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Home My WebLink About20190066TALLGRASS ENERGY PARTNERS Cheyenne Connector, LLC 370 Van Gordon Street • Lakewood, Colorado 80228 • 303.763.2981 Drainage Report Name of Development as Proposed: Cheyenne Connector, LI.C Location of Parcel: Cheyenne will grade the landscape in accordance with agreements made with landowners prior to construction or to match the condition of the land prior to construction. There is no Drainage Report for this project Use by Special Review. 151 BURNS &ISDONNELL August 20, 2018 Weld County Department of Public Works 1111 H Street Greeley, Colorado 80632 Re: Tallgrass Operations LLC Connector Meter Station Drainage Letter To Whom It May Concern: This drainage letter demonstrates the proposed drainage improvements associated with the Rex Cheyenne Hub Enhancement project, located at on the west side of U.S. Highway 85, 3.2 miles north of Weld County Road 126. More accurately, it is located within the southeast ''A of Section 5, Township II North, Range 66 West. The proposed drainage improvements comply with the Municipal Code for Weld County Chapter 23, Article XII and the Urban Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM) requirements. Additionally, detailed information on drainage basins, drainage features, calculations, and design points can be found in the Rex Cheyenne Hub Stormwater Drainage Report enclosed. Location The current Rex Cheyenne Hub site is approximately 19.55 acres, covered by native grasses and aggregate course material. The site includes eight buildings, aboveground natural gas equipment, associated piping, utilities, and electrical equipment, two aggregate course entrance driveways, five aggregate course pads and pat -king area. There are no affected wetland areas on or adjacent to the site. Proposed Improvements To accommodate the new facilities, an adjacent piece of property is planned for purchase. This new piece of property totals to 8.7 acres, resulting in a total site area of 28.2 acres. Proposed additions to the site include a new compressor building, associated natural gas equipment and piping, two aggregate course pads and three access drives, and two detention ponds with outlet structures. Specific Details Existing Drainage The existing site slopes generally from north to the south, with approximately 26 feet of overall elevation change from the high to low elevation points. An existing drainage ditch, originating at the north edge of the site, intercepts the overland flows from the eastern and western portions of the site and conveys them the to the lowest point in the south section of the site. Currently, there is no storm drainage infrastructure in this portion of the site, so the runoff pools, infiltrates, and discharges to the south of the site. 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com BURNS &ISDON NELL August 20, 2018 Page 2 The major existing major drainage basin, Lone Tree -Owl Drainage Basin, slopes southeastward through Weld County. It is located within the South Platte River Basin, which discharges into the South Platte River. The Offsite Basin I encompasses an area of 220 acres. Runoff from this basin overland sheet flows to multiple swales, finally discharging directly into the northern edge of the site. The Offsite Basin 3 is adjacent to the western edge of the site. The runoff is conveyed as overland sheet flow into multiple minor swales, finally discharging into the northwestern edge of the site. Proposed Drainage Basin I encompasses the north portion of a new 6 -foot bottom drainage ditch that wraps around the north gravel pad. The basin is confined along the south by a new 3 -foot tall earthen berm. All flow within the area is conveyed in a westerly direction by the new drainage ditch. The flow then turns south before being slowed down by interfering rip -rap at the inlet of a 36 -inch culvert. Stormwater exits the basin through the culvert and continues south to the proposed Detention Pond 1. Basin 2 encompasses the western section of the site, a size of approximately 0.11 acres. The area includes the two new aggregate course pads where the new compressor building, and the Connector Meter Station will be sited. This basin also encompasses the rest of the 6 -foot bottom ditch and as well as detention pond. Runoff originating in die northern most pad sheet flows across the pad onto the 6 -foot bottom ditch. Runoff from the southern pad flows in southerly direction, and then around the building, and eventually onto the 6 -foot bottom. Once the runoff reaches the 6 -foot bottom ditch, it will head south through the ditch and through a series of culverts where its velocity will be slowdown by the rip - rap protection at the ends of the culverts. The stormwater is then discharge into the detention pond. Overland flow from the entire west edge of the site flows southeast onto a 2 -foot bottom ditch and is then conveyed south along the eastern edges of the gravel pads. The ditch discharges into Detention Pond 1. A Drainage Basin Map showing the extents of the drainage basins and locations of drainage features and design points, within the project site, is included in the enclosed Rex Cheyenne Hub Stormwater Drainage Report. Hydraulic and hydrologic calculations are also enclosed in the attached drainage report. Conclusion In review of the proposed improvements to the Connector Meter Station, the development was found to be compliant with the Municipal Code for Weld County Chapter 23, Article XII and the Urban Drainage and Flood Control District 's Urban Storm Drainage Criteria Manual (USDCM) requirements. 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com BURNS &1DONNELL August 20, 2018 Page 3 We trust this meets with your requirements for defining the project to meet the general conformance of the Municipal Code, for Weld County Chapter 23, Article XII. Please feel free to contact me with any questions or concerns. Sincerely, Nick Tessitore, PE Civil Engineer 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com BURNS &12DON NELL Rex Cheyenne Hub Stormwater Drainage Report TALLGRASSES „NERGY Tallgrass Operations LLC Rex Cheyenne Hub Enhancement Project No. 1O2158 Revision O 4/09/2018 Rex Cheyenne Hub Stormwater Drainage Report prepared for Tallgrass Operations LLC Rex Cheyenne Hub Enhancement Weld County, Colorado Project No. 1O2158 Revision 0 4/09/2018 prepared by Burns & McDonnell Engineering Company, Inc. Centennial, Colorado COPYRIGHT c: 2018 BURNS & McDONNELL ENGINEERING COMPANY, INC. INDEX AND CERTIFICATION Tallgrass Operations LLC Rex Cheyenne Hub Stormwater Drainage Report Project No. 102158 Report Index Chapter Number 1.0 2.0 3.0 4.0 APPENDIX A APPENDIX B APPENDIX C APPENDIX D Chapter Title GENERAL LOCATION & DESCRIPTION DRAINAGE BASINS AND SUB -BASINS DRAINAGE DESIGN CRITERIA CONCLUSIONS VICINITY MAP & NRCS SOIL DATA SITE DELINEATION AND CONSTRUCTION DRAWINGS HYDROLOGIC CALCULATIONS HYDRAULIC CALCULATIONS Certification I hereby certify, as a Professional Engineer in the state of Colorado, that the information in this document was assembled under my direct personal charge. This report is not intended or represented to be suitable for reuse by the Tallgrass Operations LLC or others without specific verification or adaptation by the Engineer. Nick Tessitore, P.E. Colorado Date: April 9, 2018 Storm Drainage Report Revision 0 Table of Contents TABLE OF CONTENTS Page No. 1.0 GENERAL LOCATION AND DESCRIPTION 1-1 1 .1 Site Location 1-1 1.2 Description of Property 1- I 1.2.1 Existing Site I -1 I.2.2 Existing Site Drainage I -1 1.2.3 Natural Resources Conservations Service (NRCS) Soil Survey I -1 1.2.4 Proposed Land Use I-1 1.2.5 Wetlands 1-2 I . Permits 1-2 2.0 DRAINAGE BASINS AND SUB -BASINS 2-1 2.1 Major Drainage Basins 2-1 2.1.1 Lone Tree -Owl Drainage Basin 2-1 2.2 Minor Drainage Basins 2-1 2.2.1 Basin 1 2-1 2.2.2 Basin 2 2-1 2.2.3 Basin 3 2-1 2.2.4 Basin 4 2-2 2.2.5 Basin 5 2-2 2.2.6 Basin 6 2-2 2.2.7 Offsite Basin 1 2-2 2.2.8 Offsite Basin 2 2-2 2.2.9 Offsite Basin 3 2-2 3.0 DRAINAGE DESIGN CRITERIA 3-1 3.1 Regulations 3-I 3.2 Hydrologic Criteria 3- I 3.3 Hydraulic Criteria 3-1 3.3.1 Detention Ponds 3- I 3.4 Water Quality Management 3- I 3.5 Erosion and Sedimentation Control 3- 4.0 CONCLUSIONS 4-3 4. l Compliance with Standards 4-3 4.2 Drainage Concept Summary 4-3 APPENDIX A APPENDIX B APPENDIX C APPENDIX D — VICINITY MAP & NRCS SOIL DATA - SITE DELINEATION - HYDROLOGIC CALCULATIONS - HYDRAULIC CALCULATIONS Tallgrass Operations. LLC TOC-1 Burns & McDonnell Storm Drainage Report Revision 0 Table of Contents 5.0 REFERENCES 5-1 Tallgrass Operations, LLC TOC-2 Burns & McDonnell Storm Drainage Report Revision 0 Table of Contents Table 2-1: Table 2-2: Table 2-3: Table 2-4: LIST OF TABLES Page No. Minor Drainage Basins Summary 2-3 Minor Drainage Basins Summary, Continued 2-3 Extended Detention Basin Summary 2-4 Extended Detention Basin Summary, Continued 2-4 Tallgrass Operations, LLC TOC-3 Burns & McDonnell Storm Drainage Report Revision 0 List of Abbreviations Abbreviation Approx BMcD BMP FHAD MGD NOAA NRCS PUD RCP UD USDCM WQCV LIST OF ABBREVIATIONS Term/Phrase/Name Approximate Burns & McDonnell Best Management Practice Flood Hazard Delineation Million Gallons per Day National Oceanic and Atmospheric Administration Natural Resources Conservation Service Planned Urban Development Reinforced Concrete Pipe Urban Drainage Urban Drainage and Flood Control District Criteria Manual Water Quality Capture Volume Tallgrass Operations. LLC i Burns & McDonnell Storm Drainage Report Revision 0 General Location And Description 1.0 GENERAL LOCATION AND DESCRIPTION 1.1 Site Location The Rex Cheyenne Hub site is located on the west side of U.S. Highway 85, 3.2 miles north of Weld County Road 126. More accurately, it is located within the southeast 'A of Section 5, Township 11 North, Range 66 West. There are no major drainageways or storm drainage facilities within or adjacent to the site. 1.2 Description of Property 1.2.1 Existing Site The current Rex Cheyenne Hub site is approximately 19.55 acres, covered by native grasses and aggregate course material. The site includes eight buildings, aboveground natural gas equipment, associated piping, utilities, and electrical equipment, two aggregate course entrance driveways, five aggregate course pads and parking area. There are no affected wetland areas on or adjacent to the site. 1.2.2 Existing Site Drainage The existing site slopes generally from north to the south, with approximately 26 feet of overall elevation change from the high to low elevation points. An existing drainage ditch, originating at the north edge of the site, intercepts the overland flows from the eastern and western portions of the site and conveys them the to the lowest point in the south section of the site. Currently, there is no storm drainage infrastructure in this portion of the site, so the runoff pools, infiltrates, and discharges to the south of the site. 1.2.3 Natural Resources Conservations Service (NRCS) Soil Survey Soil data was obtained from the NRCS website — Web Soil Survey Tool. According to the NRCS report, the soils on central portion of the Rex Cheyenne Hub Enhancement project site consist of kim-mitchell complex with 6 to 9 percent slopes. The kim-mitchell is classified as a Type C soil, thus it exhibits low infiltration rates when thoroughly wet and a greater runoff potential. 1.2.4 Proposed Land Use To accommodate new facilities, an adjacent piece of property has been purchased. This new piece of property totals to 8.7 acres, resulting in a total site area of 28.2 acres. Proposed additions to the site include a new compressor building, associated natural gas equipment and piping, two aggregate course pads and three access drives, and two detention ponds with outlet structures. Tallgrass Operations. LLC 1-1 Burns & McDonnell Storm Drainage Report 1.2.5 Wetlands Revision 0 General Location And Description There are no wetland areas located on or near the project site. 1.3 Permits Permits required for construction by the Weld County include a land disturbance permit (Requires an Erosion Control Plan), and a building permit. Additional required permits include a Colorado Department of Public Health & Safety (CDPHE) Construction Stormwater Discharge Permit and approval by the CDPHE for a potable water storage facility. Tallgrass Operations, LLC 1-2 Burns & McDonnell Storm Drainage Report Revision 0 Drainage Basins And Sub -Basins 2.0 DRAINAGE BASINS AND SUB -BASINS 2.1 Major Drainage Basins 2.1.1 Lone Tree -Owl Drainage Basin This major drainage basin slopes southeastward through Weld County. It is located within the South Platte River Basin. The basin outlets into the South Platte River. 2.2 Minor Drainage Basins A Drainage Basin Map showing the extents of the post development drainage basins and locations of drainage features and design points, within the project site, has been included in Appendix B. 2.2.1 Basin 1 The basin encompasses the north portion of a new 6 -foot bottom drainage ditch that wraps around the north gravel pad. The basin is confined along the south by a new 3 -foot tall earthen berm. All flow within the area is conveyed in a westerly direction by the new drainage ditch. The flow then turns south before being slowed down by interfering rip -rap at the inlet of a 36 -inch culvert. Stormwater exits the basin through the culvert and continues south to the proposed detention pond 1. 2.2.2 Basin 2 This minor drainage basin encompasses the western section of the site, a size of approximately 0.1 1 acres. The area includes the two new aggregate course pads where the new compressor building, and a new meter station will sit. This basin also encompasses the rest of the 6 -foot bottom ditch and as well as detention pond. Runoff originating in the northern most pad sheet flows across the pad onto the 6 -foot bottom ditch. Runoff from the southern pad flows in southerly direction, and then around the building, and eventually onto the 6 -foot bottom. Once the runoff reaches the 6 -foot bottom ditch, it will head south through the ditch and through a series of culverts where its velocity will be slowdown by the rip -rap protection at the ends of the culverts. The stormwater is then discharge into the detention pond. Overland flow from the entire west edge of the site flows southeast onto a 2 -foot bottom ditch and is then conveyed south along the eastern edges of the gravel pads. The ditch discharges into detention pond 1. 2.2.3 Basin 3 This minor drainage basin encompasses a large portion of the northern quarter of the site. The runoff origination at the existing gravel pad will convey to the south/southwest as overland flow. The runoff will discharge into a 2 -foot bottom ditch and head west through three 18 -inch culvert. The eastern 18 -inch Tallgrass Operations, LLC 2-1 Burns & McDonnell Storm Drainage Report Revision 0 Drainage Basins And Sub -Basins culvert diverts flow to the south and into the 6 -foot wide bottom ditch. The ditch then conveys the to the detention pond 1. 2.2.4 Basin 4 This minor drainage basin encompasses most of the eastern edge of the site. The runoff is conveyed as overland sheet flow to the west into a 2 -foot bottom ditch. Runoff that originates from the north is directed south along the east side of a gravel access road to the inlet of an 18 -inch culvert, likewise the runoff from the southern portion of the basin is directed north to the same culvert inlet. From here, the stormwater is conveyed through swales and culverts to the west, travels south in the 6 -foot wide bottom ditch, and discharges into detention pond 2. 2.2.5 Basin 5 This minor drainage basin encompasses the central portion of the site. Most of the runoff will convey to the south as overland flow. The runoff from west originates as overland flow through three 18 -inch culverts. The eastern I 8 -inch culvert diverts flow to the south and into detention pond 2. 2.2.6 Basin 6 This minor drainage basin encompasses the southern portion of the site. The runoff from the east is conveyed to the south as overland sheet flow. Stormwater from the west originates as overland sheet flow, continuing east through an existing ditch. along the southern edge of the site. From the ditch, the runoff is discharged into detention pond 2. 2.2.7 Offsite Basin 1 This offsite drainage basin encompasses an area of 220 acres. Runoff from this basin overland sheet flows to multiple swales, finally discharging directly into the northern edge of the site. 2.2.8 Offsite Basin 2 This offsite drainage basin is located between U.S. Highway 85 and the eastern edge of the site. Runoff is conveyed as overland sheet flow to multiple minor swales along the eastern edge of the site, finally discharging into the east edge of the site. 2.2.9 Offsite Basin 3 This offsite drainage basin is adjacent to the western edge of the site. The runoff is conveyed as overland sheet flow into multiple minor swales, finally discharging into the northwestern edge of the site. Tallgrass Operations. LLC 2-2 Burns & McDonnell Storm Drainage Report Revision 0 Drainage Basins And Sub -Basins Table 2-1: Minor Drainage Basins Summary Minor Drainage Basin Location (Offsite or Onsite) Existing Total Imperv. (%) Proposed Total Imperv. (%) Area (Acres) Design Point Conveyance Element Type at DP l Onsite 10.71 11.22 1.70 B Culvert 2 Onsite 10.58 25.63 12.30 H Outlet Structure 3 Onsite 25.95 28.68 4.61 C Culvert 4 Onsite 13.51 13.51 2.98 E Culvert 5 Onsite 38.44 38.99 2.33 F Culvert 6 Onsite 19.75 23.56 4.33 1 Outlet Structure Offsite Basin I Offsite - - 220.79 A N/A (Overland Flow) Offsite Basin 2 Offsite - - 3.18 D NIA (Overland Flow) Offsite Basin 3 Offsite - - 2.92 G N/A (Overland Flow) Table 2-2: Minor Drainage Basins Summary, Continued Minor Drainage Basin Existing Runoff Q(10), cfs Existing Runoff Q(100), cfs Proposed Runoff Q(10), cfs Proposed Runoff Q(100), cfs I 0.18 0.82 0.51 1.86 2 1.01 5.93 3.25 10.41 3 3.73 8.66 4.10 9.19 4 1.02 2.82 1.24 3.38 5 1.31 2.81 1.43 3.03 6 1.31 3.99 2.15 5.92 Offsite Basin 1 4.56 40.12 4.58 40.12 Offsite Basin 2 0.23 1.32 0.23 1.32 Tallgrass Operations, LLC 2-3 Burns & McDonnell Storm Drainage Report Revision 0 Drainage Basins And Sub -Basins Minor Drainage Basin Existing Runoff Q(10), cfs Existing Runoff Q(100), cfs Proposed Runoff Q(10), cfs Proposed Runoff Q(100), cfs Offsite Basin 3 0.18 1.42 0.18 1.42 Sum 13.53 67.89 17.67 76.65 Table 2-3: Extended Detention Basin Summary Extended Drainage Basin Area Existing Imperv. (T,) Proposed Imperv. (%) Pond I 0.61 17.11 24.76 Pond 2 0.35 7.11 24.76 Table 2-4: Extended Detention Basin Summary, Continued Extended Drainage Basin Proposed WQCV, acre-feet Proposed V(10), acre- feet Proposed V(100), acre-feet Pond 1 0.21 0.55 1.21 Pond 2 0.11 0.29 0.63 Tallgrass Operations, LLC 2-4 Burns & McDonnell Storm Drainage Report Revision 0 Drainage Design Criteria 3.0 DRAINAGE DESIGN CRITERIA 3.1 Regulations The design criteria for the proposed drainage system for the Rex Cheyenne Hub Enhancement project are in accordance with Weld County's Weld County Engineering Construction Guidelines document and the Urban Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM). 3.2 Hydrologic Criteria The proposed drainage facilities were analyzed using a 10 -year recurrence interval storm for the minor event and a 100 -year interval storm for the major event. The SCS TR-55 method in Autodesk Storm and Sanitary Analysis was used to calculate runoff for all parts of the project area. This method was utilized because the overall drainage area is more than 160 acres. 3.3 Hydraulic Criteria Hydraulic analyses were performed to size and evaluate the performance of the detention pond with outlet structure and drainage pan. The detailed results of the hydraulic computation are presented in Appendix D. 3.3.1 Detention Ponds The capacity for detention pond 1 and detention pond 2 was determined using the UD-Detention Program, developed by the Urban Drainage and Flood Control District, to fully detain the WQCV and 100 year. 1 - hour storm event for basins 1 through 5. A concrete outlet structure and culvert were also sized using the UD-Detention Program. The outlet structure will drain the pond in a 40 -hour time span. A riprap armored spillway will be incorporated 1' below the top of pond, thus allowing for 1' of freeboard before the entire pond is overtopped. Spillway sizing was completed using the UD-Detention Program. 3.4 Water Quality Management To verify compliance with the County criteria and promote enhanced water quality in stormwater leaving the site, Best Management Practices (BMP's) were utilized. Two detention basins, located in the south portion of the site, capture and detain the WQCV for a minimum time period of 40 hours within the respective basins. 3.5 Erosion and Sedimentation Control Several non-structural BMP's will be incorporated throughout construction including phasing and completing land disturbing activities, minimizing disturbed areas, roughening disturbed areas, and reseeding or final stabilization promptly after land disturbance. Storm Drainage Report Revision 0 Drainage Design Criteria Structural BMP's to be used on the site include erosion control logs, silt fence, riprap inlet/outlet protection, vehicle tracking control, concrete washout area, and a stabilized staging area. Silt fence will be installed along the perimeters of the site, as well as around any temporary stockpiling locations utilized by the contractor. All slopes greater than or equal to 4:1 (H:V) will be stabilized with erosion control blankets. Erosion control logs will also be utilized near storm inlets and locations of heavy flow volumes, to aid in reducing runoff velocity and to allow suspended particulate to settle out. Riprap protection will be installed at culvert outlets and pond spillways. Vehicle tracking control will be installed at the construction site entrance, as well as a concrete washout. All construction traffic will have limited access to the site, through the construction entrance only. A stabilized staging area will be installed to reduce erosion for staging material storage areas with high construction traffic. Inlet protection will be installed at all culvert, storm sewer, and outlet structures to improve water quality before releasing runoff downstream. The site will remain in a roughened condition during construction and will be promptly seeded with native grass or graveled after land disturbing activities have been completed. These structural BMPs can be seen in the erosion control plan, provided in Appendix B. Storm Drainage Report Revision 0 Conclusions 4.0 CONCLUSIONS 4.1 Compliance with Standards The design of the proposed drainage system for the Rex Cheyenne Hub Enhancement project complies with the adopted drainage criteria of Weld County and the standards of the Urban Drainage and Flood Control District. The design criteria for the proposed drainage system are in accordance with the Weld County Engineering Construction Guidelines and the Urban Drainage and Flood Control Districts Urban Storm Drainage Criteria Manual (USDCM). 4.2 Drainage Concept Summary The proposed system design will allow for the conveyance of runoff from the 10 -year and 100 -year storms to the appropriate discharge points. The proposed drainage facilities will improve drainage conditions after construction of the Rex Cheyenne Hub Enhancement Tank and provide water quality benefits prior to stormwater leaving the site. Storm Drainage Report Revision 0 Appendix APPENDIX A - VICINITY MAP & NRCS SOIL DATA IMP WELD COUNTY ONLINE MAPPING 4.000,0 4n00o Feel WGS_ 1984_Wcb jMrcowr_lladady_Spnere C Wald County Colorado Cheyenne Hub Vicinity Map LOUT Ui 11w Chap N a met ,,metaled lack anon luau, ..n Mntmit'1 nty/p.nq UIC and h la •14lmnt r only IArla Iayvn 111.11 41dr41 on lhn map may di m.y not pe at LInalc. 1Weld 01 .dhlgwnr IAA* THIS MAP IS NOT TO BE USED FOR NAVIGATION ■ a Legend l Parcels - Hdghway Road U Road Hotrey County Boundary 1: 24,000 Notes USDA United States Department of Agriculture MRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey. a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations. and local participants Custom Soil Resource Report for Weld County, Colorado, Northern Part February 28. 2018 Soil Map The soil map section includes the soil map for the defined area of interest. a list of soil map units on the map and extent of each map unit. and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map. and a description of each soil map unit. 5 Custom Soil Resource Report MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils , I Soil Map Unit Polygons •v Soil Map Unit Lines Soil Map Unit Points Special Point Features V Blowout Borrow Pit Clay Spot 0 Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole •• O A. O O 0 O Slide or Slip Sodic Spot 4 oo Os Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation 1-1-+ Rails .y Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Northern Part Survey Area Data: Version 12, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 20. 2015 —Oct 15, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 4 27 32 Totals for Area of Interest Ascalon fine sandy loam. 0 to 6 percent slopes Bresser sandy loam. 3 to 9 percent slopes Epping silt loam. 0 to 9 percent slopes Kim -Mitchell complex, 6 to 9 percent slopes Map Unit Descriptions 1.3 3.9 79 4.5% 13.7% 27.9% 15.2 53.9% 28.2 100.0% The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions. along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena. and they have the characteristic variability of all natural phenomena. Thus. the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely. if ever. can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit. and thus they do not affect use and management. These are called noncontrasting, or similar. components. They may or may not be mentioned in a particular map unit description. Other minor components, however. have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting. or dissimilar. components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area. the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed. and consequently they are not mentioned in the descriptions. especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. 8 Custom Soil Resource Report The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however. onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer. slope. stoniness. salinity. degree of erosion, and other characteristics that affect their use. On the basis of such differences. a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example. Alpha silt loam. 0 to 2 percent slopes. is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes. associations. or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex. 0 to 6 percent slopes. is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area. it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association. 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas. or it can be made up of all of them. Alpha and Beta soils. 