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HomeMy WebLinkAbout1.00 General Application MaterialsGlenwood Springs Office 910 Grand Avenue, Suite 201 Glenwood Springs, Colorado 81601 Telephone (970) 947-1936 Facsimile (970) 947-1937 GARFIELD & HECHT, P.C. ATTORNEYS AT LAW Since 1975 www.garfieldhecht.com Haley Carmer hcarmer@garfieldhecht.com February 23, 2023 VIA EMAIL AND DELIVERY Garfield County Development Department c/o Glenn Hartmann, Planner 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 RE: 214 Center Drive, LLC/Glenwood Partnership LLLP Cooper Subdivision Minor Subdivision Application Dear Glenn: 214 Center Drive, LLC (“Applicant”) hereby submits to Garfield County (“County”) its application for minor subdivision (“Application”) of the real property commonly known as 214 Center Drive, Glenwood Springs, Parcel No. 218506100042, and legally described in the title commitment provided herewith (the “Property”). Pre-application meetings were held regarding the Application on September 15, 2022, and November 28, 2022. The Garfield County Community Development Department’s Pre-Application Conference Summary is included with the Application materials. The purpose of this letter is to provide additional information regarding the proposed subdivision and its compliance with the Garfield County Land Use and Development Code (“LUC”). The Property is a 15.8-acre parcel located in unincorporated Garfield County immediately to the north of the Glenwood Springs Mall and is zoned Commercial Limited (C/L). The Property was part of a larger 30-acre parcel that as divided into three smaller parcels pursuant to a subdivision exemption approved by Resolution No. 80-254, although no subdivision exemption plat was recorded.1 Instead, the two smaller tracts approved by Resolution 80-254 were simply deeded to a third party and ultimately incorporated into what is now the Glenwood Springs Mall PUD. The Property comprises the third, 16-acre remainder parcel approved by Resolution 80-254, less approximately .2 acres that were deeded to the County for Storm King Road. Glenwood Partnership LLLP (“Owner”) has owned the Property since it was divided pursuant to Resolution No. 80-254. Owner has authorized the submission of this Application and provided a letter of consent to that effect. As reflected in the Certification of Mineral Ownership Research, Owner’s attorney has identified that the Owner is the owner of 100% of the Property’s mineral estate. The mineral owner certification includes additional details regarding the mineral owner research conducted for this Application. 1 Because there was no subdivision exemption plat was recorded, the title of the Final Plat does not reference the prior subdivision exemption. However, the subdivision exemption resolution is referenced in the notes. Mr. Glenn Hartmann February 23, 2023 Page 2 of 10 2783222_2 Applicant is proposing to subdivide the Property into three lots as shown on the draft final subdivision plat (“Final Plat”) submitted with the Application. Two commercial buildings are currently located on the Property and will be contained within what is shown as Lot 1 on Final Plat. Those buildings were construct by Owner pursuant to the Special Use Permit approved for the Property pursuant to Resolution No. 81-121 (the “SUP”). The configuration of the proposed subdivision takes into account the location (including setbacks), utility, and access needs of the existing buildings. A summary of the uses, dimensions, parking, and other site features of the existing buildings is attached hereto as Appendix B. Applicant intends to develop Lot 2 of the subdivision with three new buildings. One building will be used for self-storage and the other two will include several flex units. The flex units will have office space at the front and warehouse/storage space at the back. The self-storage building will also include three apartments2 to house employees of the self-storage facility or one or more of the tenants in the flex buildings. While the use of each individual flex unit is not yet known, uses will be limited to those allowed under the SUP, namely, wholesale and retail establishments, personal service establishments, general services establishments, and offices. A site plan showing the existing and proposed buildings on Lots 1 and 2 is included herewith, which site plan also includes dimensional and other zoning standards applicable to the Property. Neither Owner nor Applicant has development plans for Lot 3 at this time. Applicant believes that its Application satisfies the review criteria set forth in LUDC Section 5-301(C) as explained in Applicant’s responses (in bold italics) below: 1. It complies with the requirements of the applicable zone district and this Code, including Standards in Article 7, Divisions 1, 2, 3 and 4. See Appendix A 2. It is in general conformance with the Comprehensive Plan. See Appendix A 3. Shows satisfactory evidence of a legal, physical, adequate, and dependable water supply for each lot. The Property is already served with water by the City of Glenwood Springs. The City has provided a will-serve letter confirming it can and will serve the Property for up to 60 EQRs, which is more than enough to satisfy the existing and proposed uses on the Property. The Application materials also include a report from Applicant’s water engineer, Sopris Engineering, which further explains the water demands of the Property and the legal and physical availability of water to meet those demands. 4. Satisfactory evidence of adequate and legal access has been provided. The Property is adjacent to Storm King Road and Donegan Road, which provides legal public access to the site. Each lot has direct access to at least one of those public roads, but private easements for circulation within the Property are identified on the Final Plat. Applicant and Owner are finalizing the details of the reciprocal easement agreement that will govern the operation and maintenance of the interior private roads and other shared infrastructure. That agreement will be recorded along with the Final Plat. 2 The SUP allows for up to three residential units on the Property. Mr. Glenn Hartmann February 23, 2023 Page 3 of 10 2783222_2 5. Any necessary easements including, but not limited to, drainage, irrigation, utility, road, and water service have been obtained. All necessary new and pre-existing easements are shown on the Final Plat. No off-site easements are needed for the proposed subdivision. 6. The proposed subdivision has the ability to provide an adequate sewage disposal system. The Property is already served with sanitary sewer service by the West Glenwood Springs Sanitation District. The District has provided a will-serve letter confirming it can and will serve the existing and proposed uses on the Property. The enclosed report by Sopris Engineering provides additional details and information regarding the sanitary sewer service to the Property. 7. Hazards identified on the property such as, but not limited to, fire, flood, steep slopes, rockfall and poor soils, shall be mitigated, to the extent practicable. The Property is not located in any flood plain and is not in close proximity to any river, stream, creek, or other body of water, so there is no risk of flooding or mudslides. The site does not have steep slopes or rockfall hazards, with the ground surface generally sloping from north to south with grades of less than 5 percent. The soils at the developed portion of the Property have performed exceptionally well. Any movement of the buildings, sidewalks, parking areas, Center Drive, or Storm King Road have been minimal over the past 40 years. Soils performance for future buildings is expected to perform the same considering the size of the Property. Finally, wildfire danger at the Property is no different than that of the surrounding area. The West Glenwood Springs Fire Station is less than two minutes away, and the Property is served with fire flows by the City’s water system. NFPA-compliant fire sprinkler and fire alarm systems are installed within the two existing buildings and will be installed within future buildings in compliance with fire district requirements. 8. Information on the estimated probable construction costs and proposed method of financing for roads, water distribution systems, collection systems, storm drainage facilities and other such utilities have been provided. This information has been provided in the form of engineering reports and plans from Sopris Engineering. 9. All taxes applicable to the land have been paid, as certified by the County Treasurer’s Office. All applicable taxes have been paid as indicated in the Statement of Taxes Due that is provided with the Application. 10. All fees, including road impact and school land dedication fees, shall be paid. Applicant agrees that all applicable fees will be paid at the appropriate time if the Application is approved. 11. The Final Plat meets the requirements per section 5-402.F., Final Plat. The Final Plat submitted herewith complies with all LUDC Sec. 5-402(F) requirements. The documents identified below are being submitted with and as part of the Application. Note that because Applicant is not seeking any extended vested rights, a proposed development agreement is not included. Additionally, Appendix A covers the issues identified in the impact analysis that may be Mr. Glenn Hartmann February 23, 2023 Page 4 of 10 2783222_2 applicable to the Property, so a separate impact analysis has not been provided. Finally, regarding the Improvements Agreement required under Section 4-203(K), the only public improvement anticipated at the County level is the installation of a sidewalk, curb, and gutter along Lot 2’s northern boundary adjacent to Donegan Road. Applicant will work with the County Attorney to prepare that agreement during the Application review process. 1. Land Use Application Form 2. Payment for Application fees ($1,000.00) 3. Statement of Authority for Owner 4. Authorization Letter from Owner 5. Payment Agreement Form 6. Statement of Taxes Due 7. Mineral Owner Certification Form 8. List of Landowners within 200 feet 9. Pre-Application Conference Summary 10. Title Commitment 11. Site Plan/Existing Conditions Survey and Civil Plans 12. Proposed Final Plat (including vicinity map) 13. Building elevations 14. Landscape Plan 15. Sopris Engineering Water, Wastewater and Drainage Report and cost estimate 16. Kimley Horne traffic report 17. Colorado Geological Survey form Applicant has provided a total of 3 copies of all of the foregoing documents and will email a link that includes an electronic version of the same. Please contact us if you need additional information or have questions regarding any of the Application materials. We look forward to working with the County as we proceed through the application process. Sincerely, GARFIELD & HECHT, P.C. Attorneys for Applicant By: Haley Carmer David McConaughy Enclosures Mr. Glenn Hartmann February 23, 2023 Page 5 of 10 2783222_2 APPENDIX A Compliance with LUDC Article 7 Standards LUDC Section Applicant Response 7-101: Zone District Use Regulations All existing uses on the Property are permitted uses in the Commercial Limited zone district and under the SUP. Self-storage is listed as a type of “general service establishment” under the County’s 1978 zoning regulations that were in effect when the SUP was issued, and it is a use permitted by right in the C/L zone today. Specific tenants/uses of the units in the flex buildings are not yet know, but Applicant understands that such uses my comply with the SUP. Applicant is not requesting any change in permitted uses under the SUP. 7-102: Comprehensive Plan and IGAs The Garfield County Comprehensive Plan 2030 Future Land Use Map designates the Property as mixed use with the Glenwood Springs Urban Growth Area. The Comp Plan supports and reinforces that new growth should occur in areas that have, or can easily be served by, urban services. For that reason, the Comp Plan strongly supports and encourages infill. Urban growth areas growth areas “are the preferred locations for commercial and employment uses that can take advantage of supporting infrastructure and a close by client base that reduces travel demands.” Growth in UGAs and town centers adds to the economic diversity of the County, and growth in these areas should include a compact mix of commercial, office, employment, residential, and industrial uses. The existing and proposed development of the Property both complies with and furthers the above Comp Plan goals and policies. The development will include office and warehouse space for local business, much needed self-storage units for members of the public, and three residential units for employees working at the Property. The Property is already connected to and served by all necessary utilities and has access to two public roads. Applicant’s proposal is a typical infill project. While annexation of properties in UGAs is encouraged, Owner attempted to do just that a year ago, but the citizens of the annexing municipality—the City of Glenwood Springs—rejected the annexation and the proposed development that the Glenwood Springs City Council found to be in compliance with the City’s comprehensive plan. In light of this feedback from the public, Applicant is proposing a development that includes office, warehouse, and residential uses consistent with the existing SUP for the Property and the mixed-use classification of the Property under both the County and City comprehensive plans. 7-103: Compatibility The current and future office, warehouse, and general service use of the Property is consistent with the nature, scale, and intensity of the other commercial uses to the south and west of the Property. The height and design of the buildings adjacent to Donegan Road take into account and are consistent with the single family homes across the street. Mr. Glenn Hartmann February 23, 2023 Page 6 of 10 2783222_2 7-104: Source of Water The Property is already served with water by the City of Glenwood Springs. The City has provided a will-serve letter confirming it can and will serve the Property for up to 60 EQRs, which is more than enough to satisfy the existing and proposed uses on the Property. The Application materials also include a report from Applicant’s engineer, Sopris Engineering, which further explains the water demands of the Property and the legal and physical availability of water to meet those demands. 7-105: Central Water Distribution and Wastewater Systems See Sopris Engineering report 7-106: Public Utilities Public utilities, including gas and electric, currently serve the Property and all buildings on it. Pre-existing and new utility easements are shown on the Plat. All existing utilities except major power transmission lines, transformers, switching and terminal boxes, meter cabinets, and other appurtenant facilities are or will be located underground. 7-107: Access and Roadways The Property is adjacent to Storm King Road and Donegan Road. Center Drive, a private road, provides access off of Storm King Road into the Property. Additional internal access easements are shown on the Final Plat and will be constructed to County standards. The easements will be privately owned and maintained by the owners of the Property. A reciprocal access easement agreement outlining use, operation, and maintenance responsibilities will be recorded with the Final Plat. Applicant’s engineering report provides further information and explanation regarding access to the Property. 7-108: Use of Land Subject to Natural Hazards N/A 7-109: Fire Protection Wildfire danger at the Property is no different than that of the surrounding area. The West Glenwood Springs Fire Station is less than two minutes away, and the Property is served with fire flows by the City’s water system. NFPA-compliant fire sprinkler and fire alarm systems are installed within the two existing buildings and will be installed within future buildings in compliance with fire district requirements. 7-201: Agricultural Lands N/A 7-202: Wildlife Habitat Areas The vacant portions of the Property are irrigated pasture lands that Owner formerly used for its horses. There are no known wildlife habitat areas on the Property. 7-203: Protection of Waterbodies N/A 7-204: Drainage and Erosion See Sopris Engineering report Mr. Glenn Hartmann February 23, 2023 Page 7 of 10 2783222_2 7-205: Environmental Quality Aside from any air quality impacts related to general construction and operation of buildings, the Application will have no impact on air quality in the area. 7-206: Wildfire Hazards The Property is in the NR or Low category of the County’s Wildfire Susceptibility Index, so this section does not apply. 7-207: Natural and Geologic Hazards N/A 7-208: Reclamation N/A 7-301: Compatible Design The current commercial and general service use of the Property is consistent with the nature, scale, and intensity of the other commercial uses on adjacent properties. Future buildings on the site will be similar in size and massing to the commercial buildings on the Property and adjacent lots. The proposed subdivision configuration takes into account the location (including setbacks) and utility and access needs of the existing buildings. Proposed elevations of the self-storge and flex buildings are included with the Application. The height, mass, location, and exterior features of the new buildings are also sensitive to and take into account the single-family dwellings to the north of the Property. 7-302: Off-Street Parking and Loading Standards See site plan 7-303: Landscaping Standards See enclosed landscape plan 7-304: Lighting Standards The exterior lighting currently on the Property complies with the LUDC standards because it is downcast, does not shine on other properties, does not create a traffic hazard, is not flashing, and no lighting is more than 40 feet in height. Future lighting will similarly comply. 7-305: Snow Storage Standards Each new lot will have sufficient open space within its boundaries for snow storage. The Property slopes to the south, so snowmelt will not drain onto adjacent lots. The engineering report and related plans provide additional information on this point. 7-306: Trail and Walkway Standards N/A 7-401: General Standards A reciprocal access agreement to be recorded with the plat will address use, operation, and maintenance obligations related to 7-402: Subdivision Lots Lot area, width, frontage, depth, shape, location, and orientation of the proposed lots comply with the C/Lzone requirements. Specifically, all lots exceed the minimum lot area and frontage on a dedicated street, and the applicable front, rear, and side setbacks are in compliance with Table 3-201. The depth and width of the proposed lots provides enough space for required off-street parking and loading facilities. No lots are divided by municipal boundaries, County roads, or public rights-of-way. 7-403: Survey Monuments Permanent survey monuments have been set—or will be set upon recordation of the subdivision plat—within the Property. All Mr. Glenn Hartmann February 23, 2023 Page 8 of 10 2783222_2 permanent survey markers set by Applicant’s surveyor will have its registration number securely fixed to all monuments, markers, and benchmarks. 7-404: School Land Dedication Any school land dedication or fees in lieu thereof will be paid as required under the LUC. 7-405: Road Impact Fees Any road impact fees required in connection with the Application will be paid prior to and as a condition of recordation of the Final Plat. Mr. Glenn Hartmann February 23, 2023 Page 9 of 10 2783222_2 Appendix B Existing Buildings 1. Uses and associated building area:   OFFICE WAREHOUSE SOILS LAB  BUILDING AREAS     GBC Building 1                    Colo Water Resources                   4,203                              ‐                            ‐        Vertical Design                       966                            897                         ‐        Glen Part./ Diemoz Constr. Co.                   1,031                         1,304                          ‐        Ruiz, Allstate Insurance                       949                              ‐                            ‐        JJNJ, Inc.                       889                              ‐                            ‐        KWE Primary Investments                       397                              ‐                            ‐        The Software Store                       397                              ‐                            ‐        CTL Thompson, Inc.                   1,757                            448                        959       Electrical/ Mechanical Rooms                        ‐                               ‐                            ‐          Subtotal Building 1                 10,589                         2,649                        959       GBC Building 2                    U.S. Dept. of Agriculture                   4,452                              ‐                            ‐        Aspen Events & Tents                       690                         1,357                          ‐        Smart Start                       496                         1,476                          ‐        Western States Fire Protection                       848                         1,106                          ‐        S2M Construction Co.                   1,990                         2,086                          ‐        Electrical/ Mechanical Rooms                         ‐                               ‐                            ‐          Subtotal Building 2                   8,476                         6,025                          ‐    2. Building Area: a. Building 1: 14,980 square feet (gross) b. Building 2: 15,244 square feet (gross) Mr. Glenn Hartmann February 23, 2023 Page 10 of 10 2783222_2 3. Building Height: a. Building 1 Approximately 17 feet b. Building 2 Approximately 17.25 feet 4. Parking: 112 spaces total Glenwood Springs Office 910 Grand Avenue, Suite 201 Glenwood Springs, Colorado 81601 Telephone (970) 947-1936 Facsimile (970) 947-1937 GARFIELD & HECHT, P.C. ATTORNEYS AT LAW Since 1975 www.garfieldhecht.com Haley Carmer hcarmer@garfieldhecht.com May 25, 2023 VIA EMAIL AND DELIVERY Garfield County Development Department c/o Glenn Hartmann, Planner 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 RE: 214 Center Drive, LLC/Glenwood Partnership LLLP Supplement to Cooper Subdivision Minor Subdivision Application Dear Glenn: On February 23, 2023, 214 Center Drive, LLC (“Applicant”), with the consent of Glenwood Partnership LLLP (“Owner”), submitted its application for minor subdivision (“Application”) of the real property commonly known as 214 Center Drive, Glenwood Springs, Parcel No. 218506100042 (the “Property”). On April 3, 2023, we received your completeness review letter regarding the Application. The purpose of this submission is to provide the additional documents and information regarding the Application requested in your letter. As noted in the Application cover letter, the Property is a 15.8-acre parcel located in unincorporated Garfield County immediately to the north of the Glenwood Springs Mall and is zoned Commercial Limited (C/L). The Property was part of a larger 30-acre parcel that was divided into three smaller parcels pursuant to a subdivision exemption approved by Resolution No. 80-254. No subdivision exemption plat was recorded. Instead, the two smaller tracts—Tract A and Tract B— approved by Resolution 80-254 were simply deeded to a third party and ultimately incorporated into what is now the Glenwood Springs Mall PUD. The Property comprises the third, 16-acre remainder parcel approved by Resolution 80-254, less approximately .2 acres that were conveyed to the County for Storm King Road in the deed recorded at Reception No. 325169. No other boundary line adjustments or lot modifications involving the Property have occurred. The minor subdivision proposed in the Application will therefore be an amendment to the subdivision exemption approved by Resolution No. 80-254 that accounts for the transfer of Tracts A and B and Storm King Road and divides the Property into three new lots. As was also explained in the Application cover letter, a Special Use Permit was approved for the Property pursuant to Resolution No. 81-121 (the “SUP”). Simultaneously with this supplement, Applicant is submitting an application to amend the SUP to (1) apply the SUP to all three lots that will result from the minor subdivision proposed in the Application, and (2) make minor adjustments to the site plan that approved as part of the SUP. The particulars of the SUP amendment are set forth in detail in the SUP amendment application, which is incorporated here by reference. Mr. Glenn Hartmann May 25, 2023 Page 2 of 2 2822124_1 With this letter, Applicant submits the documents listed below to supplement the Application that was delivered on February 23, 2023. Applicant is not requesting a waiver of any Article 7 standards pursuant to Section 4-118 of the LUC or of any submittal requirements under LUC Section 4-202. 1. Recorded Statement of Authority for Owner 2. Improvement Survey Plat of the Property 3. Revised Sopris Engineering Water, Wastewater and Drainage Report with appendix 4. Revised Site Plan and Civil Plans 5. 