/V 7.6:1 H/V 2.1:1H/V3.0:1 H/V 1.2:1 H/V 4.6:1 H/V 2.3:1 H/V 27.3:1H/V4.9:1H/V2.3:1H/V2.6:1 H/V 3.0:1 H/V 3.6:1 H/V 47.9:1 H/V 1.9:1 H/V20.4:1H/V2.8 :1H/V 3.4:1 H/V 3.0: 1 H/V 6.0:1H/V3.9:1 H/V XXXX XX XXXXCOUEY FAMILY, LLLP LARAMIE ENERGY LLC N15°23'15"E3928.17'9.0'N48 ° 1 3 ' 2 1 " W 143 8 . 8 6 ' 3.0:1 H/V 1.0:1 H/V XXXX S70°00'00"E 570.00' N70°00'00"W 570.00'N20°00'00"E560.00'S20°00'00"W560.00'67.0'PROPOSED CUTTINGS TREATMENT AREALARAMIE ENERGY, LLCCC 697-15-54 ANNEXSWSE SECTION 15, T 6 S, R 97W, 6th P.M.GARFIELD COUNTY, COLORADO DRAWN: 10/23/2020 - TKM 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. DRG JOB No. 21379 SCALE: AS SHOWN (307) 362-5028 100 0 100 SCALE FEET DATE: 12/7/2020 FILE: J:\21000\21379\DWGS\21379_01_PIT_2020-12-01.dwg15 14 22 23 GRADING CONDITIONS ~ SITE PLAN ~ SCALE: 1" = 100' PROPOSED DISTURBANCE AREA EXISTING DISTURBANCE AREA GRADING FOR TREATMENT AREA SEE GRADING PLAN FOR ADDITIONAL DETAIL. 100 0 100 SCALE FEET CUTTINGS TREATMENT CONDITIONS ~ SITE PLAN ~ SCALE: 1" = 100' PROPOSED DISTURBANCE AREA EXISTING DISTURBANCE AREA CUTTINGS TREATMENT AREA SEE GRADING PLAN FOR ADDITIONAL DETAIL. 10 11 15 14 15 14 22 23 10 11 15 14 REVISED: 12/07/2020 - TKM MISC. REVISIONS SHEET 3 OF 8 X 2.3:1 H/V EXISTING DISTURBANCE BOUNDARY 15 14 22 23 PROPERTY BOUNDARY PROPOSED DISTURBANCE BOUNDARY 8625 EXISTING CONTOUR (5 FOOT INTERVAL) PROPOSED PROJECT BOUNDARY EXISTING FENCE EXISTING EDGE OF PAD SURFACE SLOPE LABEL PROPOSED GRADE SLOPE PROJECTIONS FOUND SECTION CORNER LEGEND PROPOSED C/L ROAD OR DITCH C/L EXISTING ROAD S70°00'00"E 303.52' XXXX XX XXXXCOUEY FAMILY, LLLP LARAMIE ENERGY LLC N15°23'15"E3928.17'9.0'N48 ° 1 3 ' 2 1 " W 143 8 . 8 6 '83758 3 7 5 8400 8 4 0 0 842584 2 5 8425 8425842584258425842584508450 8450 845 084508450 8450845084 7 5 84758475 8 4 7 58475 847585008500850085008500 8 5 0 0 85258525852585258525852585258525 85508550855085 5 08575 85758 6 00 8 6 0 0 XXXX S70°00'00"E 570.00' N70°00'00"W 570.00'N20°00'00"E560.00'S20°00'00"W560.00'67.0'XXXX XX XXXXCOUEY FAMILY, LLLP LARAMIE ENERGY LLC N15°23'15"E3928.17'9.0'N48 ° 1 3 ' 2 1 " W 143 8 . 8 6 '83758 3 7 5 8400 8 4 0 0 842584 2 5 8425 8425842584258425842584508450 8450 845 084508450 8450845084 7 5 84758475 8 4 7 58475 847585008500850085008500 8 5 0 0 85258525852585258525852585258525 85508550855085 5 08575 85758 6 00 8 6 0 0 XXXX S70°00'00"E 570.00' N70°00'00"W 570.00'N20°00'00"E560.00'S20°00'00"W560.00'67.0'COUEY FAMILY, LLLP LARAMIE ENERGY LLC 67.0'9.0'50.0' PROPOSED CUTTINGS TREATMENT AREALARAMIE ENERGY, LLCCC 697-15-54 ANNEXSWSE SECTION 15, T 6 S, R 97W, 6th P.M.GARFIELD COUNTY, COLORADO DRAWN: 10/23/2020 - TKM 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. DRG JOB No. 21379 SCALE: AS SHOWN (307) 362-5028 100 0 100 SCALE FEET DATE: 12/7/2020 FILE: J:\21000\21379\DWGS\21379_01_PIT_2020-12-01.dwgRECLAIMATION CONDITIONS ~ SITE PLAN ~ SCALE: 1" = 100' PROPOSED DISTURBANCE AREA EXISTING DISTURBANCE AREA RECLAIMATION SEE GRADING PLAN FOR ADDITIONAL DETAIL. 15 14 22 23 10 11 15 14 100 0 100 SCALE FEET FINAL RECLAMATION CONTOURS ~ SITE PLAN ~ SCALE: 1" = 100' 9.0' POST RECLAMATION DISTURBANCE EXTENT 15 14 22 23 10 11 15 14 REVISED: 12/07/2020 - TKM MISC. REVISIONS SHEET 4 OF 8 X 2.3:1 H/V EXISTING DISTURBANCE BOUNDARY 15 14 22 23 PROPERTY BOUNDARY PROPOSED DISTURBANCE BOUNDARY 8625 EXISTING CONTOUR (5 FOOT INTERVAL) PROPOSED PROJECT BOUNDARY EXISTING FENCE EXISTING EDGE OF PAD SURFACE SLOPE LABEL PROPOSED GRADE SLOPE PROJECTIONS FOUND SECTION CORNER LEGEND PROPOSED C/L ROAD OR DITCH C/L EXISTING ROAD S70°00'00"E 303.52' 4.4:1 H/V 4.9:1H/V1.4:1H/VXXXXXXXXXX X XXX X X XXXXXXXBP 0+00.00PC 1+14.67PT 1+93.04BP 0+00.0 0 PC 0+12.9 6 P T 0 + 8 0 . 5 6 PC 1 + 1 2 . 6 7 PT 1+87.20PC 2+32.33PT 4+21.77 PC 6+07.34PT 6+89.17N15°23'15"E3928.17'847 5 84758500 8500852585258525852 5 85508550 8550 8 5 5 0 85758575 8 5 7 5 8 5 75 8 6 0 0 8600862586253.0:1 H/V 1.0:1 H/V X XXXXX XXXXS70°00'00"E 570.00' N70°00'00"W 570.00'N20°00'00"E560.00'S20°00'00"W560.00'COUEY FAMILY, LLLP LARAMIE ENERGY LLC 67.0'9.0'50.0'3.5:1H/V2.7: 1 H/V1.7:1H/V1.2:1 H/V 1.5:1H/V 1.0:1H/V1.5:1 H/V 2.0:1 H/V 1.5:1H/V2.0:1H/V1.0:1 H/V 2.0:1H/V 2.0:1 H/V 2. 0 : 1 H/ V 1.0:1 H/V ~ SECTION - E-E ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' CUT FILL 1.5:1 H/V PROPOSED GRADE EXISTING GRADE 2.0:1 H/V CUT ~ SECTION - A-A ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' CUT PROPOSED GRADE EXISTING GRADE CUT FILL FILL ~ SECTION - B-B ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' FILL PROPOSED GRADE EXISTING GRADE CUT ~ SECTION - C-C ~ 8540 8560 8580 8600 8620 8640 8540 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' FILLCUT CUT 3.0:1 H/V 1.5:1 H/V 2.0:1 H/V1.0:1 H/V PROPOSED GRADE EXISTING GRADE 1.0:1 H/V FILL ~ SECTION - D-D ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' CUT FILL 1.5:1 H/V PROPOSED GRADE EXISTING GRADE 2.0:1 H/V FILL ~ SECTION - CL_DITCH ~ 8540 8560 8580 8600 8620 8640 8540 8560 8580 8600 8620 8640 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 33.3 % 0.0% 33.3% 1.5% 21.3%STA 0+50.00EL 8631.18STA 6+23.80EL 8554.99STA 7+00.00EL 8570.39STA 5+51.20EL 8579.19STA 2+75.17EL 8583.27STA 6+53.80EL 8554.99CUT EXISTING GRADE PROPOSED GRADE ℄ 1+00 8600 8620 8640 8600 8620 8640 0 20 400-20-40 ℄ 2+00 8580 8600 8620 8580 8600 8620 0 20 400-20-40 ℄ 3+00 8560 8580 8600 8560 8580 8600 0 20 400-20-40 ℄ 4+00 8560 8580 8600 8560 8580 8600 0 20 400-20-40 ℄ 5+00 8560 8580 8600 8560 8580 8600 0 20 400-20-40 ℄ 6+00 8560 8580 8600 8560 8580 8600 0 20 400-20-40 ℄ ~ SECTION - ROAD ~ 8580 8600 8620 8640 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 8.0% 0.0% 12.0% CUTSTA 0+50.00EL 8614.10STA 2+01.19EL 8602.00EXISTING GRADE PROPOSED GRADEPROPOSED EL: 8602.0APPROXIMATE PAD EL: 8625.0PROPOSED CUTTINGS TREATMENT AREALARAMIE ENERGY, LLCCC 697-15-54 ANNEXSWSE SECTION 15, T 6 S, R 97W, 6th P.M.GARFIELD COUNTY, COLORADO DRAWN: 10/27/2020 - TKM 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. DRG JOB No. 21379 SCALE: AS SHOWN (307) 362-5028 40 0 40 SCALE FEETAABC D E BC D E 1.5:1 H/V 1:1 H/V C/L 3.0' 3.0' DITCH ~ TYPICAL SECTION ~ STA 2+50 to 4+00 SCALE: 1" = 10' 15.0' 1:1 H/V 3.0:1 H/V EXISTING GRADE PROPOSED GRADE C/L DITCH ~ TYPICAL SECTION ~ STA 5+60 TO 7+00 SCALE: 1" = 20' DITCH ~ SECTION VIEWS ~ SCALE: 1" = 40' EXISTING GRADE PROPOSED GRADE PROPOSED GRADE (TYP) EXISTING GRADE (TYP) PROPOSED C/L DITCH PROPOSED DISTURBANCE AREA EXISTING DISTURBANCE AREA 12.0' 113'183'60'SEDIMENT TRAP / POND 26,000 CF CUT 21,426 CY FILL 21,426 CY ESTIMATED EARTHWORK DATE: 12/7/2020 FILE: J:\21000\21379\DWGS\21379_01_PIT_2020-12-01.dwgEXISTING CASCADE CREEK 697-15-54 EXISTING ROADEXISTING ROADTANKS TANK 15 14 22 23 10 11 15 14 GRADING CONDITIONS GRADING PLAN ~ SITE PLAN ~ SCALE: 1" = 40'PROPOSED EL: 8619.0N48 ° 1 3 ' 2 1 " W 143 8 . 8 6 ' ~ PROFILE VIEW ~ SCALE: 1" = 40' DRAINAGE DITCH ~ PROFILE VIEW ~ SCALE: 1" = 40' ACCESS ROAD 16.0' 1:1 H/V EXISTING GRADE PROPOSED GRADE C/L ~ TYPICAL SECTION ~ SCALE: 1" = 20' 1:1 H/V ACCESS ROAD 1:1 H/V C/L 3.0' DITCH ~ TYPICAL SECTION ~ STA 0+50 to 2+50 and STA 4+00 to 5+60 SCALE: 1" = 10' EXISTING GRADE PROPOSED GRADE CL 2.0% 16.0' SUBGRADE 12.0' TRAVEL SURFACE 3" MINUS GRAVEL 6" MIN. COMPACTED DEPTH 2.0% 1.5' MIN. REVISED: 12/07/2020 - TKM MISC. REVISIONS SHEET 5 OF 8 100' 30' SPOIL PILE FOR RECLAMATION VOLUME: 997 CY HEIGHT: 10 FT82'SPOIL PILE FOR RECLAMATION VOLUME: 4,622 CY HEIGHT: 20 FT XXXXXXXXXX X XXX X X XXXXXXX N15°23'15"E3928.17'8475 84758500 850085258525 8525 8 5 2 5 85508550 8550 8 5 5 0 85758575857585758600860086008600X XXXXX XXXXS70°00'00"E 570.00' N70°00'00"W 570.00'N20°00'00"E560.00'S20°00'00"W560.00'COUEY FAMILY, LLLP LARAMIE ENERGY LLC 67.0'9.0'50.0' ~ SECTION - E-E ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 CUTTINGS FILL SCALE: 1" = 40' PROPOSED GRADE EXISTING GRADE ~ SECTION - A-A ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 CUTTINGS FILL SCALE: 1" = 40' PROPOSED GRADEEXISTING GRADE ~ SECTION - B-B ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' EXISTING GRADE ~ SECTION - C-C ~ 8540 8560 8580 8600 8620 8640 8540 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 CUTTINGS FILL SCALE: 1" = 40' PROPOSED GRADE EXISTING GRADE ~ SECTION - D-D ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 CUTTINGS FILL SCALE: 1" = 40' PROPOSED GRADE EXISTING GRADE PROPOSED CUTTINGS TREATMENT AREALARAMIE ENERGY, LLCCC 697-15-54 ANNEXSWSE SECTION 15, T 6 S, R 97W, 6th P.M.GARFIELD COUNTY, COLORADO DRAWN: 10/27/2020 - TKM 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. DRG JOB No. 21379 SCALE: AS SHOWN (307) 362-5028 40 0 40 SCALE FEETAABC D E BC D E PROPOSED DISTURBANCE AREA EXISTING DISTURBANCE AREA 157'291'CUT 0 CY FILL 22,169 CY ESTIMATED EARTHWORK DATE: 12/7/2020 FILE: J:\21000\21379\DWGS\21379_01_PIT_2020-12-01.dwgEXISTING CASCADE CREEK 697-15-54 EXISTING ROADEX I S T I N G R O A D TANKS TANK 15 14 22 23 10 11 15 14 CUTTINGS TREATMENT CONDITIONS GRADING PLAN ~ SITE PLAN ~ SCALE: 1" = 40' N48 ° 1 3 ' 2 1 " W 143 8 . 8 6 ' REVISED: 12/07/2020 - TKM MISC. REVISIONS SHEET 6 OF 8 100' 30' XXXXXXXXXX X XXX X X XXXXXXX N15°23'15"E3928.17'8475 8475850 0 8500852585258525 8 5 2 5 855085508550 8 5 5 0 8575857585758 5 7 5 8600 86008600 86008625 8625862586253.0:1 H/V 1.0:1 H/V X XXXXX XXXXS70°00'00"E 570.00' N70°00'00"W 570.00'N20°00'00"E560.00'S20°00'00"W560.00'COUEY FAMILY, LLLP LARAMIE ENERGY LLC 67.0'9.0'50.0' 8625 8605 8610 8615 8620 ~ SECTION - E-E ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' PROPOSED RECLAMATION GRADEEXISTING GRADE ~ SECTION - A-A ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' PROPOSED RECLAMATION GRADE EXISTING GRADE SPOIL PIPE TO BE RECLAIMED ~ SECTION - B-B ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' EXISTING GRADE PROPOSED RECLAMATION GRADE ~ SECTION - C-C ~ 8540 8560 8580 8600 8620 8640 8540 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' PROPOSED RECLAMATION GRADE EXISTING GRADE SPOIL PIPE TO BE RECLAIMED ~ SECTION - D-D ~ 8560 8580 8600 8620 8640 8560 8580 8600 8620 8640 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 SCALE: 1" = 40' PROPOSED RECLAMATION GRADE EXISTING GRADE SPOIL PIPE TO BE RECLAIMED PROPOSED CUTTINGS TREATMENT AREALARAMIE ENERGY, LLCCC 697-15-54 ANNEXSWSE SECTION 15, T 6 S, R 97W, 6th P.M.GARFIELD COUNTY, COLORADO DRAWN: 10/27/2020 - TKM 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. DRG JOB No. 21379 SCALE: AS SHOWN (307) 362-5028 40 0 40 SCALE FEETAABC D E BC D E SHEET 7 OF 8 EXISTING DISTURBANCE AREA 175'301'CUT 5,678 CY FILL 5,678 CY ESTIMATED EARTHWORK DATE: 12/7/2020 FILE: J:\21000\21379\DWGS\21379_01_PIT_2020-12-01.dwgEXISTING CASCADE CREEK 697-15-54 EXISTING ROADEX I S T I N G R O A D TANKS TANK 15 14 22 23 10 11 15 14 RECLAMATION CONDITIONS GRADING PLAN ~ SITE PLAN ~ SCALE: 1" = 40' N48 ° 1 3 ' 2 1 " W 143 8 . 