0 to 2 percent slopes. is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Weld County, Colorado, Northern Part 4 —Ascalon fine sandy loam, 0 to 6 percent slopes Map Unit Setting National map unit symbol: 2t1p5 Elevation: 4,550 to 6,050 feet Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 135 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Ascalon and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ascalon Setting Landform: Interfluves Landform position (two-dimensional): Backslope, summit Landform position (three-dimensional): Interfluve Down -slope shape: Linear Across -slope shape: Linear Parent material: Wind -reworked alluvium and/or calcareous sandy eolian deposits Typical profile Ap - 0 to 7 inches: fine sandy loam Btl - 7 to 13 inches: sandy clay loam Bt2 - 13 to 18 inches: sandy clay loam Bk - 18 to 48 inches: sandy loam C - 48 to 80 inches: sandy loam Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate. maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum in profile: 1.0 Available water storage in profile: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No 10 Custom Soil Resource Report Minor Components Olnest Percent of map unit: 8 percent Landform: Interfluves Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating. No Otero Percent of map unit: 7 percent Landform: Interfluves Landform position (two-dimensional): Footsiope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating. No 16 Bresser sandy loam, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 35yy Elevation: 5,300 to 6,800 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 135 to 155 days Farmland classification: Not prime farmland Map Unit Composition Bresser and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bresser Setting Landform. Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Sandy alluvium Typical profile H1 - 0 to 15 inches: sandy loam H2 - 15 to 34 inches: sandy clay loam H3 - 34 to 60 inches: loamy coarse sand 11 Custom Soil Resource Report Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Moderate (about 6.7 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Minor Components Altvan Percent of map unit: 10 percent Hydric soil rating: No 27 Epping silt loam, 0 to 9 percent slopes Map Unit Setting National map unit symbol: 35zb Elevation: 3,600 to 5,500 feet Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 45 to 52 degrees F Frost -free period: 120 to 150 days Farmland classification: Not prime farmland Map Unit Composition Epping and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Epping Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy residuum weathered from siltstone Custom Soil Resource Report Typical profile H1 - 0 to 3 inches: silt loam H2 - 3 to 17 inches: silt loam H3 - 17 to 20 inches: weathered bedrock Properties and qualities Slope: 0 to 9 percent Depth to restrictive feature: 10 to 20 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: Very low (about 2.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: D Ecological site: Shallow Siltstone (R067BY039CO) Hydric soil rating: No Minor Components Keota Percent of map unit: 5 percent Hydric soil rating: No Thedalund Percent of map unit: 4 percent Hydric soil rating: No Mitchell Percent of map unit: 3 percent Hydric soil rating: No Kim Percent of map unit: 3 percent Hydric soil rating: No 32 Kim -Mitchell complex, 6 to 9 percent slopes Map Unit Setting National map unit symbol: 35zj Elevation: 3,500 to 6,500 feet Mean annual precipitation: 11 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 120 to 160 days 13 Custom Soil Resource Report Farmland classification: Not prime farmland Map Unit Composition Kim and similar soils: 45 percent Mitchell and similar soils: 35 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kim Setting Landform: Alluvial fans, fans, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium and/or colluvium Typical profile H1 - 0 to 3 inches: loam H2 - 3 to 7 inches: clay loam H3 - 7 to 60 inches: loam Properties and qualities Slope: 6 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: High (about 9.7 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Description of Mitchell Setting Landform: Alluvial fans, fans. plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium Typical profile H1 - 0 to 7 inches: silt loam H2 - 7 to 60 inches: silt loam Properties and qualities Slope: 6 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained 14 Custom Soil Resource Report Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: High (about 10.8 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Siltstone Plains (R067BY009CO) Hydric soil rating: No Minor Components Keota Percent of map unit: 7 percent Hydric soil rating: No Thedalund Percent of map unit: 7 percent Hydric soil rating: No Haverson Percent of map unit: 6 percent Hydric soil rating: No USDA United States aim Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey. a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations_ and local participants Custom Soil Resource Report for Weld County, Colorado, Northern Part February 28. 2018 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 Custom Soil Resource Report Area of Interest (AOl) L-, Soils ONO MAP LEGEND Area of Interest (AO') Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features V X x :. O it O O O 33, 0 Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot 4 4 ao 2 O Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation i-1-t Rails ti Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Northern Part Survey Area Data: Version 12, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 20, 2015 —Oct 15, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 7 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AO1 4 2 32 46 47 Ascalon fine sandy loam, 0 to 6 percent slopes Ascalon sandy loam. 5 to 9 percent slopes Bresser sandy loam, 3 to 9 percent slopes Epping silt loam. 0 to 9 percent slopes Kim -Mitchell complex. 6 to 9 percent slopes Otero sandy loam. 0 to 3 percent slopes Otero sandy loam. 3 to 9 percent slopes 54 Platner loam. 0 to 3 percent slopes 75 Wages fine sandy loam. 0 to 6 percent slopes Totals for Area of Interest Map Unit Descriptions 97,5 24.8 298 41.6% 10.6% 12.7% 7.6 3.3% 2 7 1.1% 13.0 5.5% 7.1 3.0% 44.4 18.9% 7.5 3.2% 234.5 100.0% The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions. along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however. the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus. the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely. if ever. can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit. and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting. or dissimilar, components. They 8 Custom Soil Resource Report generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area. the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed. and consequently they are not mentioned in the descriptions. especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer. all the soils of a series have major horizons that are similar in composition, thickness. and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness. salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences. a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example. Alpha silt loam. 0 to 2 percent slopes. is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes. associations. or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex. 0 to 6 percent slopes. is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area. it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association. 0 to 2 percent slopes. is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas. or it can be made up of all of them. Alpha and Beta soils. 0 to 2 percent slopes. is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 9 Custom Soil Resource Report Weld County, Colorado, Northern Part 4 —Ascalon fine sandy loam, 0 to 6 percent slopes Map Unit Setting National map unit symbol: 2t1p5 Elevation: 4,550 to 6,050 feet Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 135 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Ascalon and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ascalon Setting Landform: Interfluves Landform position (two-dimensional): Backslope, summit Landform position (three-dimensional): Interfluve Down -slope shape: Linear Across -slope shape: Linear Parent material: Wind -reworked alluvium and/or calcareous sandy eolian deposits Typical profile Ap - 0 to 7 inches: fine sandy loam Bt1 - 7 to 13 inches: sandy clay loam Bt2 - 13 to 18 inches: sandy clay loam Bk - 18 to 48 inches: sandy loam C - 48 to 80 inches: sandy loam Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline (0.1 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum in profile: 1.0 Available water storage in profile: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No 10 Custom Soil Resource Report Minor Components Olnest Percent of map unit: 8 percent Landform: Interfluves Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Otero Percent of map unit: 7 percent Landform. Interfluves Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No 5 —Ascalon sandy loam, 5 to 9 percent slopes Map Unit Setting National map unit symbol: 2tlmx Elevation: 3,870 to 6,070 feet Mean annual precipitation: 13 to 16 inches Mean annual air temperature: 46 to 57 degrees F Frost -free period: 135 to 160 days Farmland classification: Not prime farmland Map Unit Composition Ascalon and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ascalon Setting Landform: Interfluves Down -slope shape: Linear Across -slope shape: Linear Parent material: Wind -reworked alluvium and/or calcareous sandy eolian deposits Typical profile Ap - 0 to 6 inches: sandy loam Bt1 - 6 to 12 inches: sandy clay loam Bt2 - 12 to 19 inches: sandy clay loam Bk - 19 to 35 inches: sandy clay loam 11 Custom Soil Resource Report C - 35 to 80 inches: sandy loam Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 1.0 Available water storage in profile: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Minor Components Stoneham Percent of map unit: 10 percent Landform. Interfluves Down -slope shape: Linear Across -slope shape: Linear Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Manter Percent of map unit: 5 percent Landform: Interfluves Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No 16 Bresser sandy loam, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 35yy Elevation: 5,300 to 6,800 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 135 to 155 days 12 Custom Soil Resource Report Farmland classification: Not prime farmland Map Unit Composition Bresser and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bresser Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Sandy alluvium Typical profile H1 - 0 to 15 inches: sandy loam H2 - 15 to 34 inches: sandy clay loam H3 - 34 to 60 inches: loamy coarse sand Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Moderate (about 6.7 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Minor Components Altvan Percent of map unit: 10 percent Hydric soil rating: No 27 Epping silt loam, 0 to 9 percent slopes Map Unit Setting National map unit symbol: 35zb Elevation: 3,600 to 5,500 feet 13 Custom Soil Resource Report Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 45 to 52 degrees F Frost -free period: 120 to 150 days Farmland classification: Not prime farmland Map Unit Composition Epping and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Epping Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy residuum weathered from siltstone Typical profile H1 - 0 to 3 inches: silt loam H2 - 3 to 17 inches: silt loam H3 - 17 to 20 inches: weathered bedrock Properties and qualities Slope: 0 to 9 percent Depth to restrictive feature: 10 to 20 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: Very low (about 2.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: D Ecological site: Shallow Siltstone (R067BY039CO) Hydric soil rating: No Minor Components Keota Percent of map unit: 5 percent Hydric soil rating: No Thedalund Percent of map unit: 4 percent Hydric soil rating: No Mitchell Percent of map unit: 3 percent Hydric soil rating: No Custom Soil Resource Report Kim Percent of map unit.' 3 percent Hydric soil rating: No 32 Kim -Mitchell complex, 6 to 9 percent slopes Map Unit Setting National map unit symbol: 35zj Elevation: 3,500 to 6,500 feet Mean annual precipitation: 11 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 120 to 160 days Farmland classification: Not prime farmland Map Unit Composition Kim and similar soils: 45 percent Mitchell and similar soils: 35 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Kim Setting Landform. Alluvial fans, fans, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium and/or colluvium Typical profile H1 - 0 to 3 inches: loam H2 - 3 to 7 inches: clay loam H3 - 7 to 60 inches: loam Properties and qualities Slope: 6 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: High (about 9.7 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e 15 Custom Soil Resource Report Hydrologic Soil Group: C Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Description of Mitchell Setting Landform: Alluvial fans, fans, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium Typical profile H1 - 0 to 7 inches: silt loam H2 - 7 to 60 inches: silt loam Properties and qualities Slope: 6 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Available water storage in profile: High (about 10.8 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Siltstone Plains (R067BY009CO) Hydric soil rating: No Minor Components Keota Percent of map unit: 7 percent Hydric soil rating: No Thedalund Percent of map unit: 7 percent Hydric soil rating: No Haverson Percent of map unit: 6 percent Hydric soil rating: No Custom Soil Resource Report 46 Otero sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 3600 Elevation: 4,500 to 5,500 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Not prime farmland Map Unit Composition Otero and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations. descriptions, and transects of the mapunit. Description of Otero Setting Landform: Alluvial fans, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium Typical profile H1 - 0 to 5 inches: sandy loam H2 - 5 to 60 inches: sandy loam, fine sandy loam H2 - 5 to 60 inches: Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Very high (about 14.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No 17 Custom Soil Resource Report Minor Components Stoneham Percent of map unit: 5 percent Hydric soil rating: No Bushman Percent of map unit 4 percent Hydric soil rating: No Kim Percent of map unit: 3 percent Hydric soil rating: No Mitchell Percent of map unit: 3 percent Hydric soil rating: No 47 Otero sandy loam, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 3601 Elevation: 4,500 to 5,500 feet Mean annual precipitation: 12 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 180 days Farmland classification: Not prime farmland Map Unit Composition Otero and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Otero Setting Landform: Fans, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium and/or colluvium Typical profile H1 - 0 to 5 inches: sandy loam H2 - 5 to 60 inches: sandy loam, fine sandy loam H2 - 5 to 60 inches: Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low 18 Custom Soil Resource Report Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Very high (about 14.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No Minor Components Stoneham Percent of map unit: 7 percent Hydric soil rating: No Kim Percent of map unit: 3 percent Hydric soil rating: No Bushman Percent of map unit: 3 percent Hydric soil rating: No Mitchell Percent of map unit: 2 percent Hydric soil rating: No 54—Platner loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tIn0 Elevation: 4,000 to 4,930 feet Mean annual precipitation: 14 to 17 inches Mean annual air temperature: 46 to 50 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Platner and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations. descriptions, and transects of the mapunit. Custom Soil Resource Report Description of Platner Setting Landform: Interfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed eolian deposits over tertiary aged alluvium derived from igneous, metamorphic and sedimentary rock Typical profile Ap - 0 to 6 inches: loam Bt1 - 6 to 11 inches: clay Bt2 - 11 to 20 inches: clay Bk1 - 20 to 27 inches: loam Bk2 - 27 to 37 inches: sandy clay loam C - 37 to 80 inches: sandy clay loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline (0.0 to 1.0 mmhos/cm) Available water storage in profile: Moderate (about 8.1 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (nonirrigated): 4s Hydrologic Soil Group: C Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Minor Components Ascalon Percent of map unit: 10 percent Landform: Interfluves Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Interfluve Down -slope shape: Linear Across -slope shape: Linear Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Rago, rarely flooded Percent of map unit: 4 percent Landform: Drainageways Landform position (two-dimensional): Toeslope 20 Custom Soil Resource Report Landform position (three-dimensional): Base slope, head slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Overflow (R067BY036CO) Hydric soil rating: No Rago, ponded Percent of map unit: 1 percent Landform: Playas Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down -slope shape: Concave Across -slope shape: Concave Ecological site: Closed Upland Depression (R067BY010CO) Hydric soil rating: No 75 Wages fine sandy loam, 0 to 6 percent slopes Map Unit Setting National map unit symbol: 3611 Elevation: 3,900 to 5,600 feet Mean annual precipitation: 15 to 19 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 135 to 155 days Farmland classification: Farmland of statewide importance Map Unit Composition Wages and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wages Setting Landform: Alluvial fans, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium Typical profile H1 - 0 to 4 inches: fine sandy loam H2 - 4 to 14 inches: sandy clay loam H3 - 14 to 60 inches: loam H4 - 60 to 64 inches: sandy loam, gravelly sandy loam H4 - 60 to 64 inches: Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low 21 Custom Soil Resource Report Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.20 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 8.7 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: Loamy Plains (R067BY002CO) Hydric soil rating: No Minor Components Platner Percent of map unit: 9 percent Hydric soil rating: No Kim Percent of map unit: 5 percent Hydric soil rating: No Mitchell Percent of map unit: 1 percent Hydric soil rating: No • (��'1 - NEW 6• Ei011UM NATIVE GRASS DITCH _�'� ; '• F,.• LEGEND \_ 4 t • ., ♦6_ _ T�� n ".n — —5530— — ExISIINC WIaOR CONTOUR + _ , EXISTING MINOR CONTOUR I -" _� �i_—,Y SSJ^v 58bb MAJOR CONTOUR I 69 74 —5531 44 --.....- MINOR CONTOUR 5 \\ .. N. --a--a BOUNDARY BASIN jN a- - 111 // I.I I•F I BASIN -- ':7 O BERM DF.SIGNAIION \, .y DT �'1 �1 BASIN AREA 0.9lI so CURVE NUMBER 15• x ID' RIP RAP PROTECTION (TYP! ( �� I 1/4 I I ` I v - - t n 1_A TOP OF BERMS ^7 _ I. IIIIM • �.- 1j �!. 3 7.2 10 YR PEAK RUNUFT (CIS) - / e6+l 66 , • • • A 1.1-�_ 100-YR PEAK RUNOFF (CFS) ` ,; DESIGN POINt Dt51GNnr..^, N �_ --^``- y 10 100-rE.AH ;� J -YEAR �r - ..t .. , • r "" BASIN AREA DESIGN POINT FLOW (CFS) FLOW (CIS) r--'_ - �'I Al_- --` ' /T�/. I I 1 70 a 0.61 1 66 lo. )� ' . � 2 12 30 H S 25 10 4+ ~ • II 1I 2 -, 3 A 61 C 4 TO 9 19 A 2.98 E 12A 338 [( ,2, 5 2 33 F 1 43 303 ...ON: 'SJII(I:. 1 :: :: ::: / 6 •33 I 215 59: ' 1 I 'I • .• V / - `'�-EXIST CHAINUNK FENCE ( TYP) POND I - WATER OUALITY/DETENTION POND TABLE III li . I MAx DEPTH 500 - '--i + r584o WCOV ELEV $6SS 2S l I ,11 VOL O WCO ELEV. 0.208 AC -FT 10 -YEAR ELEV. 5833.96 I 4 -/� VOL 0 10 -YEAR ELEV O.JAs AC -FT r -- I 12 too -YEAR ELEV 5835 70 v0l O 100 -YEAR ELEV 0 652 AC • -VI _ j I 1 °� • - RELEASE 1 pr e M`+ RATE 31.6 CFS I, _• ` '1 RELEASE TIME 40 HR t sto. at E- /,' r e } � I Aj - } DETENTION POND 1 �ti' � . j ° ; c� Ex15i COMPRESSOR BUILOIN('. t / � - •-. I / \ -1 -'' �a • \ - • POND 2 - WATER tUALEY/DETENIIDN POND ` ` 1 • S71-6° _ / -� NEW 2' BOTTOM DRAINAGE DITCH MAx DEPTH 500 FLOW LINE ( (VP) N + WCov ELEV 5831 OT !JIM ls.w--wry—""r—r�---.� ••• ...••••• - '.f -DING VOL 0 YtCo ELEV 0.108 AC -•CT I c I I 10 -YEAR ELEv 9831 80 DETENTION POND I WITH QUILL STRUCTURE• ORIFICE PLATE, I - �>r�� VOL 0 10 -YEAR ELEV 0.178 AC OVERFLOW GRATE. AND SPILLWAY y6SU Ir I -FT •• _ - �- . 12' t l STEEL. a4 L F., WITH F-E.S �I III ' 100 -YEAR ELEV. 583300 _ - ' - POND OUTLET � '�_ 'I U I VOL O 100 -YEAR ELEV. 0.338 AC -FT -..�' .. \ ..� I `�- MAX RELEASE RATE 15 5 CFS 4 d * '.7 ^de RELEASE TIME 40 HR 1 -\ .. DETENTION POND 2 WITH OUTLE WEE. 32 • STRUCTURE. ORIFICE PLATE, OVERFLOW GRATE. AND SPILLWAY- ND - I PRELIMINARY - NOT i I. i �` FOR CONSTRUCTION -al.- ♦ BURNS ' M GDONNELL REX CHEYENNE HUE ENHANCEMENT DRAINAGE PLAN Sat 891[0 $09 0l9O_ sit 10 •43/461 _ - a.. w wr •w we r SS w w Oa w e- w - SSD war. ® �� #.9•00,41.0 ION O NST9{KTwI 09sn sat D wet' : V .' M NW afro X1O r Y Mt *flab REVISIONS REVISIONS s - I EXHIBIT 3 rr OFFSET( BASIN 1 220 1 ACRES CN • 67 3 % , . _ _ - r V MTV I t CN 69.7 118 ACRES PRELIMINARY - NOT FOR CONSTRUCTION J ■-■- ■ Rockiegfinaelme RE%CHEYENNE HUB ENHANCEMENT OFFSITE RUWON sum RPML NW) • ... a We w w .Y. w r„ w w w wt w ..t • — Comr.. D so Meat am �'v" woo r.. r WV anee mu w .. EXHIBIT 3 Fr t REVISIONS REVISIONS REFERENCE DRAWINGSC0MSMUCTON /*6. ,bL 7, r- - • VAX fYBC) 5- 2, •- TOO -YEAR WATER SURFACE - 383S 20 `� C TOP Of BERM (FREEBOARD, ELCv 5816 ZO' SPRI WAY CRLS7 (LOA 5835 70' (SEE DETAI S) 4 TRJ,_-- 4 -M• TO-vfAR WATER SURFACE - 583396\ 7-0 /4 4 ' WATER SURFACE - 58.33 25 -\ s ax'.SLOPE . q I _ TYPE RIP .•,%4•S PROTECTORwlxv , _I)1 OUTLET STRUCTURE--^h'� •'ONO ,ISLE OL TAIL .3) _ - - __ _ 1 ._ - r _-- _- soTIOu r♦, t Llv '±A9± / / / .11 MCROPOOL WATER (LEV - 56)1 20' -. riot •Y• RW RAP I •t "-----------.-_--^__- Tay 5831 ;eV _____--- ____�_ -__� M lily S1f JU 44' - IT DEPTH) t1 A_ - - - - - - �` \� \ \ \ \ �wV ; _ ` _ ` ` -- uS. FILTER - STAINLESS STCEI ' ,^,\j/� V`'/i� / /�l t\\//`C -12• Sit LL 45 rr FNr. '\\ •L// \ . FLARED END SECTION `v -Srr``/ \\ / \ \ \ STEEL WELL -SCREEN A`' ... _ (SEE DE1AI1 1) �� I I 1A PERFORATED rLow CONTROL PLATE (SEE DETAIL 2' ? // / INv ELLY 5831 20' " •'• "*y./� �'/j,[�'J/�' / � / \ / OUT FAN 5830.94' �\� `• t\\• �`C� '` /� / ! \ r fi-. \ \ 6' X 20 TYPE •M• RP RAP 'h ++ +'+ •1 l \.\' (tY DEPTH) OUTLET •\ „�• 2 •\ V � F PROTECTION CONCRETE (4000 COOT I\PE C INLET 6'i \ \ \ � \ \ \ \ \ \'\ -\ r \ \ \ r.\ X. SIPurlupt 1 ;\/ L1 (5ff OUTS / 5 9 -1- 5'. n' 6- \' \4 t6- I I i� -- _. / % / / TNl NIIOlL / WATER f4LU TTY POND STEELD(TAH f- _ BOLTSLSS SEC 4 \ \ a' ( I I I e - -� I T2_ ^' Tom. `•r' r COLUMN. p• 7t' w6r Tp Nat 'I' .._ L i -- EEEv S83S IO' Or iHIR[[ f •-+! y r •0 64' OA •M' '•�-�^ II 0024' x • EILY 5811 96' •HOLES I/4• rot. PIP -j•DALYAro +A(I O 5• STEEL I ��p• (1 2- PLATE STf Ft pI DIH) - CHANNEL • --TD • SUPPORT ROD • 1' OC i -"'I-. r ry•r•r' T J •• T5 ELEV 58:7325' T r•` t/ t • Hit ti wl-It ,/"ADHESIVE ANC HOPS r - "Ia. '�+ -••{ -}- / (CALM3-1/ GYBED ,c L • I -•! )-C � "' 3/4- X t• • - �2 - •e r., 0 7/74 —«I-- 0�� • t/Y E___L ANGLE SITE: •tOL041G .,r.> .. .a. 0.(V SBSt 20' •I j C ---, FRANCS • y.—•- 6- TS -0- '-- - 6' . i e p a� T'• o •• t PERMANENT OW tit STRUCTURE Pte{ • • } r .- p R `. WATER SURFACE - 5831 20 FILv 5829 tY �, ��IIFMMT y • . _ _ _ L+ • p I j j� •I w01 10 4tJL[ a• oCr ss4• n Dc [LEv 5829 TA' -..� -.1 __� • - L• J r. .� �.. • • 1 3 T 2- a • L •p • Y Y T _ I1'11 it _ ! 1 1- 111 FLAT - - I L•—. • S. X 7 74 r �r WI. SCREEN BEAMS TRASt: ''^_6 jlre) jfjC PCR/DRATION OETATT :2-5/8' W x 5.3/4- A I/4' FUr 4• D) TOP Of BE FREEBOARD ELEV 5836 20pi TO %MI I AOT 70 wit 401 TO WALX �' ; I 14' t 411470 CREST ELEV. 563520' ';,v y I STEEL PERFORATED '—PLOW CONTROL 993 vIE WIPE STAINLESS 4r1111 TO BE GALVANIZED R 7s 5a• w. 0"a. wit.% EDGE OF :.... = •-- •• - W'_ .' _ _ - P.- CONCRETE ! 1 S 12• THICK PLATE STEEL BAPS AFTER FABRICATION f TYPE Al RC SUPPORT a —• RAP r -'I3-112- a 2 SPILT WAY 4FCjpq STEit HOtDTI4G FRAM( ••. • 3 M SlOiT/2'6 H+VI Hn..TZ ., ADHESNL :Tbr Ip FLOWoS/a-SST ANCIIDP$ • 1'-0• • T[AU 1"1-- �k«e eI/'OCFLOWSTItI ;41/4FLAI wNO 93 STAINLESS- fu5 rKTER0 1)B' O.DBD•17 1/4'NO OR WOOA.) WIRES IT4 • BEAMST TkA5N HACK A$ MANUFACTURED 8T'�rNT 8•w %wpr tp fp4Lf To Kwl4' T• TRASH R SCREENS -J/4 X ON (DUAL �pJ�5 ggerit/4' FLAT 2 TRASH RAC. %TALL I 1 LECLL-SERE EN TRASH RACKS SHALL 8[ STAINLESS STEEL AND SHALL BE ATTACHED B' ST 504 STAINLESS 11 STAINLESS STEEL BOLTS ALONG THE EDGE Of THE MOUNTING FRAY( STEEL T- iRAGH RACK 2 BAR GRATE TRASH RACKS SHALL of GALVANIZED AND SHALL BE BOLTED EKING W 1 t R EN BDU OF TAP STAINLESS STEEL HARDWARE 3 TRASH RACK WIDTHS ARE FOR SPECIFIED TRASH RACK LMTERAL FINER wEu-SCREEN OP ITTE$H Sin THAN SPECIFIED TS ACCEPTABLE. rgWEYER, TRASH RACK .I Ter To KALI DIMENSROS NEED TO BE (A(DJUSTUUEffD�� FOP WTCRIALS HAVING A DIFFERENT OPEN 4 STRUCTURAL OEESSS GNROrTRASHHxRACK SHALL Bt BASED ON FULL HYDROSTATIC HEAD WITH ZERO HEAD DOWNSTREAM OF THE RACK PRELIMINARY - NOT FOR CONSTRUCTION I 1 Y `S BURNS MSDONNELL REX CHEYENNE HUB ENHANCEMENT STRUCTURE DETAILS S DETENTION POND 1 i ISSUED FM Dela NI PC 6456 ••. -' _ AA - . ST Pi MI P A Mw F PI IAA IP I t - --:c. .LPPgpHD IpI CONSTRUCTION Ma L; 0 �Fe •p "a' �F Sale fate`a Fora• �`r' TF1tr REVISIONS - REVISIONS . :501.1000.200-0114x' j l REFERENCE DRAWINGS -5/e- THREADED ROD -toR Or BERM (fREL'BOARO) *its H1LD Hf-150LLEV 5836.20- MAK EMBED S -3/B_ SPILLwar CREST 6 TONG 100-vEAR WATER SURFACE = 5633 OD' �> Ell: 583300' (SEE WAR. 5) IO-+FAR WATER SUP.FACE - Stl31 BO•- - — a _ — — _ _ _ — _ TP I PACK11 ` --. -- PL •M' PIP RAP SLOPE PAOTECTpH WOE: WATER SuRf ACE - Se3I OF'- _ r S ` () OUTLET SINuCTURF -•\ ♦� POND 9(SF l OEtAA 3) An (FD170M-- _ .•V LL CV INTION / MICR_OPDOI RATER IA LV - 5829 Do 4 " , ...-_�__�__ LLEV 9829 00""----- - LL! V 58TH ]U' \5.\j I, PC 'M• RP RAP • • \ _ . ��_.� ,.__ TESTING GRN)I ' �1 \-_-� \ V V v \ �,. \ •�\ 12- DEPTH) ` ` _ _ �� US •„ '� �C s -SCREEN i S ..•ELL , // //\\�\ iT / /.✓�/ T� / //,\(/ v"� '/\\/ -12• STEEL. 37 tF *obi "", \3 Y END SECTION `�G _ n ''/ \� / �\v mow / �\ \• _ �� STEEL WELL -SCREEN.-_/' 4� (SEE UETAn +) qb - ` _� b �q r I w. r^- ATED FLOW CONTROL PLATE (SEE DETAIL 7; I 'NV IL }. ,e 1Nv ILEX. 582900• ,- � /\ \ \ Out USN 5828.30' v / Q/ l \ \ 6• Y 20' TIRE 'M• PP RAP `` -• TP4 I+2• DEPTH) OUTLET ./�'` >�\\/ /// // •, - ,• •'• • ��?l/� i / TION CONCRETE STRUCTURE (400(1 COOT 1, NI C INLET / / / / /. / /\ •Y YA \ S O 28 OATS - MIN) (PIP) /�(\/ \�(� / ,F /\.f\��jj�.. \ / /.-\\//� .1 CSCRCCf7511. DE1 r�`�\� A. 6• p_t` 5 II' 6• \ i i` , \` A "V 4\'/ '/; �' I \\i T2• � - ST STAINLESS 57LE1 \ / DLIENIIQN / WAB'R Q tlit eaND — r -b F--1,• 6' • 901.75 (SEE DCTNI • • ;P J 1 • �_-1._ 40 E t ----tl in n .a i2 �t - t COLUMN 6• 71• 141 m 6ul '° _ 1. i my 583300• of THREE i-- -i ., _ 0 3A• Dm . 'M 0074• A CI I8• HOLES lieTL '�uf RIP - GAL; GALVAMICD Liam, - 05 STEEL '� I , 6 ((12` •- - CILATEEL • -• STEEL PLATE iIEPTH) - • r. " n SUPPORT NOD '•inn' G � • I•OC I' 114•44••••¢gi• �p� - - - EIEv 5631 OT' • . i° 1/2 • PU&TI Hn-I: '1.. ' '' r 'ADHESNE ANCHORS I I • • o �I T� ICs:V1 EMBED '., _. I•��.1'" 3/•' A 1' 1 ,— 1 b ANGLE STEEL t ta ELT+ SB29 00• O _ E • e. caol • I. ,. • E • ,. :_.: `.I 7111 T)U �'�-..1 •. • • h ° IoT . AAit• lUPr AGE ._ 597900 9 • �I��I I�-I� I�I�I WII �� ", • '. - - Ih II , e tl' 0Cr 53A' ILL Mu 5826.96' • ]ail • v o o ! !!! 582696' -r -6" 1---• I- •I�1 • • I Y• I _CL[v - -v 1:^• 1 _ A •° • '. •- • • • • •• • r r v --- v+ _S • 1 I !ki 1/•{ ILA1 - . R_� WELL SCRI'FN _ _ _ _- y K 1 BEAMS IRIIEt RACK iITL'1 DRIF ICE ft a At +2-5,8' W x. UN WA. `_J•'3/A• 1 t/•• FLAT a' 0) TOP DI (FERIA-. ' FREEBOARD EL EV. 583A.oD' Ro• Ia SemiN6l flatJIIIIIk ._•• CREST ELEV. 583300•-All_'� • #93 vEE *Pt-• .t arm f� _ —EDGE Of :.� •--.:.!_.F'- STEEL PERFORATED CONCRETE FLOW CONTROL STAINLESS TO BE GALVANIZED �+ 12' TACK PLATE STEEL AFTER FABRICATION TYPE xi R �" SUPPORT 8AR5 4I o • RAP 3_ 1/2- a — 1/• FLAT STEEL FRAME 5PI,IWAY 5LLItQE/ HOLDING , ,• 3 •• W 1/A• SLGT t/27 MITT Hii.