1981 Special Use Permit 6. Resolution 81-121 (SUP) 7. Resolution 80-254 (Subdivision Exemption) 8. Copies of deeds conveying Tracts A and B and Storm King Road 9. Email to Road & Bridge Department enclosing driveway permit application for CR 130/Donegan Road (includes traffic study that was previously submitted) 10. Building height diagram 11. Draft Subdivision Improvements and Cost Estimate 12. Draft Reciprocal Easement Agreement Applicant has provided a total of 3 copies of all of the foregoing documents and will email a link that includes an electronic version of the same. Please contact us if you need additional information or have questions regarding any of the Application materials. We look forward to working with the County as we proceed through the application process. Sincerely, GARFIELD & HECHT, P.C. Attorneys for Applicant By: Haley Carmer Enclosures x Glenwood Partnership, LLLP (Owner)/ 214 Center Drive, LLC (Applicant) 214 Center Drive Glenwood Springs CO 81601 floyd@diemoz.net; john@diemoz.net Chad Lee, Johnston / Van Arsdale/ Martin, PLLC (JVAM) Haley Carmer, Garfield & Hecht, P.C. 970 945-6712 970 922-2122 970 947-1936 Cooper Subdivision 2 1 8 5 0 6 1 0 0 0 4 2 214 Center Dr., Glenwood Springs, CO 81601 15.82 acresCommercial, Limited (CL) Section 6 Township: 6 Range: 89 A Parcel of Land situate in the NE 1/4 & NWSE of Section 6, Said Parcel being more particularly described per deposited survey No. 719. JVAM, P.O. Box 878 Glenwood Springs CO 81601 chad@jvamlaw.com hcarmer@garfieldhecht.com NON-NEGOTIABLE NON-NEGOTIABLE Account Number R020404 Parcel 218506100042 Acres 15.830 Assessed To GLENWOOD PARTNERSHIP LLLP 214 CENTER DRIVE GLENWOOD SPRINGS, CO 81601-2564 Legal Description Situs Address Section: 6 Township: 6 Range: 89 A PARCEL OF LAND SITUATE IN THE NE1/4 & NWSE OF SECTION 6, SAID PARCEL BEING MORE PARTICULARLY DESCRIBED PER DEPOSITED SURVEY NO. 719. 000214 CENTER DR Year Tax Interest Fees Payments Balance Tax Charge 2022 $84,249.16 $0.00 $0.00 ($84,249.16)$0.00 Total Tax Charge $0.00 Grand Total Due as of 02/22/2023 $0.00 Tax Billed at 2022 Rates for Tax Area 001 - 1G-X - 001 Authority Mill Levy Amount GARFIELD COUNTY 11.7160000 $12,148.30 GARFIELD COUNTY - ROAD & B 0.0940000 $97.47 GARFIELD COUNTY - SOCIAL SE 0.4430000 $459.35 GARFIELD COUNTY - CAPITAL E 0.9350000 $969.50 GARFIELD COUNTY - RETIREMEN 0.4670000 $484.23 WEST GLENWOOD SAN 0.7620000 $790.12 GLENWOOD AND RURAL FIRE - G 12.3460000 $12,801.57 COLO RIVER WATER CONS 0.5010000 $519.49 SCHOOL DISTRICT RE-1 - GEN 23.7590000*$24,635.71 SCHOOL DISTRICT RE-1 - MIL 13.1720000 $13,658.05 SCHOOL DISTRICT RE-1 - BON 10.4690000 $10,855.31 COLORADO MTN COLLEGE 4.0850000 $4,235.74 GARFIELD COUNTY PUBLIC LIBR 2.5020000 $2,594.32 Taxes Billed 2022 81.2510000 $84,249.16 * Credit Levy Values Actual Assessed OFFICES-LAND $1,533,000 $444,570 OFFICES- IMPROVEMENTS $1,475,690 $427,950 WAREHOUSE/STORAGE- IMPS. $566,820 $164,380 EXEMPT-STATE-LAND- NONRES $51,970 $15,070 EXEMPT-STATE-IMPS- NONRES $355,750 $103,170 Total $3,983,230 $1,155,140 IMPORTANT INFORMATION ABOUT LIENS-PLEASE READ 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 SEPTEMBER 1ST. IN ORDER TO AVOID DELAYS IN PROCESSING/ISSUING CERTIFICATES OF REDEMPTION, IT IS RECOMMENDED THAT REDEMPTIONS BE REMITTED WITH CERTIFIED FUNDS, I.E., CASH, CASHIER'S CHECK, MONEY ORDER OR WIRE TRANSFER. Garfield County Treasurer P.O. Box 1069 Glenwood Springs, CO 81602-1069 (970) 945-6382 Garfield County Treasurer Statement Of Taxes Due A Mountain Law Firm Aspen Buena Vista Basalt Glenwood Springs PO Box 878, Glenwood Springs, CO 81602 P 970.922.2122 F 970.315.4107 Chad J. Lee, Esq. P.O. Box 878 Glenwood Springs, CO 81602 D: 970.893.8242 February 21, 2023 Garfield County Community Development c/o Glenn Hartmann 101 West 8th Street Glenwood Springs, CO 81601 Re: Application for Glenwood Partnership, LLLP – Mineral Owner Notification Section 4-101(E)(1)(b) of the Garfield County Land Use and Development Code requires applicants to provide notice to mineral owners in accordance with C.R.S. § 24-65.5-103. C.R.S. § 24- 65.5-103 requires that an applicant notify a mineral estate owner who either (1) is identified as such by the county tax assessor’s records; or (2) has filed in the Clerk and Recorder a request for notification. If such records do not identify any mineral estate owners, including their addresses of record, “the applicant shall be deemed to have acted in good faith and shall not be subject to further obligations….” On January 10, 2023 we conducted the following tasks for Parcel No. 218506100042 (214 Center Drive, Glenwood Springs): 1. We researched the Garfield County Clerk and Recorder’s index of mineral owner requests for notification per C.R.S. § 24-65.5-103(1)(a)(I)(B) and confirmed that no mineral owner for the subject property has filed a request for notification; and 2. We spoke with Casey at the Garfield County Assessor’s office and he said to the County’s knowledge there are no mineral tax accounts for the subject property. We also confirmed that the Assessor’s records for Section 6, Township 6 South, Range 89 West do not list any active or inactive mineral owners. Additionally, there are 2 references to mineral reservations in Schedule B-2 of the title commitment included in the application. Exception 11 is a reservation by Helen Gilstrap of ½ of the mineral rights in 1957. However, that interest was later consolidated back with the surface estate when it was conveyed back to Floyd Diemoz, as Managing Member of the Diemoz Family Partnership in that certain Deed recorded August 19, 1977 at Book 499, Page 968 (attached). Exception 15 also referenced a mineral reservation, but has been stricken by the title company. This reservation occurred in a deed to the County for an additional 15 foot right of way for Storm King Road. However, this additional 15 feet was later quitclaimed to the County in that certain Deed recorded December 28, 1981 as Reception No. 323034, and therefore, is no longer within the A Mountain Law Firm PO Box 878, Glenwood Springs, CO 81602 P. 970.922.2122 F. 970.315.4107 2 boundaries of the Property and was deleted from the exceptions. As a result, no mineral owners are required to be notified of this land use application. JOHNSTON | VAN ARSDALE | MARTIN, PLLC __________________________ Chad J. Lee, Esq. Parcel Id Owner Name Owner Address Owner City St Zip R020259 ALVAREZ, PEDRO MANUEL 461 COUNTY ROAD 130 GLENWOOD SPRINGS CO  81601 R020195 ARBANEY FAMILY TRUST DTD 4/23/2015 JOHN 201 MEL REY ROAD GLENWOOD SPRINGS CO  81601 R010186 ARMSTRONG, RACHEL MARYE 1433 W 1100 N PROVO UT  846046018 R020068 ARNESEN, NATALLIA & JOHN JORDAN 290 MEL RAY ROAD GLENWOOD SPRINGS CO  81601 R020386 BIMBO BAKERIES USA INC 13155 NOEL ROAD #100 LB73 DALLAS TX  75240 R020010 CHICOINE, DANIEL BERNARD & PENELOPE L 501 W CASTLE COURT GLENWOOD SPRINGS CO  81601‐2857 R020269 CORRAL LOYA, FRANCISCO J &  MIRIAM 571 DONEGAN ROAD GLENWOOD SPRINGS CO  81601 R020396 CROSBY, JOAN P 518 BENTON ROAD ALBION ME  04910 R020036 DARIEN, ROBERT S & JAMIE RAE 19 CHAPPARRAL CIRCLE GLENWOOD SPRINGS CO  81601‐2601 R020067 DELGADO LEAL, ESTEBAN 80 PONDEROSA CIRCLE GLENWOOD SPRINGS CO  81601 R020324 DERBY, SHANNON 57 PONDEROSA GLENWOOD SPRINGS CO  81601 R020156 DIAZ, NANCI & ONECIMO 529 DONEGAN ROAD GLENWOOD SPRINGS CO  81601 R020083 ELWELL, BERNITA C68 PONDEROSA DRIVE GLENWOOD SPRINGS CO  81601‐2633 R020070 ENRIQUEZ, HUGO R & YARELI 262 MEL RAY ROAD GLENWOOD SPRINGS CO  81601 R020106 ESCOBAR, ARTURO HERNANDEZ & NORA ALICIA 349 DONEGAN ROAD GLENWOOD SPRINGS CO  81601 R020199 GIBSON, MARK E 381 COUNTY ROAD 130 GLENWOOD SPRINGS CO  81601 R020404 GLENWOOD PARTNERSHIP LLLP 214 CENTER DRIVE GLENWOOD SPRINGS CO  81601‐2564 R020439 GLENWOOD SPRINGS MALL LLLP 51027 HIGHWAY 6 & 24, SUITE 100 GLENWOOD SPRINGS CO  816012576 R020485 GORE, CHRISTINA 1250 SAINT HELENA AVENUE SANTA ROSA CA  95404 R020260 GROSS, MICHAEL BURTON & KATHERINE KIM 479 DONEGAN ROAD GLENWOOD SPRINGS CO  81601 R020227 HAMBURG, KENNETH J & SCHMITZ, SUSAN M 194 MEL RAY ROAD GLENWOOD SPRINGS CO  81601 R020234 HEISEL TRUST 3201 COUNTY ROAD 117 GLENWOOD SPRINGS CO  81601 R020292 HURST, TODD 547 DONEGAN ROAD GLENWOOD SPRINGS CO  81601 R020251 KING, DAVID J & LACY M 206 MEL RAY ROAD GLENWOOD SPRINGS CO  81601 R530045 KIP HAMPDEN LLLP 1212 MOTOR CITY DRIVE COLORADO SPRINGS CO  80905 R020011 LAW, JEROME CHRISTY & LAURA KATHLEEN AS 335 DONEGAN ROAD GLENWOOD SPRINGS CO  81601 R010185 LEE, BRIAN JOSEPH & NICOLE 1471 WALZ AVENUE GLENWOOD SPRINGS CO  81601 R530046 LOT 2B LLC 55 STORM KING ROAD GLENWOOD SPRINGS CO  81601 R020296 MAGANA, JESUS GODINEZ & GODINEZ, ANGELIN 0100 CHAPPAREL GLENWOOD SPRINGS CO  81601 R020157 MELIA, SALLY JO 98 PONDEROSA CIRCLE GLENWOOD SPRINGS CO  81601 R084559 MELRAY OZF LLC 375 OAK RUN ROAD CARBONDALE CO  81623 R020368 MONDRAGON CARRILLO, ROBERTO 58 CHAPPARRAL CIRCLE GLENWOOD SPRINGS CO  81601 Names and Mailing Addresses of Property Owners Within 200 ft. of the Subject Property Parcel Id Owner Name Owner Address Owner City St Zip R020220 MONDRAGON, VICTOR ALEJANDRO & ANDRADE GU 559 DONEGAN ROAD GLENWOOD SPRINGS CO  81601 R020096 MONTANEZ, EDNA Z 170 MEL RAY ROAD GLENWOOD SPRINGS CO  81601 R020033 MORELLI, THOMAS & TERRI 367 DONEGAN ROAD GLENWOOD SPRINGS CO  81601‐2600 R020218 MOSER, MICHAEL J & JENNIFER C 319 COUNTY ROAD 130 GLENWOOD SPRINGS CO  81601 R020039 OLP, JERALD W SR 301 MEL REY ROAD GLENWOOD SPRINGS CO  816012643 R020362 PATRICK, JOHN MICHAEL & JILLENE MARIE 913 RED MOUNTAIN DRIVE GLENWOOD SPRINGS CO  81601 R020250 PORTER, GWENDOLYN M60 PONDEROSA CIRCLE GLENWOOD SPRINGS CO  816012629 R020276 RUIZ, LAMBERTO & CRUZ, IRMA 0227 MEL RAY ROAD GLENWOOD SPRINGS CO  81601 R020307 SALAM, H A72 CHAPPARRAL CIRCLE GLENWOOD SPRINGS CO  81601‐2602 R020285 SHUSTER, PATRICK LEE & TONI MARIE 301 COUNTY ROAD 130 GLENWOOD SPRINGS CO  816012768 R084560 SUNRAY OZF LLC 375 OAK RUN ROAD CARBONDALE CO  81623 R020321 TAYLOR, VICKI RAY & WAGNER, CONRAD LESTE 228 MEL RAY ROAD GLENWOOD SPRINGS CO  81601 R530083 TWO RIVERS BUILDING CORPORATION 195 CENTER DRIVE CARBONDALE CO  81623 R020074 VIGIL AYALA, JUAN & FABELA, CECILIA E 449 DONEGAN ROAD GLENWOOD SPRINGS CO  81601 R020054 WARD, KEVIN B & KELLY J 0191 MEL RAY ROAD GLENWOOD SPRINGS CO  81601 R020375 WARD, LEWIS B JR & CHARLSEY J 281 PONDEROSA DRIVE GLENWOOD SPRINGS CO  81601‐2634 R020302 WAREHAM, WALLY TRAVIS 435 JUIPER COURT GLENWOOD SPRINGS CO  81601 R020192 WILLIAMS, DENNIS ROBERT & ANNA MAE 447 COUNTY ROAD 130 GLENWOOD SPRINGS CO  81601‐2766 R020484 WJ ENTERPRISES LLC 151 PONDEROSA DRIVE GLENWOOD SPRINGS CO  81601 R020438 WOOD KING LLLP 51027 HIGHWAY 6 & 24, SUITE 100 GLENWOOD SPRINGS CO  81601 R020367 ZWICKL, DENNIS LEE & MICHELLE PO BOX 1209 GLENWOOD SPRINGS CO  816021209 Community Development Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 (970) 945-8212 www.garfield-county.com PRE-APPLICATION CONFERENCE SUMMARY TAX PARCEL NUMBER: 2185-061-00-042 DATE: 9/15/22 & 11/28/22 (updates highlighted in yellow) OWNER/APPLICANT: Glenwood Partnership LLLP REPRESENTATIVES: Haley Carmer (Attorney), Chad Lee (Attorney), ENGINEER: Yancy Nichol (Engineer) PRACTICAL LOCATION: 214 Center Dr., Glenwood Springs, CO 81601 TYPE OF APPLICATION: Minor Subdivision ZONING: Commercial Limited (C/L) SIZE: 15.8 Acres I. GENERAL PROJECT DESCRIPTION The applicant is proposing a minor subdivision to split the 15.8-acre property into three lots. An updated proposed site plan has been provided that shows Lot 1 at 3.192 acres, Lot 2 increasing to 7.916 acres, and the remainder Lot 3 (future Development Parcel) at 4.711 acres. Lot 1 would continue to be operated as a commercial lot under the existing Special Use Permit for the property. Two buildings current exist on the proposed lot, with the revised site plan showing no additional structures on Lot 1. Lot 2 would be developed for an Indoor Self Storage - Mini Storage Facility. Storage, Mini, is a Permitted Use in the Commercial Limited Zone District. The development on Lot 2 is now shown with 3 potential buildings including a Building C which has been added to the plan which would be a limited access secured storage building. More conventional mini- storage facilities would be developed in proposed Buildings A and B located on the northerly portion of the lot. Lot 3 would continue to be other future development to be determined. The Applicant has provided previous emails indicating that new buildings would be 25 ft. of less in height, that traffic generation was being analyzed with a preliminary estimate of 15 - 35 vehicles per 12-hour day (7 a.m. – 7 p.m.) for the previous site plan configuration. The new site plan reflects an increase in storage square footage going from approximately 110,000 sq.ft. to 145,000 sq.ft. It also includes removal of a previously proposed new building on Lot 1. Key considerations discussed with the Applicant’s Representative included: - Updating utility service for the proposed lots including will serve letters from the City of Glenwood Springs and the Sanitation District. - Demonstration of compliance with the utility providers standards/engineering will need to be provided. - Provision of legal and physical access to all lots. - Existing Special Use Permit conditions of approval – representations. - How future development including the Mini Storage Facility will be handled in relation to the existing Special Use Permit. - Character of future Mini Storage Facility in terms of building size (square footage), configuration of buildings, circulation/access and building heights. - Overall circulation and access including potential additional sidewalk improvements. - Preliminary layout of off-street parking. - Glenwood Springs Comprehensive Plan designations and review procedures including referrals to the City of Glenwood Springs. - Sign Code considerations. Updated discussions included - Access road alignment and intersection on Donegan Rd. - Traffic implications of the revised site plan. - Building height and visual impacts of buildings. Also covered the reduced grade/elevation of the site from Donegan Rd. - Proposed inclusion of curb and gutter and sidewalks along Donegan Rd. - Existing sidewalks on Storm King Road. - Adjacent land uses including the Two River’s Community School. MINOR SUBDIVISION PROCESS The Minor Subdivision submittal requirements included but are not limited to Site Plans, Vicinity Map, Water Supply Plan, Wastewater Management Plan, Final Plat, Covenants, and Preliminary Engineering. The Minor Subdivision, review criteria in Section 5-301 contains a number of requirements including demonstration of legal and adequate water for all three of the proposed lots. Will serve letters and related engineering documentation in the form of a Water Supply Plan is required. Access needs to be addressed through any expanded access permits that may be required. Wastewater Management Plan should also include will serve letters and related engineering documentation. Cost estimates for required infrastructure improvements are also required. The applicant will need to create a plat for the subdivision including all required certificates and signature blocks. The plat will need to include all information as described in Section 5- 402(F), including the name and addresses of the surface owners and mineral estate. T he applicant will also need to submit a title commitment for the subject property and ensure that all easements and encumbrances identified in the commitment are accurately shown on the plat. Proof of ownership is required to process the application. The p roperty owner, per County assessor records, will need to sign the application or provide a letter of authorization for anyone else who will be working on the Application. The subdivision process and plat will also need to address any necessary easements for access and utilities (such as water, sewer, electric). Shared private road agreements that address maintenance are often required along with security for required improvements or a plan to complete required improvements prior to filing the Minor Subdivision Plat. ORIGINAL SUBDIVISION EXEMPTION Additional Staff Research indicates that the Applicant’s property or an earlier configuration of said property was created through a Subdivision Exemption granted by Resolution No. 80- 254 for the Glenwood Partnership. Any current proposal for Minor Subdivision would be a re-subdivision of a Tract created by the original subdivision exemption. The minor subdivision would need to address this through plat notes and general conformance with conditions of the original approvals. It is likely that the Minor Subdivision title will also include reference to amendment of the original subdivision exemption. EXISTING SPECIAL USE PERMIT Any Application for Minor Subdivision needs to demonstrate compliance with the existing Special Use Permit. Staff is still evaluating whether the subdivision will trigger the need to update/amend the Special Use Permit. If the dimensions of the Special Use Permit (i.e. acreage – area) is being revised that likely will require an update/amendment. Staff is also still evaluating how to address the extended period of time since the original Special Use Permit approvals. Key considerations for Special Use Permits including but not limited to utilities, access, traffic generation and roadway needs have not be en reassessed since original approval in 1981 and will likely need to be updated. A determination on whether an amendment to the existing Special Use Permit is required or is a minor modification or a substantial modification can be referred to the Board of County Commissioners for their determination. Additional pre-application meetings on existing Special Use Permit topics may be necessary. Changes to conditions of approval or previous representations in the Special Use Approvals will also likely require an update/amendment. An amendment to the Special Use Permit could be heard concurrently with a Mi nor Subdivision Application. II. REGULATORY PROVISIONS – MINOR SUBDIVISION • Garfield County Comprehensive Plan 2030 as amended • Garfield County Land Use and Development Code as amended o Section 5-301 – Minor Subdivision Review o Table 5-103 Common Review Procedures and Required Notice o Section 5-401 and Table 5-401 Submittal Requirements including preliminary engineering reports. o Section 5-402 Description of Submittal Requirements including Final Plat o Section 4-101 Common Review Procedures o Section 4-103 Administrative Review including Public Notice o Article 7, Divisions 1, 2, 3, and 4 as applicable o Section 4-118 Waiver from Standards & Section 4-202 Waiver from Submittal Requirements III. SUBMITTAL REQUIREMENTS – MINOR SUBDIVISION As a convenience, a summary of the submittal requirements for a Minor Subdivision Application is outlined below. These items are fully described as referenced in Table 5 -401 of the Land Use and Development Code.  General Application Materials o Signed Application Form o Signed Payment Agreement Form and application fees o Proof of Ownership including the deed and updated Title Commitments for all properties and any information on lien holders  A narrative describing the request and related information.  The Application shall demonstrate that it meets the Review Criteria requirements set forth in Section 5-301 (section attached).  Mineral rights ownership for the subject property (demonstrated through a search of Clerk and Recorders database and/or Assessor database, memo attached).  Names and mailing addresses of property owners within 200 ft. of the subject property.  Vicinity Map.  The Proposed Minor Subdivision Plat showing the proposed lot lines, all easements and required certificates. Final Plat will need to meet the standards in Section 5-402(F) and all required certificates.  Site Plan and related information (some may be shown on the proposed plat) including topography, existing improvements, roads/driveways, infrastructure, irrigation ditches, and significant features. The site plan should include information on location of existing and proposed improvements on the property adequate to confirm that no nonconforming conditions will result from the proposed subdivision.  Water Supply Plan needs to include d etails on legal, physical, and adequate water including will serve letters, tap agreements, and any engineering plans.  Wastewater Treatment Plan needs to include details on proposed connection to central sewer services including will serve letters, tap agreements, and any engineering plans.  A waiver request from submittal of an Improvements Agreement , with reference to section 4-202.C of the LUDC.  Copies of any covenants affecting the property need to be provided, if applicable.  Information as applicable to demonstrate compliance with provisions of Article 7 Standards. It is recommended that a format that responds to each section be utilized for this section of the Application (see attached).  Provide documentation of legal, physical, and adequate access to the overall property and proposed lots including any easements on the plat to provide access.  Provide a demonstration from a qualified professional that the existing and proposed access meets Roadway requirements as detailed in Article 7-107 of the Land Use Code.  Form and payment for the Colorado Geological Survey (CGS) review. The payment check for this referral should be made out to the Colorado Geo logical Survey  Engineering Reports, as applicable per Table 5 -401, Minor Subdivision, A) Roads, Trails, Walkways, and Bikeways, C) Sewage Collection and Water Supply and Distribution System, E) Groundwater Drainage, and H) Preliminary Cost Estimates for Improvements  A copy of this pre-application conference summary  While a traffic study is not included on the submittal listing for Minor Subdivisions, information on traffic generation, impacts on and adequacy of adjoining roadways needs to be provided. The Application submittal needs to include 3 hard copies of the entire Application and 1 digital PDF copy of the entire Application (on a CD or USB Memory Stick). Both the paper and digital copies should be split into individual sections. Please refer to this pre-application summary for submittal requirements, listed above, that are appropriate for your Application. IV. REVIEW PROCESS – MINOR SUBDIVISION The review process shall follow the steps contained in Table 5-103 and Section 4-103 for a Minor Subdivision Administrative Review and outlined in the following summary. Minor Subdivisions can be referred up to the Board of County Comm issioners by the Community Development Director which would result in public hearing with 15 days mailed public notice. Public Hearing(s): _X No Public Hearing (Minor Subdivision is a Directors Decision with notice per code, unless referred up to the Board of County Commissioners) ___ Planning Commission ___ Board of County Commissioners ___ Board of Adjustment Referral Agencies: May include but is not limited to: Garfield County Surveyor, Garfield County Attorney, Garfield County Building Department, Garfield County Road and Bridge, Colorado Geological Survey, Garfield County Environmental Health, Garfield County Vegetation Management, City of Glenwood Springs (including Public Works, Water and Electric Departments, West Glenwood Sanitation District (if applicable) and any other affected utility providers, Glenwood Springs Fire Protection District, CDOT. V. APPLICATION REVIEW FEES Planning Review Fees: $400 Referral Agency Fees: $ TBD ($600 Colorado Geological Survey, separate check - others To Be Determined) Total Deposit: $1,000 (additional hours are billed at hourly rate of $40.50) Disclaimer The foregoing summary is advisory in nature only and is not binding on the County. The summary is based on current zoning, which is subject to change in the future, and upon factual representations that may or may not be accurate. This summary does not create a legal or vested right. The summary is valid for a six-month period, after which an update should be requested. The Applicant is advised that the Application submittal once accepted by the County becomes public information and will be available (including electronically) for review by the public. Proprietary information can be redacted from documents prior to submittal. Pre-application Summary Prepared by: ______________________________ 12/22/22 Glenn Hartmann, Principal Planner Date APPLICANT’S SITE Guffield Coulnty Community Development Department April3, 2023 Haley Carmer, Garfield & Hecht PC 910 GrandAve., Suite 201 Glenwood Springs, CO 81601 RE: Completeness Review Cooper Minor Subdivision (MISA-02-23-8948) Dear Haley Thank you for the detailed submittals that you have provided for the Cooper Minor Subdivision. Our completeness review includes input form the County Attorney's Office, review of our Pre- Application meeting, and pre-existing approvals on the property. Our review has determined the following items need to be addressed prior to a determination of technical completeness. Amended Special Use Permit An Application for an Amended Special Use Permit needs to be submitted to address changes in the area contained with the Commercial Park. The Application may request consideration as a Minor Modification. Staff can make the determination if can be reviewed as a Minor Modification or that determination can be referred to the BOCC. The Application package needs to include a narrative description of the proposed change to the area and how it affects existing structures. The narrative should be consistent with an updated narrative included in the Cooper Minor Subdivision submittal. The Application needs to include copies of past resolutions and permits, including the permitted uses language. The Application needs to clearly indicate what elements of the existing permit will remain unchanged and which will change or be revised. lnitial Staff review has identified access and access improvements that need to be addressed. The Application needs to address the phasing representations previously included in the original applications and how they relate to the current development proposals. A revised legal description, mapping showing the proposed new area, and an lmprovement Location Certificate showing the existing structures and improvements need to be provided. The Application needs to contain representations/documentation reflecting that the development is currently in compliance with all previous conditions of approval. Cooper Minor Subdivision 3 1 2 6 7 4 5 8. 