8 6 ' PROPOSED RECLAMATION LIMITS REVISED: 12/07/2020 - TKM MISC. REVISIONS PROPOSED RECLAMATION LIMITS PROPOSED RECLAMATION LIMITS NOTE: RECLAMATION SHALL HAVE A MINIMUM OF 3'-0" OF FILL MATERIAL OVER DISPOSED CUTTINGS PER PERMIT REQUIREMENT SPOIL PIPE TO BE RECLAIMED 100' PROPOSED CUTTINGS TREATMENT AREALARAMIE ENERGY, LLCCC 697-15-54 ANNEXSWSE SECTION 15, T 6 S, R 97W, 6th P.M.GARFIELD COUNTY, COLORADOREVISED: 12/07/2020 - TKM DRAWN: 10/27/2020 - TKM MISC. REVISIONS 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. DRG JOB No. 21379 SCALE: AS SHOWN (307) 362-5028 SHEET 8 OF 8 2" MIN TO 1/3 D BELOW GRADE RIFFIN & ASSOCIATES, INC. 1414 ELK ST., SUITE 202 ROCK SPRINGS, WY 82901 (307) 362-5028 SCALE: NONE C&E No.: 11-EL TYPICAL EROSION CONTROL SEDIMENT ("WATTLE") LOGS 1414 ELK ST., SUITE 202 ROCK SPRINGS, WY 82901 (307) 362-5028 C&E No: - SCALE: NONE TYPICAL RETENTION POND 1414 ELK ST., SUITE 202 ROCK SPRINGS, WY 82901 (307) 362-5028 C&E No: 11-DD SCALE: NONE TYPICAL DIVERSION OR INTERCEPTOR DITCH 1414 ELK ST., SUITE 202 ROCK SPRINGS, WY 82901 (307) 362-5028 C&E No: - SCALE: NONE TYPICAL SLOPE STABILIZATION TRACKING1414 ELK ST., SUITE 202 ROCK SPRINGS, WY 82901 (307) 362-5028 C&E No: 11-SF SCALE: NONE TYPICAL SILT FENCE SEDIMENT BARRIER DATE: 12/7/2020 FILE: J:\21000\21379\DWGS\21379_01_PIT_2020-12-01.dwgRIFFIN & ASSOCIATES, INC.RIFFIN & ASSOCIATES, INC.RIFFIN & ASSOCIATES, INC. RIFFIN & ASSOCIATES, INC. DESIGN AND INSTALLATION: ·CONSTRUCT RETENTION POND PRIOR TO RAINY SEASON AND CONSTRUCTION ACTIVITIES. ·LOCATE RETENTION POND WHERE (1) A LOW EMBANKMENT CAN BE CONSTRUCTED ACROSS A SWALE, (2) FAILURE WOULD NOT CAUSE LOSS OF LIFE OR PROPERTY DAMAGE, AND (3) ACCESS FOR MAINTENANCE IS CONVENIENT. ·SIZE RETENTION POND TO ACCOMMODATE BOTH A SETTLING ZONE AND SEDIMENT TREATMENT ZONE. MULTIPLE PONDS MAY BE REQUIRED TO ACCOMMODATE SITE SPECIFIC RAILFALL AND SOIL CONDITIONS. ·PROVIDE A DESIGN WHICH ACCOMODATES MAINTENANCE REQUIREMENTS, SUCH AS SEDIMENT AND VEGETATION REMOVAL, TO ENSURE CONTINUOUS FUNCTION OF THE POND OUTLET. ·CLEAR AND STRIP AREA WHERE EMBANKMENTS, STRUCTURAL WORKS, AND POND WILL BE CONSTRUCTED. ·LOCATE POND INLETS TO MAXIMIZE TRAVEL DISTANCE TO THE OUTLET. GENERALLY, LENGTH EQUAL TO THREE TIMES THE WIDTH PROVIDES ADEQUATE TRAVEL DISTANCE. ·USE ROCK OR VEGATATION TO PROTECT THE OUTLETS AGAINST EROSION. ·CHAIN LINK FENCING AROUND LARGE PONDS MAY BE INSTALLED TO PREVENT UNAUTHORIZED ENTRY IF SAFETY IS A CONCERN. ·TO DEWATER THE POND, CONSTRUCT A CRUSHED STONE OUTLET SECTION OF THE EMBANKMENT AT THE LOW POINT. THE STONE SECTION SERVES AS A NON-EROSIVE SPILLWAY OUTLET FOR FLOOD FLOWS AND THE BOTTOM SECTION PROVIDES A MEANS OF DETWATERING THE POND BETWEEN RAINFALL EVENTS. INSPECTION AND MAINTENANCE: ·PROVIDE REGULAR INSPECTIONS AT THE FREQUENCY REQUIRED BY THE STORM WATER PERMIT TO ENSURE STRUCTURES ARE FUNCTIONING PROPERLY. IF NO STORM WATER PERMIT IS REQUIRED FOR THE PROJECT, CONDUCT INSPECTION AS SPECIFIED IN THE CONTRACT. ·INSPECT STRUCTURES BEFORE AND AFTER RAINFALL EVENTS. ·CHECK POND BANKS FOR SEEPAGE AND STRUCTURAL SOUNDNESS. ·CHECK OUTLET STRUCTURE AND SPILLWAY FOR ANY DAMAGE OR OBSTRUCTIONS. REPAIR DAMAGE AND REMOVE OBSTRUCTIONS AS NEEDED. ·CHECK OUTLET AREA FOR EROSION AND STABILIZE IF REQUIRED. ·REMOVE ACCUMULATED SEDIMENT WHEN THE VOLUME HAS REACHED 1/3 THE ORIGINAL VOLUME. OVERF L O W CHA N N E L INLE T F L O W WE I R 4' MIN.18" MIN. OVERFLOW 5'3'-6" 18" MIN. FLAT BOTTOM GEOTEXTILE EROSION CONTROL WEIR WIDTH RIPRAPGEOTEXTILE EROSION CONTROL NATIVE SOIL OR COMPACTED BACKFILL 18" MIN. TYPICAL RETENTION POND WITH SPILLWAY TYPE OUTFALL DRAINAGE AREA (ACRES) 1 2 3 4 5 WEIR WIDTH (FEET) 4 6 8 10 12 WEIR WIDTH TABLE DESIGN AND INSTALLATION: ·TO SLOW EROSION, COMPLETE SURFACE ROUGHENING AS SOON AS POSSIBLE AFTER THE VEGATATION HAS BEEN REMOVED. ·SURFACE ROUGHENING SHOULD BE USED IN CONJUNCTION WITH EROSION SEEDING. ·TRACKED MACHINERY SHOULD BE OPERATED PERPENDICULAR TO THE SLOPE TO LEAVE HORIZONTAL DEPRESSIONS IN THE SOIL. INSPECTION AND MAINTENANCE: ·PROVIDE REGULAR INSPECTIONS AT THE FREQUENCY REQUIRED BY THE STORM WATER PERMIT TO ENSURE STRUCTURES ARE FUNCTIONING PROPERLY. IF NO STORM WATER PERMIT IS REQUIRED FOR THE PROJECT, CONDUCT INSPECTION AS SPECIFIED IN THE CONTRACT. ·INSPECT ROUGHENED AREAS AFTER STORMS FOR EROSION FAILURE. ·REGULAR INSPECTION OF ROUGHENED SLOPES WILL INDICATE WHERE ADDITIONAL EROSION AND SENDIMENT CONTROL MEASURES ARE NEEDED. ·IF EROSION OCCURS, FILL, REGRADE AND/OR RESEEND THE ERODED AREA IMMEDIATELY. ·MAINTAIN ALL SLOPES TO PREVENT EROSION AND REDUCE SEDIMENT LOSS. 1S Total Disturbance Area 3R Diversion Ditch 2P Sediment Pond Routing Diagram for 21379 REV 1 Prepared by D.R. Griffin & Associates, Inc., Printed 11/13/2020 HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link DRG Hydrology for CC 697-15-54 ANNEX 21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 2HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 5.480 75 Pinyon/juniper range, Poor, HSG B (1S) 5.480 75 TOTAL AREA DRG Hydrology for CC 697-15-54 ANNEX 21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 3HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 5.480 HSG B 1S 0.000 HSG C 0.000 HSG D 0.000 Other 5.480 TOTAL AREA DRG Hydrology for CC 697-15-54 ANNEX 21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 4HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 5.480 0.000 0.000 0.000 5.480 Pinyon/juniper range, Poor 1S 0.000 5.480 0.000 0.000 0.000 5.480 TOTAL AREA DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 10-24 Rainfall=1.84"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 5HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=238,709 sf 0.00% Impervious Runoff Depth>0.27"Subcatchment 1S: Total Disturbance Flow Length=1,000' Slope=0.4075 '/' Tc=5.8 min CN=75 Runoff=2.53 cfs 0.121 af Avg. Flow Depth=0.16' Max Vel=4.64 fps Inflow=2.53 cfs 0.121 afReach 3R: Diversion Ditch n=0.025 L=650.0' S=0.0800 '/' Capacity=408.30 cfs Outflow=2.27 cfs 0.121 af Peak Elev=8,559.72' Storage=5,249 cf Inflow=2.27 cfs 0.121 afPond 2P: Sediment Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 5.480 ac Runoff Volume = 0.121 af Average Runoff Depth = 0.27" 100.00% Pervious = 5.480 ac 0.00% Impervious = 0.000 ac DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 10-24 Rainfall=1.84"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 6HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Total Disturbance Area [49] Hint: Tc<2dt may require smaller dt Runoff =2.53 cfs @ 11.99 hrs, Volume=0.121 af, Depth>0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-24 Rainfall=1.84" Area (sf)CN Description 238,709 75 Pinyon/juniper range, Poor, HSG B 238,709 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.8 1,000 0.4075 2.88 Lag/CN Method, Industrial Site w Few Structures Subcatchment 1S: Total Disturbance Area Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr 10-24 Rainfall=1.84" Runoff Area=238,709 sf Runoff Volume=0.121 af Runoff Depth>0.27" Flow Length=1,000' Slope=0.4075 '/' Tc=5.8 min CN=75 2.53 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 10-24 Rainfall=1.84"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 7HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Reach 3R: Diversion Ditch Inflow Area =5.480 ac,0.00% Impervious, Inflow Depth > 0.27" for 10-24 event Inflow =2.53 cfs @ 11.99 hrs, Volume=0.121 af Outflow =2.27 cfs @ 12.06 hrs, Volume=0.121 af, Atten= 10%, Lag= 4.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.64 fps, Min. Travel Time= 2.3 min Avg. Velocity = 1.77 fps, Avg. Travel Time= 6.1 min Peak Storage= 328 cf @ 12.02 hrs Average Depth at Peak Storage= 0.16' Bank-Full Depth= 3.00' Flow Area= 18.0 sf, Capacity= 408.30 cfs Custom cross-section, Length= 650.0' Slope= 0.0800 '/' Constant n= 0.025 Earth, clean & winding Inlet Invert= 8,631.00', Outlet Invert= 8,579.00' Offset Elevation Chan.Depth (feet)(feet)(feet) 0.00 3.00 0.00 3.00 0.00 3.00 6.00 0.00 3.00 9.00 3.00 0.00 Depth End Area Perim.Storage Discharge (feet)(sq-ft)(feet)(cubic-feet)(cfs) 0.00 0.0 3.0 0 0.00 3.00 18.0 11.5 11,700 408.30 DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 10-24 Rainfall=1.84"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 8HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Reach 3R: Diversion Ditch Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=5.480 ac Avg. Flow Depth=0.16' Max Vel=4.64 fps n=0.025 L=650.0' S=0.0800 '/' Capacity=408.30 cfs 2.53 cfs 2.27 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 10-24 Rainfall=1.84"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 9HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Sediment Pond Inflow Area =5.480 ac,0.00% Impervious, Inflow Depth > 0.26" for 10-24 event Inflow =2.27 cfs @ 12.06 hrs, Volume=0.121 af Outflow =0.00 cfs @ 5.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Discarded =0.00 cfs @ 5.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 8,559.72' @ 20.00 hrs Surf.Area= 1,860 sf Storage= 5,249 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8,555.00'25,334 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 8,555.00 472 0 0 8,556.00 711 592 592 8,557.00 980 846 1,437 8,558.00 1,276 1,128 2,565 8,559.00 1,603 1,440 4,005 8,560.00 1,961 1,782 5,787 8,561.00 2,350 2,156 7,942 8,562.00 2,767 2,559 10,501 8,563.00 3,212 2,990 13,490 8,564.00 3,685 3,449 16,939 8,565.00 4,190 3,938 20,876 8,566.00 4,726 4,458 25,334 Device Routing Invert Outlet Devices #1 Discarded 8,563.00'Custom Weir/Orifice X 0.00, Cv= 2.62 (C= 3.28) Elev. (feet) 8,563.00 8,564.00 8,565.00 Width (feet) 4.00 6.00 8.00 Discarded OutFlow Max=0.00 cfs @ 5.00 hrs HW=8,555.00' (Free Discharge) 1=Custom Weir/Orifice ( Controls 0.00 cfs) DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 10-24 Rainfall=1.84"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 10HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Pond 2P: Sediment Pond Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=5.480 ac Peak Elev=8,559.72' Storage=5,249 cf 2.27 cfs 0.00 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 25-24 Rainfall=2.20"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 11HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=238,709 sf 0.00% Impervious Runoff Depth>0.43"Subcatchment 1S: Total Disturbance Flow Length=1,000' Slope=0.4075 '/' Tc=5.8 min CN=75 Runoff=4.34 cfs 0.195 af Avg. Flow Depth=0.22' Max Vel=5.75 fps Inflow=4.34 cfs 0.195 afReach 3R: Diversion Ditch n=0.025 L=650.0' S=0.0800 '/' Capacity=408.30 cfs Outflow=3.94 cfs 0.194 af Peak Elev=8,561.21' Storage=8,447 cf Inflow=3.94 cfs 0.194 afPond 2P: Sediment Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 5.480 ac Runoff Volume = 0.195 af Average Runoff Depth = 0.43" 100.00% Pervious = 5.480 ac 0.00% Impervious = 0.000 ac DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 25-24 Rainfall=2.20"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 12HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Total Disturbance Area [49] Hint: Tc<2dt may require smaller dt Runoff =4.34 cfs @ 11.98 hrs, Volume=0.195 af, Depth>0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25-24 Rainfall=2.20" Area (sf)CN Description 238,709 75 Pinyon/juniper range, Poor, HSG B 238,709 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.8 1,000 0.4075 2.88 Lag/CN Method, Industrial Site w Few Structures Subcatchment 1S: Total Disturbance Area Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Type II 24-hr 25-24 Rainfall=2.20" Runoff Area=238,709 sf Runoff Volume=0.195 af Runoff Depth>0.43" Flow Length=1,000' Slope=0.4075 '/' Tc=5.8 min CN=75 4.34 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 25-24 Rainfall=2.20"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 13HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Reach 3R: Diversion Ditch Inflow Area =5.480 ac,0.00% Impervious, Inflow Depth > 0.43" for 25-24 event Inflow =4.34 cfs @ 11.98 hrs, Volume=0.195 af Outflow =3.94 cfs @ 12.04 hrs, Volume=0.194 af, Atten= 9%, Lag= 3.