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Home My WebLink About20250248.tiffecA Minor Subdivision Final Plan (MINE) Application Planning Department Use: Date Received: Amount $ Case # Assigned: Application Received By: Planner Assigned: Parcel # 1 0 5 7 1 1 4 0 0 0 0 2 Parcel # (12 -digit number — found on Tax I.D. information, obtainable at the Weld County Assessor's map found at www.weld.gov) Legal Description LOT B RECORDED EXEMPTION RE -4059 Section 1 1 , Township 4 North, Range 66 West Proposed Subdivision Name: BAKER SUBDIVISION Total Acreage: 77.3 Proposed #/Lots 5 Average / Minimum / Maximum Lot Size:15.5 / 5 / 35 Is a Change of Zone associated with the Minor Subdivision: Yes, prior to: Yes, concurrent: No: X SERVICE PROVIDER: CENTRAL WELD WATER Water: Sewer/Septic: Gas: Electric: Post Office: PRIVATE PROPANE XCEL LASALLE PROPERTY OWNER(S) (Attach additional sheets if necessary) Name: DAN BAKER Company: Phone #: Address: 970-396-4276 Email: 32776 VISTA LAKE ROAD dansgarage@what-wire.com City/State/Zip CogREELEY 80631 APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent) Name: Company: Phone #: Email: Address: City/State/Zip Code: I (We) request that the above described property be designated a Minor Subdivision Final Plan by the Weld County Board of County Commissioners. I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our) knowledge. All fee owners of the property must sign this application, or if an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included showing the signatory has the legal authority to sign for the corporation. Signature Date Signature Date Print Print 02/24 DEPARTMENTS OF PLANNING BUILDING, DEVELOPMENT REVIEW AND ENVIRONMENTAL HEALTH 1402 NORTH 17TH AVENUE PO BOX 758 GREELEY CO 80632 AUTHORIZATION FORM I fie), Dan Baker Eric Wernsman } , give permission to (Owner — please print) (Authorized Agent/Applicant—please print) to apply for any Planning, Building, Access, Gradingor oWTS permits on our behalf, for the property located at (address or parcel number) below: 105711400002 Legal Description: LOT B REC EXEMPT RE -4059 11 466 g p of Section , Township N, Range W Subdivision Name: Lot Block Property Owners Information: Address: 32776 VISTA LAKE RD Greeley CO 80631 Phone: 970-396-4276 E-mail: dansgarage©what-wire.com Authorized Agent/Applicant Contact Information: Address: PO Box 105 Lasalle CO 80645 Phone: 970-539-2656 E-mail: ejwerns25@gmail.com Correspondence to be sent to: Owner 0 Authorized Agent/Applicant Y A ent/A Q b : Mail f Email 9 Additional Info: Please email information to both owner and agent. I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this document, that the information stated above is true and correct to the best of my (our) knowledge. ist TS' AL Date /Z-Q4Q3 Owner Signature Owner Signature Date Subscribed and sworn to before me this 2- � day of 042-C-42- M\° , 20 2-3 by • My commission expires alliictSt � �- p 9,.-D 9. -Se 07/22 IC JULIAN ARAGON NOTARY PUBLIC STATE OF COLORADO NOTARY ID 20214032173 1MY COMMISSION EXPIRES AUGUST 12, 2025 7 Minor Subdivision Final Plan (MINE) Questionnaire Answer the following questions per Section 24-5-60.C.6 of the Weld County Code. Please type on a separate sheet. 1. Explain the reason for the Minor Subdivision request. Dan would like to sell off part of the property. 2. Explain the reason of the proposed division layout. Lot 1 has a lease on it for a solar farm and they wanted that much property. Lot 2 is under contract to a oil and gas support company that wants close to 12 acres. Lot 3 is under contract to a outdoor storage facility that wants 5 acres. Dan Baker will retain ownership of Lot 4 and continue use is it is presently. Lot 5 is the remaining lot that will be for sale. 3. Describe the existing and proposed uses of the property. The majority of the property is now undeveloped. The eastern portion of the site will remain as a automotive repair facility. The proposed uses will be as follows. Lot 1 Solar Farm, Lot 2 Oil and Gas facility. Lot 3 will be an outdoor storage facility. Lot 4 will remain as an automotive repair facility. Lot 5 future use is unknown at this time. 4. Describe the existing and proposed potable water source. Water taps have been purchased for all of the lots. Please see the tap purchase receipt from Central Weld included in the application. 5. Describe the existing and proposed sewage disposal system. Each lot will have a engineered septic system Lot 4 currently has a septic on site 6. Describe existing and proposed improvements. The existing improvements include the auto repair facility on the eastern side of the site. The proposed improvements include a paved access road off of CR 46 that all lots will be able to access. A water line will also be provided that will attach to an existing main in CR 35 and CR 46. 7. Describe any existing and proposed easements and rights -of -way. There are existing oil and gas easements on the site. There will be a new 60' ROW for the new access road. We have been working with DCP/ Phillips 66 to get an acceptable road layout. 8. Describe the existing and proposed access to the site. There are multiple ag and oil and gas accesses on the site. The new access road on CR 46 will serve as the access for all lots. An emergency access could be provided through Lot 4 to the existing commercial access point so that emergency vehicles would not have to turn around. 9. Describe the current irrigation practices occurring on the site. The previous owner of the property sold the irrigation water off the site. 10. Describe the unique physical characteristics of the property, including, but not limited to, topography, water bodies, CRP lands, vegetation, floodplains, geohazard areas, MS4 and airport overlay district. This property is very flat and drains toward CR 46 which is higher than the site. A retention pond is planned for this reason. 11. Detail the location of any on -site oil and gas facilities, irrigation ditches/laterals, pipelines, overhead lines, railroads, etc. Provide the names and addresses of any owner or operator of any oil and gas facilities, irrigation ditches/laterals, pipelines, overhead lines, railroads, etc. There are multiple oil and gas wells and pipelines on the facility. The layout has considered all of them for the design. We have been working with the oil and gas companies to get an acceptable design. There is an irrigation ditch along the north side that is higher than this site and will not be affected by this subdivision. Xcel has provide a will serve letter it is unknown if they will be underground or overhead at this time. 02/24 9 FINAL DRAINAGE REPORT FOR BAKER SUBDIVISION MINF-#### PREPARED FOR: DANIEL BAKER 32776 VISTA LAKE RD GREELEY, CO 80631 DATE: September 13, 2024 CONSULTING ENGINEER: WERNSMAN ENGINEERING AND LAND DEVELOPMENT, LLC P.O. Box 105 LaSalle Weld County Drainage Code Certificate of Compliance Weld County Case Number: MINF-#### Parcel Number: 105711400002 Legal Description, Section/Township/Range: Date: September, 13, 2024 I Baker Subdivision, a subdivision located in Section 11, Township 4 North, Range 66 West of the 6th P.M., Weld County, Colorado Consultant Engineer for (Applicant), understand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description above. I have designed or reviewed the design for the proposed land use set for in the application. I hereby certify, on behalf of the applicant, that the design will meet all applicable drainage requirements of the Weld County Code with the exception of the variances) described on the attached exhibits. This certification is not a guarantee or warranty either expressed or implied. Engineer's Stamp: Engineer of Record Signature Variance Request (If Applicable) 1. Describe the hardship for which the variance is being requested. 2. List the design criteria of the Weld County Code of which a variance is being requested. 3. Describe the proposed alternative with engineering rationale which supports the intent of the Weld County Code. Demonstrate that granting of the variance will still adequately protect public health, safety, and general welfare and that there are no adverse impacts from stormwater runoff to the public rights -of -way and/or offsite properties as a result of the project. A variance is being requested to allow the use of a regional detention pond without an emergency spillway for the proposed subdivision given the site constraints and existing condition. Historically, the entire site has been in a depression between and irrigation lateral and County Roads 46 and 35 with no outfall available in the nearby area. As a result of this condition an existing retention pond has already been designed and constructed for a previous development on the East side of the subdivision. The intent is to place a retention pond in the middle of the subdivision for all lots, that meets county criteria so that all lots, and by doing so matches the existing drainage pattern. Per Section 8-11-100-B1 - Retention facilities are not allowed in Weld County without the issuance of a variance. Additionally, per Section 8-11-100-A6 - Each detention/retention pond shall contain an emergency spillway capable of conveying the peak 100 -year storm discharge draining into the detention/retention pond.The proposed retention pond will continue to function as the existing area has in the past and will not have any negative effects on any adjacent properties downstream or downstream infrastructure. Public Works Director/Designee Review (If Applicable) Public Works Director/Designee Name Date of Signature Comments: Signature Approved ❑ Denied Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I www.weldgov.com/departments/public_works/development_ review 08/02/2019 WE RNSMAN ENGINEERING AND LAND DEVELOPMENT LLC Eric Wernsman 16493 Essex Rd S Platteville CO 80651 September 12, 2024 Weld County Department of Public Work Development Review 1111 H Street Greeley, CO 80631 RE: Final Drainage Report for Baker Subdivision located Northwest of the WCR 46 and WCR 35 intersection in Weld County, Colorado. Parcel No. 105711400002 Weld County Case Number MINF-#### To Whom it May Concern, Wernsman Engineering and Land Development, LLC is pleased to submit this Final Drainage Report Please review this Final Drainage Report and Plan at your earliest convenience. We look forward to your comments and ultimate approval of the Drainage Report. Please feel free to contact me at (970) 539-2656 if you have additional questions. Sincerely, Wernsman Engineering and Land Development, LLC Eric Wernsman, P.E. TABLE OF CONTENTS SECTION I - GENERAL PROJECT LOCATION AND DESCRIPTION Page No. Location 1 Description of Property 1 SECTION II - DRAINAGE BASINS & SUB -BASINS Major Basin Description 1 Sub -Basin Description 2 SECTION III - DRAINAGE FACILITY DESIGN - PROPOSED CONDITIONS Regulations Development Criteria Reference and Constraints Hydrological Criteria Hydraulic Criteria Waiver/Variance Criteria Stormwater Quality Considerations SECTION IV - DRAINAGE FACILITY DESIGN General Concept Specific Details SECTION V - CONCLUSIONS SECTION VI - COMPLIANCE WITH STANDARDS SECTION VII - STORMWATER QUALITY SECTION VIII - EROSION AND SEDIMENT CONTROL SECTION IX - MAINTENANCE SECTION X - REFERENCES APPENDIX 3 3 3 4 4 4 5 5 5 5 5 6 7 9 10 I. General Location and Description A. Location The proposed site is located northwest of the WCR 46 and WCR 35 intersection in Weld County, Colorado. More particularly, it is situated in the northwest quarter of Section 11, Township 4 North, Range 66 West of the 6th Prime Meridian, Weld County, Colorado. The project is bounded by an Irrigation Lateral and agricultural land to the north and an existing agricultural field to the West. The East border is formed by Weld County Road 35, and the South border is formed by Weld County Road 46. The South Platte River is just over 2.5 miles North of the site. B. Description of Property The entire site consists of approximately 77.30 acres. Please note an area of 34.15 acres is used for the analysis because 12 acres on the East side of the site has previously been developed and designed to drain to a County approved Retention Pond and 35.10 acres will be a solar farm and will not require any retention/detention. Currently, most of the site is not being used and consists of native vegetation. The South Platte River is just over 2.5 miles North of the site is the only major basin near the site. According to the USDA Natural Resources Conservation Service's Web Soil Survey, the soil on this site consists of Vona Sandy Loam, and Nunn Loam. Most of soil is classified as being a Hydrologic Group "A". Per FIRM Panel No. 08123C 1730F, no portion of the site is in the 100-yr flood plain, see attached FIRMette. The site historically drains from North to South into existing low points within the property just North of County Road 46, where the rainfall will infiltrate into the surface. The proposed drainage pattern will match this condition, and any emergency overflow will have to infiltrate into the existing soils, as it did in the historic condition. This is a direct result of the entire property being below the County Roads and adjacent properties, to the East and South, as well as below the exiting irrigation lateral to the North. The proposed development consists of large industrial developments, a paved street to provide access and construction of a retention pond. The retention pond will be seeded/landscaped. II. Drainage Basins and Sub -Basins A. Major Basin Description The site is tributary to the South Platte River. The existing site falls doesn't within any known Major drainage Basins established by the county or surrounding cities. 1 Per FIRM Panel No. 08123C1730F, 173 0F, dated 11/30/2023, no portions of the site are in the 100 -year flood plain, see attached FIRMette. B. Sub -Basin Description The entire project site will be split into five main basins that will drain to the proposed on -site retention pond. An area of 34.15 acres is used for the analysis because 12 acres on the East side of the site has previously been developed and designed to drain to a County approved Retention Pond and 35.10 acres to the West will be a solar farm and will not require any retention/detention. The Site is represented by Basins SF -1, B-1, B-2, B-3, and B-4 and for the most part follows the existing drainage pattern toward the proposed retention pond. The Site features 12 acres to the East, which has been disregarded in the drainage analysis, as a county approved retention pond already exists for that developed area. Flows within the 12 acres basin will continue to drain to the existing on -site retention pond. Basin SF -1 is 35.1 -acres in size with a composite imperviousness of 2% as it will be developed into a solar farm. Per Weld County criteria, Basin SF -1 will not be required to have retention/detention and drainage patterns will remain the same in this basin. This basin will drain to an existing depression and in emergencies, will overflow to the proposed Retention Pond, located in the center of the site. Basin B-1 is 11.63 -acres in size with a composite imperviousness of 80% as it will be developed into an industrial site. This basin will drain to the proposed Retention Pond, located in the center of the site via proposed storm culverts under the proposed roadway. The Retention Pond will hold the onsite runoff and will not have any offsite runoff due to the existing conditions. Per Weld County criteria, the 80% imperviousness accounts for all improvements expected for industrial site developments. Basin B-2 is 2.89 -acres in size with a composite imperviousness of 65.70% as it will be developed into a public road. This basin will drain to the proposed Retention Pond, located in the center of the site via sheet flow and proposed storm culverts under the roadway. The Retention Pond will hold the onsite runoff and will not have any offsite runoff due to the existing conditions. Per calculations completed based on the typical county road section, the 65.70% imperviousness accounts for all improvements expected for any public roadway. Basin B-3 is 14.62 -acres in size with a composite imperviousness of 82.20% as it will be developed into an industrial site and has the proposed retention pond within the lot. This basin will drain to the proposed Retention Pond via overland flow until the site is developed. The Retention Pond will hold the onsite runoff and will not have any offsite runoff due to the existing conditions. Per Weld County criteria, the 82.20% imperviousness accounts for all improvements expected for industrial site developments. Basin B-4 is 5.01 -acres in size with a composite imperviousness of 80% as it will be developed into an industrial site. This basin will drain to the proposed Retention Pond, located in the center of the site via overland flow, until the site is developed. The Retention Pond will hold the onsite runoff and will not have any offsite runoff due to the existing conditions. Per Weld County criteria, the 80% imperviousness accounts for all improvements expected for industrial site developments. III. Drainage Design Criteria A. Regulations The design criteria for this study are directly from the Weld County Design Criteria and Construction Specifications. The Urban Drainage and Flood Control District's (aka Mile High Flood District) Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3 were also utilized. No deviations were made from the Criteria for this study except as noted in the variance section of this report. The Weld County Drainage Criteria was utilized for determination of the rainfall amounts for each storm frequency. B. Development Criteria Reference and Constraints The developed site will convey runoff to the design point in a safe and effective manner. A retention pond will be constructed to retain the 100 -year runoff with the offsite runoff being pass-thru flow. The retention pond will be constructed on sandy soil which will allow infiltration. The pond infiltration was calculated to demonstrate that the retention pond will drain within 72 hours via ground infiltration. Reference the Appendix. C. Hydrological Criteria The 2 -year storm event was used for the minor storm event and the 100 -year was used for the major storm event. The peak flow rates for design points have been calculated based on the Rational Method as described in the Criteria Manual with storm duration set equal to the time of concentration for each subbasin. To mitigate erosive effects riprap can be utilized throughout the site. Reference the Construction Documents for additional detail and locations. a. Using the equation presented in the Urban Drainage Criteria Manual (shown below) and the 1 -hour storm depths from the NOAA Atlas Table, the one -hour storm depths for the 5 -year and 100 -year storms are 1.12 inches and 2.73 inches respectively. Intensity results are shown in tabular form in the attached appendix based on the Equation 1. 28 .5 P1 (10 + te)786 Equation 1 b. The rational method (Q = CIA) as shown in the Urban Storm Drainage Criteria Manual and the City of Greeley Drainage Design Manual was used to calculate 3 total runoff (Q) for each sub -basin for the 2 -year and 100 -year storm events. The Rational Method was calculated based on overland travel distances and storm sewer travel time as the basins are routed through the site to the private retention pond. Results are shown in the attached appendix. c. Mile High Flood District UD-Detention_v2.35 spreadsheet was utilized to determine the retention volume required. d. The proposed retention pond provides for water quality capture volume and retention for all events up to the 100 -year storm event. Due to the site condition, no emergency overflow spill location is available, and as a result an emergency spillway will not be constructed. D. Hydraulic Criteria (1) Sources other than Greeley Drainage Criteria Manuals. (a) Mile High Flood Control Drainage Criteria Manual (2016 with updates through August 2018) (2) All storm drain culverts are designed to be private and will convey the 2 - year and 100 -year storm events to the retention pond; however, emergency overflow paths have been incorporated in the design to direct flows to the onsite retention pond in the event of plugged storm sewer system. (3) There are no major drainageways within this development. (4) The retention pond was sized to retain 150% the volume of the developed 24 -hour, 100 -year storm. The proposed design provides a total volume of 19.40 acre-feet, which is more than the required 16.49 acre-feet. E. Waiver/Variance Criteria A Variance Request has been submitted for the proposed Retention Pond and has been provided in the Appendix. F. Stormwater Quality Considerations The retention ponds will provide sufficient storage for the Water Quality Capture Volume (WQCV) for the entire developed area of the site. The onsite developed runoff will drain to the retention pond via open grass -lined swales where feasible which will provide some water quality during low flows. The retention pond will be constructed in sandy soil which will result in infiltration. During low flows, the infiltration will filter suspended solids and the vegetation in the retention pond will help remove phosphorus and other pollutants. The retention pond will provide the stormwater quality treatment for the developed site. IV. Drainage Facility Design A. General Concept The majority of the onsite area will drain to a proposed retention pond located near the center of this site. The retention pond was sized to retain 150% the volume of the developed 24 -hour, 100 -year storm. B. Specific Details Retention Pond The Retention Pond is located in the center of the development and will capture/treat all developed basins. In addition to retaining the runoff, it will also infiltrate into the sandy soil. The pond infiltration was calculated to demonstrate that the retention pond will drain within 72 hours via ground infiltration. Mile High Flood District UD-Detention_v2.35 spreadsheet was utilized to determine the retention volume. The retention pond is sized for all events up to the 24 -hour, 100 -year storm event. Due to the site condition, no emergency overflow spill location is available, and as a result an emergency spillway will not be constructed. V. Conclusions The proposed site will direct the developed storm water flows to an onsite retention pond. The retention pond will retain 150% of the 100 -year, 24 -hour storm event as well as providing WQCV. The design should be adequate to protect the public health, safety, and general welfare and have no adverse impacts on public rights -of -way or offsite properties. VI. Compliance with Standards This report and design will meet the City of Greeley Design Criteria and Construction Specifications — Storm Drainage Volume II, dated March 2007 with the February 2021 Memorandum. The retention pond will drain in 120 hours during the 100 -year storm event (as allowed by Urban Drainage and the State of Colorado) instead of the 72 hours stated in the Greeley Drainage Manual. VII. Stormwater Quality Water quality structures are being proposed for the development of the site. The retention pond will provide for the Water Quality Capture Volume (WQCV). Per Urban Drainage Manual Volume 3, the drain time for the WQCV in this scenario is 40 hours. For the calculation of the WQCV, the retention pond area was assumed to be landscaped with 100% imperviousness. In addition to retaining and infiltrating some of the WQCV, the bottom of the pond will be grass lined. The grass lining will naturally filter out the oil and heavy metals contained in the stormwater runoff. The 5 homeowner association (HOA) of the site will be responsible for the maintenance of the retention pond, fore -bays and outlet structure. VIII. Erosion and Sediment Control This section describes methods recommended to control wind erosion, soil erosion and sediment from storm runoff during and after the construction of drainage structures and site grading. This development of erosion control criteria establishes the methods and guidelines used to perform the erosion analysis and develop the erosion control plan. A. Discussion The clearing and stripping of land for site grading, overlot grading or for the construction of drainage structures and swales may cause localized erosion rates with subsequent deposition and damage to offsite properties. Uncontrolled, such erosion could destroy the aesthetic and practical values of individual sites and cause damage to downstream property. In general, erosion and sediment control measures will consist of minimizing soil exposure, controlling runoff across exposed areas and controlling sediment at drainage structures. Each of these measures is described below and shall be utilized by the developer and/or the contractor during any construction activity occurring at this site. B. General Erosion and Sediment Control Measures Minimizing Soil Exposure: Where practical, the construction area and duration of soil exposure will be kept to a minimum. All other areas will have a good cover of vegetation or mulch including gravel. Grading will be completed as soon as possible after it is begun. A temporary cover crop, a permanent vegetative cover crop or other landscaping will be established in disturbed areas. Re -vegetation will consist of native grasses. Decorative rock, flower gardens or shrubs will also be utilized in the final landscaping to cover the soil. Re -seeded areas will be crimped and mulched with straw or hay to protect exposed soil until vegetation is established. A layer of gravel may be substituted for re -vegetation in parking and storage areas. Controlled Runoff Across Exposed Areas: Where practical, construction may include constructing temporary swales to intercept and direct storm water around exposed areas. Swales can be constructed to control surface water, which collects on exposed areas and prevent gross erosion in the form of gullies. Riprap, wattle filter, or other temporary erosion control devices may be installed to control storm water velocities across exposed areas. Sediment Control: Temporary and/or permanent sediment control devices will be installed at the major drainage structures and flow concentration points shown on the Drainage Exhibit. Such structures including proposed riprap shall be used to mitigate erosion and also intercept and trap sediment once it is produced and prevent it from being conveyed into the retention pond. 6 C. Location and Description of Other Pollution Sources Other than sediment, the only known potential pollution source are mobile fueling vehicles and paint (chemicals). Refueling vehicles will be limited to refuel at one location at the site, to be determined, at least 100 feet from any stormwater conveyance. In addition, one concrete washout area and chemical storage area will be designated, also at least 50 feet from any stormwater conveyance. D. Materials Handling and Spill Prevention Building materials and paint may be stored onsite. If the materials are to be exposed for a significant amount of time, they will be covered to prevent unnecessary polluted runoff. Waterline and sanitary sewer will also be present on site. There will be no concrete or asphalt batch plants or fertilizers located on site. One area at least 50 feet from any stormwater conveyance will be designated for concrete truck washout and construction vehicle refueling. E. Erosion and Sediment Control Plan The following summarizes the overall erosion control plan for this project. The details will be shown on the construction drawings. 