1 An Application for an Amended Special Use Permit needs to be submitted as outlined above. 2. 3. 4. 5. Þ. 7. 8. 9. The narrative needs to include the history of the lot creation and that the Minor Subdivision will be an amendment to the original Subdivision Exemption and will correct any past boundary line adjustments or lot modifications. The Statement of Authority included in the submittals needs to be recorded. Copies of past approvals for Subdivision Exemption and Special Use Permits need to be included in the submittals. The site plan needs to include improvement location information for the existing structures on Lot 1. The Application needs to include a draft Subdivision lmprovements Agreement including details on timing for required improvements and proposed security for the submitted cost estimates. Access Permit information needs to be provided including the proposed access onto County Road 130, Donegan Rd. lnformation on access driveways is needed including documentation/demonstration of compliance with Table 7-107 as part of your Engineering Report. A draft of the reciprocal access easement agreement (for internal roadways) needs to be provided along with additional details on how the Minor Subdivision will manage and maintain other common improvements including drainage and stormwater improvements. Draft covenants need to be provided. A summary of any waiver requests is needed along with references to criteria contained in Section 4-118 for Waivers from Standards and 4-202 for submittalwaivers. 10 11 Some key issues that are not technically completeness items but that are anticipated to important parts of the review process are noted below: A. The Traffic Study and other off-site impacts including the Mel Rey Road Roundabout and a means for estimating traffic for "Flex Spaces" and future development including Lot 3. B. Details on Lighting Compliance and mitigation for off-site and glare impacts. C. Consistency of parking and circulation layout with code requirements D. Architectural illustrations are not a required submittal but will be part of the review process based their inclusion in the Application submittals. Dimensional standards including building heights will likely also be part of the review process. Once the above completeness topics (#1 - #8 and #1 - #11) are addressed, we can proceed with your review process. Please note that your Application may be referred up to the Board of County Commissioners for concurrent review of the Special Use Permit Amendment and Minor Subdivision. Please note that the Garfield County Land Use and Development Code requires that the technical completeness issues be resolved within 60-days of the date of this letter, otherwise the application will be deemed withdrawn unless a request for extension is submitted and approved. Please feel free to contact me with any questions on the completeness topics noted above or if you need clarification on any of the items. Sincerely, f?.u lL Glenn Hartmann Principal Planner 1620 Grand Avenue, Suite B Glenwood Springs, CO 81601 Phone: 970-945-1169 Fax: 844-269-2759 www.titlecorockies.com Commitment Ordered By: Bob Hinkey Bullock & Hinkey Real Estate 3110 A Blake Avenue Glenwood Springs, CO 81601 Phone: 970-384-2030 Fax: email: b.hinkey@comcast.net; krmckee@sopris.net Inquiries should be directed to: Becky Blanchard Title Company of the Rockies 1620 Grand Avenue, Suite B Glenwood Springs, CO 81601 Phone: 970-945-1169 Fax: 844-269-2759 email: BBlanchard@TitleCoRockies.com Commitment Number:0603918-C2 Buyer's Name(s):214 Center Drive, LLC, a Colorado limited liability company Seller's Name(s):Glenwood Partnership, LLLP, a Colorado limited liability limited partnership Property:214 Center Drive, Parcel A, Glenwood Springs, CO 81601 Section: 6 Township: 6 Range: 89, County of Garfield, State of Colorado. TITLE CHARGES These charges are based on issuance of the policy or policies described in the attached Commitment for Title Insurance, and includes premiums for the proposed coverage amount(s) and endorsement(s) referred to therein, and may also include additional work and/or third party charges related thereto. If applicable, the designation of “Buyer” and “Seller” shown below may be based on traditional settlement practices in Garfield County, Colorado, and/or certain terms of any contract, or other information provided with the Application for Title Insurance. Owner’s Policy Premium: Loan Policy Premium: Additional Lender Charge(s): Additional Other Charge(s): Tax Certificate: Total Endorsement Charge(s): TBD Charge(s): TOTAL CHARGES: Service Beyond Expectation in Colorado for: Eagle, Garfield, Grand, Pitkin and Summit Counties. (Limited Coverage: Jackson, Lake, Park and Routt Counties) Locations In: Avon/Beaver Creek, Basalt, Breckenridge, Grand Lake and Winter Park. (Closing Services available in Aspen and Glenwood Springs). ALTA COMMITMENT FOR TITLE INSURANCE issued by WESTCOR LAND TITLE INSURANCE COMPANY (ALTA Adopted 07-01-2021) NOTICE IMPORTANT—READ CAREFULLY: THIS COMMITMENT IS AN OFFER TO ISSUE ONE OR MORE TITLE INSURANCE POLICIES. ALL CLAIMS OR REMEDIES SOUGHT AGAINST THE COMPANY INVOLVING THE CONTENT OF THIS COMMITMENT OR THE POLICY MUST BE BASED SOLELY IN CONTRACT. THIS COMMITMENT IS NOT AN ABSTRACT OF TITLE, REPORT OF THE CONDITION OF TITLE, LEGAL OPINION, OPINION OF TITLE, OR OTHER REPRESENTATION OF THE STATUS OF TITLE. THE PROCEDURES USED BY THE COMPANY TO DETERMINE INSURABILITY OF THE TITLE, INCLUDING ANY SEARCH AND EXAMINATION, ARE PROPRIETARY TO THE COMPANY, WERE PERFORMED SOLELY FOR THE BENEFIT OF THE COMPANY, AND CREATE NO EXTRACONTRACTUAL LIABILITY TO ANY PERSON, INCLUDING A PROPOSED INSURED. THE COMPANY ’S OBLIGATION UNDER THIS COMMITMENT IS TO ISSUE A POLICY TO A PROPOSED INSURED IDENTIFIED IN SCHEDULE A IN ACCORDANCE WITH THE TERMS AND PROVISIONS OF THIS COMMITMENT. THE COMPANY HAS NO LIABILITY OR OBLIGATION INVOLVING THE CONTENT OF THIS COMMITMENT TO ANY OTHER PERSON. COMMITMENT TO ISSUE POLICY Subject to the Notice; Schedule B, Part I—Requirements; Schedule B, Part II—Exceptions; and the Commitment Conditions, Westcor Land Title Insurance Company, a South Carolina Corporation (the “Company”), commits to issue the Policy according to the terms and provisions of this Commitment. This Commitment is effective as of the Commitment Date shown in Schedule A for each Policy described in Schedule A, only when the Company has entered in Schedule A both the specified dollar amount as the Proposed Amount of Insurance and the name of the Proposed Insured. If all of the Schedule B, Part I—Requirements have not been met within (6) months after the Commitment Date, this Commitment terminates and the Company’s liability and obligation end. Issued By: Title Company of the Rockies, LLC 322 Harrison Avenue Leadville, CO 80461 Phone: (719) 486-2688 WESTCOR LAND TITLE INSURANCE COMPANY This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Title Association. COMMITMENT CONDITIONS DEFINITIONS1. a.“Discriminatory Covenant”: Any covenant, condition, restriction, or limitation that is unenforceable under applicable law because it illegally discriminates against a class of individuals based on personal characteristics such as race, color, religion, sex, sexual orientation, gender identity, familial status, disability, national origin, or other legally protected class. b.“Knowledge” or “Known”: Actual knowledge or actual notice, but not constructive notice imparted by the Public Records. c.“Land”: The land described in Item 5 of Schedule A and improvements located on that land that by State law constitute real property. The term “Land” does not include any property beyond that described in Schedule A, nor any right, title, interest, estate, or easement in any abutting street, road, avenue, alley, lane, right-of-way, body of water, or waterway, but does not modify or limit the extent that a right of access to and from the Land is to be insured by the Policy. d.“Mortgage”: A mortgage, deed of trust, trust deed, security deed, or other real property security instrument, including one evidenced by electronic means authorized by law. e.“Policy”: Each contract of title insurance, in a form adopted by the American Land Title Association, issued or to be issued by the Company pursuant to this Commitment. f.“Proposed Amount of Insurance ”: Each dollar amount specified in Schedule A as the Proposed Amount of Insurance of each Policy to be issued pursuant to this Commitment. g.“Proposed Insured ”: Each person identified in Schedule A as the Proposed Insured of each Policy to be issued pursuant to this Commitment. h.“Public Records ”: The recording or filing system established under State statutes in effect at the Commitment Date under which a document must be recorded or filed to impart constructive notice of matters relating to the Title to a purchaser for value without Knowledge. The term “Public Records ” does not include any other recording or filing system, including any pertaining to environmental remediation or protection, planning, permitting, zoning, licensing, building, health, public safety, or national security matters. i.“State”: The state or commonwealth of the United States within whose exterior boundaries the Land is located. The term “State” also includes the District of Columbia, the Commonwealth of Puerto Rico, the U.S. Virgin Islands, and Guam. j.“Title”: The estate or interest in the Land identified in Item 3 of Schedule A. 2.If all of the Schedule B, Part I —Requirements have not been met within the time period specified in the Commitment to Issue Policy, this Commitment terminates and the Company ’s liability and obligation end. 3.The Company’s liability and obligation is limited by and this Commitment is not valid without: a. the Notice; b. the Commitment to Issue Policy; c. the Commitment Conditions; This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. d. Schedule A; e. Schedule B, Part I—Requirements; and f. Schedule B, Part II—Exceptions; and g. a signature by the Company or its issuing agent that may be in electronic form. 4. COMPANY’S RIGHT TO AMEND The Company may amend this Commitment at any time. If the Company amends this Commitment to add a defect, lien, encumbrance, adverse claim, or other matter recorded in the Public Records prior to the Commitment Date, any liability of the Company is limited by Commitment Condition 5. The Company is not liable for any other amendment to this Commitment. 5. LIMITATIONS OF LIABILITY a. The Company’s liability under Commitment Condition 4 is limited to the Proposed Insured’s actual expense incurred in the interval between the Company ’s delivery to the Proposed Insured of the Commitment and the delivery of the amended Commitment, resulting from the Proposed Insured’s good faith reliance to: i. comply with the Schedule B, Part I —Requirements; ii. eliminate, with the Company ’s written consent, any Schedule B, Part II —Exceptions; or iii. acquire the Title or create the Mortgage covered by this Commitment. b. The Company is not liable under Commitment Condition 5.a. if the Proposed Insured requested the amendment or had Knowledge of the matter and did not notify the Company about it in writing. c. The Company is only liable under Commitment Condition 4 if the Proposed Insured would not have incurred the expense had the Commitment included the added matter when the Commitment was first delivered to the Proposed Insured. d. The Company’s liability does not exceed the lesser of the Proposed Insured’s actual expense incurred in good faith and described in Commitment Condition 5.a. or the Proposed Amount of Insurance. e. The Company is not liable for the content of the Transaction Identification Data, if any. f. The Company is not obligated to issue the Policy referred to in this Commitment unless all of the Schedule B, Part I—Requirements have been met to the satisfaction of the Company. g. The Company ’s liability is further limited by the terms and provisions of the Policy to be issued to the Proposed Insured. 6. LIABILITY OF THE COMPANY MUST BE BASED ON THIS COMMITMENT; CHOICE OF LAW AND CHOICE OF FORUM a. Only a Proposed Insured identified in Schedule A, and no other person, may make a claim under this Commitment. b. Any claim must be based in contract under the State law of the State where the Land is located and is restricted to the terms and provisions of this Commitment. Any litigation or This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. other proceeding brought by the Proposed Insured against the Company must be filed only in a State or federal court having jurisdiction. c. This Commitment, as last revised, is the exclusive and entire agreement between the parties with respect to the subject matter of this Commitment and supersedes all prior commitment negotiations, representations, and proposals of any kind, whether written or oral, express or implied, relating to the subject matter of this Commitment. d. The deletion or modification of any Schedule B, Part II —Exception does not constitute an agreement or obligation to provide coverage beyond the terms and provisions of this Commitment or the Policy. e. Any amendment or endorsement to this Commitment must be in writing and authenticated by a person authorized by the Company. f. When the Policy is issued, all liability and obligation under this Commitment will end and the Company’s only liability will be under the Policy. 7. IF THIS COMMITMENT IS ISSUED BY AN ISSUING AGENT The issuing agent is the Company ’s agent only for the limited purpose of issuing title insurance commitments and policies. The issuing agent is not the Company ’s agent for closing, settlement, escrow, or any other purpose. 8. PRO-FORMA POLICY The Company may provide, at the request of a Proposed Insured, a pro-forma policy illustrating the coverage that the Company may provide. A pro-forma policy neither reflects the status of Title at the time that the pro-forma policy is delivered to a Proposed Insured, nor is it a commitment to insure. 9. CLAIMS PROCEDURES This Commitment incorporates by reference all Conditions for making a claim in the Policy to be issued to the Proposed Insured. Commitment Condition 9 does not modify the limitations of liability in Commitment Conditions 5 and 6. 10. CLASS ACTION ALL CLAIMS AND DISPUTES ARISING OUT OF OR RELATING TO THIS COMMITMENT, INCLUDING ANY SERVICE OR OTHER MATTER IN CONNECTION WITH ISSUING THIS COMMITMENT, ANY BREACH OF A COMMITMENT PROVISION, OR ANY OTHER CLAIM OR DISPUTE ARISING OUT OF OR RELATING TO THE TRANSACTION GIVING RISE TO THIS COMMITMENT, MUST BE BROUGHT IN AN INDIVIDUAL CAPACITY. NO PARTY MAY SERVE AS PLAINTIFF, CLASS MEMBER, OR PARTICIPANT IN ANY CLASS OR REPRESENTATIVE PROCEEDING. ANY POLICY ISSUED PURSUANT TO THIS COMMITMENT WILL CONTAIN A CLASS ACTION CONDITION. 11. ARBITRATION The Policy contains an arbitration clause. All arbitrable matters when the Proposed Amount of Insurance is $2,000,000 or less may be arbitrated at the election of either the Company or the This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Proposed Insured as the exclusive remedy of the parties. A Proposed Insured may review a copy of the arbitration rules at http://www.alta.org/arbitration . This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. ALTA Commitment For Title Insurance (Adopted 06-17-06) (Revised 08-01-2016) COMMITMENT FOR TITLE INSURANCE ISSUED BY WESTCOR LAND TITLE INSURANCE COMPANY NOTICE IMPORTANT-READ CAREFULLY: THIS COMMITMENT IS AN OFFER TO ISSUE ONE OR MORE TITLE INSURANCE POLICIES. ALL CLAIMS OR REMEDIES SOUGHT AGAINST THE COMPANY INVOLVING THE CONTENT OF THIS COMMITMENT OR THE POLICY MUST BE BASED SOLELY IN CONTRACT. THIS COMMITMENT IS NOT AN ABSTRACT OF TITLE, REPORT OF THE CONDITION OF TITLE, LEGAL OPINION, OPINION OF TITLE, OR OTHER REPRESENTATION OF THE STATUS OF TITLE. THE PROCEDURES USED BY THE COMPANY TO DETERMINE INSURABILITY OF THE TITLE, INCLUDING ANY SEARCH AND EXAMINATION, ARE PROPRIETARY TO THE COMPANY, WERE PERFORMED SOLELY FOR THE BENEFIT OF THE COMPANY, AND CREATE NO EXTRACONTRACTUAL LIABILITY TO ANY PERSON, INCLUDING A PROPOSED INSURED. THE COMPANY'S OBLIGATION UNDER THIS COMMITMENT IS TO ISSUE A POLICY TO A PROPOSED INSURED IDENTIFIED IN SCHEDULE A IN ACCORDANCE WITH THE TERMS AND PROVISIONS OF THIS COMMITMENT. THE COMPANY HAS NO LIABILITY OR OBLIGATION INVOLVING THE CONTENT OF THIS COMMITMENT TO ANY OTHER PERSON. COMMITMENT TO ISSUE POLICY Subject to the Notice; Schedule B, Part I-Requirements; Schedule B, Part II-Exceptions; and the Commitment Conditions, WESTCOR LAND TITLE INSURANCE COMPANY, a South Carolina Corporation (the “Company”), commits to issue the Policy according to the terms and provisions of this Commitment. This Commitment is effective as of the Commitment Date shown in Schedule A for each Policy described in Schedule A, only when the Company has entered in Schedule A both the specified dollar amount as the Proposed Policy Amount and the name of the Proposed Insured. If all of the Schedule B, Part I-Requirements have not been met within six (6) months after the Commitment Date, this Commitment terminates and the Company's liability and obligation end. IN WITNESS WHEREOF, WESTCOR LAND TITLE INSURANCE COMPANY has caused its corporate name and seal to be hereunto affixed and by these presents to be signed in facsimile under authority of its by-laws, effective as of the date of Commitment shown in Schedule A. Issued By: CM-2 (ALTA Commitment for Title Insurance (6-17-06)(WLTIC Edition (9/26/07) This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Title Company of the Rockies, LLC 322 Harrison Avenue Leadville, CO 80461 Phone: (719) 486-2688 WESTCOR LAND TITLE INSURANCE COMPANY Westcor Land Title Insurance Company ALTA Commitment -2006 (6-17-06) (Reverse side of Cover) CONDITIONS The term mortgage, when used herein, shall include deed of trust, trust deed, or other security instrument.1. If the proposed Insured has or acquired actual knowledge of any defect, lien, encumbrance, adverse claim2. or other matter affecting the estate or interest or mortgage thereon covered by this Commitment other than those shown in Schedule B hereof, and shall fail to disclose such knowledge to the Company in writing, the Company shall be relieved from liability for any loss or damage resulting from any act of reliance hereon to the extent the Company is prejudiced by failure to so disclose such knowledge. If the proposed Insured shall disclose such knowledge to the Company, or if the Company otherwise acquires actual knowledge of any such defect, lien, encumbrance, adverse claim or other matter, the Company at its option may amend Schedule B of this Commitment accordingly, but such amendment shall not relieve the Company from liability previously incurred pursuant to paragraph 3 of these Conditions and Stipulations. Liability of the Company under this Commitment shall be only to the named proposed Insured and such3. parties included under the definition of Insured in the form of policy or policies committed for and only for actual loss incurred in reliance hereon in undertaking in good faith (a) to comply with the requirements hereof, or (b) to eliminate exceptions shown in Schedule B, or (c) to acquire or create the estate or interest or mortgage thereon covered by this Commitment. In no event shall such liability exceed the amount stated in Schedule A for the policy or policies committed for and such liability is subject to the insuring provisions and Conditions and Stipulations and the Exclusions from Coverage of the form of policy or policies committed for in favor of the proposed Insured which are hereby incorporated by reference and are made a part of this Commitment except as expressly modified herein. This Commitment is a contract to issue one or more title insurance policies and is not an abstract of title4. or a report of the condition of title. Any action or actions or rights of action that the proposed Insured may have or may bring against the Company arising out of the status of the title to the estate or interest or the status of the mortgage thereon covered by this Commitment must be based on and are subject to the provisions of this Commitment. The policy to be issued contains an arbitration clause. All arbitrable matters when the Amount of5. Insurance is $2,000,000 or less shall be arbitrated at the option of either the Company or the Insured as the exclusive remedy of the parties. You may review a copy of the arbitration rules at< http://www.alta.org/>. (Reverse side of Cover) This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Westcor Land Title Insurance Company Joint Notice of Privacy Policy of Westcor Land Title Insurance Company and Title Company of the Rockies, LLC Westcor Land Title Insurance Company (“WLTIC”) and Title Company of the Rockies, LLC value their customers and are committed to protecting the privacy of personal information. In keeping with that philosophy, we each have developed a Privacy Policy, set out below, that will endure the continued protection of your nonpublic personal information and inform you about the measures WLTIC and Title Company of the Rockies, LLC take to safeguard that information. This notice is issued jointly as a means of paperwork reduction and is not intended to create a joint privacy policy. Each company's privacy policy is separately instituted, executed, and maintained. Who is Covered We provide our Privacy Policy to each customer when they purchase a WLTIC title insurance policy. Generally, this means that the Privacy Policy is provided to the customer at the closing of the real estate transaction. Information Collected In the normal course of business and to provide the necessary services to our customers, we may obtain nonpublic personal information directly from the customer, from customer-related transactions, or from third parties such as our title insurance agent, lenders, appraisers, surveyors and other similar entities. Access to Information Access to all nonpublic personal information is limited to those employees who have a need to know in order to perform their jobs. These employees include, but are not limited to, those in departments such as closing, legal, underwriting, claims and administration and accounting. Information Sharing Generally, neither WLTIC nor Title Company of the Rockies, LLC shares nonpublic personal information that it collects with anyone other than those individuals necessary needed to complete the real estate settlement services and issue its title insurance policy as requested by the consumer. WLTIC or Title Company of the Rockies, LLC may share nonpublic personal information as permitted by law with entities with whom WLTIC or Title Company of the Rockies, LLC has a joint marketing agreement. Entities with whom WLTIC or Title Company of the Rockies, LLC have a joint marketing agreement have agreed to protect the privacy of our customer's nonpublic personal information by utilizing similar precautions and security measures as WLTIC and Title Company of the Rockies, LLC use to protect this information and to use the information for lawful purposes. WLTIC or Title Company of the Rockies, LLC , however, may share information as required by law in response to a subpoena, to a government regulatory agency or to prevent fraud. Information Security WLTIC and Title Company of the Rockies, LLC , at all times, strive to maintain the confidentiality and integrity of the personal information in its possession and has instituted measures to guard against its unauthorized access. We maintain physical, electronic and procedural safeguards in compliance with federal standards to protect that information. The WLTIC Privacy Policy can be found on WLTIC's website at www.wltic.com American Land Title Association Commitment for Title Insurance 2021 v.01.00 (07-01-2021) COMMITMENT FOR TITLE INSURANCE Issued by as agent for Westcor Land Title Insurance Company SCHEDULE A Reference:Commitment Number: 0603918-C2 1.Effective Date: January 17, 2023, 7:00 am Issue Date: January 25, 2023 2. Policy (or Policies) to be issued: ALTA® 2021 Owner's Policy Policy Amount: Premium: Proposed Insured:214 Center Drive, LLC, a Colorado limited liability company 3.The estate or interest in the Land at the Commitment Date is Fee Simple. 4. The Title is, at the Commitment Date, vested in: Glenwood Partnership, LLLP, a Colorado limited liability limited partnership 5. The Land is described as follows: FOR LEGAL DESCRIPTION SEE SCHEDULE A CONTINUED ON NEXT PAGE For Informational Purposes Only - APN: R020404 Countersigned Title Company of the Rockies, LLC By: Mike Mulligan American Land Title Association Commitment for Title Insurance 2021 v.01.00 (07-01-2021) Commitment No: 0603918-C2 SCHEDULE A (continued) LEGAL DESCRIPTION The Land referred to herein is located in the County of Garfield, State of Colorado, and described as follows: A PORTION OF THE FOLLOWING DESCRIBED PROPERTY: A TRACT OF LAND SITUATED IN SECTION 6, TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH P.M. BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE NORTH LINE OF THE GLENWOOD SPRINGS MALL SUBDIVISION WHENCE THE WITNESS CORNER TO THE S1/4 CORNER OF SECTION 34, TOWNSHIP 5 SOUTH, RANGE 89 WEST OF THE 6TH P.M. BEARS N 89° 13' 08" E 866.63 FEET SAID POINT OF BEGINNING ALSO BEING THE SOUTHEAST CORNER OF THAT PARCEL DESCRIBED AS PARCEL C IN BOOK 1205 AT PAGE 589 IN THE OFFICE OF THE GARFIELD COUNTY CLERK AND RECORDER; THENCE ALONG THE EAST LINE OF SAID PARCEL C N 2° 44' 00" E 605.64 FEET TO THE SOUTH RIGHT-OF-WAY LINE OF COUNTY ROAD NO. 130; THENCE ALONG SAID RIGHT-OF-WAY N 89° 52' 00" E 312.68 FEET; THENCE N 89° 49' 18" E 860.83 FEET TO THE WEST LINE OF THE MEL-RAY SUBDIVISION; THENCE ALONG SAID WEST LINE S 1° 52' 00" W 575.96 FEET; THENCE DEPARTING SAID EAST LINE AND ALONG THE NORTH LINE OF SAID GLENWOOD SPRINGS MALL N 87° 18' 00" W 615.36 FEET; THENCE S 47° 42' 00" W 125.06 FEET; THENCE N 87° 18' 00" W 476.98 FEET TO THE POINT OF BEGINNING. This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. American Land Title Association Commitment for Title Insurance 2021 v.01.00 (07-01-2021) Commitment No: 0603918-C2 COMMITMENT FOR TITLE INSURANCE Issued by Westcor Land Title Insurance Company SCHEDULE B, PART I Requirements All of the following Requirements must be met: 1. The Proposed Insured must notify the Company in writing of the name of any party not referred to in this Commitment who will obtain an interest in the Land or who will make a loan on the Land. The Company may then make additional Requirements or Exceptions. 