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.75 fps, Min. Travel Time= 1.9 min Avg. Velocity = 1.93 fps, Avg. Travel Time= 5.6 min Peak Storage= 471 cf @ 12.00 hrs Average Depth at Peak Storage= 0.22' Bank-Full Depth= 3.00' Flow Area= 18.0 sf, Capacity= 408.30 cfs Custom cross-section, Length= 650.0' Slope= 0.0800 '/' Constant n= 0.025 Earth, clean & winding Inlet Invert= 8,631.00', Outlet Invert= 8,579.00' Offset Elevation Chan.Depth (feet)(feet)(feet) 0.00 3.00 0.00 3.00 0.00 3.00 6.00 0.00 3.00 9.00 3.00 0.00 Depth End Area Perim.Storage Discharge (feet)(sq-ft)(feet)(cubic-feet)(cfs) 0.00 0.0 3.0 0 0.00 3.00 18.0 11.5 11,700 408.30 DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 25-24 Rainfall=2.20"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 14HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Reach 3R: Diversion Ditch Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=5.480 ac Avg. Flow Depth=0.22' Max Vel=5.75 fps n=0.025 L=650.0' S=0.0800 '/' Capacity=408.30 cfs 4.34 cfs 3.94 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 25-24 Rainfall=2.20"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 15HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Sediment Pond Inflow Area =5.480 ac,0.00% Impervious, Inflow Depth > 0.43" for 25-24 event Inflow =3.94 cfs @ 12.04 hrs, Volume=0.194 af Outflow =0.00 cfs @ 5.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Discarded =0.00 cfs @ 5.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 8,561.21' @ 20.00 hrs Surf.Area= 2,438 sf Storage= 8,447 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8,555.00'25,334 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 8,555.00 472 0 0 8,556.00 711 592 592 8,557.00 980 846 1,437 8,558.00 1,276 1,128 2,565 8,559.00 1,603 1,440 4,005 8,560.00 1,961 1,782 5,787 8,561.00 2,350 2,156 7,942 8,562.00 2,767 2,559 10,501 8,563.00 3,212 2,990 13,490 8,564.00 3,685 3,449 16,939 8,565.00 4,190 3,938 20,876 8,566.00 4,726 4,458 25,334 Device Routing Invert Outlet Devices #1 Discarded 8,563.00'Custom Weir/Orifice X 0.00, Cv= 2.62 (C= 3.28) Elev. (feet) 8,563.00 8,564.00 8,565.00 Width (feet) 4.00 6.00 8.00 Discarded OutFlow Max=0.00 cfs @ 5.00 hrs HW=8,555.00' (Free Discharge) 1=Custom Weir/Orifice ( Controls 0.00 cfs) DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 25-24 Rainfall=2.20"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 16HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Pond 2P: Sediment Pond Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=5.480 ac Peak Elev=8,561.21' Storage=8,447 cf 3.94 cfs 0.00 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 50-24 Rainfall=2.50"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 17HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=238,709 sf 0.00% Impervious Runoff Depth>0.58"Subcatchment 1S: Total Disturbance Flow Length=1,000' Slope=0.4075 '/' Tc=5.8 min CN=75 Runoff=6.03 cfs 0.265 af Avg. Flow Depth=0.28' Max Vel=6.48 fps Inflow=6.03 cfs 0.265 afReach 3R: Diversion Ditch n=0.025 L=650.0' S=0.0800 '/' Capacity=408.30 cfs Outflow=5.50 cfs 0.264 af Peak Elev=8,562.35' Storage=11,484 cf Inflow=5.50 cfs 0.264 afPond 2P: Sediment Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 5.480 ac Runoff Volume = 0.265 af Average Runoff Depth = 0.58" 100.00% Pervious = 5.480 ac 0.00% Impervious = 0.000 ac DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 50-24 Rainfall=2.50"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 18HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Total Disturbance Area [49] Hint: Tc<2dt may require smaller dt Runoff =6.03 cfs @ 11.98 hrs, Volume=0.265 af, Depth>0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50-24 Rainfall=2.50" Area (sf)CN Description 238,709 75 Pinyon/juniper range, Poor, HSG B 238,709 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.8 1,000 0.4075 2.88 Lag/CN Method, Industrial Site w Few Structures Subcatchment 1S: Total Disturbance Area Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 50-24 Rainfall=2.50" Runoff Area=238,709 sf Runoff Volume=0.265 af Runoff Depth>0.58" Flow Length=1,000' Slope=0.4075 '/' Tc=5.8 min CN=75 6.03 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 50-24 Rainfall=2.50"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 19HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Reach 3R: Diversion Ditch Inflow Area =5.480 ac,0.00% Impervious, Inflow Depth > 0.58" for 50-24 event Inflow =6.03 cfs @ 11.98 hrs, Volume=0.265 af Outflow =5.50 cfs @ 12.03 hrs, Volume=0.264 af, Atten= 9%, Lag= 2.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.48 fps, Min. Travel Time= 1.7 min Avg. Velocity = 2.07 fps, Avg. Travel Time= 5.2 min Peak Storage= 587 cf @ 12.00 hrs Average Depth at Peak Storage= 0.28' Bank-Full Depth= 3.00' Flow Area= 18.0 sf, Capacity= 408.30 cfs Custom cross-section, Length= 650.0' Slope= 0.0800 '/' Constant n= 0.025 Earth, clean & winding Inlet Invert= 8,631.00', Outlet Invert= 8,579.00' Offset Elevation Chan.Depth (feet)(feet)(feet) 0.00 3.00 0.00 3.00 0.00 3.00 6.00 0.00 3.00 9.00 3.00 0.00 Depth End Area Perim.Storage Discharge (feet)(sq-ft)(feet)(cubic-feet)(cfs) 0.00 0.0 3.0 0 0.00 3.00 18.0 11.5 11,700 408.30 DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 50-24 Rainfall=2.50"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 20HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Reach 3R: Diversion Ditch Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Inflow Area=5.480 ac Avg. Flow Depth=0.28' Max Vel=6.48 fps n=0.025 L=650.0' S=0.0800 '/' Capacity=408.30 cfs 6.03 cfs 5.50 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 50-24 Rainfall=2.50"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 21HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Sediment Pond Inflow Area =5.480 ac,0.00% Impervious, Inflow Depth > 0.58" for 50-24 event Inflow =5.50 cfs @ 12.03 hrs, Volume=0.264 af Outflow =0.00 cfs @ 5.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Discarded =0.00 cfs @ 5.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 8,562.35' @ 20.00 hrs Surf.Area= 2,921 sf Storage= 11,484 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8,555.00'25,334 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 8,555.00 472 0 0 8,556.00 711 592 592 8,557.00 980 846 1,437 8,558.00 1,276 1,128 2,565 8,559.00 1,603 1,440 4,005 8,560.00 1,961 1,782 5,787 8,561.00 2,350 2,156 7,942 8,562.00 2,767 2,559 10,501 8,563.00 3,212 2,990 13,490 8,564.00 3,685 3,449 16,939 8,565.00 4,190 3,938 20,876 8,566.00 4,726 4,458 25,334 Device Routing Invert Outlet Devices #1 Discarded 8,563.00'Custom Weir/Orifice X 0.00, Cv= 2.62 (C= 3.28) Elev. (feet) 8,563.00 8,564.00 8,565.00 Width (feet) 4.00 6.00 8.00 Discarded OutFlow Max=0.00 cfs @ 5.00 hrs HW=8,555.00' (Free Discharge) 1=Custom Weir/Orifice ( Controls 0.00 cfs) DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 50-24 Rainfall=2.50"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 22HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Pond 2P: Sediment Pond Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)6 5 4 3 2 1 0 Inflow Area=5.480 ac Peak Elev=8,562.35' Storage=11,484 cf 5.50 cfs 0.00 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 100-24 Rainfall=2.82"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 23HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=238,709 sf 0.00% Impervious Runoff Depth>0.76"Subcatchment 1S: Total Disturbance Flow Length=1,000' Slope=0.4075 '/' Tc=5.8 min CN=75 Runoff=7.97 cfs 0.347 af Avg. Flow Depth=0.33' Max Vel=7.15 fps Inflow=7.97 cfs 0.347 afReach 3R: Diversion Ditch n=0.025 L=650.0' S=0.0800 '/' Capacity=408.30 cfs Outflow=7.33 cfs 0.345 af Peak Elev=8,563.46' Storage=15,033 cf Inflow=7.33 cfs 0.345 afPond 2P: Sediment Pond Outflow=0.00 cfs 0.000 af Total Runoff Area = 5.480 ac Runoff Volume = 0.347 af Average Runoff Depth = 0.76" 100.00% Pervious = 5.480 ac 0.00% Impervious = 0.000 ac DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 100-24 Rainfall=2.82"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 24HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Total Disturbance Area [49] Hint: Tc<2dt may require smaller dt Runoff =7.97 cfs @ 11.98 hrs, Volume=0.347 af, Depth>0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-24 Rainfall=2.82" Area (sf)CN Description 238,709 75 Pinyon/juniper range, Poor, HSG B 238,709 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.8 1,000 0.4075 2.88 Lag/CN Method, Industrial Site w Few Structures Subcatchment 1S: Total Disturbance Area Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 100-24 Rainfall=2.82" Runoff Area=238,709 sf Runoff Volume=0.347 af Runoff Depth>0.76" Flow Length=1,000' Slope=0.4075 '/' Tc=5.8 min CN=75 7.97 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 100-24 Rainfall=2.82"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 25HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Reach 3R: Diversion Ditch Inflow Area =5.480 ac,0.00% Impervious, Inflow Depth > 0.76" for 100-24 event Inflow =7.97 cfs @ 11.98 hrs, Volume=0.347 af Outflow =7.33 cfs @ 12.02 hrs, Volume=0.345 af, Atten= 8%, Lag= 2.