1. Wattles will be used on the proposed swales to reduce the transporting of sediment downstream. 2. Final stabilization is reached when all soil disturbing activities at the site have been completed and vegetative cover has been established with a density of at least 70 percent of pre -disturbance levels or when equivalent permanent erosion reduction methods have been utilized (gravel paving). Upon final stabilization, all temporary BMP's may be removed. 3. Other erosion control measures will be used as necessary to help minimize erosion for this project. This includes the use of riprap downstream of the emergency spillway and the use of vehicle tracking control at the site exit. 4. Silt fence will be utilized around the temporary stockpile. 5. Permanent seeding will be used in open areas and landscaped areas. IX. Maintenance The following is the drainage/site maintenance plan for the project: 1. At all times, any erosion that may occur shall be corrected as soon as possible to mitigate the chance of sediment leaving the site. 2. All swales shall be inspected regularly and cleaned if necessary. 3. Any seeded areas that are not covered with vegetation shall be re -seeded and irrigated as necessary to establish permanent vegetation. 4. Snow should not be piled in swales or near the retention pond. 7 5. Any necessary repairs shall be made as soon as possible. Repairs to privately owned stormwater facilities shall not be the responsibility of the City of Greeley. Retention Pond Maintenance: The following description was taken from Urban Drainage- Urban Storm Drainage Criteria Manual Volume 3 (November 2010) and modified for this specific situation: Inspection Inspect the Retention Pond at least twice annually, observing the amount of sediment or erosion in the retention pond. Additionally, check for erosion and repair as necessary. Debris and Lifter Removal Remove debris and lifter from the retention area as required to minimize clogging. Mowing and Plant Care ■ All vegetation: Maintain healthy, weed -free vegetation. Weeds should be removed before they flower. The frequency of weeding will depend on the planting scheme and cover. When the growing media is covered with mulch or densely vegetated, less frequent weeding will be required. IN Grasses: When started from seed, allow time for germination and establishment of grass prior to mowing. If mowing is required during this period for weed control, it should be accomplished with hand-held string trimmers to minimize disturbance to the seedbed. After established, mow as desired or as needed for weed control. Following this period, mowing of native/drought tolerant grasses may stop or be reduced to maintain a length of no less than 6 inches. Mowing of manicured grasses may vary from as frequently as weekly during the summer, to no mowing during the winter. Aeration For Retention Ponds with manicured grass, aeration will supply the soil and roots with air and increase infiltration. It reduces soil compaction and helps control thatch while helping water move into the root zone. Aeration is done by punching holes in the ground using an aerator with hollow punches that pull the soil cores or "plugs" from the ground. Holes should be at least 2 inches deep and no more than 4 inches apart. Aeration should be performed at least once per year when the ground is not frozen. Water the turf thoroughly prior to aeration. Mark sprinkler heads and shallow utilities such as irrigation lines and cable TV lines to ensure those lines will not be damaged. Avoid aerating in extremely hot and dry conditions. Heavy traffic areas may require aeration more frequently. Mosquito Control 8 Although the design provided in this manual implements practices specifically developed to deter mosquito breeding, some level of mosquito control may be necessary if the BMP is located in close proximity to outdoor amenities. The most effective mosquito control programs include weekly inspection for signs of mosquito breeding with treatment provided when breeding is found. These inspections can be performed by a mosquito control service and typically start in mid -May and extend to mid -September. Treatment should be targeted toward mosquito larvae. Mosquitoes are more difficult to control when they are adults. This typically requires neighborhood fogging with an insecticide. Irrigation Scheduling and Maintenance Adjust irrigation throughout the growing season to provide the proper irrigation application rate to maintain healthy vegetation. Less irrigation is typically needed in early summer and fall, while more irrigation is needed during the peak summer months. Native grasses and other drought tolerant plantings should not typically require routine irrigation after establishment, except during prolonged dry periods. Check for broken sprinkler heads and repair them, as needed. Completely drain the irrigation system before the first winter freeze each year. Upon reactivation of the irrigation system in the spring, inspect all components and replace damaged parts, as needed. Sediment Removal from the Basin Bottom Remove sediment from the bottom of the basin when accumulated sediment occupies about 20% of the water quality design volume or when sediment accumulation results in poor drainage within the basin. The required frequency may be every 15 to 25 years or more frequently in basins where construction activities are occurring. Erosion and Structural Repairs Repair basin inlets, outlets, trickle channels, and all other structural components required for the basin to operate as intended. Repair and vegetate eroded areas as needed following inspection. X. References 1. City of Greeley Design Criteria and Construction Specifications — Storm Drainage Volume II, dated March 2007 with the February 2021 Memorandum. 2. Study of the Central Drainage Basin for the City of Greeley, dated May, 1994, by Burnett Consulting Engineers LTD. 3. Urban Drainage & Flood Control District, Urban Storm Drainage Design Criteria Manual, V. 1-3, 2001, updated August 2018. 4. FEMA Flood Insurance Rate Map, City of Greeley, Colorado, Community Panel Number 08123C1540E, dated 1/20/2016. 9 APPENDIX USDA United States Department of Agriculture N ACS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part June 5, 2024 40° 19' 26" N O 4 S 4 40° 19' 4" N 521600 J 521700 521800 521900 Soil Map may not be valid at this scale. 521700 521800 521900 522000 522000 Map Scale: 1:4,850 if printed on A landscape (11" x 8.5") sheet Meters 0 50 100 200 300 Custom Soil Resource Report Soil Map 522100 522100 Feet 0 200 400 800 1200 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 9 529900 522200 522300 522300 522400 529400 522500 522500 522600 522600 104° 43' 59" W 1040 43' 59" W 40° 19' 26" N 4 O 4 S 40° 19' 4" N Custom Soil Resource Report MAP LEGEND Area of Interest (AO!) Area of Interest (AO1) Soils C Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout r, O 0 v •m 4 4 404 Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot a Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background iair°§1 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 -MRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 22, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 8, 2021 Jun 12, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 11 Bresser sandy percent slopes loam, 0 to 3 2.0 1.6% 29 Julesburg sandy percent slopes loam, 0 to 1 37.4 29.9% 39 Nunn slopes loam, 0 to 1 percent 18.1 14.5% 72 Vona loamy sand, percent slopes 0 to 3 8.9 7.1% 75 Vona sandy percent loam, slopes 0 to 1 45.2 36.1% 76 Vona sandy loam, percent slopes 1 to 3 13.5 10.8% Totals for Area of Interest 125.1 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it 11 Custom Soil Resource Report was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Weld County, Colorado, Southern Part 11 Bresser sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2sw10 Elevation: 4,050 to 6,800 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 45 to 55 degrees F Frost -free period: 135 to 190 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 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: Drainageways Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Parent material: Coarse sandy alluvium derived from igneous, metamorphic and sedimentary rock Typical profile Ap - 0 to 9 inches: sandy loam Bt - 9 to 25 inches: sandy clay loam BC - 25 to 30 inches: sandy loam C - 30 to 79 inches: loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline (0.0 to 0.1 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (non irrigated): 4c Hydrologic Soil Group: B Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Truckton Percent of map unit: 5 percent Landform: Drainageways Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Vona Percent of map unit: 5 percent Landform: Stream terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No 29 Julesburg sandy loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 3626 Elevation: 4,700 to 4,800 feet Mean annual precipitation: 15 to 19 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 145 to 155 days Farmland classification: Prime farmland if irrigated and the product of I (soil erodibility) x C (climate factor) does not exceed 60 Map Unit Composition Julesburg and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Julesburg Setting Landform: Terraces Down -slope shape: Linear Across -slope shape: Linear Parent material: South platte river alluvium Typical profile H1 - 0 to 12 inches: sandy loam H2 - 12 to 27 inches: sandy loam H3 - 27 to 60 inches: sand Custom Soil Resource Report Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 2s Land capability classification (non irrigated): 3e Hydrologic Soil Group: A Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Infiltration rate of 2.00 inches per hour is assumed to be conservative. Faster infiltration rates up to 6 inches per hour are expected in the as -built condition. Minor Components Edgar Percent of map unit: 4 Hydric soil rating: No Remmit Percent of map unit: 4 Hydric soil rating: No Valent Percent of map unit: 4 Hydric soil rating: No Vona Percent of map unit: 3 Hydric soil rating: No percent percent percent percent 39 Nunn loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2t1n3 Elevation: 3,900 to 6,250 feet Mean annual precipitation: 13 to 16 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. 15 Custom Soil Resource Report Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 6 inches: loam Bt1 - 6 to 10 inches: clay loam Bt2 - 10 to 26 inches: clay loam Btk - 26 to 31 inches: clay loam Bk1 - 31 to 47 inches: loam Bk2 - 47 to 80 inches: loam Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than 80 inches 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 content: 7 percent Maximum salinity: Nonsaline (0.1 to 1.0 mmhos/cm) Sodium adsorption ratio, maximum: 0.5 Available water supply, 0 to 60 inches: High (about 9.2 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4c Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Haverson, rarely flooded Percent of map unit: 10 percent Landform: Drainageways Down -slope shape: Linear Across -slope shape: Concave Ecological site: R067BY036CO - Overflow Hydric soil rating: No Heldt Percent of map unit: 5 percent Landform: Terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Ecological site: R067BY042CO - Clayey Plains 16 Custom Soil Resource Report Hydric soil rating: No 72 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 363r Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of local importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile HI - 0 to 6 inches: loamy sand H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (non irrigated): 4e Hydrologic Soil Group: A Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Custom Soil Resource Report Minor Components Remmit Percent of map unit: 10 percent Hydric soil rating: No Valent Percent of map unit: 5 percent Hydric soil rating: No 75 Vona sandy loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 363v Elevation: 4,650 to 4,950 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium Typical profile HI - 0 to 6 inches: sandy loam H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 0 to 1 percent Depth to restrictive feature: More than Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Infiltration rate of 2.00 inches per hour is assumed to be conservative. Faster infiltration rates up to 6 inches per hour are expected in the as -built condition. 80 inches Custom Soil Resource Report Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Hydrologic Soil Group: A Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Remmit Percent of map unit: 11 percent Hydric soil rating: No Olney Percent of map unit: 4 percent Hydric soil rating: No 76 Vona sandy loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 363w Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Terraces, plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium and/or eolian deposits Typical profile HI - 0 to 6 inches: sandy loam H2 - 6 to 28 inches: fine sandy loam H3 - 28 to 60 inches: sandy loam Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Custom Soil Resource Report Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Remmit Percent of map unit: 9 Hydric soil rating: No Olney Percent of map unit: 3 Hydric soil rating: No Julesburg Percent of map unit: 3 Hydric soil rating: No percent percent percent References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. N ational Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U .S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nres/detai I/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=n res142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=n res142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. U nited States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. U nited States Department of Agriculture, Natural Resources Conservation Service. N ational forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nrcs142p2_053374 p2_053374 U nited States Department of Agriculture, Natural Resources Conservation Service. N ational range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepastu re/?cid=stelprdb 1043084 21 Custom Soil Resource Report U nited States Department of Agriculture, Natural Resources Conservation Service. N ational soil survey handbook, title 430 -VI. http://www.nrcs.usda.gov/wps/portal/ nres/detai I/soils/scientists/?cid=nres 142p2 054242 U nited States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nrcs142p2_053624 U nited States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 22 National Flood Hazard Layer FIRMette FEMA Legend 104°44'32"W 40°19'26"N 104°43'54"W 40°18'59"N 0 250 500 1,000 1,500 Feet 2,000 1:6,000 SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V. A99 With BFE or Depth Zone AE, AO, AN, VE, AR Regulatory Floodway OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 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 Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Flood Risk due to Levee. See Notes. Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard zone x Effective LOM Rs Area of Undetermined Flood Hazard Zone D - Channel, Culvert, or Storm Sewer milli Levee, Dike, or Floodwall 20.2 Cross Sections with 1% Annual Chance 1765 Water Surface Elevation 8 - - - - Coastal Transect .� ,1 n 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 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 9/13/2024 at 3:29 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. Basemap imagery Source: USGS National Map 2023 NOAA Atlas 14, Volume 8, Version 2 Location name: La Salle, Colorado, USA* Latitude: 40.3212°, Longitude: -104.7393° Elevation: m/ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5 -min 0.241 (0.197-0.298) 0.291 (0.237-0.360) 0.388 (0.315-0.482) 0.483 (0.389-0.603) 0.635 (0.500-0.854) 0.769 (0.584-1.04) 0.917 (0.667-1.28) 1.08 (0.748-1.56) 1.33 (0.872-1.97) 1.53 (0.966-2.28) 10 -min 0.353 (0.288-0.436) 0.426 (0.347-0.527) 0.568 (0.461-0.705) 0.707 (0.570-0.883) 0.929 (0.733-1.25) 1.13 (0.856-1.53), i 1.34 (0.977-1.88) 1 1.59 (1.10-2.29) 1.94 (1.28-2.88) I 2.24 (1.42-3.34) 15 -min 0.430 (0.351-0.532) 0.519 (0.423-0.643) 0.692 (0.562-0.860) 0.862 (0.695-1.08) 1.13 (0.893-1.52) 1.37 (1.04-1.86) 1.64 (1.19-2.29) 1.94 (1.34-2.79) 2.37 (1.56-3.52) 2.73 (1.73-4.07) 0.694 (0.566-0.859) 0.924 (0.751-1.15) 1.15 (0.928-1.44) 1.52 (1.20-2.04) 1.84 (1.40-2.50) 2.20 (1.60-3.07) 2.60 (1.80-3.75) 3.19 (2.10-4.74) 3.68 (2.33-5.49) 60 -min 0.715 (0.584-0.884) 0.848 (0.692-1.05) 1.12 (0.910-1.39) 1.40 (1.13-1.74) 1.85 (1.47-2.51) 2.26 (1.73-3.09) 2.73 (1.99-3.83) 3.25 (2.25-4.70) 4.03 (2.65-6.00) 4.68 (2.96-6.98) 2-h r 0.853 (0.702-1.05) 1.32 (1.08-1.62) 1.64 (1 2.69 (2.07-3.64) 3.90 (2.73-5.60) 4.86 (3.24-7.18) 3 -hr 0.935 (0.773-1.14) 1.09 1 (0.896-1.33) 1.41 (1.16-1.73) I 1.76 (1.44-2.17) 2.36 (1.90-3.17) 2.90 (2.25-3.92) 3.53 1 (2.62-4.89) 4.24 (2.99-6.05) 5.31 1 (3.56-7.79) 6.21 (4.00-9.11) 6 -hr 1.08 (0.902-1.31) 1.26 I (1.05-1.53) 1.64 (1.36-1.99) 2.03 (1.67-2.48) 2.68 I (2.17-3.55) 3.28 (2.55-4.36) 3.95 (2.95-5.40) 4.71 (3.34-6.63) i 5.84 (3.95-8.46) 6.79 (4.42-9.84) 12 -hr 1.27 II I 1.50 (1.26-1.80) 1.95 i (1.63-2,35) 2.38 (1.97-2.88) I 3.06 (2.48-3.96) 3.66 I (2.87-4.78) III 4.32 (3.24-5.80) 5.05 i (3.61-6.99) 6.12 (4.17-8.72) 7.00 1(1.06-1.52) (4.60-10.0) 24 -hr 1.51 (1.28-1.80) 1.78 (1.50-2.12) 2.27 (1.91-2.71) 2.74 (2.28-3.28) 3.45 (2.80-4.39) 4.06 (3.20-5.23) 4.73 (3.58-6.25) 5.46 (3.93-7.44) 6.51 (4.48-9.14) 7.37 (4.90-10.4) 2 -day 1.74 (1.48-2.05) 2.06 (1.75-2.43) 2.63 (2.23-3.11) 3.14 (2.64-3.73) 3.89 (3.17-4.86) 4.52 (3.58-5.71) 5.18 (3.94-6.73) 5.88 (4.27-7.89) 6.88 (4.77-9.52) 7.68 (5.16-10.7) 3 -day 1.90 (1.62-2.22) 2.23 2.80 (2.38-3.30) 3.32 (2.80-3.92) 4.08 (3.34-5.06) 4.71 (3.75-5.92) 5.38 (4.11-6.95) 6.09 (4.44-8.11) 7.10 (4.96-9.75) 7.90 (5.34-11.0) 4 -day 2.03 (1.74-2.36) 2.36 2.94 (2.51-3.45) 3.46 (2.94-4.08) 4.23 (3.48-5.22) 4.86 (3.88-6.08) 5.54 (4.25-7.12) 6.26 (4.58-8.29) 7.26 (5.09-9.92) 8.07 (5.48-11.2) 7 -day 1 ll 2.31 (1.99-2.67) 2.69 I (2.32-3.12) 3.34 (2.87-3.89) 3.91 (3.33-4.56) 4.72 (3.88-5.73) 5.36 (4.30-6.62) 6.03 (4.66-7.65) 6.73 (4.96-8.80) 7.69 (5.43-10.4) 8.44 (5.78-11.6) 10 -day 2.55 (2.21-2.94) 2.98 (2.58-3.44) 3.69 (3.18-4.27) 4.29 (3.68-4.99) 5.13 (4.24-6.18) 5.79 (4.66-7.09) 6.46 (5.00-8.12) 7.14 (5.29-9.26) 8.07 (5.72-10.8) 8.78 (6.05-11.9) 20 -day 3.25 (2.84-3.71) 3.76 4.58ji_ (3.98-5.25) 5.26 (4.54-6.06) 6.18 (5.13-7.34) 6.88 (5.58-8.31) 7.58 (5.92-9.40) 8.28 (6.18-10.6) 9.19 (6.58-12.1) 9.87 ll (6.88-13.3) 30 -day 3.81 (3.34-4.33) 4.38 (3.84-4.98) 5.30 (4.63-6.04) 6.05 I (5.25-6.92) 7.05 (5.88-8.31) 7.81 (6.36-9.35) 8.55 (6.71-10.5) 9.28 1 (6.97-11.8) 10.2 (7.37-13.4) 10.9 (7.67-14.6) I i i 45 -day 4.48 (3.95-5.06) 5.15 (4.53-5.82) 6.22 (5.45-7.05) 7.07 (6.16-8.05) I 8.21 (6.87-9.59) 9.05 (7.40-10.8) 9.87 (7.78-12.0) 10.7 (8.05-13.4) 11.7 (8.46-15.1) 12.4 (8.76-16.4) 60-da11 y 5.02 (4.44-5.65) 5.79 (5.11-6.52) 7M.01 (6.16-7.91) 7.98 (6.97-9.05) 9.25 (7.76-10.7) 10.2 (8.35-12.0) 11.1 (8.76-13.4) 11.9 I (9.03-14.9) 13.0 (9.45-16.7) 13.8 (9.77-18.1) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%_ Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical NOAA Atlas 14, Volume 8, Version 2 Location name: La Salle, Colorado, USA* Latitude: 40.3212°, Longitude: -104.7393° Elevation: m/ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Average recurrence interval (years) Duration' I 1 II 2 1 5 II 10 II 25 II 50 I 100 I 200 I 500 1000 5 -min 2.89 (2.36-3.58) 3.49 (2.84-4.32) 4.66 (3.78-5.78) 5.80 (4.67-7.24) 1 7.62 (6.00-10.2) 9.23 (7.01-12.5) 11.0 (8.00-15.4) 13.0 (8.98-18.7) 15.9 (10.5-23.6) 18.3 (11.6-27.4) 10 -min 2.12 (1.73-2.62) 3.41 (2.77-4.23) 4.24 (3.42-5.30) 5.57 (4.40-7.50) 6.76 (5.14-9.17) 8.06 (5.86-11.3) 9.52 (6.58-13.7) 11.7 (7.67-17.3) 13.4 (8.49-20.0) 15 -min 1.72 (1.40-2.13) 2.08 (1.69-2.57) 2.77 (2.25-3.44) 3.45 (2.78-4.30) 4.53 (3.57-6.10) 5.49 (4.17-7.45) 6.55 (4.77-9.15) 7.74 (5.34-11.2) 9.47 (6.23-14.1) 10.9 (6.90-16.3) 30 -min 1.15 (0.942-1.42) 1.39 (1.13-1.72) 1.85 (1.50-2.30) i 3.03 (2.39-4.08) 3.68 (2.80-5.00) 4.40 1 (3.20-6.15) 5.20 (3.59-7.50) 6.38 (4.20-9.48) 7.36 (4.66-11.0) 60 -min 0.715 (0.584-0.884) 0.848 (0.692-1.05) 1.12 (0.910-1.39) 1.40 (1.13-1.74) 1.85 (1.47-2.51) 2.26 (1.73-3.09) 2.73 I (1.99-3.83) 3.25 L(2.25-4.70) 4.03 (2.65-6.00) 4.68 (2.96-6.98) ,y -H 2 -hr 0.426 (0.351-0.523) 0.501 (0.411-0.614)1 0.658 (0.538-0.810) 0.821 (0.667-1.02) 1.10 ll (0.877-1.48) 1.34F (1.04-1.82) 1.95 (1.36-2.80) 2.43 (1.62-3.59) 2.84 (1.81-4.19) 3-h r 011379) 0.470 (0.386-0.576) 0.587 (0.479-0.722) 0.784 (0.632-1.05) 1.17 (0.870-1.63) 1.41 (0.994-2.02) 