2. Pay the agreed amount for the estate or interest to be insured. 3. Pay the premiums, fees, and charges for the Policy to the Company. 4. Documents satisfactory to the Company that convey the Title or create the Mortgage to be insured, or both, must be properly authorized, executed, delivered, and recorded in the Public Records. Registration Statement from the Secretary of State for Glenwood Partnership, LLLP, and Articles5. of Association for Glenwood Partnership, LLLP, disclosing the names of all Managers of said limited liability limited partnership and otherwise complying with C.R.S. 7-60-144, et seq., and evidencing the existence of said limited liability limited partnership, must be filed in the office of the Secretary of State for the State of Colorado, but need not be recorded. Resolution or Statement of Authority by 214 Center Drive, LLC, a Colorado limited liability6. company, authorizing the transaction, executed by the managers or members set forth in the Operating Agreement. NOTE: Review Operating Agreement for authority of party(ies) to act on behalf of said limited liability company and complete the transaction contemplated herein. NOTE: Please be advised that our search did not disclose any open Deeds of Trust of This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. American Land Title Association Commitment for Title Insurance 2021 v.01.00 (07-01-2021) Commitment No: 0603918-C2 record. If you should have knowledge of any outstanding obligation, please contact the Title Department immediately for further review prior to closing. Recordation of properly executed plat, prepared and certified by a Colorado Registered Land7. Surveyor, with approval by the proper governing authorities noted thereon. Schedule A, Item No. 5 will be amended upon receipt thereof. NOTE: The company reserves the right to make additional requirements and/or exceptions upon review of the same. Deed from Glenwood Partnership, LLLP, a Colorado limited liability limited partnership to 2148. Center Drive, LLC, a Colorado limited liability company. NOTE: Duly executed real property transfer declaration, executed by either the Grantor or Grantee, to accompany the Deed mentioned above, pursuant to Article 14 of House Bill No. 1288-CRA 39-14-102. The Owner's Policy, when issued, will not contain Exceptions No. 1, 2, 3 and 4, provided that: (A) The enclosed form of indemnity agreement or final affidavit and agreement is properly executed and acknowledged by the party(ies) indicated and returned to the Company or its duly authorized agent, (B) The Company or its duly authorized agent receives and approves a Land Survey Plat, Improvement Survey Plat or ALTA survey properly certified by a registered surveyor or engineer, and (C) Applicable scheduled charges in the amount of $90.00 are paid to the Company or its duly authorized agent. NOTE: EXCEPTION NO. 5 UNDER SCHEDULE B, SECTION 2 OF THIS COMMITMENT WILL NOT APPEAR IN THE POLICY OR POLICIES TO BE ISSUED PURSUANT HERETO, PROVIDED THAT (A) THE DOCUMENTS CONTEMPLATED BY THE REQUIREMENTS SET FORTH IN SCHEDULE B, SECTION 1 OF THIS COMMITMENT ARE SUBMITTED TO AND APPROVED AND RECORDED BY THE COMPANY OR ITS DULY AUTHORIZED AGENT, AND (B) AN EXAMINATION OF THE RECORDS IN THE OFFICE OF THE CLERK AND RECORDER FOR GARFIELD COUNTY, COLORADO BY THE COMPANY OR ITS DULY AUTHORIZED AGENT DISCLOSES THAT NO DEFECTS, LIENS, ENCUMBRANCES, ADVERSE CLAIMS OR OTHER MATTERS HAVE BEEN RECORDED IN SUCH RECORDS SUBSEQUENT TO THE EFFECTIVE DATE HEREOF. This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. American Land Title Association Commitment for Title Insurance 2021 v.01.00 (07-01-2021) Commitment No: 0603918-C2 This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. American Land Title Association Commitment for Title Insurance 2021 v.01.00 (07-01-2021) Commitment No: 0603918-C2 SCHEDULE B, PART II Exceptions Some historical land records contain Discriminatory Covenants that are illegal and unenforceable by law. This Commitment and the Policy treat any Discriminatory Covenant in a document referenced in Schedule B as if each Discriminatory Covenant is redacted, repudiated, removed, and not republished or recirculated. Only the remaining provisions of the document will be excepted from coverage. The Policy will not insure against loss or damage resulting from the terms and conditions of any lease or easement identified in Schedule A, and will include the following Exceptions unless cleared to the satisfaction of the Company: Any facts, right, interests, or claims which are not shown by the Public Records but which could1. be ascertained by an inspection of said Land or by making inquiry of persons in possession thereof. Easements or claims of easements, not shown by the Public Records.2. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the3. Title that would be disclosed by an accurate and complete land survey of the Land. 4. Any lien, or right to a lien for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the Public Records. 5. Defects, liens, encumbrances, adverse claims or other matters, if any created, first appearing in the Public Records or attaching subsequent to the effective date hereof, but prior to the date of the proposed insured acquires of record for value the estate or interest or mortgage thereon covered by this Commitment. 6. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the Public Records; (b) proceedings by a public agency that may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the Public Records. Right of the Proprietor of a vein or lode to extract and remove his ore therefrom, should the same7. be found to penetrate or intersect the premises hereby granted, as reserved in United States Patent recorded February 26, 1894 in Book 12 at Page 298 and July 20, 1894 in Book 12 at Page 328. Right of way for ditches or canals constructed by the authority of the United States, as reserved in8. This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. American Land Title Association Commitment for Title Insurance 2021 v.01.00 (07-01-2021) Commitment No: 0603918-C2 United States Patent recorded February 26, 1894 in Book 12 at Page 298 and July 20, 1894 in Book 12 at Page 328. Any and all water and water rights, reservoir and reservoir rights, ditches and ditch rights, and the9. enlargements and extensions thereof, and all laterals, flumes and headgates used in connection therewith. Any rights, interests or easements in favor of the State of Colorado, the United States of America,10. or the general public, which exist or are claimed to exist in, over, under and/or across the waters and present and past bed and banks of the Reynolds-Cain, Gilmore, Oasis Creek and Mesa Irrigating Ditches River. An undivided one-half (1/2) interest in all oil, gas and other mineral rights, as conveyed to11. Charles W. Banta by Deed recorded December 20, 1957 in Book 306 at Page 138, and any and all assignments thereof or interests therein. Easement and right of way for Ditch purposes, as reserved by Helen G. Gilstrap to Charles W.12. Banta by Deed recorded December 20, 1957 in Book 306 at Page 138, said easement being more particularly described therein. Easement and right of way for pipeline, electric and telephone line purposes, as reserved by T.13. W. Wheeler and J. F. Gregory, Charles W. Banta, Willis E. Parkison and Charles F. Stewart to Adolph Diemoz, by instrument recorded April 20, 1960 in Book 325 at Page 337, said easement being more particularly described therein. Terms, agreements, provisions, conditions and obligations as contained in Resolution No. 80-25414. recorded October 28, 1980 in Book 558 at Page 737. Inhtentionally Deleted All oil, gas and other mineral rights, as reserved by Helen Gregory 15. Wheeler and Ann (Wheeler) Teague as Co-Trustees of Trust created by Article II of the last will and testament of T, W, Wheeler, Helen Gregory Wheeler and Ann W. Teague, Trustees U/T/A created January 16, 1980 By Helen Gregory Wheeler, Ralph Dodo, and Willis E. Parkison in the Deed to Glenwood Partnership, recorded February 17, 1982 in Book 592 at Page 923, and any and all assignments thereof or interests therein. Terms, agreements, provisions, conditions and obligations as contained in Easements Agreement16. recorded January 21, 1993 at Reception No. 443451. Terms, agreements, provisions, conditions and obligations as contained in Special Use Permit17. recorded October 9, 2014 at Reception No. 854599. This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. American Land Title Association Commitment for Title Insurance 2021 v.01.00 (07-01-2021) Commitment No: 0603918-C2 Right of way for County roads 181 and 130.18. Any and all leases and or tenancies and any and all parties claiming by, through, or under such19. leases and or tenancies. This page is only a part of a 2021 ALTA Short Form Commitment for Title Insurance issued by Westcor Land Title Insurance Company. This Commitment is not valid without the Notice; the Commitment to Issue Policy; Schedule A; Schedule B, Part I-Requirements; and Schedule B, Part II-Exceptions; and a counter-signature by the Company or its issuing agent that may be in electronic form. Copyright 2021 American Land Title Association. All rights reserved. The use of this Form (or any derivative thereof) is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Commitment No: 0603918-C2 DISCLOSURE STATEMENTS Note 1: Colorado Division of Insurance Regulations 3-5-1, Paragraph C of Article VII, requires that "Every Title entity shall be responsible for all matters which appear of record prior to the time of recording whenever the Title entity conducts the closing and is responsible for recording or filing of legal documents resulting from the transaction which was closed.” (Gap Protection) Note 2: Exception No. 4 of Schedule B, Section 2 of this Commitment may be deleted from the Owner's Policy to be issued hereunder upon compliance with the following conditions: The Land described in Schedule A of this commitment must be a single-family residence, which1. includes a condominium or townhouse unit. No labor or materials may have been furnished by mechanics or materialmen for purpose of2. construction on the Land described in Schedule A of this Commitment within the past 13 months. The Company must receive an appropriate affidavit indemnifying the Company against unfiled3. mechanic's and materialmen's liens. Any deviation from conditions A though C above is subject to such additional requirements or4. Information as the Company may deem necessary, or, at its option, the Company may refuse to delete the exception. Payment of the premium for said coverage.5. Note 3: The following disclosures are hereby made pursuant to §10-11-122, C.R.S.: The subject real property may be located in a special taxing district;(i) A certificate of taxes due listing each taxing jurisdiction shall be obtained from the County(ii) Treasurer or the County Treasurer's authorized agent; and Information regarding special districts and the boundaries of such districts may be obtained from(iii) the County Commissioners, the County Clerk and Recorder, or the County Assessor. Note 4: If the sales price of the subject property exceeds $100,000.00, the seller shall be required to comply with the disclosure or withholding provisions of C.R.S. §39-22-604.5 (Non-resident withholding). Note 5: Pursuant to C.R.S. §10-11-123 Notice is hereby given: (a) If there is recorded evidence that a mineral estate has been severed, leased or otherwise conveyed from the surface estate then there is a substantial likelihood that a third party holds some or all interest in oil, gas, other minerals, or geothermal energy in the property, and (b) That such mineral estate may include the right to enter and use the property without the surface owner's permission. Note 6: Effective September 1, 1997, C.R.S. §30-10-406 requires that all documents received for recording or filing in the clerk and recorder's office shall contain a top margin of at least one inch and a left, right and bottom margin of at least one-half inch the clerk and recorder may refuse to record or file any document that does not conform. Note 7: Our Privacy Policy: We will not reveal nonpublic personal customer information to any external non-affiliated organization unless we have been authorized by the customer, or are required by law. Note 8: Records: Regulation 3-5-1 Section 7 (N) provides that each title entity shall maintain adequate documentation and Page 9 Commitment No: 0603918-C2 records sufficient to show compliance with this regulation and Title 10 of the Colorado Revised Statutes for a period of not less than seven (7) years, except as otherwise permitted by law. Note 9: Pursuant Regulation 3-5-1 Section 9 (F) notice is hereby given that “A title entity shall not earn interest on fiduciary funds unless disclosure is made to all necessary parties to a transaction that interest is or has been earned. Said disclosure must offer the opportunity to receive payment of any interest earned on such funds beyond any administrative fees as may be on file with the division. Said disclosure must be clear and conspicuous, and may be made at any time up to and including closing.” Be advised that the closing agent will or could charge an Administrative Fee for processing such an additional services request and any resulting payee will also be subjected to a W-9 or other required tax documentation for such purpose(s). Be further advised that, for many transactions, the imposed Administrative Fee associated with such an additional service may exceed any such interest earned. Therefore, you may have the right to some of the interest earned over and above the Administrative Fee, if applicable (e.g., any money over any administrative fees involved in figuring the amounts earned). Note 10: Pursuant to Regulation 3-5-1 Section 9 (G) notice is hereby given that “Until a title entity receives written instructions pertaining to the holding of fiduciary funds, in a form agreeable to the title entity, it shall comply with the following: The title entity shall deposit funds into an escrow, trust, or other fiduciary account and hold them1. in a fiduciary capacity. The title entity shall use any funds designated as “earnest money ” for the consummation of the2. transaction as evidenced by the contract to buy and sell real estate applicable to said transaction, except as otherwise provided in this section. If the transaction does not close, the title entity shall: Release the earnest money funds as directed by written instructions signed by both the buyer(a) and seller; or If acceptable written instructions are not received, uncontested funds shall be held by the title(b) entity for 180 days from the scheduled date of closing, after which the title entity shall return said funds to the payor. In the event of any controversy regarding the funds held by the title entity (notwithstanding any3. termination of the contract), the title entity shall not be required to take any action unless and until such controversy is resolved. At its option and discretion, the title entity may: Await any proceeding; or(a) Interplead all parties and deposit such funds into a court of competent jurisdiction, and(b) recover court costs and reasonable attorney and legal fees; or Deliver written notice to the buyer and seller that unless the title entity receives a copy of a(c) summons and complaint or claim (between buyer and seller), containing the case number of the lawsuit or lawsuits, within 120 days of the title entity's written notice delivered to the parties, title entity shall return the funds to the depositing party.” Page 10 Commitment No: 0603918-C2 Title Company of the Rockies Disclosures All documents received for recording or filing in the Clerk and Recorder's office shall contain a top margin of at least one inch and a left, right and bottom margin of at least one half of an inch. The Clerkand Recorder will refuse to record or file any document that does not conform to the requirements of this section. Pursuant to C.R.S. 30-10-406(3)(a). The company will not issue its policy or policies of title insurance contemplated by this commitment until it has been provided a Certificate of Taxes due or other equivalent documentation from the CountyTreasurer or the County Treasurer's authorized agent: or until the Proposed Insured has notified or instructed the company in writing to the contrary. Pursuant to C.R.S. 10-11-122. No person or entity that provides closing and settlement services for a real estate transaction shalldisburse funds as a part of such services until those funds have been received and are available forimmediate withdrawals as a matter of right. Pursuant to C.R.S. 38-35-125(2). The Company hereby notifies the proposed buyer in the current transaction that there may be recorded evidence that the mineral estate, or portion thereof, has been severed, leased, or otherwise conveyed fromthe surface estate. If so, there is a substantial likelihood that a third party holds some or all interest in the oil, gas, other minerals, or geothermal energy in the subject property. Such mineral estate may include the right to enter and use the property without the surface owner's permission. Pursuant to C.R.S. 10-11-123. If this transaction includes a sale of property and the sales price exceeds $100,000.00, the seller mustcomply with the disclosure/withholding requirements of said section. (Nonresident withholding)Pursuant to C.R.S. 39-22-604.5. Notice is hereby given that: The subject property may be located in a special taxing district. A Certificate of Taxes due listing each taxing jurisdiction shall be obtained from the County Treasurer or the County Treasurer's authorized agent. Information regarding special districts and the boundaries of such districts may be obtained from the Board of County Commissioners, the County Clerk and Recorder, or the County Assessor. Pursuant to C.R.S. 10-11-122. Notice is hereby given that: Pursuant to Colorado Division of Insurance Regulation 8-1-2; "Gap Protection" -When this Company conducts the closing and is responsible for recording or filing the legal documents resulting from the transaction, the Company shall be responsible for all matters which appear on the record prior to such time or recording or filing; and "Mechanic's Lien Protection" - If you are the buyer of a single family residence, you may request mechanic's lien coverage to be issued on your policy of Insurance. If the property being purchased has not been the subject of construction, improvements or repairs in the last six months prior to the date of this commitment, the requirements will be payment of the appropriate premium and the completion of an Affidavit and Indemnity by the seller. If the property being purchased was constructed, improved or repaired within six months prior to the date of this commitment the requirements may involve disclosure of certain financial information, payment of premiums, and indemnity, among others. The general requirements stated above are subject to revision and approval by the Company. Pursuant to C.R.S. 10-11-122. Notice is hereby given that an ALTA Closing Protection Letter is available, upon request, to certain parties to the transaction as noted in the title commitment. Pursuant to Colorado Division of Insurance Regulation 8-1. Nothing herein contained will be deemed to obligate the Company to provide any of the coverages referred to herein unless the above conditions are fully satisfied. Page 11 > > PSD PSD PSD PS D PS D PS D ST PSD PSDPSDPSD CHAPPARAL CIRCLE ME L R A Y R O A D GLENWOOD SPRINGS MALL ST O R M K I N G R O A D PONDEROSA CIRCLE WESTERN HILLS SUBDIVISION CENTER DR JU N I P E R C T DONEGAN ROAD LOT 1 LOT 2 LOT 3 CENTER DR CENTER DR CH A P P A R A L D R I V E G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 0 0 - C O V E R . D W G - A p r 2 6 , 2 0 2 3 - 1 : 0 9 p m GLENWOOD BUSINESS CENTER MINOR SUBDIVISION CIVIL PLANS: 04/26/2023 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 0 VICINITY MAP SCALE: 1" = 2000' SITE COLORADO RIVER MI T C H E L L C R E E K INTERSTATE 70 MIDLAND A V E C0.0 - COVER SHEET C1.0 - SITE PLAN C2.0 - GRADING & DRAINAGE PLAN C2.1 - ROAD PLAN/PROFILE 1 C2.2 - ROAD PLAN/PROFILE 2 C2.5 - OFFSITE DRAINAGE PLAN C2.6 - ONSITE DRAINAGE PLAN C3.0 - UTILITY PLAN PLAN INDEX SOPRIS ENGINEERING LLC 502 MAIN STREET SUITE A3 CARBONDALE CO 81623 (970) 704 0311 soprisengineering.com ST B K ST B K ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxxxxxxxxxxxx x x SINGLE STORY BUILDINGSINGLE STORYBUILDING STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K ST B K STBK ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK 6''WL ST B K ST B K ST B K ST B K ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XF O >> XF O XF O XF O XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO >> XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XW L XW L XW L XS D XSD XSD XS D XSD XSD XSD XSD XSD XSD XSD XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XSD XSD XSD XSD X S D X S D ou ou 100' STORAGE SETBACK FROM RESIDENTIALPROPERTY LINE 10' SIDE SETBACK 40' ACCESS EASEMENT 7.5' REAR SETBACK (COMMERCIAL) 340' 100' 30' 32' 30' 32' 180' 285' 40' ACCESS EASEMENTRE: PRELIMINARY PLAT 275' 75' 25' 25' 30' 28' 28' 28' 28' 25' 53' 25' FRONT 10' SIDE 40' 7.50' REAR (COMMERCIAL) 28' CLOSE ENTRANCE EXTEND ISLAND DRAINAGE SWALE + 5' WIDE SIDEWALK. 70 L.F. - 3' HIGH BOULDER WALL 6' SIDEWALK 10' SIDEWALK 8 PARKING SPACES FOR EMPLOYEE HOUSING 28' DRIVE WIDTH 101' 5.0' 8.2' HANDICAP RAMPSTEPS UP 4' SIDEWALK UPPER LEVEL LOWER LEVEL DONEGAN ROAD ST O R M K I N G R O A D RO W / B O U N D A R Y ROW/BOUNDARY WEST GLENWOOD MALL LOT 1 AREA=3.192 AC. 30 LOT 3: FUTURE DEVELOPMENT. AREA=4.748 AC. 12 BUILDING A: 2 STORY STORAGE97,500 SF STORAGE + 3 RESIDENTIAL UNIT S BUILDING B: FLEX, 1 STORY100x340' = 34,000 SF LOT 2: STORAGE, FLEX, EMPLOYEE UNITS. AREA=7.879 AC. 26 24 BUILDING C: FLEX, 1 STORY75x275' = 20,625 SF 20% office space and 80% warehouse (Rates conservative per SUP approval, not current code) 20,625x.2 = 4125 / 200 = 20.6 = 21 20,625x.8 = 16500 / 1000 = 16.5 = 17REQUIRED = 38PROVIDED = 54 8 11 11 20% office space and 80% warehouse (Rates conservative per SUP approval, not current code) 34,000x.2 = 6800 / 200 = 34 34,000x.8 = 27200 / 1000 = 27.2 = 28 REQUIRED = 62 PROVIDED = 69 LOADING ZONE 21 CH A P P A R A L D R I V E R25' R30' R30.00' R25' R30' R30' R25' R25' R25' ME L R A Y R O A D 25' FOR PARKING & SIDEWALK BUILDING D: FLEX, 1 STORY 100x270' = 27,000 SFAssumed 50% office space and 50% warehouse (Rates conservative per SUP approval, not current code) 27,000x.5 = 13,500 / 200 = 67.5 27,000x.5 = 13,500 / 1000 = 13.5 REQUIRED = 81 PROVIDED = 81 BUILDING E: FLEX, 1 STORY 75x280' = 21,000 SFAssumed 50% office space and 50% warehouse (Rates conservative per SUP approval, not current code) 21,000x.5 = 10,500 / 200 = 52.5 21,000x.5 = 10,500 / 1000 = 10.5 REQUIRED = 63 PROVIDED = 71 26 28 12 30 26 30 270' 100' 280' 75' R25' R25' 28' 28' LOADING ZONE 7.5' REAR SETBACK (COMMERCIAL) 10' SIDE SETBACK 45.30' 32.70' 34.72' 85.47' 113.58' CENTER DRIVE DATE REVISION C-1.0 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 1 0 - S I T E . D W G - A p r 2 6 , 2 0 2 3 - 1 1 : 5 9 a m NO R T H PROPOSED ASPHALT SITE PLAN 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 050 50 100 50 20025 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R EXISTING LIGHT POLE EXISTING SIGN EXISTING LEGEND EXISTING STORM INLET EXISTING STORM SEWERXSDXSD EXISTING EASEMENT EXISTING PROPERTY LINE EXISTING ASPHALT PROPOSED LEGEND PROPERTY LINE EXISTING EASEMENT PROPOSED EASEMENT PROPOSED SETBACK PROPOSED LOT LINE PROPOSED CENTERLINE STBK EXISTING WIRE FENCExx 30017JOB NO. DATE:04-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GA R F I E L D C O U N T Y , C O L O R A D O MI N O R S U B D V I S I O N SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m 1. THE BUILDING LOCATION, USES, AND SITE LAYOUT OF LOT 3 ARE CONCEPTUAL PENDING FUTURE DEVELOPMENT OF LOT 3. SEE APPLICATION NARRATIVE FOR ADDITIONAL DETAILS. 2. THE EXISTING BOUNDARY AND TOPOGRAPHIC SURVEY WAS PERFORMED BY SOPRIS ENGINEERING, LLC. THE EXISTING CONTOUR INTERVAL IS ONE (1) FOOT (DASHED). 3. THE PROPOSED CONTOUR INTERVAL IS ONE (1) FOOT. 4. REFER TO THE ARCHITECT'S PLANS FOR BUILDING INFORMATION. 5. REFER TO THE LANDSCAPE ARCHITECT'S PLANS REGARDING THE SITE LANDSCAPE IMPROVEMENTS. 6. ALL GEOTECHNICAL ENGINEERING RECOMMENDATIONS SHALL BE ADHERED TO. SITE NOTES: PROPOSED SNOW STORAGE PROPOSED CHAPPARAL DRIVE STREET SECTION LOOKING NORTHN.T.S. 2% STANDARD CATCH CURB AND GUTTER PER DETAIL 2% 14.0' LANE 14.0' LANE 8.5'± DRAINAGE SWALE 5.0' SIDEWALK 40.0' EASEMENT (MIN.) 1.0' SHOULDER 1.0' SHOULDER 2'H:1'V MAX SLOPE TO MATCH EXISTING GRADE9" CLASS 6 BASE COURSE COMPACTED TO 95% OF MAX. STD. PROCTOR DENSITY 4" ASPHALTSITE GRADING PER PLAN NOTES: 1. STRIP ALL TOPSOIL SCARIFY AND RECOMPACT SUBGRADE A MINIMUM OF 8" DEPTH TO 95% STANDARD PROCTOR. 