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 7.15 fps, Min. Travel Time= 1.5 min Avg. Velocity = 2.22 fps, Avg. Travel Time= 4.9 min Peak Storage= 708 cf @ 12.00 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 3.00' Flow Area= 18.0 sf, Capacity= 408.30 cfs Custom cross-section, Length= 650.0' Slope= 0.0800 '/' Constant n= 0.025 Earth, clean & winding Inlet Invert= 8,631.00', Outlet Invert= 8,579.00' Offset Elevation Chan.Depth (feet)(feet)(feet) 0.00 3.00 0.00 3.00 0.00 3.00 6.00 0.00 3.00 9.00 3.00 0.00 Depth End Area Perim.Storage Discharge (feet)(sq-ft)(feet)(cubic-feet)(cfs) 0.00 0.0 3.0 0 0.00 3.00 18.0 11.5 11,700 408.30 DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 100-24 Rainfall=2.82"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 26HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Reach 3R: Diversion Ditch Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=5.480 ac Avg. Flow Depth=0.33' Max Vel=7.15 fps n=0.025 L=650.0' S=0.0800 '/' Capacity=408.30 cfs 7.97 cfs 7.33 cfs DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 100-24 Rainfall=2.82"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 27HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Summary for Pond 2P: Sediment Pond Inflow Area =5.480 ac,0.00% Impervious, Inflow Depth > 0.76" for 100-24 event Inflow =7.33 cfs @ 12.02 hrs, Volume=0.345 af Outflow =0.00 cfs @ 5.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Discarded =0.00 cfs @ 5.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 8,563.46' @ 20.00 hrs Surf.Area= 3,432 sf Storage= 15,033 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 8,555.00'25,334 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 8,555.00 472 0 0 8,556.00 711 592 592 8,557.00 980 846 1,437 8,558.00 1,276 1,128 2,565 8,559.00 1,603 1,440 4,005 8,560.00 1,961 1,782 5,787 8,561.00 2,350 2,156 7,942 8,562.00 2,767 2,559 10,501 8,563.00 3,212 2,990 13,490 8,564.00 3,685 3,449 16,939 8,565.00 4,190 3,938 20,876 8,566.00 4,726 4,458 25,334 Device Routing Invert Outlet Devices #1 Discarded 8,563.00'Custom Weir/Orifice X 0.00, Cv= 2.62 (C= 3.28) Elev. (feet) 8,563.00 8,564.00 8,565.00 Width (feet) 4.00 6.00 8.00 Discarded OutFlow Max=0.00 cfs @ 5.00 hrs HW=8,555.00' (Free Discharge) 1=Custom Weir/Orifice ( Controls 0.00 cfs) DRG Hydrology for CC 697-15-54 ANNEX Type II 24-hr 100-24 Rainfall=2.82"21379 REV 1 Printed 11/13/2020Prepared by D.R. Griffin & Associates, Inc. Page 28HydroCAD® 10.00-25 s/n 03327 © 2019 HydroCAD Software Solutions LLC Pond 2P: Sediment Pond Inflow Discarded Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=5.480 ac Peak Elev=8,563.46' Storage=15,033 cf 7.33 cfs 0.00 cfs T 6 S R 97 W2 MILESCASCADE CREEK 1414 ELK ST., ROCK SPRINGS, WY 82901 RIFFIN & ASSOCIATES, INC. (307) 362-5028 SURF HYDRO DRAWN: 6/29/2020 - DEH DRG JOB No. 21379 SCALE: 1" = 2000' SURFACE HYDROLOGY MAP LARAMIE ENERGY, LLC. CC 697-15-54 ANNEX SESE, SECTION 15, T.6 S., R.97 W., 6th P.M., GARFIELD COUNTY, COLORADO QUADRANGLE CIRCLE DOT GULCH LONG POINT MOUNT BLAINE RED PINNACLE DEBEQUE WAGON TRACK RIDGE PROPOSED LOCATION GARFIELD CO., COLORADOCC 697-15-54 ANNEX INTERMITTENT FLOW HISTORIC SPRINGREVISED: 10/22/2020 - DEH MISCELLANEOUS EDITS PERENNIAL FLOW Stormwater Management Plan Cascade Creek Project Area Laramie Energy, LLC Prepared By: Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 1 Cascade Creek Project Area Stormwater Management Plan SWMP Last Updated: 3/19/2020 SWMP Certification “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system design to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” Signature Title Date Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 2 TABLE OF CONTENTS 1.0 INTRODUCTION………………………………………………………………. 4 2.0 SITE DESCRIPTION…………………………………………………………… 5 2.1 Nature of Construction Activities……………………………………….. 5 2.2 Sequence of Major Activities……………………………………………. 5 2.3 Acreage Disturbed by Construction Activities………………………….. 7 2.4 Soil Description and Potential for Erosion………………………………. 8 2.5 Description of Existing Vegetation……………………………………… 8 2.6 Potential Pollutant Sources……………………………………………… 9 2.7 Non-Stormwater Discharges…………………………………………...... 9 2.8 Receiving Waters………………………………………………………... 10 3.0 SITE MAP………………………………………………………………………. 11 4.0 STORMWATER MANAGEMENT CONTROLS……………………………... 11 4.1 SWMP Administrator…………………………………………………… 11 4.2 Potential Pollutant Sources……………………………………………… 12 4.3 Best Management Practices for Stormwater Pollution Prevention……… 12 4.3.1 Structural Practices for Erosion and Sediment Control…………. 12 4.3.2 Non-Structural Practices for Erosion and Sediment Control……. 13 4.3.3 Phased BMP Implementation…………………………………… 14 4.3.4 Materials Handling and Spill Prevention……………………….. 15 4.3.5 Dedicated Concrete or Asphalt Batch Plants………………….... 16 4.3.6 Vehicle Tracking Control………………………………………. 16 4.3.7 Waste Management and Disposal, Including Concrete Washout. 16 4.3.8 Groundwater and Stormwater Dewatering……………………... 17 5.0 FINAL STABILIZATION AND LONG-TERM STORMWATER ….……….. 17 5.1 Final Stabilization………………………………………………………. 17 5.2 Long-Term Stormwater Management………………………………….. 18 6.0 INSPECTION AND MAINTENANCE……………………………………….. 18 6.1 Inspection………………………………………………………………. 18 6.1.1 Construction……………………………………………………. 18 6.1.2 Maintenance……………………………………………………. 19 6.1.3 Winter Inspection Exclusions…………………………………... 19 6.2 Maintenance……………………………………………………………. 19 Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 3 ATTACHMENTS Attachment 1 – Project Area Map Attachment 2 – Stormwater Permit Attachment 3 – BMP Typical Drawings Attachment 4 – Recommended Seed Mixes Attachment 5 – Individual Projects APPENDICIES Appendix A – Inspection Reports Appendix B – Site Maps Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 4 1.0 INTRODUCTION This Stormwater Management Plan (SWMP) identifies operating procedures associated with stormwater management for the Cascade Creek Project Area (project). These procedures comply with the requirements, set forth by Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division (Division), for controlling stormwater discharges associated with construction activity. Procedures identified in this plan apply to Laramie Energy, LLC and the contractor(s) it employs to perform construction and/or maintenance operations within the project. Measures in this plan pertain to the entire project area, which is defined as all temporary and permanent rights-of-way (ROW), temporary use areas, access roads, and staging areas located within the Cascade Creek Project Area boundaries. This SWMP describes procedures to minimize the potential for erosion, sedimentation, or the discharge of pollutants, by the use of proper construction techniques and the adoption of appropriate Best Management Practices (BMPs). These BMPs will be implemented and maintained during all phases of construction and maintained until the terms and conditions of the associated stormwater permit have been fulfilled. A copy of this plan is required by CDPHE, Water Quality Control Division, to be stored on project from the date of project initiation to the date of expiration. Upon request, the SWMP is to be provided to the Division, EPA, or any local agency affiliated with, or impacted by stormwater. The SWMP, in its entirety, will be retained for a period of three years after final stabilization has been achieved, all associated permit terms have been fulfilled, and a Notice of Inactivation has been submitted to the State. Laramie Energy has transferred ownership of a Certificate to Discharge under CDPS General Permit COR-030000, Stormwater Discharges Associated with Construction. Permit information is listed below: Certification Number Expiration Date COR402705 3/31/24 A copy of this permit is included as Attachment 2 – Stormwater Permit Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 5 2.0 SITE DESCRIPTION 2.1 Nature of Construction Activities The Cascade Creek Project involves the development of infrastructure needed to produce and transport natural gas and other related by-products. Up to 100, level pads may be developed to construct compressor stations, water handling facilities, natural gas wells, or other related facilities. The development of these 100 pads would disturb approximately 500 acres of land. Approximately 50 miles of road may also be constructed or improved to facilitate access to these locations and could disturb up to an additional 300 acres. As many as 100 pipelines of various diameters and lengths could be constructed to transfer liquids and gases to and from pad locations. Pipeline construction could potentially disturb up to another 700 acres. The total disturbance throughout the life of the project is projected to not exceed 1,500 acres. Of the 1,500 acres of forecasted disturbance, less than 1,000 acres is anticipated to not meet final stabilization requirements at any one point in time. Pad, pipeline, and road construction will involve grading and excavation activities. Topsoil will be segregated prior to conducting any activities involving subsoil. Subsoil will be graded to create level working and/or travel surfaces. Road base and/or surface gravel may be imported to create final working surfaces. The Cascade Creek Project Area includes the following sections: • Township 6S, Range 97W, Sections 3-10, 15-22, and 27-34 • Township 7S, Range 97W, Sections 3-28, 33, and 34 • Township 7S, Range 96W, Sections 9, 10, 15-20, and 30 The project area boundary map is included as Attachment 1. 2.2 Sequence of Major Activities The construction process for developing well pads, pipelines, access roads, and related facilities within the Cascade Creek Project Area is described below: 1.) Install Pre-Construction BMPs – Temporary and/or permanent BMPs will be installed prior to soil disturbing activities to protect sensitive resources and/or to minimize off-ROW deposits of earth, rocks, vegetation, construction debris, and/or sediment. At times, vegetation clearing activities will need to occur prior to installing pre-construction BMPs to gain access to installation sites. Vegetation clearing will be limited to removing above grade vegetation while leaving root structure intact until pre-construction BMPs are installed. 2.) Access Road Improvement – Existing roads will be utilized to access construction sites to the greatest extent practical. Improvements will likely be required to existing roads to better facilitate access and to provide infrastructure to enhance stormwater management. Road improvements Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 6 made to facilitate access may include: widening the road or creating pullouts, shaping the existing road (crowning), adding additional surface material, and preparing the final surface for travel (grading, watering, rolling). Infrastructure improvements may include: creating/improving bar ditches, adding water bars or rolling dips, and/or installing culverts. 