1.77 (1.18-2.59) 2.07 6 -hr 0.181 (0.150-0.218) 0.211 (0.175-0.255) 0.274 (0.226-0.332) 0.339 (0.278-0.414) 0.448 (0.363-0.593) 0.547 (0.426-0.728) 0.659 (0.492-0.901) 0.786 (0.558-1.11) 0.975 (0.660-1.41) 1.13 (0.737-1.64) 12 -hr 0.105 (0.088-0.126) 0.124 (0.104-0.149) 0.161 (0.135-0.194) 0.197 (0.163-0.239) 0.254 (0.206-0.329) 0.304 (0.237-0.396)1 0.358 (0.269-0.481) 0.419 (0.299-0.580) 0.5070.580 (0.346-0.723) 24 -hr 0.063 (0.053-0..074) 0.074 (0.062-0.088) 0.094 (0.079-0.113) 0.114 (0.095-0.136) 0.143 (0.116-0.182) 0.169 (0.133-0.217) 0.197 (0.148-0.260) 0.227 (0.163-0.310) 0.271 (0.186-0.381)1 0.306 (0.203-0.434) 2 -day 0.036 (0.030-0.042) 0.042 (0.036-0.050) 0.054 (0.046-0.064) 0.065 (0.054-0.077) 0.081 (0.066-0.101) 0.094 (0.074-0.119) 0.107 (0.082-0.140) 0.122 (0.088-0.164) 0.143 (0.099-0.198) 0.159 (0.107-0.223) 3 -day 0.026 (0.022-0.030) 0.030 (0.026-0.036) 0.038 0.046 (0.038-0.054) 0.056 (0.046-0.070) 0.065 (0.052-0.082) 0.074 (0.057-0.096) 0.084 (0.061-0.112) 0.098 (0.068-0.135) 0.109 (0.074-0.152) 4 -day 0.021 (0.018-0.024) 0.024 (0.021-0.028)1 0.030 (0.026-0.035) 0.036 (0.030-0.042) 0.044 (0.036-0.054) 0.050 (0.040-0.063) 0.057 (0.044-0.074) 0.065 (0.047-0.086) 0.075 (0.053-0.103) 0.084 (0.057-0.116) 7 -day 0.013 (0.011-0.015) 0.016 (0.013-0.018) 0.019 (0.017-0.023) 0.023 (0.019-0.027) 0.028 (0.023-0.034) 0.031 (0.025-0.039) 0.035 (0.027-0.045) 0.040 (0.029-0.052) 0.045 (0.032-0.061) 0.050 (0.034-0.068) 0.010 (0.009-0.012) 0.012 (0.010-0.014)17 0.017 (0.015-0.020) 0.021 (0.017-0.025) 0.024 0.029 (0.022-0.038) 0.033 (0.023-0.044) 0.036 (0.025-0.049) 20 -day 0.006 (0.005-0.007) 0.007 (0.006-0.008) 0.009 (0.008-0.010) 0.010 (0.009-0.012) 0.012 (0.010-0.015) 0.014 (0.011-0.017) 0.015 (0.012-0.019) 0.017 (0.012-0.022) 0.019 (0.013-0.025) 0.020 (0.014-0.027) 30 -day 0.005 (0.004-0.006) 0.006 (0.005-0.006) 0.007 (0.006-0.008) 0.008 (0.007-0.009) 0.009 (0.008-0.011) 0.010 (0.008-0.012) 0.011 (0.009-0.014) 0.012 (0.009-0.016) 0.014 (0.010-0.018) 0.015 (0.010-0.020) 45 -day F-00.004 (0.004-0.005) 0.005 (0.005-0.006) 0.006 (0.005-0.007) 0.007 (0.006-0.008) 0.008 (0.006-0.009) 0.009 (0.007-0.011) 0.009 (0.007-0.012) 0.010 (0.007-0.014) 0.011 (0.008-0.015) 60 -day 0.003 (0.003-0.003) 0.004 (0.003-0.004) 0.004 (0.004-0.005) 0.005 (0.004-0.006) 0.006 (0.005-0.007) 0.007 (0.005-0.008)(0.00.009 0.007 0.008 0.009 0.009 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Sub -basin Imperviousness Baker Subdivision 9/13/2024 SF -1 Land Use Area (ft2) I (`)/0) Solar Field 1528956 2.0 Roofs 0 90.0 Concrete Surfaces 0 100.0 Gravel 0 40.0 Retention Pond 0 100.0 Wghtd Avg & Total Area 1528956 2.0 Acres 35.10 B-2 Land Use Area (ft2) I C/0) Impervious Area, Grass 39232 2.0 Roofs 0 90.0 Concrete Surfaces 78796 100.0 Gravel 7864 40.0 Retention Pond 0 100.0 Wghtd Avg & Total Area 125892 65.7 Acres 2.89 B-4 Land Use Area (ft2) I C/o) Impervious Area, Grass 17695 2.0 Roofs 50000 90.0 Concrete Surfaces 115000 100.0 Gravel 35500 40.0 Retention Pond 0 100.0 Wghtd Avg & Total Area 218195 80.0 Acres 5.01 ENTIRE DEVELOPED SITE ( SF -1 NOT INCLUDED) Land Use Area (ft2) I C/o) Impervious Area, Grass 147568 2.0 Roofs 350000 90.0 Concrete Surfaces 718796 100.0 Gravel 203364 40.0 Retention Pond 67675 100.0 Wghtd Avg & Total Area 1487403 79.7 Acres 34.15 B-1 Land Use Area (ft2) I (%) Impervious Area, Grass 19103 2.0 Roofs 150000 90.0 Concrete Surfaces 225000 100.0 Gravel 112500 40.0 Retention Pond 0 100.0 Wghtd Avg & Total Area 506603 80.0 Acres 11.63 B-3 Land Use Area (ft2) I C/o) Impervious Area, Grass 71538 2.0 Roofs 150000 90.0 Concrete Surfaces 300000 100.0 Gravel 47500 40.0 Retention Pond 67675 100.0, Wghtd Avg & Total Area 636713 82.2 Acres 14.62 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Baker Subdivision Basin SF -1 Catchment Hydrologic Data Catchment ID = Area = I m perviousness = NRCS Soil Type = SF -1 35.10 2.00 A Rainfall Information teturn Period, Tr = 01= C2= C3= P1= Acres ok A, B, C, or D I (inch/hr) = C1 * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.73 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") Analysis of Flow Time (Time of Concentration) for a Catchment off Coefficient, C = off Coefficient, C = Coefficient, C-5 = off Coefficient, C = 0.21 0.01 Reach :3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 .-Li‘ __------ Reach 1 flow overland. LEGEND () Beginning Flour D ire& do n Cate Juneht Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0050 250 0.01 N/A 0.11 39.11 1 0.0050 1,340 2 3 4 5 Sum 1,590 Peak Runoff Prediction I Intensity at Computed Tc, I = all Intensity at Regional Tc, I = itensity at User -Defined Tc, I = 5.00 0.35 63.17 Computed Tc = Regional Tc = User -Entered Tc = 1.90 inch/hr Peak Flowrate, Qp = 5.54 inch/hr Peak Flowrate, Qp = 1.90 inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 102.28 18.83 102.28 14.03 40.84 14.03 cfs cfs cfs SF -1 100 year Peak Runoff, Pad Basin 9/13/2024, 5:16 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Baker Subdivision Basin B-1 Catchment Hydrologic Data Catchment ID = B-1 Area = I m perviousness = NRCS Soil Type = 11.69 Acres 80.00 % A A, B, C, or D Rainfall Information teturn Period, Tr = 01= C2= C3= P1= I (inch/hr) = C1 * P1 /(C2 + Td)AC3 100 years 28.50 10.00 0.786 2.73 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") Analysis of Flow Time (Time of Concentration) for a Catchment off Coefficient, C = off Coefficient, C = Coefficient, C-5 = off Coefficient, C = 0.66 (enter an overide C value if desired, or leave blank to accept calculated C.) 0.56 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Reach :3 Illustration Reach 2 .-Li‘ __------ Reach 1 flow overland. LEGEND () Beginning Flour D ire& do n Cate Juneht Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0050 250 0.56 N/A 0.22 19.38 1 0.0050 800 2 3 4 5 Sum 1,050 Peak Runoff Prediction I Intensity at Computed Tc, I = all Intensity at Regional Tc, I = itensity at User -Defined Tc, I = 20.00 1.41 9.43 Computed Tc = Regional Tc = User -Entered Tc = 4.39 inch/hr Peak Flowrate, Qp = 6.04 inch/hr Peak Flowrate, Qp = 4.39 inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 28.81 15.83 28.81 33.84 46.61 33.84 cfs cfs cfs B-1 100 year Peak Runoff, Pad Basin 9/13/2024, 5:35 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Baker Subdivision Basin B-2 Catchment Hydrologic Data Catchment ID = B-2 Area = I m perviousness = NRCS Soil Type = 2.89 Acres 65.70 % A A, B, C, or D Rainfall Information teturn Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1 * P1 /(C2 + Td)AC3 100 years 28.50 10.00 0.786 2.73 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") Analysis of Flow Time (Time of Concentration) for a Catchment off Coefficient, C = off Coefficient, C = Coefficient, C-5 = off Coefficient, C = 0.53 (enter an overide C value if desired, or leave blank to accept calculated C.) 0.41 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Reach :3 Illustration Reach 2 .-Li‘ __------ Reach 1 flow overland. LEGEND () Beginning Flour D ire& do n Cate Juneht Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0100 30 0.41 N/A 0.07 6.82 1 0.0050 940 2 3 4 5 Sum 970 Peak Runoff Prediction I Intensity at Computed Tc, I = all Intensity at Regional Tc, I = itensity at User -Defined Tc, I = 7.00 0.49 31.65 Computed Tc = Regional Tc = User -Entered Tc = 3.68 inch/hr Peak Flowrate, Qp = 6.12 inch/hr Peak Flowrate, Qp = 3.68 inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 38.47 15.39 38.47 5.64 9.38 5.64 cfs cfs cfs B-2 100 year Peak Runoff, Pad Basin 9/13/2024, 5:35 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Baker Subdivision Basin B-3 Catchment Hydrologic Data Catchment ID = B-3 Area = I m perviousness = NRCS Soil Type = 14.62 Acres 82.20 % A A, B, C, or D Rainfall Information teturn Period, Tr = C1 = C2= C3= P1= I (inch/hr) = C1 * P1 /(C2 + Td)AC3 100 years 28.50 10.00 0.786 2.73 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") Analysis of Flow Time (Time of Concentration) for a Catchment off Coefficient, C = off Coefficient, C = Coefficient, C-5 = off Coefficient, C = 0.53 (enter an overide C value if desired, or leave blank to accept calculated C.) 0.41 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Reach :3 Illustration Reach 2 .-Li‘ __------ Reach 1 flow overland. LEGEND () Beginning Flour D ire& do n Cate Juneht Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0100 250 0.41 N/A 0.21 19.70 1 0.0050 730 2 3 4 5 Sum Peak Runoff Prediction I Intensity at Computed Tc, I = all Intensity at Regional Tc, I = itensity at User -Defined Tc, I = 980 20.00 1.41 Computed Tc = Regional Tc = User -Entered Tc = 4.43 inch/hr Peak Flowrate, Qp = 6.11 inch/hr Peak Flowrate, Qp = 4.43 inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 8.60 28.30 15.44 28.30 34.34 cfs 47.37 cfs 34.34 cfs B-3 100 year Peak Runoff, Pad Basin 9/13/2024, 5:37 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Baker Subdivision Basin B-4 Catchment Hydrologic Data Catchment ID = Area = I m perviousness = NRCS Soil Type = B-4 5.01 80.00 A Rainfall Information teturn Period, Tr = O1= C2= C3= P1= Acres ok A, B, C, or D I (inch/hr) = C1 * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.73 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") Analysis of Flow Time (Time of Concentration) for a Catchment off Coefficient, C = off Coefficient, C = Coefficient, C-5 = off Coefficient, C = 0.66 0.56 Reach :3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 .-Li‘ __------ Reach 1 flow overland. LEGEND () Beginning Flour D ire& do n Cate Juneht Boundary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage/ Field 5 Short Pasture/ Lawns 7 Nearly Bare Ground 10 Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0100 250 0.56 N/A 0.27 15.42 1 0.0050 480 2 3 4 5 Sum 730 Peak Runoff Prediction I Intensity at Computed Tc, I = all Intensity at Regional Tc, I = itensity at User -Defined Tc, I = 20.00 1.41 5.66 Computed Tc = Regional Tc = User -Entered Tc = 5.22 inch/hr Peak Flowrate, Qp = 6.39 inch/hr Peak Flowrate, Qp = 5.22 inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 21.07 14.06 21.07 17.27 21.12 17.27 cfs cfs cfs B-4 100 year Peak Runoff, Pad Basin 9/13/2024, 5:38 PM CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: Baker Subdivision ID: South 18 -Inch Culvert Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) OR: Box Culvert: Grime Cmuat \tnihi A I[ fmb-m:q lit Id :k A V Skpr Sc sautnLi Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Minimum Energy Condition Coefficient Orifice Inlet Condition Coefficient Calculations of Culvert Casacit out•ut e uKerd a -section L I° ilucirerrX section edtt low Swttrl s D = 18 inches Grooved Edge Projecting H (Rise) = W (Span) = # Barrels = Elev IN = Elev OUT = L= n= Kb = KX = Ke = Kf = K5 = KElow = Cd = 1 4714.15 4708 128.7 0.012 0 1 0.20 1.99 3.19 -0.1383 0.67 ft ft ft ft ft Backwater calculations required to obtain Outlet Control Flowrate when HWo < 0.75 * Culvert Rise Headwater Surface Elevation (ft) Tailwater Surface Elevation (ft) Inlet Control Equation Used Inlet Control Flowrate (cfs) Outlet Control Flowrate (cfs) Controlling Culvert Flowrate (cfs) Flow Control Used 4714.15 4712.00 No Flow (WS < inlet) 0.00 0.00 0.00 N/A 4714.35 4712.00 Min. Energy. Eqn. 0.15 #N/A #N/A #N/A 4714.55 4712.00 Min. Energy. Eqn. 0.71 #N/A #N/A #N/A 4714.75 4712.00 Min. Energy. Eqn. 1.51 #N/A #N/A #N/A 4714.95 4712.00 Regression Eqn. 2.51 #N/A #N/A #N/A 4715.15 4712.00 Regression Eqn. 3.62 #N/A #N/A #N/A 4715.35 4712.00 Regression Eqn. 4.93 14.54 4.93 INLET 4715.55 4712.00 Regression Eqn. 6.34 14.97 6.34 INLET 4715.75 4712.00 Regression Eqn. 7.71 15.39 7.71 INLET 4715.95 4712.00 Regression Eqn. 8.91 15.79 8.91 INLET 4716.15 4712.00 Regression Eqn. 9.95 16.19 9.95 INLET 4716.35 4712.00 Regression Eqn. 10.91 16.57 10.91 INLET 4716.55 4712.00 Regression Eqn. 11.81 16.95 11.81 INLET 4716.75 4712.00 Regression Eqn. 12.61 17.32 12.61 INLET 4716.95 4712.00 Regression Eqn. 13.33 17.68 13.33 INLET 4717.15 4712.00 Regression Eqn. 14.04 18.03 14.04 INLET 4717.35 4712.00 Regression Eqn. 14.71 18.38 14.71 INLET 4717.55 4712.00 Regression Eqn. 15.36 18.72 15.36 INLET 4717.75 4712.00 Regression Eqn. 16.01 19.05 16.01 INLET 4717.95 4712.00 Regression Eqn. 16.61 19.38 16.61 INLET 4718.15 4712.00 Regression Eqn. 17.15 19.70 17.15 INLET 4718.35 4712.00 Regression Eqn. 17.71 20.02 17.71 INLET 4718.55 4712.00 Regression Eqn. 18.26 20.33 18.26 INLET 4718.75 4712.00 Orifice Eqn. 18.81 20.64 18.81 INLET 4718.95 4712.00 Orifice Eqn. 19.26 20.94 19.26 INLET 4719.15 4712.00 Orifice Eqn. 19.73 21.24 19.73 INLET 4719.35 4712.00 Orifice Eqn. 20.21 21.54 20.21 INLET 4719.55 4712.00 Orifice Eqn. 20.64 21.83 20.64 INLET 4719.75 4712.00 Orifice Eqn. 21.11 22.12 21.11 INLET 4719.95 4712.00 Orifice Eqn. 21.51 22.40 21.51 INLET Processing Time: 00.14 Seconds MHFD-Culvert South 18 Inch Culvert, Culvert Rating 9/13/2024, 8:40 PM CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: Baker Subdivision ID: South 18 -Inch Culvert STAGE -DISCHARGE CURVE FOR THE CULVERT 4721.15 4720.15 4719.15 4718.15 a) a) a) a) 9- CD 4717.15 ca V 4716.15 4715.15 4714.15 K I♦I n u n A • A • _ /\ A A A • • • Q A • • • A If / .. A • • A A A • • • II A A A A • • H 0 5 10 15 Discharge (cfs) 20 Inlet Control Outlet Control Stage -Discharge 25 MHFD-Culvert South 18 Inch Culvert, Culvert Rating 9/13/2024, 8:40 PM CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: Baker Subdivision ID: North 18 -Inch Culvert Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) OR: Box Culvert: Cmuat \tnihi A I[ fmb-m:q lit Id :k A V Skpr Sc sautnLi Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Minimum Energy Condition Coefficient Orifice Inlet Condition Coefficient Calculations of Culvert Casacit out•ut e uKerd a -section L I° rw�reETX section edtt low Swttrl s D = 18 inches Grooved Edge Projecting H (Rise) = W (Span) = # Barrels = Elev IN = Elev OUT = L= n= Kb = KX = Ke = Kt' = K5 = KElow = Cd = 1 4718.45 4718.31 51.1 0.012 0 1 0.20 0.79 1.99 -0.0034 0.67 ft ft ft ft ft Backwater calculations required to obtain Outlet Control Flowrate when HWo < 0.75 * Culvert Rise Headwater Surface Elevation (ft) Tailwater Surface Elevation (ft) Inlet Control Equation Used Inlet Control Flowrate (cfs) Outlet Control Flowrate (cfs) Controlling Culvert Flowrate (cfs) Flow Control Used 4718.45 4718.31 No Flow (WS < inlet) 0.00 0.00 0.00 N/A 4718.65 4718.31 Min. Energy. Eqn. 0.15 #NJA #N/A #NJA 4718.85 4718.31 Min. Energy. Eqn. 0.64 #N/A #N/A #N/A 4719.05 4718.31 Min. Energy. Eqn. 1.41 #N/A #N/A #N/A 4719.25 4718.31 Regression Eqn. 2.34 #N/A #N/A #N/A 4719.45 4718.31 Regression Eqn. 3.42 #N/A #N/A #N/A 4719.65 4718.31 Regression Eqn. 4.71 4.36 4.36 OUTLET 4719.85 4718.31 Regression Eqn. 6.11 5.74 5.74 OUTLET 4720.05 4718.31 Regression Eqn. 7.46 6.95 6.95 OUTLET 4720.25 4718.31 Regression Eqn. 8.71 8.04 8.04 OUTLET 4720.45 4718.31 Regression Eqn. 9.81 9.03 9.03 OUTLET 4720.65 4718.31 Regression Eqn. 10.75 9.95 9.95 OUTLET 4720.85 4718.31 Regression Eqn. 11.63 10.82 10.82 OUTLET 4721.05 4718.31 Regression Eqn. 12.45 11.63 11.63 OUTLET 4721.25 4718.31 Regression Eqn. 13.21 12.41 12.41 OUTLET 4721.45 4718.31 Regression Eqn. 13.92 12.97 12.97 OUTLET 4721.65 4718.31 Regression Eqn. 14.61 13.63 13.63 OUTLET 4721.85 4718.31 Regression Eqn. 15.25 14.36 14.36 OUTLET 4722.05 4718.31 Regression Eqn. 15.91 15.04 15.04 OUTLET 4722.25 4718.31 Regression Eqn. 16.51 15.70 15.70 OUTLET 4722.45 4718.31 Regression Eqn. 17.05 16.33 16.33 OUTLET 4722.65 4718.31 Regression Eqn. 17.62 16.94 16.94 OUTLET 4722.85 4718.31 Regression Eqn. 18.17 17.53 17.53 OUTLET 4723.05 4718.31 Orifice Eqn. 18.71 18.09 18.09 OUTLET 4723.25 4718.31 Orifice Eqn. 19.21 18.64 18.64 OUTLET 4723.45 4718.31 Orifice Eqn. 19.64 19.18 19.18 OUTLET 4723.65 4718.31 Orifice Eqn. 20.11 19.70 19.70 OUTLET 4723.85 4718.31 Orifice Eqn. 20.54 20.21 20.21 OUTLET 4724.05 4718.31 Orifice Eqn. 21.01 20.70 20.70 OUTLET 4724.25 4718.31 Orifice Eqn. 21.41 21.18 21.18 OUTLET Processing Time: 02.58 Seconds MHFD-Culvert North 18 Inch Culvert, Culvert Rating 9/13/2024, 8:41 PM CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: Baker Subdivision ID: North 18 -Inch Culvert STAGE -DISCHARGE CURVE FOR THE CULVERT 4725.45 4724.45 4723.45 4722.45 a) a) a) a) 9- CD 4721.45 K 4720.45 4719.45 4718.45 Ai *I AL I A❑ A❑ *II I_I A + ❑ +❑ A.11 4 u H IJ 0 5 10 15 Discharge (cfs) 20 Inlet Control Outlet Control Stage -Discharge 25 MHFD-Culvert North 18 Inch Culvert, Culvert Rating 9/13/2024, 8:41 PM CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: Baker Subdivision ID: North 24 -Inch Culvert Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) OR: Box Culvert: Cmuat \tnihi A I[ fmb-m:q lit Id :k A V Skpr Sc sautnLi Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Minimum Energy Condition Coefficient Orifice Inlet Condition Coefficient Calculations of Culvert Casacit out•ut e uKerd a -section L I° rw�reETX section edtt low Swttrl s D = 24 inches Grooved Edge Projecting H (Rise) = W (Span) = # Barrels = Elev IN = Elev OUT = L= n= Kb = KX = Ke = Kt' = K5 = KElow = Cd = 1 4719.37 4719.18 68.58 0.012 0 1 0.20 0.72 1.92 0.0074 0.67 ft ft ft ft ft Backwater calculations required to obtain Outlet Control Flowrate when HWo < 0.75 * Culvert Rise Headwater Surface Elevation (ft) Tailwater Surface Elevation (ft) Inlet Control Equation Used Inlet Control Flowrate (cfs) Outlet Control Flowrate (cfs) Controlling Culvert Flowrate (cfs) Flow Control Used 4719.37 4719.18 No Flow (WS < inlet) 0.00 0.00 0.00 N/A 4719.57 4719.18 Min. Energy. Eqn. 0.16 #NJA #N/A #NJA 4719.77 4719.18 Min. Energy. Eqn. 0.75 #N/A #N/A #N/A 4719.97 4719.18 Min. Energy. Eqn. 1.64 #N/A #N/A #N/A 4720.17 4719.18 Min. Energy. Eqn. 2.84 #N/A #N/A #N/A 4720.37 4719.18 Min. Energy. Eqn. 4.32 #N/A #N/A #N/A 4720.57 4719.18 Regression Eqn. 5.85 #N/A #N/A #N/A 4720.77 4719.18 Regression Eqn. 7.63 #N/A #N/A #NJA 4720.97 4719.18 Regression Eqn. 9.65 9.13 9.13 OUTLET 4721.17 4719.18 Regression Eqn. 11.81 11.33 11.33 OUTLET 4721.37 4719.18 Regression Eqn. 13.94 13.31 13.31 OUTLET 4721.57 4719.18 Regression Eqn. 15.97 15.12 15.12 OUTLET 4721.77 4719.18 Regression Eqn. 17.83 16.80 16.80 OUTLET 4721.97 4719.18 Regression Eqn. 19.53 18.37 18.37 OUTLET 4722.17 4719.18 Regression Eqn. 21.11 19.85 19.85 OUTLET 4722.37 4719.18 Regression Eqn. 22.53 21.26 21.26 OUTLET 4722.57 4719.18 Regression Eqn. 23.91 22.60 22.60 OUTLET 4722.77 4719.18 Regression Eqn. 25.15 23.89 23.89 OUTLET 4722.97 4719.18 Regression Eqn. 26.34 25.13 25.13 OUTLET 4723.17 4719.18 Regression Eqn. 27.51 26.33 26.33 OUTLET 4723.37 4719.18 Regression Eqn. 28.58 26.93 26.93 OUTLET 4723.57 4719.18 Regression Eqn. 29.63 28.13 28.13 OUTLET 4723.77 4719.18 Regression Eqn. 30.64 29.28 29.28 OUTLET 4723.97 4719.18 Regression Eqn. 31.63 30.39 30.39 OUTLET 4724.17 4719.18 Regression Eqn. 32.58 31.46 31.46 OUTLET 4724.37 4719.18 Regression Eqn. 33.51 32.50 32.50 OUTLET 4724.57 4719.18 Regression Eqn. 34.41 33.50 33.50 OUTLET 4724.77 4719.18 Regression Eqn. 35.31 34.47 34.47 OUTLET 4724.97 4719.18 Regression Eqn. 36.16 35.42 35.42 OUTLET 4725.17 4719.18 Regression Eqn. 37.01 36.34 36.34 OUTLET Processing Time: 02.04 Seconds MHFD-Culvert North 24 Inch Culvert, Culvert Rating 9/13/2024, 8:42 PM CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: Baker Subdivision ID: North 24 -Inch Culvert r STAGE -DISCHARGE CURVE FOR THE CULVERT 4726.37 4725.37 4724.37 4723.37 a) a) a) a) 9- CD Cn 4722.37 4721.37 4720.37 4719.37 4 *❑ 4 Am 4 u A ❑ A 4 LJ 4❑ S❑ A ❑ S❑ Su S ❑ 4 ❑ S❑ 4 II Si 0 10 20 Discharge (cfs) 30 Inlet Control Outlet Control Stage -Discharge 40 K J MHFD-Culvert North 24 Inch Culvert, Culvert Rating 9/13/2024, 8:42 PM Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Southwest Emergency Overflow Grass Swale - 100 -Year Analysis Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4719.00 4718.00 4717.00 4716.00 4715.00 4714.00 4.00, 4.00 2.50 4715.57 0.50 0.025 Known Q = 14.03 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Friday, Sep 13 2024 1.12 14.03 5.02 2.80 9.24 0.95 8.96 1.24 V 0 2 4 6 8 10 12 14 16 18 20 22 24 Depth (ft) 3.43 2.43 1.43 0.43 - 0.57 - 1.57 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Southeast Grass Swale - 100 -Year Analysis Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4717.00 4716.50 4716.00 4715.50 4715.00 4714.50 4714.00 4.00, 4.00 2.00 4714.99 1.00 0.025 Known Q = 5.64 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Friday, Sep 13 2024 0.70 5.640 1.96 2.88 5.77 0.66 5.60 0.83 v 0 2 4 6 8 10 12 14 16 18 20 Depth (ft) 2.01 1.51 1.01 0.51 0.01 - 0.49 - 0.99 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. North Grass Swale - 100 -Year Analysis Triangular S ide Slopes (z:1) Total Depth (ft) Invert Elev (ft) S lope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 4717.00 4716.00 4715.00 4714.00 4713.00 4712.00 4.00, 4.00 3.00 4713.12 0.50 0.025 Known Q = 51.11 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ftls) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Friday, Sep 13 2024 1.82 51.11 13.25 3.86 15.01 1.59 14.56 2.05 0 5 10 15 20 25 30 35 Depth (ft) 3.88 2.88 1.88 0.88 - 0.12 - 1.12 Reach (ft) iii NORTH AMERICAN • GREEN CHANNEL ANALYSIS > > > Sloped Drainage Way Name Discharge Channel Slope Channel Bottom Width Left Side Slope Right Side Slope Low Flow Liner Retardence Class Vegetation Type Vegetation Density Soil Type P300 Sloped Drainage Way 51.11 0.04 1 4 4 A >24 in Sod Former Good 65-79% Sandy Loam (GM) North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. 800.772.2040 >Fax 812.867.0247 www.nagreen.com ECM DS v7.0 Phase Reach Discharge Velocity Normal Depth Mannings N Permissible Shear Stress Calculated Shear Stress Safety Factor Remarks Staple Pattern P300 Unvegetated Underlying Substrate P300 Reinforced Vegetation Underlying Substrate Straight Straight Straight Straight 51.11 cfs 51.11 cfs 51.11 cfs 51.11 cfs 8.42 ft/s 8.42 ft/s 8.42 ft/s 8.42 ft/s 1.11 ft 1.11 ft 1.11 ft 1.11 ft 0.025 2.8 lbs/ft2 0.025 2.65 lbs/ft2 0.025 12 lbs/ft2 0.025 4.39 lbs/ft2 2.78 lbs/ft2 1.49 Ibs/ft2 2.78 Ibs/ft2 1.49 lbs/ft2 1.01 1.78 4.32 2.95 STABLE STABLE E STABLE E STABLE E E DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Baker Subdivision Basin ID: Retention Pond (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): la = A = Type = T = Tc = q = P1 = C1 = C2 = C3 = percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Design Information (Input): la = A = 79.70 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P,/(C2+T j^C3 Coefficient One Coefficient Two Coefficient Three 79.70 Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1* P1/(C2+T j^C3 Coefficient One Coefficient Two Coefficient Three 34.150 34.150 A Type = T = Tc = q = P1 = C1 = C2 = A 5 100 36 36 0.00 0.00 1.12 2.73 28.50 28.50 10 10 0.789 C3 = 0.789 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft 5 -Minutes) Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Minor Storage Mod. FAA Minor Storage <- Enter Rainfall Duration Incremental C = Op -in = 0.56 Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Major Storage Mod. FAA Major Storage C = 0.65 29.62 Qp-in = Qp-out = 83.79 Qp-out = Volume = 0.00 0.00 177,631 Volume = Volume = 502,562 Volume = Increase Value 4.078 11.537 30 Here (e.g. 5 for Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 30 1.74 1.376 1.00 0.00 0.000 1.376 30 4.24 3.893 1.00 0.00 0.000 3.893 60 1.12 1.769 0.80 0.00 0.000 1.769 60 2.72 5.006 0.80 0.00 0.000 5.006 90 0.84 2.003 0.70 0.00 0.000 2.003 90 2.06 5.667 0/0 0.00 0.000 5.667 120 0.69 2.171 0.65 0.00 0.000 2.171 120 1.67 6.144 0.65 0.00 0.000 6144 150 0.58 2.304 0.62 0.00 0.000 2.304 150 1.42 6.519 0.62 0.00 0.000 6.519 180 0.51 2.414 0.60 0.00 0.000 2.414 180 1.24 6.831 0.60 0.00 0.000 6.831 210 0.45 2.509 0.59 0.00 0.000 2.509 210 1.1.0 7.099 0.59 0.00 0.000 7.099 240 0.41 2.592 0.58 0.00 0.000 2.592 240 1:00 7.335 0.58 0.00 0.000 7.335 270 0.37 2.667 0:57 0.00 0.000 2.667 270 0.91 7.546 0.57 0.00 0.000 7.546 300 0.35 2.735 0.56 0.00 0.000 2.735 300 0.84 7/37 0.56 0.00 0.000 7/37 330 0.32 2.797 0.56 0.00 0.000 2.797 330 0.78 7.913 0.56 0.00 0.000 7.913 360 0.30 2.854 0.55 0.00 0.000 2.854 360 0.73 8.075 0.55 0.00 0.000 8.075 390 0.28 2.907 0.55 0.00 0.000 2.907 390 0.69 8.226 0.55 0.00 0.000 8.226 420 027 2.957 0.54 0.00 0.000 2.957 420 0.65 8367 0.54 0.00 0.000 8.367 450 0.25 3.0.04 0.54 0.00 0.000 3.004 450 0.62 8.500 0.54 0.00 0.000 8.500 480 024 3.049 0.54 0.00 0.000 3.049 480 0.59 8.626 0.54 0.00 0.000 8.626 510 0.23 3.091 0.54 0.00 0.000 3.091 510 0.56 8.745 0.54 0.00 0.000 8.745 540 022 3.131 0.53 0.00 0.000 3.131 540 0.54 8.859 0.53 0.00 0.000 8.859 570 0.21 3.170 0.53 0.00 0.000 3.170 570 0.51 8.967 0.53 0.00 0.000 8.967 600 020 3.206 0.53 0.00 0.000 3.206 600 0.49 9.071 0.53 0.00 0.000 9.071 630 0.19 3.241 0.53 0.00 0.000 3.241 630 0.48 9.171 0.53 0.00 0.000 9.171 660 0.19 3.275 0.53 0.00 0.000 3.275 660 0.46 9.266 0.53 0.00 0.000 9.266 690 0.18 3.308 0.53 0.00 0.000 3.308 690 0.44 9.358 0.53 0.00 0.000 9.358 720 0.18 3.339 0.53 0.00 0.000 3.339 720 0.43 9.447 0.53 0.00 0.000 9.447 750 0.17 3.370 0.52 0.00 0.000 3.370 750 0.41 9.533 0.52 0.00 0.000 9.533 780 0.17 3.399 0.52 0.00 0.000 3.399 780 0.40 9.616 0.52 0.00 0.000 9.616 810 0.16 3.427 0.52 0.00 0.000 3.427 810 0.39 9.697 0.52 0.00 0.000 9.697 840 0.16 3.455 0.52 0.00 0.000 3455 840 0.38 9/75 0.52 0.00 0.000 9/75 870 0.15 3.482 0.52 0.00 0.000 3.482 870 0.37 9.851 0.52 0.00 0.000 9.851 900 0.15 3.508 0.52 0.00 0.000 3.508. 