-TT y FOP SST ADHESNt• To rLOW O ■—. S/8' WAS%, qv r s-A BOLT ANCHORS • 1' -D•-- } vUl - "I'4^ 's OC NO 9J STNMLSS ■�' I,4- ,,Cris FILTER 01•%9' D090• III ..v—. SIELt (O`1 / • E OP MAO VOTES ■�11'�■ SA NtE •- , s BE MS TRASH RACK AS US mit To semi K A to VAII • TES_ -t, (2_516• W11� JOHNSON pECN$ OA (OVAL 1/4 FLAT 2 TRASH RACK SHALL FLAT \ ! v BE 50. STAINLESS - + LL -(GREEN TRASH RACKS SHALL BE STAINLESS STEEL AND SHALL BE ATTACHED BI STEEL 2 STAINLESS STEEL BOLTS ALONG THE EDGE OF THE MOUNTING FRAME IRA.iH $ i 2 BAP GRATE TRASH RACKS SHNI Bf AND L:ALVAM2ED SHALL BE BOLTED USING fEj'h 5ClILt:TL9QLL_QEIAB STNN,ESS STEEL HARDWARE LI 3 TRASH PACK WIDTHS ARE FOP SPECIFIED TRASH RACIt FNEP ' PATERNL TO ,Dt SFAF WELL -SCREEN OR MESH SIZE THAN SPECIFIED IS ACCEPTABLE., HOWEVER, TRASH RAG( 14, m MALL FOR MATERIALS HAVING A DIFFERENT OPEN DIMENSIONS NEED TO BE AR VALUE) AREA •' OSS•FAL AREA RATIO (R vALL,E)' Sta ••• HEAD D N TRASH RACK SHALE BE BASED ON FULL /t/pQOSTATIL' HEAD W�' � � � DOWNSTREAM or THE RAC* PRELIMINARY - NOT FOR CONSTRUCTION i /��/A � \ • REX CHEYENNE HUB ENHANCEMENT STRUCTURE DETAILS I S DETENTION POND 2 • ,BURNS M�DONNELL NS= TOM ➢LS01 al •O N961• R1.. D. w ' ® wt w 1n MN w r w .. Os an Rua w APPROY(D MRH•" tzf•TakTON test tat 0 sea•� r �' �w t. U�e . .wKLWA Ma AA SW Witt REVISIONS REVISIONS REFERENCE DRAWINGS ..5t)1 ,• Project Description File Name Pre_Basins.SPF Project Options Flow Units CFS Elevation Type Elevation Hydrology Method SCS TR-55 Time of Concentration (TOC) Method SCS TR-55 Link Routing Method Kinematic Wave Enable Overflow Ponding at Nodes YES Skip Steady State Analysis Time Penods YES Analysis Options Start Analysis On Mar 01, 2018 00:00:00 End Analysis On Mar 02. 2018 00:00:00 Start Reporting On Mar 01, 2018 00:00:00 Antecedent Dry Days 0 days Runoff (Dry Weather) Time Step 0 01:00:00 days hh:mm:ss Runoff (Wet Weather) Time Step 0 00:05:00 days hh:mm:ss Reporting Time Step 0 00:05:00 days hh:mm:ss Routing Time Step 30 seconds Number of Elements aty Rain Gages 1 Subbasins 9 Nodes 9 Junctions 8 Outfalls 1 Flow Diversions 0 Inlets 0 Storage Nodes 0 Links 8 Channels 0 Pipes 8 Pumps 0 Orifices 0 Weirs 0 Outlets 0 Pollutants 0 Land Uses 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage -01 Time Series 10-yr Cumulative inches Colorado Weld 10 1.76 SCS Type II 24 -hr Subbasin Summary SN Subbasin ID 1 Basinl 2 Basinl 3 Basin3 4 Basin4 5 Basin5 6 Basin6 7 OffsiteBasin 1 8 Offsitebasin2 9 Offsitebasin3 Area Weighted Curve Number (ac) 1.70 12.30 4.61 2.98 2.34 4.33 220.79 3.18 2.92 73.80 71.18 84.53 81.05 87.96 79.16 67.26 71.12 69.22 Total Total Total Peak Rainfall Runoff Runoff Runoff Volume (in) (in) (ac -in) (c-fs) 1.76 1.76 1.76 1.76 1.76 1.76 1.76 1.76 1.76 0.24 0.18 0.60 0.46 0.77 0.39 0.11 0.18 0.14 0.41 2.23 2.78 1.37 1.81 1.70 24.07 0.57 0.42 0.18 1.01 3.73 1.02 1.31 1.31 4.58 0.23 0.18 Time of Concentration (days hh:mm:ss) 0 00:41:25 0 00:29:58 0 00:10:39 0 00:32:22 0 00:39:28 0 00:28:07 0 01:07:40 0 00:36:42 0 00:22:16 Subbasin Hydrology Subbasin : Basinl Input Data Area (ac) 1.70 Weighted Curve Number 73.80 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area & Weighted CN Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation Tc = (0.007 * ((n ' Lf)"0.8)) / ((P"0.5) * (Sf"0.4)) Where Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation V = 16.1345 ' (Sf"0.5) (unpaved surface) V = 20.3282 ' (Sf"0.5) (paved surface) V = 15.0 ' (Sf"0.5) (grassed waterway surface) V = 10.0 ' (Sf"0.5) (nearly bare & untilled surface) V = 9.0 * (Sf"0.5) (cultivated straight rows surface) V = 7.0 ' (Sf"0.5) (short grass pasture surface) V = 5.0 * (Sf"0.5) (woodland surface) V = 2.5 ' (Sf"0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation V = (1.49 ' (R"(2/3)) * (Sf^0.5)) / n R =Aq/Wp Tc = (Lf / V) / (3600 secJhr) Where Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ftV) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness Area Soil Curve (acres) Group Number 1.70 - 73.80 1.70 73.80 Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr, 24 hr Rainfall (in) . Velocity (ft/sec) Computed Flow Time (mm) Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 2.6 0.00 0.00 1.70 0.00 0.00 0.14 0.00 0.00 36.69 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 435 0.00 0.00 Slope (%) .90 0.00 0.00 Surface Type Unpaved Unpaved Unpaved Velocity (ft/sec) 1.53 0.00 0.00 Computed Flow Time (min) : 4.74 0.00 0.00 Total TOC (min) 41.43 Subbasin Runoff Results Total Rainfall (in) 1.76 Total Runoff (in) 0.24 Peak Runoff (cfs) 0.18 Weighted Curve Number 73.80 Time of Concentration (days hh:mm:ss) 0 00:41:26 Subbasin : Basinl Rainfall Intensity Graph Rainfall (infhr) 25 24 23 2.2 21 1.9 1.8 1.7 1.6 1.5 1.4 13 1.2 11 1 0.9 08 0.7 0.6 0.5 0.4 0.3 0.2 01 0.2 019 0.18 0 17 0.16 0 15 0 14 0 13 0.12 u 0 11 if 009 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) Runoff Hydrograph 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Basin2 Input Data Area (ac) 12.30 Weighted Curve Number 71.18 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area & Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) Surface Type. Velocity (ft/sec) Computed Flow Time (min) : Total TOC (min) 29.98 Subbasin Runoff Results Area Soil Curve (acres) Group Number 12.30 - 71.18 12.30 71.18 Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 7.1 0.00 0.00 1.70 0.00 0.00 0.20 0.00 0.00 24.55 0.00 0.00 Subarea Subarea Subarea A B C 831 0.00 0.00 2.5 0.00 0.00 Unpaved Unpaved Unpaved 2.55 0.00 0.00 5.43 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.18 Peak Runoff (cfs) 1.01 Weighted Curve Number 71.18 Time of Concentration (days hh:mm:ss) 0 00:29:59 Subbasin : Basin2 Rainfall Intensity Graph Rainfall (in/hr) 26 2.5 2.4 2.3 2.2 21 2 19 18 17 1.6 15 1.4 1.3 1.2 11 1 0.9 0.8 07 0.6 0.5 0.4 0.3 0.2 0.1 1 05 1 095 0.9 0.85 0.8 0.75 0.7 0.65 �, 0.6 w w 0.55 w 0.5 z it 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Basin3 Input Data Area (ac) 4.61 Weighted Curve Number 84.53 Rain Gage ID Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number 4.61 - 84.53 Composite Area & Weighted CN 4.61 84.53 Time of Concentration Sheet Flow Computations Manning's Roughness : Flow Length (ft) Slope (%) 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) : Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type Velocity (ft/sec) Computed Flow Time (min) Channel Flow Computations Manning's Roughness Flow Length (ft) Channel Slope (%) : Cross Section Area (ft') : Wetted Perimeter (ft) Velocity (ft/sec) Computed Flow Time (min) : Total TOC (min) 10.66 Subbasin Runoff Results Subarea Subarea Subarea A B C .2 0.00 0.00 51 0.00 0.00 5.9 0.00 0.00 1.70 0.00 0.00 0.13 0.00 0.00 6.41 0.00 0.00 Subarea Subarea Subarea A B C 424 0.00 0.00 1.95 0.00 0.00 Unpaved Unpaved Unpaved 2.25 0.00 0.00 3.14 0.00 0.00 Subarea Subarea Subarea A B C .03 0.00 0.00 264 0.00 0.00 3.1 0.00 0.00 1.4 0.00 0.00 4.6 0.00 0.00 3.96 0.00 0.00 1.11 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.60 Peak Runoff (cfs) 3.73 Weighted Curve Number 84.53 Time of Concentration (days hh:mm.ss) 0 00:10:40 Subbasin : Basin3 Rainfall Intensity Graph Rainfall (in/hr) En i w 0 c J 26 2.5 2.4 2.3 2.2 21 2 19 1.8 17 1.6 15 14 1.3 1.2 11 1 0.9 0.8 07 0.6 0.5 0.4 0.3 02 0.1 4 3.8 3.6 3.4 3.2 3 2.8 2.6 2.4 2.2 2 1.8 16 1.4 1.2 1 0.8 0.6 0.4 0.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0 1 2 3 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) Subbasin : Basin4 Input Data Area (ac) 2.98 Weighted Curve Number 81.05 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area 8 Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) • Computed Flow Time (min) : Channel Flow Computations Manning's Roughness : Flow Length (ft) Channel Slope (%) • Cross Section Area (ft') Wetted Perimeter (ft) : Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) 32.37 Subbasin Runoff Results Area Soil Curve (acres) Group Number 2.98 - 81.05 2.98 81.05 Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 3.88 0.00 0.00 1.70 0.00 0.00 0.16 0.00 0.00 31.26 0.00 0.00 Subarea Subarea Subarea A B C .03 0.00 0.00 250 0.00 0.00 2.8 0.00 0.00 1.4 0.00 0.00 4.6 0.00 0.00 3.76 0.00 0.00 1.11 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.46 Peak Runoff (cfs) 1.02 Weighted Curve Number 81.05 Time of Concentration (days hh:mm:ss) 0 00:32:22 Subbasin : Basin4 Rainfall Intensity Graph L C w c w 2.6 2.5 2.4 2.3 2.2 21 4- 19 1.8 17 1.6 15 1.4 1.3 12 11 0.9 0.8 07 0.6 0.5 0.4 03 02 0.1 11 105 1 095 0.9 0.85 08 075 07 0.65 5 0.6- 0 055 05 Cr 0.45 04 0.35 0.3 0.25 02 0 15 0.1 0.05 0 2 1 4 5 6 7 9 10 11 12 13 14 1i 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Basin5 Input Data Area (ac) 2.34 Weighted Curve Number 87.96 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area 8 Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr. 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) Surface Type Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) 39.48 Subbasin Runoff Results Area Soil Curve (acres) Group Number 2.34 - 87.96 2.34 87.96 Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 3.6 0.00 0.00 1.70 0.00 0.00 0.16 0.00 0.00 32.21 0.00 0.00 Subarea Subarea Subarea A B C 445 0.00 0.00 .4 0.00 0.00 Unpaved Unpaved Unpaved 1.02 0.00 0.00 7.27 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.77 Peak Runoff (cfs) 1.31 Weighted Curve Number 87.96 Time of Concentration (days hh.mm:ss) 0 0O39:29 Subbasin : Basins Rainfall Intensity Graph 26 2.5 24 2.3 2.2 21 2 19 18 17 1.6 15 14 13 1.2 11 1 09 0.8 07 06 05 04 03 02 01 1 35 13 1.25 12 1 15 11 1.05 1 0.95 09 0.85 0.8 ,12 0.75 07 12 0.65 0ix .6 055 05 0.45 0.4 0.35 0.3 0.25 0.2 0.15 01 005 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Basin6 Input Data Area (ac) 4.33 Weighted Curve Number 79.16 Rain Gage ID Rain Gage -01 Composite Curve Number Area Soil Curve SoiliSurface Descnption (acres) Group Number 4.33 - 79.16 Composite Area & Weighted CN 4.33 79.16 Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr. 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) : Channel Flow Computations Manning's Roughness Flow Length (ft) Channel Slope (%) Cross Section Area (fti Wetted Penmeter (ft) Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) 28.12 Subbasin Runoff Results Subarea Subarea Subarea A B C .2 0.00 0.00 275 0.00 0.00 4.6 0.00 0.00 1.70 0.00 0.00 0.17 0.00 0.00 27.24 0.00 0.00 Subarea Subarea Subarea A B C .03 0.00 0.00 570 0.00 0.00 4.6 0.00 0.00 21.4 0.00 0.00 21.1 0.00 0.00 10.75 0.00 0.00 0.88 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.39 Peak Runoff (cfs) 1.31 Weighted Curve Number 79.16 Time of Concentration (days hh:mm:ss) 0 00:28:07 Subbasin : Basin6 Rainfall Intensity Graph Rainfall (in/hr) 26 25 2.4 2.3 2.2 21 2 1.9 18 17 16 15 14 13 12 11 1 0.9 0.8 07 06 0.5 0.4 0.3 02 01 1 35 13 1 25 12 1 15 11 1.05 1 0.95 0.9 0.85 0.8 4.12 0.75 U 0.7 0.65 0.6 055 05 0.45 0.4 0.35 03 0.25 0.2 0 15 01 005 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : OffsiteBasinl Input Data Area (ac) 220.79 Weighted Curve Number 67.26 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area & Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr. 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) Area Soil Curve (acres) Group Number 220.79 - 67.26 220.79 67.26 Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 4.82 0.00 0.00 1.70 0.00 0.00 0.17 0.00 0.00 28.66 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) . 6542 0.00 0.00 Slope (%) . 3.21 0.00 0.00 Surface Type. Unpaved Unpaved Unpaved Velocity (ftsec) . 2.89 0.00 0.00 Computed Flow Time (min) 37.73 0.00 0.00 Channel Flow Computations Manning's Roughness • Flow Length (ft) Channel Slope (%) Cross Section Area (ft2) Wetted Perimeter (ft) Velocity (ft/sec) Computed Flow Time (min) Total TOC (mm) 67.68 Subbasin Runoff Results Subarea Subarea Subarea A B C .03 0.00 0.00 1400 0.00 0.00 4.6 0.00 0.00 39.03 0.00 0.00 17.6 0.00 0.00 18.11 0.00 0.00 1.29 0.00 0.00 Total Rainfall (in) 176 Total Runoff (in) 0.11 Peak Runoff (cis) 4.58 Weighted Curve Number 67.26 Time of Concentration (days hh•mm:ss) 0 01.07 41 Subbasin : OffsiteBasinl Rainfall Intensity Graph Rainfall (in/hr) 26 25 2.4 23 2.2 21 2 1.9 1.8 17 16 1.5 14 13 12 11 1 0.9 08 07 06 0.5 04 0.3 0 0.1 48 46 44 42 4 3.8 36 34 32 3 tn 28 u 2.6 w 24 0 S 22 2 18 16 14 12 1 08 06 04 02 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Time (hrs) 14 15 16 17 18 19 20 21 22 23 Subbasin : Offsitebasin2 Input Data Area (ac) 3.18 Weighted Curve Number 71.12 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Descnption Composite Area 8 Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr. 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) : Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) Surface Type . Velocity (ft/sec) Computed Flow Time (min) : Total TOC (min) 36.71 Subbasin Runoff Results Area Soil Curve (acres) Group Number 3.18 - 71.12 3.18 71.12 Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 2.9 0.00 0.00 1.70 0.00 0.00 0.14 0.00 0.00 35.12 0.00 0.00 Subarea Subarea Subarea A B C 233 0.00 0.00 2.3 0.00 0.00 Unpaved Unpaved Unpaved 2.45 0.00 0.00 1.59 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.18 Peak Runoff (cfs) 0.23 Weighted Curve Number 71.12 Time of Concentration (days hh:mans) 0 00:36:43 Subbasin : Offsitebasin2 Rainfall Intensity Graph 26 25 24 23 2 2 L 2 1 L 2 19 18 17 16 L 15 c 14 = 13 iv c 12 ET 11 1 0.9 0.8 07 06 05 04 03 0.2 01 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 024 0 23 0.22 021 02 019 0 18 017 016 0 15 U) 0 14 u 0 13 - 012 0 011 0 1 0.09 008 0.07 0.06 0.05 004 003 0.02 0.01 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Offsitebasin3 Input Data Area (ac) 2.92 Weighted Curve Number 69.22 Rain Gage ID Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number 2.92 - 69.22 Composite Area & Weighted CN 2.92 69.22 Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) • Total TOC (min) 22.28 Subbasin Runoff Results Subarea Subarea Subarea A 8 C .2 0.00 0.00 262 0.00 0.00 6.9 0.00 0.00 1.70 0.00 0.00 0.20 0.00 0.00 22.28 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.14 Peak Runoff (cfs) 0.18 Weighted Curve Number 69.22 Time of Concentration (days hh:mm:ss) 0 00:22:17 Subbasin : Offsitebasin3 Rainfall Intensity Graph Rainfall (in/hr) 26 25 2.4 23 22 21 2 19 18 17 16 15 14 13 12 11 1 0.9 0.8 07 06 05 04 0.3 0.2 01 0 19 018 0 17 0 16 0 15 0 14 0 13 012 -- 0 11 in " v 01 c 0.09 J Cr 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Project Description ` le Virile Post Basins.SPF Project Options Flow Units CFS Elevation Type Elevation Hydrology Method SCS TR-55 Time of Concentration (TOC) Method SCS TR-55 Link Routing Method Kinematic Wave Enable Overflow Ponding at Nodes YES Skip Steady State Analysis Time Periods YES Analysis Options Start Analysis On Mar 01, 2018 00:00:00 End Analysis On Mar 02. 2018 00:00:00 Start Reporting On Mar 01. 2018 00:0000 Antecedent Dry Days 0 days Runoff (Dry Weather) Time Step 0 01:00:00 days hh.mm:ss Runoff (Wet Weather) Time Step 0 00:05:00 days hh:mm:ss Reporting Time Step 0 00:05:00 days hh:mm:ss Routing Time Step 30 seconds Number of Elements Oty Rain Gages 1 Subbasins 9 Nodes 10 Junctions 9 Outfalls 1 Flow Diversions 0 Inlets 0 Storage Nodes 0 Links 8 Channels 0 Pipes ... 8 Pumps 0 Onfices 0 Weirs 0 Outlets 0 Pollutants 0 Land Uses 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage -01 Time Series 10-yr Cumulative inches Colorado Weld 10 1.76 SCS Type II 24 -hr Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac -in) (cfs) (days hh:mm:ss) 1 Basin 1 1 70 74.10 1.76 0.25 0.42 0.51 0 00..0642 2 Basing 12.30 78.28 1.76 0.37 4.49 3.25 0 00:29 17 3 Basn3 4.61 85.59 1.76 0.65 3.01 4.10 0 00.10-15 4 Basin4 2.98 81.19 1.76 0.47 1.39 1.24 0 00:24.19 5 Basin5 2.34 88.16 1.76 0.79 1.83 1.43 0 00.3542 6 Basin6 4.33 80.34 1.76 0.43 1.88 2.15 0 0014 47 7 OffsdeBasint 220.79 67.26 1.76 0.11 24.07 4.58 0 01.0740 8 Offsitebasin2 3.18 71.12 1.76 0.18 0.57 0.23 0 00:36-42 9 Offsite8asin3 2.92 69.22 1.76 0.14 0.42 0.18 0 00.22:16 Subbasin Hydrology Subbasin : Basinl Input Data Area (ac) 1.70 Weighted Curve Number 74.10 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area & Weighted CN Time of Concentration TOC Method SCS TR-55 Sheet Flow Equation Tc = (0.007 ' ((n ' Lf)"0.8)) / ((P"0.5) ' (Sf"0.4)) Where Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr. 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation V = 16.1345 ' (Sf"0.5) (unpaved surface) V = 20.3282 • (Sf"0.5) (paved surface) V = 15.0 ' (Sf"0.5) (grassed waterway surface) V = 10.0 • (Sf"0.5) (nearly bare & untilled surface) V = 9.0 ' (Sf40.5) (cultivated straight rows surface) V = 7.0 ' (Sf"0.5) (short grass pasture surface) V = 5.0 ' (Sf"0.5) (woodland surface) V = 2.5 ' (Sf"0.5) (forest w/heavy litter surface) Tc= (Lf /V)/(3600sec/hr) Where Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation V = (1.49 ' (R"(2/3)) ' (Sf^0.5)) / n R =Aq/Wp Tc = (Lf / V) / (3600 sec/hr) Where Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft9 Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness Area Soil Curve (acres) Group Number 1.70 - 74.10 1.70 74.10 Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr. 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) . Channel Flow Computations Manning's Roughness Flow Length (ft) Channel Slope (%) Cross Section Area (ftz) Wetted Perimeter (ft) • Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) 6.70 Subbasin Runoff Results Subarea Subarea Subarea A B C .2 0.00 0.00 43 0.00 0.00 7.1 0.00 0.00 1.70 0.00 0.00 0.14 0.00 0.00 5.19 0.00 0.00 Subarea Subarea Subarea A B C .03 0.00 0.00 692 0.00 0.00 .56 0.00 0.00 54 0.00 0.00 18.4 0.00 0.00 7.62 0.00 0.00 1.51 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.25 Peak Runoff (cfs) 0.51 Weighted Curve Number 74.10 Time of Concentration (days hhmm:ss) 0 00:0642 Subbasin : Basinl Rainfall Intensity Graph Rainfall (in/hr) 25 2.4 2.3 2.2 2.1 2 19 18 17 1.6 15 14- 13 12 11 1 09 08 0.7 0.6 0.5 04 0.3 02 01 0 52 0.5 0.48 046 044 0.42 0.4 0 38 036 0 34 0.32 w 0.3 u 0.28 026 5024 0.22 0.2 0 18 0.16 0 14 0.12 01 008 006 0.04 0 02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph i 0 1 ? 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Basin2 Input Data Area (ac) 12.30 Weighted Curve Number 78.28 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area & Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr. 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) Area Soil Curve (acres) Group Number 12.30 - 78.28 12.30 78.28 Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 7.1 0.00 0.00 1.70 0.00 0.00 0.20 0.00 0.00 24.55 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) 228 0.00 0.00 Slope (%) 3.29 0.00 0.00 Surface Type Unpaved Unpaved Unpaved Velocity (ft/sec) 2.93 0.00 0.00 Computed Flow Time (min) : 1.30 0.00 0.00 Channel Flow Computations Manning's Roughness • Flow Length (ft) Channel Slope (%) Cross Section Area (ftV) Wetted Perimeter (ft) . Velocity (ft/sec) : Computed Flow Time (min) - Total TOC (min) 29.29 Subbasin Runoff Results Subarea Subarea Subarea A B C .03 0.00 0.00 829 0.00 0.00 1.29 0.00 0.00 5 0.00 0.00 8.32 0.00 0.00 4.02 0.00 0.00 3.44 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.37 Peak Runoff (ds) 3.25 Weighted Curve Number 78.28 Time of Concentration (days hh:mm:ss) 0 00:29:17 Subbasin : Basin2 Rainfall Intensity Graph Rainfall (in/hr) U, w U w O C Cr 26 2.5 24 2.3 2.2 21 2 1.9 1.8 17 16- 15 14- 13 12- 11 1 0.9 08 07 06 05 0.4 03 02 01 3.6 34 32 2.8 26 24 22 2 18 16- 14 12 0.8 0.6 0.4 0.2 0 1 13 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Basin3 Input Data Area (ac) 4.61 Weighted Curve Number 85.59 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Descnption Composite Area & Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr. 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) Surface Type Velocity (ft/sec) . Computed Flow Time (min) : Channel Flow Computations Manning's Roughness Flow Length (ft) Channel Slope (%) Cross Section Area (ft') Wetted Penmeter (ft) Velocity (f /sec) : Computed Flow Time (mm) Total TOC (mm) 10.25 Subbasin Runoff Results Area Soil Curve (acres) Group Number 4.61 - 85.59 4.61 85.59 Subarea Subarea Subarea A B C .2 0.00 0.00 51 0.00 0.00 5.9 0.00 0.00 1.70 0.00 0.00 0.13 0.00 0.00 6.41 0.00 0.00 Subarea Subarea Subarea A B C 424 0.00 0.00 1.95 0.00 0.00 Unpaved Unpaved Unpaved 2.25 0.00 0.00 3.14 0.00 0.00 Subarea Subarea Subarea A B C .03 0.00 0.00 264 0.00 0.00 3.1 0.00 0.00 5 0.00 0.00 8.3 0.00 0.00 6.24 0.00 0.00 0.71 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.65 Peak Runoff (cfs) 4.10 Weighted Curve Number 85.59 Time of Concentration (days hh mm:ss) 0 00.1015 Subbasin : Basin3 Rainfall Intensity Graph Rainfall (in/hr) U' w U w O C Cr 26 25 2.4 2.3 2.2 21 2 19 1.8 17 1.6 15 1.4 13 1.2 11 1 0.9 0.8 07 06 0.5 0.4 0.3 0.2 0.1 44 _ 42 4. 3.8 36 34 32 3 2.8 2.6 2.4 2.2 2 1.8 16 14 12 1 08 0.6 04 02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Basin4 Input Data Area (ac) 2.98 Weighted Curve Number 81.19 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area & Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr, 24 hr Rainfall (in) . Velocity (ft/sec) : Computed Flow Time (mm) : Channel Flow Computations Manning's Roughness Flow Length (ft) Channel Slope (%) : Cross Section Area (ft') Wetted Perimeter (ft) Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) 24.32 Subbasin Runoff Results Area Soil Curve (acres) Group Number 2.98 - 81.19 2.98 81.19 Subarea Subarea Subarea A B C .2 122 1.42 1.70 0.09 22.75 Subarea A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Subarea Subarea B C .03 597 3.22 5 8.3 6.36 1.57 Total Rainfall (in) 1.76 Total Runoff (in) 0.47 Peak Runoff (cfs) 1.24 Weighted Curve Number 81.19 Time of Concentration (days hh:mm:ss) 0 00:24:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Subbasin : Basin4 Rainfall Intensity Graph Rainfall (inlhr) 26 _ 2.5 2.4 2.3 2.2 21 2 19 18 17 1.6 15- 1.4 13 12 11 1 0.9 0.8 07 06 05 0.4 03 02 01 13 1 25 1.2 1 15 11 105 1 0.95 0.9 0135 0.8 --075 a 3 0.7 v 0.65 0 C 0.6 CE 0.55 0.5 0 45 04 0 35 0.3 0.25 02 0 15 01 0.05 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Basin5 Input Data Area (ac) 2.34 Weighted Curve Number 88.16 Rain Gage ID Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Descnption (acres) Group Number 2.34 - 88.16 Composite Area & Weighted CN 2.34 88.16 Time of Concentration Sheet Flow Computations Manning's Roughness : Flow Length (ft) : Slope (%) 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) . Computed Flow Time (min) : Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) Surface Type • Velocity (ft/sec) : Computed Flow Time (min) Channel Flow Computations Manning's Roughness : Flow Length (ft) Channel Slope (%) Cross Section Area (ftl Wetted Penmeter (ft) Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) 35.70 Subbasin Runoff Results Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 3.6 0.00 0.00 1.70 0.00 0.00 0.16 0.00 0.00 32.21 0.00 0.00 Subarea Subarea Subarea A B C 221 0.00 0.00 1.3 0.00 0.00 Unpaved Unpaved Unpaved 1.84 0.00 0.00 2.00 0.00 0.00 Subarea Subarea Subarea A B C .03 0.00 0.00 224 0.00 0.00 .5 0.00 0.00 5 0.00 0.00 8.3 0.00 0.00 2.51 0.00 0.00 1.49 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.79 Peak Runoff (cfs) 1.43 Weighted Curve Number 88.16 Time of Concentration (days hh mm:ss) 0 0015.42 Subbasin Basins Rainfall Intensity Graph 26 25 24 2.3 2 21 Rainfall (in/hr) 19 1.8 17 16 15 14 13 1.2 11 09 08 07 06 05 04 0.3 02 01 155 15 1 45 14 135 13 1 25 12 1 15 1.1 1 05 1 095 771 0.9 u 085 0.8 c 0 75 3 07 Cr 0.65 06 0.55 0.5 0 45 04 0.35 03 025 02 0.15 01 005 5 6 7 8 9 10 11 12 1; 14 H 16 17 18 19 20 21 22 Time (hrs) Runoff 1-Iydrograph 10 H 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : Basin6 Input Data Area (ac) 4.33 Weighted Curve Number 80.34 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area & Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr, 24 hr Rainfall (in) : Velocity (ft/sec) Computed Flow Time (min) Channel Flow Computations Manning's Roughness Flow Length (ft) Channel Slope (%) - Cross Section Area (ft°) : Wetted Perimeter (ft) Velocity (ft/sec) Computed Flow Time (min) : Total TOC (min) 14.79 Subbasin Runoff Results Area (acres) 4.33 4.33 Subarea A Soil Curve Group Number - 80.34 80.34 Subarea Subarea B C .2 275 4.6 1.70 0.17 27.24 Subarea A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Subarea Subarea B C .03 269 .4 21.4 21.1 3.17 1.41 Total Rainfall (in) 1.76 Total Runoff (in) 0.43 Peak Runoff (cfs) 2.15 Weighted Curve Number 80.34 Time of Concentration (days hh:mm:ss) 0 00:14:47 .03 0.00 301 0.00 .7 0.00 40 0.00 26.9 0.00 5.41 0.00 0.93 0.00 Subbasin : Basin6 Rainfall Intensity Graph Rainfall (inlhr) w U w w 0 C 2.6 2.5 2.4 2.3 22 21 2 19 1.8 17 1.6 1.5- 14 13 12 11 1 0.9 0.8 07 06 05 0.4 0.3 0.2 0.1 23 22 2.1 2 1.9 18 1.7 16 15 14 1.3 12 11 1 0.9 0.8 0.7 0.6 0.6 0.4 0.3 0.2 01 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : OffsiteBasinl Input Data Area (ac) 220.79 Weighted Curve Number 67.26 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area & Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) . Slope (%) 2 yr. 24 hr Rainfall (in) Velocity (ft/sec) Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) Surface Type Velocity (ft/sec) Computed Flow Time (min) Channel Flow Computations Manning's Roughness Flow Length (ft) Channel Slope (%) Cross Section Area (ft') Wetted Perimeter (ft) • Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) 67.68 Subbasin Runoff Results Area Soil Curve (acres) Group Number 220.79 - 67.26 220.79 67.26 Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 4.82 0.00 0.00 1.70 0.00 0.00 0.17 0.00 0.00 28.66 0.00 0.00 Subarea Subarea Subarea A B C 6542 0.00 0.00 3.21 0.00 0.00 Unpaved Unpaved Unpaved 2.89 0.00 0.00 37.73 0.00 0.00 Subarea Subarea Subarea A B C .03 0.00 0.00 1400 0.00 0.00 4.6 0.00 0.00 39.03 0.00 0.00 17.6 0.00 0.00 18.11 0.00 0.00 1.29 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.11 Peak Runoff (cfs) 4.58 Weighted Curve Number 67.26 Time of Concentration (days hh.mm:ss) 0 01:07:41 Subbasin : OffsiteBasinl Rainfall Intensity Graph Rainfall (in/hr) 26 2.5 2.4 231 2.2 21 2 1.9 1.8 17 1.6 1.5 1.4 1.3- 1.2 11 1 0.9 , 0.8- 07 06 0.5 0.4 0.3 02 0.1 48 4.6 44 4.2 4 3.8 36 3.4 32 3 28 Ui 5 2.6 2.4 0 22 . d' 2 18 1.6 14 1.2 1 0.8 0.6 04 0.2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 0 Runoff Hydrograph Time (hrs) 18 19 20 21 22 23 Subbasin : Offsitebasin2 Input Data Area (ac) 3.18 Weighted Curve Number 71.12 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Description Composite Area 8 Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) : Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) Surface Type Velocity (ft/sec) Computed Flow Time (min) : Total TOC (min) 36.71 Subbasin Runoff Results Area Soil Curve (acres) Group Number 3.18 - 71.12 3.18 71.12 Subarea Subarea Subarea A B C .2 0.00 0.00 300 0.00 0.00 2.9 0.00 0.00 1.70 0.00 0.00 0.14 0.00 0.00 35.12 0.00 0.00 Subarea Subarea Subarea A B C 233 0.00 0.00 2.3 0.00 0.00 Unpaved Unpaved Unpaved 2.45 0.00 0.00 1.59 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.18 Peak Runoff (cfs) 0.23 Weighted Curve Number 71.12 Time of Concentration (days hh:mm:ss) 0 0O:36:43 Subbasin : Offsitebasin2 Rainfall Intensity Graph 26 2.5 2.4 23 22 21 Rainfall (in/hr) 19 1.8 17 1.6 15 14 13 1.2 11 1 0.9 0.8 07 06 0.5 0.4 0.3 02 01 0 24 023 0.22 021 02 0 19 0 18 0 17 0 16 0 15 014 U) 3 013 w 012 0 S 0 11 a: 0.1 0.09 0.08 0.07 0.06 005 004 0.03 0.02 0.01 H 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Subbasin : OffsiteBasin3 Input Data Area (ac) 2.92 Weighted Curve Number 69.22 Rain Gage ID Rain Gage -01 Composite Curve Number Soil/Surface Descnption Composite Area & Weighted CN Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) 2 yr. 24 hr Rainfall (in) Velocity (fUsec) Computed Flow Time (min) Total TOC (min) 22.28 Subbasin Runoff Results Area Soil Curve (acres) Group Number 2.92 - 69.22 2.92 69.22 Subarea Subarea Subarea A B C .2 0.00 0.00 262 0.00 0.00 6.9 0.00 0.00 1.70 0.00 0.00 0.20 0.00 0.00 22.28 0.00 0.00 Total Rainfall (in) 1.76 Total Runoff (in) 0.14 Peak Runoff (cfs) 0.18 Weighted Curve Number 69.22 Time of Concentration (days hh:mm:ss) 0 00:2217 Subbasin : OffsiteBasin3 Rainfall Intensity Graph 26 2.5 2.4 2.3 2.2 21 2 1.9 1.8 17 1.6 15 14 1.3 1.2 11 1 0.9 0.8 07 0.6 05 0.4 03 02 01 0 19 0.18 017 0 16 0 15 0 14 0,13 0 12 --- 0 11 In " 01 w w c 0.09 z 0± 0.08 0.07 0.06 0.05 004 0 03 0.02 001 1 2 3 4 5 6 7 8 9 I0 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) DETENTION BASIN STAGE -STORAGE TABLE BUILDER UD-Detention, Version 3.37 (February 2017) Prulrtt Soon ID Pond t - Barns 1 2 and 1 art • err 8486 tea Zone CCMl9uraton (Rdenlon Pond) Requited Volume CakuSbn Side Tyr. • wrenhed M.', = WMtthad Lehr? • Wolenh.d Sky- • Wrenred Itreenwnne..7 • P11"4019.10144114001, Sol Csoop 4 • PaPn 0.g. l%Fedept. 