3.) Access Road Development – In areas where existing roads do not provide adequate access to construction sites, new roads will be developed. Constructing new roads may include some of the same tasks identified under “Access Road Improvement”, as well as, additional operations specific to new construction. Vegetation, rocks, fences, and/or debris will need to be cleared prior to road construction. Once clearing is complete, on average, 6 inches of topsoil will be stripped and segregated from the designated road surface and stored on either or both edges of the roadway. After clearing and topsoiling activities are complete, subsoil will be shaped to create the desired roadway. Approximately 6 to 12 inches of base rock will then be applied to the road surface to provide adequate strength to support heavy vehicle and equipment traffic. The road surface will typically be finished with the addition of 2 to 6 inches of finer surface material. 4.) Install Access Road BMPs – Once access roads are improved or created, additional BMPs will be installed to enhance or replace those installed during pre-construction. Rock checks and/or rock socks will be placed or constructed in bar ditches to create sediment retention capacity and to slow concentrated flow. Sediment traps will be installed on the inlet and/or outlet ends of culverts, turnouts, or other discharge points to filter stormwater before allowing it to exit the project. Rock aprons will be installed in conjunction with sediment traps to minimize erosion and dissipate flow. 5.) Access Road Restoration – Once permanent BMPs have been installed (rock aprons and sediment traps), cut banks, shoulders, and other slopes will be broadcast or drill seeded with the recommended seed mixture. Certified weed-free straw may be applied as mulch if the seeded area lacks the necessary organics or structure. Seeding may be deferred as necessary to enter a proper seeding window. Seeding requirements and/or recommendations are included as Attachment 4 – Recommended Seed Mixes. 6.) Well or Facility Pad Development – The development of pads will usually follow soon after road access is development. Some degree of clearing is typically required to prepare pad locations for pre-construction BMP installations and topsoiling activities. After pre-construction BMPs are installed, approximately 6 inches of topsoil will be stripped from the entire location and placed on the edges of the project. Topsoil will be utilized to form containment berms and sediment traps around the perimeter of the pad. Containment berms will be slope roughened (track walked) if possible, then seeded and mulched. If containment berms are unable to be compacted, heavier amounts of mulch will be applied to provide additional stabilization. The actual pad construction will involve leveling the site by cutting the upslope portion of the pad and depositing the material to the down-slope portion of the site. Fill will be watered and compacted as necessary to adhere to construction specifications. Roughly 2 to 6 inches of gravel are applied to the final pad surface. Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 7 7.) Install Well or Facility Pad BMPs – Once the pad is finished, BMPs will be installed in addition to, or to replace those installed prior to, or during construction. The primary BMPs installed at this point are the outlets on large capacity sediment traps which were formed by creating containment berms around the perimeter of the pad. Outlets will consist of flex hose outlets, rock aprons, and/or horseshoe wattles. Large capacity rock checks will be added between fill slopes and containment berms as possible to slow water velocity and provide additional soil retention upstream of large capacity sediment traps which are typically located at the lower portions of the pad. 8.) Install Permanent Wells or Facilities – Once the pad construction is complete, the actual well(s), facilities, supporting infrastructure, buildings, tanks, etc. will be installed. 9.) Pipeline Construction – After a location is constructed, or possibly prior to facilities being installed, pipelines may be installed to carry water, natural gas and/or related byproducts from the location to other infrastructure. Construction will closely mirror those listed above for road construction. In fact, pipelines are often installed in conjunction with roads being placed in the cut and/or fill slopes. Pipeline construction primarily differs from road and pad development in the fact that almost all disturbance associated with the installation is fully restored and returned to the original land use and vegetation. 10.) Well Pad Restoration – After a location is completed, temporary equipment and supplies are removed. Portions of the pad that are no longer operationally required will be restored. Restoration will involve returning original contours and redistributing topsoil over those areas. During proper seeding windows, the redistributed topsoil will be seeded and possibly mulched as required. 11.) Access Road, Pipeline, and Pad Maintenance – Structural and non-structural BMPs associated with access roads, pipelines, and pads will continue to be inspected on a routine 30-day stormwater inspection cycle. BMPs will be repaired and maintained as necessary until final restoration requirements have been fulfilled. Noxious weeds will be identified and treated as necessary throughout the life of the project. 2.3 Acreage Disturbed by Construction Activities The Cascade Creek Project Area includes approximately 39,040 acres within its boundaries. Approximately 1,500 acres located within the project area may be disturbed during the construction of the Project. Estimated disturbances are listed below: Developing Pads 500 acres New Roads and Pipelines 1,000 acres Total: 1,500 acres The project will be constructed over multiple years. It is anticipated that there will not be more than 1,000 acres of disturbance at any one point in time. Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 8 2.4 Soil Description and Potential for Erosion A custom soil resource report was generated through the Natural Resource Conservation Service to serve as a reference to the soil types located within the Cascade Creek Project Area. This report determined that the project area is primarily comprised of the following soil types: • Biedsaw-Sunup gravelly loams, 10 to 40 percent slopes • Happle very channery sandy loam, 3 to 12 percent slopes • Happle-Rock outcrop association, 25 to 65 percent slopes • Northwater-Adel complex, 5 to 50 percent slopes • Parachute-Irigul complex, 5 to 30 percent slopes • Parachute-Irigul-Rhone association, 25 to 50 percent slopes MLRA 48A • Parachute-Rhone loams, 5 to 30 percent slopes • Tosca channery loam, 25 to 80 percent slopes MLRA 48A The soils listed above are in land capability class 4e, 6e, and 7e. These land capability classes all indicate that the soils present in the Cascade Creek Project Area have significant limitations that will restricts the types of plants able to be grown and are highly susceptible to erosion. 2.5 Description of Existing Vegetation Disturbance within the Cascade Creek Project Area will occur between 5,700 and 8,700 feet in elevation. The project area is comprised of rolling hills, pastures, drainages, steep slopes, and rock outcrops. Slopes range from near zero to well over 100 percent. Vegetation differs widely throughout the project as well due to the large variances in elevation. The project area includes two perennial streams and numerous springs. Vegetation along the perennial streams largely consists of cottonwood, willow, oak brush, greasewood, and irrigated pasture. Vegetation near springs typically contains aspen, sedge grasses, and/or willows. The project area also contains many intermittent and ephemeral drainages. These drainages are often bordered by willow, cottonwood, shrub riparian, sagebrush, irrigated agriculture, oak brush, and a variety of grasses. Upper elevation uplands are primarily comprised of aspen, oak brush, sagebrush, smooth brome, wheatgrass, and evergreens on many of the north aspect slopes. Lower elevation vegetation largely consists of greasewood, oak brush, rabbitbrush, sagebrush, cheatgrass, and crested wheatgrass. The estimated, natural occurring ground cover for the project is between 25 and 75 percent. Irrigated pastures contain near 100 percent ground cover, while isolated rock outcrops and natural slides have little to no vegetation. Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 9 2.6 Potential Pollutant Sources The six sources of potential pollutants associated with construction activities occurring within the Whittaker Flats Project Area are listed below: • Disturbed Soil – Sediment, vehicle tracking, dust, clods • Vehicle & Equipment Operation – Fuels, hydraulic and motor oils, lubricants, coolants • Well & Pipeline Construction/Maintenance – Concrete, paints, sealants, solvents, lubricants • Herbicide Application – Herbicides, surfactants, dyes, anti-drift agents • Non-Industrial Storage – Garbage, human waste, construction debris • Drill Cuttings These six pollutant sources could be potentially present anywhere operations have or are occurring within the project area. Fuels, oils, lubricants, and coolants represent a potential risk during refilling/maintenance operations, while equipment is being staged, and in the event of mechanical failure during normal vehicle and/or equipment operation. Sediment, vehicle tracking, clods, and dust will be a potential pollutant risk on all portions of the project where soils have been disturbed and along all gravel and dirt access roads. Concrete, paints, sealants, and solvents will represent a potential risk during the construction and maintenance of well and pipeline facilities. Garbage, human waste, and construction debris will be present at job sites and dumpster and portable toilet locations. Herbicide applications may be made during restoration phases of the project or on adjacent undisturbed land to prevent noxious weed encroachment and could potentially exist over the entire project area. Drill cuttings will only be present on actively or recently drilled pads and will typically be placed on or below the pad’s cut-slope. 