900 0.36 9.924 0.52 0.00 0.000 9.924 930 0.14 3.533 0.52 0.00 0.000 3.533 930 0.35 9.996 0.52 0.00 0.000 9.996 960 0.14 3.558 0.52 0.00 0.000 3.558 960 0.34 10.066 0.52 0.00 0.000 10.066 990 0.14 3.582 0.52 0.00 0.000 3.582 990 0.33 10.134 0.52 0.00 0.000 10.134 1020 0.13 3.605 0.52 0.00 0.000 3.605 1020 0.33 10200 0.52 0.00 0.000 10200 1050 0.13 3.628 0.52 0.00 0.000 3.628 1050 0.32 10.265 0.52 0.00 0.000 10.265 1080 0.13 3.651 0.52 0.00 0.000 3.651 1080 0.31 10.328 0.52 0.00 0.000 10.328 11.10 0.13 3.672 0.52 0.00 0.000 3.672 1110 0.31 10.390 0.52 0.00 0.000 10.390 1140 0.12 3.694 0.52 0.00 0.000 3.694 1140 0.30 10.451 0.52 0.00 0.000 10.451 1170 0.12 3/15 0.52 0.00 0.000 3/15 1170 0.29 10.510 0.52 0.00 0.000 10.510 1200 0.12 3.735 0.52 0.00 0.000 3.735 1200 0.29 10.568 0.52 0.00 0.000 10.568 1230 0.12 3.755 0.51 0.00 0.000 3.755 1230 0.28 10.625 0.51 0.00 0.000 10.625 1260 0.11 3.775 0.51 0.00 0.000 3.775 1260 0.28 10.681 0.51 0.00 0.000 10.681 1290 0.11 3.795 051 0.00 0.000 3.795 1290 0.27 10.736 0.51 0.00 0.000 10.736 1320 0.11 3.813 0.51 0.00 0.000 3.813 1320 0.27 10.789 0.51 0.00 0.000 10/89 1.350 0.11 3.832 0.51 0.00 0.000 3.832 1350 0.26 10.842 0.51 0.00 0.000 10.842 1380 0.11 3.850 0.51 0.00 0.000 3.850 1380 0.26 10.894 0.51 0.00 0.000 10.894 1410 0.10 3.868 0.51 0.00 0.000 3.868 1410 0.25 10.945 0.51 0.00 0.000 10.945 1440 0.10 3.886 0.51 0.00 0.000 3.886 1440 0.25 10.995 0.51 0.00 0.000 10.995 1470 0.10 3.903 0.51 0.00 0.000 3.903 1470 0.25 11.044 0.51 0.00 0.000 11.044 1500 0.10 3.921 0.51 0.00 0.000 3.921 1500 0.24 11.092 0.51 0.00 0.000 11.092 1530 0.10 3.937 051 0.00 0.000 3.937 1530 0.24 11.140 0.51 0.00 0.000 11.140 1560 0.10 3.954 0.51 0.00 0.000 3.954 1560 0.23 11.187 0.51 0.00 0.000 11.187 1590 0.09 3.970 0.51 0.00 0.000 3.970 1590 0.23 11.233 0.51 0.00 0.000 11.233 1620 0.09 3.986 0.51 0.00 0.000 3.986 1620 0.23 11.278 0.51 0.00 0.000 11.278 1650 0.09 4.002 0.51 0.00 0.000 4.002 1650 0.22 11.323 0.51 0.00 0.000 11.323 1680 0.09 4.018 0.51 0.00 0.000 4.018 1680 0.22 11.367 0.51 0.00 0.000 11.367 1710 0.09 4.033 0.51 0.00 0.000 4.033 1710 0.22 11.410 0.51 0.00 0.000 11.410 1740 0.09 4.048 0.51 0.00 0.000 4.048 1740 0.21 11.453 0.51 0.00 0.000 11.453 1770 0.09 4.063 .0.51 0.00 0.000 4.063 1770 0.21 11496 0.51 0.00 0.000 11A96 1800 0.09 4.078 0.51 0.00 0.000 4.078 1800 0.21 11.537 0.51 0.00 0.000 11.537 Mod. FAA Minor Storage Volume (cubic ft.) = 177,631 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Minor Storage Volume (acre -ft.) = 4.0779 Mod. FAA Major Storage Volume (acre ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 502,562 11.5372 10.995 Acre -Ft 24 -Hour 100 -Year Storm Volume Required Volume = 24 -Hour 100 -Year Storm Volume x 1.5 = 10.995 acre -ft x 1.5 = 16.493 acre -ft = 718,413 square feet Construction Phase FAA detention pond analysis, Modified FAA 9/13/2024, 5:17 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Baker Subdivision Basin ID: Retention Pond Inflow and Outflow Volumes vs. Rainfall Duration 14 12 10 8 Sila CD E 6 4 2 0 I --- Minor Storm Inflow Minor Storm Outflov Minor Major Storm Storm Storag Inflow ' I f Major Storm Outflov • Major Storm Storag _ L]€ i .1 0 200 400 600 800 1000 Duration (Minutes) 1200 1400 1600 1800 olume Volume Volume olume Volume Volume 2000 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 Construction Phase FAA detention pond analysis, Modified FAA 9/13/2024, 5:17 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Baker Subdivision Basin ID: Retention Pond Darn t Side Slope 2 f^ - X� 4 4 _ Side Slope .Z Flow Design Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (H:V), Zd = Stage -Storage Relationship: Dam Y Side Slope Z Flow ft ft ft/ft L Righ Isosceles Circl Side Slope Z Check Basin Shane t Triangle Triangle tectangle e / Ellipse Irregular Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': L r Side Slope z OR... OR... OR... OR... (Use Overide values in cells G32:G52) MINOR MAJOR 4.08 11.54 acre -ft. acre -ft. acre -ft. Labels for WQCV, Minor, & Major Storage Stages (input) Water Surface Elevation ft (input) Side Slope (H:V) ft/ft Below El. (input) Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) Surface Area at Stage ft2 User Overide Volume Below Stage ft3 (output) Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target Volumes for WQCV, Minor, & Major Storage Volumes (for goal seek) 4707.00 48,277 1.108 0.000 4708.00 0.00 0.00 52,348 50,312 1.202 1.155 4709.00 0.00 0.00 56,612 104,792 1.300 2.406 4710.00 0.00 0.00 60,953 163,575 1.399 3.755 4711.00 0.00 0.00 65,436 226,769 1.502 5.206 4712.00 0.00 0.00 70,089 294,532 1.609 6.762 WQCV 4713.00 0.00 0.00 74,913 367,033 1.720 8.426 4714.00 0.00 0.00 80,486 444,732 1.848 10.210 4715.00 0.00 0.00 88,145 529,048 2.024 12.145 4716.00 0.00 0.00 98,223 622,232 2.255 14.284 Required Volume 4717.00 0.00 0.00 110,719 726,703 2.542 16.683 Top of Pond 4718.00 0.00 0.00 125,689 844,907 2.885 19.396 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Retention Pond Drain Time Analysis Infiltration Rate = 2.00 in/hr Pond Depth to Spillway = 10.00 feet = 120 inches Design Drain Time = 120 inches / 2.00 inches per hour = 60 hours. Construction Phase FAA detention pond analysis, Basin Required Drain Time = 72 hours. 9/13/2024, 8:58 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: r STAGE -STORAGE CURVE FOR THE POND 4721.10 4716.10 4711.10 S a) a) 4J ki— a) a) co 4706.10 4701.10 4696.10 0.00 5.00 10.00 15.00 Storage (acre-feet) 20.00 25.00 Construction Phase FAA detention pond analysis, Basin 9/13/2024, 8:58 PM 1 I N a7 a a7 N l� 1 I I I -, 0 1 w o i i S 89°37'55' VI/ 1 ti GAS GAS 1Nos GAS GAS GAS NIS GAS i I GAS GAS GAS GAS GAS GAS I 71* iiI I 9423.5-\ 4722 ~� f GAS GAS GAS 1793726 Sq. Feet 41_1783 Acres S L'Wg E f -CAS GAS' vi / 3041459- Sq., Feet 69,8223 Acres / yr -4721 GAS GAS GAS Al* GAS GAS _ 1 CENTERLINE FARMERS INDEPENDENT DITCH (100' RIGHT-OF-WAY REC. NO. 3888688 11/14/2012) A r GAS GAS i — 30' Pipeline Right -Of -Way/ GAS GAS GAS GAS GAS 60' Pipeline Right -Of -Way Granted to DCP Midstream, LP REC. NO. 43 60284 12/14/2027 I/ Nk /P - EXISTING WELL // /LOT 1 1,528,424 Sq. Feet' 35.0878 Acres IDI-1 SE 1 E' OS Existing Retention Pond to Remain for Solar Faun in Basin SF -1 O 471 1 D I lot GAS ---� Gas �.` GAS ._._ RETENTION POND Proposed Type L Riprap Proposed 18" RCP Storm Culvert Southwest Emergency Overflow Grass Swale for Basin SF -1 / 4717 _ Proposed 12" Water Main Proposed Fire Hydrant i 1 , Connect to Existing Water Main Southeast Grass Swale S \ 11/4 TANK BATTER ACCES -PPOtE->-- WELD COUNTY ROAD 46 (60' RIGHT-OF-WAY REC, NO.46960 0211311893) SED E Nmz, T I i tie 14 vcci 1i _ i1 CD I I 1 Proposed 24" RCP Storm Culvert Proposed 20' x 100 P300 North American Green Erosion Protection sea ti LOT2 509,392 Sq. Feet 11.6940 Acres )N EXIS'TI NG � J North Grass Swale LOT5 636,713 Sq. Feet 14.6169 Acres N 1 50' PIPELINE RIGHT-OF-WAY GRANT TO PANHANDLE EASTERN PIPE LINE CO. REC. NO. 1784841 03/19/1979 30' Pipeline Right -Of -Way i i 4gm 10' RE SE R FUTURE NED ROW J)147 f : - 1, ckess. Proposed Fire Hydrant G WELL LT . 2i8195Sq.F4t -57009'1 Miles 0 100 200 300 1"=100' / Li Proposed 18" RCP Storm Culvert i _3_89°414)64V 2721:3- As LOT 4- 12 Acres LEGEND SWALE PROPERTY LINE EDGE OF ROW EXISTING FENCE EXISTING CONTOUR PROPOSED CONTOUR LANDSCAPE AREA CONCRETE SURFACE GRADE BREAKS INSTALL ROCK SOCK INSTALL OUTLET PROTECTION 44. INSTALL VEHICLE TRACKING CONTROL INSTALL CONCRETE WASHOUT AREA STABILIZED STAGING AREA INSTALL SILT FENCE LIMITS OF DISTURBANCE Existing Retention Pond for Lot 4 to Remain OP SA [SF} _ 3'-‘`91143* I XV) 4 -Lin rn 451 0 r331 7O Connect to Existing Water Main Rev. No. A Date 9/13/2024 Revision Description Submittal to County m cc 5 0 cc w 8 w co LL <c < 0 Z 0 la W a) w < 15 < w CC 0 w I"' cf‘i o- 0 22169 COUNTY ROAD 35 GREELEY, CO 80631 —I cc W W 0 W W >w M ILI co 0 CC < •c:C co et, 00 is cc 0 @ w w w 8 .5 ri (7) "o) DRAvitiNI MEH CHECKED SJW DATE 9-13-2024 SCALE AS SHOWN PROJECT # 41414 SHEET 3 OF 19 SHEETS 1 N a7 a a7 N l� 1 I I I -, 0 1 w o i i S 89°37'55' VI/ 1 ti GAS GAS 1Nos GAS GAS GAS NIS GAS i / < i GAS GAS GAS GAS GAS GAS I Ime* iiI 9423.5N 4722 ~� aTh f GAS GAS GAS 1793726 Sq. Feet 41_1783 Acres S 98954'4 " E f -CAS GAS' vi / 3041459- Sq. Feet 69,8223 Acres / Pr -4721 GAS GAS GAS Al* GAS GAS _ 1 CENTERLINE FARMERS INDEPENDENT DITCH (100' RIGHT-OF-WAY REC. NO. 3888688 11/14/2012) A r GAS GAS i - 30' Pipeline Right -Of -Way/ GAS GAS GAS GAS GAS 60' Pipeline Right -Of -Way Granted to DCP Midstream, LP REC. NO. 43 60284 12/14/2027 I/ Sk EXISTING WELL // /LOT 1 1,528,424 Sq. Feet' 35.0878 Acres PH SE EROS Existing Retention Pond to Remain for Solar Faun in Basin SF -1 O 471 I ,/ 1 D GAS ---� Gas �.` GAS ._._ Southwest Emergency Overflow Grass Swale for Basin SF -1 4717 _ 87 1 Connect to Existing Water Main RETENTION POND Proposed Type L Riprap Proposed 18" RCP Storm Culvert Proposed 12" Water Main Southeast Grass Swale Proposed Fire Hydrant 1' 11/4 O0 �� TANK BATTER ACCES -P� �-• POCE� _ 89'4 I i Inil ;TIT I WELD COUNTY ROAD 46 (60' RIGHT-OF-WAY REC, NO. 46960 02/1311893) SED Nmz, Q tD co V ) C O 1 Proposed 24" RCP Storm Culvert Proposed 20' x 100 P300 North American Green Erosion Protection LOT2 509,392 Sq. Feet 11.6940 Acres )N EXIS'TI NG � J North Grass Swale LOT5 636,713 Sq. Feet 14.6169 Acres N 1 50' PIPELINE RIGHT-OF-WAY GRANT TO PANHANDLE EASTERN PIPE LINE CO. REC. NO. 1784841 03/19/1979 Pipel ine 30' Pipe line Right -Of -Way 0 TIROL i i 4gm 10' RE SE R FUTURE NED ROW J'147 f : - 1, Proposed Fire Hydrant )*% ckess. 4c(" G WELL LT . _2i8195Sq.F4t -57009'1 Miles 0 100 200 300 1"=100' / Li Proposed 18" RCP Storm Culvert i i .-89°41'85-W Ao0 Lj 2721-T As /LOT 12 Acres LEGEND SWALE PROPERTY LINE EDGE OF ROW EXISTING FENCE EXISTING CONTOUR PROPOSED CONTOUR LANDSCAPE AREA CONCRETE SURFACE GRADE BREAKS INSTALL ROCK SOCK INSTALL OUTLET PROTECTION INSTALL VEHICLE TRACKING CONTROL INSTALL CONCRETE WASHOUT AREA STABILIZED STAGING AREA INSTALL SILT FENCE LIMITS OF DISTURBANCE Existing Retention Pond for Lot 4 to Remain OP SA [SF} _ 04 go 5-.1z&littc; g 14,1 7O goo Connect to Existing Water Main Rev. No. A Date 9/13/2024 Revision Description Submittal to County m cc 5 0 cc w 8 w co LL <c < 0 Z 0 la W Cf) w < 15 < w CC 0 w I"' cf‘i o- 0 22169 COUNTY ROAD 35 GREELEY, CO 80631 —I cc W W 0 W W >w M ILI < 0 co 0 cc < c:C co et% OD CO M O 18 cud w .23 w 8 :5 r n (O <, (7) "o) DRAvisiNI MEH CHECKED EJW DATE 9-13-2024 SCALE AS SHOWN PROJECT # 41414 SHEET SHEETS Construction Phasing/Sequencing (CP) Table CP-1. Typical Phased BMP Installation for Construction Projects SM-i Project Phase BMPs • Install of inlet sediment controls protection). downgradient of access point (on paved streets this may consist • Establish vehicle tracking control at entrances to paved streets. Fence as needed. Pre disturbance, - • Use construction fencing to define the boundaries of the project and limit access to areas of Site Access the site that are not to be disturbed. Note: it may downgradient, to the inlets. be necessary to protect inlets in the general vicinity of the site, even if not if there is a possibility that sediment tracked from the site could contribute • Install perimeter controls as needed on downgradient etc). perimeter of site (silt fence, wattles, • Limit disturbance to those areas planned for disturbance and protect undisturbed areas within the site (construction fence, flagging, etc). • Preserve vegetative buffer at site perimeter. • Create stabilized staging area. • Locate portable toilets on flat surfaces away from drainage paths. Stake in areas susceptible to high winds. • Construct concrete washout area and provide signage. • Establish waste disposal areas. Site Clearing and Grubbing • Install sediment basins. • Create dirt perimeter berms and/or brush barriers during grubbing and clearing. • Separate and stockpile topsoil, leave roughened and/or cover. • Protect stockpiles with drainage paths and can remain in place seeding, and/or mulch should on perimeter be accessed the downgradient for stockpiles control that BMPs. Stockpiles should be located away from the upgradient side so that perimeter side. Use erosion control blankets, temporary will be inactive for an extended period. from controls • Leave disturbed area of site in a roughened revegetation for areas of the site that extended period. have condition been disturbed to limit erosion. but that will Consider temporary be inactive for an • Water to minimize dust but not to the point that watering creates runoff November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 CP-3 SM-i Construction Phasing/Sequencing (CP) Project Phase BIN/Ps In Addition to the Above BMPs: • Close trench as soon as possible (generally at the end of the day). Utility And Use rough -cut street control or apply road base for streets that will not be promptly paved. Infrastructure Installation • Provide inlet protection as streets are paved and inlets are constructed. • Protect and repair BMPs, as necessary. • Perform street sweeping as needed. In Addition to the Above BMPs: • Implement materials activities. management and good housekeeping practices for home building Building Construction Use perimeter controls for temporary stockpiles from foundation excavations. • For lots curb. adjacent to streets, lot -line perimeter controls may be necessary at the back of In Addition to the Above BMPs: Final Grading • Remove excess or waste materials. • Remove stored materials. In Addition to the Above BMPs: • Seed and mulch/tackify. Final Stabilization • Seed and install blankets on steep slopes. • Remove all temporary BMPs when site has reached final stabilization. CP-4 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 November 2010 D SEDI E T _ O 1- 01_ DETtA.ILS Rev. No. A Date 9/13/2024 Revision Description Submittal to County 0 m cc 5P w w co LLZm< W � w a Q ' w cc CC 0 w 0 W Q m 22169 COUNTY ROAD 35 GREELEY, CO 80631 U J (� J Zcc W W W0 Z � w W flu QCC < W �D •c:C Ur) co r, ca co Et. O ILS > 0 CV LU LU 0) J s' W 5 5 W ._ „a- n _I i<0 E O Cf L 4) 4) "o) 4? UNDISTURBED OR COMPACTED SOIL CONCRETE WASHOUT SIGN COMPACTED BERM AROUND THE PERIMETER 8 X 8 MIN. SECTEON A VEHICLE TRACKING CONTROL (SEE VTC DETAIL) OR OTHER STABLE SURFACE 2% SLOPE VEHICLE TRACKING CONTROL (SEE VTC DETAIL ) CWA-1, CONCRETE WASHOUT AREA CWA INSTALLATION NOTES 1. SEE PLAN VIEW FOR: -CWA INSTALLATION LOCATION. 2. DO NOT LOCATE AN UNLINED CWA WITHIN 40O' OF ANY NATURAL DRAINAGE PATHWAY OR WATERBODY. DO NOT LOCATE WITHIN 1,000' OF ANY WELLS OR DRINKING WATER SOURCES. IF SITE CONSTRAINTS MAKE THIS INFEASIBLE, OR IF HIGHLY PERMEABLE SOILS EXIST ON SITE, THE CWA MUST BE INSTALLED WITH AN IMPERMEABLE LINER (16 MIL MIN. THICKNESS) OR SURFACE STORAGE ALTERNATIVES USING PREFABRICATED CONCRETE WASHOUT DEVICES OR A LINED ABOVE GROUND STORAGE ARE SHOULD BE USED, 3. THE CWA SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT ON SITE. 4. CWA SHALL INCLUDE A FLAT SUBSURFACE PIT THAT IS AT LEAST 8' BY 8' SLOPES LEADING OUT OF THE SUBSURFACE PIT SHALL BE 3:1 OR FLATTER. THE PIT SHALL BE AT LEAST 3' DEEP. 5. BERM SURROUNDING SIDES AND BACK OF THE CWA SHALL HAVE MINIMUM HEIGHT OF 1'. 6. VEHICLE TRACKING PAD SHALL BE SLOPED 2% TOWARDS THE CWA. 7. SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE, AT THE CWA, AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CWA TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. 8. USE EXCAVATED MATERIAL FOR PERIMETER BERM CONSTRUCTION. November 2010 Urban Drainage and Flood Control District CWA-3 Urban Storm Drainage Criteria Manual Volume 3 W (MINUS) CRUSHED ROCK ENCLOSED IN WIRE MESH WIRE TIE ENDS \\_ GROUND SURFACE ROCK SOCK SECTION ROCK SOCK, TYP 1W (MINUS) CRUSHED ROCK ENCLOSED IN WIRE MESH 4" TO 6" MAX AT CURBS, OTHERWISE 6"-10" DEPENDING ON EXPECTED SEDIMENT LOADS ROCK SOCK PLAN ROCK SOCKS CAN BE OVERLAPPED (TYPICALLY 12 -INCH OVERLAP) TO AVOID GAPS. ROCK SOCK JOINTING ROCK SOCK INSTALLATION NOTES 1. SEE PLAN VIEW FOR: -LOCATIONS) OF ROCK SOCKS. SIEVE SIZE GRADATION TABLE MASS PERCENT PASSING SQUARE MESH SIEVES 10O 90 - 10O 20 - 55 0 - 15 O - 5 MATCHES SPECIFICATIONS FOR NO. 4 COARSE AGGREGATE FOR CONCRETE PER AASHTO M43. ALL ROCK SHALL BE FRACTURED FACE, ALL SIDES. 2. CRUSHED ROCK SHALL BE 1)12" (MINUS) IN SIZE WITH A FRACTURED FACE (ALL SIDES) AND SHALL COMPLY WITH GRADATION SHOWN ON THIS SHEET (1," MINUS). 3. WIRE MESH SHALL BE FABRICATED OF 10 GAGE POULTRY MESH, OR EQUIVALENT, WITH A MAXIMUM OPENING OF W, RECOMMENDED MINIMUM ROLL WIDTH OF 48" 4. WIRE MESH SHALL BE SECURED USING "HOG RINGS" OR WIRE TIES AT 6" CENTERS ALONG ALL JOINTS AND AT 2" CENTERS ON ENDS OF SOCKS. 5, SOME MUNICIPALITIES MAY ALLOW THE USE OF FILTER PA PIC AS AN ALTERNATIVE TO WIRE MESH FOR THE ROCK ENCLOSURE. RS 1. ROCK SOCK _ PERNJETER CONTROL Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 CWA MAINTENANCE NOTES 1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE_ 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN EMPs IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. THE CWA SHALL BE REPAIRED, CLEANED, OR ENLARGED AS NECESSARY TO MAINTAIN CAPACITY FOR CONCRETE WASTE. CONCRETE MATERIALS, ACCUMULATED IN PIT, SHALL BE REMOVED ONCE THE MATERIALS HAVE REACHED A DEPTH OF 2'. 5. CONCRETE WASHOUT WATER, WASTED PIECES OF CONCRETE AND ALL OTHER DEBRIS IN THE SUBSURFACE PIT SHALL BE TRANSPORTED FROM THE JOB SITE IN A WATER —TIGHT CONTAINER AND DISPOSED OF PROPERLY. 6_ THE CWA SHALL REMAIN IN PLACE UNTIL ALL CONCRETE FOR THE PROJECT IS PLACED. 7_ WHEN THE CWA IS REMOVED, COVER THE DISTURBED AREA WITH TOP SOIL, SEED AND MULCH OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE LOCAL JURISDICTION. (DETAIL ADAPTED FROM DOUGLAS COUNTY, COLORADO AND THE CITY OF PARKER, COLORADO, NOT AVAILABLE IN AUTOCAD). NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 ROCK SOCK MAINTENANCE NOTES 1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2, FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN EMPs IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. ROCK SOCKS SHALL BE REPLACED IF THEY BECOME HEAVILY SOILED, OR DAMAGED BEYOND REPAIR. 5. SEDIMENT ACCUMULATED UPSTREAM OF ROCK SOCKS SHALL BE REMOVED AS NEEDED TO MAINTAIN FUNCTIONALITY OF THE BMP, TYPICALLY WHEN DEPTH OF ACCUMULATED SEDIMENTS IS APPROXIMATELY OF THE HEIGHT OF THE ROCK SOCK. 6. ROCK SOCKS ARE TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS STABILIZED AND APPROVED BY THE LOCAL JURISDICTION. 7. WHEN ROCK SOCKS ARE REMOVED, ALL DISTURBED AREAS SHALL BE COVERED WITH TOPSOIL, SEEDED AND MULCHED OR OTHERWISE STABILIZED AS APPROVED BY LOCAL JURISDICTION. (DETAIL ADAPTED FROM TOWN OF PARKER, COLORADO AND CITY OF AURORA, COLORADO, NOT AVAILABLE IN AUTOCAD) NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS, CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. NOTE: THE DETAILS INCLUDED WITH THIS FACT SHEET SHOW COMMONLY USED, CONVENTIONAL METHODS OF ROCK SOCK INSTALLATION IN THE DENVER METROPOLITAN AREA_ THERE ARE MANY OTHER SIMILAR PROPRIETARY PRODUCTS ON THE MARKET. UDFCD NEITHER NDORSES NOR DISCOURAGES USE OF PROPRIETARY PROTECTION PRODUCTS; HOWEVER, IN THE EVENT PROPRIETARY METHODS ARE USED, THE APPROPRIATE DETAIL FROM THE MANUFACTURER MUST BE INCLUDED IN THE SWMP AND THE BMP MUST BE INSTALLED AND MAINTAINED AS SHOWN IN THE MANUFACTURER'S DETAILS. November 2010 Urban Drainage and Flood Control District RS -3 Urban Storm Drainage Criteria Manual Volume 3 CONSTRUCTION SITE ACCESS STABILIZED CONSTRUCTION ENTRANCE (SEE DETAILS VTC-1 TO VTC —3) ONSIzT{E CONSTRUCTION Al VEHICLE PARKING (IFS NEEDED) _1 MATERIAL STO'RACE AREA .: SF/CF SF/CI- EXISTING ROADWAY CONSTRUCTION TRAILERS 3" MIN. THICKNESS GRANULAR MATERIAL SSA 1. STABILIZED STAGING AREA. STABILIZED STAGING AREA INSTALLATION NOTES 1. SEE PLAN VIEW FOR — LOCATION OF STAGING AREA(S). — CONTRACTOR MAY ADJUST LOCATION AND SIZE OF STAGING AREA WITH APPROVAL FROM THE LOCAL JURISDICTION. 2. STABILIZED STAGING AREA SHOULD BE APPROPRIATE FOR THE NEEDS OF THE SITE. OVERSIZING RESULTS IN A LARGER AREA TO STABILIZE FOLLOWING CONSTRUCTION. 3. STAGING AREA. SHALL BE STABILIZED PRIOR TO OTHER OPERATIONS ON THE SITE. 4. THE STABILIZED STAGING AREA SHALL CONSIST OF A MINIMUM 3'° THICK GRANULAR MATERIAL. 5. UNLESS OTHERWISE SPECIFIED BY LOCAL JURISDICTION, ROCK SHALL CONSIST OF DOT SECT. #703, AASHTO #3 COARSE AGGREGATE OR 6" (MINUS) ROCK. 6. ADDITIONAL PERIMETER BMPs MAY BE REQUIRED INCLUDING BUT NOT LIMITED TO SILT FENCE AND CONSTRUCTION FENCING. STABILIZED STAGING AREA MAINTENANCE NOTES 1. INSPECT EMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION,. MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2_ FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. ROCK SHALL BE REAPPLIED OR REGRADED AS NECESSARY IF RUTTING OCCURS OR UNDERLYING SUBSPACE BECOMES EXPOSED. November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 Vehicle Tracking Control (VTC) SIDEWALK OR OTHER PAVED SURFACE PUBLIC ROADWAY INSTALL ROCK FLUSH WITH OR BELOW TOP OF PAVEMENT November 2010 COMPACTED SUBGRADE 50 FOOT (MIN.) 20 FOOT (WIDTH CAN BE LESS IF CONST. VEHICLES ARE PHYSICALLY CONFINED ON BOTH SIDES) UNLESS OTHERWISE SPECIFIED BY LOCAL JURISDICTION, USE CDOT SECT. #703„ AASHTO #3 COARSE AGGREGATE OR 6" MINUS ROCK NON -WOVEN GEOTEXTILE FABRIC BETWEEN SOIL AND ROCK UNLESS OTHERWISE SPECIFIED BY LOCAL JURISDICTION, USE CDOT SECT. #703, AASHTO #3 COARSE AGGREGATE OR 6" MINUS ROCK r 9 (MIN.) SECTION A NON -WOVEN GECTEXTILE FABRIC AGGREGATE VEHICLE TRACKING CONTROL Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 D ETLS SM-6 SSA -4 STABIL Stabilized Staging Area (SSA) ZED STAGING AREA MAINTENANCE NOTES 5. STABILIZED STAGING AREA SHALL BE ENLARGED IF NECESSARY TO CONTAIN PARKING, STORAGE, AND UNLOADING/LOADING OPERATIONS. 6_ THE STABILIZED STAGING AREA SHALL BE REMOVED AT THE END OF CONSTRUCTION. THE GRANULAR MATERIAL SHALL BE REMOVED OR, IF APPROVED BY THE LOCAL JURISDICTION, USED ON SITE, AND THE AREA COVERED WITH TOPSOIL, SEEDED AND MULCHED OR OTHERWISE STABILIZED IN A MANNER APPROVED BY LOCAL JURISDICTION. NOTE: MANY MUNICIPALITIES PROHIBIT THE USE OF RECYCLED CONCRETE AS GRANULAR MATERIAL FOR STABILIZED STAGING AREAS DUE TO DIFFICULTIES WITH RE-ESTABLISHMENT OF VEGETATION IN AREAS WHERE RECYCLED CONCRETE WAS PLACED. NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED_ (DETAILS ADAPTED FROM DOUGLAS COUNTY, COLORADO, NOT AVAILABLE IN AUTOCAD') Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 November 2010 Vehicle Tracking Control (VTC) STABILIZED CONSTRUCTION ENTRANCE EXIT INSTALLATION NOTES 1. SEE PLAN VIEW FOR - LOCATION OF CONSTRUCTION ENTRANCE(S)/EXIT(S). - TYPE Or CONSTRUCTION ENTRANCE(S)/EXITS(S) (WITH/WITHOUT WHEEL WASH, CONSTRUCTION MAT OR TRM). 2. CONSTRUCTION MAT OR TRM STABILIZED CONSTRUCTION ENTRANCES ARE ONLY TO BE USED ON SHORT DURATION PROJECTS (TYPICALLY RANGING FROM A WEEK TO A MONTH) WHERE THERE WILL BE LIMITED VEHICULAR ACCESS. 