2. CONFIRM FILL SOILS (WHERE APPLICABLE) AND ROAD SECTION WITH SOILS ENGINEER PRIOR TO CONSTRUCTION PROPOSED CENTER DRIVE STREET SECTION LOOKING EASTN.T.S. 2% STANDARD CATCH CURB AND GUTTER PER DETAIL 14.0' LANE 14.0' LANE 40.0' EASEMENT (MIN.) 1.0' SHOULDER 1.0' SHOULDER 2'H:1'V MAX SLOPE TO MATCH EXISTING GRADE9" CLASS 6 BASE COURSE COMPACTED TO 95% OF MAX. STD. PROCTOR DENSITY 4" ASPHALTSITE GRADING PER PLAN NOTES: 1. REFER TO PLAN FOR PARKING LOCATIONS. 2. STRIP ALL TOPSOIL SCARIFY AND RECOMPACT SUBGRADE A MINIMUM OF 8" DEPTH TO 95% STANDARD PROCTOR. 3. CONFIRM FILL SOILS (WHERE APPLICABLE) AND ROAD SECTION WITH SOILS ENGINEER PRIOR TO CONSTRUCTION 2% STANDARD SPILL CURB AND GUTTER PER DETAIL PROPOSED DONEGAN SIDEWALK & DRAINAGE SECTION LOOKING EASTN.T.S. 60'± ROW EX.EX. PSD RE: STANDARD DETAIL SLOPE PER PLAN (TYP.) STORM SEWER PER PLAN >> >> XS D XSD XSD XSD XSD XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XS D XS D XSD XSD XSD XSD XSD X S D X S D XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L ou XI R R XI R R ME: 22.0'± ME: 20.0'± ME: 25.0'± ME: 32.0'± 5720 572 5 5730 5735 5740 5745 5721 572 2 5723 5724 5726 5727 5728 5729 5731 5732 5733 5734 5736 5737 5738 5739 5741 5742 5743 5744 5746 5747 572 0 5 7 2 5 573 0 5735 5740 57 4 5 571657 1 7 571 8 5719 5721 5722 572 3 5 7 2 4 5 7 2 6 57 2 7 5728 5 7 2 9 573 1 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 57 4 4 5746 5747 5748 5720 5 7 1 6 57 1 7 5718 5719 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxxxxxxxxxxxxxxx x x SINGLE STORY BUILDINGSINGLE STORYBUILDING FO FO FO FO FO FO FO s s s PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PSD ST ST PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D P S D P S D P S D P S D P S D PSD PSD PSD PSD PSD PSD PSD PSD PSD ST PS D PSD PSD PSD PSD PSD PSD PSD PSD P S D >>>>>>>>>>>>>>>>>>>> > > > > > > > > > > > >>>>>>>>>>>>>>>> > > > > > > > > > > > > > > > > > > > > > >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> > > > > > > > > > > > > > > > > > > > > > > > PS D PS D PS D PSD PS D PS D PS D F O F O F O F O FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO > > > > >>>>>>>>>>>>>>>>>>>>>> PS D PS D PS D PS D PS D R26.5 6''WL PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D P S D PS D PS D PS D PS D ST PSD PSD PSD PSD PSDPSDPSDPSDPSDPSDPSDPSD LOT 1 LOT 3 BUILDING A: 2 STORY STORAGE BUILDING B: LOT 2 BUILDING C: LOWER FF=5731.5' UPPER FF=5744.5' 5748 574 8 57495749 5720 57 2 5 5717 57185719 5721 57 2 2 5723 57 2 4 57 2 6 572 7 572 8 5730 5727 57285729 573 1 57285728 572 9 5 7 2 9 CURB OPENING CURB OPENING CURB OPENING CURB OPENING STORM MANHOLE DRAIANGE SWALE DRAINAGE SWALE DETENTION STORM MANHOLE DRAIANGE SWALE DETENTION WATER QUALITY SEPARATOR WATER QUALITY SEPARATOR WATER QUALITY SEPARATOR VALLEY PAN INLET FOUNDATION WALL 2' ABOVE FF FF=5732.0' FF=5729.0' FOUNDATION WALL 2' ABOVE FF 105 L.F. RETAINING WALL DRAINAGE SWALESTORM INLET STORM INLET TO CONNECT TO EX. STORM CURB INLET VALLEY PAN INLET DETENTION STORM MANHOLE ROOF DRAIN STORM (TYP.) ROOF DRAIN STORM (TYP.) ROOF DRAIN STORM (TYP.) 5730 5735 5740 5745 5 7 2 7 5 7 2 8 5729 5731 5732 5733 5734 5736 573 7 5738 5739 5741 5742 5743 5744 5746 5 7 3 5 573 1 5 7 3 2 5 7 3 3 5 7 3 4 5 7 3 6 5728 5728 572 8 5725 5722 5728 572 8 572 8 572 8 57 2 5 0.9%0.6%0.0%0.1%0.5%0.4% 5730 5735 5740 5731 5732 5733 5734 5736 5737 5738 5739 5741 5742 5743 574 4 5735 5740 5731 5732 5733 5734 5736 5737 5738 5739 5741 5 7 4 2 57 4 3 5744 574 4 5. 8 % 1. 8 % 5.5% 9. 5 % 4. 6 % 1. 5 % 6. 6 % 6. 0 % 1. 0 % 7 . 1 % 5.7% 6 . 3 % 3. 0 % 0.7%0.6%0.5%0.6%0.5%0.5%0.6%0.8%0.8% 2. 0 % 4. 1 % 2. 0 % 4. 1 % 2.0% 2.0% 3. 2 % 2. 0 % 3. 7 % 2. 0 % 3. 7 % 2.0% 2.0% 3. 0 % 0.5% 0.9%0.9% 1.0%1.0%1.0% 1.0%2.3% 3. 0 % 1.0%1.0%1.0%1.0%2.1% 2. 0 % 2. 0 % 2. 0 % 5. 7 % 2. 1 % 5. 3 % 5. 3 % 2. 1 % 5. 4 % 4. 8 % 1. 9 % 5. 2 % 1. 9 % 5. 2 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 4.1% 1.0%1.0%1.0%1.0% 0 . 8 % 2.0% 1.0% 2.0% 0.7% 1.3% 2 . 0 % 1.0% 3. 0 % 3. 4 % 2.6% 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % -3 . 0 : 1 -3 . 0 : 1 -3.0:1 -2 . 2 : 1 -5 . 2 : 1 -2.7:1 -2. 1 : 1 -2 . 9 : 1 -4 . 3 : 1 -5. 2 : 1 11.5% 13.4% 6. 7 % 7 . 6 % 7. 2 % 9.9% 7.0% -3 . 0 : 1 -3 . 0 : 1 -3 . 0 : 1 -3.0:1 FL: 46.96 FL: 47.14 FL: 47.91 FL: 47.74FL: 46.61 EA: 47.27 EA: 47.45 EA: 48.13 FL: 48.75 EA: 48.90 FL: 48.08 EA: 48.52 FL: 47.00 FL: 42.90 FL: 41.93 FL: 41.40 FL: 36.86 FL: 34.05 FL: 32.50 FL: 30.50 FL: 30.50 FL: 28.30 FL: 32.50 FG: 33.50 FG: 32.00 TC: 32.00 TC: 32.00 TC: 32.00 TC: 32.00 TC: 32.00 TC: 32.00 TC: 28.91 TC: 29.11 TC: 29.42TC: 28.92TC: 29.43TC: 28.86 TC: 29.00 TC: 28.99 TC: 29.00 TC: 29.00TC: 29.00 TC: 29.00 FL: 27.20 FL: 27.87 FL: 27.70 FL: 27.23FL: 27.87 FL: 27.20 FL: 27.78 FL: 27.20 FL: 27.78 FL: 27.20 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.25EA: 28.78EA: 28.26EA: 28.78 EA: 28.20EA: 28.45 EA: 31.91 EA: 31.53 EA: 32.30 EA: 33.85 EA: 34.08 EA: 31.75 EA: 32.58 EA: 32.02 EA: 32.22 EA: 36.13EA: 32.68 EA: 35.62 EA: 31.23 FL: 31.28 FL: 30.60 FL: 31.34 FL: 30.60 FL: 31.30 FL: 31.08EA: 31.80 EA: 31.80 EA: 31.80 FG: 33.50 FG: 31.50 FG: 31.50 FG: 28.30FG: 27.30 FG: 29.00 FL: 27.36FL: 27.48 FL: 28.05 FL: 29.26FL: 30.37 FL: 30.74 FL: 31.19 EA: 30.87 FL: 29.68 FL: 29.67 FL: 29.67 EA: 30.38 EA: 30.89 EA: 30.38 EA: 30.89 TC: 31.50 TC: 31.50 TC: 31.50 EA: 30.50 EA: 28.71 EA: 27.84 EA: 28.78 FL: 29.23 FL: 37.06 FL: 29.90 FL: 30.53 FL: 43.16FL: 43.16 FL: 43.77 FL: 44.00 FL: 43.77 1.0%1.0%1.0% 1.0% 3. 8 % 3.2% 3. 4 % 573 1 5732 5733 5733 57 3 5 574 0 5745 5749 5740 5 7 3 5 5739 5734 574 0 5748 5742 5748 5744 57475747 5722 5728 57 2 3 57 3 0 57 3 5 57 4 0 5744 TC: 44.50 TC: 44.50 TC: 44.50 BW: 32.48TW: 35.49 TW: 34.92BW: 32.00 70 L.F. BOULDER WALL CURB OPENING CURB OPENING 1.5% 1.1% 0.5% UPPER LEVEL LOWER LEVEL 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+48 BP : 0 + 0 0 . 0 0 EP: 8+48.15 PC: 3+87.11 PC: 5+00.23 PT: 4+57.01 PT: 5+70.13 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 4+ 7 6 BP: 0+00.00 PC: 0+67.66 PT: 0+82.16 EP: 4+76.32 0 + 0 0 1+ 0 0 2+00 3+00 4+00 4+ 8 9 BP: 0+00.00 EP: 4+89.35 PC: 1+22.31 PC: 0+24.70 PC: 4+45.08 PT: 1+61.58 PT: 0+42.17 PT: 4+84.35 0+ 0 0 1+ 0 0 2+ 0 0 3+00 4+00 5+00 6+00 7+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PC: 2+48.58 PC: 5+93.72 PC: 7+88.41 PT: 3+18.54PT: 6+64.41 PT: 8+59.09 0+001+002+003+003+84 EA: 48.91 FL: 48.46 EA: 47.47 EA: 47.36 EA: 47.63 BUILDING D: (FUTURE GRADING) BUILDING E: (FUTURE GRADING) LI M I T O F L O T 2 G R A D I N G BOW = BOTTOM OF WALL EOA = EDGE OF ASPHALT EX = EXISTING GRADE FFE = FINISHED FLOOR ELEVATION FG = FINISHED GRADE FL = FLOW LINE HP = HIGH POINT LP = LOW POINT ME = MATCH EXISTING RIM = RIM ELEVATION TBC = TOP BACK OF CURB TOC = TOP OF CONCRETE SPOT ELEVATION LEGEND GRADING LEGEND: PROPOSED 1' CONTOUR PROPOSED 5' CONTOUR EXISTING CONTOUR EXISTING CONTOUR INTERVAL PROPOSED SLOPE PROPOSED SPOT ELEVATION PROPOSED STORM SEWER PROPOSED STORM INLET 7900 7900 PSD PSD FL: 32.0 2.0% PROPOSED LEGEND PROPERTY LINE EXISTING EASEMENT PROPOSED EASEMENT PROPOSED SETBACK PROPOSED LOT LINE PROPOSED CENTERLINE STBK DATE REVISION C-2.0 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 2 0 - G R A D I N G . D W G - A p r 2 6 , 2 0 2 3 - 1 2 : 0 5 p m NO R T H GRADING PLAN MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:04-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GA R F I E L D C O U N T Y , C O L O R A D O MI N O R S U B D I V I S I O N SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m 1. THE BUILDING LOCATION, USES, AND SITE LAYOUT OF LOT 3 ARE CONCEPTUAL PENDING FUTURE DEVELOPMENT OF LOT 3. SEE APPLICATION NARRATIVE FOR ADDITIONAL DETAILS. 2. THE EXISTING CONTOUR INTERVAL IS ONE (1) FOOT (DASHED) FROM A SURVEY PERFORMED BY SOPRIS ENGINEERING. 3. THE PROPOSED CONTOUR INTERVAL IS ONE (1) FOOT. 4. ALL GEOTECHNICAL ENGINEERING RECOMMENDATIONS SHALL BE ADHERED TO. 5. ALL STORM SEWER PIPES 8" DIAMETER AND SMALLER SHALL BE SDR 35 GASKETED PIPE OR APPROVED EQUAL. STORM SEWER PIPES LARGER THAN 8" SHALL BE ADS N12 WATER TIGHT OR APPROVED EQUAL. MINIMUM STORM SEWER PIPE SLOPE IS 1.0% UNLESS NOTED OTHERWISE. 6. ROOF DRAINS SHALL BE ROUTED DIRECT TO BELOW GRADE STORM SEWER WITH HEAT TRACE WIRE. GENERAL GRADING NOTES: 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 040 40 80 40 16020 >> >> XS D XS D XS D XW L XW L XW L ME: 32.0'± 572 5 5730 5724 5726 5727 5728 5729 5731 5732 573 0 5735 5 7 2 9 573 1 5732 573 3 573 4 5736 ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS G A S G A S GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S FO FO 8' ' WL 8' ' WL 8' ' WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA s 6 ' ' S A 6 ' ' S A 6''SA 6''SA PS D PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD ST IR R IR R IR R IR R PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D P S D P S D ST PS D PSD PSD PSD PSD PSD PSD PSD PSD P S D > > > > > > > > > > > > > > > PS D PSD PS D PS D F O F O F O F O FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO > > > > >>>>>>>>>>>>>>>>>>>>>> PS D 8''WL 8''WL 8''WL 8''WL 8'' 6''SA PSD PSD PSD LOT 1 BUILDING B: BUILDING C: LOWER FF=5731.5' 572 8 5730 5727 57285729 573 1 57285728 572 9 5 7 2 9 CURB OPENING CURB OPENING STORM MANHOLE DRAIANGE SWALE DETENTION WATER QUALITY SEPARATOR FF=5732.0' FF=5729.0' CURB INLET VALLEY PAN INLET DETENTION STORM MANHOLE ROOF DRAIN STORM (TYP.) 5730 5 7 2 7 5 7 2 8 5729 5731 5732 5733 5728 5728 572 8 572 8 5730 5731 5732 5733 5731 5732 5733 4. 6 % 1. 5 % 1. 0 % 6 . 3 % 2.0% 3. 2 % 2. 0 % 3. 7 % 2. 0 % 3. 7 % 3. 0 % 0.5% 0.9%0.9% 1.0%1.0%1.0% 1.0%2.3% 3. 0 % 1.0%1.0%1.0%1.0%2.1% 2. 0 % 2. 0 % 2. 0 % 5. 7 % 2. 1 % 5. 3 % 5. 3 % 2. 1 % 5. 4 % 1.0% 2.0% 0.7% 1.3% 2 . 0 % 1.0% 3. 0 % 3. 4 % 2.6% 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 7.0%FL: 30.50 FL: 30.50 FL: 28.30 TC: 32.00 TC: 32.00 TC: 32.00 TC: 28.91 TC: 29.11 TC: 29.42TC: 28.92TC: 29.43TC: 28.86 TC: 29.00 TC: 28.99 TC: 29.00 FL: 27.20 FL: 27.78 FL: 27.20 FL: 27.78 FL: 27.20 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.25EA: 28.78EA: 28.26EA: 28.78 EA: 28.20EA: 28.45 FG: 31.50 FG: 31.50 FG: 28.30FG: 27.30 FG: 29.00 FL: 27.36FL: 27.48 FL: 28.05 FL: 29.26FL: 30.37 FL: 30.74 FL: 31.19 EA: 30.87 FL: 29.68 FL: 29.67 FL: 29.67 EA: 30.38 EA: 30.89 EA: 30.38 EA: 30.89 TC: 31.50 TC: 31.50 TC: 31.50 EA: 30.50 EA: 28.71 EA: 27.84 EA: 28.78 FL: 29.23 FL: 29.90 FL: 30.53 3. 4 % 57 3 0 1.5% 1.1% 0.5% 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+48 BP : 0 + 0 0 . 0 0 EP: 8+48.15 PC: 3+87.11 PC: 5+00.23 PT: 4+57.01 PT: 5+70.13 3+ 0 0 4+ 0 0 0 + 0 0 BP: 0+00.00 PC: 0+24.70 PT: 0+42.17 0+ 0 0 1+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PT: 8+59.09 BUILDING E: LI M I T O F L O T 2 G R A D I N G AL-CENTER DRIVE PROFILE 5726 5728 5730 5732 5726 5728 5730 5732 0+00 57 3 1 . 0 57 3 0 . 8 0+50 57 3 1 . 3 57 3 0 . 7 1+00 57 3 0 . 6 57 3 0 . 6 1+50 57 3 0 . 5 57 3 0 . 3 2+00 57 3 0 . 0 57 2 9 . 7 2+50 57 2 9 . 2 57 2 8 . 9 3+00 57 2 8 . 5 57 2 8 . 2 3+50 57 2 7 . 9 57 2 7 . 6 4+00 57 2 7 . 5 57 2 7 . 5 4+50 57 2 7 . 6 57 2 7 . 7 8 57 2 8 . 3 57 2 8 . 0 1 5+00 57 2 8 . 1 57 2 8 . 1 8 57 2 8 . 5 57 2 8 . 1 1 5+50 57 2 8 . 6 57 2 7 . 8 1 57 2 8 . 5 57 2 7 . 6 2 6+00 57 2 8 . 5 57 2 7 . 8 7 57 2 8 . 2 57 2 8 . 1 2 6+50 57 2 8 . 1 57 2 7 . 9 3 57 2 8 . 1 57 2 7 . 6 8 7+00 57 2 8 . 0 57 2 7 . 7 1 57 2 7 . 6 57 2 7 . 9 6 7+50 57 2 7 . 7 57 2 8 . 0 9 57 2 7 . 4 57 2 7 . 8 4 8+00 57 2 7 . 2 57 2 7 . 5 9 57 2 7 . 0 57 2 7 . 9 1 8+48 57 2 6 . 2 57 2 8 . 3 5 2.00%1.00%-1.00%1.00%-1.00%-1.18%1.77%1.57%0.67% GR A D E B R E A K S T A = 4 + 3 3 . 0 1 EL E V = 5 7 2 7 . 5 1 GR A D E B R E A K S T A = 4 + 5 7 . 0 9 EL E V = 5 7 2 7 . 8 9 GR A D E B R E A K S T A = 5 + 1 2 . 2 8 EL E V = 5 7 2 8 . 2 6 GR A D E B R E A K S T A = 5 + 7 0 . 1 3 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 6 + 2 7 . 6 5 EL E V = 5 7 2 8 . 1 5 GR A D E B R E A K S T A = 6 + 8 5 . 6 5 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 7 + 4 3 . 6 5 EL E V = 5 7 2 8 . 1 5 GR A D E B R E A K S T A = 8 + 0 4 . 1 5 EL E V = 5 7 2 7 . 5 4 GR A D E B R E A K S T A = 8 + 3 6 . 1 5 EL E V = 5 7 2 8 . 1 1 GR A D E B R E A K S T A = 8 + 4 8 . 1 5 EL E V = 5 7 2 8 . 3 5 STA: 4+99.35 ELEV= 5728.12' HORIZONTAL SCALE: 1"=40' VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE AL-CHAPPARAL DR PROFILE 5722 5724 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 5748 5722 5724 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 5748 0+00 57 4 7 . 9 57 4 5 . 0 57 4 6 . 9 2 0+50 57 4 2 . 2 57 4 5 . 7 5 57 4 0 . 3 57 4 3 . 4 0 1+00 57 3 8 . 3 57 4 1 . 0 2 57 3 6 . 9 57 3 8 . 6 9 1+50 57 3 6 . 0 57 3 7 . 4 1 57 3 4 . 3 57 3 6 . 4 1 2+00 57 3 3 . 1 57 3 5 . 2 5 57 3 1 . 6 57 3 4 . 1 0 2+50 57 3 0 . 5 57 3 2 . 9 4 57 2 9 . 3 57 3 1 . 7 9 3+00 57 2 8 . 2 57 3 0 . 6 3 57 2 7 . 0 57 2 9 . 4 7 3+50 57 2 6 . 2 57 2 8 . 3 4 57 2 6 . 0 57 2 7 . 9 6 4+00 57 2 5 . 0 57 2 7 . 5 9 57 2 4 . 3 57 2 7 . 2 1 4+50 57 2 3 . 5 57 2 6 . 8 4 57 2 3 . 0 57 2 6 . 7 0 4+76 57 2 2 . 9 57 2 6 . 7 2 -3.00% -9.50% -4.00% -4.62% -1.50%1.50% GR A D E B R E A K S T A = 0 + 1 1 . 0 8 EL E V = 5 7 4 7 . 3 3 GR A D E B R E A K S T A = 1 + 7 4 . 3 0 EL E V = 5 7 3 6 . 4 4 GR A D E B R E A K S T A = 3 + 4 9 . 3 2 EL E V = 5 7 2 8 . 3 5 GRADE BREAK STA = 4+67.32ELEV = 5726.58 GRADE BREAK STA = 4+76.32 ELEV = 5726.72 PVI STA: 1+29.30PVI ELEV: 5738.24 K: 3.64 LVC: 20.00BVCS: 1+19.30BVCE: 5739.19 EVCS: 1+39.30 EVCE: 5737.84 PVI STA: 0+43.97 PVI ELEV: 5746.35K: 3.08LVC: 20.00 BVCS: 0+33.97 BVCE: 5746.65EVCS: 0+53.97EVCE: 5745.40 STA: 1+54.30ELEV= 5737.24' HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE XSD XS D XS D XS D XS D XSD XSD XSD 5716 571 7 ST B K ST B K x x x x x x x x x x IR R IR R IR R ST B K ST B K ST B K ST B K ST B K ST B K ST B K GA S GA S GA S GAS GAS GAS GAS GASFOFOFOFOFOFO FO 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8' ' WL 8' ' WL 8' ' WL 6' ' SA 6' ' SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA s 8''SA 8''SA 8''SA s EUEL PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PSD PSD PSD ST PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD > > > > >>>>>>>>>> > > > > > PSD PSD PSD FO FO FO FO 8' ' WL 8' ' WL 8' ' WL R2 6 . 5 6' ' SA 6' ' SA 6' ' WL PS D PS D PS D PS D PS D PS D PS D PS D 574 8 ST O R M M A N H O L E WA T E R Q U A L I T Y S E P A R A T O R FO U N D A T I O N W A L L 2 ' A B O V E F F 10 5 L . F . R E T A I N I N G W A L L CU R B I N L E T 573 0 573 5 57 4 0 57 4 5 5727 5728 572 9 573 1 573 2 573 3 573 4 573 6 573 7 57 3 8 57 3 9 57 4 1 57 4 2 57 4 3 57 4 4 57 4 6 5735 5732 5733 5734 5736 57 2 5 57 2 2 0. 4 % 5. 5 % 9.5% 4.6% 1.5% 3.0% 0. 8 % 1. 0 % 2. 1 % 5.4%4.8%2.0% 4. 1 % 1. 0 % 2.0% 2.0% -3.0:1 -3.0:1 -3.0 : 1 FL: 47.00 FL : 3 0 . 5 0 FL : 2 8 . 3 0 FL : 3 2 . 5 0 TC: 32.00 TC: 32.00 TC : 2 8 . 9 1 TC : 2 9 . 4 2 TC : 2 9 . 0 0 TC: 29.00 FL : 2 7 . 2 3 FL : 2 7 . 8 7 FL : 2 7 . 7 8 FL: 27.20 EA : 2 8 . 2 3 EA : 2 8 . 2 3 EA : 2 8 . 2 5 EA : 2 8 . 7 8 EA : 3 6 . 1 3 EA : 3 2 . 6 8 EA : 3 5 . 6 2 FL: 31.08 EA: 31.80 FG: 33.50 FG: 31.50 5723 5730 5735 5740 5 7 4 4 CU R B O P E N I N G 8+ 0 0 8+ 4 8 EP: 8+48.15 0+001+002+003+004+004+76 BP : 0 + 0 0 . 0 0 PC : 0 + 6 7 . 6 6 PT : 0 + 8 2 . 1 6 EP : 4 + 7 6 . 3 2 4+ 0 0 4+89 EP: 4+89.35 PC: 4+45.08 PT: 4+84.35 0+ 0 0 1+ 0 0 EA: 47.47 EA: 47.36 EA: 47.63 BU I L D I N G E : (F U T U R E G R A D I N G ) LIMIT OF LOT 2 GRADING DATE REVISION C-2.1 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 2 0 - G R A D I N G . D W G - A p r 2 6 , 2 0 2 3 - 1 2 : 0 5 p m NO R T H MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:04-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GA R F I E L D C O U N T Y , C O L O R A D O MI N O R S U B D I V I S I O N SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m ROAD PLAN/PROFILE 1 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 040 40 80 40 16020 NORTH >> XS D XS D XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L ME: 32.0'± 573 0 5735 5740 57 4 5 573 1 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 57 4 4 5746 5747 ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x x x x x STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS G A S G A S GAS 8''WL 8''WL U E L s 6 ' ' S A 6 ' ' S A 6''SA 6''SA PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D ST IR R IR R IR R IR R IR R IR R IR R IR R IR R PS D PS D PS D PS D P S D P S D PSD PSD PSD PSD PSD PSD PSD PSD PSD ST PS D PSD PSD PSD PSD PSD PSD PSD PSD >>>>>>>>>>>>>>>> > > > > > > > > > > > > > > > > > > > > > >>>>>>>>>>>>>>>>>>>>>>>>>>>> > > > > > > > > > > > > > > > > > > > > > > > PS D PS D PS D F O F O F O F O FO FO > > > > >>>>>>>>>>>>>>>>>>>>>> PS D PS D PS D PS D PS D BUILDING A: 2 STORY STORAGE LOWER FF=5731.5' UPPER FF=5744.5' 5730 5727 57285729 573 1 CURB OPENING CURB OPENING CURB OPENING CURB OPENING STORM MANHOLE DRAIANGE SWALE DRAINAGE SWALE DETENTION DETENTION STORM MANHOLE ROOF DRAIN STORM (TYP.) 5730 5735 5740 5731 5732 5733 5734 5736 5737 5738 5739 5741 5742 5743 574 4 5735 5740 5731 5732 5733 5734 5736 5737 5738 5739 5741 5 7 4 2 57 4 3 5744 574 4 6. 6 % 6. 0 % 7 . 1 % 5.7% 6 . 3 % 0.7%0.6%0.5%0.6%0.8% 2. 0 % 4. 1 % 2. 0 % 4. 1 % 2.0% 2.0% 3. 2 % 2. 0 % 3. 7 % 2. 0 % 3. 7 % 2.0% 2.0% 3. 0 % 0.5% 0.9%0.9% 1.0%1.0%1.0% 1.0%2.3% 3. 0 % 1.0% 3. 0 % 3. 4 % 2.6% 2. 0 % 2. 0 % -2.7:1 -2. 1 : 1 -2 . 9 : 1 -4 . 3 : 1 -5. 2 : 1 11.5% 13.4% 6. 7 % 7 . 6 % 7. 2 % 9.9% 7.0% FL: 46.96 FL: 47.14 FL: 47.91 FL: 47.74FL: 46.61 FL: 42.90 FL: 41.93 FL: 41.40 FL: 36.86 FL: 34.05 FL: 32.50 FL: 30.50 FG: 33.50 TC: 32.00 TC: 32.00 EA: 31.91 EA: 31.80 FG: 31.50 FG: 28.30FG: 27.30 FG: 29.00 FL: 27.36FL: 27.48 FL: 28.05 FL: 29.26FL: 30.37 FL: 30.74 FL: 31.19 EA: 30.87 FL: 29.68 FL: 29.67 FL: 29.67 EA: 30.38 EA: 30.89 EA: 30.38 EA: 30.89 TC: 31.50 TC: 31.50 TC: 31.50 EA: 30.50 EA: 28.71 EA: 27.84 EA: 28.78 FL: 29.23 FL: 37.06 FL: 29.90 FL: 30.53 FL: 43.16FL: 43.16 FL: 43.77 FL: 44.00 FL: 43.77 1.0%1.0%1.0%1.0% 3 . 8 % 3.2% 3. 4 % 574 0 5748 5742 5748 5744 57475747 TC: 44.50 TC: 44.50 TC: 44.50 BW: 32.48TW: 35.49 TW: 34.92BW: 32.00 1.5% 1.1% 0.5% UPPER LEVEL LOWER LEVEL 0+00 1+00 2+00 3+00 4+00 BP : 0 + 0 0 . 0 0 PC: 3+87.11 PC: 5+00.23 PT: 4+57.01 0+ 0 0 1+ 0 0 2+ 0 0 3+00 4+00 5+00 6+00 7+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PC: 2+48.58 PC: 5+93.72 PC: 7+88.41 PT: 3+18.54PT: 6+64.41 PT: 8+59.09 3+84 AL-BLDG A LOOP PROFILE 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 0+00 57 2 7 . 5 57 2 8 . 0 57 2 8 . 0 9 0+50 57 2 9 . 0 57 2 8 . 9 5 57 2 9 . 6 57 2 9 . 8 0 1+00 57 3 0 . 5 57 3 1 . 3 3 57 3 1 . 0 57 3 2 . 9 8 1+50 57 3 1 . 8 57 3 4 . 6 4 57 3 2 . 6 57 3 6 . 2 9 2+00 57 3 3 . 8 57 3 7 . 9 4 57 3 5 . 1 57 3 9 . 6 0 2+50 57 3 6 . 4 57 4 1 . 2 2 57 3 7 . 8 57 4 2 . 4 5 3+00 57 3 8 . 0 57 4 3 . 6 9 57 3 7 . 9 57 4 4 . 1 5 3+50 57 3 7 . 9 57 4 4 . 0 4 57 3 7 . 9 57 4 3 . 9 2 4+00 57 3 8 . 4 57 4 3 . 8 9 57 3 8 . 9 57 4 4 . 0 1 4+50 57 3 9 . 4 57 4 4 . 1 4 57 3 9 . 7 57 4 4 . 0 6 5+00 57 3 9 . 9 57 4 3 . 9 3 57 4 0 . 4 57 4 3 . 8 7 5+50 57 4 1 . 0 57 4 4 . 0 0 57 4 1 . 6 57 4 4 . 1 2 6+00 57 4 1 . 3 57 4 4 . 0 2 57 4 0 . 5 57 4 3 . 0 1 6+50 57 4 0 . 2 57 4 2 . 0 1 57 3 8 . 4 57 4 0 . 8 0 7+00 57 3 7 . 0 57 3 9 . 3 1 57 3 6 . 1 57 3 7 . 8 2 7+50 57 3 4 . 8 57 3 6 . 3 4 57 3 3 . 4 57 3 4 . 8 5 8+00 57 3 2 . 4 57 3 3 . 5 4 57 3 1 . 9 57 3 2 . 4 4 8+50 57 3 1 . 6 57 3 1 . 3 5 57 3 1 . 4 57 3 1 . 0 3 9+00 57 3 0 . 6 57 3 0 . 8 6 57 3 0 . 0 57 3 0 . 9 8 9+50 57 3 0 . 0 57 3 1 . 1 3 57 3 0 . 0 57 3 1 . 0 5 10+00 57 3 0 . 0 57 3 0 . 9 1 57 3 0 . 0 57 3 0 . 9 3 10+50 57 3 0 . 0 57 3 1 . 0 6 57 3 0 . 0 57 3 1 . 1 2 11+00 57 3 0 . 0 57 3 0 . 9 9 57 3 0 . 0 57 3 0 . 8 6 11+50 57 2 9 . 6 57 3 0 . 6 9 57 2 9 . 6 57 3 0 . 0 7 11+82 57 2 9 . 7 57 2 9 . 9 3 3.00%3.41% 6.61% 4.94%-4.02% -5.95% -4.39% 0.50%-0.50%0.50%-0.50%0.50%-0.50% -0.65%0.57%-0.57%0.53%-0.53%0.50%-2.68%-2.00% GR A D E B R E A K S T A = 0 + 1 0 . 0 5 EL E V = 5 7 2 7 . 6 5 GR A D E B R E A K S T A = 0 + 2 5 . 0 0 EL E V = 5 7 2 8 . 0 9 GR A D E B R E A K S T A = 0 + 7 8 . 8 3 EL E V = 5 7 2 9 . 9 3 GR A D E B R E A K S T A = 2 + 4 8 . 1 2 EL E V = 5 7 4 1 . 1 2 GR A D E B R E A K S T A = 3 + 0 7 . 6 3 EL E V = 5 7 4 4 . 0 7 GR A D E B R E A K S T A = 3 + 2 6 . 2 2 EL E V = 5 7 4 4 . 1 6 GR A D E B R E A K S T A = 3 + 9 0 . 2 2 EL E V = 5 7 4 3 . 8 4 GR A D E B R E A K S T A = 4 + 5 4 . 2 2 EL E V = 5 7 4 4 . 1 6 GR A D E B R E A K S T A = 5 + 1 8 . 2 2 EL E V = 5 7 4 3 . 8 4 GR A D E B R E A K S T A = 5 + 8 2 . 2 2 EL E V = 5 7 4 4 . 1 6 GR A D E B R E A K S T A = 5 + 9 8 . 5 2 EL E V = 5 7 4 4 . 0 8 GR A D E B R E A K S T A = 6 + 6 4 . 4 1 EL E V = 5 7 4 1 . 4 3 GR A D E B R E A K S T A = 7 + 8 8 . 4 1 EL E V = 5 7 3 4 . 0 5 GR A D E B R E A K S T A = 8 + 5 4 . 2 9 EL E V = 5 7 3 1 . 1 6 GR A D E B R E A K S T A = 9 + 0 2 . 0 0 EL E V = 5 7 3 0 . 8 5 GR A D E B R E A K S T A = 9 + 5 6 . 0 0 EL E V = 5 7 3 1 . 1 6 GR A D E B R E A K S T A = 1 0 + 1 0 . 0 0 EL E V = 5 7 3 0 . 8 5 GR A D E B R E A K S T A = 1 0 + 6 8 . 0 0 EL E V = 5 7 3 1 . 1 6 GR A D E B R E A K S T A = 1 1 + 2 6 . 0 0 EL E V = 5 7 3 0 . 8 5 GR A D E B R E A K S T A = 1 1 + 4 1 . 0 9 EL E V = 5 7 3 0 . 9 3 GR A D E B R E A K S T A = 1 1 + 6 7 . 0 4 EL E V = 5 7 3 0 . 2 3 GR A D E B R E A K S T A = 1 1 + 8 2 . 0 4 EL E V = 5 7 2 9 . 9 3 EXISTING GRADE PROPOSED GRADE HORIZONTAL SCALE: 1"=40' VERTICAL SCALE: 1"=10' AL-BLDG C-LOOP PROFILE 5722 5724 5726 5728 5730 5722 5724 5726 5728 5730 0+00 57 2 8 . 2 57 2 8 . 1 2 57 2 7 . 6 57 2 7 . 7 3 0+50 57 2 6 . 7 57 2 7 . 6 1 57 2 5 . 5 57 2 7 . 8 7 1+00 57 2 4 . 6 57 2 8 . 1 2 57 2 4 . 0 57 2 8 . 0 3 1+50 57 2 3 . 3 57 2 7 . 7 2 57 2 3 . 0 57 2 7 . 7 0 2+00 57 2 3 . 0 57 2 7 . 9 5 57 2 3 . 1 57 2 8 . 2 0 2+50 57 2 3 . 2 57 2 8 . 0 4 57 2 3 . 1 57 2 7 . 7 9 3+00 57 2 3 . 0 57 2 7 . 6 0 57 2 3 . 0 57 2 7 . 8 5 3+50 57 2 2 . 9 57 2 8 . 1 0 57 2 3 . 0 57 2 8 . 1 3 4+00 57 2 2 . 7 57 2 7 . 8 8 57 2 2 . 3 57 2 7 . 6 3 4+50 57 2 2 . 3 57 2 7 . 3 3 57 2 2 . 5 57 2 6 . 9 5 4+89 57 2 2 . 9 57 2 6 . 7 4 -2.00%-1.26%1.00%-1.00%1.00%-1.01%1.02%-1.20%-1.50%-1.14% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 7 2 8 . 1 2 GR A D E B R E A K S T A = 0 + 1 2 . 5 0 EL E V = 5 7 2 7 . 8 7 GR A D E B R E A K S T A = 0 + 4 2 . 1 7 EL E V = 5 7 2 7 . 5 3 GR A D E B R E A K S T A = 1 + 0 9 . 8 1 EL E V = 5 7 2 8 . 2 2 GR A D E B R E A K S T A = 1 + 6 1 . 5 8 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 2 + 2 9 . 0 8 EL E V = 5 7 2 8 . 2 4 GR A D E B R E A K S T A = 2 + 9 6 . 5 8 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 3 + 6 4 . 0 8 EL E V = 5 7 2 8 . 2 4 GR A D E B R E A K S T A = 4 + 3 1 . 0 8 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 4 + 4 5 . 0 8 EL E V = 5 7 2 7 . 4 0 HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE >> XS D XS D XS D XS D ME: 25.0'± STBK STBK STBK STBK ST B K ST B K STBK STBK ST B K ST B K ST B K G A S GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GA S GA S FO FO FO FO FO FO 8' ' 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA E 6''SA PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD ST ST IR R PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD P S D P S D P S D P S D P S D P S D >>>>>>>>>>>>>>>>>>>> > PS D PS D PS D PSD F O FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO 8''WL 8''WL 6''SA PSD PSD PSD PSD PSD BUILDING C: 57 2 5 5723 57 2 4 57 2 6 572 7 DRAIANGE SWALE DETENTION WATER QUALITY SEPARATOR WATER QUALITY SEPARATOR FF=5729.0' CURB INLET VALLEY PAN INLET STORM MANHOLE ROOF DRAIN STORM (TYP.) 5 7 2 7 5 7 2 8 5729 5728 5728 572 8 5725 5722 5728 572 8 572 8 572 8 57 2 5 1. 5 % 1. 0 % 1.0%1.0%1.0%1.0%2.1% 2. 0 % 2. 0 % 5. 7 % 2. 1 % 5. 3 % 5. 3 % 2. 1 % 5. 4 % 4. 8 % 1. 9 % 5. 2 % 1. 9 % 5. 2 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 4.1% 1.0%1.0%1.0%1.0% 0 . 8 % 2.0% 1.0% 2.0% 0.7% 1.3% 2 . 0 % 1.0% 3. 0 % -3 . 0 : 1 -3 . 0 : 1 -3 . 0 : 1 -3.0:1 FL: 28.30 TC: 29.00 TC: 28.99 TC: 29.00 TC: 29.00TC: 29.00 TC: 29.00 FL: 27.20 FL: 27.87 FL: 27.70 FL: 27.23FL: 27.87 FL: 27.20 FL: 27.78 FL: 27.20 FL: 27.78 FL: 27.20 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.23 FL: 27.36 EA: 28.71 5722 5728 57 2 3 CURB OPENING CURB OPENING 5+00 6+00 7+00 8+00 8+48 EP: 8+48.15PC: 5+00.23 PT: 4+57.01 PT: 5+70.13 4+ 0 0 4+ 7 6 EP: 4+76.32 0 + 0 0 1+ 0 0 2+00 3+00 4+00 4+ 8 9 BP: 0+00.00 EP: 4+89.35 PC: 1+22.31 PC: 0+24.70 PC: 4+45.08 PT: 1+61.58 PT: 0+42.17 PT: 4+84.35 0+ 0 0 BP: 0+00.00 BUILDING E: (FUTURE GRADING) STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' SA 8' ' SA 8' ' SA s U E L U E L U E L E PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PS D PS D PS D IR R IR R IR R IR R IR R IR R PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D > > > > > > > > > > > > > > > > > > > > > > > > > >> > >> PS D PS D R26.5 6''WL BUILDING B: LOT 2 WATER QUALITY SEPARATOR VALLEY PAN INLET FOUNDATION WALL 2' ABOVE FF FF=5732.0' FOUNDATION WALL 2' ABOVE FF 105 L.F. RETAINING WALL 5735 5740 5745 5733 5734 5736 573 7 5738 5739 5741 5742 5743 5744 5746 5 7 3 5 57 3 1 5 7 3 2 5 7 3 3 5 7 3 4 5 7 3 6 5735 5740 5732 5733 5734 5736 5737 5738 5739 5741 5742 5743 5. 8 % 1. 8 % 5.5% 9. 5 % 4. 6 % 6. 6 % 2.0% 2.0% 2. 0 % 2. 0 % -3 . 0 : 1 -3 . 0 : 1 -3.0:1 -2 . 2 : 1 -5 . 2 : 1 -2.7:1 9.9% FL: 36.86 FL: 34.05 FL: 32.50 FL: 32.50 FG: 33.50 FG: 32.00 TC: 32.00 TC: 32.00 TC: 32.00 EA: 31.91 EA: 31.53 EA: 32.30 EA: 33.85 EA: 34.08 EA: 31.75 EA: 32.58 EA: 32.02 EA: 32.22 EA: 36.13EA: 32.68 EA: 35.62 EA: 31.23 FL: 31.28 FL: 30.60 FL: 31.34 FL: 30.60 FL: 31.30 FL: 31.08EA: 31.80 EA: 31.80 EA: 31.80 FG: 33.50 FL: 37.06 3 . 8 % 573 1 5732 5733 5733 57 3 5 574 0 5745 5749 5740 5 7 3 5 5739 5734 574 0 5748 57 3 0 57 3 5 57 4 0 5744 BW: 32.48TW: 35.49 TW: 34.92BW: 32.00 70 L.F. BOULDER WALL 1+ 0 0 2+ 0 0 PC: 0+67.66 PT: 0+82.16 2+ 0 0 0+001+002+003+003+84 LI M I T O F L O T 2 G R A D I N G AL-BLDG B-BACK PROFILE 5730 5732 5734 5736 5738 5740 5730 5732 5734 5736 5738 5740 0+00 57 3 5 . 