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16.350 _ 0.486 (6.462 0.490 20565 644 22.720 0.457 24124 0.499 24,812 0.504 27.076 as 0.509 71,261 20.426 2.126 21.332 21.536 21,666 21,741 21,41 0454 0.407 0471 0.156 10.172 12314 0210 tat 0200 03211 0375 Ca' 0.173 0.522 0.552 0-571 0627 0s72 am 0.775 ow 2515 254.I 254.7 2553 2569 2566 257.1 257.4 757,7 2513 Lane 2 (10 -yeas) , 2.76 210 790 300 I +.36.9 3•c 250.5 lx 130 140 350 160 310 1 60 360 2643 4 22390 0513 22,10 : 0_516 22-7s _ 0573 72116 I 0526 36366 0879 22,116 0.532 64017 4602 27.006 II 6537 6,416 UN 23117 0.542 4t349 ISO 26.031 0.547 47.671 1,096 34013 0.562 50.066 1.146 24355 4567 52.479 1301 21..01 4502 54.916 t36t 24416 - 0567 57 373 1317 24906 0672 5)663 1374 25117 0577 52253 1.431 25.334 0512 61876 1.469 25552 0667 67.420 1548 25.770 0.502 60686 1607 25969 0.507 72.574 1.666 26]00 1 0.607 75184 1.726 26,430 26.162 268'4 27807 ,170 2727,544 17,05 ilL 79,15 1 04]66 04.596 29127 30 060 31.507 11753 30.010 20131 2647 2614 1619 262.5 263.1 263.7 Zara 11100 -yea 4.00 4 '0 4x 6 x 4 40 450 400 470 410 410 500 510 520 530 2721 Sc :73.3 550 1739 S90 2745 S1` 560 264.9 2163 046.1 3167 7673 2679 206.5 266,1 269,7 270.3 2702 271.5 172.1 4607 0612 80470 I Mt 0.617 93 146 1.900 4022 65645 19'1 0927 88 566 1013 0632 9l a 2.096 0.537 94 075 0643 96.663 0646 0053 4666 0604 0,669 0574 0.679 0.665 4690 0695 0797 . 129042 2162 0161 132,106 1033 0712 I I35 I64 1104 4717 0.722 0.725 0.733 4730 0.744 0.750 4756 4751 4796 070216 0713 0769 079 1 4600 6606 4017 194870 4.04 77616 1.786 90 6.10 670 6X 640 6-50 660 670 619 620 703 710 720 740 74 750 760 7.70 710 790 619 670 33.73 640 200.7 1 n74 T 34.117 6.40 0So 675 670 :75 1 215.7 276,3 276.0 277.5 2761 218.7 279.3 279.9 2003 2511 761.7 1004 30521 262.3 1090 30710 1629 100.1 30995 2435 1102 31231 261. t *10.6 31 464 254.7 265.3 285.9 286.5 267-I 267.7 2613 1160 2224 2.266 7353 2.419 2.465 2$52 2119 2106 2.755 2.623 2153 90674 102,507 106,364 106,243 111,145 114,070 117,01} 119,96 122 913 126001 120 169.3 260,! 1161 III 31,706 112.0 1 37143 I I t2,6 113.2 1135 114.4 1150 115.6 1162 32,192 32,421 32,661 339x 3.1144 33,66 690 990 9.10 910 030 I 940 9 SO 660 970 7913 1100 34362 '411 292.5 7911 2917 294.3 194.9 005 796,1 211.7 2914 2979 2915 219.1 1161 i 34E05 1107 34655 1191 1204 121.0 1211 122.2 122.6 (23.4 1241 124.6 I 37.107 1252 ' 37361 I 1258 37515 1 35102 35.350 35599 0117 I 36.649 4023 36� 1 30.901 4454 ' 136305 313 141 440 1247 144.596 1320 147.701 3.393 150,967 3,486 154,211 3.540 157,471 1615 160.1750 1690 164,062 3.766 67 375 3.662 Mtn 3.919 74.14 347 64 67.6.9 4.312 41 34 4,.103 4975 4,154 123' 4629 0134 0540 0140 4662 0660 0954 91417 4.556 701.900 4.6,17 1 206, 4.720 201. 4.603 211267 4.067 216,530 4971 224226 5.056 773 951 5141 727 700 5727 492018 845 PM Detention Basin Outlet Structure Design � -��^' woof Project: Basin ID: Pond 1 Me 3 ZONE r lr t! wsu I W02 Example Zone Configuration (Retention Pond) UD-Detention, Version 3.07 (February 2017) Zone 1 (WQCV) Zone 2 (10 -year) :one 3 (100 -year) Stage (ft) Zone Volume (ac -ft) Outlet Type 2.05 0.208 Orifice Plate 2.76 0.343 Rectangular Orifice 4 00 0.652 N'Nr&Pipe (Circuiar) User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Diameter = N/A inches 1.202 Total Calculated Parameters for Underdrain Underdrain Orifice Area = N/A ft` Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir typically used to drain WQCV and/or EURV In a sedimentation BMP) Invert of Lowest Orifice = Depth at top of Zone using Orifice Plate = Orifice Plate: Orifice Vertical Spacing = Orifice Plate: Orifice Area per Row = 0.00 1.97 7.90 0.66 ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 7/8 inch) User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Stage of Orifice Centroid (R) Orifice Area (sq. inches) Stage of Orifice Centroid (fl) Orifice Area (sq. inches) Calculated WO Orifice Area per Row = Elliptical Half -Width = Elliptical Slot Centroid = Elliptical Slot Area = Parameters for Plate 4.583E-03 N/A N/A N/A ft' feet feet ft' Row I (required) Row 2 ioptional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) 0.00 0.66 1.31 0.66 0.66 0.66 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice (Circular or Rectangular) Invert of Vertical Orifice = Depth at top of Zone using Vertical Orifice = Vertical Orifice Height = Vertical Orifice Width = Zone 2 Rectangular Not Selected 2.05 N/A 2.76 N/A 6.00 N/A 12.00 ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 ft) inches inches Calculated Parameters for Vertical Orifice Vertical Orifice Area = Vertical Orifice Centroid = Zone 2 Rectangular Not Selected 0 50 N/A 0.25 N/A User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Slope = Horiz Length of Weir Sides = Overflow Grate Open Area % _ Debris Clogging % _ Zone 3 Weir Not Selected 4.00 N/A 2.90 N/A 0.00 N/A 2.90 N/A 70% N/A 50% N/A ft (relative to basin bottom at Stage = 0 ft) feet H:V (enter zero for flat grate) feet %, grate open area/total area User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice Depth to Invert of Outlet Pipe = Circular Orifice Diameter = Zone 3 Circular Not Selected 0.00 N/A 12.00 N/A User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Stage= Spillway Crest Length = Spillway End Slopes = Freeboard above Max Water Surface = 4.50 14.00 4.00 1.00 ft (distance below basin bottom at Stage = 0 ft) inches ft 'relative to basin bottom at Stage = 0 ft) `eet hi feet Calculated Parameters for Overflow Weir Height of Grate Upper Edge, H, _ Over Flow Weir Slope Length = Grate Open Area / 100-yr Orifice Area = Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 3 Weir Not Selected 4.00 N/A 2.90 N/A 7.50 N/A 5.89 N/A 2.94 N/A Calculated Parameters for Outlet Pipe w/ Flow Restriction Mat Outlet Orifice Area = Outlet Orifice Centroid = Half -Central Angle of Restrictor Plate on Pipe = Zone 3 Circular Not Selected 0.79 N/A 0.50 N/A N/A N/A Calculated Parameters for Spillway Spillway Design Flow Depth= Stage at Top of Freeboard = Basin Area at Top of Freeboard = 1 02 6.52 0.69 feet feet acres Routed Hydrograph Results Design Storm Return Penod One -Hour Rainfall Depth (int Calculated Runoff Volume (acre -fl) OPTIONAL Ovemde Runoff Volume (acre -ft) Inflow Hydrograph Volume (acre -ft) = Predevelopment Unit Peak Flow q (cfsracre) Predevelopment Peak Q (cis) Peak Inflow Q (cis) _ Peak Outflow Q (cfs) = Ratio Peak Outflow to Predevelopment O = Structure Controlling Flow = Max Velocity through Grate 1 (fps) = Max Velocity through Grate 2 (fps) _ Time to Drain 97% of Inflow Volume (hours) = Time to Drain 99% of Inflow Volume (hours) ?- Maximum Ponding Depth (ft) = Area at Maximum Ponding Depth (acres) = Maximum Volume Stored (acre -f) = = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year = 0.53 1 07 0.83 109 1 33 1.69 199 2 78 = 0.208 0 422 0 256 0.453 0.721 1 354 1.816 2.900 - 0.207 0.421 0.256 0.452 0.720 1.352 1.813 2.896 0.00 0.00 0.01 0.09 0.28 0 75 1.05 1.70 0.0 0.0 0.2 1.7 5.2 14.0 19.5 31.6 4.0 8 0 4.9 8.6 13.6 25.4 33.9 53.8 0.1 0.7 0.1 0.8 1 8 3.0 7.4 24.3 N/A N/A N/A 0.5 0.4 0.2 0.4 0.8 Plate Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice I Vertical Orifice 1 Vertical Orifice 1 Outlet Plate 1 Spillway N/A N/A N/A N/A N/A N/A 0.7 0 7 N/A N/A N/A N/A N/A N/A N/A N/A 39 49 45 49 48 47 44 39 40 52 47 52 53 53 53 50 2.02 2.39 2.12 2.43 2.82 3.78 4.31 5.00 0.45 0.48 0.47 0 48 0.50 0.55 0.57 0.61 0.192 0.366 0.238 0.390 0.581 1.083 1.380 1 780 Detention Basin Outlet Structure Design UD-Detention, version 3 07 February 20171 80 s00YR WI s00YR OUT 70 -- 100YR RI - - IOOYR OUT says III 60 fl, — s0YR out ?sr* ea --a 7SYROUT IOY s IN 50 — •—e 10YROUT �SYR IN - - —�R SYR OU I 40 _ rY1I IN —— ?YR OUT FURY IN • 30 WIN OUT wiry IN w wore our / 20 ,, 10 ` - ..�� ... � .4i.it a:anownIt>�; aR, 0 .wJlr►A»� Zeeman 7t •01 t 10 TIME (hri 6 - -seam iimi101YR aSOYR —AYR - - ...e10yR - -- - - .,...SYs —2m 4 .......EURV —wocv .1- x D- C. W 0 i 0 z 0 z 0 o. 2 1 0 O1 1 10 100 DRAIN TINRE [hr) 500.000 — - O User Area [fM2) -Interpolated 6.000 00 450,000 Area (ftA2) 400,000 .44- - Summary Area (ft ^2) Volume r 5,000.00 (ft"3( 350,000 ..... Summary Volume (ft"3) - 300.000 • Outflow (cis( • • 48• • Summary Outflow (cfsj - - - - - 4'000 00 M 250.000 7 2 J E3 200,000 • -- 300000 N 150.0001 - - O 2,000.00 a 100,000 - 50,000 • 1,00aoo II NI 0.00 2.00 4.00 6.00 8.00 PONDING DEPTH (ft) 10.00 12.00 14.00 16.00 S -A -V -O Chart Axis Override X-axis Left Y -Axis Right Y -Axis minimum bound maximum bound Detention Basin Outlet Structure Design Time Interval 4.39 min Hydrograph Constant 1 138 Outr;ow Hydrograph Workbook Filename Storm Inflow Hydrographs UD-Detention, Version 3.07 (February 2017) The user cart overnde the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK TIME WQCV IctsI EURV Icts) 2 Year IcfsI 5 Year [cfs) 10 Year (cfs) 25 Year [cis) 50 Year Ws] 100 Year (cfs) 500 Year (cfs] 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:04.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:08:47 0-00 0.00 0.00 0 00 0.00 0 00 000 000 070 0:13.10 0 18 0 36 0 22 0.38 0.60 1 1C 1 46 2 28 2 89 0.17.34 0.48 0.96 0.59 1.03 1.62 3.00 3.98 6 27 7 99 0:21.57 123 247 152 2.64 416 769 1023 16.10 20.53 0:26.20 3.39 6 78 4 17 7.27 11 44 21.13 28 10 44.18 56.29 0.30:44 3.97 800 4.89 8.58 13.60 25.35 33 88 53.77 69.03 0:35:07 3 78 7 63 4 66 8 18 12.99 24 25 32 44 51 57 66.32 0:39:31 343 694 424 745 1182 22.07 2952 46.93 6036 0:43:54 3.05 6.19 3 76 6.64 10.56 19.79 26.50 42.21 54.36 0:48:17 2.61 5 33 3 23 5.72 9.13 17 16 23.02 36.82 47 52 0:52:41 2.28 4.65 2 82 4.99 7.95 .14 92 19 99 32.08 41,46 0:57:04 2.06 4.1: 2.55 4.52 7.20 13.53 1813 /9.02 37.46 1 01:28 1 68 3.46 2 09 3,71 5.95 11 24 15.11 14 25 31.36 1 05:51 1 36 2.81 1 69 3 02 4.87 9 24 12.45 20 05 25.97 110:14 1.03 2.15 1.28 2 32 3.75 / le 9 75 15.81 20.55 1:14:38 0.75 1.59 094 . -'! 2.80 5 44 7 42 12.13 15.84 119:01 0.55 1.16 0.69 1.25 2.03 397 544 900 1181 1 23:25 0.43 090 0.54 0.97 157 3.04 414 6.79 887 1 27'48 0 36 0 74 0 44 0.80 :' 9 1 48 3 37 5 49 7 15 1 32:11 0.30 0.63 0 38 0.68 1.09 2.I0 2.85 4.63 6.02 1.36 35 027 0 55 0.33 0.60 0.96 1.84 2.49 4.03 5.24 1:40:58 024 0.50 0.30 054 086 1.65 223 3.61 469 1:45:22 0.22 0.46 0.28 0.50 0.80 1.52 2 05 3.31 4.29 1 49:45 0.16 0 34 0 20 0,36 0.58 1 12 1.51 2.45 3 19 154.08 012 025 0.IS 0.27 0.43 0.82 110 178 231 1:58:32 0.09 0.18 0 I I 0.20 0.31 0.60 0.81 1.31 1.71 2.02:55 0.06 0 13 0 08 0 14 0.23 0.44 060 0.98 1 27 2.07:19 0.05 0.09 0 06 0 10 0.17 0 32 0.44 0.71 0 93 2:1142 0.03 007 0.04 0.07 0,12 0.23 0.31 0.51 067 116:05 002 005 003 0.05 008 0.16 022 0.37 048 2.20:29 0.02 0.03 0 02 0.03 0.06 0 11 0.15 0.26 0 34 2.24:52 0.01 002 0.01 0.02 003 0.07 0.10 0.16 022 2:29:16 O W 0 01 000 0.01 0 02 0 04 0 05 0.09 0 12 2:33:39 000 000 0.00 0.00 001 0.01 002 0.04 0.06 2:38:02 0.00 0.00 000 0.00 0.00 0.00 0.00 0.01 0.01 2:42:26 000 000 000 0.00 0.00 0.00 000 000 0.00 2:46:49 0.00 000 0 00 000 0.00 0 00 000 0.00 0.00 2:51.13 0.00 0.00 0.00 0.00 000 0.00 000 0 00 000 2:55:36 0.00 0.00 0.00 000 0.00 0.00 0 00 0.00 0.00 2:59:59 000 0.00 0.00 '100 0.00 0.00 COO 0 00 0.00 3:04:23 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 3:08:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 13:10 0.00 0.00 0.00 000 0.00 0.00 0 00 000 0.00 3:17:33 0.00 0.00 0 00 0.00 0.00 0.00 C 00 0.00 0.00 3:21 56 0.00 0.00 0 00 0.00 000 0.00 000 0.00 0.00 3:26:20 0.00 000 000 000 0.00 0.00 0.00 0.00 000 3:30.43 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:35:07 0.00 000 000 0.00 0.00 0.00 000 000 0.00 3:39:30 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:43:53 0.00 000 0.00 000 0 00 0 00 000 J W 0.00 3:48:17 0.30 000 000 0.00 300 0.00 000 000 0.00 3:52:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:57:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 4:01 27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 4:05:50 0.00 000 0 00 000 0.00 0 00 0.00 0 00 0.00 4:10:14 0.00 000 000 0.00 000 0.00 0.00 000 0.00 4:14:37 0.00 0.00 000 0.00 0.00 0.00 0.00 0 011 0.00 419:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 23:24 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 4.27:47 0 00 000 000 0.00 000 0.00 0.00 000 0.00 4 32'11 0.00 000 0.00 000 000 000 0.00 000 0DO 4 36.34 0.00 0.00 0.00 000 000 .100 0.00 0 (XI 0.00 4 40 58 0.00 0.00 0 W 000 0.00 0.00 000 0.00 000 4 45.21 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:49:44 0.00 000 000 0.00 0.00 0100 000 0 00 000 4.54.08 0.00 000 000 0.00 0 00 0.00 0.00 0.00 0.00 4.58 31 000 0.00 000 000 000 000 0.00 000 0.00 5.02 55 0.00 000 0.00 0.00 0.00 0.00 000 000 0.00 5.07 18 000 0.00 000 000 000 0.00 000 000 0.00 5 11 41 0.00 0.00 0 00 000 000 0.00 000 0.00 0.00 7.1605 0.00 0110 0 00 0.00 000 0.00 000 0 00 0.00 DETENTION BASIN STAGE -STORAGE TABLE BUILDER UO-0etenaon, Version 3.07 (February 2017) Protect Boon 10. Pond 2 - Sawn 4, 6 and 6 aim Nat Rp116nd Vodane Calculation Sect.. MP Type • W Wshed *ea • Waloshed Length • V1lesehed 54444. Welesh.d 6e4srenens. • Pwtee+e t' **pc SS Group A • Onus r a..pt 54 Crap B • Pet+bp• lysaSpt So4 Gimps CD • Da►rl WOCV Orr+ Time • Example Zone Configuration (Retention Pondl 1.66 806 0913 24.75 0.o' *2% 6/.1% m petal 17424 422 tan Until a 140 Rasta 0200 • Deers • C41prl Biting t 0.a, Case Vain tWDC )• &ro6 Ewa Ulm. Rune Mane MEUNI • 0.219 272 Runoff Velma 591 •0.63 61.1 • 0.133 5•yn Rudl Va♦ane (P1 • limpK)' Nip Rump Volume (P1 • 113 in.) • (1374 25-y Runoff Vdr'1e (P1 • 1.60 n.) • 0103 SOP Rims' *lime (P1 • 190 in.) • 0942 at, &Jeer Way Rud1 Viare (P1 • 2,78 in.) • 1505 Wit *ran Vane (P1 • 3,14 n.) a 19]8 a prvanSM 2-N Oelr4mn Vane • 0124 4442 ana S . 303.546. Van • 0222 AlPtvnd. 10.16 0•1222a, *lane • 0716 1lppwanen 252 Dssmun Volen* • 0386 &coast' gPraarise 50} Dseutn inn • 0,401 an -lies 4493.557.'00.41 Deleon Volume0424 r•t-Lei .042+.22 ace' 0236 we.i rim a•.,Mnel Stage -Storage Calculation ear 1 None IV9aCV1 Les 2 Nina ,liver - Zone 114 Zoe 3Via ii(1051.5-Lana 153)• Ted Damon Swan ant' • Idtal 6taaaspa Vahan* 9610 • 5...4846 &✓etc 43116 ;snare 0175 0239 atae44w 082'4 14 Wad Suoierge Dro n OD) • 0.33 Teal ,kale* De4 rden Depth M.. I • 490 De1.41 d Table CMne1 Pyt)' Sfra d Trklb Charnel (Sr) • Sbpw d Met Sawn Sides (S • I • Bean Iandwoaii*h Patio (R,Aw) • MW Surdnrp• Mw (Avi = Siactuage *Una Lsigm (4931 • S+rcN9• Volute Width WO • Geri den Ebro 94 tool tamp d Ban Fba (Ltwi : 14141. of Bart Floor Wm.' Arw d 9wn Floe A,4& • 54•x1. d Sawn Floor N. .I Dow d l43n Sawn P5,441 • Le* d IS Oman 0i,e. Vitlh d Moe Bean (Wua•1 • awe at Wt Barn As")' Nine d eb1 San Ntr..l • Cabal Tdal6awn Nuns (1(•• 1 0.50 0005 3 74 43 65 e 06 1.21 • 14.7 as 9 99)3 4216 21 t! • 7644 a 519 • 11499 11 22847 n 0.634 arr.- 24 mete M a e 6 1.9 NV 27 Ottrrul U.+ Cyrenaic !JY P u,4441.,n •knot. YY-II(7 Inc boa w:he4 noes 2.78 YrAher Deal ►,ttorn 44 • 0.1 i• Stag. • Slot 0e-crpton 3494 on) Top d IBoopod 0.00 O14a•td Overt Length Saw Oro (1 6$ wen 611 65 i 43 Area fin) OI><re Pew re frets MT WV 033 (15 55 43 Ars. Volume Volume ,acre tai 0001 0.001 14 0 c0c 040 0SD 65 as 65 63 13 43 0101 0001 17 21 060 65 1.5 43 04301 2$ 0001 0 70 65 65 0 0001 a a00i 0!3 05 6.5 43 OM 34 amt 090 16.7 I 62 IS) 0 M 41 0001 100 38O 10.9 434 0.010 69 0032 10 20 50.3 79.6 989 tat 138 163 19.0 21.7 04 1116 1,686 2.506 0.015 0.030 0.043 0350 1a 233 302 616 0007 Q005 0009 0014 1 30 1.40 1.50 1405 244 3.434 01179 017 0021 180 190,5 27.1 4.364 0.100 1,105 05130 1,70 191.1 211 5,393 0.124 1.791 0041 1110 201.4 32.5 5541 0.150 2,357 0.055 1.00 221.7 351 1100 0.179 1103 0071 290 242.0 17.9 6148 0110 3.950 090+ Rea 2.04 252.2 39.2 9.994 0227 4 427 0102 Zone 1 (VACV( 791 252.9 305 9.99) 0329 4 726 0105 2.10 2510 399 100]3 0230 5.025 0.115 220 251.6 40.2 10:077 0234 005 0139 2 30 1543 40.8 10365 0239 7067 0162 2 40 2549 41.4 40563 0742 6115 0.186 2 50 I 25.1 42.0 2 10.141 0247 9 190 0211j 260 2 -c 2560 2568 2572 251. 2514 250.0 2596 2602 461 12.11 2604 474 12,376 2614 41.0 12.562 :92.0 464 12.746 262.6 492 12935 263,2 49.8 13.122 263,6 50.4 13.310 264.4 425 412 110 411 11216 444 460 4.8 10970 7 10.263 0136 0356 11.364 0261 0.29 isle 2 t/0yea) 2 8C 12483 0.267 13670 _ Oil] 14.775 0739 290 3 X 3 10 11461 11.62 11125 12008 0767 0271 14.048 0366 0176 17140 0]0-1 0280 15350 0:421 0284 19.578 010 0.289 20125 0475 0.293 22091 0501 0297 23,375 0.537 0.301 24.676 Q567 0.306 25.099 097 0.309 320 3 3C 34: 350 16C 3 70 380 Sono 3 (600yeel 511 13.460 27 205 0.625 264.4 51.0 13489 0.310 27.340 0628 410 2650 51.6 11686 0.314 26609 0460 420 216-8 522 13179 0319 30.077 0.600 4 30 2667 52. 14 070 0323 31475 Q 723 440 2664 St4 147422 0.327 32602 0.755 4 50 267.4 S*D 14455 0332 34.327 0.756 4 W 2660 54.8 14148 0336 35.703 0621 4 7 2661 552 14,64: 0341 37257 0.56 41C 2692 568 15637 0345 38751 0800 430 480. 56.4 15332 0350 40264 0224 5 X 2704 57.0 15428 0154 41 797 0160 5'0 2716 57,6 154.5 0350 41350 0996 523 271.6 56.2 15123 0.363 1402: 103' SX 272,2 56.1 16X•1 0.368 46515 1.066 5.40 272.6 59.4 16220 0372 48127 1 105 550 273.4 40.0 16.420 0377 4,759 1.142 560 274.0 50.6 15420. 0367 51.410 1.190 570 274,6 41.2 I ¶0121 0386 4},063 1219 510 2757 5113 17.023 0.3111 54 776 ' (.251 590 275,6 62,4 4 17226 0]05 56.481 1.297 600 2704 630 17429 0400 56.220 1331 6 IC 277.0 63,6 i (7633 0.406 50,973 1,377 6.20 277.6 662 111638 0,410 51547 1411 6X 276.2 64,8 18,0433 -� _ 0414 6,541 1,458 440 278.8 65.4 18150 0419 65,355 1500 550 2794 660 16456 0424 6719t 1542 560 260.0 66,6 16664 0416 80,047 1,596 5 70 280.6 57.2 16 673 0433 70.623 1 510 281.2 67.8 19062 0.438 72821 1172 6 30 261.6 464 19,791 0.441 74 740 1.715 00 282.4 600 1950. 0446 ! 76679 1760 7 .0 283.0 606 16713 ( 0.463 I 76 640 1.605 1992 80 130 2841 11 708 71134 I 0462 82625 1597 7 4C 2641 I 714 20351 1 0.467 84 660 1943 4 0472 98605 0.477 68 763 2036 0462 9052 2.066 1461 97 0622 2 134 0.480 96094 2.183 0.497 97248 7.233 0502 99473 .-212 0507 101 621 2.333 0.512 103 640 2 364 0.517 106,082 2.435 0.527 (05.345 2.487 0527 110,631 2.540 0532 112,939 2393 0536 115 269 2.646 0143 11!621 2,700 0.546 111997 2-756 41563 112396 2,810 0556 124415 7865 0.563 ¶27 0.569 129,724 1.978 0574 132.212 3.035 0.579 134723 3.003 0564 137258 3.' S' 1 906 42 28643 206.6 287.2 73.8 71212 767.8 :88.4 750 21647 2889 751 21066 259.6 76.2 22 OP 210.2 713 22,304 290.8 I 77 4 22 525 291.4 292.0 *6 ,. 3966 292.6 702 23127 293.2 A.6 , 23415 293.6 1 104 23639 204,4 I 61.0 23,664 196.0 295,6 296.2 728 207110 732 SC 20998 730 44 21 4`3( X 8 `0 0 830 640 750 660 3 '0 380 890 990 9.10 9.20 930 940 957 a60 a70 71.0 22.746 61.6 24.098 62.2 24316 62.5 24543 2.921 .8 83.4 24. 71 07,4 840 24999 296.0 I 64.6 25 223 298.6 25,456 Detention Basin Outlet Structure Design UO-Detention, Version 3.07 (February 2017) Protect: Basin ID: Pond 2 rTate' wow 3 moot ZONE I AND I Example Zone Configuration (Retention Pond) User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Underdrain Orifice Invert Depth = Underdrain Orifice Diameter = N/A N/A Zone 1 (WQCV) Zone 2 (10 -year) tone 3 (100 -year) Stage (ft) Zone Volume (ac•ft) Outlet Type 2.07 0.108 Orifice Plate 2.80 0.178 Rectangular Orifice 3 99 0.338 Werr&Pipe (Circular) ft (distance below the filtration media surface) inches 0.624 Total Calculated Parameters for Underdrain Underdrain Orifice Area = N/A ft' Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Invert of Lowest Orifice = Depth at too of Zone using Orifice Plate = Orifice Plate Orifice Vertical Spacing = Orifice Plate: Orifice Area per Row a 0.00 1.97 7.90 0.34 ft (relative to basin bottom at Stage ° 0 ft) ft (relative to basin bottom at Stage = 0 f) inches sq. inches (diameter = 5/8 inch) User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Stage of Orifice Centroid (fl) Orifice Area (sq. inches) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Calculated Parameters for Plate WQ Orifice Area per Row = Elliptical Half -Width = Elliptical Slot Centroid = Elliptical Slot Area = 2.361E-03 N/A N/A N/A ft' feet feet fti Row I (required) Row 2 ioptional) Row 3 (optional) Row 4 (optional) Row 5 roptionafi Row 6 (optional) Row 7 (optional) Row 8 (optional) 0.00 0.68 1.31 0.34 0.34 0.34 Row 9 (optional) Row 10 (optional) Row II (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) User Input: Vertical Orifice (Circular or Rectangular) Invert of Vertical Orifice = Depth at top of Zone using Vertical Orifice = Vertical Orifice Height = Vertical Orifice Width = Zone 2 Rectangular Not Selected 2.07 N/A 2.80 N/A 6.00 N/A 12.00 ft (relative to basin bottom at Stage = 0 ft) ft (relative to basin bottom at Stage = 0 f) inches nches Calculated Parameters for Vertical Orifice Vertical Orifice Area = Vertical Orifice Centroid = Zone 2 Rectangular Not Selected 0 50 N/A 0.25 N/A User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Slope = Horiz. Length of Weir Sides = Overflow Grate Open Area % _ Debris Clogging % _ Zone 3 Weir Not Selected 4.00 N/A 2.90 N/A 0.00 N/A 2.90 N/A 70% N/A 50% N/A ft (relative to basin bottom at Stage - 0 ft) feet Fi:V (enter zero for flat grate) feet %, grate open area/total area User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Depth to Invert of Outlet Pipe = Circular Orifice Diameter = Zone 3 Circular Not Selected 0.00 N/A 12.00 N/A User Input: Emergency Spillway (Rectangular or Trapezoidal) Spillway Invert Stage= Spillway Crest Length = Spillway End Slopes = Freeboard above Max Water Surface 4.00 7.00 4.00 1.00 ft (distance below basin bottom at Stage = 0 ft) inches ft (relative to basin bottom at Stage = 0 ft) feet HV feet Calculated Parameters for Overflow Weir Height of Grate Upper Edge. H, = Over Flow Weir Slope Length = Grate Open Area / 100-yr Orifice Area = Overflow Grate Open Area w/o Debris = Overflow Grate Open Area w/ Debris = Zone 3 Weir Not Selected 4.00 N/A 2.90 N/A 7.50 N/A 5.89 N/A 2.94 N/A Calculated Parameters for Outlet Pipe w/ Flow Restriction Plat Outlet Orifice Area = Outlet Orifice Centroid = Half -Central Angle of Restrictor Plate on Pipe = Zone 3 Circular Not Selected 0 79 N/A 0.50 N/A N/A N/A Calculated Parameters for Spillway Spillway Design Flow Depth= 0 92 feet Stage at Top of Freeboard = Basin Area at Top of Freeboard = 5 92 0.40 feet acres Routed Hydrograph Results Design Storm Return Penod = One -Hour Rainfall Depth (in) = Calculated Runoff Volume (acre -ft) = OPTIONAL Ovemde Runoff Volume (acre -ft) = Inflow Hydrograph Volume (acre -ft) = Predevelopment Unit Peak Flow, q (cfs/acre) = Predevelopment Peak 0 (cfs) = Peak Inflow 0 (cfs) = Peak Outflow Q (cfs) = Ratio Peak Outflow to Predevelopment Q = Structure Controlling Flow = Max Velocity through Grate I (fps) Max Velocity through Grate 2 (fps) = Time to Drain 97% of Inflow Volume (hours) = Time to Drain 99% of Inflow Volume (hours) = Maximum Pending Depth (ft) = Area at Maximum Paneling Depth (acres) = Maximum Volume Stored (acre -ft) = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 0.53 1.07 0 83 1 09 1.33 1 69 1 99 2.78 0.108 0.219 0.133 0.235 0 374 0 703 0342 1.505 0.107 0.219 0.133 0.235 0.373 0.702 0.940 1.503 0.00 0.00 0.01 0.08 0.26 0.71 0.99 1.61 0.0 0.0 0.1 0.8 2.5 6.8 9-5 15.5 2.0 4.0 24 43 6.8 12.6 16.9 26.8 0.0 0.6 0.1 0.7 1 6 2.7 4.5 14.9 N/A N/A N/A 0.8 0.6 0.4 0.5 1.0 Plate Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Spillway Spillway N/A N/A N/A N/A N/A N/A 0.1 0.7 N/A N/A N/A N/A N/A N/A N/A N/A 39 46 44 46 44 41 39 33 40 49 46 49 48 48 47 44 2.04 2 38 2.14 2.42 2.74 3.55 4.09 4.44 0.22 0.24 0 23 0.24 0.26 0 29 0.31 0.33 0.099 0.181 0.122 0.191 0.269 0.493 0.653 0.768 Detention Basin Outlet Structure Design JO -Detention, Version 3 07 (February 2017) 40 35 30 25 20 s is I- 10 S t 500YR 01 S0DTR OUT 100YR M 100YR OUT SOYR w soar out anvil R -- ISYR OUT toY11 RII a-- 10YR OUT SYR is SYR OUT 11,11 rN --- IYR OUT Et*% UI URv OUT WQcvw WQCV OUT -� 0 J ais It: «alt 01 TIME (hr) .10 10 350.000 AREA (fM2J, VOLUME (ft^3J 300,000 250,000 200.000 150,000 100.(100 50,000 o User Area (ft^2j Interpolated Area [ft^2j • - ♦- Summary Area (ftA2j Volume (ftA3) ••••• Summary Volume (ftA3[ Outflow [cis) ••�•• Summary Outflow [cfsj 8.00 PONDING DEPTH (ftj 10.00 12.00 14.00 5.000.00 4.500 00 4,000.00 3,500.00 3.000.00 M U 2,500 00 O � J 2,000.00` O 1,500.00 1,000.00 500.00 0.00 16.00 S-A-VO Chart Axis Override minimum bound maximum bound X-axis Left Y -Axis Right Y -Axis Detention Basin Outlet Structure Design _Otnow r4vdrograph Workbook Filename Storm Inflow Hydrographs UD-Detention, Version 3.07 (February 2017) The user can overnde the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program Time Intent. 4.61 mrn F+ydrograpn Constant t _ 084 SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK it TIME WQCV [cfs) EURV )cfs) 2 Year [ cis ) 5 Year (cfs) 10 Year (cfs) 25 Year lcf,) 50 Year [cfs[ 100 Year [cfs) 500 Year [cfsj 0:00.