3. A STABILIZED CONSTRUCTION ENTRANCE/EXIT SHALL BE LOCATED AT ALL ACCESS POINTS WHERE VEHICLES ACCESS THE CONSTRUCTION SITE FROM PAVED RIGHT-OF-WAYS. 4. STABILIZED CONSTRUCTION ENTRANCE/EXIT SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES. 5. A NON —WOVEN CEOTEXTILE FABRIC SHALL BE PLACED UNDER THE STABILIZED CONSTRUCTION ENTRANCE/EXIT PRIOR TO THE PLACEMENT OF ROCK. 6. UNLESS OTHERWISE SPECIFIED BY LOCAL JURISDICTION, ROCK SHALL CONSIST OF DOT SECT. #703, AASHTO ,#3 COARSE AGGREGATE OR 6" (MINUS) ROCK. STABILIZED CONSTRUCTION ENTRANCE/EXIT MAINTENANCE NOTES 1. INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF EMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. ROCK SHALL BE REAPPLIED OR REGRADED AS NECESSARY TO THE STABILIZED ENTRANCE/EXIT TO MAINTAIN. A CONSISTENT DEPTH. 5. SEDIMENT TRACKED ONTO PAVED ROADS IS TO BE REMOVED THROUGHOUT THE DAY AND AT THE END OF THE DAY BY SHOVELING OR SWEEPING. SEDIMENT MAY NOT BE WASHED DOWN STORM SEWER DRAINS. NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. (DETAILS ADAPTED FROM CITY OF BRO0MFIELD. COLORADO, NOT AVAILABLE IN AUTOCAD) Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Rev. No. A Date 9/13/2024 Revision Description Submittal to County DRAWN FOR DANIEL BAKER Z 0 CA CC u m f1� W Q m 22169 COUNTY ROAD 35 GREELEY, CO 80631 U J 0 J Z � ujUJ CL 0 Z w W W QM en% CD CC ui—I 16493 ESSEX RD S �O 0 oo O co UN O V L C W rim _I rid c _IQ) W hoPk _I1) a. Silt Fence (SF) SF SILT FENCE CEOTEXTILE 1 ,J'2„ x 1 J„ (RECOMMENDED) WOODEN FENCE POST WITH 10' MAX SPACING COMPACTED BACKFI LL FLOW -� EXISTING GROUND 6" MIN AT LEAST 10" OF SILT FENCE "TAIL" SHALL BE BURIED JOIN FIRST ROTATE SECOND I POSTS SHALL BE JOINED AS SHOWN, THEN ROTATED 180 DEG. IN DIRECTION SHOWN AND DRIVEN INTO THE GROUND MN - MIN V 18" MIN SILT FENCE 36"-48" TYP. POSTS SHALL OVERLAP AT JOINTS SO THAT NO GAPS EXIST IN SILT FENCE THICKNESS OF CEOTEXTILE HAS BEEN EXAGGERATED, TYP SECTION A F 1. SILT FENCE SC -1 November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 SF -3 Inlet Protection (IP) INLET GRATE SEE ROCK SOCK DETAIL FOR JOINTING ROCK SOCK IP -3. ROCK SOCK SUMP/AREA INLET PROTECTION ROCK SOCK SUMP/AREA INLET PROTECTION INSTALLATION NOTES 1. SEE ROCK SOCK DESIGN DETAIL FOR INSTALLATION REQUIREMENTS. SC -6 2. STRAW WATTLES/SEDIMENT CONTROL LOGS MAY BE USED IN PLACE OF ROCK SOCKS FOR INLETS IN PERVIOUS AREAS. INSTALL PER SEDIMENTCONTROL LOG DETAIL In SF� m SF —1 INLET GRATE SILT FENCE (SEE SILT FENCE DESIGN DETAIL IP 4. SILT FENCE FOR SUMP INLET PROTECTION SILT FENCE INLET PROTECTION INSTALLATION NOTES 1. SEE SILT FENCE DESIGN DETAIL FOR INSTALLATION REQUIREMENTS. 2. POSTS SHALL BE PLACED AT EACH CORNER OF THE INLET AND AROUND THE EDGES AT A MAXIMUM SPACING OF 3 FEET. 3. STRAW WATTLES/SEDIMENT CONTROL LOGS MAY BE USED IN PLACE OF SILT FENCE FOR INLETS IN PERVIOUS AREAS. INSTALL PER SEDIMENT CONTROL LOG DETAIL. August 2013 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 IP-5 SC -1 S LT FENCE INSTALLATION NOTES Silt Fence (SF) 1. SILT FENCE MUST BE PLACED AWAY FROM THE TOE OF THE SLOPE TO ALLOW FOR WATER PONDING, SILT FENCE AT THE TOE OF A SLOPE SHOULD BE INSTALLED IN A FLAT LOCATION AT LEAST SEVERAL FEET (2-5 FT) FROM THE TOE OF THE SLOPE TO ALLOW ROOM FOR FUNDING AND DEPOSITION. 2. A UNIFORM 6" X 4" ANCHOR TRENCH SHALL BE EXCAVATED USING TRENCHER OR SILT FENCE INSTALLATION DEVICE. NO ROAD GRADERS, BACKHOES, OR SIMILAR EQUIPMENT SHALL BE USED. 3. COMPACT ANCHOR TRENCH BY HAND WITH A "JUMPING JACK" OR BY WHEEL ROLLING. COMPACTION SHALL BE SUCH THAT SILT FENCE RESISTS BEING PULLED OUT OF ANCHOR TRENCH BY HAND. 4.. SILT FENCE SHALL BE PULLED TIGHT AS IT IS ANCHORED TO THE STAKES. THERE SHOULD BE NO NOTICEABLE SAG BETWEEN STAKES AFTER IT HAS BEEN ANCHORED TO THE STAKES. 5. SILT FENCE FABRIC SHALL BE ANCHORED TO THE STAKES USING 1" HEAVY DUTY STAPLES OR NAILS WITH 1" READS. STAPLES AND NAILS SHOULD BE PLACED 3" ALONG THE FABRIC DOWN THE STAKE. 6. AT THE END OF A RUN OF SILT FENCE ALONG A CONTOUR, THE SILT FENCE SHOULD BE TURNED PERPENDICULAR TO THE CONTOUR TO CREATE A "J -HOOK." THE "J -HOOK" EXTENDING PERPENDICULAR TO THE CONTOUR SHOULD BE OF SUFFICIENT LENGTH TO KEEP RUNOFF FROM FLOWING AROUND THE END OF THE SILT FENCE (TYPICALLY 1 1' — 20'). 7. SILT FENCE SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES. SILT FENCE MAINTENANCE NOTES 1, INSPECT BMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BM Ps SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2, FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. SEDIMENT ACCUMULATED UPSTREAM OF THE SILT FENCE SHALL BE REMOVED AS NEEDED TO MAINTAIN THE FUNCTIONALITY OF THE BMP, TYPICALLY WHEN DEPTH OF ACCUMULATED SEDIMENTS IS APPROXIMATELY 6" . 5, REPAIR OR REPLACE SILT FENCE WHEN THERE ARE SIGNS OF WEAR, SUCH AS SAGGING, TEARING, OR COLLAPSE. 6, SILT FENCE IS TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS STABILIZED AND APPROVED BY THE LOCAL JURISDICTION, OR IS REPLACED BY AN EQUIVALENT PERIMETER SEDIMENT CONTROL BMP. 7, WHEN SILT FENCE IS REMOVED, ALL DISTURBED AREAS SHALL BE COVERED WITH TOPSOIL, SEEDED AND MULCHED OR OTHERWISE STABILIZED AS APPROVED BY LOCAL JURISDICTION. (DETAIL ADAPTED FROM TOWN OF PARKER, COLORADO AND CITY OF AURORA, NOT AVAILABLE IN AUTOCAD) NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. SF -4 Urban Drainage and Flood Control District November 2010 Urban Storm Drainage Criteria Manual Volume 3 Inlet Protection (IP) FLOW —ft' CULVERT END SECTION ROCK SOCK CULVERT INLET PROTECTION PLAN 10" MIN. BACKFILL UPSTREAM ROCK OF WATTLE SECTION A SC -6 CT SOCK _ KEY IN ROCK SOCK 0" ON BEDROCK, PAVEMENT OR RIPRAP KEY IN ROCK SOCK 2" ON EARTH SECTION B CIA -1. CULVERT INLET PROTECTION CULVERT INLET PROTECTION INSTALLATION NOTES 1. SEE PLAN VIEW FOR —LOCATION OF CULVERT INLET PROTECTION. 2. SEE ROCK SOCK DESIGN DETAIL FOR ROCK GRADATION REQUIREMENTS AND JOINTING DETAIL CULVERT INLET PROTECTION MAINTENANCE NOTES 1, INSPECT EMPs EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. SEDIMENT ACCUMULATED UPSTREAM OF THE CULVERT SHALL BE REMOVED WHEN THE SEDIMENT DEPTH IS Yz THE HEIGHT OF THE ROCK SOCK. 5. CULVERT INLET PROTECTION SHALL REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS PERMANENTLY STABILIZED AND APPROVED BY THE LOCAL JURISDICTION. (DETAILS ADAPTED FROM AURORA, COLORADO, NOT AVAILABLE IN AUTOCAD) NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. August 2013 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 IP-7 D SEDI E ,.'<T :.:::O.\T:'OL EC -8 Temporary Outlet Protection (TOP) EXTEND RIPRAP TO HEIGHT OF CULVERT OR NORMAL CHANNEL DEPTH, WHICHEVER IS LESS 4(©,) TEMPORARY OUTLET PROTECTION PLAN NON -WOVEN GEOTEXTILE SECTION A D = 2 x D50 a KEY IN TO 2 x D50 AROUND PERIMETER TABLE OP -1. TEMPORARY OUTLET PROTECTION SIZING TABLE PIPE DIAMETER, Do (INCHES) 8 12 18 24 DISCHARGE, Q (CFS) 2.5 5 5 10 10 20 30 40 30 40 50 60 APRON LENGTH, La (FT) 5 10 10 13 10 16 23 26 16 26 26 30 RIPRAP D50 DIAMETER MIN (INCHES) 4 6 4 6 6 9 12 16 9 9 12 16 OP 1. TEMPORARY OUTLET PROTECTION TOP -2 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 November 2010 SC -6 Inlet Protection (IP) GENERAL INLET PROTECTION INSTALLATION NOTES 1. SEE PLAN VIEW FOR: — LOCATION OF INLET PROTECTION. — TYPE OF INLET PROTECTION (IP.1, IP.2, IP.3, IPA, IP.5, IP.6) 2. INLET PROTECTION SHALL BE INSTALLED PROMPTLY AFTER INLET CONSTRUCTION OR PAVING IS COMPLETE (TYPICALLY WITHIN 48 HOURS). IF A RAINFALL/RUNOFF EVENT IS FORECAST, INSTALL INLET PROTECTION PRIOR TO ONSET OF EVENT. 3. MANY JURISDICTIONS HAVE BLIP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS. CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN DIFFERENCES ARE NOTED. INLET PROTECTION MAINTENANCE NOTES 1. INSPECT OM Ps EACH WORKDAY, AND MAINTAIN THEM IN EFFECTIVE OPERATING CONDITION. MAINTENANCE OF BMPs SHOULD BE PROACTIVE, NOT REACTIVE. INSPECT BMPs AS SOON AS POSSIBLE (AND ALWAYS WITHIN 24 HOURS) FOLLOWING A STORM THAT CAUSES SURFACE EROSION, AND PERFORM NECESSARY MAINTENANCE. 2. FREQUENT OBSERVATIONS AND MAINTENANCE ARE NECESSARY TO MAINTAIN BMPs IN EFFECTIVE OPERATING CONDITION. INSPECTIONS AND CORRECTIVE MEASURES SHOULD BE DOCUMENTED THOROUGHLY. 3. WHERE BMPs HAVE FAILED, REPAIR OR REPLACEMENT SHOULD BE INITIATED UPON DISCOVERY OF THE FAILURE. 4. SEDIMENT ACCUMULATED UPSTREAM OF INLET PROTECTION SHALL BE REMOVED AS NECESSARY TO MAINTAIN AMP EFFECTIVENESS, TYPICALLY WHEN STORAGE VOLUME REACHES 50% OF CAPACITY, A DEPTH OF 6" WHEN SILT FENCE IS USED, CR Y+ OF THE HEIGHT FOR STRAW BALES. 5_ INLET PROTECTION IS TO REMAIN IN PLACE UNTIL THE UPSTREAM DISTURBED AREA IS PERMANENTLY STABILIZED, UNLESS THE LOCAL JURISDICTION APPROVES EARLIER REMOVAL OF INLET PROTECTION IN STREETS. 6. WHEN INLET PROTECTION AT AREA INLETS IS REMOVED, THE DISTURBED AREA SHALL BE COVERED WITH TOP SOIL, SEEDED AND MULCHED, OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE LOCAL JURISDICTION. (DETAIL ADAPTED FROM TOWN OF PARKER, COLORADO AND CITY OF AURORA, COLORADO, NOT AVAILABLE IN AUTOCAD) NOTE: MANY JURISDICTIONS HAVE BMP DETAILS THAT VARY FROM UDFCD STANDARD DETAILS, CONSULT WITH LOCAL JURISDICTIONS AS TO WHICH DETAIL SHOULD BE USED WHEN. DIFFERENCES ARE NOTED. NOTE: THE DETAILS INCLUDED WITH THIS FACT SHEET SHOW COMMONLY USED, CONVENTIONAL METHODS OF INLET PROTECTION IN THE DENVER METROPOLITAN AREA. THERE ARE MANY PROPRIETARY INLET PROTECTION METHODS ON THE MARKET. UDFCD NEITHER ENDORSES NOR DISCOURAGES USE OF PROPRIETARY INLET PROTECTION; HOWEVER, IN THE EVENT PROPRIETARY METHODS ARE USED, THE APPROPRIATE DETAIL FROM THE MANUFACTURER MUST BE INCLUDED IN THE SWMP AND THE BMP MUST BE INSTALLED AND MAINTAINED AS SHOWN IN THE MANUFACTURER'S DETAILS. NOTE: SOME MUNICIPALITIES DISCOURAGE OR PROHIBIT THE USE OF STRAW BALES FOR INLET PROTECTION. CHECK WITH LOCAL JURISDICTION TO DETERMINE IF STRAW BALE INLET PROTECTION IS ACCEPTABLE. IP-8 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 August 2013 DETAILS Rev. No. A Date 9/13/2024 Revision Description Submittal to County 0 m cc 5 0 w w � LLs<O W law Q z » CC 0 w cc < w 0 n u m f1� W Q m 22169 COUNTY ROAD 35 GREELEY, CO 80631 U J (� J Zcc W W W0 Z � w W flu QCC < W �D •c:C 0) Eta? w C w 7 O co co O 8 O w� J J 8 :5 � h J � it LL E O "Ex 4) 4) 4? DRAWN FOR cc w se m J W Z Q O � M t4 W O co J 0 Q U Is >: 0) w > J to W N, W N. cc N (,S M Z 0 n u m D CD W SZ cc 22169 COUNTY ROAD 35 GREELEY, CO 80631 0 J 0 J Z ii —p cc M W W W M Z O- 0 0 Z —I w W >w flu QO a) 0 cc < ui—i 3:0 z 0) IC?. X W 0) CO W 5 2 .‘4.4 1(12 i!5 o 0 co co O @ o t W 4) J J 2 58� W N' 'O ho EL it E to Ci L 4) 4) �C 4? Install 24" RCP FES w/Concrete Headwall N Inv. Out: 4719.18 (24" RCP) N: 3244.46 E: 3749.09 60' Pipeline Right -Of -Way Granted to DCP Midstream, LP RE C . NO. 4360284 12/14/2027 Install 18" RCP FES w/Concrete Headwall E Inv. Out: 4714.15 (18" RCP) N: 2966.87 E: 3358.84 Install 18" RCP FES w/Concrete Headwall S Inv. Out: 4718.45 (18" RCP) N: 3196.43 E: 4376.48 0 0 0 0 0 N a7 a W a7 i i • i I I I 1 w o 0 94723.as\ i GAS GAS GAS GAS GAS NIS Aims i "mw \ 4722 L GAS GAS GAS i 1 GAS GAS GAS sow / 1793726 Sq. Feet 41_1783 Acres 3041459 Sq. Feet 69,8223 Acres GAS GAS GAS i CENTERLINE FARMERS INDEPENDENT DITCH (100' RIGHT-OF-WAY REC. NO. 3888688 11/14/2012) / 30' Pipeline Right -Of -Way/ -GAS GAS GAS GAS 60' Pipeline Right -Of -Way Granted to DCP Midstream, LP REC. NO. 43 60284 12/14/2027 i I/ Sk / 4)- * i EXISTING WELL /7/ //// //, /LOT 1 1,528,424 Sq. Feet' 35.0878 Acres 1 � \ -4721 E PL Existing Retention Pond to Remain for Solar Farm in Basin SF -1 471 1 ,fes- ---� Gas ---_ GAS Southwest Emergency Overflow Grass Swale for Basin SF -1 4717 1 Connect to Existing Water Main Proposed Fire Hydrant Southeast Grass Swale 11/4 ft TANK BATTER ACCESS WELD COUNTY ROAD 46 (60' RIGHT-OF-WAY REC, NO. 46960 0211311893) POLE 1 i 1 i (9 COCO I I cc/A I I co Proposed 24" RCP Storm Culvert Proposed 20' x 100 P300 North American Green Erosion Protection LOT2 509,392 Sq. Feet 11.6940 Acres )N EXIST &ELL North Grass Swale Lo -r- 5 636,713 Sq. Feet 14.6169 Acres 50' PIPELINE RIGHT-OF-WAY GRANT TO PANHANDLE EASTERN PIPE LINE CO. REC. NO. 1784841 03/19/1979 30' Pipeline Right-Of-NITay spluvoiya; s Proposed Fire Hydrant T 1ELLs- EXES-N\IG WELL ,L 10' RESE R FUTURE VED ow ckess. 100 Proposed 18" RCP Storm Culvert - 218195 Sq. F4et -570091 Abivies arAll 200 Legend 300 Existing 4800 4801 DRAINAGE BASIN BASIN BOUNDARY LOT 12 Acres AS GAs GAs GAs CD o Property Line Easement Major Contour Minor Contour Flowline Swale Flowline Fence Limits of Disturbance Pavement Concrete Drainage Arrow Existing Retention Pond for Lot 4 to Remain Proposed 4 Jr9i041'.1: ETni I 1-7 rn rn &IA's; 70 cia 801 4 LOD BASIN Connect to Existing Water Main \L Rev. No. A Date 9/13/2024 Revision Description Submittal to County 0 m cc 5 0 cc w 8 w co LL <c < O Z < 0 >: w a) w < 15 < w CE 0 w N• cc cf‘i 22169 COUNTY ROAD 35 GREELEY, CO 80631 —I cc W W 0 W W M ILI < 0 co 0 CC < co r, 00 icco) cc 0 @ w w w 8 .5 rek W ro e, < r;alwe ri LAM (7) MEH CHECKED EJW DATE 9-9-2024 SCALE AS SHOWN PROJECT # 41414 SHEET oF 19 SHEETS Drainage Report Checklist Project Name: The purpose of this checklist is to assist the applicant's Engineer with developing a drainage report that supports the intent of the Weld County Code using commonly accepted engineering practices and methodologies. Is the project in the MS4? Yes x No If yes, the following requirements in blue apply. See Chapter 8, Article IX of the Weld County Code. Report Content Weld County Case Number Certificate of Compliance signed and stamped by a Colorado Licensed PE x! Description/Scope of Work x! Location (County Roads, S -T -R) k Nearby water features and ownership Total acres vs. developed acres xx Hydrological soil types/maps x FEMA Flood Zones Urbanizing or non -urbanizing Methodologies used for report & analysis (full spectrum is not accepted) Base Design Standard used for permanent control measure design in the MS4 Discussion of offsite drainage routing Conclusion statement indicating that the design will adequately protect public health, safety, and general welfare and have no adverse impacts on public rights -of -way or offsite properties x x x x x Hydrology and Hydraulic Analysis x, Design Storm / Rainfall Information x x (NOAA Atlas or Local Data) Release Rate calculations Post construction site imperviousness x! Hydrologic calculations (historic & developed basins) Hydraulic calculations for proposed drainage improvements (swales, culverts, riprap, pond, outlet, spillway, WQCV outlet, etc.) x Detention/WQCV calculations x Comments: Construction Drawings x x x x x x x x x x x x x Stamped by PE Engineering scale & north arrow Property lines, rights -of -way, and easements 1' Contours & elevations (existing & proposed) Pre- and post -development drainage basins Arrows depicting flow direction Time of concentration critical path Drainage design points Improvements labeled Permanent control measure and associated drainage features labeled 'No Build/No Storage', include design volume Cross sections for open channels, profiles for pipes Elevations for inverts, flow lines, top of grates, orifice(s), etc. Pipe specs (size, material, length, slope) Outlet and spillway details Maintenance Plan Frequency of onsite inspections Repairs, if needed Cleaning of sediment and debris Vegetation maintenance Manufacturer maintenance specifications, if applicable x xJ x x Other Required Documents (If Applicable) Variance Request and documentation— explain hardship, applicable code section, and proposed mitigation. Variances will not be granted for the Base Design Standard requirement in the MS4. Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I www.weldgov.com/departments/public_works/development_review 8/14/2019 G1 Dan's Garage Northwest Quadrant of CR 46 and CR 35 Weld County, Colorado Traffic Impact Study KE Job #2020-052 Prepared for: Wernsman Engineering P.O. Box 105 LaSalle, CO 80645 Prepared by: KELLAR ENGINEERING www.kellarengineering.com 970.219.1602 phone August 14, 2024 Sean K. Kellar, PE, PTOE This document, together with the concepts and recommendations presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from Kellar Engineering LLC shall be without liability to Kellar Engineering LLC. TABLE OF CONTENTS 1.0 Introduction 2.0 Existing Conditions and Roadway Network 2.1 Recent Traffic Volumes 3.0 Pedestrian/ Bicycle Facilities 4.0 Proposed Development 4.1 Trip Generation 4.2 Trip Distribution 4.3 Traffic Assignment 4.4 Short Range and Long Range Total Peak Hour Traffic 5.0 Traffic Operation Analysis 5.1 Analysis Methodology 5.2 Intersection Operational Analysis 5.3 Auxiliary Lane Analysis 6.0 Findings List of Figures: Figure 1: Figure 2: Figure 3: Figure 4: Figure 5: Figure 6: Figure 7: Figure 8: Figure 9: Vicinity Map Site Plan Recent Peak Hour Traffic 2026 Background Traffic 2046 Background Traffic Trip Distribution Site Generated Traffic 2026 Shod Range Total Peak Hour Traffic 2046 Long Range Total Peak Hour Traffic Page 3 3 3 6 6 6 6 7 7 8 8 8 8 21 Page 4 5 10 11 12 13 14 15 16 Dan's Garage Traffic Impact Study -Page 1 TABLE OF CONTENTS (continued) List of Tables: Table 1: Table 2: Table 3: Table 4 Table 5: Table 6: Table 7: Appendices: Appendix A: Appendix B: Appendix C: Trip Generation Recent Peak Hour Operations 2026 Background Peak Hour Operations 2046 Background Peak Hour Operations 2026 Short Range Total Peak Hour Operations 2046 Long Range Total Peak Hour Operations US 85 and CR 46 Project's % Traffic Impact Traffic Counts Level of Service (LOS) Tables Aerial Photo Appendix D: Weld County Functional Classification Map Appendix E: HCM Calculations (Synchro) Page 9 17 17 17 18 19 20 Page 23 28 29 30 31 Dan's Garage Traffic Impact Study -Page 2 1.0 Introduction The purpose of this Traffic Impact Study (TIS) is to identify project traffic generation characteristics, to identify potential traffic related impacts on the adjacent street system, and to develop mitigation measures required for identified traffic impacts. This TIS is for the proposed project located at the northwest quadrant of CR 46 and CR 35 in Weld County, Colorado. See Figure 1: Vicinity Map. Kellar Engineering LLC (KE) has prepared the TIS to document the results of the project's anticipated traffic conditions in accordance with Weld County's requirements and to identify projected impacts to the local and regional traffic system. 2.0 Existing Conditions and Roadway Network The project site is located at the northwest quadrant of CR 46 and CR 35 in Weld County, CO. Access to the project site is proposed from CR 46 west of the CR 46/CR 35 intersection. 2.1 Recent Traffic Volumes Recent peak hour traffic volume counts were conducted using data collection cameras on May 29, 2024. The traffic counts were conducted during the peak hours of adjacent street traffic in 15 - minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM. These turning movement counts are shown in Figure 3 with the count sheets provided in Appendix A. Dan's Garage Traffic Impact Study -Page 3 FE Figure 1: Vicinity Map Google Earth Dan's Garage Traffic Impact Study -Page 4 H. Figure 2: Site Plan (For reference only. Provided by Civil Engineer. See Civil Drawings for more information) I ti►t1'5f L$11O/11 vein t leg al 4 k►3Le— QTR +'4 M�.•� h14'X1: L `V' 60' PIPELINE RIGFIT-Qf-VYAY GRANTED TO CAP MIDSTREAM, I. REC. NO. 4MCOal 121141017 Strint 21.2 LOT 1 39 Acres EXISTING WELL I TANK BATTERY AFES1 CI Err ,'Cal S'! �- -_-n L.UC. / '1117]. _ WELD COUNTY ROAD 46 cc UVOd MVO GEM Dan's Garage Traffic Impact Study -Page 5 3.0 Pedestrian/Bicycle Facilities Currently there are no existing sidewalks or bicycle facilities adjacent to the project site. Additionally, the project is not anticipated to generate additional pedestrian or bicycle trips. Any additional pedestrian or bicycle traffic from this project, if any, would be negligible. 4.0 Proposed Development The proposed project consists of a mechanic/automobile repair shop, two light industrial land uses, storage, and a solar farm. See Table 1: Trip Generation and Figure 2: Site Plan. 4.1 Trip Generation Site generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Report published by the Institute of Transportation Engineers (ITE). ITE has established trip generation rates in nationwide studies of similar land uses. For this study, KE used the 1TE Trip Generation Report average trip rates. The proposed project is anticipated to generate approximately 347 daily weekday trips, 37 AM total weekday peak hour trips, and 39 PM total weekday peak hour trips. See Table 1: Trip Generation. 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns and volumes, anticipated surrounding development areas, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site generated traffic that approaches the site from a given direction and departs the site back to the original source. Figure 6 illustrates the trip distribution used for the project's analysis. Dan's Garage Traffic Impact Study -Page 6 4.3 Traffic Assignment Traffic assignment was obtained by applying the trip distributions to the estimated trip generation of the development. Figure 7 shows the site generated peak hour traffic assignment. 4.4 Short Range and Long Range Total Peak Hour Traffic Site generated peak hour traffic volumes were added to the background traffic volumes to represent the estimated traffic conditions for the short range 2026 and long range 2046 horizons. The background (2026), background (2046), short range (2026), and long range (2046) total traffic volumes are shown in Figures 4, 5, 8, and 9 respectively. The short range (2026) analysis and long range (2046) analysis include the proposed development for the project plus a 2% increase in background traffic per the growth rates from Weld County, CDOT OTIS (Online Transportation Information Systems), and the NFRMPO (North Front Range Metropolitan Planning Organization). Dan's Garage Traffic Impact Study -Page 7 H. 5.0 Traffic Operation Analysis KE's analysis of traffic operations in the site vicinity was conducted to determine the capacity at the identified intersection. The acknowledged source for determining overall capacity is the Highway Capacity Manual. 5.1 Analysis Methodology Capacity analysis results are listed in terms of level of service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. LOS ranges from an A (very little delay) to an F (long delays). A description of the level of service (LOS) for signalized and unsignalized intersections from the Highway Capacity Manual are provided in Appendix B. 5.2 Intersection Operational Analysis Operational analysis was performed for the short range 2026 horizon. The calculations for this analysis are provided in Appendix E. Using the short range total traffic volumes shown in Figure 8, the project's intersections are projected to operate acceptably. See Table 5 for the 2026 Short Range Total Peak Hour Operation. 