2.7 Non-Stormwater Discharges There are four allowable non-stormwater discharges that may occur during construction of this project. Uncontaminated springs that do not originate within disturbed soils may be encountered during the construction of the project and are considered an allowable non-stormwater discharge. Irrigation return flow could also be encountered during the project development and is also an allowable non-stormwater discharge. In either case, areas where these types of flows are anticipated, disturbed soils and/or soils to be disturbed will be protected in such a fashion as to avoid scouring and discharging sediment. Several types of BMPs may be employed alone or in combination including: high-velocity erosion control blanket, tarps/plastic/visqueen, culvert/pipe/PVC, silt fence, rock armor, and/or excelsior wattle. Concrete mixing, pumping, and delivery operations require periodic rinsing to prevent equipment damage. Rinsing operations will only occur on level ground where washout water is sufficiently able to be absorbed into the soil. Washout water will not be allowed to exit the project as runoff. Concrete washout operations will be allowed to occur within the center portion of any natural gas well pad located within the project area. The large surface area associated with natural gas pads will provide ample space for washout water to filter through surface material and be absorbed into the soil below. Excelsior wattle, gravel/earthen berms, silt fence, rock socks, and/or straw bales will be used to contain the washout residual to a confined area if necessary. Residual concrete resulting from the washout process will be properly disposed of at an off-site facility. Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 10 In the event of a wildfire or structural fire, water discharged in the attempt to contain or extinguish the fire is also considered to be an allowable discharge. 2.8 Receiving Waters The project area includes two perennial streams, Conn Creek and Cascade Creek. The project area also contains two named springs, Mount Callahan Spring and Pritchard Spring, as well as, many unnamed springs located throughout the project area. The project area includes numerous intermittent and ephemeral drainages located fairly uniformly throughout the project. Most of these drainages are unnamed but also include: Crystal Creek, House Log Creek, Riley Gulch, Baker Gulch, Logan Wash, Bowdish Gulch, Tourist Run, and Gilman Gulch. Approximately 90% of the project area drains south and west into Roan Creek, while the remaining 10% drains east into Parachute Creek. Cascade Creek and Logan Wash both terminate into Conn Creek. Conn Creek flows into Roan Creek approximately 7 miles north of De Beque. Roan Creek flows south and becomes a tributary of the Colorado River at the town of De Beque. The portion of the project that drains to the east flows into Riley Gulch and several other unnamed drainages. These drainages terminate into Parachute Creek roughly 4 miles north west of the town of Parachute. Parachute Creek flows southeast and becomes a tributary of the Colorado River near the town of Parachute. The Colorado River is the ultimate receiving water. The project area does not include any municipal storm sewer systems. Table below identifies all of the locations in which the project has/or plans to cross streams: Stream Type of Crossing Location Coordinates Cascade Creek Culvert Lower Loop Road 39.5422°/-108.2217° Cascade Creek Culvert Mountain Road 39.5045°/-108.2370° Cascade Creek Culvert CC 697-16D Road 39.5163°/-108.2222° Conn Creek Culvert CC 797-06-07 Road 39.4765°/-108.2477° Conn Creek Culvert Mountain Road 39.5010°/-108.2424° Conn Creek Culvert Mountain Road 39.5051°/-108.2421° Conn Creek Culvert CC 620-21 Road 39.5129°/-108.2454° Conn Creek Culvert CC 697-20-28 Road 39.5136°/-108.2463° Conn Creek Culvert CC 697-15-50 Road 39.5169°/-108.2470° Gilman Gulch Open Cut CC 797-06-07 Pad 39.4799°/-108.2544° Unnamed Drainage Culvert Lower Loop Road 39.5275°/-108.2112° Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 11 3.0 SITE MAP The Cascade Creek Project Area resides entirely within Garfield County, Colorado. Maps are included as Attachment 1 which depicts an overview of the Cascade Creek Project Area. Site specific maps are included as Appendix B, which illustrates individual construction projects. Site specific maps will identify: Site specific maps will identify: • Construction site boundaries • Flow arrows that depict stormwater flow directions • All areas of ground surface disturbance including borrow and fill areas • Areas used for soil storage • Areas used for storage of waste • Locations of all structural BMPs • Locations of all non-structural BMPs • Locations of springs, streams, wetlands, and other surface waters • Locations of stream crossings Dedicated asphalt or concrete batch plants will not be utilized, therefore will not be depicted on the site-specific maps. 4.0 STORMWATER MANAGEMENT CONTROLS 4.1 SWMP Administrator Laramie Energy, LLC contracted Aspen Environmental Field Services, LLC (AEFS) to develop this SWMP and to administrate all aspects of stormwater management compliance. AEFS is responsible for implementing, maintaining, and revising this SWMP. AEFS will provide the following staff to serve as Qualified Stormwater Managers to conduct and document required inspections, update the SWMP, and provide oversight of the installation and maintenance of BMPs: Criss C. Duncan, Owner Mark Carlson, Senior Manager Troy Portnoff, Environmental Inspector Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 12 4.2 Potential Pollutant Sources In accordance to the Stormwater Management Plan contents guideline, the following pollutant sources are evaluated for discharge potential as related to this project. 1.) All Disturbed and Stored Soils - Potential Pollutant 2.) Vehicle Tracking of Sediments - Potential Pollutant 3.) Management of Contaminated Soils - Potential Pollutant 4.) Loading and Unloading Operations - Potential Pollutant 5.) Outdoor Storage Activities - Potential Pollutant 6.) Vehicle and Equipment Maintenance and Fueling - Potential Pollutant 7.) Significant Dust or Particulate Generating Process - Potential Pollutant 8.) Routine Maintenance - Potential Pollutant 9.) On-Site Waste Management - Potential Pollutant 10.) Concrete Truck/Equipment Washing Potential Pollutant 11.) Dedicated Asphalt/Concrete Batch Plants - No Pollutant Potential 12.) Non-Industrial Waste - Potential Pollutant 13.) Activities Identified in Section 2.6 Potential Pollutant 4.3 Best Management Practices for Stormwater Pollution Prevention 4.3.1 Structural Practices for Erosion and Sediment Control Structural practices will represent the primary control measure in preventing or minimizing stormwater discharges and erosion in the Cascade Creek Project Area. Sediment discharge will be minimized on all gravel or earth access roads by shaping the road surface, installing culverts, and other structural BMPs. Where feasible, roads will be crowned or banked to direct stormwater into bar ditches or stabilized vegetation. This will minimize the amount of stormwater which travels down the access road. Water bars or rolling dips will be utilized to direct water off of the access roads where crowning or sloping are not feasible or will create uncontrolled discharge. Rock checks, straw wattle, or rock socks will be installed in bar ditches as needed to capture sediment and slow water velocity. Culverts will be installed to allow water to exit bar ditches in areas which would otherwise pond. Culverts will have sediment traps installed on the entrance and/or exit end of the pipe to minimize sediment discharge. All discharge points associated with access roads (water bars, rolling dips, culverts, bar ditches) will have rock aprons installed to slow discharge velocity and prevent scouring, unless this will be performed by existing vegetation and native materials. Sediment traps and rock or straw wattle checks may also be incorporated to capture sediment and slow discharge velocities. Gravel access pads will be installed, as needed, to minimize the tracking of earth onto access roads. Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 13 Sediment discharge will be minimized on rights-of-way (ROW) by installing perimeter BMPs, directing accumulated water off of the ROW to discharge points, and stabilizing disturbed slopes. Trenches and/or earthen berms will be installed in areas anticipating high flows and require a robust BMP installation. Trenches and berms will direct water to discharge points which will consist of sediment trap(s), straw bales, straw wattles, and/or rock aprons. The ROW will be shaped to direct accumulated water to these discharge points or to the trenches and berms that will carry the water to the discharge points. Silt fence, straw bales, earthen berms, and/or straw wattles will be installed along project area boundaries where disturbed or stored soils represent a risk of discharging off-ROW or into a sensitive resource area. Straw bales, straw wattles, and/or silt fence may also be installed perpendicular to slopes to slow water velocity, retain sediment, and minimize rilling. Straw wattles, rock checks, rock aprons, straw bales, silt fence, and sediment traps may be installed to protect discharge points. Discharge points are sites where stormwater is intentionally, or unintentionally, allowed to leave the project area. Discharge points may include the exit side of water bars, rolling dips, or culverts. Down slope sides of dry, intermittent drainages, ephemeral drainages, and other natural topographic features within the project may also be discharge points. BMPs will be installed to filter sediment, while allowing collected water to discharge off project while minimizing off-ROW erosion. Straw wattle will be installed, as needed, perpendicular to cut and fill slopes to minimize erosion and sediment discharge. Stockpiled earth will have silt fence installed around the entire stockpile if a discharge risk is present. The locations of structural BMPs are identified in site specific maps included as Appendix B. 4.3.2 Non-Structural Practices for Erosion and Sediment Control Non-structural erosion and sediment control practices will be used in conjunction with structural practices to deliver effective stormwater erosion and sediment control. As feasible, vegetative buffer strips will be maintained between areas of disturbance and discharge points, drainages, wetlands, surface water, and seasonal or permanent streams. Vegetative b uffer strips will further minimize sediment discharge and scouring when used in conjunction with structural BMPs. Permanent stabilization will be achieved by seeding and applying mulch. All areas of disturbance will be seeded to establish permanent vegetation when topsoil is returned during the reclamation process. Mulch will be applied as necessary to enhance the seeding process or to stabilize slopes to protect the new seeding. Hydro-seeding will be utilized in areas too steep to seed with conventional drills or broadcasters. Slope roughening will be utilized to stabilize areas of cut and fill where the activity can be performed safely. In areas of cut and fill that are too steep to perform slope roughing and the installation of structural BMPs are deemed ineffective, slopes will be stabilized with straw mulch, erosion control matting, or a hydro-mulch/tackifier application. The location of non-structural BMPs are identified in site specific maps included in Appendix B. Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 14 4.3.3 Phased BMP Implementation Structural and non-structural BMPs will be installed and/or maintained through all phases of construction outlined in Section 2.2 – Sequence of Major Activities. The relationship between the phases of construction and the implementation and maintenance of BMPs is described below: 1.) Preconstruction BMP Installation – Preconstruction BMPs will be installed prior to soil disturbance and will protect sensitive areas from physical damage or receiving sediment or other pollutant discharge. Sensitive areas include archeological, paleontological, and biological resources, surface waters of the State, municipal storm drains, and public roads. Preconstruction BMPs will include silt fence, straw bales, straw wattles, and/or construction fence which will serve as a barrier between construction activities and sensitive areas. These BMPs will serve as a visual reminder to restrict activities beyond the installed BMPs and to minimize the risk of sediment or other pollutants entering a sensitive area. Preconstruction BMPs may also be used to create vegetative buffer areas between construction activities and sensitive areas to further protect against the discharge of pollutants into sensitive areas. Preconstruction BMPs will also be installed along edges of right-of-way (ROW) or construction site boundaries which may be susceptible to discharging sediment or other pollutants offsite. Preconstruction BMPs will be designed to capture sediment before it leaves the construction site, while allowing stormwater to exit the area. Areas susceptible to discharging sediment include dry drainages, flowing streams, areas of cut and fill, and sloped portions of the ROW. 2.) Access Road Improvement – Water bars, rolling dips, and, bar ditches will be installed as needed during access road improvements. 3.) Access Road Development – Water bars, rolling dips, and bar ditches will be installed as needed during access road development. 4.) Install Access Road BMPs – Rock or straw wattle checks will be installed in bar ditches, after road construction or improvements are made. BMPs will be installed on inlet and/or outlet ends of culverts, rolling dips, water bars, bar ditches, and other discharge points. Inlet and outlet BMPs will include sediment traps, rock aprons, erosion control matting, and rock or straw wattle checks. 5.) Access Road Restoration –All areas of cut and fill and road shoulders will be seeded with the recommended seed mixture. Seeding may be deferred to a later time, if outside of seeding timeframes. Seed mixtures, seeding time windows, and other seeding requirement and/or recommendations are listed in Attachment 4 – Recommended Seed Mixes. 6.) Well Pad Development – BMPs will be installed during preconstruction BMP installations (see above #1). Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 15 7.) Install Well Pad BMPs – Once the well pad is created, BMPs will be installed in addition to those installed during preconstruction, to protect the entire perimeter of the pad and to stabilize the cut and fill portions of the pad. Trenches or earthen berms will be installed on the perimeter of the pad on the down-slope side. The trenches or berms will lead water to discharge points which will allow the water to exit the facility. Discharge points will minimize the discharge of sediment and scouring by flowing the water through sediment traps, rock or straw wattle checks, and rock aprons. 8.) Pipeline Construction – BMPs will primarily consist of water bars to divert sheet flow off of the ROW, wattle to check flow and serve as outlets, silt fence to contain material on the ROW, and straw bale barriers to contain material and outlet water. 9.) Install Permanent Well Pad Facilities – Secondary containment systems will be installed as necessary for liquid storage areas. 10.) Well Pad Restoration – Portions of the pad no longer required for construction of the well will be reclaimed by redistributing topsoil, seeding and mulching. 11.) Access Road and Well Pad Maintenance - BMPs associated with access roads and well pads will continue to be inspected and repaired as necessary until final restoration requirements have been fulfilled. 4.3.4 Materials Handling and Spill Prevention Material handling and spill prevention will be attained by adhering to the following: • No fuels or oils will be stored within 200 feet of any wetland or watershed • No vehicles or equipment will be fueled within 200 feet of any wetland or watershed • No vehicles or equipment will be serviced within 200 feet of any wetland or watershed • Fuels and oils will be stored in secure areas to prevent damage or vandalism • Fuels and oils will be stored within 110% capacity secondary containment • All containers holding fuels and oils will be labeled • All fuel and oil waste will be disposed of properly • Spill kits will be immediately available to all operations utilizing fuels and oils • All spills will be properly cleaned up and reported as required No bulk storage of fuels and oils will be allowed on any portion of the Cascade Creek Project Area that does not have SPCC Plans in place to direct proper storage and handling. All fuel and oil spills meeting reporting requirements must be reported. This process can be initiated by calling the CDPHE Colorado Environmental Release and Incident Reporting Line at 1-877-518-5608. Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 16 4.3.5 Dedicated Concrete or Asphalt Batch Plants The Cascade Creek Project does not anticipate utilizing dedicated concrete or asphalt batch plants. 4.3.6 Vehicle Tracking Control It is the Contractor’s responsibility to control vehicle tracking and to remove soil once tracking has occurred. The Contractor will utilize street sweepers, scraping equipment, or hand tools, to remove sediment tracked onto paved or other actively traveled roads. Soil tracked onto paved surfaces will be removed by the end of each day. Severe vehicle tracking that becomes a safety concern will be removed immediately. BMPs such as straw bales or straw wattle may be placed in bar ditches to serve as discharge protection for tracked soil. If needed, rock access pads will be installed to minimize vehicle tracking onto paved roads. Rock access pads will be constructed of clean rock (containing no fine material) and placed onto geotextile material to facilitate removal, unless otherwise approved by landowner. 4.3.7 Waste Management and Disposal, Including Concrete Washout Concrete is anticipated to be used while constructing the project. Concrete may be used in the installation of valves, launchers, receivers, footings, and in drilling operations. Concrete washout areas will be identified on site maps and protected by BMPs to prevent the discharge of concrete. Concrete will not be washed onto topsoil. Topsoil will be removed, then equipment can be washed onto subsoil or gravel surfaces. Earthen berms, silt fence, straw bales, or straw wattles will be used to capture concrete before water is allowed to be absorbed into the soil. Refuse dumpsters, recycling bins, portable toilets, or any other containers storing liquid or solid waste will only be utilized under the following guidelines: • Containers will be located a minimum of 200 feet away from sensitive areas • Containers will be emptied at an appropriate location, or hauled off by an appropriate company • Containers will be emptied on a regular basis to prevent overflow • Fuels and oils will not be placed in refuse dumpsters or portable toilets • Fuels and oils will be placed in approved, marked containers • Fuels and oils will be disposed of at an approved facility • Containers storing fuels and oils will be placed within secondary containment • Portable toilets will be properly serviced and secured to prevent being blown over Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 17 4.3.8 Groundwater and Stormwater Dewatering A CDPHE discharge permit will be secured to dewater any groundwater encountered during trenching operations. All permit terms and conditions will be followed to meet compliance with groundwater dewatering. Stormwater dewatering will occur when trenches are inundated with stormwater. BMPs will be utilized to successfully dewater trenches, while preventing the discharge of sediment. Pump intakes will be protected from lifting sediment from the bottom of the trench by suspending the intake or placing material between the intake and the bottom of the trench. Discharge hoses will be placed in stabilized vegetation and/or discharged through a sediment bag or other BMP to minimize the discharging of sediment. The discharge hose will use a dissipater or other BMP to minimize scouring if necessary. 5.0 FINAL STABILIZATION AND LONG-TERM STORMWATER MANAGEMENT 5.1 Final Stabilization Final stabilization of the project will be considered during all phases of cons truction. All things being equal, choices made during construction will favor those options that will enhance the final stabilization process. During clearing and grading activities, the minimum amount of soil and vegetation will be disturbed as possible. In particular, the removal of mature brush and trees will be limited to only those that must absolutely be removed to provide a safe and effective ROW. The minimum amount of stream bank features will be disturbed when crossing perennial or intermittent streams. Rocks, logs, and other vegetative debris will be placed on the edge of the ROW to be used as erosion control during final restoration. Vegetation may be shredded or mulched and windrowed with topsoil. Topsoil will be removed and segregated prior to performing any excavations or cut and fill operations. The amount of topsoil removed will be based on individual landowner requirements. In general, the entire topsoil layer will be removed and protected. After the pipeline is installed and contours are restored, topsoil will be redistributed over the entire disturbed ROW in a uniform manner. Compacted topsoil will be scarified to a depth of 3 to 4 inches to produce a viable seedbed. All disturbed sites will be seeded with the landowner approved seed mixes listed in Attachment 4. Seeding will only occur when soil conditions are conducive and will not occur during muddy or snow-covered conditions. All seed used will be certified weed-free. Where possible, seed will be incorporated into the soil with the use of a no-till or agricultural drill. In areas unable to be seeded with a drill, seed will be broadcast with manually operated cyclone - bucket spreaders, mechanical spreaders, or blowers. Broadcasted seed will be incorporated into the soil with a rake, harrow, cultipacker, or chain. Broadcast seed rates will be double that of the drill rates. All seed tags will be collected for future reference. Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 18 Crimped mulch, tackified mulch, or erosion control matting will be installed as needed to areas subject to erosion. Permanent water bars and rock aprons will be installed to direct water off of the ROW or across the ROW as needed. Rock, logs, and vegetative debris removed during clearing will be scattered across the ROW to provide additional erosion protection. Final stabilization is reached when all ground disturbing activities have been completed, and uniform vegetative cover has been established with an individual plant density of at least 70 percent of pre-disturbance levels, or equivalent permanent, physical erosion reduction methods have been employed. 5.2 Long-Term Stormwater Management Oversight of long-term stormwater management will be the responsibility of Aspen Environmental Field Services, LLC (AEFS). The assigned Stormwater Inspector will conduct monthly inspections of BMPs and note areas of erosion or poor vegetation return. Maintenance will be performed by AEFS or contractors it employs. 6.0 INSPECTION AND MAINTENANCE 6.1 Inspection AEFS will provide qualified Stormwater Inspector(s) and/or Environmental inspector(s) to perform inspections of all BMPs located within the Cascade Creek Project Area. Inspectors will also monitor the restoration process on all disturbed land within the project and identify additional BMP, seed, and stabilizer requirements. Inspectors will be responsible for completing inspection reports to properly document the implementation of the SWMP. 6.1.1 Construction In areas of active construction, or areas that will resume construction, inspections must be made once every 14 days. Inspections will be made more frequently if necessary to ensure BMPs are in place and functioning properly. All BMPs will be inspected within 24 hours of the conclusion of any precipitation event or snowmelt event that causes surface erosion. If ROW conditions do not allow for timely, post- storm inspection of BMPs, the inspection will take place within 72 hours of the event and prior to the re-commencing of construction activities. Any such delays in the inspection of BMPs must be documented in the inspection report. Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 19 6.1.2 Post-Construction BMP inspection intervals may be reduced to once a month and post-storm inspections are no longer required if the following conditions exist: • All ground disturbance construction activities are completed • All activities identified in the SWMP for final restoration are completed (seeding not required) • SWMP has been amended to indicate areas under reduced inspection intervals BMPs identified as being insufficient will continue to be properly maintained and/or reinstalled as necessary. Monthly inspections will continue until final restoration has been successfully achieved and these areas are indicated in the SWMP as meeting final restoration requirements. 6.1.3 Winter Inspection Exclusions Routine 14-day, monthly, and post-storm inspections are not required for those areas where construction activities are temporarily halted, snow cover exists over the entire site for an extended period, and melting conditions are not present. This exclusion should be properly documented in inspection reports indicating: dates when snow cover occurred, date when construction activities ceased, and date melting conditions began. 6.2 Maintenance AEFS is responsible for overseeing BMP installation, maintenance, and repair. AEFS will schedule environmental crews to complete maintenance as soon as possible when needs are identified. BMPs will commonly be maintained within 72 hours of discovery or notification, but may take up to 10 to 14 days during larger storm events or during the initial spring runoff. Every effort will be made to repair or replace any BMP that has failed within 72 hours of discovery or notification. If a BMP fails for any reason other than improper installation, the BMP will be replaced with a more robust installation, enlarged in size, or additional BMPs will be installed at that location to minimize the risk of reoccurrence. The SWMP must be updated to include any newly installed BMPs. Maintenance of silt fence, straw wattles, straw bales, rock checks, rock socks, and sediment traps will be required once the BMP has reached 75% of its sediment retaining capabilities or the structural integrity of the BMP is compromised. Maintenance will involve removing the captured sediment from the BMP and returning it to the ROW and/or making the necessary repairs to correct structural problems. Maintenance will be performed to rock aprons, crimped mulch, hydro-seed, and erosion control matting as soon as the failure of any of these BMPs are allowing erosion channels to form. Maintenance of rock aprons will involve removing the eroded channel and rearranging the rock or adding additional rock to prevent future failures. Maintenance of crimped mulch, hydro-seed, and Cascade Creek Project Area - SWMP - Certificate Number: COR402705 - Page 20 erosion control matting will consist of removing the eroded channel, reseeding the damaged area, then reapplying mulch, hydro-mulch, or erosion control matting. Additional BMP specific maintenance procedures are outlined in the BMP typical drawings included as Attachment 3. The stormwater inspector will document ROW and weather conditions if these maintenance and replacement timelines cannot be met due to poor ROW conditions or unusually large backlogs of maintenance requests. Access may also be blocked periodically by landowners or construction activities that are unsafe work nearby. These situations will also be documented by the stormwater inspector. ~...~"..’. . . . . . COLORADO De~bne tofPublic Health & .Environment CERTIFICATION TO DISCHARGE UNDER CDPS GENERAL PERMIT COR400000 STORMWATER ASSOCIATED WITH CONSTRUCTION ACTIVITIES Certification Number: COR402705 This Certification to Discharge specifically authorizes: Owner Laramie Energy LLC Operator Laramie Energy LLC to discharge stormwater from the facility identified as Cascade Creek Common Plan of Development To the waters of the State of Colorado, including, but not limited to: to Cascade Creek to Colorado River Facility Activity:Gas/Oil Field Exploration and/or Development Disturbed Acres:5 acres Facility Located at:13 Mi N of Debeque (See map in file) Debeque CO 81630 Garfield County Latitude 39.5125 Longitude -108.236111 Specific Information (if applicable): Certification is issued 4/112019 Certification is effective 4/1/2019 Expiration date of general permit: 3/31/2024 This certification under the permit requires that specific actions be performed at designated times. The certification holder is legally obligated to comply with all terms and conditions of the permit. This certification was approved by: Meg Parish, Unit Manager Permits Section Water Quality Control Division 4300 Cherry Creek Drive South. Denver, CO 80246 303-692-3500 www_colorado_gov/cdphe/wqcd I ~’(i~~’.~.... ;~\~~r}~ (.:.. ~...r~ :" CI ~2~~\)" ....~": r~-’!;~.+{" EPA Code of Federal Regulation Pertaining to Spill Prevention, Control, and Countermeasure (SPCC) Exemption 40 CFR §112.1(d)(2)(ii) (iii) Any equipment, or operation of a vessel or onshore or offshore facility which is subject to the authority and control of the U.S. Department of Transportation or the U.S. Department of the Interior, as defined in the Memorandum of Understanding between the Secretary of Transportation, the Secretary of the Interior, and the Administrator of EPA, dated November 8, 1993 (appendix B of this part). (2) Any facility which, although otherwise subject to the jurisdiction of EPA, meets both of the following requirements: (i) The completely buried storage capacity of the facility is 42,000 U.S. gallons or less of oil. For purposes of this exemption, the completely buried storage capacity of a facility excludes the capacity of a completely buried tank, as defined in § 112.2, and connected underground piping, underground ancillary equipment, and containment systems, that is currently subject to all of the technical requirements of part 280 of this chapter or all of the technical requirements of a State program approved under part 281 of this chapter, or the capacity of any underground oil storage tanks deferred under 40 CFR part 280 that supply emergency diesel generators at a nuclear power generation facility licensed by the Nuclear Regulatory Commission and subject to any Nuclear Regulatory Commission provision regarding design and quality criteria, including, but not limited to, 10 CFR part 50. The completely buried storage capacity of a facility also excludes the capacity of a container that is “permanently closed,” as defined in § 112.2 and the capacity of intra-facility gathering lines subject to the regulatory requirements of 49 CFR part 192 or 195. (ii) The aggregate aboveground storage capacity of the facility is 1,320 U.S. gallons or less of oil. For the purposes of this exemption, only containers with a capacity of 55 U.S. gallons or greater are counted. The aggregate aboveground storage capacity of a facility excludes: (A) The capacity of a container that is “permanently closed” as defined in § 112.2; (B) The capacity of a “motive power container” as defined in § 112.2; (C) The capacity of hot-mix asphalt or any hot-mix asphalt container; (D) The capacity of a container for heating oil used solely at a single-family residence; (E) The capacity of pesticide application equipment and related mix containers. (F) The capacity of any milk and milk product container and associated piping and appurtenances. § 112.2 Motive power container means any onboard bulk storage container used primarily to power the movement of a motor vehicle, or ancillary onboard oil-filled operational equipment. An onboard bulk storage container which is used to store or transfer oil for further distribution is not a motive power container. The definition of motive power container does not include oil drilling or workover equipment, including rigs.