7 57 3 7 . 2 4 57 3 6 . 2 57 3 6 . 5 9 0+50 57 3 6 . 5 57 3 5 . 2 6 57 3 6 . 4 57 3 3 . 8 8 1+00 57 3 6 . 4 57 3 2 . 5 1 57 3 6 . 3 57 3 1 . 5 1 1+50 57 3 6 . 3 57 3 1 . 2 0 57 3 6 . 4 57 3 1 . 0 6 2+00 57 3 6 . 4 57 3 1 . 3 1 57 3 7 . 2 57 3 1 . 5 6 2+50 57 3 7 . 7 57 3 1 . 6 3 57 3 7 . 9 57 3 1 . 3 8 3+00 57 3 8 . 0 57 3 1 . 1 3 57 3 8 . 1 57 3 1 . 0 9 3+50 57 3 7 . 9 57 3 1 . 3 6 57 3 7 . 8 57 3 1 . 6 2 3+84 57 3 8 . 0 -2.00% -5.51% -1.27%1.00%-1.00%1.07% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 7 3 7 . 2 4 GR A D E B R E A K S T A = 1 + 6 7 . 0 0 EL E V = 5 7 3 0 . 9 8 GR A D E B R E A K S T A = 2 + 4 1 . 0 0 EL E V = 5 7 3 1 . 7 2 GR A D E B R E A K S T A = 3 + 1 5 . 0 0 EL E V = 5 7 3 0 . 9 8 GR A D E B R E A K S T A = 3 + 8 4 . 0 0 EL E V = 5 7 3 1 . 7 2 PVI STA: 1+15.94 PVI ELEV: 5731.63 K: 4.72LVC: 20.00BVCS: 1+05.94 BVCE: 5732.18 EVCS: 1+25.94EVCE: 5731.50 PVI STA: 0+22.00 PVI ELEV: 5736.80 K: 5.70LVC: 20.00BVCS: 0+12.00 BVCE: 5737.00 EVCS: 0+32.00EVCE: 5736.25 HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE STA: 1+15.94ELEV= 5731.73'STA: 1+25.94 ELEV= 5731.50' DATE REVISION C-2.2 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 2 0 - G R A D I N G . D W G - A p r 2 6 , 2 0 2 3 - 1 2 : 0 5 p m NO R T H ROAD PLAN/PROFILE 2 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 040 40 80 40 16020 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:04-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GA R F I E L D C O U N T Y , C O L O R A D O MI N O R S U B D I V I S I O N SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m NO R T H x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxxxxxxxxxxxx x x IRR IRR IRR IRR IRR IRR IRR IRR IRR SINGLE STORY BUILDINGSINGLE STORYBUILDING GAS GAS GAS GAS GAS GAS GAS GAS G A S G A S GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GA S GA S FO FO FO FO FO 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA 6''SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA 8' ' SA s E U E L U E L U E L E s 6 ' ' S A 6''SA PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D ST ST IR R IR R IR R IR R IR R IR R IR R PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D P S D P S D P S D PSD PSD PSD PSD PSD PSD PSD ST PS D PSD PSD PSD PSD PSD PSD P S D PS D PS D PSD PS D PS D F O F O F O FO FO FO FO FO FO FO FO FO FO FO FO PS D PS D PS D PS D 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8'' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 6''WL E PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D ST PSD PSD PSD PSDPSDPSDPSDPSDPSD XU T XUT XUT XUT XUT XUT XUT XUT XUT XU T XUT XUT XUT XU T XUTXUT X U T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XE L XE L XEL XEL XEL XEL XEL XEL XE L XEL X G A S XEL XEL XEL XEL XEL XEL XEL XEL X E L XE L XE L XE L XE L XEL XEL XEL XEL XEL XE L XE L XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XG A S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGA S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S X G A S XG A S XG A S XEL XEL XE L XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XF O XU T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XU T XU T XU T XU T XE L XE L XE L X E L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XEL XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T >> XF O XF O XF O XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS X U T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU TXWL XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XE L XE L XEL XE L XWL XWL XWL XW L XW L XW L XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XEL XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XG A S XEL XE L XE L XEL XEL XEL XEL XE L XE L XE L XE L XE L XE L XE L XEL XEL XW L XW L XEL XG A S XG A S XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S XG A S XG A S XE L XEL XEL XEL XEL XE L XG A S XE L XE L XE L X E L XE L >> OE L OE L OE L OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OE L XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XW L XW L XW L XW L XW L XW L XS D XSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSA XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XS A XSA XSA XSA XS A XS A XS A XS A XS A XS A XS A XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XSD XSD XSD XSD X S D X S D XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL ou ou XI R R EXISTING UTILITY EASEMENT (TYP.) DONEGAN ROAD ST O R M K I N G R O A D RO W / B O U N D A R Y ROW/BOUNDARY WEST GLENWOOD MALL LOT 1 CENTER DRIVE LOT 3 BUILDING A BUILDING B LOT 2 BUILDING C UPPER LEVEL LOWER LEVEL CH A P P A R A L D R I V E EX. HYDRANT EX. HYDRANT EX. SMH RIM=5718.19 8"I-I(N)=5712.36 8"I-O(E)=5712.26 NEW GAS SERVICE TEE EX. ELECTRIC EXISTING GRAVITY AND 6" PVCPRESSURIZED IRRIGATION MAIN CONNECT TO EX. WATER MAIN CONNECT TO EX. SEWERINV=5720.1'± XX"x8" TEE & 8" GATE VALVE EX. HYDRANT TO BE RELOCATED EX. HYDRANT PROPOSED FIRE HYDRANT 770 L.F. 8" C900 PVC WATER MAIN SEWER MH 'A1'RIM=5728.80' 8"I-O(S)=5720.40' SEWER MH 'C1' RIM=5731.26 8"I-I(N)=5722.46 8"I-O(S)=5722.26 SEWER MH 'C2'RIM=5737.43 8"I-O(S)=5728.40 PROPOSED UTILITY EASEMENT RE: PLAT 313 L.F. 8" SDR35 PVC SEWER @ 3.16% 134 L.F. 8" SDR35 PVC SEWER @ 4.47% EXTEND GRAVITY AND PRESSURIZED IRRIGATION MAIN TO LOT 3. NEW 6" PRESSURIZED IRRIGATION MAIN ELECTRIC TRANSFORMER FOR BUILDING A & B ELECTRIC TRANSFORMER FOR BUILDING C FIBER OPTIC SERVICE LINE. FINALALIGNMENT COORDINATED WITH CITY OF GLENWOOD SPRINGS. NATURAL GAS MAIN. FINAL ALIGNMENT COORDINATED WITH BLACK HILLS ENERGY. NEW GAS SERVICE TEE SEWER SERVICE FIRE HYDRANT SEWER SERVICE 8" WATER MAIN STUBBED W/ LOT 2 SEWER SERVICE BUILDING D BUILDING E SEWER SERVICE FUTURE 568 L.F. 8" C900 PVC WATER MAIN DETAILED & CONSTRUCTED W/ LOT 3 FUTURE LOT 3 WATERMAIN CONNECTION. FUTURE BUILDING E SHALLOWUTILITY SERVICES FUTURE BUILDING D SHALLOWUTILITY SERVICES RAISE EXISTING OVERHEAD TELEPHONE/ COMMUNICATION UTILITIES TO PROVIDE A MINIMUM OF 16' CLEARANCE ABOVE ROAD ELEVATION. COORDINATE SCOPE W/RESPECTIVE UTILITY PROVIDER. EX. HYDRANT DATE REVISION C-3.0 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 3 0 - U T I L . D W G - A p r 2 6 , 2 0 2 3 - 1 2 : 0 6 p m NO R T H UTILITY PLAN 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 050 50 100 50 20025 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R EXISTING ELECTRIC MANHOLE EXISTING DRAINAGE DRY-WELL EXISTING SEWER MANHOLE EXISTING TELEPHONE MANHOLE EXISTING GUY WIRE EXISTING POWER POLE EXISTING FIRE HYDRANT EXISTING WATER VALVE EXISTING GAS METER EXISTING ELECTRIC TRANSFORMER EXISTING ELECTRIC METER EXISTING TELEPHONE PEDESTAL EXISTING CATV PEDESTAL EXISTING LIGHT POLE EXISTING SIGN EXISTING LEGEND EXISTING STORM INLET EXISTING STORM SEWERXSDXSD EXISTING EASEMENT EXISTING PROPERTY LINE EXISTING 8" SANITARY SEWER MAIN EXISTING GAS EXISTING TELEPHONE XGAS XGAS XGAS EXISTING UNDERGROUND ELECTRIC EXISTING CABLE EXISTING FIBER OPTIC XUT XUT XUT XEL XEL XEL XTV XTV XTV XFO XFO XFO EXISTING OVERHEAD ELECTRICOELOEL EXISTING IRRIGATION PIPEXIRRXIRR EXISTING SWALE OR DITCH>>>> XSA XSA EXISTING 8" WATER MAINXWLXWL PROPOSED LEGEND PROPERTY LINE EXISTING EASEMENT PROPOSED EASEMENT PROPOSED SETBACK PROPOSED LOT LINE PROPOSED CENTERLINE EXISTING WIRE FENCExx 30017JOB NO. DATE:04-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GA R F I E L D C O U N T Y , C O L O R A D O MI N O R S U B D V I S I O N SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m 1. THE BUILDING LOCATION, USES, AND SITE LAYOUT OF LOT 3 ARE CONCEPTUAL PENDING FUTURE DEVELOPMENT OF LOT 3. SEE APPLICATION NARRATIVE FOR ADDITIONAL DETAILS. 2. THE LOCATIONS OF UNDERGROUND UTILITIES HAVE BEEN PLOTTED BASED ON UTILITY MAPS, CONSTRUCTION/DESIGN PLANS, OTHER INFORMATION PROVIDED BY UTILITY COMPANIES AND ACTUAL FIELD LOCATIONS IN SOME INSTANCES. THESE UTILITIES, AS SHOWN, MAY NOT REPRESENT ACTUAL FIELD CONDITIONS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATION OF UTILITIES PRIOR TO CONSTRUCTION. 3. SHALLOW UTILITY LINEWORK MUST BE COORDINATED WITH THE UTILITY PROVIDER. THE UTILITY PROVIDER IS TO PERFORM ALL UTILITY LINEWORK NECESSARY. CONTRACTOR TO PROVIDE ALL TRENCHING, BEDDING AND BACKFILL NECESSARY FOR LINEWORK. 4. THE SITE SANITARY SEWER SHALL BE CONSTRUCTED ACCORDING TO THE WEST GLENWOOD SPRINGS SANITATION DISTRICT. EXISTING SANITARY SEWER SERVICES SHALL BE ABANDONED AT THE MAIN ACCORDING TO THE DISTRICT STANDARDS USING A WATER-TIGHT PLUG. 5. THE SITE WATER MAIN SHALL BE CONSTRUCTED ACCORDING TO THE CITY OF GLENWOOD SPRINGS STANDARD DETAILS AND SPECIFICATIONS. 6. THE SITE WILL MAINTAIN THE EXISTING PRESSURIZED IRRIGATION SYSTEM THAT CURRENTLY SERVES LOT 1. THE IRRIGATION SYSTEM IMPROVEMENTS WILL BE DETAILED FOR MAJOR SITE PLAN. 7. REFER TO PRELIMINARY PLAT FOR PROPOSED UTILITY EASEMENTS. UTILITY NOTES: PROPOSED SEWER MANHOLE PROPOSED FIRE HYDRANT PROPOSED WATER VALVE PROPOSED ELECTRIC TRANSFORMER PROPOSED STORM INLET PROPOSED 8" WATER MAIN8'' WL 8'' WL PROPOSED 8" SANITARY SEWER MAIN PROPOSED ELECTRICUELUEL PROPOSED GASGASGAS PROPOSED STORM SEWERPSDPSD 8'' SA 8'' SA E PROPOSED WATER SERVICE PROPOSED SANITARY SERVICEsasvcsasvc WL SVC TRACT "F" TRACT "E" POINT OF BEGINNING N89° 52' 00"E ͛312.68' N87° 18' 00"W ͛476.98'S47° 4 2 ' 0 0 " W ͛ 1 2 5 . 0 6 ' N87° 18' 00"W ͛615.36'24.0 30.0 LOT 1BLOCK 4 LOT 2BLOCK 4 LOT 7BLOCK 1 LOT 6BLOCK 1 LOT 5BLOCK 1 LOT 4BLOCK 1 LOT 3BLOCK 1 LOT 2BLOCK 1 LOT 1BLOCK 1 5.0 10' WIDE UTILITY EASEMENTBK. 325 PG. 337 AREA STORM SEWER PIPELINE (BENEFITS SUBJECT PROPERTY)PARAGRAPH C.2 BK. 852 PG. 861 30' WIDE ACCESS EASEMENT (BENEFITS SUBJECT PROPERTY)PARAGRAPH C.2 BK. 852 PG. 861 AREA OF STORM SEWER PIPELINE (BENEFITS SUBJECT PROPERTY)PARAGRAPH C.2BK. 852 PG. 861 30' WIDE UTILITY EASEMENTREC. #316244 22' WIDE DRIVEWAYEASEMENT REC. #336102 POINT OF BEGINNING (TITLE DESCRIPTION)FOUND MAGNETIC NAIL IN CONCRETEFLUSH FOUND #5 REBAR & 1.25"YELLOW PLASTIC CAPFLUSH L.S.13501 SOUTH QUARTER CORNERSEC 34 FOUND #5 REBAR3" UNDER ASPHALT FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAP FLUSHL.S. 13501 FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAP4" ABOVE GROUNDL.S. 13501 GLENWOOD SPRINGS MALL LLLP 336102 PARCEL 218506106009WOOD KING LLLP 336102PARCEL 218506106008 M & N ASSOCIATES LTDPARCEL 218506209001 LOT 2B LLLPPARCEL 218506209012 KIP HAMPDEN LLLPPARCEL 218506209011 TWO RIVERS BUILDING CORPORATIONPARCEL 218506209009 FOUND #6 REBARWITNESS CORNER NO CAP FOUND #5 REBARNO CAPBENT FOUND #5 REBAR & 1.25" YELLOWPLASTIC CAPFLUSH L.S. 19598 FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAP FLUSHILLEGIBLE FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAP HCE L.S. ILLEGIBLE FOUND #5 REBAR NO CAP FOUND #5 REBAR & ALUMINUM CAP1" UNDER GROUND SURVEY TECH L.S. 13174 FOUND #5 REBARNO CAP FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAP FLUSHILLEGIBLE FOUND #5 REBAR & 1.25" RED PLASTIC CAPILLEGIBLE MEL RAY SUBDIVISION 170138 BOOK 245 PAGE 515 WESTERN HILLS SUBDIVISION REC. #203826 LOT 14BLOCK 2 LOT 13BLOCK 2 LOT 12BLOCK 2 LOT 11BLOCK 2 LOT 10 BLOCK 2 LOT 9BLOCK 2 LOT 7BLOCK 3 LOT 8BLOCK 3 LOT 13BLOCK 3 LOT 14BLOCK 3 LOT 1BLOCK 5 LOT 12 BLOCK 5 LOT 11 BLOCK 5 LOT 10BLOCK 5 LOT 9 BLOCK 5 LOT 8BLOCK 5 SEC. 34SEC. 6 FOUND #5 REBARNO CAP FOUND #5 REBAR & 1.25"ORANGE PLASTIC CAPFLUSHL.S. 28643 FOUND #5 REBAR &1.25"ORANGE PLASTIC CAPFLUSHL.S. 28643 FOUND 2' WITNESS CORNER #5 REBAR & 1.25"RED PLASTIC CAPFLUSH L.S. 28643 FOUND #5 REBAR & 1.25" (BROKEN) CAP "KKBNA"FOUND #5 REBAR (BENT) CHRISTINA GORE PARCEL 218506101008 WJ ENTERPRISES LLCPARCEL 218506101007 LAMBERTO RUIZ & IRMA CRUZPARCEL 218506101004 ARBANEY FAMILY TRUST DTD 4/23/2015PARCEL 218506101003 KEVIN B WARD & KELLY J WARDPARCEL 218506101002 SUNRAY OZF LLC PARCEL 218506101010 MELRAY OZF LLCPARCEL 218506101009 DONEGAN ROAD60' RIGHT OF WAY FOUND #5 REBARNO CAP0.3' ABOVE GROUND FOUND #5 REBAR & 1.25"ALUMINUM CAP0.1' ABOVE GROUNDL.S. 14060 ST O R M K I N G R O A D 60 ' R I G H T O F W A Y ME L R A Y R O A D 30 ' R I G H T O F W A Y PARCEL 218506100042GLENWOOD PARTNERSHIP LLLP 689,060 SQ FT± 15.819 ACRES±REC. #568864 TIE: N 3 8 ° 4 0 ' 5 3 " E ͛ 8 5 3 . 4 5 ' N2 ° 4 4 ' 0 0 " E ͛ 6 0 5 . 6 4 ' N89° 49' 18"E ͛860.83' S1 ° 5 2 ' 0 0 " W ͛ 5 7 5 . 9 6 ' S89° 50' 05"W ͛2628.18'(BASIS OF BEARING) N89° 49' 59"E ͛2623.99' ..\External References\MSB-STAMP COLOR TRANSPARENT.jpg NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTIONBASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TENYEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON. 2/22/2023 - 30017- G:\2020\30017\SURVEY\Survey DWGs\30017.04 Plat 2023\30017.04 PLAT.dwg FINAL PLAT OF:COOPER SUBDIVISION BEING SITUATED IN SECTION 6, TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH P.M. COUNTY OF GARFIELD, STATE OF COLORADO. SHEET 1 OF 2 NOTES 1) DATE OF FIELDWORK: OCTOBER 7-28, DECEMBER 15-18, 2020, JANUARY 5, 8, 14, 2021, ANDAPRIL 2022. 2) DATE OF PREPARATION: OCTOBER - DECEMBER, 2020; JANUARY, 2021 AND FEBRUARY,2023. 3) BASIS OF BEARING: A BEARING OF N 89 49'59" E ALONG THE SOUTH EAST SECTION LINE OFSECTION 34, ESTABLISHED BY THE FOUND MONUMENTS. 4) THIS SURVEY DOES NOT CONSTITUTE A TITLE SEARCH BY SOPRIS ENGINEERING, LLC (SE) TODETERMINE OWNERSHIP OR EASEMENTS OF RECORD. FOR ALL INFORMATION REGARDINGEASEMENTS, RIGHTS OF WAY AND/OR TITLE OF RECORD, SE RELIED UPON THE TITLECOMMITMENT PREPARED BY TITLE COMPANY OF THE ROCKIES, COMMITMENT NO.0603918-C2, EFFECTIVE JANUARY 17, 2023, VARIOUS DOCUMENTS AND PLATS OF RECORDAND THE FOUND MONUMENTS SHOWN HEREON. 5) THE LINEAR UNIT USED IN THE PREPARATION OF THIS PLAT IS THE U.S. SURVEY FOOT ASDEFINED BY THE UNITED STATES DEPARTMENT OF COMMERCE, NATIONAL INSTITUTE OFSTANDARDS AND TECHNOLOGY. VICINITY MAP SCALE: 1" = 2000' SITE SURVEYOR'S CERTIFICATE I, MARK S. BECKLER, DO HEREBY CERTIFY THAT I AM A PROFESSIONAL LAND SURVEYOR LICENSED UNDER THE LAWS OF THE STATE OF COLORADO, THAT THIS PLAT IS A TRUE, CORRECT AND COMPLETE FINAL PLAT OF COOPER SUBDIVISION, AS LAID OUT, PLATTED, DEDICATED AND SHOWN HEREON, THAT SUCH PLAT WAS MADE FROM AN ACCURATE SURVEY OF SAID PROPERTY BY ME OR UNDER MY SUPERVISION, AND CORRECTLY SHOWS THE LOCATION AND DIMENSIONS OF THE LOTS, EASEMENTS AND STREETS OF SAID FINAL PLAT OF AS THE SAME ARE STAKED UPON THE GROUND IN COMPLIANCE WITH APPLICABLE REGULATIONS GOVERNING THE SUBDIVISION OF LAND. IN WITNESS WHEREOF, I HAVE SET MY HAND AND SEAL THIS _____ DAY OF _____________, A.D., 2023. _______________________________________ MARK S. BECKLER, P.L.S. #28643 CLERK AND RECORDER'S CERTIFICATE THIS PLAT WAS FILED FOR RECORD IN THE OFFICE OF THE CLERK AND RECORDER OF GARFIELD COUNTY, COLORADO, AT ___________ O'CLOCK ___, ON THIS ______ DAY OF ___________________, 2023, AND IS DULY RECORDED AS RECEPTION NO. _________________________. ________________________________ CLERK AND RECORDER BY: _____________________________ DEPUTY CERTIFICATE OF TAXES PAID I, THE UNDERSIGNED, DO HEREBY CERTIFY THAT THE ENTIRE AMOUNT OF TAXES AND ASSESSMENTS DUE AND PAYABLE AS OF ___________________________ 2023, UPON ALL PARCELS OF REAL ESTATE DESCRIBED ON THIS PLAT ARE PAID IN FULL. DATED THIS ______ DAY OF ______________________, A.D., 2023. ____________________________________ TREASURER OF GARFIELD COUNTY COUNTY SURVEYOR'S CERTIFICATE APPROVED FOR CONTENT AND FORM ONLY AND NOT THE ACCURACY OF SURVEYS, CALCULATIONS OR DRAFTING, PURSUANT TO C.R.S.§38-51-101 AND 102, ET SEQ, DATED THIS _________ DAY OF _______________________, A.D., 2023. _______________________________ GARFIELD COUNTY SURVEYOR COUNTY COMMISSIONERS' CERTIFICATE BASED UPON THE REVIEW AND RECOMMENDATION OF GARFIELD COUNTY DIRECTOR OF COMMUNITY DEVELOPMENT, THE BOARD OF COUNTY COMMISSIONERS OF GARFIELD COUNTY, COLORADO, HEREBY APPROVES THIS AMENDED PLAT THIS ___ DAY OF _______________, A.D., 2023, FOR FILING WITH THE CLERK AND RECORDER OF GARFIELD COUNTY AND FOR CONVEYANCE TO THE COUNTY OF THE PUBLIC DEDICATIONS SHOWN HEREON, SUBJECT TO THE PROVISIONS THAT APPROVAL IN NO WAY OBLIGATES GARFIELD COUNTY FOR THE FINANCING OR CONSTRUCTION OF IMPROVEMENTS ON LANDS, PUBLIC ROADS, HIGHWAYS OR EASEMENTS DEDICATED TO THE PUBLIC, EXCEPT AS SPECIFICALLY AGREED TO BY THE BOARD OF COUNTY COMMISSIONERS BY SUBSEQUENT RESOLUTION. THIS APPROVAL SHALL IN NO WAY OBLIGATE GARFIELD COUNTY FOR THE CONSTRUCTION, REPAIR OR MAINTENANCE OF PUBLIC ROADS, HIGHWAYS OR ANY OTHER PUBLIC DEDICATIONS SHOWN HEREON. ___________________________________ JOHN MARTIN, CHAIRMAN, BOARD OF COUNTY COMMISSIONERS GARFIELD COUNTY, COLORADO WITNESS MY HAND AND SEAL OF THE COUNTY OF GARFIELD. ATTEST:__________________________________ COUNTY CLERK MINERAL OWNERSHIP TO BE PROVIDED BY APPLICANT'S ATTORNEY CERTIFICATE OF DEDICATION AND OWNERSHIP THE UNDERSIGNED, BEING SOLE OWNER IN FEE SIMPLE OF ALL THAT REAL PROPERTY SITUATED IN GARFIELD COUNTY, DESCRIBED AS FOLLOWS: PROPERTY DESCRIPTION A TRACT OF LAND SITUATED IN SECTION 6, TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH P.M. BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE NORTH LINE OF THE GLENWOOD SPRINGS MALL SUBDIVISION WHENCE THE WITNESS CORNER TO THE S1/4 CORNER OF SECTION 34, TOWNSHIP 5 SOUTH, RANGE 89 WEST OF THE 6TH P.M. BEARS N89°13'08"E 866.63 FEET (N38°40'53"E 853.45 FEET FIELD) SAID POINT OF BEGINNING ALSO BEING THE SOUTHEAST CORNER OF THAT PARCEL DESCRIBED AS PARCEL C IN BOOK 1205 AT PAGE 589 IN THE OFFICE OF THE GARFIELD COUNTY CLERK AND RECORDER; THENCE ALONG THE EAST LINE OF SAID PARCEL C N2°44'00"E 605.64 FEET TO THE SOUTH RIGHT-OF-WAY LINE OF COUNTY ROAD NO. 130; THENCE ALONG SAID RIGHT-OF-WAY N89°52'00"E 312.68 FEET; THENCE (CONTINUING ALONG SAID RIGHT-OF-WAY) N89°49'18"E 860.83 FEET TO THE WEST LINE OF THE MEL-RAY SUBDIVISION; THENCE ALONG SAID WEST LINE S1°52'00"W 575.96 FEET; THENCE DEPARTING SAID EAST (WEST) LINE AND ALONG THE NORTH LINE OF SAID GLENWOOD SPRINGS MALL N87°18'00"W 615.36 FEET; THENCE (CONTINUING ALONG SAID NORTH LINE) S47°42'00"W 125.06 FEET; THENCE (CONTINUING ALONG SAID NORTH LINE) N87°18'00"W 476.98 FEET TO THE POINT OF BEGINNING. CONTAINING 689,060 SQUARE FEET, OR 15.819 ACRES, MORE OR LESS COUNTY OF GARFIELD STATE OF COLORADO HAS CAUSED THE DESCRIBED REAL PROPERTY TO BE SURVEYED, LAID OUT, PLATTED AND SUBDIVIDED INTO LOTS AND BLOCKS AS SHOWN ON THIS PLAT UNDER THE NAME AND STYLE OF COOPER SUBDIVISION. THE OWNER DOES HEREBY DEDICATE AS PRIVATE EASEMENTS TO THE PRIVATE USE OF THE OWNERS OF THE LOTS OF SAID SUBDIVISION, THEIR HEIRS AND ASSIGNS, THE EASEMENTS AS SHOWN HEREON; THAT THERE IS ALSO INCLUDED IN THIS DEDICATION, THE RIGHT AND PRIVILEGE TO USE SAID EASEMENTS AS SHOWN ON THIS PLAT TO INSTALL, CONSTRUCT, RECONSTRUCT AND MAINTAIN UTILITIES WITHIN THE WIDTH OF SAID EASEMENTS FOR THE PURPOSE OF SERVING THE LOTS IN SAID SUBDIVISION. SUCH EASEMENT AND RIGHTS SHALL BE UTILIZED IN A REASONABLE AND PRUDENT MANNER. ALL EXPENSE FOR STREET PAVING OR IMPROVEMENTS SHALL BE FURNISHED BY THE SELLER OR PURCHASER, NOT BY THE COUNTY OF GARFIELD; AND OWNER FURTHER DEDICATES THOSE EASEMENTS, AS SHOWN AND DIMENSIONED ON THIS PLAT, AS FOLLOWS: 1. TO THE CITY OF GLENWOOD SPRINGS, COLORADO THOSE EASEMENTS SHOWN AND DESCRIBED HEREON AS "ELECTRIC EASEMENT," "FIBER OPTIC EASEMENT" AND "HYDRANT AND HYDRANT ACCESS EASEMENT" FOR CONSTRUCTION, USE AND MAINTENANCE OF UTILITY INFRASTRUCTURE; 2. TO THE OWNERS OF LOT 1, LOT 2, AND LOT 3, COOPER SUBDIVISION, THAT "PRIVATE ACCESS EASEMENT" SHOWN AND DESCRIBED HEREON, FOR CONSTRUCTION, USE AND MAINTENANCE OF A ROADWAY, SUBJECT TO THAT AGREEMENT RECORDED ___________________, 2023 AS RECEPTION No. ______________; SAID "PRIVATE ACCESS EASEMENT" IS HEREBY DEDICATED TO PUBLIC EMERGENCY SERVICES FOR EMERGENCY ACCESS; 3. TO PUBLIC UTILITY PROVIDERS, THOSE EASEMENTS SHOWN AND DESCRIBED HEREON AS "PUBLIC UTILITY EASEMENT" FOR CONSTRUCTION, USE AND MAINTENANCE OF ABOVE GROUND AND UNDERGROUND PUBLIC UTILITIES; 4. TO THE OWNERS OF LOT 1, LOT 2, AND LOT 3, COOPER SUBDIVISION, THOSE EASEMENTS SHOWN AND DESCRIBED HEREON AS "IRRIGATION EASEMENT", FOR CONSTRUCTION, USE AND MAINTENANCE OF ON-SITE IRRIGATION INFRASTRUCTURE, SUBJECT TO THAT AGREEMENT RECORDED ___________________, 2023 AS RECEPTION No. ______________; 5. TO GARFIELD COUNTY, THOSE EASEMENTS SHOWN AND DESCRIBED HEREON AS "DRAINAGE EASEMENT" FOR CONSTRUCTION, USE AND MAINTENANCE OF STORM DRAINAGE INFRASTRUCTURE; 6. TO THE OWNERS OF LOT 1, LOT 2 AND LOT 3 COOPER SUBDIVISION, THOSE EASEMENTS SHOWN AND DESCRIBED HEREON AS "PRIVATE WATERLINE EASEMENT" FOR CONSTRUCTION, USE AND MAINTENANCE OF WATERLINE INFRASTRUCTURE, SUBJECT TO THAT AGREEMENT RECORDED ___________________, 2023 AS RECEPTION No. ______________; 7. TO WEST GLENWOOD SANITATION DISTRICT, THOSE EASEMENTS SHOWN AND DESCRIBED HEREON AS "SANITARY SEWER EASEMENT" FOR CONSTRUCTION, USE AND MAINTENANCE OF SANITARY SEWER INFRASTRUCTURE, SUBJECT TO THAT AGREEMENT RECORDED ___________________, 2023 AS RECEPTION No. ______________. EXECUTED THIS ___ DAY OF __________________, A.D., 2023. OWNER: GLENWOOD PARTNERSHIP LLLP BY: __________________________________________ __________ _____, AS ______ STATE OF COLORADO ) )SS COUNTY OF GARFIELD ) THE FOREGOING CERTIFICATE OF DEDICATION AND OWNERSHIP WAS ACKNOWLEDGED BEFORE ME THIS ______ DAY OF ___________, A.D., 2023, BY ___________________ AS _________________ OF OF GLENWOOD PARTNERSHIP LLLP. MY COMMISSION EXPIRES: _____________________________ WITNESS MY HAND AND OFFICIAL SEAL. ______________________________ NOTARY PUBLIC TITLE CERTIFICATE I, , AN AGENT AUTHORIZED BY TITLE COMPANY OF THEROCKIES, DO HEREBY CERTIFY THAT I HAVE EXAMINED THE TITLE TO ALL LANDSSHOWN UPON THIS PLAT AND THAT TITLE TO SUCH LANDS IS VESTED IN GLENWOODPARTNERSHIP LLLP, FREE AND CLEAR OF ALL LIENS AND ENCUMBRANCES (INCLUDINGMORTGAGES, DEEDS OF TRUST, JUDGMENTS, EASEMENTS, CONTRACTS ANDAGREEMENTS OF RECORD AFFECTING THE REAL PROPERTY IN THIS PLAT), EXCEPT ASFOLLOWS:______________________________________________________________ ___________________________________________________________. DATED THIS _____ DAY OF ___________________, A.D., 2023. TITLE COMPANY:TITLE COMPANY OF THE ROCKIES1620 GRAND AVE., SUITE BGLENWOOD SPRINGS, CO 81601 __________________________________________AUTHORIZED AGENT PLAT NOTES: 1) THE PROPERTIES SHOWN HEREON ARE SUBJECT TO THE PROTECTIVE COVENANTS FOR COOPER SUBDIVISION, RECORDED _______________, ______ AS RECEPTION NO. ____________, OF THE GARFIELD COUNTY RECORDS. SOPRIS ENGINEERING LLC 502 MAIN STREET SUITE A3 CARBONDALE CO 81623 (970) 704 0311 soprisengineering.com 1 inch = ft. ( IN U.S. SURVEY FEET ) GRAPHIC SCALE 0100 100 200 100 40050 LIENHOLDER'S SUBORDINATION TO BE PROVIDED IF APPLICABLE CENTER RD. ME L R A Y R D . N2 ° 4 4 ' 0 0 " E ͛ 6 0 5 . 6 4 ' S47° 4 2 ' 0 0 " W ͛ 1 2 5 . 0 6 ' N87° 18' 00"W ͛615.36' LOT 7BLOCK 1 LOT 6BLOCK 1 LOT 5BLOCK 1 LOT 4BLOCK 1 LOT 3BLOCK 1 LOT 2BLOCK 1 LOT 1 BLOCK 1 S89° 50' 05"W ͛2628.18' N89° 49' 18"E ͛860.83' N87° 18' 00"W ͛476.98' (BASIS OF BEARING) N89° 49' 59"E ͛2623.99' N89° 52' 00"E ͛312.68' S1 ° 5 2 ' 0 0 " W ͛ 5 7 5 . 9 6 ' LOT 1139,038 SQ FT± 3.192 ACRES± PER THIS PLAT LOT 2 343,213 SQ FT± 7.879 ACRES±PER THIS PLAT LOT 3 206,809 SQ FT± 4.748 ACRES±PER THIS PLAT LOT 5BLOCK 1 LOT 4BLOCK 1 LOT 2BLOCK 1 LOT 1 BLOCK 1 AREA OF STORM SEWER PIPELINE (BENEFITS SUBJECT PROPERTY) PARAGRAPH C.2BK. 852 PG. 861 AREA OF STORM SEWER PIPELINE (BENEFITS SUBJECT PROPERTY) PARAGRAPH C.2BK. 852 PG. 861 30' WIDE UTILITY EASEMENT (NORTHERLY 30' OF MALL PROPERTY)REC. #316244 22' WIDE DRIVEWAY EASEMENT (HATCHED) REC. #336102 FOUND MAGNETIC NAIL IN CONCRETEFLUSH FOUND #5 REBAR & 1.25"YELLOW PLASTIC CAPFLUSHL.S.13501 SOUTH QUARTER CORNERSEC 34FOUND #5 REBAR3" UNDER ASPHALT FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAPFLUSHL.S. 13501 FOUND #5 REBARNO CAPBENT FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAPFLUSH L.S. 19598 FOUND #5 REBAR & ALUMINUM CAP 1" UNDER GROUND SURVEY TECH L.S. 13174 FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAPFLUSHILLEGIBLE FOUND #5 REBAR & 1.25" RED PLASTIC CAPILLEGIBLE FOUND #5 REBAR & 1.25" ORANGE PLASTIC CAPFLUSHL.S. 28643 FOUND 2' WITNESS CORNER #5 REBAR & 1.25"RED PLASTIC CAPFLUSH L.S. 28643 FOUND #5 REBAR & 1.25" (BROKEN) CAP "KKBNA" FOUND #5 REBAR (BENT) DONEGAN ROAD60' RIGHT OF WAY ST O R M K I N G R O A D 60 ' R I G H T O F W A Y ME L R A Y R O A D 30 ' R I G H T O F W A Y LOT 7BLOCK 1 LOT 6BLOCK 1 LOT 3BLOCK 1 30' WIDE ACCESS EASEMENT (BENEFITS SUBJECT PROPERTY) PARAGRAPH C.2BK. 852 PG. 861 FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAP 4" ABOVE GROUND L.S. 13501 GLENWOOD SPRINGS MALL LLLP 336102PARCEL 218506106009WOOD KING LLLP REC. #336102 PARCEL 218506106008 KIP HAMPDEN LLLPPARCEL 218506209011 TWO RIVERS BUILDING CORPORATIONPARCEL 218506209009 FOUND #6 REBARWITNESS CORNERNO CAP FOUND #5 REBARNO CAP MEL RAY SUBDIVISION 170138BOOK 245 PAGE 515 WESTERN HILLS SUBDIVISION REC. #203826 LOT 14 BLOCK 2 LOT 13BLOCK 2 LOT 12BLOCK 2 LOT 11BLOCK 2 LOT 10 BLOCK 2 LOT 9 BLOCK 2 LOT 7BLOCK 3 LOT 8BLOCK 3 LOT 13BLOCK 3 LOT 14BLOCK 3 LOT 1BLOCK 5 LOT 12 BLOCK 5 LOT 11BLOCK 5 LOT 10BLOCK 5 LOT 9BLOCK 5 LOT 8BLOCK 5 SEC. 34SEC. 6 FOUND #5 REBAR &1.25" ORANGE PLASTIC CAPFLUSHL.S. 28643 CHRISTINA GOREPARCEL 218506101008 WJ ENTERPRISES LLCPARCEL 218506101007 LAMBERTO RUIZ & IRMA CRUZPARCEL 218506101004 ARBANEY FAMILY TRUST DTD 4/23/2015 PARCEL 218506101003 KEVIN B WARD & KELLY J WARDPARCEL 218506101002 SUNRAY OZF LLCPARCEL 218506101010 MELRAY OZF LLCPARCEL 218506101009 FOUND #5 REBARNO CAP0.3' ABOVE GROUND FOUND #5 REBAR & 1.25"ALUMINUM CAP0.1' ABOVE GROUNDL.S. 14060 N2 ° 3 5 ' 3 0 " E ͛ 5 0 2 . 6 8 ' Delta=2°46'12"R=300.00' L=14.50' Ch Brg=N01°13'00"E Ch Dist=14.50' N0° 10' 42"W ͛40.50' N87° 17' 33"W ͛105.91' N2 ° 4 2 ' 2 7 " E ͛ 1 6 6 . 0 0 ' N87° 24' 30"W ͛459.36' 247.02' 368.34' 30.0' 30.0' 22.0' 30.0' 20.0'24.0' 19'.0 N2° 42' 27"E ͛29.87' 28 3 . 4 4 ' 32 2 . 