5.3 Auxiliary Lane Analysis Vehicular access to the project site is proposed from a full -movement access to CR 46. The auxiliary lane analysis was conducted using CDOT State Highway Access Code (SHAC). Based upon the SHAC, a left -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 10 vph. Additionally, a right -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 25 vph, and a right -turn acceleration lane is required at an intersection with a projected peak egress turning volume greater than 50 vph. Per the CDOT SHAC, auxiliary lanes are not required at the CR 46/Site Access intersection. Dan's Garage Traffic Impact Study -Page 8 Table 1: Trip Generation (ITE Trip Generation, 11th Edition) ITE Code Land Use Average Daily AM Peak Hour PM Peak Trips Trips Hour Trips Size Rate Total Rate % In In % Out Out Total Rate % In In % Out Out Total 942 Automobile Care Center 5.0 KSF * 160 2.25 66% 7 34% 4 11 3.11 48% 7 52% 9 16 110 Light Industrial 12.0 KSF 4.87 58 0.74 88% 8 12% 1 9 0.65 14% 1 86% 7 8 110 Light Industrial 15.0 KSF 4.87 73 0.74 88% 10 12% 1 11 0.65 14% 1 86% 9 10 151 Storage 3 HU 17.96 54 1.21 51% 2 49% 2 4 1.68 50% 3 50% 2 5 ** Solar Farm -41 Acres ** 2 ** 50% 1 50% 1 2 ** 50% 0 50% 0 0 347 28 9 37 12 27 39 Total KSF = Thousand Square Feet HU = Hundred Units *10 Times PM Peak Hour Used Since ADT Not Provided in ITE **Not Provided in ITE Dan's Garage Traffic Impact Study -Page 9 Figure 3: Recent Peak Hour Traffic N WCR 46 CON- JL 9/13 il 69/61 —► In co CC NTS t--- 13/3 -4*— 77/110 Legend AM/PM Dan's Garage Traffic Impact Study -Page 10 Figure 4: 2026 Background Traffic N WCR 46 Wit- co JL 9/14 72/63 —0- to co cC 0 NTS ta- 14/3 � 80/114 Legend AM/PM Dan's Garage Traffic Impact Study -Page 11 Figure 5: 2046 Background Traffic N WCR 46 O c0 N N JL 14/20 107/94 —I. in co oC NTS It- 20/5 *- 119/170 Le end AM/PM Dan's Garage Traffic Impact Study -Page 12 Figure 6: Trip Distribution N 30% WCR 46 Site Access 0 0 I to co U NTS 60c Dan's Garage Traffic Impact Study -Page 13 Figure 7: Site Generated Traffic N WCR 46 �eaend -i-- AM/PM NTS CAO 4161 Dan's Garage Traffic Impact Study -Page 14 FE Figure 8: 2026 Short Range Total Peak Hour Traffic N +' R 46 0) CO r 8/4 —t 81/77 -i Site Access t- 20/8 � 94/121 m Et r COr N. CO r 10/17 -t 77179 -► NTS t- 14/3 � 97/121 La -Kt -44-- AM/PM Dan's Garage Traffic Impact Study -Page 15 Figure 9: 2046 Long Range Total Peak Hour Traffic N V'R 46 C, CO 7 — On (CD 8/4 Site Access t— 20/8 Agi 139/181 15/23 121/114 112/110 Na- 11- --c75ca NTS t— 20/5 � 136/177 Leaend Ai-- AM/PM 04#'496 Dan's Garage Traffic Impact Study -Page 16 Table 2: Recent Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS CR 46/CR 35 EB Left/Thru A A EB Approach A A WB Thru/Right A A WB Approach A A SB Left/Right A A SB Approach A A Table 3: 2026 Background Peak Hour Operations Intersection i Movement Level of Service (LOS) AM PM LOS LOS CR 46/CR 35 EB Left/Thru A A EB Approach A A WB Thru/Right A A WB Approach A A SB Left/Right A A SB Approach A A Table 4: 2046 Background Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS CR 46/CR 35 EB Left/Thru A A EB Approach A A WB Thru/Right A A WB Approach A A SB Left/Right B B SB Approach B B Dan's Garage Traffic Impact Study -Page 17 Table 5: 2026 Short Range Total Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS CR 46/CR 35 EB Left/Thru A A EB Approach A A WB Thru/Right A A WB Approach A A SB Left/Right A A SB Approach A A Intersection Movement Level of Service (LOS) AM PM LOS LOS CR 35/Site Access EB Left A A A A EB Right EB Approach A A NB Left/Thru A A NB Approach A A SB Thru/Right A A SB Approach A A Dan's Garage Traffic Impact Study -Page 18 Table 6: 2046 Long Range Total Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS CR 46/CR 35 EB Left/Thru A A EB Approach A A WB Thru/Right A A WB Approach A A SB Left/Right B B SB Approach B B Intersection Movement Level of Service (LOS) AM PM LOS LOS CR 35/Site Access EB Left A A A A EB Right EB Approach A A NB Left/Thru A A NB Approach A A SB Thru/Right B B SB Approach B B Dan's Garage Traffic Impact Study -Page 19 Table 7: US 85 and CR 46 (Project's % Traffic Impact) US 85 and CR 46: 2026 Background Traffic ADT 22,730 US 85 and CR 46: Site Generated Traffic ADT 347 US 85 and CR 46: Project's % Impact ADT 1.53% Dan's Garage Traffic Impact Study -Page 20 6.0 Findings Based upon the analysis in this study, the proposed project will be able to meet Weld County, Colorado requirements and not create a negative impact upon the local and regional traffic system. The findings of the TIS are summarized below: • The proposed project is anticipated to generate approximately 347 daily weekday trips, 37 AM peak hour trips, and 39 PM peak hour trips • Access to the site is proposed from CR 46 west of the CR 46/CR 35 intersection. • The CR 46/CR 35 intersection and the site access to CR 46 will operate acceptably during the AM and PM peak hours with the proposed development per Weld County, CO requirements • Additional auxiliary lanes or roadway improvements are not required at the study intersections per Weld County, CO requirements. • Based upon the information contained within this report, the project's site generated traffic does not increase traffic at the US 85/CR 46 intersection by 20% or more. The project's `)/0 traffic impact at the US 85/CR 46 is less than 1.6%. See Table 7. Dan's Garage Traffic Impact Study -Page 21 IE APPENDICES: Dan's Garage Traffic Impact Study -Page 22 Appendix A: Traffic Counts atd All TRAFFIC DATA SERVICES (303) 216-2439 www.alltrafficdata.net Location: 1 CR 35 & CR 46 AM Date: Wednesday, May 29. 2024 Peak Hour 07:00 AM - 08:00 AM Peak 15 -Minutes: 07:00 AM - 07:15 AM Peak Hour - Motorized Vehicles Peak Hour - Pedestrians/Bicycles on Crosswalk (174) 90 0.75 78 (147) I 0 0 9 0 69 st 0 IN 0, 07 1 in 070 a A r 2 Q W o 0 0 0 0 v. 4JLIAst° 3r, f 0 t° �° DIRT RAW ACCESS 4d: (2) N W 0.79 E S n1tfr N 0 0 0 0 0 0 0 0 Note: Total study counts contained in parentheses. Peak Hour - Heavy Vehicles S 2 5 S ° 0 0 j 5 _* 0 0 o7 0.00 0 r L° L 13 Nis 2 im 77 grr 0 r° 0 a 0 —• O O Co W 0 0 0 I V 0 °o (C' L° L6 %0 W E `-1 2 0.25 N Omar nititr N 0 0 0 0 0 0 0 0 1 � t 0 0 r ° (2) 7 8 I S (173) 90 0.73 86 (156) S 4- 0 o •. t 0 0 0 I S. HV% PHF WB 7.8% 0.73 NWB 0.0% 0.00 NB 0.0% 0.00 NEB 0.0% 0.00 EB 6.4% 0.75 SEB 0.0% 0.00 SB 13.3% 0.70 SWB 0.0% 0.25 All 8.0% 0.79 o o �► 0 N W tiaD E 0 a 0 0 S 0 Dan's Garage Traffic Impact Study -Page 23 Traffic Counts - Motorized Vehicles Interval Start Time NortImestbouncf Northbound Northeastbound L HL R HR U HL _ BL T BR R HR U HL L BL T BR R HR U HL L BL T BR R HR Ilia AlIL) 7:15 AM 0 0 0 0 20 0 730 AM 0 0 0 0 18 0 7:45 AM 0 0 0 0 14 0 3 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8.00 AM 0 0 0 0 18 0 5 0 815AM 0 0 0 0 13 0 5 0 8.30 AM 0 0 0 0 26 0 1 0 8:45 AM 0 0 0 0 13 0 1 1 Count Total 0 0 0 0 147 0 25 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak flour 0 0 0 0 77 0 13 0 0 0 0 0 0 0 0 0 Interval Stan Time Eastbound Sotdheasttwund Southbound Southwesttcund U HL L BL T BR R HR U HL L BL T BR R HR U HL L BL T BR R HR U HL L BL T BR R HR Total Rolling Holz 7:15 AM 7:30 AM 1:45 AM 0 0 0 0 0 0 4 0 0 0 3 0 12 16 17 0 0 0 0 0 0 0 0 0 0 0 8 0 0 0 1 0 0 0 1 0 0 0 3 0 0 0 5 0 0 0 6 0 0 0 0 0 0 0 0 2 46 0 0 0 0 0 0 0 0 46 o 0 0 0 0 0 0 0 45 184 173 178 8.00 AM 0 0 1 0 16 0 0 0 8:15 AM 0 0 2 0 11 0 0 0 8.30 Ahl 0 0 3 0 12 0 0 0 8:45 AM 0 0 2 0 22 0 0 0 Count Total 0 0 17 0 130 0 0 0 0 0 2 0 0 0 5 0 0 0 0 0 0 0 0 0 47 176 0 0 3 0 0 0 1 0 0 0 0 0 0 0 0 0 35 0 0 3 0 0 0 6 0 0 0 0 0 0 0 0 0 51 0 1 1 0 0 0 2 0 0 0 0 0 0 0 0 0 43 0 1 26 0 0 0 27 0 0 0 0 0 0 0 0 2 376 Peak Hour r_ 0 9 r 17 0 0 0 13 0 0 0 0 0 0 0 0 2 200 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk nee: rai heavy vet cieS Start Time WE NNE, NB NEB EB SEB SB SWB T ota. Interval Start Time bicyc es on Road.,.ay Interval Pedestrians/Bicycles on Crosswalk WB NWB NB NEB EB SEB SB SWB Total Start Tune WB NWB NB NEB EB SEB SB SWB Total 7:15 AM 7:30 AM 1:45 AM 0 0 0 0 0 0 3 0 3 7:15 AM 3 0 0 0 2 0 0 0 5 7:30 AM 0 0 0 0 1 0 1 0 2 7:45 AM 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 1:30 AM 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 3 0 0 0 4 0 2 0 9 8.00 AM 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 8:15 AM 5 0 0 0 0 0 1 0 6 8:15 AM 0 0 0 0 0 0 0 0 0 &15AM 0 0 0 0 0 0 0 0 0 8.30AM 2 0 0 0 0 0 1 0 3 8:30 AM 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 8.45 AM 1 0 0 0 3 0 0 0 4 8:45 Ah1 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 Count Total 18 0 0 0 12 0 8 0 38 Count Total 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 Peak Hour 7 0 0 0 5 0 4 0 16 Peak Hour 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 Dan's Garage Traffic Impact Study -Page 24 ate! ALL TROPIC DATA SERVICES Location: 1 CR 35 & CR 46 PM Date: Wednesday. May 29, 2024 Peak Hour. 04:45 PM - 05:45 PM (303) 216-2439 www.alltrafficdata.net Peak 15 -Minutes: 05:15 PM - 05:30 PM Peak Hour - Motorized Vehicles Peak Hour - Pedestrians/Bicycles on Crosswalk INEN (227) 120 0.84 74 (149) S t o.S 12 0 • 61y 0 % 0 07 1 -a t tr, 0.55 t 0 3 0 0.25 O O O O O O 1J11¼L,I4, V VIV;0 ri° 1 DIRT ROAD ACCESS 4d: N W 0.85 E S nI4Thir'r N 0 0 0 0 0 0 0 0 I = Note: Total study counts contained in parentheses Peak Hour - Heavy Vehicles 2 3 I 0 0 t$ 0 I», 2 on* 0 IN 0 07 0.00 r a t r 4JII'L4lb"C olet 0 lc so° t) 0 to 1 L3 0 (215) 1 110 t13 0.86 0 73 r0 (149) 0 0 ose 0 0 0 0 0 0 0 0 N Int S E iltiie'r N 0 0 0 O p 0 0 0 i 0 to %NI0 S 2 r0 ro ro C0 2 2 1 1 t O 0 0 l NV% PNF WB 1.8% 0.86 NWB 0.0% 0.00 NB 0.0% 0.00 NEB 0.0% 0.00 EB 4.1% 0.84 SEB 0.0% 0.00 SB 0.0% 0.55 SWB 0.0% 0.25 All 2.4% 0.85 0 1 a 0 0 S �• 0 IMP an a 0 0 0 0 0 e Dan's Garage Traffic Impact Study -Page 25 Traffic Counts - Motorized Vehicles Interval Start Time Westbound Northwestbound Northbound Northeastbound U HL L BL T BR R HR U HL L BL T BR R HR U HI L BL T BR R HR U HI L BL T BR R HR 4:00 PM 4:15 PM 4:30 PM 0 0 0 0 30 0 0 0 0 0 0 0 25 0 3 0 Q 0 0 0 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 500 PM 5:30 PM 0 0 0 0 24 0 1 0 0 0 0 0 0 0 0 32 0 23 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 24 0 2 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 207 0 8 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 110 0 3 0 0 0 0 0 0 0 0 0 Interval Start Time Eastbound Southeastbound Southbound Sauthwestbound U HL L BL T BR R HR U HL L BL T BR R HR U HL L BL T BR R HR U HL L BL T BR R HR Total Rolling Hour 4:00 PM 4:15 PM 4:30 PM 0 0 1 0 24 0 0 0 0 0 5 0 19 0 0 0 0 0 2 0 14 0 0 0 0 0 4 0 0 0 6 0 0 0 0 0 0 0 0 0 65 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 56 0 0 4 0 0 0 2 0 0 0 0 0 0 0 0 0 40 207 190 195 4:45 PM 5O0 PM 0 0 3 0 16 0 0 0 1 0 3 8 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 46 208 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 48 199 5:30 PM 0 0 3 0 18 0 0 0 0 0 5 0 0 0 1 0 0 1 0 0 0 2 0 0 53 5:45 PM 0 0 2 0 8 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 37 Count Total 1 0 22 0 126 0 0 0 0 0 22 0 0 0 17 0 0 1 0 0 0 2 0 0 406 Peak Hour 1 0 12 0 61 0 0 0 0 0 11 0 0 0 7 0 0 1 0 0 0 2 0 0 208 Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles on Crosswalk 'nte.^;31 Star Time Heavy Vehicles Interval Bicycles on Roadway Interval Pedestuans/Bitydes on Crosswalk NA'B NB NEB EB SEB SB SWB Total Start Time WB NWB NB NEB EB SEB SB SWB Total Start Mien NWB NB NEB EB SEB SB SWB Total 4 00 PM 0 0 0 0 1 0 0 0 1 4:00 PM 4:15PM 0 0 0 0 4 0 0 0 4 4:15 PM 4 30 PM 0 0 0 0 1 0 0 0 1 4:30 PM 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 1 0 0 0 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 5:00 PM 530PM 0 0 0 0 0 0 0 0 0 4:45PM 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 1 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 1 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 Count Total 2 0 0 0 10 0 0 0 12 Count Total 0 0 0 0 1 0 0 0 1 Count Total 0 0 0 0 0 0 0 0 0 Peak Hour 2 0 0 0 3 0 0 0 5 Peak Hour 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 Dan's Garage Traffic Impact Study -Page 26 OTT ern Online Transportation Information System Highway Data Traffic Data Data Catalog Reports Map View Help Traffic Data Explorer la! County Road 31 County Road 44 [256. County Roath44 5 0 J Weld County React 46 County Road 35 ► Search by city I county ► Search by highway segment - Search by traffic station Enter a traffic station id into the textbo j then hit enter or click the pencil icon then click the map. Station Id: 103702 Stations AADT Future Traffic Found 1 Short Duration stations and 0 Continuous Count stations. Click the magnifying gtass icon in front of a station to see count data below. Export to Excel, 1 Station ID Route Start End Description AADT Year Single Unit Comb Trucks '`% Trucks 20 Year Factor D'HV D'Vk/AT DD 103702 085C 258.599 262.632 ON SH 85 NE/O SOH 256, CR 44? PECKHAM 21,000 2022 480 1:100 7. .5 1, Dt.,' „`. {7 Dan's Garage Traffic Impact Study -Page 27 I- Appendix B: Level of Service (LOS) Table Level of Service Definitions Level of Service Signalized Intersection Unsignalized Intersection (LOS) Average Total Delay Average Total Delay (sec/veh) (sec/veh) A ≤ 10 ≤ 10 B >10 and ≤20 >10 and ≤15 C >20and≤35 >15 and ≤25 D >35and≤55 >25and≤35 E >55and ≤80 >35and≤50 F > 80 > 50 Dan's Garage Traffic Impact Study -Page 28 FE Appendix C: Aerial Photo v. I I • • • A anassia , F..��i�1'- I.I A a- • Allot I • t 1 t 4 t 71 a • • l • s TS"' 411, Dan's Garage Traffic Impact Study -Page 29 Appendix D: Weld County Functional Classification Map 6 6 6 6 0 2 4 5 Miles 1. 31 481� ` 46 44 3 3 3 3 2 2 I ra !S BERTHOUD Co1 dim ni F_ 5 5 5 nil.. IL_ WINDSOR FIRESTONE WCR 301 .t WCR 28 l WCR26' flan a n • 1 KNC P a re r 0 U U 1 I ■ KI I I - Pu CR CR I Legend •- Highway Paved Local Gravel Local 4 -Lane Controlled -Access County Highway Arterial Collector Arterials Not Constructed Future Alignment To Be Determined Note: The minimum right-of-way for WCR 29 between SH 392 and WCR 100 will be 100' except at the following intersections it will be 140': SH 392, WCR 74, SH 14, WCR 90, VVCR 100. Dan's Garage Traffic Impact Study -Page 30 h- Appendix E: HCM Calculations (Synchro) Dan's Garage Traffic Impact Study -Page 31 2024 Recent AM Peak Hour Kellar Engineering 3: WCR 45 & WCR 35 06/18/2024 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 i* 'Y Traffic Vol, veh/h 9 69 77 13 17 13 Future Vol, veh/h 9 69 77 13 17 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 75 84 14 18 14 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 98 0 0 186 91 Stage 1 - 91 IMP Stage 2 - 95 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1495 - 803 967 Stage 1 MI - 933 Stage 2 - 929 IMP Platoon blocked, % MI MI OM Mov Cap -1 Maneuver 1495 - 797 967 Mov Cap -2 Maneuver a MI - 797 Stage 1 - 926 IMP Stage 2 IIMI - 929 Approach EB WB SB HCM Control Delay, s 0.9 0 9.3 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1495 - 863 HCM Lane V/C Ratio 0.007 - 0.038 HCM Control Delay (s) 7.4 0 - 9.3 HCM Lane LOS A A MN OPP A HCM 95th %tile Q(veh) 0 a MIE - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2024 Recent PM Peak Hour Kellar Engineering 3: WCR 45 & WCR 35 06/18/2024 Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 13 61 110 3 11 7 Future Vol, veh/h 13 61 110 3 11 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 14 66 120 3 12 8 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 123 0 0 216 122 Stage 1 - 122 Stage 2 - 94 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 IIMI - 3.518 3.318 Pot Cap -1 Maneuver 1464 - 772 929 Stage 1 - 903 Stage 2 - 930 IMP Platoon blocked, % MI OM Mov Cap -1 Maneuver 1464 - 764 929 Mov Cap -2 Maneuver MI - 764 Stage 1 - 894 IMP Stage 2 IM - 930 Approach EB WB SB HCM Control Delay, s 1.3 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1464 - 821 HCM Lane V/C Ratio 0.01 - 0.024 HCM Control Delay (s) 7.5 0 - 9.5 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 MIE - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2026 Background AM Peak Hour Kellar Engineering 3: WCR 46 & WCR 35 06/18/2024 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 9 72 80 14 18 14 Future Vol, veh/h 9 72 80 14 18 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 78 87 15 20 15 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 102 0 0 193 95 Stage 1 - 95 MN Stage 2 - 98 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1490 - 796 962 Stage 1 MI - 929 Stage 2 - 926 IMP Platoon blocked, % MI MI OM Mov Cap -1 Maneuver 1490 - 790 962 Mov Cap -2 Maneuver MI - 790 Stage 1 - 922 IMP Stage 2 IIMI - 926 U M Approach EB WB SB HCM Control Delay, s 0.8 0 9.4 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1490 - 857 HCM Lane V/C Ratio 0.007 - 0.041 HCM Control Delay (s) 7.4 0 - 9.4 HCM Lane LOS A A MN OPP A HCM 95th %tile Q(veh) 0 a MIE - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2026 Background PM Peak Hour Kellar Engineering 3: WCR 46 & WCR 35 06/18/2024 Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 To* 'Y Traffic Vol, veh/h 14 63 114 3 11 7 Future Vol, veh/h 14 63 114 3 11 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 68 124 3 12 8 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 127 0 0 224 126 Stage 1 - 126 Stage 2 - 98 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1459 - 764 924 Stage 1 MI - 900 MI Stage 2 - 926 IMP Platoon blocked, % MI MI OM Mov Cap -1 Maneuver 1459 - 756 924 Mov Cap -2 Maneuver MI - 756 IIIII Stage 1 - 890 IMP Stage 2 a - 926 U M Approach EB WB SB HCM Control Delay, s 1.4 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1459 - 814 HCM Lane V/C Ratio 0.01 - 0.024 HCM Control Delay (s) 7.5 0 - 9.5 HCM Lane LOS A A a 11141 A HCM 95th %tile Q(veh) 0 MIE - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2046 Background AM Peak Hour Kellar Engineering 3: WCR 46 & WCR 35 06/18/2024 Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 14 107 119 20 26 20 Future Vol, veh/h 14 107 119 20 26 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 116 129 22 28 22 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 151 0 0 286 140 Stage 1 - 140 Stage 2 - 146 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1430 - 704 908 Stage 1 MI - 887 Stage 2 - 881 IMP Platoon blocked, % MI OM Mov Cap -1 Maneuver 1430 - 696 908 Mov Cap -2 Maneuver MI - 696 IIIII Stage 1 - 877 IMP Stage 2 a - 881 Approach EB WB SB HCM Control Delay, s 0.9 0 10 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1430 - 775 HCM Lane V/C Ratio 0.011 - 0.065 HCM Control Delay (s) 7.5 0 M IMO 10 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.2 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2046 Background PM Peak Hour Kellar Engineering 3: WCR 46 & WCR 35 06/18/2024 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 20 94 170 5 17 11 Future Vol, veh/h 20 94 170 5 17 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 Veh in Median Storage, # - 0 0 - 0 IMMI Grade, % 0 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 22 102 185 5 18 12 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 190 0 0 334 188 Stage 1 - 188 Stage 2 - 146 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 MI - 3.518 3.318 Pot Cap -1 Maneuver 1384 - 661 854 Stage 1 - 844 Stage 2 - 881 IMP Platoon blocked, % MI MI OM Mov Cap -1 Maneuver 1384 a - 650 854 Mov Cap -2 Maneuver a a - 650 IIIII Stage 1 a - 830 IMP Stage 2 a a - 881 a Approach EB WB SB HCM Control Delay, s 1.3 0 10.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1384 - 717 HCM Lane V/C Ratio 0.016 - 0.042 HCM Control Delay (s) 7.6 0 - 10.2 HCM Lane LOS A A a 11141 B HCM 95th %tile Q(veh) 0 MIE - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2026 Short Range AM Peak Hour Kellar Engineering 3: WCR 46 & WCR 35 08/08/2024 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 10 77 97 14 18 17 Future Vol, veh/h 10 77 97 14 18 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 84 105 15 20 18 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 120 0 0 219 113 Stage 1 - 113 Stage 2 - 106 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1468 - 769 940 Stage 1 MI - 912 Stage 2 - 918 IMP Platoon blocked, % MI MI OM Mov Cap -1 Maneuver 1468 - 763 940 Mov Cap -2 Maneuver MI - 763 Stage 1 - 905 IMP Stage 2 MI MI - 918 Approach EB WB SB HCM Control Delay, s 0.9 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1468 - 840 HCM Lane V/C Ratio 0.007 - 0.045 HCM Control Delay (s) 7.5 0 - 9.5 HCM Lane LOS A A MN OPP A HCM 95th %tile Q(veh) 0 MIE - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2026 Short Range AM Peak Hour Kellar Engineering 6: WCR 46 & Site Access 08/08/2024 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 8 81 94 20 6 3 Future Vol, veh/h 8 81 94 20 6 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length la 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 88 102 22 7 3 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 124 0 al 0 219 113 Stage 1 la - 113 Stage 2 al al - 106 Critical Hdwy 4.12 al la - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1463 al a - 769 940 Stage 1 a a - 912 Stage 2 a - 918 IMP Platoon blocked, % a a a Mov Cap -1 Maneuver 1463 a a - 764 940 Mov Cap -2 Maneuver a a a - 764 IIIII Stage 1 a - 907 a Stage 2 a a - 918 Approach EB WB SB HCM Control Delay, s 0.7 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1463 - 815 HCM Lane V/C Ratio 0.006 la a - 0.012 HCM Control Delay (s) 7.5 0 - 9.5 HCM Lane LOS A A al A HCM 95th %tile Q(veh) 0 a a 0 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2026 Short Range PM Peak Hour Kellar Engineering 3: WCR 46 & WCR 35 08/08/2024 Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 17 79 121 3 11 8 Future Vol, veh/h 17 79 121 3 11 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 18 86 132 3 12 9 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 135 0 0 256 134 Stage 1 - 134 Stage 2 - 122 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1449 - 733 915 Stage 1 MI - 892 Stage 2 - 903 IMP Platoon blocked, % MI OM Mov Cap -1 Maneuver 1449 - 723 915 Mov Cap -2 Maneuver MI - 723 MI Stage 1 - 880 MEP Stage 2 MI MI - 903 Approach EB WB SB HCM Control Delay, s 1.3 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1449 - 793 HCM Lane V/C Ratio 0.013 - 0.026 HCM Control Delay (s) 7.5 0 - 9.7 HCM Lane LOS A A MN OPP A HCM 95th %tile Q(veh) 0 MIE - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2026 Short Range PM Peak Hour Kellar Engineering 6: WCR 46 & Site Access 08/08/2024 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 4 77 121 8 19 8 Future Vol, veh/h 4 77 121 8 19 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 84 132 9 21 9 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 141 0 0 229 137 Stage 1 - 137 Stage 2 - 92 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1442 - 759 911 Stage 1 MI - 890 Stage 2 - 932 IMP Platoon blocked, % MI MI OM Mov Cap -1 Maneuver 1442 - 757 911 Mov Cap -2 Maneuver MI - 757 Ma Stage 1 - 887 IM Stage 2 MI MI - 932 OM Approach EB WB SB HCM Control Delay, s 0.4 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1442 - 797 HCM Lane V/C Ratio 0.003 - 0.037 HCM Control Delay (s) 7.5 0 - 9.7 HCM Lane LOS A A MN OPP A HCM 95th %tile Q(veh) 0 MIE - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2046 Long Range AM Peak Hour Kellar Engineering 3: WCR 46 & WCR 35 08/08/2024 Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 15 112 136 20 26 23 Future Vol, veh/h 15 112 136 20 26 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 122 148 22 28 25 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 170 0 0 313 159 Stage 1 - 159 Stage 2 - 154 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1407 - 680 886 Stage 1 MI - 870 Stage 2 - 874 IMP Platoon blocked, % MI OM Mov Cap -1 Maneuver 1407 - 672 886 Mov Cap -2 Maneuver MI - 672 Stage 1 - 860 IMP Stage 2 MI - 874 OM Approach EB WB SB HCM Control Delay, s 0.9 0 10.