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:04 37 0.00 0 DO 0.00 0.00 0.00 0.00 000 000 000 0:09:13 0.00 000 0 00 0 00 a® 0.00 0 DO 0.W 000 0:13:50 0 09 0.18 (1 11 0 19 0.30 0.56 0 74 1 16 t 0:18.26 0.24 0.48 0.30 0 52 0.81 1.51 2.00 3.16 4 05 0:23 03 0.62 1 24 0.76 1 33 2.09 3 87 5 15 8.12 10 39 0:2740 1 70 3 41 2.10 365 5 74 10 63 14 14 22 29 28 52 0.32 16 1.97 3 99 2.44 4.28 6.76 12 63 1687 26.79 34.44 0:36 53 1 87 380 2.32 4 07 6.44 12 06 16 11 25 63 32 98 0:4129 1 70 3 45 2 11 3 71 5 86 10 98 14 67 23 33 30 01 0:46.06 1 50 306 1.86 3.29 5 22 9 81 :3 13 20.92 26 94 0:50-43 1 28 2 63 1.59 2.82 4 49 8 47 11 36 18.16 23.42 0:55 19 1 12 2 30 1.39 2 47 3.92 7 38 9 89 15.78 20 35 0:59 56 1 01 208 1 26 2.23 3 55 6.69 8 % 14.31 18 45 1.04.32 0 82 1 69 1 02 182 2.91 5 52 7 42 11.90 I5.38 1 0909 0 66 : 3 7 0 82 1 4' 2 37 4 51 6 08 980 12 68 1 13 46 0 49 :.03 0.61 1.12 1.81 3 48 4 7: 7.65 9.94 1 18:22 0.35 0.76 0.44 0 82 1.33 2 60 3 53 5.79 7 57 1.22:59 026 0 55 0.33 0 60 0.97 1 88 2 SS 4.23 5 56 1.27:35 0 11 0.43 0 26 0.47 0.76 1 45 1.97 3.23 4.23 1.32:12 0 17 0.36 0.21 0.39 0.62 1 20 1 62 2.64 3 44 1:36:49 0 15 0.31 0.18 0.33 0.53 1.01 1 37 2.23 2.90 1:41 25 0 13 0.27 0.16 0 29 0 47 0.89 1 20 1.95 2 54 1 46.32 0 12 024 0 15 0 26 0 42 0.80 108 1 75 2 28 150.38 0.11 0.23 014 0.24 0.39 0.74 100 1.61 2.09 155' 15 008 0 17 0 10 0 18 0.29 0 54 0 73 1.19 1 54 1 59:52 0.06 0.12 0.07 013 021 040 054 0.87 112 2.04:28 0.04 0.09 0.05 0.10 0.15 0.29 0 39 0.64 0 33 2:09:05 0.03 0.06 0.04 0.07 011 0.21 0.29 0.47 061 2 13:41 0.02 0.05 0 03 0 05 008 0.15 0 21 0.34 0 44 2.1818 0 02 0 03 002 3.06 0.11 0.15 0.24 0.32 2 22.55 0.01 002 001 0.02 0.03 OAS U 11 J 18 0.23 2:2731 0.01 0.01 0.01 002 003 005 007 012 016 2 32:08 0.00 0.01 0.00 0.01 0.01 0.03 0.04 0 07 0.10 2.36.44 0.00 0.00 0 00 0.00 0.01 0.01 0 02 0 04 0.05 2.:41.21 0.00 0.00 0 00 0.00 0.00 0.00 0.01 0.02 0.02 2 45.58 000 0.00 000 0.00 3.00 0.00 0.00 0.00 0.00 2 50"34 0.00 000 O 0O 000 000 0.00 0.00 000 000 2:55:11 0.00 0.00 000 0.00 000 000 000 000 000 2:5947 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 000 3 04 24 0 00 0.00 000 0.00 000 0.00 0.00 0 W 000 3:09:01 0.00 0 00 0.00 0.00 0.00 0 00 0.00 0 00 000 3:13:37 0.00 0,00 0.00 000 0.00 0.00 0.00 0.00 0.00 3:18:14 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 0.00 3:22:50 000 000 0.30 000 000 0.00 0.00 000 000 3:27:27 0.04 0.00 0.;x1 000 0.00 0.00 0.00 0.00 0.00 3:32:04 000 000 000 0.00 0 W 0.00 0.00 C 00 000 3:36:40 000 000 000 000 0.00 000 0.00 000 000 3.4117 0.00 0.00 0.00 0.00 0.00 0.0(1 0.00 0.00 0.00 3:45.53 000 000 0.00 0.00 0,00 0.00 000 000 000 3:50:30 000 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:55:07 000 0.00 000 0.00 000 000 0.00 ; 00 000 3:594 3 0.00 000 0.00 0.00 000 000 030 000 0.00 3 04 20 0.00 000 0.00 0.00 3.00 0.00 000 0.00 0.00 3 03 56 0.00 0.00 000 000 000 0.00 0.00 0.00 0.00 3 13 33 0.00 000 000 000 300 0.00 000 0.00 000 41810 000 000 000 000 000 000 000 000 000 4.22.46 0.00 000 0.00 000 0.00 0.00 0.00 000 000 4:27.23 0 00 000 0.00 0.00 0.00 0.00 0 00 0.00 0.00 4:31:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 4 36.36 0.00 000 000 0.00 0.00 0.00 000 0.00 0.00 431.13 0.00 0.00 000 000 000 0.00 000 000 000 44539 000 000 0.00 000 0.00 000 000 000 0OD 4.50:26 000 0.00 000 0:x1 000 000 000 0.00 000 455:02 000 000 000 000 000 0.00 000 0.00 000 4.59:39 0.00 0.00 000 0.00 000 0.00 000 0.00 000 5.04'_ 16 0.00 0.00 0 0(1 000 0.00 0.00 000 0.00 000 5:08:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.13.29 000 0.00 0 00 0.00 000 0.00 0.00 0.00 000 5 18 05 000 000 000 0.00 0.00 0.00 0.00 000 000 5 22 42 000 0.00 0.00 0.00 000 0 CO 000 000 000 527.19 0.00 000 000 000 000 300 0.00 000 000 5 31 55 000 000 000 0.00 000 _ 0.00 000 000 000 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 6 -Foot Bottom Ditch Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 5832.00 5831.00 5830.00 5829.00 5828.00 5827.00 = 6.00 = 4.00. 4.00 = 3.00 = 5828.00 = 2.00 = 0.013 Known 0 = 83.00 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth. Yc (ft) Top Width (ft) EGL (ft) Sunday, Mar 4 2018 = 0.80 = 83.00 = 7.36 = 11.28 = 12.60 = 1.35 = 12.40 = 2.78 0 5 10 15 20 25 30 35 40 Depth (ft) 4.00 3.00 2.00 1.00 0.00 -1.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. West Ditch Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 102.00 101.50 101.00 100.50 100.00 99.50 = 2.00 = 3.00. 3.00 = 1.00 = 100.00 = 1.50 = 0.030 Known Q = 18.00 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Sunday, Mar 4 2018 = 0.92 = 18.00 = 4.38 = 4.11 = 7.82 = 0.90 = 7.52 = 1.18 0 1 2 3 4 5 6 7 8 9 10 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 36 -in Culvert Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Rev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K, M, c, Y, k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Bev (II) 6838.00 5837.00 5836.00 5836 00 5834.00 5833.00 5832-00 5831.00 6830.00 5829.00 = 5830.80 = 100.00 = 1.97 = 5832.77 = 36.0 = Circular = 36.0 = 2 = 0.011 = Circular Concrete = Groove end w/headwall (C) = 0.0018. 2. 0.0292, 0.74. 0.2 = 5837.25 = 90.00 = 0.00 36 -in f-ulvert Calculations Qmin (cfs) Qmax (cfs) Tailwater Rev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime -- J _ Y. . ✓ --~ X P S -- 4,nr Circular Culver. 40 HGL 60 70 Embank 80 90 100 110 120 130 140 Reach (I) Sunday, Mar 4 2018 = 83.00 = 83.00 = (dc+D)/2 = 83.00 = 83.00 = 0.00 = 6.49 = 7.87 = 5833.35 = 5834.87 = 5835.97 = 1.07 = Inlet Control Ftw Dept (IQ 523 4.23 323 223 123 0.23 -0.77 - 1 77 -2.77 - 3. T7 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 24 -in Culvert Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) Shape Span (in) No. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,M,c,Y,k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Bev 5837 00 5833-00 5832 00 10 15 Gwadar Culvert = 5833.30 = 72.00 = 0.50 = 5833.66 = 24.0 = Circular = 24.0 = 1 = 0.011 = Circular Concrete = Groove end w/headwall (C) = 0.0018. 2. 0.0292, 0.74. 0.2 = 5836.80 = 18.00 = 0.00 5 30 35 HGL 24 -in Culvert 40 45 50 Embank Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime 55 60 65 Sunday, Mar 4 2018 = 9.00 = 9.00 = (dc+D)/2 = 9.00 = 9.00 = 0.00 = 3.48 = 5.23 = 5834.84 = 5834.74 = 5835.17 = 0.76 = Inlet Control It Depth (ft; 3.34 Reach (R) 2.34 1.34 0.34 -066 -116 Culvert Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. 18 -in Culvert Invert Elev Dn (ft) Pipe Length (ft) Slope (%) Invert Elev Up (ft) Rise (in) S hape S pan (in) N o. Barrels n -Value Culvert Type Culvert Entrance Coeff. K,. M, c,Y. k Embankment Top Elevation (ft) Top Width (ft) Crest Width (ft) Bev (R) = 5829.20 = 60.00 = 1.00 = 5829.80 = 18.0 = Circular = 18.0 = 1 = 0.011 = Circular Concrete = Groove end w/headwall (C) = 0.0018, 2. 0.0292, 0.74. 0.2 = 5833.00 = 18.00 = 0.00 13 -in Culvert Calculations Qmin (cfs) Qmax (cfs) Tailwater Elev (ft) Highlighted Qtotal (cfs) Qpipe (cfs) Qovertop (cfs) Veloc Dn (ft/s) Veloc Up (ft/s) HGL Dn (ft) HGL Up (ft) Hw Elev (ft) Hw/D (ft) Flow Regime Sunday, Mar 4 2018 = 8.00 = 8.00 = (dc+D)/2 = 8.00 = 8.00 = 0.00 = 4.92 = 5.79 = 5830.50 = 5830.90 = 5831.50 = 1.13 = Inlet Control Its Depth in Reach (R) 420 320 220 120 020 -0.80 _1.80 BURNS�M�DONNELL.. •X CREATE AMAZING. Itka. Burns & McDonnell World Headquarters 9400 Ward Parkway Kansas City, MO 64114 O 816-333-9400 F 816-333-3690 www.burnsmcd.com TALLGRASS ENERGY PARTNERS Cheyenne Connector, LLC 370 Van Gordon Street • Lakewood, Colorado 80228 • 303.763.2981 Traffic Study Summary Name of Development as Proposed: Cheyenne Connector, I,I.C Location of Parcel: Once the pipeline is in operation, it is not anticipated that any additional traffic will result from this project. It is anticipated that Cheyenne meter and regulating sites will be visited by 5 Cheyenne employees daily via a pick-up truck sufficient for technician equipment. There will be a temporary increase in traffic associated with typical construction activities, though it is not anticipated that construction traffic will alter traffic patterns in Weld County. Cheyenne will secure all required oversize/overweight permits, Weld County Road Right -Of -Way permits, Colorado State Highway permits, and employ traffic control plans where necessary or required. Cheyenne traffic study summary reports the following: • 250 trips per day for passenger cars/pickup trucks. • 20 trips per day tandem • 30 trips per day semi -trucks Distribution of trips per day from traffic is 50% from the West, 25% from the South, and 25% from the North. High traffic times are from approximately 7:00 a.m. to 5:00 p.m. 152 BURNS AMSDONNELL August 20, 2018 Weld County Department of Public Works 1 1 1 1 H Street Greeley, Colorado 80632 Re: Tallgrass Operations LLC Lancaster Meter Station Drainage Letter To Whom It May Concern: This drainage letter demonstrates the proposed drainage improvements associated with the Rocky Mountain Pipeline Express project, consisting of a new 70 -mile, 36 -inch diameter gas transmission pipeline with five Meter and Regulator Stations and three Main Line Valves in Weld County, Colorado. The proposed pipeline connects Anadarko and DCP to the Cheyenne Hub. The pipeline starts at the Lancaster Meter Station within the Anadarko Lancaster Facility and aligns its way north through several bends, roadway and river crossings, valve stations, the Latham & Mewbourn Meter Station, the O'Connor Meter Station, and ending at the Connector Meter Station, within the Cheyenne Hub. The pipeline is generally located parallel and to the west side of U.S. Highway 85, starting in Fort Lupton, passing through Greeley, and ending just north of the Town of Carr, Colorado. The pipeline corridor, meter stations, and main line valves are contained wholly within Weld County. Specifically, the Lancaster Meter Station is located 3.25 miles east of the intersection of U.S. Highway 85 and Weld County Road 22. More accurately, it is located within the northwest '/4 of Section 14, Township 2 North, Range 66 West. The proposed drainage improvements comply with the Municipal Code for Weld County Chapter 23, Article XII and the Urban Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM) requirements. Location The Lancaster Meter Station site is approximately 0.68, covered by native grasses and aggregate material. The site is predominantly within the Anadarko facility and is currently used as a staging area for natural gas equipment and associated piping. There are no affected wetland areas on or adjacent to this site. Proposed Improvements To accommodate the new natural gas facilities, proposed additions to the site include new natural gas equipment, above ground piping, new chainlink security fencing and gates, and a new access drive. Minimal disturbance and construction methods will be utilized to complete the improvements. The disturbance will maintain the existing topography by clearing and grubbing, excavation, and replacing to existing grade. Minor grading will be completed to install foundations for new piping and equipment. No further changes will be made to the existing grading or drainage already in place for the site 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com BURNS SS1SDON NELL August 20, 2018 Page 2 The limits of disturbance will be maintained with sediment control logs, fence and construction fencing for the duration of the improvements. In addition, a concrete washout structure will be utilized through the duration for all concrete activities. When the improvements have been completed, the final stabilization will be installed, including aggregate surfacing on the yard and roadways and seeding and mulching on all other disturbed areas. The attached drainage basin map demonstrates the proposed improvements and drainage basin. Specific Details Existing Drainage The existing Basin 1 area slopes generally from south to the north, with minimal elevation change. Currently, there is no storm drainage infrastructure at this site, so runoff flows overland to the north into the existing perimeter swale, which conveys flow to the west, and discharges to an existing detention basin to the west of the site. The area weighted C -value for the 100 -year event is 0.62. The 10 -year peak flow is 1.04 cfs and the 100 -year peak flow is 2.67 cfs. Proposed Drainage Proposed improvements on the site do not increase the contributing drainage area but do increase the impervious area on site by 0.1 acres for Basin I. All other contributing areas remain unchanged. Basin I consists of the existing aggregate surface yard area and existing sparse vegetation, which did not contribute additional runoff for the site. The proposed improvements add a 20 -foot wide aggregate access driveway to the site, adding an additional 0.1 acres of impervious area to the site. The area weighted C -value for the 100 -year event is 0.65. The 10 -year peak flow is 1.20 cfs and the 100 -year peak flow is 2.88 cfs. A Drainage Basin Map showing the extents of the drainage basins and locations of drainage features and design points, within the project site, is enclosed. Additionally, rational method calculations for the pre - and post -development are also included. Conclusion In review of the proposed improvements to the Lancaster Meter Station, the development was found to be compliant with the Municipal Code for Weld County Chapter 23, Article XII and the Urban Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM) requirements. Since the general topography will remain similar to existing and the improvements increase the imperviousness of the site minimally, modifications to the permanent detention pond will not be required for the site. 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com BURNS`M�DONNELL August 20, 2018 Page 3 Additionally, under the Municipal Code for Weld County Chapter 23, Article XII, Section 23-12-30 Drainage Policy, paragraph F "Exceptions", this project is categorized under item "10) NON - URBANIZING areas where the total project stormwater runoff of less than, or equal to,10 cfs for the I - hour, 100 -year, storm event." As the above calculations state that the 100 -year storm event peak flow is 2.88 cfs, this falls below the 10 cfs maximum. therefore not requiring stormwater detention or improvements. We trust this meets with your requirements for defining the project to meet the general conformance of the Municipal Code for Weld County Chapter 23, Article XII. Please feel free to contact me at (303) 474-2213ornessitore@burnsmcd.com it' you have any questions or concerns. Sincerely, Nick Tessitore, PE Senior Civil Engineer 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com 30° 844' N 4 40° 8' 3r N 4 521566 I 521570 Hydrologic Soil Group —Weld County. Colorado, Southern Part (Lancaster Soil Map) 521590 Soil Map may not be valid at this scale. 5215a: 521570 521590 I Map Scale: 1:825 (printed on A porUa t (8.5"x 11") sheet. N 0 10 20 521610 521610 40 Meters 60 n Feet 0 4o ao 1so 240 Map projecton: Web Mercator Corner coordinates: WG584 Edge tics: UT1,1 Zone 13N WGS84 521630 521630 521660 S21550 521670 40° 8' 44" N r_ 521670 4 A 40° 8' 38" N USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 8/21/2018 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado. Southern Part (Lancaster Soil Map) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons NE a IMI A A/D B B/D C C/D D Not rated or not available Soil Rating Lines ,r4/ A .0%0 A/D B B/D C ..v C/D a - D • r Not rated or not available Soil Rating Points • A • • A/D B B/D � C C/D • Not rated or not available Water Features Streams and Canals Transportation Rails a/ Interstate Highways ti US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 —Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/21/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Lancaster Soil Map Hydrologic Soil Group Map unit symbol 44 73 Map unit name Olney loamy sand. 1 to B 3 percent slopes Rating Vona loamy sand. 3 to 5 A percent slopes Totals for Area of Interest Description Acres in AOI Percent of AO1 2.6 0.2 2.7 Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (ND, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep. moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition 94.3% 5.7% 100.0% usDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 8/21/2018 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Lancaster Soil Map Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey al Conservation Service National Cooperative Soil Survey 8/21/2018 Page 4 of 4 National Flood Hazard Layer FIRMette L. LJ _.)•4 r4J ti,‘, Iill 08123 01920 E 250 1/20/2016 NotiPrinted 500 1,000 T AREA IT Lift] 1AL FLI-.,,-IIHA 1,500 Not Printed Feet 1:6,000 2,000 FEMA LANCASTER SITE LOCATION 40"8'27.15"N Legend SEE AS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAVOU1 Without Base Flood Elevation (BFE) Zcne A. V'. A`I" SPECIAL FLOOD With BFE or Depth Zone at 40, 414, VE. AR HAZARD AREAS : Regulatory Floodway OTHER AREAS OF FLOOD HAZARD .sirl, OTHER AREAS IIIIPW 110 SCREEN 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile 2L, •, A Future Conditions 1% Annual Chance Flood Hazard r Area with Reduced Flood Risk due to Levee. See Notes. Area with Flood Risk due to Levee'.): , Area of Minimal Flood Hazard Effective LOMRs Area of Undetermined Flood Hazard GENERAL - — - - Channel, Culvert, or Storm Sewer STRUCTURES milli Levee, Dike, or Floodwall OTHER FEATURES MAP PANELS 9 20.2 17.5 *rows Si!), v.v." Cross Sections with 1% Annual Chance Water Surface Elevation Coastal Transect Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary Coastal Transect Baseline Profile Baseline Hydrographic Feature Digital Data Available No Digital Data Available Unmapped it The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 8/21/2018 at 1:58:02 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective Information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. PPOPOSIO CUKIENNL t,UNNICI0' PIPELU/L --\\ PPOPOSE0 0O' PEN4MCNI PWUINE EASLNENI — \\ le_ c&P CULVERT PAL-01HLOPKN1 0.s • 104 CKS Gm • 2 ? C%% XBURNS MSDONNELL REvISIONS REVISIONS U6T CRAWL 40•D EK61 OUCH KLOI1LwC Jo' L.i0N10 CAME NEN I CINP&PM IENCI REFERENCE DRAWINGS ENERGY Ni W 64109 LANCASTER METER STATION DRAINAGE MAP Dowry N. fmWly. company 5..ro 4 IAASnn.tl hoist? Rot.. ES-- brio. I•ptlrlw L .Cahn Una* MOP l•oven : pp '.loos.° May 7011 • pales tear M 4/ tAarmourns Ilrreop. w d mourns tlJ'N I I.I —1.1;1: T L I. ouc; "IV. I ...pn.d 1. I • r. Calculation of Peak Runoff using Redonel Method IYSWO•IL.-.-Y—I'll• , on. Ill • 1wpMl LC pon,.rMl %.htwdI -.u11 - alai m.ptd4 .ftrftlal4H %ArtW'1fcI, s. mnn M PCP tAsir 11 Ra+M1P 'veto to' Le pJaw' Ir Q1t•"a.r 1w c.clan ...mare' tfAY rnofN trMs Ma pi 1-yr iyt ter J6y' $0-yr 100.1 100., taco. Tonlap.om Pi(MI •L tot! 1m in I XSI L 7Ja..1 -1 dp do lmsn.ny Eda•tcn co.Kcnrrt. • t *50 I loco 0.m P rWCWtndlsnt Wan *tt I.CI VIICtl wySnbpc bn Dloar Percent IlnoSrno•.��.. • bran CrrM¢wM C _ Overland hive, Flow TOMS Ch nnoluod (travail Plow boa Ttma of Conceit -soon Pla nta — J laY.Mf, I (mm.: I over nrlw, O Ml 2-yr SW Ipyl till tpyl 1pGyr 100yt Over Plow lmM 1.1111 WtlE vetlerl IOpouftll OK ItllIi) (DHwmNI nowOseeams bp. ILIMl) Pb.� timoo Plow Mnpl ,I lunwl L, in' u/3 En; mom...a Dli Elasoon roatmnmi lt.NMION ►Info) N11Ctl conyoy.nco I.stau CIMnMWd Mr VNScq V, ;Mufti CMwis,., Plow Isms blmm) Compaq llwml Rsponol I, (mini IISIScq I, yowl Iv Sr 11Fyt IFyr Soy, Ipgy1 $00yr VIII tlyr 1411 all 4411 IUyr War I(O.. �..taM.•R 1W D le Oa u4 Oft 0GJ Ow 0U 1X11%1 HOW ,. n'.o. .r;N4 10 I ' •' J Y: Iut ` alt of li Illt ). Y. n .. n sr tla4 J IBM I I an en 1sti9 :a r - t t I - I -I ' I I • -- _ 1 I i Area -Weighted Runoff Coefficient Calculations Designer: Company: Date: Project: Location: Version 2.00 released May 2017 N. Tessitore Burns & McDonnell 8/21/2018 Rocky Mountain Express Pipeline Lancaster Meter Station Subcatchment Name 1 LEGEND: Flow Direction 4 Carom at Boundary Cells of this color are for required user -input Cells of this color are for optional override valuesMIMI Cells of this color are for calculated results based on overrides See sheet "Design Info" for imperviousness -based runoff coefficient values. Sub -Area ID Area (ac) NRCS Hydrologic Soil Group Percent Imperviousness Runoff Coefficient, C 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 500-yr Gravel 0.58 D 40 0.30 0.36 0.43 0.54 0.59 0.65 0.71 Native Grass 0.10 D ) 05 0.15 0.33 0.40 0.49 0.59 Total Area (ac) 0.68 Area -Weighted Area -Weighted C 0.26 0.32 0.38 0.51 0.56 0.62 0.70 Override C 0.26 0.32 0.38 0.51 0.56 0.62 0.70 UD-RATIONAL 2.00 - Pre_Development - Lancaster.xlsm. Weighted C 1 :3 PM Calculation of Peak Runoff using Rational Method OngMr II Tn.Ip. t-o.e.M tun's A ahs wd FOMet *ray YMPMIt Egon" Oak. L OG ghon '.AKYM( Mgr. SAW.' Ven,on T.UU nM...e Mar JUL L/tlroob. N twgili Iwlls Sod on U.lten 4J•IS(I.! - L I,T- T . , I• --e o1IX,; 4, FUY, Imqu..I t I -I. b Fa.nli 1 ISY 1>I • , tail I4I • •I,. Ir�LL tU Ironu•tlri 4Med1 - YttMIIMI „mputd I. ItcrluwJ 1. II kr.s00 t_'•Afla'A *add Dorm bum r*sutws-ls•::o ..wjr eset'YCe'a:tww :J.,n,or htW rrW PMseIA Imo T• t r r " r w0y� r+wu. umbu do pin of In'. 101 ti Im IL* a r Annul Intensity equation COOnle.nl.. 34`4 0 44• 11 *00 0141 11,11k..-rb s IP.I,. = Lt.% a.0caunmint 4441.4.. Also IaC1 %RCA I�uroM/rc b•I orow M1rvMn ..tler4aowlte. . Kunon ca.m[wntc • Chine/ lintab any 70000*CM.A� tI/ anti Moo Ts.. Tour of Concentration L gradYIM/* 1(aM) 4. Pee. rbw.O ECM Mg SW IOyr teyr wyr 100 wlyr OtsrYn/ FM. Length Lin) we tb.s00n al wel4Ml Olt Bsohsn IIn loomnen 0orlon* rlow Woe •Illrn) Carlon. Pb. Tole T. II"In 1 CMnnruool Mow L.n/tn I.InJ IA 134•Con Inr 100001,611 Oa tb..11/. IIn IONanNI Clivons N Flow s10w 411un1 c or.nt. r.Cter IL CPWWW�/ FM Sxlq v, Ms) ialialliad row twat I.1MIn r COM/ItaY 1•IPIn) Roomy* I,10I,n) Wentso t. 'mom st, sr +� `.' sir ear Mir �. Sr tYyl tail wyl IUpyl wUyl 14M- ..w :ea b tf0 JJD OJ4 ''4 t —1--�- - --1 IWOO 6100 -g' flat.) Ot➢t1 IU a 1Y1 "Y• •e.: r.. J•d C•'. tw •v m 4 MM n t r y I - --, ----(- - r 1 A E I 1 r 1 I r I I } I 1 imioni r BURNS *JISDONNELL August 20, 2018 Weld County Department of Public Works 1 111 H Street Greeley, Colorado 80632 Re: Tallgrass Operations LLC Latham & Mewbourn Meter Station Drainage Letter To Whom It May Concern: This drainage letter demonstrates the proposed drainage improvements associated with the Rocky Mountain Pipeline Express project, consisting of a new 70 -mile, 36 -inch diameter gas transmission pipeline with five Meter and Regulator Stations and three Main Line Valves in Weld County, Colorado. The proposed pipeline connects Anadarko and DCP to the Cheyenne Hub. The pipeline starts at the Lancaster Meter Station within the Anadarko Lancaster Facility and aligns its way north through several bends, roadway and river crossings, valve stations, the Latham & Mewbourn Meter Station, the O'Connor Meter Station. and ending at the Connector Meter Station, within the Cheyenne Hub. The pipeline is generally located parallel and to the west side of U.S. Highway 85, starting in Fort Lupton, passing through Greeley, and ending just north of the Town of Carr, Colorado. The pipeline corridor, meter stations, and main line valves are contained wholly within Weld County. The proposed drainage improvements comply with the Municipal Code for Weld County Chapter 23, Article XII and the Urban Drainage and Flood Control District 's Urban Storm Drainage Criteria Manual (USDCM) requirements. Location The Meter Station site is approximately 2.23 acres, covered by native grasses. Specifically, the Latham & Mewbourn Meter Station is located at the intersection of Weld County Road 35 and Weld County Road 38. More accurately, it is located within the northeast 'A of Section 2, Township 3 North, Range 66 West. There are no affected wetland areas on or adjacent to this site. Proposed Improvements To accommodate the new natural gas facilities, proposed additions to the site include new natural gas equipment, above ground piping, new chainlink security fencing and gates, and a new access drive. Minimal disturbance and construction methods will be utilized to complete the improvements. The disturbance will maintain the existing topography by clearing and grubbing, excavation, and replacing to existing grade. Minor grading will be completed to install foundations for new piping and equipment. No further changes will be made to the existing grading or drainage already in place for the site 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com BURNS SS1cDON NELL August 20, 2018 Page 2 The limits of disturbance will be maintained with sediment control logs, fence and construction fencing for the duration of the improvements. In addition, a concrete washout structure will be utilized through the duration for all concrete activities. When the improvements have been completed. the final stabilization will be installed, including aggregate surfacing on the yard and roadways and seeding and mulching on all other disturbed areas. The attached drainage basin map demonstrates the proposed improvements and drainage basin. Specific Details Existing Drainage The existing Basin 1 area slopes generally from south to the north, with some elevation change. Currently, there is no storm drainage infrastructure at this site, so runoff flows overland to the north into a native grass swale along County Road 38, which conveys flow to the west. The area weighted C -value for the 100 -year event is 0.49. The 10 -year peak flow is 1.28 cfs and the 100 -year peak flow is 6.77 cfs. Proposed Drainage Proposed improvements on the site do not increase the contributing drainage area but do increase the impervious area on site by 2.23 acres for Basin 1. All other contributing areas remain unchanged. Basin 1 consists of existing sparse vegetation, which did not contribute additional runoff for the site. The proposed improvements add a 20 -foot wide aggregate access driveway to the site and an 87,000 square foot aggregate yard, adding 2.23 acres of impervious area to the site. The area weighted C -value for the 100 -year event is 0.65. The 10 -year peak flow is 4.14 cfs and the 100 -year peak flow is 9.93 cfs. A Drainage Basin Map showing the extents of the drainage basins and locations of drainage features and design points, within the project site, is enclosed. Additionally, rational method calculations for the pre - and post -development are also included. Conclusion In review of the proposed improvements to the Latham & Mewbourn Meter Station, the development was found to be compliant with the Municipal Code for Weld County Chapter 23, Article X11 and the Urban Drainage and Flood Control District 's Urban Storm Drainage Criteria Manual (USDCM) requirements. Since the general topography will remain similar to existing and the improvements increase the imperviousness of the site minimally, a permanent detention pond will not be required for the site. Additionally. under the Municipal Code for Weld County Chapter 23, Article XII, Section 23-12-30 Drainage Policy, paragraph F "Exceptions", this project is categorized under item "10) NON - URBANIZING areas where the total project stormwater runoff of less than, or equal to,10 cfs for the 1- 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com BURNS $1cDONNELL August 20, 2018 Page 3 hour, 100 -year, storm event." As the above calculations state that the 100 -year storm event peak flow is 9.93 cfs, this falls below the 10 cfs maximum, therefore not requiring stormwater detention or drainage improvements. We trust this meets with your requirements for defining the project to meet the general conformance of the Municipal Code for Weld County Chapter 23, Article XII. Please feel free to contact me at (303) 474-2213 or ntessitore@burnsmcd.com if you have any questions or concerns. Sincerely. r Nick Tessitore, PE Senior Civil Engineer 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com Hydrologic Soil Group —Weld County, Colorado, Southern Part (Mewbourn Latham Soil Map) 40° 15 29" N 400 / i' N 522310 522340 522370 571400 I I I I I I ✓'lIL 572400 572430 571480 571490 Map Scale: 1:1,440 t pnnted on A landscape (11"x 8.5") sheet N 0 20 40 80 Meters 120 1\ Feet 0 50 100 200 300 Map proton: Web Mercator Corder coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 r22sB0 40° 15'29" N 40° 15' 23" N USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 8/21/2018 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (Mewbourn Latham Soil Map) MAP LEGEND Area of Interest (AOl) Area of Interest (AO') Soils Soil Rating Polygons A a A/D B B/D C C/D D Not rated or not available Soil Rating Lines A /V ,,y B ■y B/D aoss .� C/D • r oil R ■ A/D C D Not rated or not available S ating Points A ■ • A/D B B/D • • • C C/D D Not rated or not available Water Features Streams and Canals Transportation ++4 Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 —Sep 22. 