2 1 ' PRIVATE ACCESS AND EMERGENCYVEHICLE ACCESS EASEMENTPER THIS PLAT (SEE DEDICATION PARAGRAPH 2) 15' WIDE HYDRANT AND HYDRANT ACCESS EASEMENT GRANTED TO THE CITY OF GLENWOOD SPRINGS PER THIS PLAT (SEE DEDICATION PARAGRAPH 1) 15' WIDE ELECTRIC EASEMENTGRANTED TO THE CITY OFGLENWOOD SPRINGS PER THIS PLAT (SEE DEDICATION PARAGRAPH 1) PRIVATE ACCESS AND EMERGENCYVEHICLE ACCESS EASEMENT PER THIS PLAT (SEE DEDICATION PARAGRAPH 2) PRIVATE ACCESS ANDEMERGENCY VEHICLEACCESS EASEMENT PER THIS PLAT (SEE DEDICATION PARAGRAPH 2) 10' PUBLIC UTILITY EASEMENT PER THIS PLAT (SEE DEDICATION PARAGRAPH 3) 10' WIDE PRIVATE IRRIGATION EASEMENT GRANTED TO THEOWNERS OF LOT 3 PER THIS PLAT (SEE DEDICATION PARAGRAPH 4) 20.0'20.0' PUBLIC UTILITY EASEMENTPER THIS PLAT (WIDTH VARIES) (SEE DEDICATION PARAGRAPH 3) 10' WIDE PUBLIC UTILITY EASEMENT PER THIS PLAT (SEE DEDICATION PARAGRAPH 3) 25' WIDE SANITARY SEWER EASEMENTGRANTED TO WEST GLENWOOD SANITATION DISTRICT PER THIS PLAT (SEE DEDICATION PARAGRAPH 7) 20' WIDE DRAINAGE EASEMENT GRANTEDTO GARFIELD COUNTY (SEE DEDICATION PARAGRAPH 5) PER THIS PLAT 20' WIDE DRAINAGE EASEMENT GRANTEDTO GARFIELD COUNTY (SEE DEDICATION PARAGRAPH 5)PER THIS PLAT 10' WIDE PRIVATEIRRIGATION EASEMENT GRANTED TO THE OWNERSOF LOT 1 AND LOT 2 PER THIS PLAT (SEE DEDICATION PARAGRAPH 4) 15' WIDE HYDRANT AND HYDRANT ACCESS EASEMENTGRANTED TO THE CITY OF GLENWOOD SPRINGS PER THIS PLAT (SEE DEDICATION PARAGRAPH 1) 25' WIDE PRIVATE WATERLINE EASEMENT GRANTED TO THE OWNERS OF LOT 1, LOT 2, AND LOT 3 PER THIS PLAT (SEE DEDICATION PARAGRAPH 6) 5.5' 19.5' 15' WIDE ELECTRIC EASEMENT GRANTED TO THE CITY OFGLENWOOD SPRINGSPER THIS PLAT (SEE DEDICATION PARAGRAPH 1) 10' FIBER OPTICEASEMENT GRANTED TO THE CITY OFGLENWOOD SPRINGSPER THIS PLAT (SEE DEDICATION PARAGRAPH 1) 10' FIBER OPTIC EASEMENTGRANTED TO THE CITY OFGLENWOOD SPRINGS PER THIS PLAT (SEE DEDICATION PARAGRAPH 1) 30' WIDE UTILITY EASEMENT (NORTHERLY 30' OF WOOD KING PROPERTY) REC. #316244 10' PUBLIC UTILITY EASEMENT PER THIS PLAT (SEE DEDICATION PARAGRAPH 3) 15' WIDE HYDRANT AND HYDRANT ACCESS EASEMENTGRANTED TO THE CITY OF GLENWOOD SPRINGS PER THIS PLAT (SEE DEDICATION PARAGRAPH 1) 25' WIDE SANITARY SEWER EASEMENT GRANTED TO WEST GLENWOODSANITATION DISTRICT PER THIS PLAT (SEE DEDICATION PARAGRAPH 7) 25' WIDE SANITARY SEWER EASEMENTGRANTED TO WEST GLENWOODSANITATION DISTRICT PER THIS PLAT (SEE DEDICATION PARAGRAPH 7) 25' WIDE PRIVATE WATERLINE EASEMENT GRANTED TO THE OWNERS OF LOT 1, LOT 2,AND LOT 3 PER THIS PLAT (SEE DEDICATION PARAGRAPH 6) 10' FIBER OPTICEASEMENT GRANTEDTO THE CITY OFGLENWOOD SPRINGS PER THIS PLAT (SEE DEDICATION PARAGRAPH 1) 10' PUBLIC UTILITY EASEMENT PER THIS PLAT (SEE DEDICATION PARAGRAPH 3) 15' WIDE HYDRANT AND HYDRANT ACCESS EASEMENTGRANTED TO THE CITY OFGLENWOOD SPRINGS PER THIS PLAT (SEE DEDICATION PARAGRAPH 1) PRIVATE ACCESS AND EMERGENCYVEHICLE ACCESS EASEMENTPER THIS PLAT (SEE DEDICATION PARAGRAPH 2) 25' WIDE PRIVATE WATERLINE EASEMENTGRANTED TO THE OWNERS OF LOT 1, LOT 2, AND LOT 3 PER THIS PLAT (SEE DEDICATION PARAGRAPH 6) 10' WIDE PUBLIC UTILITY EASEMENTPER THIS PLAT (SEE DEDICATION PARAGRAPH 3) ..\External References\MSB-STAMP COLOR TRANSPARENT.jpg NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTIONBASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TENYEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON. 2/22/2023 - 30017- G:\2020\30017\SURVEY\Survey DWGs\30017.04 Plat 2023\30017.04 PLAT2.dwg PLAT OF:COOPER SUBDIVISION BEING SITUATED IN SECTION 6, TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH P.M. COUNTY OF GARFIELD, STATE OF COLORADO. SHEET 2 OF 2 SOPRIS ENGINEERING LLC 502 MAIN STREET SUITE A3 CARBONDALE CO 81623 (970) 704 0311 soprisengineering.com 1 inch = ft. ( IN U.S. SURVEY FEET ) GRAPHIC SCALE 050 50 100 50 20025LAND USE TABLE EASEMENT LEGEND PRIVATE ACCESS EASEMENT (SEE DEDICATION PARAGRAPH 2) STORM EASEMENT (SEE DEDICATION PARAGRAPH 5) GLENWOOD SPRINGS UTILITY EASEMENTS (SEE DEDICATION PARAGRAPH 1) PRIVATE WATER EASEMENT (SEE DEDICATION PARAGRAPH 6) SANITARY SEWER EASEMENT (SEE DEDICATION PARAGRAPH 7) PUBLIC UTILITY EASEMENT (SEE DEDICATION PARAGRAPH 3) PRIVATE IRRIGATION EASEMENT (SEE DEDICATION PARAGRAPH 4) skaufman@cox.net Kaufman SHEET TITLE SHEET NUMBER ARCHITECTURE Design Group OF SHEETS (316) 618-0448 (316) 618-0048 fax WICHITA,KS 67207 12371 E. LINCOLN CT. ISSUE DATE 5730 5730 5735 5740 5745 5731 5731 5732 5733 5734 5736 5737 5738 5739 5741 574257435744 57465747 OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL XUT X ST B K ST B K ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK 100' STORAGE SETBACK FROM RESIDENTIAL PROPERTY LINE DONEGAN ROAD x x x x x x x x x x x x x x x x x x x x x x x S T O R M K I N G R O A D RO W / B O U N D A R Y ROW/BOUNDARY STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK 735 40 5 5731 732 733 734 736 737 38 39 41 42 3 4 6 7 5748 5749 CENTER DRIVE 12 BUILDING A: 2 STORY STORAGE 285'X180'=51,300 X 2 = 102,600 SF STORM WATER STORAGE & LANDSCAPING L O T 2 : S E M P L A R E A R25' 3' TALL WALL± R25' R25' 30' 8 25' FRONT 40' STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK x x xxxxxx x x x xxxx x x x x > > > > XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XWL XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XUT X >>>>> > > > > > > OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL x x x x x x x x x x x x x x x x x x x x x x x x O E L O E L OE L XWL XWL XWL XWL XWL xxx x x X S D XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS D XS D XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L AVG NATURAL GRADE =103' - 2 1/2" +/- LOW EAVE: 124' HEIGHT TO LOW EVE: 20' 9 1/2" ROOF RIDGE (PEAK): 127' 9" NOT VISIBLE DUE TO .5/12 SLOPE HEIGHT TO MAIN ROOF RIDGE: 24' 6 1/2" MAIN ROOF MIDPOINT: 125' 10 1/2" HEIGHT TO MAIN ROOF MIDPOINT: 22' 8" MAIN ROOF ANALYSIS: THE MAIN ROOF IS A .5/12 SLOPED ROOF WITH A ROOF RIDGE BISECTING THE BUILDING (SHEDDING WATER N AND S) HEIGHT FROM NATURAL GRADE TO MIDPOINT OF THE MAIN ROOF IS 22' 8" WHICH COMPLIES WITH SUP MAX 25' BUILDING HEIGHT HEIGHT = 24' 9/2"HEIGHT = 23'9"HEIGHT = 24' 3 1/2" AVG NATURAL GRADE = 103' - 2 1/2" +/- ANALYSIS FOR COMPLIANCE TO MAX 25' BUILDING HEIGHT TO MID POINT OF EACH DECORATIVE SLOPED ROOF CALCULATIONS AND TEXT NOTES Calculation for Average grade (using current existing grade: NE Corner Elevation: 5736.9 SE Corner Elevation: 5730 NW Corner Elevation: 5740 SW Corner Elevation: 5732 Average Elevation: 5734.72; which translates to 103' 2 1/2" grade shown on plans 5720 5725 5718 5719 5721 5722 5723 5724 5726 5730 5730 5735 5740 5745 5731 5731 5732 5733 5734 5736 5737 5738 5739 5741 5742 5743 5744 57465747 OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL STBK STBK STBK STBK STBK STBK STBK 5 7 2 5 57 3 0 5735 5740 5745 572 3 5 7 2 4 57 2 6 5 7 2 7 57 2 8 57 2 9 5731 5732 573 3 57 3 4 5736 5737 573 8 573 9 5741 574 2 57 4 3 57 4 4 5746 5747 5748 5748 57495749 >> > > > >> >>>>>> > >>>>>>>>>>>>>>> > >>>>>>>>>>>> > > > > > > > > >> > > > > OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OE LOE L OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OE L XS D XSD XSD XSD XSD XSD XS D XSD XS D XS D XS D XS D XS D XS D XS D XS D XS D XSD XSD XSD XSD XSD X S D X S D ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K ST B K STBK STBK ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK 6''SA 6''SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA 8' ' SA 8' ' SA s E UE L s 6 ' ' S A 6 ' ' S A 6''SA 6''SA PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D E U E L U E L U E L U E L E IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR IRR ST ST IR R IR R IR R IR R IR R IR R IR R IR R IR R ST >>>>>>>>>>>>>>>>>>>> > > > > > > > > > > > >>>>>>>>>>>>>>>> > > > > > > > > > > > > > > > > > > > > > >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> > > > > > > > > > > > > > > > > > > > > > > > > > > > >>>>>>>>>>>>>>>>>>>>>> BUILDING A, 2-STORY STORAGE 102,600 S.F. BUILDING B : FLEX, 1 STORY 34,000 S.F. BUILDING C : FLEX, 1 STORY 20,625 S.F. LOT 3 : FUTURE DEVELOPMENT 4.748 AC. LOT 2 : STORAGE, FLEX, EMPLOYEE UNITS. 7.879 AC. LOT 1 3.192 AC. 0'40' Scale: 1"=40' N piñon sage landscape architects carbondale, CO, 81623 devin@pinonsage.com (970) 379.0816 GL E N W O O D B U S I N E S S C E N T E R GA R F I E L D C O U N T Y , C O L O R A D O PS job# - 240drawn - DG ckd - DG revisions description#date L1.0 LANDSCAPE PLAN 80' SHRUB AND EVERGREEN SCREEN PLANTING PLAN KEY LANDSCAPE KEY EXISTING DECIDUOUS TREE PROPOSED MAPLE TREE EXISTING EVERGREEN TREE PROPOSED MALUS SPP. TREE PROPOSED EVERGREEN TREE PROPOSED SHRUBS CONCRETE PATHS DROUGHT TOLERANT NATIVE GRASS/WILDFLOWER MIX DECORATIVE STONE GRAVEL ISSUE DATE - 2/14/23 MINOR SUBDIVISION REVIEW DECIDUOUS TREES (total # of deciduous trees 53) BOTANICAL NAME COMMON NAME QTY.SIZEABBR.PLANTING SCHEDULETREE LIST 14Malus species TBD Flowering Crabapple 2.0" cal402.0" calAcer species TBD Maple EVERGREEN TREES (total # of evergreen trees 13) 12 8' hgt.Pinus species TBD Pine 1. IF ACTUAL SITE CONDITIONS VARY FROM WHAT IS SHOWN ON THE PLANS, CONTACT THE LANDSCAPE ARCHITECT FOR DIRECTION AS TO HOW TO PROCEED. 2. VERIFY PLANT COUNTS AND SQUARE FOOTAGES: QUANTITIES ARE PROVIDED AS OWNER INFORMATION ONLY. IF QUANTITIES ON PLANT LIST DIFFER FROM GRAPHIC INDICATIONS, THEN GRAPHICS SHALL PREVAIL. 3. CONTACT THE LOCAL UNDERGROUND UTILITY SERVICES FOR UTILITY LOCATION AND IDENTIFICATION. 4. PERFORM EXCAVATION IN THE VICINITY OF UNDERGROUND UTILITIES WITH CARE AND IF NECESSARY, BY HAND. THE CONTRACTOR BEARS FULL RESPONSIBILITY FOR THIS WORK AND DISRUPTION OR DAMAGE TO UTILITIES SHALL BE REPAIRED IMMEDIATELY AT NO EXPENSE TO THE OWNER. 5. PROVIDE MATCHING FORMS AND SIZES FOR PLANT MATERIALS WITHIN EACH SPECIES AND SIZE DESIGNATED ON THE DRAWINGS. 6. SEE IRRIGATION NOTES FOR TYPES OF IRRIGATION. 7. CUT AND REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. 8. SMALL BARK ORGANIC MULCH SHALL BE APPLIED AT A DEPTH OF THREE (3) INCHES, AND AS APPROPRIATE TO EACH SPECIES. SHALL BE APPLIED TO THE SOIL SURFACE, NOT AGAINST THE PLANT STEM OR HIGH AGAINST THE BASE OF TRUNKS TO MINIMIZE DISEASE. MULCH TO BE MIX OF 50% SOIL PEP / 50% SMALL NUGGET. PLANTING NOTES WILDFLOWER PAWNEE BUTTE SEED MIXES (7.0%) Perennial Lupine (6.0%) Sweet Williams Pink (6.0%) Blue Flax (5.0%) Annual Baby's Breath (8.0%) Tall Blue Cornflower (9.0%) California Poppy (8.0%) Iceland Poppy (3.0%) Western Yarrow (12.0%) Rocky Mountain Penstemon (6.0%) Blanketflower (14.0%) Wild Geranium (8.0%) Arrowleaf Balsamroot (8.0%) California Bluebell LANDSCAPE SEED MIXES WILDFLOWER SEED MIX - CUSTOM PER MANUFACTURER NATIVE PAWNEE BUTTE DRY NATIVE MTN MIX Mountain Bromegrass Streambank Wheatgrass Thickspike Wheatgrass Slender Wheatgrass Arizona Fescue Beardless Bluebunch Wheatgrass Sandberg Bluegrass Prairie Junegrass Bottlebrush Squirreltail DECORATIVE STONE GRAVEL BORDERS STORM WATER DRAIN STORM WATER DRAIN STORM WATER DRAIN STREET TREES AND EVERGREENS PLANTED SOUTH OF SIDEWALK TO ALLOW FOR BETTER GROWTH ROW PLANTING BETWEEN CURB AND SIDEWALK TO BE NATIVE GRASS EXISTING STREET TREES TO REMAIN EXISTING VEGETATION SCREENING TO REMAIN DECORATIVE STONE GRAVEL - SNOW STORAGE AREA NATIVE SEED RE-VEGETATION TO BE PLACED WHERE DISTURBANCE OCCURS BOULDER RETAINING April 26, 2023 Haley M. Carmer, Esq. Garfield & Hecht, P.C. hcarmer@garfieldhecht.com RE: Cooper Subdivision of Glenwood Business Center, Garfield County, CO – Minor Subdivision Submission SE Job # 30017.04 Haley, Sopris Engineering, LLC (SE) has prepared the following Engineering Letter for the Minor Subdivision Submission for the proposed Cooper Subdivision (site) in Garfield County, CO. The site will subdivide the existing Glenwood Business Center site into 3 lots. The site is being developed in compliance with the existing Special Use Permit (SUP) conditions approved by the county in 1981. The subject property is located directly north of the West Glenwood Mall, north of State Highway 6, east of Storm King Road, south of Donegan Road, and west of the residential units along the west side of Mel Ray Road. The current parcel area is approximately 15.82 acres. Proposed Lot 1 is the 3.192 acre developed site in the southwest corner. Lot 1 includes two existing commercial office/warehouse buildings and associated parking which will remain. Proposed Lot 2 is 7.879 acres and will include a self-storage and two commercial office/warehouse buildings. Proposed Lot 3 is 4.748 acres and is reserved for future commercial office/warehouse use. The civil plans show a preliminary layout on Lot 3 for review but Lot 3 will currently remain as undeveloped land. This engineering report has been divided consistent with the Article 7 Standards of the Garfield County Land Use and Development Code (code). The applicable Article 5-301.C. Review Criteria items addressed here are also noted. The proposed improvements are shown on the civil plans included with this application. Existing Conditions SE has prepared an Improvement Survey Plat (ISP) of the subject property which is included in the application. For the ISP, SE researched the referenced Title Commitment to show easements on and off site that benefit or encumber this property. Note that a recorded easement document for the existing utilities along the east and south property line was not found. Proposed utility easements are shown on the preliminary plat included with this submission. The plat shows the necessary easements per Article 5-301.C.5 7-104. SOURCE OF WATER (5-301.C.3): The City of Glenwood Springs water system currently serves Lot 1. Lot 2 & 3 will be served by the city potable water system. The City Public Works department has provided a September 14, 2022 will serve letter for proposed development on Lot 2 and 3 which is included in the appendix to this letter. The existing city water main lines exist; on the north side of Donegan north of the site, under Storm King Road to the west, on the mall property adjacent to the south property line, and on the north side of Center drive onsite. There are currently two existing hydrants on the south side of Lot 1, one hydrant on the south side near the Lot 2/Lot3 line, and two hydrants on the north side of Center Drive on Lot 2. Per the survey and as-builts prepared by Lot 1, there are several existing water service tees at several locations on the south side of Lot 2. As noted in the will serve letter, this site owns water shares in the Reynolds & Cain ditch. The water shares will be transferred to city in proportion to the percentage of area developed. Water shares will then be leased back to the development to be used for raw water irrigation. SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 2 The City will serve letter estimates water usage at 60.26 EQRs for lots 2 & 3 based on the anticipated commercial use build out areas from the County SUP. Our estimate of Lot 2 water usage is summarized in Table 1 below. Note that Self-Storage uses are very low water uses that are not listed in the City of Glenwood Springs EQR schedule. The self-storage EQR rate included below is from rates SE has used on other self-storage projects in other municipalities. Final EQRs will be confirmed with the City of Glenwood Springs. TABLE 1 - WATER USAGE SUMMARY Lot 2 Use # Baths SF+/- # Units EQR/Unit* # EQRs GPD/EQR GPD -Storage N/A 97,500 1,000 SF 0.050 4.88 350 1,708 -3 Bed 2 N/A 3 1.000 3.00 350 1,050 -Commercial N/A 54,625 1,000 SF 0.300 16.39 350 5,737 Subtotal = 152,125 Subtotal = 24.27 Subtotal= 8,495 Lot 3 Use # Baths SF+/- # Units EQR/Unit* # EQRs GPD/EQR GPD -Commercial N/A 48,500 1,000 SF 0.300 14.55 350 5,093 TOTAL = 200,625 TOTAL = 38.82 TOTAL = 13,587 50% Raw Water Irrigation Reduction = 19.41 6,794 *EQRs calculated per GW EQR schedule except for self storage uses. EQRs will be confirmed with City for building permit. 7-105-A. CENTRAL WATER DISTRIBUTION Potable Water: The proposed connection locations, onsite water mains, water services and fire hydrants are shown on Sheet C3.0. With Lot 2, the water main will be extended in Center Drive and up to Donegan on Chapparal Drive. With future Lot 3 improvements, the water main will be extended in Center Drive and down the east property line to the existing main at the SE corner of the site. The three connections to the existing potable water main will provide redundancy and increased flows onsite and offsite. SE will confirm the final fire hydrant and building water service size and locations during the building permit process. Irrigation Water SE has walked the existing irrigation system for this site with the owner. The existing site has irrigation water rights from the Reynolds and Cain Ditch. An existing pump station is north of Lot 2 on the piped main ditch alignment. A 6” pressurized irrigation line and a gravity line extend to the site under Donegan Road to the north property line. In the City will serve letter ditch shares will be deeded to the City and then will be leased back to the site for site irrigation. A summary of the Reynolds and Cain ditch shares is summarized below. # Shares CFS GPM GPM/SHARE 8,420 4.21 1,889.45 0.2244 Lot 1 uses this irrigation system to irrigate the existing landscape areas onsite. The existing irrigation system also irrigates the landscape area in the Storm King Road right-of-way that adjoins this property. Lot 2 will use the existing pressurized irrigated system. Lot 3 will continue to be flood irrigatied with the gravity system from the Reynolds and Cain Ditch. The existing gravity irrigation enters the site on Lot 2, and will be extended east along the north boundary line to Lot 3. The assumed irrigated area equals the percentage of Lot 2 that is proposed as landscaping. SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 3 The preliminary site irrigation calculations are included in Table 2 below. Based on this preliminary analysis the site will require 365 shares to provide irrigation for the site landscaping. The approximate irrigation areas will be confirmed based on the final site plans and will be final coordinated with the City of Glenwood Springs. Table 2: Irrigation Summary Lot 1 Lot 2 Lot 3** Total Irrigation Area (SF)= 42,170 91,226 55,011 188,407 Irrigation Area (AC)= 0.97 2.09 1.26 4 Peak Irrigation depth/day (in) = 0.25 0.25 0.25 0.25 Peak Irrigation depth/day (ft)= 0.0208 0.0208 0.0208 0.0208 Volume (CF/day) = 879 1,901 1,146 3,925 Volume (gpd) = 6,572 14,217 8,573 29,362 Irrigation period (hr) 8 8 8 8 Irr flow rate (gph) 821 1,777 1,072 3,670 Irr flow rate (gpm) 13.69 29.62 17.86 61 Assumed irrigation efficiency 75% 75% 75% 75% Adjusted, Final Irr flow rate (gph) 1,095 2,370 1,429 4,894 Adjusted, Final Irr flow rate (gpm) 18.26 39.49 23.81 82 # of Ditch Shares* 82 176 107 365 Notes: *= 1 Share = 0.2244 gpm ** Lot 3 irrigated area is assumed equal to the percentage of irrigation on Lot 2 The pump station will be evaluated and will be used until demands exceed the pump ability or the pump needs to be replaced. The pump station will also be upgraded as necessary to meet the build out demands. Irrigation water flowing in the gravity line will daylight at the northwest corner of Lot 3 until that lot develops. The gravity line will then be eliminated as flood irrigation will no longer be needed. The irrigation system will be shared for the entire site, and an agreement for maintenance will be put in place. Additional irrigation details will be provided for the final building permit submittal. 7-105-B. CENTRAL WASTEWATER DISTRIBUTION (5-301.C.6) Lot 1 is currently served by the West Glenwood Sanitation District (WGSD). Lot 2 will also be served by the WGSD. The WGSD has provided an August 25, 2022 will serve letter which is included in the appendix to this letter The existing sewer main on the north side of the mall is owned and maintained by the WGSD. This main line extends from the mall to the south-central portion of Lot 2. There is also an existing private sanitary sewer main line which extends onsite from the WGSD main line through Lot 1. This line was TV inspected in October of 2020, and at that time the WGSD indicated that this line was in good condition and could be added to the district. The WGSD will serve letter estimates water usage at 50.22 EQRs based on the anticipated commercial use build out areas from the County SUP. The estimate of sewer usage for Lot 2 is summarized in Table 3 below. Note that Self Storage uses are very low water uses that are not listed in the WGSD EQR schedule. The self-storage EQR rate included below is from rates SE has used on other self-storage projects in other municipalities. SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 4 TABLE 2 - SEWER USAGE SUMMARY Lot 2 Use # Baths SF+/- # Units EQR/Unit* # EQRs GPD/EQR GPD -Storage N/A 97,500 1,000 SF 0.050 4.88 300 1,464 -3 Bed 2 N/A 3 1.000 3.00 300 900 -Comm-Office (20%) N/A 10,925 1,000 SF 0.300 3.28 300 984 -Comm-Warehouse (80%) N/A 43,700 1,000 SF 0.200 8.74 300 2,622 Subtotal = 152,125 Subtotal = 19.90 Subtotal= 5,970 Lot 3 Use # Baths SF+/- # Units EQR/Unit* # EQRs GPD/EQR GPD -Comm-Office (50%) N/A 24,250 1,000 SF 0.300 7.28 300 2,184 -Comm-Warehouse (50%) N/A 24,250 1,000 SF 0.200 4.85 300 1,455 Subtotal = 48,500 Subtotal = 12.13 Subtotal= 3,639 TOTAL = 200,625 TOTAL = 32.03 TOTAL = 9,609 *EQRs calculated per WGSD EQR schedule except for self storage uses. EQRs will be confirmed with WGSD for building permit. The proposed connection locations, onsite sanitary sewer mains, and services are shown on C3.0. The existing sewer main on Lot 1 will provide for sanitary sewer services to be extended to Building A and B on Lot 2. A new sewer main will extend from the terminal sewer manhole on the mall property north under Chapparal Drive to serve Building B and C on Lot 2. This sewer main will also provide for future sewer service to Lot 3. SE will coordinate the sanitary service connection and EQR rate with the WGSD during the building permit process. 7-106. PUBLIC UTILITIES The existing site utilities are shown on the existing condition base map. Based on our research to date it is our understanding that all utilities have capacity and will serve the proposed site. Proposed utility improvements are discussed here and will be final detailed for the building permit submittal. The proposed utility improvements are shown on Sheet C3.0. Electric: Lot 1 is currently served by the City of Glenwood Springs electric department. City electric mains exist on the north, south, and east side of Lot 2. The City Public Works department has provided a September 14, 2022 will serve letter which is included in the appendix to this letter. The proposed electric main lines and transformers will extend from the existing infrastructure to serve each building on Lot 2. The locations and infrastructure details will be coordinated further during the building permit process with electrical building load calculations. Fiber Optic: City of Glenwood Springs fiber optic lines exist adjacent to the site. Fiber optic service is included in the City’s will serve letter. Per the utility locates performed for the existing conditions survey, fiber lines exist along the east and south property line, and extend onsite on the south side of Lot 1 to serve the existing onsite office buildings. The fiber optic line is shown extending from the south along the Lot2/3 line, west along Center Drive and north to Building A. SE will continue coordination with City Public Works to confirm the existing fiber line locations and the proposed alignment onsite. Telephone/Cable: SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 5 SE has had limited communication with telephone and cable. The ISP utility locates show that communications utilities are directly adjacent to the site. The telephone and cable alignments are not shown specifically on sheet C3.0. We anticipate the alignments will generally follow the electric alignment onsite. Natural Gas: SE coordinated and received a natural gas will serve letter from Black Hills Energy during development proposals in 2020. The proposed development is in line with existing uses onsite. Existing gas lines are on the north, west, and south sides of the site. The proposed natural gas main lines will connect to existing in Storm King Road, extend east onsite to Chapparal Drive and extend south to the existing main line on the mall property. SE will coordinate the connection locations, main lines, and services with Black Hills Energy as the design progresses. B. Approval of Utility Easement by Utility Company Utility easements have been drafted on the Preliminary Plat. Final utility easements will be coordinated with final design and with the respective utility provider prior to final site design. 