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLnl Capacity (veh/h) 1407 - 758 HCM Lane V/C Ratio 0.012 - 0.07 HCM Control Delay (s) 7.6 0 - 10.1 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 - 0.2 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2046 Long Range AM Peak Hour Kellar Engineering 6: WCR 46 & Site Access 08/08/2024 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 8 121 139 20 6 3 Future Vol, veh/h 8 121 139 20 6 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 9 132 151 22 7 3 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 173 0 0 312 162 Stage 1 - 162 Stage 2 - 150 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1404 - 681 883 Stage 1 MI - 867 IIIII Stage 2 a - 878 IMP Platoon blocked, % a a a Mov Cap -1 Maneuver 1404 a a - 676 883 Mov Cap -2 Maneuver a a MI - 676 IIIII Stage 1 - 861 IMP Stage 2 MI a - 878 Approach EB WB SB HCM Control Delay, s 0.5 0 10 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1404 - 733 HCM Lane V/C Ratio 0.006 - 0.013 HCM Control Delay (s) 7.6 0 10 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 0 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2046 Long Range PM Peak Hour Kellar Engineering 3: WCR 46 & WCR 35 08/08/2024 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 To* 'Y Traffic Vol, veh/h 23 110 177 5 17 12 Future Vol, veh/h 23 110 177 5 17 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length la 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 25 120 192 5 18 13 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 197 0 al 0 365 195 Stage 1 la - 195 Stage 2 al al - 170 Critical Hdwy 4.12 al la - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1376 al la - 635 846 Stage 1 •IMI la al - 838 Stage 2 - 860 IMP Platoon blocked, % al IIMI OM Mov Cap -1 Maneuver 1376 al a - 623 846 Mov Cap -2 Maneuver a a a - 623 Stage 1 a - 822 IMP Stage 2 a a - 860 Approach EB WB SB HCM Control Delay, s 1.3 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1376 - 699 HCM Lane V/C Ratio 0.018 la a - 0.045 HCM Control Delay (s) 7.7 0 - 10.4 HCM Lane LOS A A a 11141 B HCM 95th %tile Q(veh) 0.1 a MIE - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report 2046 Long Range PM Peak Hour Kellar Engineering 6: WCR 46 & Site Access 08/08/2024 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 I* 'Y Traffic Vol, veh/h 4 114 181 8 19 8 Future Vol, veh/h 4 114 181 8 19 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length MI 0 Veh in Median Storage, # - 0 0 OPP 0 IMMI Grade, % 0 0 IMO 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 124 197 9 21 9 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 206 0 0 334 202 Stage 1 - 202 Stage 2 - 132 Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 IIMI - 5.42 Critical Hdwy Stg 2 - 5.42 Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap -1 Maneuver 1365 - 661 839 Stage 1 MI - 832 Stage 2 - 894 IMP Platoon blocked, % a MI OM Mov Cap -1 Maneuver 1365 - 659 839 Mov Cap -2 Maneuver a a MI - 659 Stage 1 - 830 IMP Stage 2 MI - 894 Approach EB WB SB HCM Control Delay, s 0.3 0 10.3 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1365 - 704 HCM Lane V/C Ratio 0.003 - 0.042 HCM Control Delay (s) 7.6 0 - 10.3 HCM Lane LOS A A MN OPP B HCM 95th %tile Q(veh) 0 MIN - 0.1 HCM 6th TWSC Sean Kellar, PE, PTOE Synchro Report KELLAR ENGINEERING Sean Kellar, PE, PTOE Principal Engineer Education B.S., Civil Engineering, Arizona State University — Tempe, AZ Registration Colorado, Professional Engineer (PE) Wyoming, Professional Engineer (PE) Idaho, Professional Engineer (PE) Arizona, Professional Engineer (PE) Kansas, Professional Engineer (PE) Missouri, Professional Engineer (PE) Professional Traffic Operations Engineer (PTOE) Professional Memberships Institute of Transportation Engineers (ITE) Industry Tenure 24 Years WORK EXPERIENCE: Sean's wide range of expertise includes: transportation plan- ning, traffic modeling roadway design, bike and pedestrian facili- ties, traffic impact studies, traffic signal warrant analysis, parking studies, corridor planning and access management. Sean's experience in both the private and public sectors; passion for safety and ex- cellence; and strong communication and collaboration skills can bring great value to any project. Prior to starting Kellar Engineering, Sean was employed at the Missouri Department of Transportation (MoDOT) as the District Traffic Engineer for the Kansas City District. Sean also worked for the City of Loveland, CO for over 10 years as a Senior Civil Engineer supervising a division of transportation/traffic engineers. While at the City of Loveland, Sean managed several capital improvement projects, presented several projects to the City Council and Planning Commission in public hearings, and managed the revisions to the City's Street Standards. Sean is also proficient in Highway Capacity Software, Synchro, PT Vissim, Rodel, GIS, and AutoCAD. Kellar Engineering, Principal Engineer/President — January 2016 — Present Missouri Department of Transportation, District Traffic Engineer, Kansas City District — June 2015 — January 2016 City of Loveland, Colorado, Senior Civil Engineer, Public Works Department — February 2005 June 2015 Kirkham Michael Consulting Engineers, Project Manager - February 2004 — February 2005 Dibble and Associates Consulting Engineers, Project Engineer - August 1999 - February 2004 ON -SITE WASTEWATER TREATMENT SYSTEM RECOMMENDATIONS FOR PARCEL NUMBER 105711400002, LOT B, RECORDED EXEMPTION 4059, A PARCEL IN SECTION 11, TOWNSHIP 4 NORTH, RANGE 66 WEST WELD COUNTY, COLORADO FOR DAN BAKER CDS ENGINEERING CORPORATION LOVELAND, COLORADO PROJECT NUMBER 21-0828 JULY 16, 2021 CDSEngineering Corporation July 16, 2021 Project No. 21-0828 Dan Baker 32776 Vista Lake Road Greeley, CO 80631 Dear Dan, Enclosed is the report you requested of the on -site wastewater treatment system recommendations for the proposed commercial facility to be located at Parcel Number 105711400002, Lot B, Recorded Exemption 4059, a parcel in Section 11, Township 4 North, Range 66 West, Weld County, Colorado. The design criteria and recommendations provided in this report are in compliance with Weld County regulations for On -site Wastewater Treatment Systems. The system should function adequately if installed, operated, and maintained in accordance with this criteria. If you should have any questions concerning the information in the report, please feel free to contact this office. Reviewed by: 7/07474. Kevin F. Becker Enclosures • . , . • • EtC1,44;(4t4 C a8387 ••.•••• ,‘„1/4..pN •• • • a • • Respectfully, FOR AND ON BEHALF OF CDS ENGINEERING CORPORATION 6f) � Eriz, Engineering Technician 165 2nd Street S.W. • Loveland, CO 80537 • (970) 667-8010 • Fax (970) 667-8024 • www.cds-eng.net TABLE OF CONTENTS Page Letter of Transmittal Table of Contents Scope Site Investigation Site Location and Description Subsoils and Groundwater Conditions Soil Treatment Area Materials Backfilling and Site Grading Conclusions ATTACHMENTS Site Drawing and Location of Test Pits Septic System Design Details Log of Test Pits OWTS Details Septic Tank Details General Notes Soil Treatment Area Calculations Additional Information: Gradation Curves 1 1 1 1 2 2 2 2 3 Figure No. 1 Figure No. 2 Figure No. 3 Figure No. 4 Figure No. 5 Figure No. 6 Figure No. 7 Appendix I 1 SCOPE This report provides on -site wastewater treatment system recommendations for the proposed new commercial facility to be located at Parcel Number 105711400002, Lot B, Recoded Exemption 4059, a parcel in Section 11, Township 4 North, Range 66 West, Weld County, Colorado. It is our understanding that this system will service up to ten (10) employees. The wastewater strength is anticipated to be typical for that of domestic wastewater as defined by the State OWTS Regulations. SITE INVESTIGATION A field investigation, performed on April 2, 2021, consisted of logging two (2) test pits to a depth of eight (8) feet. The Location of the Test Pits is shown on Figure No. 1. A Log of Test Pits is shown on Figure No. 3. The descriptions of the soils are based, primarily, on visual and tactual methods which are subject to interpretation. Other than the distances to setback objects indicated on the design documents, no other objects requiring setbacks from the proposed on -site wastewater treatment system (OWTS), as indicated in Tables 30-7-1 and 3 0-7-2 of the Weld County Regulations, have been located or observed during our exploration. SITE LOCATION AND DESCRIPTION The site is located southwest of LaSalle, west of US Highway 85, and on the northwest corner of County Road 36 and County Road 35, Weld County, Colorado. The site is generally in a plains region with paved roads and utilities, and vegetation consists primarily of grasses. The site is relatively flat. No water wells or other water features were observed at this site. Historically, this site appears to have been used for agriculture. Based on information available to us at the time of this report, easements are noted on the property. However, we recommend title work, or other means, be completed prior to construction to ensure these are the only easements on the property. From information provided on the County Property Information Portal Maps, this property is not located in a floodplain. 2 SUBSOILS AND GROUNDWATER CONDITIONS Based on the soil texture and structure within the soil horizon observed in the test pits, the classification used for this design is sandy loam, Soil Type 2A, (LTAR 0.50). Groundwater levels were recorded at the time of our field exploration. During our field explorations groundwater was not encountered in the test pits. We do not anticipate the high groundwater level to be within four (4) feet of the infiltrative surface. Based on the conditions described above, an absorption system should be suitable for this site. SOIL TREATMENT AREA Based on the conditions in the test pits, the infiltrative surface shall be placed up to four (4) feet below existing grades. MATERIALS The materials used in construction of the on -site wastewater treatment system shall be new, durable and not subject to corrosion, such as concrete, fiberglass or plastic. All materials shall be installed per manufacturer specifications. All connections between components shall be water- tight to prevent leaks and infiltration. BACKFILLING AND SITE GRADING " All major grading shall be accomplished before construction of the sewage treatment system. Backfilling around septic tanks shall be accomplished before the installation of the piping. Backfill around the tank shall be in a manner to prevent settlement and avoid undue strain on the tank. Positive drainage from, and around, the bed must be provided by sloping, mounding, ditching or berming. 3 CONCLUSIONS The system should be constructed by a licensed septic system installer, in accordance with the County On -Site Wastewater Treatment Regulations. An effluent filter could be installed in or after the septic tank and may provide a longer life for the system. Minimum dimensions and setback requirements specified by the state or county health department regulations shall be upheld. It is the contractor's/owner's responsibility to inform the engineer or health department of anything not mentioned in this report that may impact the performance of the septic system. This system is to meet all rules and regulations set forth by the County Health Department. The system is to be inspected by a representative of the County Health Department and/or Engineer, prior to backfilling. If required by the County Health Department, the Engineer will inspect the system at an additional cost. All future owners are to be directed to information in Appendix I (General Maintenance Recommendations) of this report. These tests are only valid for the areas tested. Additional soil profile information will be required if the septic system is to be constructed in a different location than covered by this exploration. The findings and recommendations of this report have been obtained in accordance with accepted engineering practices in the field of Geotechnical Engineering. There is no other warranty, either expressed or implied. The county health department has final acceptance over these test results and referenced system. All construction shall be in compliance with the septic system permit. 150 SCALE 1"=150' Ca Co a. i 0 PIPE LINE Row WEL 150 / • R $ w R 17 R N M X R 1 L _-1 rn 0 0 ry 0 1 I I 1 - O Ct) rn Cr / / 50' / PROPOSED BUILDING l- m C --1 C m 0 0 m co cn SEE FIGURE - 2 / / I I I I I VEMIIMEMIP 464 ® COUNTY ROAD 46 ;i GVOLIAINnoD Site Drawing and Location of Test Pits i _ Client: Dan Baker Project: Parcel No. 105711400002, Lot B, RE -4059, parcel in S11 -T4 -R66 Weld County, Colorado Engineering Corporation 165 2nd St. S.W., Loveland, Colorado 80537 Tele: (970) 667-8010 Date: Project No. 07/16/21 21-0828 Drawn: JDE Figure: 1 L I 30 0 30 SCALE 1 "=30' r H ao Z d D N r • D -BOX 4' INSPECTION PORT, TYP. 1000 GALLON SEPTIC TANK W/FILTER EMPLOYEES: 10 GPD: 200 LTAR: 0.50 SOIL: 2A ABSORPTION AREA: 288 sq. ft. CHAMBERS: 24 SEPTIC TANK: 1000 gal. PUMP TANK: NA LIMITING LAYER: NA STA DEPTH: 4' MAX 1 I 4 . 4 4. 4. ' 4 4 .4 4 4 A 4 d'4 4 . a 4 A. 4, 4 4 /-CLEANOUT A la 04 PROPOSED BUILDING FF ELEV = 4720.5 4 ' 4 4' .4 ^ . 44 Q 6. I. o A 4 I A A 4' 4 A 4 4 .4 A 4 . 4 4 a 4 4 4 4, d 4 4 4 4 .4 I .4 . .4 4 4 OVVTS Design Details Client: Dan Baker Project: Parcel No. 105711400002, Lot B, RE -4059, parcel in S11 -T4 -R66 Weld County, Colorado Engineering Corporation 165 2nd St. S.W., Loveland, Colorado 80537 Tele: (970) 667-8010 Date: 07/16/21 Project No. 21-0828 Drawn: JDE Figure: 2 TP-1 TP-2 0' 2 3 4 5 6' 7' 8 9 r Sandy loam, dk. brown, friable, damp Shape: Massive Grade: Structurless Soil Type: 2A l • , Loamy sand, tan, loose, moist Shape: NA Grade: Single grain Soil Type: 1 Sandy loam, dk. brown, friable, damp Shape: Massive Grade: Structurless Soil Type: 2A Loamy sand, tan, loose, moist Shape: NA Grade: Single grain Soil Type: 1 • 7a15)/0 -Sand .• • r Limiting layer: NA Depth: NA Groundwater — NA Type: Limiting layer: NA Depth: NA Type: Groundwater . NA Date of Excavation 10/17/19 Date of Investigation 10/17/19 Equipment Backhoe Technician JDE Soil Type (NRCS) Vona sandy loam, 0 to 1 percent slopes LOG OF TEST PITS Client: Dan Baker Project: Parcel No. 105711400002, Lot B, RE -4059, parcel in S11 -T4 -R66 Weld County, Colorado Engineering Corporation 165 2nd St. S.W., Loveland, Colorado 80537 Tele: (970) 667-8010 Date: 07/16/21 Project No. 21-0828 Drawn: JDE Figure: 3 GRAVITY CHAMBERS TRENCH EXISTING GRADE Infiltrators shown for schematic purposes. Actual number of rows will depend on size of the field. FINISH GRADE 4" PIPE FROM TANK TO D -BOX SLOPE SURFACE TO PROMOTE RUNOFF & PREVENT PONDING 4' MIN. �*-- w- Undisturbed ---- Soil NATIVE BACKFILL ‘\\\=\\\=-\=b\``‘� ;,\ \\)",i\-7" CHAMBERS PER REPORT OBSERVATION PIPE, AT END OF TRENCH, NOTCH BOTTON BACKFILL SOIL, 10" MIN. COVER 4" OBSERVATION PIPE, AT END OF EACH TRENCH, NOTCH BOTTOM -,\1- \\\11111;1' , ;\1,_\11 `\\,_ \= 1\�\\ -e ,�\\1 \1 \\ 1\111 INFILTRATIVE SURFACE SLOPE TO CHAMBERS OWTS Details - Trench System PIPE TO ENTER TOP HOLE OF END CAP. Client: Dan Baker Project: Parcel No. 105711400002, Lot B, RE -4059, parcel in S11 -T4 -R66 Weld County, Colorado IN -SITU MATERIAL Engineering Corporation 165 2nd St. S.W., Loveland, Colorado 80537 Tele: (970) 667-8010 Date: 07/16/21 Project No. 21-0828 Drawn: JDE Figure: 4 Inlet tee, sweeping bend. $ Liquid Level I I • State and county approved precast concrete or plastic tank required. • Tank must be placed level. • Tanks must be watertight. • Must have two or more compartments or more than one tank can be used in series. The first compartment of a two -compartment tank or the the first tank in a series must hold no less than one-half of the required effective volume. • Inlet invert must be at least two inches higher than the outlet. a Tanks shall be placed a minimum of 5' from a structure. Inspection access riser to grade, with lid Sealed water tight to top of tank Inlet pipe, 4" D-3034 - Sch 40. a' per ft. with no portion less than y" per ft. 24" Min. Lid at grade Splice Box 24" Min. ACCESS RISER Quick connect union accessib from the top SI i • lllllll,lll I �I 1 4' MAX III= l --I I --II I II "-I I I -I I Il = 111.1= II_ SEPTIC TANK .4 Filter handle, place within 1' of top Slope 4' MAX Wre to control panel Effluent filter r I Ill. VIII -I I I-1 I I- I- Drawdown: xxx to xx gal. per dose. SEE PLAN FOR TANK SIZES. Separate flo S -m II -III- I 1111, x,111 1 Discharge pipe, Sch 40 or Class 200. See plan for size. Weep hole I —I 1=1 I I IIIL4 Ef - nt pump per p PUMP TANK (Dosed System Only) SEPTIC TANK NOTES • At least one access opening no less than 24 inches across must be provided in each compartment of the tank. • Septic tanks must have watertight riser over each access manhole and and all risers must extend to or above final grade. • Each riser lid must be watertight, brought to or above the surface, and must have a secure closing mechanism. • For new construction, the top of any septic tank, dosing tank or vault must be no deeper than four feet below finished grade. • See report and state or county regulations for additional information. PRESSURE DETAILS 1. Floats must be without removing the 2. Automatic liquid level contro ust be provided to start and shut off pumps at frequency or level specified i . e design 3. A quick disconnect union must be a . -ssible from within the riser of the tank. This allows the pump • •e removed without cutting the outlet line or hanging down into the tank to mak- - •airs. 4. All electrical connections and splices must be m. outside of the tank and riser. Run the riser to prevent corrosion. Leave enough extra wires ' allow for removal of co r : i nents. 5. The control panel must be mounted in a location where it is v ' e from th- -ptic tank, and include an audible and visual alarm. Must bear the seal of a Nationally Recognized Testing Laboratory. 6. Pump system shall be able to track pump runtime and numbe cycles. 7. The pump system shall have a switch so the pump can - manually operated. 8. The pump shall be connected to a control break- eparate from the high water alarm b er and from any other control system circuits. 9. Pumps and float switches must be certifi- • o the applicable UL or case electrical safety stan• - - bear the seal of approval of case, UI or an equivalent testing program a • •e constructed of resistant materials. 10. The pump must be located - screened vault, or an effluent screen provided in the chamber prior to the 11. The effluent screen • • be cleaned at manufacture recommended intervals, or more often is neccesary. 12. The pump tan.• , amber or compartment must have a minimum 24 inch diameter access riser, made of corrosion resis . material, extendi ► o or above ground level. 13. T► - access riser must have a watertight connecton to the the pump chamber/compartment. nted on a stem separate from the pump discharge piping to allow for removal, adjustment, and repli - ent of the float rical connections for the pump and floats outside Septic Tank Details Client: Dan Baker Project: Parcel No. 105711400002, Lot B, RE -4059, parcel in S11 -T4 -R66 Weld County, Colorado Engineering Corporation 165 2nd St. S.W., Loveland, Colorado 80537 Tele: (970) 667-8010 Date: 07/16/21 Project No. 21-0828 Drawn: JDE Figure: 5 1. Topsoil should be saved for final cover. 2. SEPTIC TANK: 2 compartment tank. Locate a minimum of 5' from residence and/or distribution box. Manhole lids and risers shall extend to the surface. Inlet tee must consist of a sweeping bend. 3. PUMPING: Septic tanks should be pumped as often as needed based on usage. Generally, when the scum layer plus the sludge layer equals 25% of the liquid depth in the tanks. 4. ABSORPTION AREA: Shall not be excavated in a manner that will compact or smear the infiltrative surface, i.e. no wheel loads. Infiltrative surface to be level. Bed area and dimensions are provided on this drawing. Schedule 40 pipe should be used if placed under driveway. 5. SUPPLY LINE: Shall be solid ASTM D3034 (SDR 35) or Schedule 40 PVC laid with a minimum fall of 1/4" per foot (with no portion less than 1/8" per foot). Pipe shall be a minimum of 4" in diameter. Pipes bends shall be limited to 45° or a sweeping 90°All pipes, except distribution laterals, shall be bedded with select materials. See county regulations. Bedding and backfill material shall be compacted to reduce settlement. 6. Sewer line between the building and the septic tank shall be a minimum of 22" deep or protected from freezing. 7. CLEANOUTS: Required between the building and the septic tank. Shall be installed within 5' of the building and at intervals not to exceed 100'. Also any change in direction greater than 45 degrees. See county regulations for additional requirements. 8. DISTRIBUTION BOX: If used, shall be laid level for uniform distribution of effluent. Flow equalizers shall be installed. Install riser to surface for access. Install a minimum of 5' from septic tank. 9. PRESSURE SYSTEM: Piping under pressue shall consist of Schedule 40 or Class 200. 10. CHAMBERS: Quick 4 Plus Chambers. Chamber information based on published material by Infiltrator Systems, Inc., and State Regulation 43, Section 43.13 (e)(1)(d). If alternate chambers are to be used notify engineer prior to construction as bed configuration may change. 11. GRAVEL BEDS: Pipe lain in beds or trenches shall be level and must be no less than 3" in diameter. For beds, the distance between parallel gravity distribution laterals must not exceed 6' (center to center). A lateral must be located within 3' of each sidewall and end wall. The pipes must be capped, or looped if in a bed. The perforated pipe must be surrounded by clean, graded gravel or other approved material ranging in size from %2" to 2 X". Gravel should have no more than 1`)/0 by weight passing a No. 200 sieve. At least 6" of rock must be placed below the pipe and a minimum 2" above the pipe. The top of the gravel must be covered with non -woven permeable geotextile with a min. thickness rating of 2.0-5.0 ounces per square yard or equivalent pervious material. 10. STA: Width shall not exceed 12' and shall be no deeper than 4'. Minimum distance between beds is 6' sidewall to sidewall. Minimum distances between trenches is 4', sidewall to sidewall. STA shall be placeed a minimum of 20' from structures. This can be reduced to 10' for structrures with no basement, crawl space or footing drains. 11. INSPECTION PORTS: Shall be accessible from the surface. They must be installed at the terminal end of each line or chamber row for a trench system; or at each corner of a bed system. They shall extend to the infiltrative surface. Ports shall be perforated or saw cut on the bottom portion in contact with the media. May be installed directly into chamber per. mfr. specifications if the infiltrative surface can be seen. 12. COVER: Cover material to consist of native soils capable of supporting vegetation. Vegetation should be a drought resistant grass such as a tall fescue. Installer & owner shall coordinate on planting and maintaining seeds to germination. Tall grass shall be kept short during the winter months 13. SITE DRAINAGE: drainage shall promote water runoff over the bed and prevent ponding within 10' of bed. 14. SITE USAGE: The soil treatment area should not be used for grazing, sports activities, traffic or other activity which may compact the soils. Trees should not be planted within the root zone of the STA. If trees are planted they should be locates so that the STA is not shaded. 15. Overuse of strong chemicals, which may kill the bacteria in the system and inhibit decomposition of the sewage, should be avoided 16. REPLACEMENT SYSTEMS: Setbacks may be decreased at the discretion of the County Health Department. 17. See the Report and County or State Regulations for additional information. Val OWTS General Notes Client: Dan Baker Project: Parcel No. 105711400002, Lot B, RE -4059, parcel in S11 -T4 -R66 Weld County, Colorado Engineering Corporation 165 2nd St. S.W., Loveland, Colorado 80537 Tele: (970) 667-8010 Date: 07/16/21 Project No. 21-0828 Drawn: JDE Figure: 6 SOIL TREATMENT AREA CALCULATIONS Number of Bedrooms: 1 Minimum Septic Tank Size: 1000 Design Flow LTAR 200 (Tables 2 & 3, TCHD On -Site Wastewater Treatment Regulations) 0.5 (Tables 10 & 11, TCHD On -Site Wastewater Regulations) Adjustment Factors (Tables 12 & 13, TCHD On -site Wastewater Regulations) Gravity Chambers Type of Chamber used: Effective Area of Chamber: Minimum STA (sq. ft.): 1.0 0.7 Infiltrator Quick 4 Standard 12 280 Soil Type: 2A Treatment Level: 1 Sizing Trench Number Trenches of Length (ft) Width (ft) Chambers Trench per Trench Size (ft2) Total Width Footprint 2 48 3 12 288 10 Total Surface Treatment Area (ft2 288 Designed Number of Chambers 24 i Calculation Formulas i Minimum Soil Treatment Area (ft 2) Design Flow LTAR Adjustment x Factors 200 0.50 x 1.0 x 0.7 = 280 Minimum Number of Chambers Min. STA Effective Area 280 12 24 Units CLIENT: PROJECT NO. LOCATION: Dan Baker 21-0828 IDATE:I 7/14/21 Lot B, Re -4059, part of S11 -T4 -R66 CDS Engineering Corporation 165 2nd St SW • Loveland, CO • 80537 • 970-667-8010 • www.cds-eng.net Fig. No.: 7 \\SERVER\CDS \ Structural-Geotech\Projects\Baker, Dan\RE-4059, Lot B (CR 46)\21-0828 OWTS Calc.xlsx Files APPENDIX I ADDITIONAL INFORMATION FOR RECOMMENDED COMPONENTS CDS ngringCorporation Ines GRAIN SIZE ANALYSIS Client: Proje ct: ct: Dan Baker Tech: Job MW No: 21-0828 Date: 05/03/21 Lot B, Re -4059, Weld County --, 0 Ei m s 101.0 91.0 81.0 71.0 61.0 51.0` 41.0 31.0 21.0 11.0 Sieve Sizes #200 I #100 I #60 I #40 I #30 #20 #10 #4 3/8" I I 1/2" I 3/4" 1" 1.5" 2" 1.0 0.010 :._. f.: ■_� .ty. r := --0 c CO TT: a) 2 a. 0.100 1.000 Sieve Opening 10.000 (mm) 100.000 Silt/Clay Sand Gravel Sample: Depth: Description % Gravel % Sand MC % TP-2 6' Loamy sand, brown 2.0 77.1 6.1 Date Sampled: 7/8/20 Type: Bag Tech: JDE CDS Engineering Corporation • 165 2nd St SW • Loveland, Colorado 80537 • (970) 667-8010 • (800) 933-8011 - Fax: (970) 667-8024 www.cds-eng.net 7/16/2021 Gradation OWTS (08-20).xlsx WERNSMAN ENGINEERING AND LAND DEVELOPMENT LLC Eric Wernsman 16493 Essex Rd S Platteville CO 80651 DAN BAKER MINOR SUBDIVISION STATEMENT OF NON-COMPLIANCE The sketch plan was done with 4 lots shown. There has been interest from multiple parties and now Dan would like to divide it in to 5 Industrial Lots. When we reached out to the referral agencies, we mentioned that the subdivision was increasing from 4 to 5 lots. Our latest Traffic Study was done with 5 lots. The drainage report and road has been designed with the 5 lot layout. ,d AKE I 1+00 I Nu:Lu N ne Right -Of -Way 444 S 8 /70 EN M ggi- I, 71- ,f C cS=> SU Z cr artvin.: CI It J r Owner: DAIJ1L BAKER Account: R3796405 Parcel: 105711400002 Address: 22169 COUNTY RbAD 35 39 WELD Subdivision: Baker Spbdivision Section: 11 Township: 4fnge: 66W 4718 47 1 7 rW: 47 1 6 a T Mar: _ 4719 4721 N4718 4717 - 47 1 6 4715 4715 MCTbFla 2+00 3+00 4+00 28' 60' 5-L1 24' 60' R.O.W. - 6+00 47);\- 7+00 8+00 9+00 a I i I I I I x U H Pr=R`OW R I I CO m 47,27 - 4721 Pc- _ 4720 4719 PIKER 47 18 47 1 7 Owner: DANIEL BAKER Account: R3796405 rarcel: 105711400002 Address: 22169 COUNTY ROAD 35 39 WELD Subdivisions Baker Subdivision Section: 11 Townhip: 4N Range= 66W EXISTING GAS LINE RETENTION POND D 4713 • G7 S 4714 4715 I 471 4717 0 30' Pipeline Right -Of -Way „„ a 47 1 6 47 1 5 47 1 4 47 i 3 i 4712 m -v -I pm zz v ! O z 47 11 471 0 4709 4708 3 „17c, I. 1..00 UUUO 222 1 SUE FLAN VIEW: 1100 12100 (Plan View) Scale 1"=50' i EX STI\G VA/E171_ 0 4719 G7 G1_ Account: owner: DANIEL. BAKER Ack!re33.22Unto169 COUNTYs Parceb 105711400002 baiWsio�B�ROAD9 LD Section:11 To p `1N Range; 66w 4720 SUE Moe-Jd 60' Gi GC 28' i Moepic! 