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USIA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 8/21/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado. Southern Part Mewbourn Latham Soil Map Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 48 72 Olney fine sandy loam. B 3 to 5 percent slopes Vona loamy sand. 0 to 3 A percent slopes Totals for Area of Interest Description 0 f) 7.4 7.4 Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation. are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A. B. C. and D) and three dual classes (A/D. B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep. well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep. moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential. soils that have a high water table. soils that have a claypan or clay layer at or near the surface. and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D. B/D, or C/D). the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition 995'_c: 100.0% USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 8/21/2018 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Mewboum Latham Soil Map Component Percent Cutoff. None Specified Tie -break Rule: Higher usak Natural Resources Web Soil Survey ila Conservation Service National Cooperative Soil Survey 8/21/2018 Page 4 of 4 National Flood Hazard Layer FIRMette •Fry • I. I Inll-if ;. AREA OF MINIMAL FLOOD HAZARD T3N R66W 52 950 500 1, 000 1,500 Feet 1.6,000 2, 000 T4N R664N S36 MEVVBOURN/ LATHAM METER SITE LOCATION FEMA es r ec C close 231 40'15 1E.BF"N Legend 51j RfDQATgQA Df1A.t.fO.i.GENO 4.40 t44 4X MAC FOR =RM aIA ..& ut SPECIAL FLOOD M2AR D AREAS Mtimut B ase R ocd Elevation IB FE) a'. A , With B FE or Depth . AE X. Aw c?~ ar Regulatory F oodway OTHER AREAS OF FLOOD H AZAR D OTHER AREAS GENERAL STRUCTURES OTHER FEATU R ES MAP PANELS O.2% Annual Chance Flood Hazard Areas al 1% annual chance flood with average depth less than one bet or with drainage areas of less than one square mile Future C ondrt.ons 1% Annual Chance Rood Hazard a Area w ith Rau iced Flood Risk due to Levee See Notes As I Area with Rood Resk due to L e.'ee = . . nr-: _-7Area of Min rural Roca hazard 0 Effectrae OM Rs Area of undetermmeQ Flood Hazard — - - Channel Culvert or Storm Sewer ',till' Levee Doke or Flood... all ;i-1 m.22 Cross Sect on s w dh 1 ro A r n uar Chance "'S V.gter Surface E$e.'atror O- — — Coasts Transect ...a. Base Rood Elevation are , BFE ) ulna of Study .iu RS (kb on Boundary - — Coastal Transect Baseline Profs a Bas eur e rwdrograph+c Feature Digital Data A vaiabr e NO Digital Data Avow able tin mapped © The pi n drs played on the maps an app raa mate pant selected by the user ano dos rot represent an authoritative property lo:atiton This map compiles with FEMA's standards for the use of digltai loaf maps rf 4t is not void as described bet cnc The basemap shown complies w th FEM A's basema p accuracy sta ndards The flood hazard inbrmarson is derived directly from the authontatrve UFHt. web services prowled by FEMA This map was eaporterf on 21 ! e at = -5 ._ 1 r r and does not reflect changes or amendments subsequent to this date ano 5 time The tiFlit. and effective inform abon may change of become superseded by new data over time The map r mage s void If the one or more of th e fco _.wing map v dements do nix appear baser -nap imagery flood rine tabets legenct scale bar map creation date community identifiers FIRM panel number and FIRM effective date Map inn ages for unmapped and unmoCernizeo areas cannot be used for regur atcr y purposes '.w r Mt y1 ♦ WI ./ I.xb: INItIOrI': mrwa (r PI PROPOSED CHtttNNE CO.w£CIOP PIPCLPL PROPOSED S0 PERMANENT PIP(tP[ IASI MEW Y CIW/ARA ft titS1 DM ROAD `BURNS McDONNELL AC I PRELIMINARY - NOT FOR CONSTRUCTION r NN S f• ! 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I .. . . w t • u: t'1 n n t 1 -1 ----1-71-- _: 1 r r f —t G- 1 I I 1 1 f' = f I I T ..��tr-- _C —C t 1 I i BURNS $S1SDONNELL August 20, 2018 Weld County Department of Public Works 1111 H Street Greeley, Colorado 80632 Re: Tallgrass Operations LLC O'Connor Meter Station Drainage Letter lo Whom It May Concern: This drainage letter demonstrates the proposed drainage improvements associated with the Rocky Mountain Pipeline Express project, consisting of a new 70 -mile, 36 -inch diameter gas transmission pipeline with five Meter and Regulator Stations and three Main Line Valves in Weld County, Colorado. The proposed pipeline connects Anadarko and DCP to the Cheyenne Hub. The pipeline starts at the Lancaster Meter Station within the Anadarko Lancaster Facility and aligns its way north through several bends, roadway and river crossings, valve stations, the Latham & Mewbourn Meter Station, the O'Connor Meter Station, and ending at the Connector Meter Station, within the Cheyenne Hub. The pipeline is generally located parallel and to the west side of U.S. Highway 85, starting in Fort Lupton, passing through Greeley, and ending just north of the Town of Carr, Colorado. The pipeline corridor, meter stations, and main line valves are contained wholly within Weld County. The proposed drainage improvements comply with the Municipal Code for Weld County Chapter 23, Article X11 and the Urban Drainage and Flood Control District 's Urban Storm Drainage Criteria Manual (USDCM) requirements. Location The O'Connor Meter Station site is approximately 1.09 acres, covered by native grasses and some aggregate road surfacing. Specifically, the O'Connor Meter Station is located 0.4 miles north from the intersection of Weld County Road 50 and Weld County Road 51. More accurately, it is located within the southeast 1/4 of Section 31, Township 5 North, Range 64 West. There are no affected wetland areas on or adjacent to this site. Proposed Improvements To accommodate the new natural gas facilities, proposed additions to the site include new natural gas equipment, above ground piping, new chainlink security fencing and gates, and a new access drive. Minimal disturbance and construction methods will be utilized to complete the improvements. The disturbance will maintain the existing topography by clearing and grubbing, excavation, and replacing to existing grade. Minor grading will be completed to install foundations for new piping and equipment. No further changes will be made to the existing grading or drainage already in place for the site 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com BURNS`McDONNELL August 20, 2018 Page 2 The limits of disturbance will be maintained with sediment control logs, fence and construction fencing for the duration of the improvements. In addition, a concrete washout structure will be utilized through the duration for all concrete activities. When the improvements have been completed, the final stabilization will be installed, including aggregate surfacing on the yard and roadways and seeding and mulching on all other disturbed areas. The attached drainage basin map demonstrates the proposed improvements and drainage basin. Specific Details Existing Drainage The existing Basin 1 area slopes generally from south to the north, with some elevation change. Currently, there is no storm drainage infrastructure at this site, so runoff flows overland to the north and east into a native grass swale along County Road 5 l , which conveys flow to the north and west, ultimately discharging into agricultural land. The area weighted C -value for the 100 -year event is 0.49. The 10 -year peak flow is 0.66 cfs and the 100 -year peak flow is 3.50 cfs. Proposed Drainage Proposed improvements on the site do not increase the contributing drainage area but do increase the impervious area on site by 1.09 acres for Basin 1. All other contributing areas remain unchanged. Basin I consists of existing sparse vegetation, which did not contribute additional runoff for the site. The proposed improvements add a 20 -foot wide aggregate access driveway to the site and an 16,100 square foot aggregate yard, adding 1.09 acres of impervious area to the site. The area weighted C -value for the 100 -year event is 0.65. The 10 -year peak flow is 2.25 cfs and the 100 -year peak flow is 5.40 cfs. A Drainage Basin Map showing the extents of the drainage basins and locations of drainage features and design points, within the project site, is enclosed. Additionally, rational method calculations for the pre - and post -development are also included. Conclusion In review of the proposed improvements to the O'Connor Meter Station, the development was found to be compliant with the Municipal Code for Weld County Chapter 23, Article XII and the Urban Drainage and Flood Control District's Urban Storm Drainage Criteria Manual (USDCM) requirements. Since the general topography will remain similar to existing and the improvements increase the imperviousness of the site minimally, a permanent detention pond will not be required for the site. Additionally, under the Municipal Code for Weld County Chapter 23, Article XII, Section 23-12-30 Drainage Policy, paragraph F "Exceptions", this project is categorized under item "10) NON - URBANIZING areas where the total project stormwater runoff of less than, or equal to,10 cfs for the 1- 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com BURNS &MSDONNELL August 20, 2018 Page 3 hour, 100 -year, storm event." As the above calculations state that the 100 -year storm event peak flow is 5.40 cfs, this falls below the 10 cfs maximum, therefore not requiring stormwater detention or drainage improvements. We trust this meets with your requirements for defining the project to meet the general conformance of the Municipal Code for Weld County Chapter 23, Article XII. Please feel free to contact me at (303) 474-2213 or nessitore( burnsmcd.com if you have any questions or concerns. Sincerely. Nick Tessitore, PE Senior Civil Engineer 9785 Maroon Circle • Suite 400 • Centennial, CO 80112-2692 Tel: 303-721-9292 • Fax: 303-721-0563 • burnsmcd.com 40° 21 19 N 40° 21' TN p S 0 3 104° 35' 6° W 535250 535290 Hydrologic Soil Group —Weld County, Colorado, Southern Part (O'Connor Meter Station) Soil Map may not be valid at this scale. •Lit 535330 104° 35' 6" W 535250 535290 535330 535370 535410 Map Scale: 1.1,680 if punted on A port aR (8.5"x 11") sheet. N 0 20 40 80 n — Feet ,N1 0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WG584 Edge tics: UTM Zone 13N WGS84 535410 Meters 120 5354W 0 • MAD 536490 v+ c 40° 21' 19' N 40° 21' T' N USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 8/21/2018 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (O'Connor Meter Station) MAP LEGEND MAP INFORMATION Area of Interest (AOl) Area of Interest (AOI) Soils Soil Rating Polygons MI • 11W - MI IN A A/D B B/D C C/D D Not rated or not available Soil Rating Lines a. A ty A/D o►r► ~y B/D a C r1/4/ C/D N D r • Not rated or not available Soil Rating Points A • ■ • ND B BID ■ • • C The soil surveys that comprise your AOI were mapped at 1:24,000. C/D D O Not rated or not available Water Features Streams and Canals Transportation Rails ••V Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area. such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16. Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 -Sep 22, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 8/21/2018 Page 2 of 4 NOTES TO USERS -•r ••a • • . •.a - .••••taws r ..a.SW ..a.• •w• • Si • mast•.•• Ss" a .+ arwl •..i.I....-.... mamaIwo a••a•gr swan s 1h •••••••••w rows, wrl a saps sea — w saes w.• +.a.1' Os as al•w• ••••••••••••• ass as •r lW r.aa • i. ra. 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How Yoo, ►INOII Overlord dhow Trm. it*1nl CIIYMIM1w Hew L.rgln l.lw7 UI&EMveow Itll IUNronM 1 �. ®FNfgI1 Irq IOD.refoO CIWrnY.M FMw elVw ♦ bevel Csn Ixgr It ObN.ebY� Pat /I.rlrrYrM 4Illne G.ADNw tlmrnl X.OIin) I. fend 4leY.o LORIN �• 1'yt aNt l>t'Vt MWI IODgI Stleyr 3Fr WI elf 73yf /Oyl 10Py1 Mr ttelOfaTF V. Mewl •d•N• •.�n^wrt; 1.1 L. -la ,.41 .a - _ . w ..Nl. �n l..V uW' 'i DV :Y. e� 1711 .'A \r4 <X. .. n!V a It rI se h�ha I• MEIM NEM MEI IIMEna Rfah>_ h� 1 ,h>•rl� � � - - - Thar ,] OFFICE of ARCHAEOLOGY and HISTORIC PRESERVATION Sarah Jennings Principal Investigator, Archaeologist SWCA Environmental Consultants 295 Interlocken Blvd., Suite 300 Broomfield, Colorado 80021 JUN 212DmB Re: Revised Report Submittal for the Cheyenne Connector Pipeline Pro;ect, Weld County, Colorado (l IC #72920) Dear Ms. Jennings: We received your correspondence dated May 30, 2018 on June 13, 2018 continuing consultation with our office under Section 106 of the National historic Preservation Act (Section 106) for the referenced undertaking. Our comments are provided to you on behalf of the Federal Energy Regulatory Commission (FERC) who is responsible for completing Section 106 compliance in accordance with 36 CFR Parr 800. We find the revised documentation satisfactory in addressing our March 26, 2018 comments and this letter presents supplemental determinations and findings in order to conclude Section 106 consultation for this undertaking. In addition to the concurrence statements presented by our March 26 letter, we concur with FERC's determination that sites 5WL2182.14 and 5WL8241 are not eligible for listing to the National Register of Historic Places under any criteria. We concur that site 5WL7744 5 does not support the National Register eligibility of the overall linear resource. Witb regards to the assessment of adverse effects, we agree with the IFHRC and its recouamendauons to avoid or minimize effects to historic properties as described in the revised report. With these conditions in mind, we concur that the undertaking will result in no adverse effect to historic properties as per 36 CFR 800.5(b). We agree with the EPERC that no addition management restrictions or conditions are needed for the remainder of properties (sites and isolated finds) determined not eligible for listing to the National Register; a finding of no historic properties affected is appropriate for these resources in accordance with 36 CFR 800.4(d)(1). Should unidentified archaeological resources be discovered in the course of the undertaking, work must be interrupted until the resources have been evaluated in terms of the National Register eligibility critena (36 CFR 60.4) in consultation with our office pursuant to 36 CFR 800.13. Also, should the consulted -upon scope of the work change please contact our office for continued consultation under Section 106 of the National Historic Preservation Act. We request being involved in the consultation process with the local government, which as stipulated in 36 CFR 800.3 is required to be notified of the undertalung, and with other consulting panics. Additional information provided by the local government or consulting parties might cause our office to re-evaluate our eligibility and potential effect findings. Please note that our compliance letter does not end the 30 -day review period provided to other consulting parties. We appreciate the opportunity to comment. If we may be of further assistance, please contact Mark Tobias, Intergovernmental Services Manager, at (303) 866-4674 or mark.tobias c�state.ccuis. Sincerely, teve Tu State Hisservauon Officer ST/Hint OFFICE OF ARCHAEOLOGY AND HISTORIC PRESERVATION 303 866-3392 * 303-866-27'1 * E mull: trahp@stattto us • Internet: www.historycr,Iurutio.uig COLORADO HISTORICAL SOCIETY TALLGRASS� SWCA ENERGY ENVIRONMENTAL CONSULTANTS May 30, 2018 Edward Jakaitis Section 106 Compliance Manager Office of Archaeology and Historic Preservation 1560 Broadway, Suite 400 Denver, Colorado 80202 RE: Revised Report Submittal for the Cheyenne Connector Pipeline Project, Weld County, Colorado (HC #72920) Dear Mr. Jakaitis: SWCA Environmental Consultants (SWCA) on behalf of Cheyenne Connector, LLC, (Cheyenne Connector) and the Federal Energy Regulatory Commission (FERC), is submitting an updated version of the Class III Cultural Resource Inventory for the Proposed Cheyenne Connector Pipeline Project, Weld County, Colorado. The revised report addresses Colorado SHPO's (SHPOs) comments from both SHPO's March 26, 2018 letter and a subsequent call between SWCA and SHPO on April 18, 2018. Since the clarifications and additional commentary have caused minor changes in pagination throughout the report, a fully revised and updated report is being submitted for ease of review and recordkeeping. Specifically, revised portions of the report include: • An expanded description the NRHP-eligible Centennial Farm 5WL4803, clarifying the Area of Potential Effect's (APE's) impacts solely to portions of the site that will not result in adverse effects. • Additional narrative addressing the previous, extensive testing at NRHP-eligible 5WL650/5WL5974 which demonstrate a lack of intact, subsurface cultural deposits with the current APE. • A clarified description of the depositional setting at NRHP-field-recommended-eligible 5WL1683, specifically relating to deposits in the current APE which demonstrate a lack of intact, subsurface cultural deposits. • Expanded language in the Geomorphological Setting and Conclusion portions of the report addressing the depositional setting in the current APE. As currently designed, the proposed Project will not impact any supporting segments of eligible linear resources or contributing portions of eligible non-linear resources; therefore, the undertaking will result in no historic properties affected. Additionally, as currently designed, the proposed Project will result in no historic properties affected. The proposed Project is recommended to proceed with no further work related to cultural resources. Ed Jakaitis May 30. 2018 Page 2 On behalf of the FERC, Cheyenne Connector seeks concurrence that this concludes the NHPA Section 106 review by reviewing the revisions SWCA's revised survey report and provide any remaining comments regarding the recommendation that no historic properties will be affected by the proposed activities. One full copy of the revised report and the following sites forms: 5WL650/5WL5974, 5WL1683, 5WL4803, and 5WL8202 (which was inadvertently missing pages) have been resubmitted. If you have any remaining questions, please contact Sarah Jennings by telephone at 720.249.3446 or via email at sarahjennings@swca.com. Respectfully submitted, Sarah Jennings Principal Investigator, Archaeologist SWCA Environmental Consultants 295 Interlocken Blvd., Suite 300 Broomfield, Colorado 80021 CONCUR, Edward Jakaitis Section 106 Compliance Manager Date cc: Terra Mascarenas Senior EHS Project Permitting Cheyenne Connector, LLC c/o Tallgrass Energy 370 Van Gordon Street Lakewood, Colorado 80228 Cheyenne Connector Prolect Who is Tallgrass Energy? Operating across 11 states, Tallgrass Energy is a midstream energy operator with transportation, storage, terminal, water, gathering and processing assets that serve some of the nation's most prolific crude oil and natural gas basins. Headquartered in Leawood, Kan., our primary operating office is in Lakewood. Cob.. and we have nearly 700 employ- ees. More than 300 employees live in Colorado, including about 30 in Weld County. What is the Cheyenne Connector Project? The Cheyenne Connector Project is the proposed construction of a new Tallgrass Energy 70 -mile, large -diameter interstate natural gas pipeline (Cheyenne Connector) designed to move natural gas from the Denver- Julesburg Basin (DJ Basin) in north -central Colorado to the Rockies Ex- press Pipeline Cheyenne Hub (REX Cheyenne Hub). What is the REX Cheyenne Hub? The REX Cheyenne Hub is an existing natural gas facility owned and operated by Rockies Express Pipeline in northern Weld County, just south of the Colorado -Wyoming border. At the Hub, the existing Rockies Express Pipeline intersects and/or connects with numerous other natural gas pipelines. Why is Cheyenne Connector necessary? Cheyenne Connector is designed to link much -needed natural gas sup- plies in the DJ Basin with residential, business and industrial users in West, Midwest, Gulf Coast and Southeast markets. In addition to allow- ing producers in Colorado and Wyoming to get their natural gas to mar- kets across the country, Cheyenne Connector will provide end -users in those markets another source of natural gas and potentially better pricing. Cheyenne Connector Timeline Public outreach and education — July 2017 and ongoing FERC 7c application — expected to file with FERC by March 2, 2018 FERC issues Environmental Assessment - expected Fall 2018 FERC order issuing certificate — expected March 2019 FERC issues notice to proceed with construction — estimated April 2019 Cheyenne Connector in service — estimated H2 2019 If you have questions or comments, please visit http./twww.tallgrassenergvlp com/Projects.aspx Call the Cheyenne Connector project number: 855.288.3997 Email: AskCheyenneConnector@tallgrassenergvlp corn TALLGRASS4 Cheyenne Connector Project Wyoming 0 Fort Collins O Longmont hevenne rvle(et -De h'ei v Greeley -01 O'Connor Meter -Receipt Mewbourn Meter -Receipt Latham Meter -Receipt Lancaster Meter -Receipt Cheyenne Connector 0 Cheyenne Connector Delivery 0 Cheyenne Connector Receipt REX Cheyenne Hub Rockies Express Pipeline €c3 OFFICE of ARCHAEOLOGY and HISTORIC PRESERVATION Sarah Jennings Principal Investigator, Archaeologist SWCA Environmental Consultants 295 Interlocken Boulevard, Suite 300 Broomfield, Colorado 80021 MAR 262018 Re: Cheyenne Connector Pipeline Project. Weld County, Colorado (I -IC #72920) Dear Ms. Jennings: Thank you for your correspondence dated February 26, 2018 and received by our office February 27, 2018 regarding the above -referenced undertaking submitted on behalf of the Federal Energy Regulatory Commission Following a review of the documents provided, we are requesting additional information regarding the Area of Potential Effect (APE) as defined foi this undertaking. Please see the discussion of site 5\X7.4803 below, for the requested APE information. Excepting the area of the APE that is within SWL.4803, we have no other concerns with the proposed APE. Upon review oldie cultural resource inventory documentation, we concur with your determination of eligible for listing to the National Register of Historic Places (NRJ IP), for the following sites: 5W1..6S0 (associated with 5WL.5974), Ail -1683, and 5WL4803. We concur with your determination of supporting the overall eligibility of the resource for listing to the NRI IP, for the following linear segments: 5\1..842.31, 5\'61..84.1.16, 5W1..844.17, SWL.844.18, 5\X/1..1485.24, 5\1..1485.25, SWL.15G8.9, 5WI..2188.20, 5\V1..2283, IL 5\\'1..2593.10, SWL2946.3, 5V'L.3155.10, 5WL.4848.10, 5WL.4848. II, SWL.4848.12, 5\X1..5218.14, 5W1..5218.15, SWI..6867.14, 5WL6964.4, and SWL.8071.2. We concur with your determination of not eligible for listing to the NRYIP, for the following resources: 5WLG51, 5WL.652, 5W1-2601, 5\X'1..5219, 51X'L 5220, 5\(1..5222, 5\\'L.5224, 5WL.5254, SW1.6159, 5WL6160, 5\X1..8198, 5\X'I..8199, SWL.8200, SWI..8201, 5WL8202, 5\'I'L8203, 5\1..8274, and Svc'L.8281. We concur with your determination of not supporting the overall eligibility of the resource for listing to the NRI IP, for the following linear segments: SWL.1034.9, 5\X7..2592.10, SW1..52I "'.", 5WL5217.8, 5\X1_.5217.9, 5\X1,.7739.3, 5WL7739.4, 5\1..7739.5, 5WL.7740.7, 5WL.7744.3, 5WL.7744.4, 5WL7895.4, 5WL,7895.5, 5WL.7897.2, 5WL.7899.2, 5\X'L7900.3, 5\X'L.7914.3, 5\X'7,.7915.4, 5WL7915.5, MX/L.7954.2, 5WL.7967.5, 5W L.8041.3, SWL.8076.2, SWLBI 16.2, SWL8120.3, 5WL.8127.2, 5WL8127.3, SWL.81 X10.3, S ;X1..8228.1, 5X1-.8228.2, 5\X'1...8229.1, 5WL.8230.1, 5\X11..8231.1, 5WL.8232.1, 5WL.8235. 15\V1..8236.1, 5WL..8238.1, 5WL8242.1, SWL8243.1, SWI..8244. I , SWL.8246.1, SWL.8248.1, 5WL.8249.1, 5WL.8250.1, 5WL.8251.1, 5\X'1..8252.1, 5\X1_.8253.1, 5WL.8254.I, 5\X1..8255.1, 5W1-8256.1, 5WL.8257.I, 5WL.8258.I, 5WL.8259.I, 5W1r8260.I, 5WX1a8261.1, 5W1..8262.1, S1X'1..82G3.1, 5\X'1..8263.2, 5\\'L.8263.3, 5W1..8264.1, 5\\'L.8265.1, S\X'1..8265.2, SWL.8266.1, 5WL.8267. 5\X'1,.8268.1, SW1..8?69.1, 5WL.8270.1, 5W1..82" 11, SWI. 82-3 I, 5\\'1..825.1, 5Wl..8276 1, 5\X'1..8277. I, and 5\\'1..878.1. We also etmrur Ih your determination of not eligible line listing to the N II', 1' r the twenty- twi (22) dated funds located within the AM.:. Prior to our concurrence with findings of effect for the properties within the APE, we request additional informauon regarding subsurface identification on two prehistoric sites (5WL650/5\VL.5974 and 5\X'1..1683) and the undertaking's effects on a centennial farm (SWL.4803). As indicated above, we have concurred with your determination for these historic properties. OFFICE OF ARCHAEOLOGY AND HISTORIC PRESERVATION 303-866-3392 • Fax 303-866-271 I • E -mull: oahp@state.co_us • Internet: w•w‘s.histurycoloratlo.org - I - COLORADO HiSTORICA1_ S(J('1F1'Y Regarding site 5WL650/5VG'L5974, a "non-contributing" evaluation for a portion of the site is premature without subsurface testing. While the surface scatter has been identified primarily on the southwest side of the site, the report acknowledges that the site boundary was extended to the northeast and limited surface materials may have resulted from collecting and taphonomic processes. If the siteboundary cannot be avoided by the APE, we advise that open block testing be conducted within the corridor, including areas within the site boundary as well as those on level ground surfaces north and south of the site boundary. As discussed, erosional processes may be drawing site materials down slope and subsurface tests beyond the site boundaries may reveal features that extend beyond the horizontal extent of the surface scatter. With regards to SWL.1683, the site's eastern extent within the APE was found to have subsurface deposits bearing similar profiles to those tested in the high concentration scatter on the terrace edge in the western portion of the site. Considering the presence of diagnostic tools from both Late Archaic and Late Prehistoric contexts, we recommend that open block testing on the site be conducted in order to conclusively determine that archaeological features with the potential to offer information regarding prehistoric human activity in the South Platte River Basin. We note that 5WL4803 may be considered a historic vernacular landscape developed for agriculture (see, National Register Bulletin #30). We request additional information to understand the nature of potential ground disturbing activities within 5WL4803, a centennial farm that has been determined eligible for the NRl-1P. I iorizontal directional drilling (HOD) techniques are planned for boring wider the surface boundaries of the site. Adverse effects may include reasonably foreseeable effects caused by the undertaking that may occur later in time, be farther removed in distance or be cumulative [36 Cl"R 800.5(a)(1)J. Should this line rupture or require maintenance in the lunar, what ground disturbance may be required wtthin this length of buried line that could result in a foreseeable effect? I las this type of action been evaluated as a part of the APE for this undertaking? We request information to clarify these concerns and address recommended actions to avoid significant alteration to the historically modified landscape. In addition, we request additional information regarding the binding and gravel deposition that will occur within the residential area of 5WCWI..4803. Should the extent and/or character of the existing ROW for this gtivel road be altered in any way, this has the potential to be an adverse effect on the historic property. Gravel materials should be consistent with current materials in place and should maintain the setting and feeling of those character -defining features for the period of significance (c.AD1871-1918). As a final note, we request a new copy of the site form for 5WL8202 that includes the artifact photos which have been found missing on pages 21, 25 and 26 of the form. We request being involved in the consultation process with the local government, which as stipulated in 36 CFR 800.3 is required to be notified of the undertaking, and with other consulting parties. Additional information provided by the local government or consulting panics might cause our office to re-evaluate our eligibility and potential etTect findings. Please note that our compliance letter does not end the 30 -day review period provided to other consulting parties. Thank you for the opportunity to comment. If we may be of further assistance, please contact Edward Jak:uus. Section 106 Compliance Manager, at (303)866-4678 or cdward.jaknitis@state.co.us. Since5e1)., r 4 tic., teve -Turner, AlA State historic Preservation Officer 1200 Broadway Denver, CO 80203 t)- C OFFICE OF ARCHAEOLOGY AND HISTORIC PRESERVATION 303-866-3392 * Fax 303-866-2711 * E-mail: oahp@chs.state.eo.us* Internet: httpJ/www.coloradohiswry-oahp.urg - 2 - TALLGRASS E R ire ENERGY PARTNERS March 13, 2018 Dear Kim Ogle: I'm reaching out to let you know that on March 2, Cheyenne Connector, LLC, an affiliate of Tallgrass Energy, filed with the Federal Energy Regulatory Commission (FERC) to build Cheyenne Connector, a 70 -mile, 36 -inch pipeline in Weld County. The proposed pipeline will move natural gas from the Denver-Julesburg Basin (DJ Basin) in north -central Colorado to the Rockies Express Pipeline Cheyenne Hub (REX Cheyenne Hub) just south of the Colorado -Wyoming border. Cheyenne Connector is designed to link much -needed natural gas supplies from producers in the DJ Basin with markets across the country that need it. As part of a separate project, Rockies Express Pipeline LLC filed with FERC to make modifications to the existing REX Cheyenne Hub to accommodate receipt and delivery interconnectivity among multiple pipelines. We're holding a series of open houses to give affected landowners and other interested parties an opportunity to learn more about these projects, ask any questions and voice any concerns. We hope you can attend one of them. We're holding three events to better accommodate everyone's schedules. Feel free to come at any time during the two-hour event window. Tuesday, April 3, 2018 5:30 — 7:30 p.m. St. Nicholas Catholic Church 520 Marion Ave. Platteville, CO 80651 Wednesday, April 4, 2018 Thursday, April 5, 2018 5:30 — 7:30 p.m. 5:30 — 7:30 p.m. Eaton Area Park & Recreation District Platte Valley Middle School 1675 3rd Street 700 Hill Street Eaton, CO 80615 Kersey, CO 80644 As you may be aware, Tallgrass Energy is a midstream energy operator with transportation, storage, terminal, water, gathering and processing assets in 11 states. Headquartered in Leawood, Kansas, our primary operating office is in Lakewood, Colorado, and we have nearly 700 employees. More than 300 employees live in Colorado, including about 30 in Weld County. We've mailed the enclosed fact cards and a link to our project web site to all affected and adjacent landowners. If you get inquiries from any of your constituents related to either Cheyenne Connector or the REX Cheyenne Hub Enhancement project, please feel free to direct them to us via the phone numbers and email addresses on the attached cards or have them visit our web site at http://www.tallgrassenergylp.com/Proiects.aspx. Reach out to me or one of my colleagues below if you have questions. 370 Van Gordon Street Lakewood, CO 80228-1519 303.763 2950 Sincerely, Shawn Bates Senior Agent Land & Right of Way Tallgrass Energy 303.763.2981 Shawn.bates@tallgrassenergylp.com Craig Meis Vice President Environmental Health & Safety Tallgrass Energy 303.763.3442 Craig.meis@tallgrassenergylp.com Pk4 itt Phyllis Hammond Director, Corporate Communications Tallgrass Energy 303.763.3568 Phyllis.hammond@tallgrassenergylp.com March 12, 2018 Weld County I Re: Landowner Notification Dear Kim Ogle: - Rockies Express Pipeline LLC ("REX"), an interstate natural gas transmission pipeline company, filed with the Federal Energy Regulatory Commission ("FERC") on March 2, 2018 at Docket No. CP 18-103-000 an application for authorization to construct and operate certain facilities comprising its proposed "Cheyenne Hub Enhancement Project." Such project, upon approval by the FERC and placement into service, will enable REX to provide a new hub service allowing for firm receipts and deliveries of natural gas between REX and other interconnected pipelines located at the Cheyenne I lub in Weld County, Colorado. The purpose of this notification is to make those landowners whose properties will be utilized or are located adjacent to the construction sites of the project aware of REX's proposed activities in order that they may have sufficient opportunity to participate in the FERC's regulatory process. Who is REX? REX is a Delaware limited liability company that is owned by three members: 49.99% by TEP REX Holdings, LLC, an indirect wholly -owned subsidiary of Tallgrass Energy Partners, LP; 25.01% by Rockies Express Holdings, LLC, an indirect wholly - owned subsidiary of Tallgrass Energy GP, LP; and 25% by P66REX LLC, a wholly - owned subsidiary of Phillips 66. REX is a "natural-gas company" subject to the jurisdiction of the FERC with existing operations that currently consist of providing interstate natural gas transportation services within the States of Colorado, Wyoming, Nebraska, Kansas, Missouri, Illinois, Indiana and Ohio. What facilities arc proposed and what is the planned schedule for construction? A map depicting the location of the Cheyenne Hub Enhancement Project is enclosed. The facilities proposed to be constructed and operated by REX are described below: (i) Booster Compressor Units Six 5,350 horsepower Caterpillar G3616 compressor units (32,100 total horsepower) and ancillary equipment, located at the existing Cheyenne Compressor Station in Section 5, Township 11 North, Range 66 West, Weld County, Colorado. (ii) Modify Existing Interconnect Meter Stations 370 Van Gordon Street Lakewood, CO 80228-1519 303.763.2950 Modify the existing Colorado Interstate Gas Company, I,.L.C. and Trailblazer Pipeline Company LI.C Interconnect Meter Stations to provide for bi-directional gas flow through the meters located at the existing Cheyenne Compressor Station in Section 5, Township 11 North, Range 66 West, Weld County, Colorado. (iii) Ancillary Facilities In addition to the facilities described above for which certificate authorization is requested, Rockies Express will construct and operate at the existing Cheyenne Compressor Station, under the authority of Section 2.55(a) of the FERC's regulations, ancillary facilities consisting of station piping, vibration equipment, compressor and electrical buildings, valves and gas cooling equipment. Regulatory Timetable REX requested that the FERC issue an order authorizing the Cheyenne Hub Enhancement Project on or before February 28, 2019, in order to meet a planned in- service date of October 1, 2019. What will REX require from me? A representative of REX will personally contact all landowners that are directly impacted or adjacent to these sites to discuss the proposed construction of the facilities. Representatives will also discuss, with all landowners directly impacted by the proposed project, payment for any damages, construction and restoration methods that will be utilized on affected property, as well as specific concerns you may have. If at any time you have questions or concerns about the project you may contact Mr. Shawn Bates, Senior Agent of Right -of -Way, by telephone at 1-855-211-1262 or by email at AskCheyenneHub@tallgrassenergylp.com. What are my rights? A pamphlet prepared by the FERC entitled: "An Interstate Natural Gas Facility on My Land? What Do I Need to Know?" is enclosed. This pamphlet contains information about the FERC's regulatory process and includes information on how you can participate in the regulatory review process. In addition, a copy of the FERC's notice of the proposed project as published in the Federal Register is also enclosed. This notice specifically states the docket number and date by which timely motions to intervene are due. The notice, together with the FERC's pamphlet mentioned above, also contains information on how to intervene or comment in the FERC's proceedings. Please refer to the docket number when seeking information from the FERC about this project. The docket number is also required to access the project on the FERC's website at http://www.ferc.gov under the "eLibrary" link. As stated above, your property is either on the pipeline right-of-way for this project or adjacent to this right-of-way. We desire to obtain any necessary land rights from you through mutual agreement. In the vast majority of cases, REX has been able to 2 work cooperatively in the acquisition of necessary land rights through mutual negotiations. The FERC's landowner notification rules require REX to inform landowners of certain rights the pipeline would have if the project were to be approved by the FERC, including a discussion of pertinent eminent domain procedures. In the event REX was unable to reach agreement with you for the property rights necessary for the project, REX would be authorized, upon receipt of a certificate order from the FERC, to initiate proceedings under state or federal eminent domain procedures to secure the property rights to construct the expansion facilities as approved by the FERC. The rights of property owners in eminent domain proceedings may include, but not be limited to, the right to challenge the nature and extent of the proposed taking and the right to have your property value determined by a judicial body following a hearing in which you may participate. Enclosed is a brief summary of the eminent domain law for the state in which the affected property is located. Where is a copy of REX's application available? An electronic copy of REX's application filed with the FERC is available at the FERC's website and an electronic copy is available for review at the following public library: Weld County, CO Iligh Plains Library District 2650 W. 29th Street Greeley, CO 80631 REX is committed to working with you on this project. You can expect information from us as the project progresses. Again, if you have any questions or concerns about the project, please do not hesitate to call Mr. Sears at the phone number provided above. Very truly yours, 'r cr _AZ Shawn Bates Senior Agent Land & Right of Way Enclosures: c-� Project Map Federal Registration Notice Federal Energy Regulatory Commission "What Do I Need to Know?" Pamphlet Eminent Domain Law in Colorado 3 Rockies Express Pipeline LLC Cheyenne Hub Enhancement Project Opal Warmuttei bade 2_cifra REX Cheyenne Hub { REX Cheyenne Hub Cheyenne Connector Rockies Express Pipeline rrio Lease of Overthrust Pipeline Capacity File: REX_Cheyenne Hub_11x17_vttsa.mxa FAQ IiitatlitigfleasatLLc Operated by: TALLGRASS4 20180319-3010 FERC PDF (Unofficial) 03/19/2018 UNITED STATES OF AMERICA FEDERAL ENERGY REGULATORY COMMISSION Rockies Express Pipeline LLC Docket No. CP 18-103-000 NOTICE OF APPLICATION (March 19, 2018) On March 5, 2018, Rockies Express Pipeline LLC (Rockies Express), 370 Van Gordon Street, Lakewood, Colorado 80228, filed an application pursuant to section 7(c) of the Natural Gas Act (NGA) and Part 157 of the Federal Energy Regulatory Commission's (Commission) regulations requesting a certificate of public convenience and necessity authorizing the construction and operation of certain booster compression units and ancillary facilities located at the Cheyenne Hub, in Weld County, Colorado to enable Rockies Express to provide a new hub service allowing for firm receipts and deliveries between Rockies Express and other interconnected pipelines at the Cheyenne Hub, all as more fully set forth in the application, which is open to the public for inspection. The filing may also be viewed on the web at http:i/ vww.terc.gos using the "eLibrary" link. Enter the docket number excluding the last three digits in the docket number field to access the document. For assistance, contact FERC at f ERCOnlincSupportiq;ferc.cos or call toll -free, (866) 208-3676 or TTY, (202) 502-8659 Any questions regarding Rockies Express' application should be directed to David Haag, Vice President and Chief Compliance Officer, Cheyenne Connector, LLC, 370 Van Gordon Street, Lakewood, Colorado 80228-1519, or phone (303) 763-3258 or by e- mail day id.haaenthtallerassenereylp.coun. Specifically, Rockies Express states that the proposed facilities will enable Rockies Express to receive up to 600,000 dekatherms per day (Dth/d) of natural gas from Cheyenne Connector, LLC which filed an application under CP 18-102-000 for authorization to construct, own and operate a new natural gas pipeline system capable of transporting up to 600,000 Dth/d. Pursuant to Section 157.9 of the Commission's rules, 18 CFR 157.9, within 90 days of this Notice the Commission staff will either: complete its environmental assessment (EA) and place it into the Commission's public record (eLibrary) for this proceeding, or issue a Notice of Schedule for Environmental Review. If a Notice of Schedule for Environmental Review is issued, it will indicate, among other milestones, the anticipated date for the Commission staffs issuance of the EA for this proposal. The filing of the EA in the Commission's public record for this proceeding or the issuance of a Notice of Schedule for Environmental Review will serve to notify federal and state 20180319-3010 FERC PDF (Unofficial) 03/19/2018 Docket No. CP18-103-000 2 agencies of the timing for the completion of all necessary reviews, and the subsequent need to complete all federal authorizations within 90 days of the date of issuance of the Commission staffs EA. There are two ways to become involved in the Commission's review of this project. First, any person wishing to obtain legal status by becoming a party to the proceedings for this project should, on or before the comment date stated below file with the Federal Energy Regulatory Commission, 888 First Street, NE, Washington, DC 20426, a motion to intervene in accordance with the requirements of the Commission's Rules of Practice and Procedure (18 CFR 385.214 or 385.211) and the Regulations under the NGA (18 CFR 157.10). A person obtaining party status will be placed on the service list maintained by the Secretary of the Commission and will receive copies of all documents filed by the applicant and by all other parties. A party must submit 7 copies of filings made in the proceeding with the Commission and must mail a copy to the applicant and to every other party. Only parties to the proceeding can ask for court review of Commission orders in the proceeding. However, a person does not have to intervene in order to have comments considered. The second way to participate is by filing with the Secretary of the Commission, as soon as possible, an original and two copies of comments in support of or in opposition to this project. The Commission will consider these comments in determining the appropriate action to be taken, but the filing of a comment alone will not serve to make the filer a party to the proceeding. The Commission's rules require that persons filing comments in opposition to the project provide copies of their protests only to the party or parties directly involved in the protest. Persons who wish to comment only on the environmental review of this project should submit an original and two copies of their comments to the Secretary of the Commission. Environmental commentors will be placed on the Commission's environmental mailing list, will receive copies of the environmental documents, and will be notified of meetings associated with the Commission's environmental review process. Environmental commentors will not be required to serve copies of filed documents on all other parties. However, the non-party commentors will not receive copies of all documents filed by other parties or issued by the Commission (except for the mailing of environmental documents issued by the Commission) and will not have the right to seek court review of the Commission's final order. The Commission strongly encourages electronic filings of comments, protests and interventions in lieu of paper using the "eFiling" link at httw:l/wwweferc..gov. Persons 20180319-3010 FERC PDF (Unofficial) 03/19/2018 Docket No. CP18-103-000 3 unable to file electronically should submit an original and 5 copies of the protest or intervention to the Federal Energy regulatory Commission, 888 First Street, NE, Washington, DC 20426. Comment Date: 5: pm Eastern Time on April 9, 2018. Kimberly D. Bose, Secretary. TALLGRASS ENERCY PARTNERS March 12, 2018 Re: Landowner Notification Dear Kim Ogle: Cheyenne Connector, LLC ("Cheyenne Connector") filed with the Federal Energy Regulatory Commission ("FERC") on March 2, 2018 in Docket No. CP 18-102-000 an application requesting, among other things, authorization to construct, own and operate a new natural gas pipeline system consisting of approximately 70 miles of 36 -inch pipeline, four receipt meters and one delivery meter all located in Weld County, Colorado. The project is referred to as the "Cheyenne Connector Pipeline Project". The purpose of this notification is to make those landowners whose properties are located on the right-of-way of the proposed pipeline and meters aware of Cheyenne Connector's planned activities in order that they may have sufficient opportunity to participate in the FERC's regulatory process. Who is Cheyenne Connector? Cheyenne Connector, a Delaware limited liability company that is an indirect wholly -owned subsidiary of Tallgrass Energy Partners, LP ("Tallgrass Energy"). Cheyenne Connector and its subsidiaries will construct, own, and operate the Cheyenne Connector Pipeline. Cheyenne Connector currently does not own any pipeline facilities, nor is it currently engaged in any natural gas transportation operations. Upon acceptance of the certificate authority sought in Docket No. CP 18-102-000 and the commencement of service authorized thereunder, Cheyenne Connector will be subject to the FERC's jurisdiction under the Natural Gas Act as a "natural-gas company". What is the purpose of the project, what facilities arc proposed and what is the planned schedule for construction? The purpose of the project is to construct the pipeline and metering facilities to enable Cheyenne Connector to transport up to 600,000 Dth/d of natural gas from producers in the Rocky Mountains (specifically the Denver-Julesburg Basin) to an interconnect at the Cheyenne Hub, located in Weld County, Colorado for further transportation by Rockies Express Pipeline I,I,C and/or other pipelines. A map depicting the location of the Cheyenne Connector Pipeline Project facilities is enclosed. 370 Van Gordon Street Lakewood, CO 80228-1519 303.763.2950 The facilities proposed to be constructed arc described below: Mainline Pipeline: Approximately 70 miles of 36" O.D. pipeline commencing from the Anadarko Processing Plant in Section 14, Township 2 North, Range 66 West, Weld County, Colorado, extending northward to the Cheyenne Hub in Section 5, Township 11 North, Range 66 West, Weld County, Colorado. Receipt Meter Stations: 1. Anadarko Lancaster Interconnect Meter Station — Install an interconnect and measurement facility, with appurtenances, located in Section 14, Township 2 North, Range 66 West, Weld County, Colorado. 2. Anadarko Latham Interconnect Meter Station - Install an interconnect and measurement facility, with appurtenances, located in Section 2, Township 3 North, Range 66 West, Weld County, Colorado. 3. DCP Mewbourn Interconnect Meter Station - Install an interconnect and measurement facility, with appurtenances, located in Section 2, Township 3 North, Range 66 West, Weld County, Colorado. 4. DCP O'Connor Interconnect Meter Station and Connecting Pipeline - Install an interconnect and measurement facility, with appurtenances, and approximately 0.70 miles of 24 -inch pipeline to connect DCP's O'Connor Plant located in Section 31, Township 5 North, Range 64 West, Weld County, Colorado. Delivery Meter Station: 1. Connector Interconnect Meter Station — Install an interconnect and measurement facility, with appurtenances, at the Cheyenne Hub located in Section 5, Township 11 North, Range 66 West, Weld County, Colorado. Ancillary Facilities: In addition to the facilities described above for which certificate authorization is requested, Cheyenne Connector will construct, own and operate, under the authority of Section 2.55(a) of the FERC's regulations, three mainline block valve sets, as well as in -line inspection facilities (i.e., pig launching and receiving equipment). Regulatory "Timetable: Cheyenne Connector has requested the issuance of a final order from the FERC granting the authorization for the above described facilities by February 28, 2019. This approval schedule will enable Cheyenne Connector to meet an in-service date of October 1, 2019. 2 What will Cheyenne Connector require from me? A representative of Cheyenne Connector will personally contact all landowners that are directly impacted or adjacent to these sites to discuss the proposed construction of the facilities. Representatives will also discuss, with all landowners directly impacted by the proposed project, payment for any damages, construction and restoration methods that will be utilized on affected property, as well as specific concerns you may have. If at any time you have questions or concerns about the project you may contact Mr. Shawn Bates, Senior Agent of Right -of -Way, by telephone at 1-855-288-3997 or by email at AskCheyenneConnector@tallgrassenergylp.com. What arc my rights? A pamphlet prepared by the FERC entitled: "An Interstate Natural Gas Facility on My Land? What Do I Need to Know?" is enclosed. "Phis pamphlet contains information about the FERC's regulatory process and includes information on how you can participate in the regulatory review process. In addition, a copy of the FERC's notice of the proposed project as published in the Federal Register is also enclosed. This notice specifically states the docket number and date by which timely motions to intervene are due. The notice, together with the FERC's pamphlet mentioned above, also contains information on how to intervene or comment in the FERC's proceedings. Please refer to the docket number when seeking information from the FERC about this project. The docket number is also required to access the project on the FERC's website at help://www.terc.gov under the "eLibrary" link. As stated above, your property is either on the pipeline right-of-way for this project or adjacent to this right-of-way. We desire to obtain any necessary land rights from you through mutual agreement. In the vast majority of cases, Cheyenne Connector has been able to work cooperatively in the acquisition of necessary land rights through mutual negotiations. The FERC's landowner notification rules require Cheyenne Connector to inform landowners of certain rights the pipeline would have if the project were to be approved by the FERC, including a discussion of pertinent eminent domain procedures. In the event Cheyenne Connector was unable to reach agreement with you for the property rights necessary for the project, Cheyenne Connector would be authorized, upon receipt of a certificate order from the FERC, to initiate proceedings under state or federal eminent domain procedures to secure the property rights to construct the expansion facilities as approved by the FERC. The rights of property owners in eminent domain proceedings may include, but not be limited to, the right to challenge the nature and extent of the proposed taking and the right to have your property value determined by a judicial body following a hearing in which you may participate. Enclosed is a brief summary of the eminent domain law for the state in which the affected property is located. 3 Where is a copy of Cheyenne Connector's application available? An electronic copy of Cheyenne Connector's application filed with the FERC is available at the FERC's website and an electronic copy is available for review at the following public library: Weld County, CO High Plains Library District 2650 W. 29th Street Greeley, CO 80631 Cheyenne Connector is committed to working with you on this project. You can expect information from us as the project progresses. Again, if you have any questions or concerns about the project, please do not hesitate to call Mr. Sears at the phone number provided above. Very truly yours, ra5. Shawn Bates Senior Agent Land & Right of Way Enclosures Project Map Federal Registration Notice Federal Energy Regulatory Commission "What Do I Need to Know?" Pamphlet Eminent Domain Law in Colorado 4 Cheyenne Connector, LLC Cheyenne Connector Pipeline Project TALLGRASS4 ENERGY Wyoming Its i Vi? f ri aosaamSomalalge _ REX Cheyenne Hub Fort Collins' iar/tai A a), Cheyenne Meter -Delivery Bo 111d? om Longmont O Greeley O'Connor Meter -Receipt Mewbourn Meter -Receipt Latham Meter -Receipt [Lancaster Meter -Receipt Colorado c13 L C, Cheyenne Connector Cheyenne Connector Delivery Cheyenne Connector Receipt REX Cheyenne Hub Rockies Express Pipeline File: CC_System Map_A_v118a mxd 20180319-3008 FERC PDF (Unofficial) 03/19/2018 UNITED STATES OF AMERICA FEDERAL ENERGY REGULATORY COMMISSION Cheyenne Connector, LLC Docket No. CP 18-102-000 NOTICE OF APPLICATION (March 19, 2018) On March 5, 2018, Cheyenne Connector, LLC (Cheyenne Connector), 370 Van Gordon Street, Lakewood, Colorado 80228, filed an application pursuant to section 7(c) of the Natural Gas Act (NGA) and Part 157 of the Federal Energy Regulatory Commission's (Commission) regulations seeking: (1) a certificate of public convenience and necessity authorizing Cheyenne Connector to construct, own and operate a new natural gas pipeline system consisting of approximately 70 miles of 36 -inch -diameter pipeline, four receipt meters and one delivery meter all located in Weld County, Colorado; (2) a blanket certificates authorizing Cheyenne Connector to engage in certain self -implementing routine activities pursuant to blanket certificate authority under Part 157, Subpart F of the Commission's regulations; and (3) a blanket certificate to transport natural gas on an open -access and self -implementing basis under Part 284, Subpart G of the Commission's regulations, all as more fully set forth in the application, which is open to the public for inspection. The filing may also be viewed on the web at \s-ww,fere..go using the "eLibrary" link. Enter the docket number excluding the last three digits in the docket number field to access the document. For assistance, contact FERC at FERCOnlincSupportci_ferc.guv or call toll -free, (866) 208-3676 or TTY, (202) 502-8659. Any questions regarding Cheyenne Connector's application should be directed to David Haag, Vice President and Chief Compliance Officer, Cheyenne Connector, LLC, 370 Van Gordon Street, Lakewood, Colorado 80228-1519, or phone (303) 763-3258 or by e-mail david.haagt&tatigrassenergylp.com. Specifically, Cheyenne Connector states that upon construction of the proposed facilities, Cheyenne Connector will be able to transport up to 600,000 dekatherms per day of natural gas from producers in the Rocky Mountains to an interconnect at the Cheyenne Hub, located in Weld County, Colorado for further transportation by Rockies Express Pipeline LLC (Rockies Express) and/or other pipelines. In conjunction with this filing, Rockies Express filed an application under Docket No. CP18-103-000 to construct and operate certain booster compression units and ancillary facilities at the Cheyenne Hub, in Weld County, Colorado to provide new hub service allowing for firm receipts and deliveries between Rockies Express and other interconnected pipelines at the Cheyenne Hub. 20180319-3008 FERC PDF (Unofficial) 03/19/2018 Docket No. CP18-102-000 2 Pursuant to Section 157.9 of the Commission's rules, 18 CFR 157.9, within 90 days of this Notice the Commission staff will either: complete its environmental assessment (EA) and place it into the Commission's public record (eLibrary) for this proceeding, or issue a Notice of Schedule for Environmental Review. If