24' 60' Pipeline Right -Of -Way Granted to DCP Midstream, LP REC. NO. 4360284 12/14/2027 SUE PLAN VIEW: 12+00 - 21+50 (Plan View) Scale 1"=50' Moert_Jd / A CCoOwner DANIEL 84KER unto 64p5 Address: 22169 0OUN00002 SQbcj'vision: �40 35 Weio '3eefro: 11 TOWflship:r Subdivision "'oa-'d � Range: 66W 4771 nnoaNd M ei-cid 4720 1 8+00 i U.) 470 1. N 1 J �I Pd Pt n � a c © �am_ cfG 0 P-0 00 (a, -. ►-' e- cas tv 0 C wP� J ri �I i i G0 -44 S i i I e I V.) 50 G1 B 7 i Pr -ROW 20+00 •••••••••••••••,...... N ©h.\ i O •Th9 R50' (4 I 21+50 i i CD cn 0; A 0 Q \:t7.71) 100 C) i i CD PCi 164 C g< N MATCHLINE 150 Rcs N 50 100 150 Point Table Point # Northing Easting Description 1 3276.93 3574.32 DCP 2 3262.66 3573.63 DCP 3 3246.00 3569.40 DCP 4 3230.04 3568.85 DCP 5 3214.83 3568.63 DCP 6 3253.86 3703.24 DCP 7 3241.73 3689.96 DCP 8 3220.86 3707.51 DCP 9 3204.47 3706.69 DCP 10 3190.28 3708.89 DCP 11 3168.19 3703.09 DCP 12 3166.50 3689.31 DCP 13 3111.06 3688.47 DCP 14 3110.26 3702.90 DCP 15 3051.83 3686.54 DCP 16 3052.06 3702.12 DCP 17 3209.59 3773.46 DCP 18 3194.87 3769.42 DCP 19 3181.25 3766.04 DCP 20 3189.45 3889.80 DCP 21 3174.36 3890.49 DCP 22 3158.91 3889.00 DCP 23 3259.69 3477.13 DCP 24 3246.75 3469.70 DCP 25 3231.09 3467.24 DCP 26 3168.71 4005.62 DCP 27 3150.97 4008.05 DCP 28 3139.31 4001.96 DCP 29 3246.23 3375.32 DCP 30 3291.63 3489.07 DCP 31 3279.83 3476.73 DCP 32 3146.77 4125.87 DCP 33 3131.62 4123.39 DCP 34 3120.48 4116.41 DCP 35 3294.51 3387.19 DCP 36 3276.90 3383.26 DCP 37 3260.98 3380.63 DCP 38 3118.70 4300.87 DCP 39 3102.05 4299.10 DCP 40 3088.35 4295.35 DCP 41 3096.20 4421.33 DCP 42 3081.80 4419.13 DCP 43 3066.84 4417.78 DCP 44 3308.41 3395.46 DCP 45 3264.02 3275.37 DCP 46 3277.47 3282.71 DCP 47 3292.55 3283.93 DCP 48 3313.75 3290.05 DCP 49 3326.39 3295.35 DCP 50 2911.82 3685.04 DCP 51 2911.82 3700.27 DCP LEGEND: Pr -ROW (37 PROPOSED RIGHT OF WAY GAS LINE —OWNER 1, LEVEL B UTILITY FLAG LOCATION (SEE TABLE) Rev. No. A Date 9/13/2024 Revision Description Submittal to County Lch LL m Cuj 4C cc ci) co r. co it) CC C, 0 22169 COUNTY ROAD 35 GREELEY, CO 80631 —I cr w W 0 0 w W >w z W ca ° 0 E cc O O '1;1 E w w .0) w s :5 r 4360284 Pages: 1 of 4 12/14/2017 03:25 PM R Fee:$28.00 Carly Koppes, Clerk and Recorder, Weld County, CO III I r.1Iiri414 I liNCSYII X NIVA.WW liii Exhibit "A" AMENDED PIPELINE RIGHT-OF-WAY GRANT THIS AMENDED PIPELINE RIGHT-OF-WAY GRANT amends that certain Pipeline Right -of -Way Grant dated April 5th, 2011, between Western Equipment & Truck Inc. as Grantor and DCP Midstream, LP as Grantee and recorded in the records of Weld County, Colorado on 08/08/2011 as Document # 3785031. FOR AND IN CONSIDERATION OF THE SUM OF Ten and More ($10.00+) DOLLARS For the pipelines to be constructed under the terms hereof, to be paid after a survey establishing the route of the lines has been completed, and before construction is commenced, WE, Western Equipment & Truck Inc., a Colorado corporation, whose address is 2055 1St Avenue, Greeley, Colorado 80631, hereinafter referred to as "Grantor" (whether one or more) does hereby grant, sell, convey, and warrant to DCP Operating Company, LP formerly DCP Midstream, LP, whose local address is 3026 4th Avenue, Greeley, CO 80631, its successors and assigns, hereinafter referred to as "Grantee", the right, privilege and easement, Ninety (90) feet in width for construction with additional temporary workspace for boring as needed and a permanent non-exclusive easement of Sixty (60) feet in width, for the purpose of constructing three pipelines and from time to time of constructing, operating, inspecting, maintaining, protecting, repairing, replacing, changing the size of, and removing any or all installed pipelines or other appurtenances, for the transportation of oil, gas, petroleum products, water, and any products and derivatives of any of the foregoing, and any combinations and mixtures of any of the foregoing, upon and along a route to be selected by Grantee on, and through the following described land located in WELD County, State of COLORADO, to wit: Township 4 North, Range 66 West of the 6th P.M. Section 11: Part of the W/2SW/4 described as Lot B of RE -2991, identified as Parcel # 105711000016 in the Weld County Assessor's office; Section 11: Part of the S/2SE/4 & S/2S/2N/2SE/4 described as Lot B of RE -4059, identified as Parcel # 105711400002 in the Weld County Assessor's office. Said temporary construction easement and permanent pipeline easement being more particularly described on Exhibit "B" attached hereto and made a part hereof. Together with the right of ingress and egress to and from said pipelines, or any of them, on, over and across said land and adjacent land of Grantor. After the initial construction of the pipelines, DCP may require, from time to time, additional temporary work space parallel and adjacent to the right-of-way in order to exercise the rights herein granted. Grantor hereby consents to Grantee's use of temporary work space as reasonably necessary to conduct such operations. Grantor may lay, construct and maintain streets and roadways, sidewalks, landscaping, (exclusive of trees), parking, grading, signs and fences, over and across the lands embraced in the said easement hereby granted, provided however, Grantor, its successors or assigns shall not use said right so as to materially impair Grantee's right to use the same for the purpose herein granted. It is agreed that the pipelines to be laid under this grant shall be constructed a minimum depth of forty eight (48) inches below the surface of the ground to permit normal cultivation at the time of construction, and Grantor shall have the right to fully use and enjoy the above described premises subject to the rights herein granted. Grantee agrees to restore the surface and subsurface to its original contour as nearly as practicable and will replace or rebuild all damaged parts of all drainage systems, irrigation systems or other property of Grantor, all to the reasonable satisfaction of Grantor. Grantee also agrees to reseed those lands disturbed with native grass blend or blend requested by Grantor. Upon completion of the pipeline installation and reseeding activities, said temporary construction easement shall terminate. Grantee shall have the right to clear all trees, undergrowth and other obstructions from the herein granted right-of-way, and Grantor agrees not to build, construct or create any buildings, structures or engineering works on the herein granted right-of-way that will interfere with the normal operation and maintenance of said line. Grantee agrees to pay to the owners and to any tenant, as their interests may be, any and all damages to crops, timber, fences, drain tile, or other improvements on said premises that may arise from the exercise of the rights herein granted; provided, however, that after the pipeline has been constructed hereunder, Grantee shall not be liable for damages caused on the easement by keeping said easement clear of trees, undergrowth, and brush in the exercise of the rights herein granted. Any payment due hereunder may be made direct to the said Grantor or any one of them. The initial consideration paid by Grantee to Grantor includes any and all damages that may be sustained by original construction of the pipeline within the easement area, including without limitation, cutting trees and damages to surface, fences or any other property owned by Grantor. If the property is leased, Grantee will settle actual damages with the tenant. The grant is made in consideration that Grantee, its successors and assigns, shall hold Grantor, its successors and assigns, :.armless from damages or liability of any character which may arise out of the exercise of the rights herein granted. The terms, conditions, and provisions of the contract shall extend to and be binding upon the heirs, executors, administrators, personal representatives, successors, and assigns of the parties hereto. The easement and rights herein granted may be leased or assigned in whole or in part. 4360284 Pages: 2 of 4 12/14/2017 03:25 PM R Fee:$28.00 Carly Koppes, Clerk and Recorder, Weld County, CO III Jrj N# mgp'giiti'i' 1h'iy1k 1111 TO HAVE AND TO HOLD said easement, rights, estates, and privileges unto Grantee, its successors and assigns, as long as said easement is used for the purposes granted herein. I IN WITNESS WHEREOF, this instrument is executed this day of April, 2017. Western Equipment & Truck Inc. By: Craig R. SpPresident STATE OF COLORADO) ) COUNTY OF WELD ) SS. ACKNOWLEDGMENT Before me, the undersigned, a Notary Public in and for said County and State, on this // day of April, gn p 2017, personally appeared Craig R. Sparrow, President of Western Equipment & Truck Inc., known to me to be the same person who executed the within and foregoing instrument and acknowledged to me that he executed the same as his free and voluntary act and deed for the purposes and consideration therein expressed. Given Under My Hand and Seal of Office, this ilit day of April, 2017. My Commission Expires: 77//70,/ d. A r esa b is 00e Notary NIC0LAS D. HACENL OCK NOTARY PUBLIC STATE OF COLORADO NOTARY ID 240��vu� MY COMMISSION EXPIRES FEB. B. 11, 2021 EXHIBIT B ES off. U SI a mire >.1a U iosql N3.'�!' 44D. •73 O r :- -E u. o a. m o • ix Zm :a l; elm Ul is in it d.N •tir• Z-4, 116 egg a MN� et -u PART OF THE SOUTHEAST QUARTER OF SECTION 11, TOWNSHIP 4 NORTH, RANGE 66 WEST OF THE 6TH PRINCIPAL MERIDIAN, WELD COUNTY STATE OF COLORADO I I I ZI O O J r 2- co 1T1 4 in alb Or\ a O Os e C 1/4 COR. SEC. 11 FOUND 3-1/4" ALUMINUM CAP STAMPED "LS 7242" L1 937.35' (TIE) N89'19'07"E 2654.71' _ _ E 1/4 COR. SEC. 11 FOUND 3-1/4" ALUMINUM CAP STAMPED "LS 22098" S� P\ LAN •�1 SCL TRACT A-005 WESTERN EQUIP. & TRUCK, INC. REC. NO. 3747146 60' EASEMENT (SEE DETAIL "A") S 1/4 COR. SEC. 11 FOUND 3-1/4" ALUMINUM CAP STAMPED "LS 7242" WCR 46 (60' ROW) - L2 _ - t r� MOIM Aftft 500' 1000' SCALE: 1" = 500' SURVEYOR'S STATEMENT: N89'07'46"E 2652.41' S. LINE SE 1/4 - I LINE BEARING DISTANCE L1 S89'54'41 'E 902.98' L2 S80'44' 10"E 1563.12' L3 S00'34' 12'E 647.13' I, BRANDON A. MOSER, A PROFESSIONAL LAND SURVEYOR REGISTERED IN THE STATE OF COLORADO, DO HEREBY STATE THAT THIS EXHIBIT WAS PREPARED UNDER MY SUPERVISION DURING THE MONTH OF AUGUST 2017, AND THAT THE PROPOSED PIPELINE LOCATION SHOWN HEREON IS CORRECT TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF. I ALSO STATE THAT THIS EXHIBIT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT AND IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCES, BUILDINGS, OR OTHER FUTURE IMPROVEMENTS. NOTES: 1. THIS EXHIBIT WAS PREPARED WITHOUT THE BENEFIT OF A TITLE COMMITMENT AND THEREFORE LW SURVEY CO. HAS NOT RESEARCHED OR SHOWN ANY OTHER EASEMENTS, RIGHTS -OF -WAY, VARIANCES AND OR AGREEMENTS OF RECORD EXCEPT AS SHOWN HEREON. 2. THE LOCATION OF THE EASEMENT SHOWN HEREON IS BASED ON THE PROPOSED LOCATION OF THE PIPELINE. 3. THE BEARINGS SHOWN HEREON WERE ESTABLISHED BY COLORADO STATE PLANE NORTH, NAD 83. ALL DISTANCES SHOWN HEREON ARE GRID DISTANCES AND ARE IN U.S. SURVEY FEET. TO OBTAIN GROUND DISTANCES MULTIPLY VALUES GIVEN HEREON BY 1.00027078. I PROPOSED PIPELINES <AiO?I•09)Sf UM- w i IL I 3„9t,*c.00S i 210.28' (TIE) SE COR. SEC. 11 FOUND 3-1/4" ALUMINUM CAP STAMPED "LS 7242" DETAIL "A" N.T.S. THE TOTAL LENGTH OF CENTERLINE OF EASEMENT SHOWN HEREON IS 3,113.23 FEET (188.68 RODS). THE TOTAL AREA OF THE 60' PERMANENT EASEMENT SHOWN HEREON IS 184,993 SQUARE. FEET (4.25 ACRES). THIS SYMBOL DOES NOT REPRESENT A MONUMENTED LINE. THIS SYMBOL ONLY DEPICTS A CHANGE IN DIRECTION BU: 45000 RC: G017 AFE: 5400216092 TRACT AMOS WESTERN EQUIPMENT & TRUCK, INC. PART OF THE SE QUARTER OF SECTION 11, TOWNSHIP 4 NORTH, RANGE 66 WEST, 6TH P.M., WELD COUNTY, COLORADO SCALE: 1'=500' DRAWN BY: ARG 7121/17 REV: 4. THIS EXHIBIT IS NOT A LAND SURVEY PLAT, OR AN IMPROVEMENT SURVEY PLAT. LW Survey Co. 12345 W. Alameda Pkwy, Suite 205 Lakewood, CO 80228 GODFREY BOTTOMS 20' DISCHARGE WELD COUNTY, COLORADO SHEET 10F1 EXHIBIT B PART OF THE SOUTHWEST QUARTER OF SECTION 11, TOWNSHIP 4 NORTH, RANGE 66 WEST OF THE 6TH PRINCIPAL MERIDIAN, WELD COUNTY STATE OF COLORADO W 1/4 COR. SEC. 11-} FOUND 3-1/4" ALUMINUM CAP STAMPED "PLS 7242" 1 I 0 3 5C 3 IN--= U e — Gail Nun S. ittN ..•�_ o Om -Oni LLn Sac anA a Q,Nr . . J SV gin ago s a ell rse:a� L SW COR. SEC. 11 FOUND 3-1/4" ALUMINUM CAP STAMPED "LS 33642" 500' SCALE: 1" = 500' SURVEYOR'S STATEMENT: 1 0 o- 0 Zin 4- Np N N 0 N. LINE SW 1/4 S89.18'50"W 2654.70' w � 1\ I rie 4O �1 s E LINE LOT "B" RE -2991 -\ TRACT A-003 WESTERN EQUIPMENT & TRUCK, INC. REC. NO. 3747146 60' EASEMENT-\ (SEE DETAIL "A") N89'21'49"E 1326.59' 839.60' (TIE TO SW COR. SEC.11) 1000' WCR 46 (60' ROW) is _ _ MINS C 1/4 COR. SEC. 11 FOUND 3-1/4" ALUMINUM CAP STAMPED "LS 7242" S 1/4 COR. SEC. 11 FOUND 3-1/4" ALUMINUM CAP Ss*: STAMPED "LS 7242" X819`` S'„ a45%.%,,% N89'07'57"E 2652.73' S. LINE SW 1/4 I, BRANDON A. MOSER, A PROFESSIONAL LAND SURVEYOR REGISTERED IN THE STATE OF COLORADO, DO HEREBY STATE THAT THIS EXHIBIT WAS PREPARED UNDER MY SUPERVISION DURING THE MONTH OF OCTOBER 2017, AND THAT THE PROPOSED PIPELINE LOCATION SHOWN HEREON IS CORRECT TO THE BEST OF MY KNOWLEDGE, INFORMATION AND BELIEF. I ALSO STATE THAT THIS EXHIBIT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT AND IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCES, BUILDINGS, OR OTHER FUTURE IMPROVEMENTS. NOTES: 1. THIS EXHIBIT WAS PREPARED WITHOUT THE BENEFIT OF A TITLE COMMITMENT AND THEREFORE LW SURVEY CO. HAS NOT RESEARCHED OR SHOWN ANY OTHER EASEMENTS, RIGHTS -OF -WAY, VARIANCES AND OR AGREEMENTS OF RECORD EXCEPT AS SHOWN HEREON. 2. THE LOCATION OF THE EASEMENT SHOWN HEREON IS BASED ON THE PROPOSED LOCATION OF THE PIPELINE. 3. THE BEARINGS SHOWN HEREON WERE ESTABLISHED BY COLORADO STATE PLANE NORTH, NAD 83. ALL DISTANCES SHOWN HEREON ARE GRID DISTANCES AND ARE IN U.S. SURVEY FEET. TO OBTAIN GROUND DISTANCES MULTIPLY VALUES GIVEN HEREON BY 1.00027078. 4. THIS EXHIBIT IS NOT A LAND SURVEY PLAT, OR AN IMPROVEMENT SURVEY PLAT. 4 - PROPOSED PIPELINES - - - I I I I I IV) O O y • It _m fTl � N O, -A. a I ,O DETAIL "A" N.T.S. THE TOTAL LENGTH OF EASEMENT CENTERLINE SHOWN HEREON 1S 1,326.59 FEET (80.40 RODS). THE TOTAL AREA OF THE 60' PERMANENT EASEMENT SHOWN HEREON IS 77,797 SQUARE FEET (1.79 ACRES). THIS SYMBOL DOES NOT REPRESENT A MONUMENTED LINE. THIS SYMBOL ONLY DEPICTS A CHANGE IN DIRECTION dap BU: 45000 RC: G017 AFE: 5400216092 TRACT A-003 WESTERN EQUIPMENT & TRUCK, INC. PART OF THE SW QUARTER OF SECTION 11, TOWNSHIP 4 NORTH, RANGE 66 WEST, 6TH P.M., WELD COUNTY, COLORADO SCALE: V=500' DRAWN BY: ARG 7121/17 REV: 5. THIS IS A TWO PAGE DOCUMENT INTENDED TO DEPICT TWO SEPARATE EASEMENTS. ir A LW Survey Co. 12345 W. Alameda Pkwy, Suite 205 Lakewood, CO 80228 GODFREY BOTTOMS 20" DISCHARGE WELD COUNTY, COLORADO SHAT 1OF1 BOOK 863 - Recorded at rss.••.. MN.N.eNNMli.p o'clock ...p._M_MAR 191979 PE 440 5/77 1'784841 Rec. No. lel State of Colorado, Weld County Clerk & Recorder ttit„;, i a Fa z T's - r_`') GO I - -I n CD Right-of-Way Grant KNOW ALL MEN BY THESE PRESENTS, that Margaret June Ew of the Estate o€ William H E of the Post Office. of La Salle , in the State of• Colorado hereinafter referred to as "Grantor" (whether one or more), in consideration of One Dollar (S1.00), to , in hand paid, receipt of which is hereby acknowledged, and the further consideration of 612.00 per linear rod, to be paid before the pipe line hereinafter specified is laid, do hereby grant_ and convey unto PANHANDLE EASTERN PIPE LINE COMPANY, a Delaware Corporation, having an office in Kansas City, Missouri, its successors and assigns, hereinafter referred to as "Grantee," a Right, -W o lay, construct, maintain, lower, inspect, repair, replace, relocate, change the size of, operate, and remove x pipepipNifns pip e ipe line markers, valves, launchers, receivers, cathodic equipment, test leads, and all appurtenances conven- ient for the maintenance and operation of said line and for the transportation of oil, gas, or other substances therein, under, on, over and through the premises hereafter described, and the Grantee is granted the right of ingress and egress, • to, on, from and over the following described premises for the purposes aforementioned in the County of orad. Weld in the State of Col , to-��tt. • 410 That party of. the Southeast Quarter of Section 11, Township 4 North, Range 66 West, Weld County, Colorado, being more particularly described as a strip of land 50.00 feet in width, the centerline of which is described as follows: Beginning at a point on the East line of said Southeast Quarter, said point being North 00 De- grees 00 Minutes 00 Seconds West on an assumed bearing a distance of 396.63 feet from the Southeast corner of said Southeast Quarter; thence South 84 Degrees 00 Minutes 35 Seconds West for a distance of 978.40 feet to a point; thence South 41 Degrees 31 Minutes 0S Sscon1!s West for a distance of 40.00 feet to a point; thence South 00 Degrees 53 : li notes 25 Seconds East for a distance of 114.10 feet to a point; thence South 16errees Minutes 10 Seconds West for a distance of 73.30 feet to a point; thence South 53 degrees 33 Minutes 18 Seconds West for a distance of 40.00 feet to a point; thence North. ≥ ) Decrees 01 Minutes 34 Seconds West for a distance of 301 .00 feet to a point: thence South 47 Degrees 19 Minutes 39 Seconds West for a distance of 6.00 feet to a point; thence South 13 Degrees 40 Minutes 52 Seconds West for a distance of 56.00 feet to a point on the South line of said Southeast Quarter, said point being North 87 Degrees 01 Minutes 33 Seconds West a distance of 1342.61 feet from the Southeast corner of said Southeast Quarter. BOOK 863 • Alb . 1'784841 371k. TO HAVE: AND TO HOLD said easements, rights, and right-of-way unto the said PANHANDLE EASTERN PIP LINE COMPANY, its successors and assigns. Grantee to have the right to select and change the route of the pipe line herein authorized to be laid under, upon, over and through the above described premises. All pipe installed hereunder shall be buried a minimum of 4? " inches. Grantor shall not construct. or place anything over or so close to the pipe line or other facility of Grantee as will be pF likely to interfere with Grantee's surveillance of or access thereto by use of equipmentor means customarily employed in the surveillance of or maintenance of pipe lines nor intentionally cause the original cover over the pipe line to be reduced below whichever is the greater of a minimum cover of ft. -0 (2) feet or below the minimum cover required at any time by any applicable pipe line safety code. All damage to growing crops, drainage tile and fences of Grantor occa- sioned by the construction or repair of any of the facilities herein authorized to be maintained and operated by Grantee shall be paid by Grantee after the damage is done. Payment of all moneys becoming due hereunder may be paid to Margaret June Ewing at 'Me Estate of William H. Ewing 16903 Weld County Road #46, Lasalle, Colorado, 80645 This Grant shall be binding upon the heirs, executors, administrators, successors, and assigns of the parties hereto, and all rights herein granted, or any of them separately, may be released or assigned in whole or in part. It is understood that this Grant cannot be changed in any way except in writing, signed by the Grantor and a duly authorized agent of the Grantee. This instrument prepared by C. B. WeSoni g P. 0. Box 1348, Kansas City, Missouri 64141. Panhandle Eastern Pipe Line Company, also having a legal address of P. 0. Box 127 Brighton Colorado 80601. IN WW°itN SS`IVIlERr,O1:the Grantors ui . have }10ECurlto set their hands and seals this 711'1 day of Z ch , f iY (17. ( 20-4C72 June ing as pernsonal representative of the Estate of William H. Ewing, Jr. BOOK 863 STATE OF COLORADO I NDIVIDUAE. I •. ) ss. COUNTY OF Ada' ) Thg foregoing instrument was acknowledged before me this • by _ '•• • mow••••'• 114?`1epre sent Vve .fin the air:.. 0 1 A k , erw4- i , � w r • . � # "t t• • f _ ft . - f . a _% My Comn"ussitoi rxprres 7 q STATE OF • 7 day of and by Margaret June $1 j ng fitter of the William H. Ewing Estate. • COUNTY OF by ) ) ) ss. • AL, Marian M9Teetop ACKNOWLEDGMENT FOR SINGLE PERSON . 8Jc 1784841 3-3 • , 1977 , as personal The foregoing instrument was acknowledged before me this , day of 39 NOTARY PUBLIC My Commission expires: STATE OF ) ) ss. COUNTY"OF ) by ACKNOWLEDGMENT FOR CORPORATION The foregoing instrument was acknowledged before me this , day of 19 of , a corporation, on behalf of the corporation. My Commission expires: • H n tP. Cemi • a z to 0 • u`) ELI 0 r Irmni 0 ui C) to 3 FEat z `n C 0 ON duly recorded in Book • C) Cm) w 0 .C 1- O U tea C to V NOTARY PUBI.1 C ea Sc • W CO z Weld County Treasurer Statement of Taxes Due Account Number R3796405 Assessed To Parcel 105711400002 BAKER DANIEL 32776 VISTA LAKE RD GREELEY, CO 80631-9695 Legal Description PT S2SE4 & S2S2N2SE4 11-04-66 LOT B REC EXEMPT RE -4059 (2 27R) Si tus Address Year Tax Chaige Tax 2023 $11,028.56 Total Tax Charge Interest Fees Payments Balance $0.00 $(0 ) (S 11028 56) $0.00 $0.00 Grand Total Due as of 09/12/2024 $0.00 Tax Billed at 2023 Rates for Tax Area 0138 - 0138 Authority WELD COUNTY SCHOOL DIST REI-GILCREST NORTHERN COLORADO WATER (NC CENTRAL COLORADO WATER (CCW CENTRAL COLORADO WATER SUBD LA SALLE FIRE ALMS JUNIOR COLLEGE HIGH PLAINS LIBRARY WEST GREELEY CONSERVATION D Taxes Billed 2023 * Credit Levy Mill Levy 12 0240000* 13.3020000* 1.0000000 0 8910000 13000000 5.1540000 6.3360000 3.1960000 0 4140000 Amount $3,040 27 $3.363 41 $252 85 $225.29 $328.71 $1303 19 $1,602 06 $808 10 $10468 43 6170000 $1 1,028.56 Values WAREHOUSE/STORA GE -LAND WAREHOUSE/STORA GE -IMPS AG -FLOOD IRRR1GATED LAND Total Actual $219,291 $656,722 $63,661 Assessed $61,180 $183,230 $16,810 $939,674 $261,220 ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH Weld County Treasurer's Office 1400 N 17th Avenue PO Box 458 Greeley, CO 80632 Phone: 970-400-3290 Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due issued by the Weld County Treasurer are evidence that as of this date, all current and prior year taxes related to this parcel have been paid in full. Hello