a Notice of Schedule for Environmental Review is issued, it will indicate, among other milestones, the anticipated date for the Commission staffs issuance of the EA for this proposal. The filing of the EA in the Commission's public record for this proceeding or the issuance of a Notice of Schedule for Environmental Review will serve to notify federal and state agencies of the timing for the completion of all necessary reviews, and the subsequent need to complete all federal authorizations within 90 days of the date of issuance of the Commission staffs EA. There are two ways to become involved in the Commission's review of this project. First, any person wishing to obtain legal status by becoming a party to the proceedings for this project should, on or before the comment date stated below file with the Federal Energy Regulatory Commission, 888 First Street, NE, Washington, DC 20426, a motion to intervene in accordance with the requirements of the Commission's Rules of Practice and Procedure (18 CFR 385.214 or 385.211) and the Regulations under the NGA (18 CFR 157.10). A person obtaining party status will be placed on the service list maintained by the Secretary of the Commission and will receive copies of all documents filed by the applicant and by all other parties. A party must submit 7 copies of filings made in the proceeding with the Commission and must mail a copy to the applicant and to every other party. Only parties to the proceeding can ask for court review of Commission orders in the proceeding. However, a person does not have to intervene in order to have comments considered. The second way to participate is by filing with the Secretary of the Commission, as soon as possible, an original and two copies of comments in support of or in opposition to this project. The Commission will consider these comments in determining the appropriate action to be taken, but the filing of a comment alone will not serve to make the filer a party to the proceeding. The Commission's rules require that persons filing comments in opposition to the project provide copies of their protests only to the party or parties directly involved in the protest. Persons who wish to comment only on the environmental review of this project should submit an original and two copies of their comments to the Secretary of the Commission. Environmental commentors will be placed on the Commission's environmental mailing list, will receive copies of the environmental documents, and will be notified of meetings associated with the Commission's environmental review process. Environmental commentors will not be required to serve copies of filed documents on all other parties. However, the non-party commentors will not receive copies of all documents filed by other parties or issued by the Commission (except for the mailing of 20180319-3008 FERC PDF (Unofficial) 03/19/2018 Docket No. CP 18-102-000 3 environmental documents issued by the Commission) and will not have the right to seek court review of the Commission's final order. The Commission strongly encourages electronic filings of comments, protests and interventions in lieu of paper using the "eFiling" link at littp://www.ferc.4c .. Persons unable to file electronically should submit an original and 5 copies of the protest or intervention to the Federal Energy regulatory Commission, 888 First Street, NE, Washington, DC 20426. Comment Date: 5:00 pm Eastern time on April 9, 2018. Kimberly D. Bose, Secretary. TALLGRASSEA ENERGY February 28, 2018 Sandy Vana-Miller U.S. Fish and Wildlife Service Colorado Field Office P.O. Box 25486 — Denver Federal Center Denver, Colorado 80225-0486 Re: USFWS Section 7 — Cheyenne Connector Pipeline Project Dear Ms. Vana-Miller: SWCA ENVIRONMENTAL CONSULTANTS Sound Science Creative Solutions? Cheyenne Connector, LLC, a wholly -owned subsidiary of Tallgrass MLP Operations, LLC (Cheyenne Connector), proposes to construct, operate, and maintain approximately 70 miles of 36 -inch diameter pipeline and five meter and regulating stations for the Cheyenne Connector Pipeline Project (Project) in Weld County, Colorado. On behalf of Cheyenne Connector, SWCA Environmental Consultants (SWCA) conducted biological surveys from October of 2017 through early February of 2018 to document general habitat, vegetation communities, wildlife, and suitability of habitat for federally listed species within a 250 -foot -wide corridor for the proposed pipeline and 100 -foot -wide corridor for access roads (survey area). The meter and regulating stations and some of the additional temporary work spaces (ATWSs) fell outside the 250' corridor and were included as additional survey areas. In addition, biologists used binoculars from public roadways to survey raptor nesting habitat within 0.5 mile of the project area. Construction activities for the entire Project would result in the temporary disturbance to 594.7 acres of wildlife habitat. The 125 -foot pipeline ROW (50 -foot -wide corridor for the permanent easement, and 75 -foot corridor for the temporary workspace, with 15 feet on the spoils side and 60 feet on the working side) consists of 411.34 acres that would be reclaimed; returned to use by wildlife; and maintained as grassland, prairie, or agricultural lands. Construction of the Lancaster, Latham, Mewbourn, O'Connor, and Connector Meter and Regulating Stations; O'Connor Pig Receiver, permanent access roads; and the three MLVs would result in the permanent conversion of potential habitat to industrial locations. These locations combined account for 8.4 acres of surface disturbance. Project construction is planned to begin in April 2019 and be completed by November 2019. The Federal Energy Regulatory Commission (FERC) may authorize this undertaking under Section 7(c) of the Natural Gas Act. ESA Section 7 Consultation and the Designated Non -Federal Representative The FERC, which is responsible for regulating interstate natural gas pipelines, requires that applicants (e.g., Cheyenne Connector) provide strong evidence of agency interaction and coordination as part of their filing for Certificates of Public Convenience and Necessity under Section 7(c) of the Natural Gas Act (NGA). According to FERC Regulations Implementing the National Environmental Policy Act (18 Code of Federal Regulations 380.13(b)(1), the project sponsor is designated as the FERC's non -Federal representative for purposes of informal consultations with the U.S. Fish and Wildlife Service (Service) and the National Marine Fisheries Service (NMFS) under the Endangered Species Act (ESA) of 1973, as amended." As the FERC's designated non -Federal representative for this Project, Cheyenne Connector is requesting informal consultation pursuant to Section 7 of the ESA (16 United States Code 1531-1544), as amended. Copies of all correspondence between the Service and Cheyenne Connector and SWCA will be forwarded to the FERC as part of the Section 7 consultation process. Section 7 Letter - Cheyenne Connector Pipeline Project Project Area Description The Project area is located in the Colorado Piedmont, a geographical province characterized by relatively flat topography where the Great Plains transition to the foothills of the Colorado Front Range. Natural and introduced vegetation in the project area can be characterized by using eight GAP Land Cover Systems: Invasive Annual Grassland, Invasive Perennial Grassland, Western Great Plains Cliff and Outcrop, Western Great Plains Floodplain, Western Great Plains Foothill and Piedmont Grassland, Western Great Plains Riparian Woodland and Shrubland, Western Great Plains Sandhill Steppe, and Western Great Plains Shortgrass Prairie. Other ecological systems found in the Project area include cropland, undeveloped, developed, and open water. Oil and gas infrastructure is prominent in the region. SWCA identified 1 1 1 waterbodies within the Project area, including Platte Valley Canal, Evans Ditch, Unnamed Ditch, Gilmore Canal #1, Neres Canal, Gilmore Canal #2, Plum Ditch, South Platte River, Ogilvy Ditch, Lonetree Creek, Greeley Number 2 Canal, an unnamed farm pond, Eaton Ditch, Eaton Ditch #2, and Eaton Ditch #3. Of the 111 waterbodies identified in the survey area, 71 would be crossed by proposed Project features. Of these 71 waterbodies crossed by the Project, 22 would be avoided by HDD, 23 would be avoided by conventional bore, and 26 waterbodies would be temporarily impacted by the open -cut construction method. In addition, SWCA identified 63 features as containing wetland vegetation, soils, and hydrology. Of these 63 wetlands identified in the survey area, 49 are within the Project footprint. Of the 49, 25 would be avoided by HDD or conventional bore, and 24 would be temporarily disturbed by the proposed Cheyenne Connector Pipeline ROW or ATWSs. The complete results of the wetland and waterbody delineation are detailed under separate cover in the Cheyenne Connector Aquatic Resources Inventory Report'. Threatened and Endangered Species Review SWCA reviewed the list of threatened and endangered species for Weld County and evaluated their potential to occur in the Project area (Table 1). Details are provided in the enclosed biological survey report. Table 1. Federal Threatened and Endangered Species for Weld County and Their Potential to Occur in the Survey Area Common Name (Scientific Name) Status Potential to Occur within Survey Area Mammals Black -footed ferret (Mustela nignpes) Endangered None. The species is extirpated in eastern Colorado. and no known populations occur in Weld County. Preble's meadow jumping mouse Threatened (Zapus hudsonius prebler) Birds The species is unlikely to occur in the Project area. The Project area is outside the species' occupied range and lacks suitable riparian/upland habitat. Least tern (Sterna ant/Hamm) Endangered The species is unlikely to occur in the Project area and is a very rare visitor to northern Colorado. The Project poses no depletions to the South Platte River. Mexican spotted owl (Strix occidentalis lucida) Threatened None. The survey area lacks suitable forested habitat. Piping plover (Charadrius melodus) Whooping crane (Grus americana) Threatened Endangered The species is unlikely to occur in the Project area and is a very rare migrant in northern Colorado. The Project poses no depletions to the South Platte River. The species is unlikely to occur in the Project area. The Project area is outside the species' expected range, and the project poses no depletions to the South Platte River. ' SWCA Environmental Consultants. 2018. Cheyenne Connector Aquatic Resources Inventory Report. Denver, Colorado: SWCA Environmental Consultants. 2 Section 7 Letter - Cheyenne Connector Pipeline Project Common Name (Scientific Name) Status Potential to Occur within Survey Area Fish Pallid sturgeon (Scaphirhynchus albus) Endangered None. The Project area lacks suitable habitat and is outside this species' range. The Project poses no depletions to the South Platte River. Plants Colorado butterfly plant (Guara neomexicana spp coloradensis) Threatened The species is unlikely to occur in the Project area. Suitable habitat exists within wetlands WL057. WL058. WL059. Ute ladies -tresses (Spiranthes diluvralis) The species is unlikely to occur in the Project area. Suitable habitat occurs within wetlands Threatened (WET010, WET011. WET013. and WET032 but is outside of the known range of the species. Western prairie fringed orchid (Platanthera praeclara) Threatened None. No populations exist in Colorado. The Project poses no depletions to the South Platte River The Project is outside the mapped overall range and occupied range boundaries for Preble's meadow jumping mouse (CPW 2016) and contains no suitable riparian/upland habitat to support this species. No effect to Preble's meadow jumping mouse is expected as a result of the Project. No forested habitat for Mexican spotted owl is in the Project area or vicinity; therefore, no effect to the species is anticipated. Pallid sturgeon (Scaphirhynchus albus), western prairie fringed orchid (Platanthera praeclara), whooping crane (Grits americana), least tern (Sterna antillarum), and piping plover (Charadrius melodus) are listed for Weld County since water depletions may affect the species and/or critical habitat in downstream, out-of-state reaches of the South Platte River. As no depletions of the South Platte River are expected as a result of the Project, the project will have no effect on pallid sturgeon or western fringed orchid. Although unlikely, there is potential for whooping crane (Grus americana), least tern (Sterna antillarum), and piping plover (Charadrius melodus) to occur within the survey area because of the close proximity of several ponds and reservoirs, including Milton Reservoir.However, these species are very rare visitors to Weld County and are unlikely to occur. Birds that would potentially inhabit the Project area could easily occupy other portions of their foraging ranges. The survey area is outside the known range for Ute ladies' -tresses (Spiranthes diluvialis) and Colorado butterfly plant (Guara neomexicana spp. coloradensis). SWCA identified suitable habitat for these species within the survey area. Although it is unlikely these species occur in the survey area, surveys will be conducted for these species in accordance with survey protocols during their flowering time (July — August). Effect Determinations for Listed Species The project would have no effect on black -footed ferret, Preble's meadow jumping mouse or Mexican spotted owl, since these species are not expected to occur in the Project area due to lack of suitable habitat. The project may affect, but is not likely to adversely affect whooping crane, least tern, and piping plover. These species have potential to occur in the Project area during migration because of the close proximity of several ponds and Milton Reservoir to the survey area. However, these species are rare visitors to Weld County and are unlikely to occur as residents or nesting pairs. The project may affect, but is not likely to adversely affect Colorado butterfly plant and Ute Ladies' -tresses. SWCA identified suitable habitat for these species at seven wetlands that intersect the survey area and species - specific surveys would take place during the flowering periods for each species (July through August) prior construction. 3 Section 7 Letter - Cheyenne Connector Pipeline Project No critical habitat for federally listed species has been designated within the survey area. Construction Best Management Practices and Mitigation Measures Several best management practice plans would be used during Project construction to minimize potentially adverse environmental effects to vegetation and wildlife as a result of construction. These include a Spill Prevention and Response Plan; FERC's Upland Erosion Control, Revegetation, and Maintenance Plan; FERC's Wetland and Waterbody Construction and Mitigation Procedures; and any other plans resulting from the permitting process. Additionally, Cheyenne Connector would implement and adhere to an Environmental Compliance Inspection Program. Environmental inspectors would be on -site to ensure that workers remain within approved work areas and to oversee compliance with federal and state regulations, permit requirements, and other agency guidelines. Areas of inspection would include soil erosion and sediment control, protection of plant and wildlife resources, protection of cultural resources. fire protection, and hazardous materials handling. During Construction Consultation During project construction, the addition of a new construction workspaces, referred to as a "variance" from the original scope of work, may be necessary. If any project variances fall outside the Project survey area, Cheyenne Connector would consult with the Service again before proceeding. Additional Agency Review of Biological Resources (Migratory Birds and Raptors) To identify, avoid, and minimize impacts to migratory birds and raptors, Cheyenne Connector, has developed a project -specific Proposed Migratory Bird Treaty Act (MBTA) Conservation Plan, Cheyenne Connector Pipeline Project2. During the 2017 surveys, SWCA recorded 27 raptor nests of undetermined species within 0.5 mile of the Project area. SWCA found no other migratory bird nests within the Project area. Four bald eagle nests, one of which was active, were identified within 0.5 mile of the proposed Project area. An aerial survey will be conducted in April of 2018 to determine nest type and status (active vs. inactive) and locate any new nest structures for the 2018 nesting period. Prior to construction in 2019, surveys will be conducted within suitable nesting habitat for raptors and migratory birds to identify and avoid impacts to nesting birds. This information will be incorporated into the nest survey planning and mitigation design for potentially active eagle and raptor nests in the project area during construction activities in 2019. The degree of impacts to eagles depends on factors such as activity visibility, duration, and noise levels; the extent of the area affected by the activity; the prior experience of area eagles with humans; and the tolerance of any given individual nesting pair. The primary risk for a potential take during construction of this project are in nesting habitat for grassland ground -nesting species during initial clearing of the right-of-way and disturbance of nesting raptors in adjacent land parcels within the nest buffer avoidance areas. To evaluate the risk for ground -nesting species and to help plan for the pre -construction survey effort required to comply with this plan, SWCA evaluated the current land use during field surveys in 2017. SWCA differentiated the land use types of native grassland or current rangeland management for pasture raised livestock from land use defined by consistent, active agricultural crop rotations where the activities associated with clearing, planting, spraying, and harvesting these parcels would greatly reduce the potential for nesting migratory birds present during construction. Based on this assessment, SWCA identified approximately 45 miles of the pipeline construction right-of-way with rangeland/native prairie which is potential migratory bird habitat. In these areas, SWCA proposes preconstruction migratory bird surveys. Note the remaining 25 miles of actively cultivated fields and developed areas are not planned to be included in 2 SWCA Environmental Consultants. 2018. Proposed Migratory Bird Treaty Act (MBTA) Conservation Plan, Cheyenne Connector Pipeline Project. Denver, Colorado: SWCA Environmental Consultants. 4 Section 7 Letter - Cheyenne Connector Pipeline Project preconstruction surveys but will be evaluated prior to construction to determine habitat suitability due to changes in land use types between permitting and implementation phases of this project. Cheyenne Connector would adhere to Colorado Parks and Wildlife —recommended spatial buffers. In some cases, natural barriers, such as topography or vegetation, between the nest and a proposed activity area may minimize impacts and allow for modification of the protective spatial buffer for that nest. If construction is scheduled to occur within the buffer, the nest would be monitored for signs of disturbance (e.g., calling, agitation, frequent movement on and off nest). If disturbance is observed, work near the nest would stop and Cheyenne Connector would contact the appropriate Service field office for further guidance. Request for Concurrence Please review the information provided in this letter and the enclosed biological survey report. At this time, we request a written concurrence of findings. Should you disagree with this determination or require additional information, please contact Chad Baker with SWCA at (303) 468-6901 or email cbaker@swca.com. Please send all correspondence to: Chad Baker Natural Resources Program Director SWCA Environmental Consultants 295 Interlocken Blvd., Suite 300 Broomfield, Colorado 80021 Thank you in advance for your prompt response to this request. Sincerely, Rachel Garrison Cheyenne Connector, LLC, a wholly -owned subsidiary of Tallgrass MLP Operations, LLC Enclosures: Biological Survey Report Migratory Bird Treaty Act (MBTA) Conservation Plan, Cheyenne Connector Pipeline Project Cc: Rachel Garrison Senior Environmental Project Specialist Cheyenne Connector, LLC c/o Tallgrass Energy 370 Van Gordon Street Lakewood, Colorado 80228 5 TALLGRASSEA SWCA ENERGY February 26, 2018 ENVIRONMENTAL CONSULTANTS Edward Jakaitis Section 106 Compliance Manager Office of Archaeology and Historic Preservation 1560 Broadway, Suite 400 Denver, Colorado 80202 RE: Cheyenne Connector Pipeline Project, Weld County, Colorado Dear Mr. Jakaitis: Cheyenne Connector, LLC, an indirect, wholly owned subsidiary of Tallgrass MLP Operations, LLC (Cheyenne Connector), is proposing to construct, install, own, operate, and maintain certain facilities located in Weld County, Colorado, which comprise the Cheyenne Connector Pipeline Project (Project). The Project is regulated by the Federal Energy Regulatory Comm ission (FERC), and the FERC is the lead federal agency on this undertaking. The Project would include a new pipeline, with appurtenances, and five meter and regulating stations. Specifically, Cheyenne Connector proposes to construct approximately 70 miles of 36 -inch -diameter steel pipeline that will transport natural gas from the proposed new Lancaster Meter and Regulating station in Section 14, Township 2 North, Range 66 West, traversing generally north and northwest, and terminating in the proposed new Connector Meter and Regulating station within the existing REX Cheyenne Hub facility in Section 5, Township 11 North, Range 66 West. Current land use in the Project vicinity includes agriculture, grazing, and previous oil and gas development. Cheyenne Connector plans to file their 7(c) Application with the FERC in March 2018. Following approval by the FERC, construction is expected to commence in April 2019 and proceed through October 2019. For the proposed Project, Cheyenne Connector requests authorization in support of its application to the FERC pursuant to Section 7(c) of the Natural Gas Act and Part 157, Subpart A, for an order approving applications for certificates of Public Convenience and Necessity. Section 106 of the National Historic Preservation Act (NHPA) requires federal agencies to take into account the effects of their undertakings on historic properties and to afford the Advisory Council on Historic Preservation a reasonable opportunity to comment on the undertaking. To help the FERC evaluate the potential effects on historic properties that may result from the proposed Project, Cheyenne Connector contracted SWCA Environmental Consultants (SWCA) to conduct a cultural resource inventory for the proposed Project. The results of the inventory are presented in the enclosed report titled Class III Cultural Resource Inventory for the Proposed Cheyenne Connector Pipeline Project, Weld County, Colorado. On behalf of Cheyenne Connector, SWCA conducted an intensive Phase I cultural resource survey for the proposed Project. SWCA recorded 141 cultural resources as a result of this survey. These include 98 newly recorded segments of 79 historic linear sites (36 previously recorded linear sites, 43 newly recorded linear sites), 13 previously recorded non-linear sites, eight newly recorded non-linear sites, and 22 newly recorded 1Fs. The linear sites include 44 county roads, four highways. I 1 historic side roads, two railroads, 17 irrigation ditches, and one transmission line. Non-linear sites include 10 historic sites (seven homesteads/farmsteads/habitation, one field Ed Jakaitis February 26, 2018 Page 2 irrigation system, and two trash scatters), eight prehistoric sites (four open camps, two open lithic scatters, and two stone circle/cairn sites), and three multicomponent sites (one prehistoric open camp and historic farmstead, one prehistoric open camp and historic trash dump, and one prehistoric open lithic scatter and historic trash dump). Of the ten non-linear sites, nine historic sites are recommended not eligible for inclusion in the National Register of Historic Places (NRHP) and one historic site (5WL4803) is recommended eligible. Of the eight prehistoric sites, two sites (5WL650/5WL5974 and 5WL1683) are recommended to be eligible for inclusion in the NRHP, and the remaining six sites are recommended not eligible. All three of the multicomponent sites are recommended not eligible. Linear resources that have not been recorded in their entirety and have not had a formal determination of NRHP eligibility are treated as eligible for the NRHP for the purposes of the Section 106 review. Of the 79 linear sites crossed by the Project, 75 are either eligible or needs data and four are recommended not eligible in their entirety. As the Project is currently designed, all of the supporting segments of linear sites will be crossed using standard bore or horizontal directional drilling (HDD)/bore technology; thus, there «i I I he no adverse effect to these sites. Overall, three non-linear sites are recommended eligible for inclusion in the NRHP (5WL650/5WL5974, 5WL1683, and 5WL4803). As currently designed, the Project will not impact portions the sites that contribute to the overall site eligibility. Finally, two sites that SWCA recommends as not eligible (5WL651 and 5WL8281) are types that may retain cultural importance to Native American tribes traditionally associated with the region; as currently designed, impacts to these two sites will be avoided by the Project. The 22 isolated finds are all recommended to be not eligible for inclusion in the NRHP. As currently designed, the proposed Project will not impact any supporting segments of eligible linear resources or contributing portions of eligible non-linear resources; therefore, the undertaking will result in no historic properties affected. Additionally, as currently designed, the proposed Project will result in no historic properties affected. The proposed Project is recommended to proceed with no further work related to cultural resources. On behalf of the FERC, Cheyenne Connector respectfully asks that you initiate the NHPA Section 106 review by reading SWCA's survey report and providing comments regarding the recommendation that no historic properties will be affected by the proposed activities. On behalf of Cheyenne Connector, SWCA initiated consultation with the following Native American tribes, asking each tribe to comment on the undertaking and to identify any potential traditional cultural properties that may be affected: Apache Tribe of Oklahoma; Cheyenne and Arapaho Tribes, Oklahoma; Cheyenne River Sioux Tribe of the Cheyenne Reservation; Comanche Nation of Oklahoma; Crow Creek Sioux Tribe of the Crow Creek Reservation; Fort Sill Apache Tribe; Kiowa Tribe of Oklahoma; Northern Arapaho Tribe; Northern Cheyenne Tribe; Oglala Sioux Tribe; Rosebud Sioux Tribe; Southern Ute Indian Tribe; Standing Rock Sioux Tribe of North & South Dakota; Ute Indian Tribe; and Ute Mountain Ute Tribe. Ed Jakaitis February 26. 2018 Page 3 If you have any questions, please contact Sarah Jennings by telephone at 720.249.3446 or via email at sarahjennings@swca.com. Respectfully submitted, Sarah Jennings Principal Investigator, Archaeologist SWCA Environmental Consultants 295 Interlocken Blvd., Suite 300 Broomfield, Colorado 80021 CONCUR. Edward Jakaitis Section 106 Compliance Manager Date cc: Rachel Garrison Sr. Environmental Project Specialist Cheyenne Connector, LLC c/o Tallgrass Energy 370 Van Gordon Street Lakewood, Colorado 80228 Hello