7-107. ACCESS AND ROADWAYS (5-301.C.4): A. Access to Public Right-of-Way / B. Safe Access The site is directly adjacent to Storm King Road and Donegan Road which are both owned and maintained by Garfield County. The adjacent roads are part of the larger street network with direct connection to State Highway 6 and Interstate 70. The site has two existing accesses to Storm King Road which will be maintained. Lot 1 has an existing access at the south west corner of the site. No improvements are proposed to this access. The subdivision will share the Center Drive access to Storm King Road, which is the existing street on the north side of Lot 1. In coordination with Lot 1, the island at the Center Drive intersection will be lengthened to the east and the first parking intersection on the south side will be removed and replaced with curb and landscaping. This change will improve the traffic flow on Lot 1 and at the Center Drive intersection with Storm King Road. The subdivision has a second primary access connection to Donegan Road across from Chaparral Circle. A new driveway permit for the Lot 2 access at Chapparal Drive will be obtained. Offsite Improvements: In addition to the onsite improvements, the development will provide drainage and sidewalk improvements along the south side of Donegan Road. SE has studied the existing conditions of Donegan Road and the areas north of the site in detail. The longitudinal grade of Donegan Road adjacent to the site is very flat east to west north of Lot 2. Because of this a detached sidewalk section with an 8.5’+/- wide borrow/drainage swale has been proposed. The existing sheet flow storm water runoff condition is thus maintained. Drainage swales are proposed to direct storm water to storm sewer inlets, and is discussed in more detail in section 7-204 below. The detached sidewalk maintains the current snow plow condition, improves the drainage, provides for water quality swales, and would allow for future parallel parking and curb and gutter condition. C. Adequate Capacity / E. Impacts Mitigated Refer to the separate traffic Study prepared by Kimley Horn. D. Road Dedications. Center Drive and Chapparal Road will be owned and maintained by the Cooper Subdivision lot owners. The preliminary plat shows the proposed access and utility easement which covers the road and intersection SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 6 improvements. The remaining road improvements provide access for offsite parking, loading, and emergency vehicles as necessary. F. Design Standards The design standards and improvements are shown on the civil plans. The road intersections at Storm King and Donegan are aligned with existing roads. The road widths and intersection geometry will provide for larger delivery vehicles throughout the site. The roads are looped or provide for hammer head turnarounds. Center Drive and Chapparal Drive will be private roads with 400+/- average daily trips. We have compared the proposed road improvements to the Garfield County secondary access road standards from table 7-107 below. Comparison to Table 7-107: Roadway Standards Design Standards Secondary Access Site Access Design Capacity (ADT) 201 – 400 400+/- Minimum ROW Width 50 N/A Lane Width (Feet) 11 12.5 Shoulder Width (Feet) 6 N/A, Curb Ditch Width (Feet) 6 N/A Cross Slope 2% 2% Shoulder Slope 5% N/A Design Speed N/A N/A Minimum Radius (Feet) 80 200 Maximum % Grade 10% 10% Surface Chip/Seal or Gravel Asphalt Street lights, signage, and striping will all be coordinated with the County prior to building permit. 7-109. FIRE PROTECTION (5-301.C.7) The site will have good emergency access from Storm King Road and from Donegan Road. The internal streets and parking access aisles have been designed to provide access to all fire trucks and other emergency vehicles. SE will coordinate with the Glenwood Springs Fire District during the building permit approval process to confirm access, staging, and fire protection hydrant and connection requirements. The existing and proposed water mains and fire hydrants will provide water for fire protection. As discussed above the main line size and looped connection will maximize the flow rates onsite and provide redundancy with two connections to the existing main lines. 7-204 DRAINAGE AND EROSION The grading and drainage concept will comply with the Garfield County code requirements. The proposed onsite street and parking improvements will be treated for water quality. Offsite runoff which flows onsite will be routed through the site. Refer to the civil grading and drainage plan for preliminary design and details. The final grading and drainage plan and details will be provided for the building permit submittal. A. Erosion and Sedimentation The site improvements proposed will disturb more than one acre. Appropriate permits will be obtained from the Colorado Department of Public Health and Environments (CDPHE) National Pollutant Discharge Elimination System. SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 7 Standard erosion and sedimentation best management practices (BMP’s) will be applied to this site. These BMP’s are primarily grouped for two stages of the development; the construction phase and the post development phase. The main emphasis for both stages is on soil erosion and sediment transport controls. The proposed BMPs are noted and detailed on the civil plan set. B. Drainage The site grading and drainage has been developed to provide positive drainage away from all structures, and in coordination with the area storm drainage pattern. The offsite and existing conditions are described below followed by the proposed drainage improvements. The existing site is directly connected to the existing storm sewer main lines on the mall property. These storm sewer lines flow down to State Highway 6 and then flow west to daylight in the Mitchell Creek culvert under Highway 6. This pipe termination is approximately 400 feet upstream of the Mitchell creek confluence with the Colorado River. The Glenwood Business Center has agreements with the mall site that indicates the existing storm sewer system was designed for and will accept the developed 5 year storm event from onsite. At a minimum the site storm water runoff will be detained to the 5 year developed storm. Offsite: SE has walked the drainage areas above and below the site, researched storm water as-builts and reviewed old drainage reports. From this research we have prepared a preliminary drainage model in order to understand drainage impacts and to approximate the storm water infrastructure necessary. As described below, the majority of the offsite storm water runoff flows around the site in Storm King Road and Mel Ray Road. The small drainage basin directly north of the site will be routed through the site. Offsite drainage is shown on Sheets C2.5. The drainage basins above the site are complicated by the existing streets and residential development. Prior to development, the drainage basins followed the natural topography. With development, the storm water runoff flows around structures down to the streets. Each street has a local high point. The storm water runoff flows east and west in drainage channels and in the curb & gutter. There is evidence of reactionary drainage infrastructure including low berms and walls on the downstream side of the street. These apparently have responded to flood events to divert flow around individual properties. The majority of storm water above the site ends up in the streets which generally direct storm water east and west. West of the site and north of Donegan Road, storm water runoff flows down to Donegan Road and then is carried east in the street curb section to the intersection with Storm King Road. If the curb does not have capacity, the storm water will overtop and flow south through residential properties and the Two Rivers Community School. The offsite storm water runoff from this point will flow down Storm King Road following existing patterns. Storm water from this part of the offsite basin doesn’t enter the subject site. East of the site and north of Donegan Road, storm water flows down to the Donegan Road and Mel Ray Road intersection. A large offsite basin extends to the north, northeast up to an elevation of 9,200+/-. With the existing residential development, the exact storm water runoff pattern is not readily discernible. Storm water runoff from this basin does appear to concentrate at Mel Ray Road. During larger storm events some storm water runoff may reach the east end of the site on Lot 3. With future development Lot 3 will accommodate storm water runoff along the east end. This matches the existing condition. Directly north of the site, the offsite storm water is limited to the runoff from the residential lots directly adjacent to Donegan Road or the residential lots above that. As noted above, the streets above the site consistently direct runoff east and west. Runoff that hits Donegan Road generally appears to stage up to the crown of Donegan Road and sheet flow south on to the subject site. Donegan Road has local high and low points with very flat grades east and west. SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 8 The existing office buildings on Lot 1 in the Southwest corner of the overall site are modeled as offsite drainage. Storm water runoff is directed to curb inlets and storm sewer pipe which flows to the south to connect to existing storm sewer infrastructure on the north side of the mall. South of the site, SE has reviewed drainage as-builts prepared for the Lot 1 office buildings. The as-builts detail the storm sewer infrastructure on Lot 1 and on the north side of the mall. Two 24” storm sewer pipes were extended to service the proposed Lot 2 and Lot 3. Per the the agreement with the mall property mentioned above, the development onsite can connect to the storm drain system up to the 5 year developed storm. On the mall property, roof runoff and parking lot runoff is directed to curb inlets and storm sewer pipes which increase in size as runoff flows to the west. The storm sewer turns south in a manhole adjacent to Storm King Road and flows in a 42” pipe (per the as-builts) to the northeast corner of the intersection Storm King Road and Highway 6. The storm sewer pipe then turns to the west under Highway 6 and tees into the 72” Mitchell Creek culvert approximately 20’ downstream of the 72” upstream pipe inlet. SE has confirmed the alignment of the storm sewer in the field and also confirmed pipe sizes where possible. Onsite Existing: The existing undeveloped site generally slopes down from north to south at moderate slopes. Two concrete storm sewer inlets extend to Lot 2; one at the west central portion of Lot 2 north of the existing office building development, and the second at the east central portion on the south side of Lot 2. The existing site appears to be in good condition with no evidence of flooding or erosion. C. Stormwater Run-Off Offsite Existing: The storm water runoff from the large offsite basins do not flow onsite as described above. Offsite basins have been analyzed and included in this report for reference and general sizing of drainage infrastructure. The peak runoff rates for the offsite basin were analyzed for the 25 year- 24 hour storm event using the Soil Conservation Service (SCS) TR-55 hydrologic method. Time of Concentration calculations were performed using the TR-55 method. Hydraulic routing of sub basins was calculated using hydrodynamic link routing. All calculations and analysis were accomplished using the Autodesk Storm and Sanitary Analysis program. Drainage basin soil information was obtained from the Natural Resource Conservation Service (NRCS) soil survey. Composite curve numbers (CN) for the TR-55 method considered the existing soil conditions and the proposed impervious and landscape areas. The existing offsite 25 year drainage conditions are summarized on civil sheet C2.5. Calculations are included in Appendix B of this report. Developed Onsite: Onsite and offsite drainage basins directly north of the site were analyzed using the Rational Method (Equation 1), as the cumulative total of tributary offsite and onsite basins are less than 90 acres. Equation 1: Q = C* I * A Q = Runoff Flow Rate (cfs); C = Runoff Coefficient I = Rainfall Intensity (in/hr); A= Area of Basin (acres) The runoff coefficient (C) is a variable that represents the ratio of runoff to rainfall volumes during a storm event. The determination of C mainly depends on the soil type, watershed impervious and storm event frequency. SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 9 The soil type was determined from the soil survey provided by the National Resource Conservation Service (NRCS). The onsite soils consist of Type ‘C’ Hydrologic Soils. Type 'C' soils have a slow infiltration rates with moderately fine or fine textured soils. Each drainage basin was studied to determine the percent of impervious area. The Mile High Flood District (MHFD)(formerly UDFCD) out of Denver, CO has developed runoff coefficient tables in Chapter 6 of Volume 1 of their Urban Storm Drainage Criteria Manual. Table 6-5 is included for reference in Appendix B of this report. This table was used to determine the corresponding 5 and 25-year weighted average runoff coefficients based on a Type C hydrologic soil classification. The design rainfall duration used in the Rational Method is referred to as the time of concentration. The time of concentration is the cumulative travel time, including overland flow and channelized flow, for runoff to get from the furthest point upstream of a basin to a designated design point. The existing basins' time of concentration was calculated using the TR-55 method. A minimum time of concentration of 10 minutes was used for all developed basins given the size of the basins, the percent impervious, and the relatively short travel distances. The rainfall intensity was derived from the NOAA 14 Intensity Duration Frequency (IDF) Curve for Glenwood Springs, CO. The site has been analyzed for the existing and developed peak rainfall runoff for storm water system sizing. As mentioned above the mall site has storm sewer infrastructure that can accept the 5 year developed storm from this site. The rate of runoff for the 25 year event will be restricted to the 5 year developed rate by an orifice outflow. The runoff rates are summarized on civil sheet C2.6. Calculations are included in Appendix B of this report. Storm water runoff will be routed on the surface via sheet flow and in drainage swales, and then will be routed in storm sewer pipes to detention ponds. The proposed Lot 2 and the future Lot 3 improvements will provide water quality treatment for the street and parking improvements. Roof runoff and storm water runoff from landscape and park areas are not contaminated by hydrocarbons and will have separate storm sewer pipes that bypass the water quality treatment to flow direct to the detention system. Water Quality treatment will include drainage swales and water quality manholes. The storm water runoff patterns and water quality treatment are described more fully below. Basin DE-02A: includes most of Building A on Lot 2. Storm water runoff from the streets will flow through curb openings to drainage swales, or will be collected in curb inlets to flow to the storm manhole in the detention basin on the south side of the building. The stormwater around Building A has short travel paths to vegetated areas, and minimizes directly connected impervious areas. Roof runoff will be collected in small diameter pipes and will be routed separate from the street runoff to the storm manhole on the south side of the site. The storm manhole will provide an orifice bleed off to control the outflow to the existing storm. Basin DE-02B: includes the landscape areas north of building A and B, the north side of Building B, a small portion of Chapparal Drive, and the west half of building B on Lot 2. Storm water runoff will be treated primarily by water quality treatment manholes which are described as vortex hydrodynamic separators. These manholes are designed to remove at least 80 percent of Total Suspended Solids (TSS) while capable of carrying 100 percent of the design peak flow. The north side of building B has higher grades on all sides. Multiple storm structures provide redundant inlet locations. The landscape areas on the west side of the building has a drainage swale which direct storm water to the detention pond. Roof runoff will be collected in small diameter pipes and will connect to the storm sewer downstream of the treatment manholes. The combined storm water will then flow to the storm manhole and detention south west of SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 10 building B. The storm manhole will provide an orifice bleed off to control the outflow to the downstream storm sewer. Basin DE-02C: includes Center Drive, the east half of Building B roof runoff, Building C roof runoff, Chapparal Drive, and the south side of building C. Street runoff from Center Drive and Chapparal Drive will be treated by water quality treatment manholes. The street and parking south of Building C will flow through curb openings to the drainage swale and detention on the south side of the basin. Storm water runoff from the upper portions of the basin will be routed in storm sewer pipes down to the detention basin. Roof runoff will be collected in small diameter pipes and will be routed separate from the street runoff or will connect to the storm sewer downstream of the treatment manholes. The storm water will then flow to the storm manhole or daylight in the drainage swales. The storm manhole will provide an orifice bleed off to control the outflow to the existing storm. Basin DE-03 is the future development parcel east of Chapparal Drive. The existing site will remain undeveloped and the existing drainage conditions will remain. With future development storm sewer, water quality, and detention infrastructure will be detailed as necessary in compliance with the site storm water requirements. A draft of the drainage improvements is shown on the site and grading plans which is consistent with the Lot 1 and Lot 2 improvements. Storm water runoff from future development will be routed to the detention basin on the south side of Building C. As described above, offsite storm water runoff from Donegan Road and the residential area directly north of the site enters the site. This storm water runoff will be captured in storm inlets constructed within Donegan Road, and will routed through the site maintaining the historic flow path. The east portion of the runoff will flow onto Lot 3 maintaining the existing condition. With development on Lot 3 the offsite storm will be routed around the Lot 3 improvements. The new landscape strip and storm inlets will collect the storm water runoff from the area north of Lot 2 and route it to the existing storm sewer infrastructure south of the site. Final details and calculations for drainage and water quality will be provided with the building permit submittal. 7-302. OFF-STREET PARKING AND LOADING STANDARDS Parking: Refer to sheet C1.0 for the parking layout and breakdown by type. Lot 1 has a total of 112 parking spaces with 4 handicap parking spaces. Lot 2 parking is summarized on Sheet C1.0. Final parking counts will be performed for each building permit submittal. Note for building A, the self-storage parking number provided is based on the storage company’s experience with multiple storage units across the country. Note also for building B and C the parking calculation is per the rate required at the time of the existing SUP approval. The current code requirements would require less parking. Loading: The building A road widths at the storage units and the building entrances is 32’ wide. This provides for an 8’ wide loading zone. Building B and C have wide access aisles and parking spaces assigned to specific units will allow for vehicles to be moved as necessary for loading/unloading. Final details will be provided for each building permit submittal. 5-301.C.7. Hazards Fire: addressed above in section 7-109. Flooding: The site is not located within any designated flood plain, and is not subject to the risk of flooding or mudslides. Steep Slopes / Rockfall Hazards: The site does not have steep slopes or rockfall hazards, with the ground surface generally sloping from north to south with grades of less than 5 percent SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 04/26/2023 Page 11 Soils: Refer to the soils report prepared by CTL Thompson Inc. dated August 22, 2022. The existing developed portion of the site has performed exceptionally well over a 40 year time period. All geotechnical recommendations will be followed during the proposed construction. Conclusion The proposed site has good access to Storm King Road and Donegan Road, which provides direct access to the arterial road network. The existing utilities are directly adjacent and adequate to service the site. Utility Service will be extended to serve lot 2 as well as future development on lot 3. Will serve letters have been provided. The offsite drainage primarily flows around the site. Storm water runoff that enters the site will be routed around and through the site. Lot 2 will provide water quality and detention before connecting to the storm sewer pipes that directs flow direct to Mitchell Creek and the Colorado River. If you have any questions or need any additional information, please call. Sincerely, SOPRIS ENGINEERING, LLC John Petaisto, PE Project Engineer Yancy Nichol, PE Principal SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 02/22/2023 Page 1 APPENDIX-A Will Serve Letters    Matthew Langhorst, DPW                            101 West 8th Street  (970) 384‐6438 (o)           Glenwood Springs, CO  81601        September 14th, 2022    Mr. John Diemoz  Glenwood Partnership, LLLP  214 Center Drive  Glenwood Springs, CO 81601    RE: Can and Will Serve letter for proposed Commercial Development on Parcel #218506100042    Dear Mr. Diemoz:    The purpose of this letter is to provide confirmation that the City of Glenwood Springs can and will serve  your parcel of land located at 214 Center Drive of a size of approximately 15 acres, in West Glenwood  parcel # 218506100042, with domestic water, electrical power and broadband internet.  It is our  understanding that the proposed development to be a mix of office and warehouse space with a  projected water requirement of 60.26EQRs.  The city will require the use of Reynold’s and Cain Ditch  water for all irrigation uses on the property.  The property owner will be required to deed their  proportionate amount of owner ditch shares to the city as the property develops.  The applicant has  notified the city that the property holds 614 shares of Reynold’s and Cain ditch rights.  Ex, if 50% of the  property area is to be developed and domestic water provided, 307 shares will be transferred to the  city.  At the time of full development, all 614 shares will have been deeded to the City.  The city will  negotiate the lease back of the ditch rights required to provide irrigation water with the owner at the  time of development.  The cost of any necessary extensions or taps to provide these services are the  sole responsibility of the applicant.    Normally, a request for water service outside the corporate limits would require a pre‐annexation  agreement. However, this parcel is located within what was the West Glenwood Springs Water District.  When the West Glenwood Springs Water District was dissolved in 1988, the Glenwood Springs City  Council adopted Resolution #88‐3, which removed this pre‐annexation requirement for parcels within  the district as it existed on that date. Prior to final approval of the water service and associated tap, the  following conditions must be met:    1. Applicant must submit a plan, for the City’s review and approval, indicating the proposed tap  location, the tap size, and any other water infrastructure to be constructed on the site to  provide domestic, irrigation or fire flow.  This can‐and‐will serve letter is an approval for  approximately 200,000SF of commercial space at a 50/50 ratio of warehouse to office space. If a  larger development or a change in the use ratio is proposed, an updated plan set will be  required for review by the city and this Can and Will Serve letter will need to be updated.    2. All applicable tap and system improvements fees, as calculated by the City’s Community  Development Department, shall become due and payable prior to the any taps being made on  the City’s mains.    3. All water and electrical uses must be metered, with the meters being inspected by the  appropriate department. Accounts must be set up with the Finance Department prior to the  services being energized.    4. Following completion of project, an as‐built drawing preferably in an AutoCAD drawing file  format (.dwg) and PDF format of the designed system and associated appurtenances shall be  submitted for review and approval by the City.    5. Prior to final permitting on the property an electrical load calculation form will be filled out and  approved by the City of Glenwood Springs Electrical Department.    6. The City can and will provide broadband internet to the site if the applicant would like that  service.      7. When the applicant has received approval of the planning action with Garfield County, kindly  contact us for the details of the actual installation and the associated fees.    8. Water services must meet all applicable Municipal Code, Water Department and Engineering  Department Rules and Regulations    If you have any questions regarding this matter, please contact me.          Matthew Langhorst  Director of Public Works   970‐384‐6438    cc:  Steve Boyd, Chief Organizational Officer  Mike Hoffman, W/WW Field Superintendent  Matthew Langhorst, Public Works Director 1 John Diemoz From:wgssanitation@gmail.com Sent:Thursday, August 25, 2022 1:52 PM To:John Diemoz Cc:'Josh Hamel'; Floyd Diemoz; Jim Neu Subject:RE: Glenwood Partnership/ Glenwood Business Center (GBC)- Office/ Warehouse - Can and Will Serve Letter Attachments:20220825 Can and Will Serve_214 Center Dr_Glenwood Business Center.pdf Hi John, Please see the attached Can and Will Serve Letter for your Glenwood Business Center project. I cannot confirm if you have the ability to prepay to reserve these taps. That’d would be at the Board’s discretion and their next meeting is Monday, September 12, 2022 at 5:15 p.m. I’d be happy to place the matter on the Agenda, if you would like to attend or call-in to the meeting to discuss the matter. Please let me know. Thank you and have a great day! Kelly Mullane, District Administrator West Glenwood Springs Sanitation District 51 Riverine Rd. Glenwood Springs, CO 81601 tel 970.618.5147 wgssanitation@gmail.com www.wgssanitation.org From: John Diemoz <John@diemoz.net> Sent: Wednesday, August 24, 2022 3:21 PM To: Kelly Mullane (wgssanitation@gmail.com) <wgssanitation@gmail.com> Cc: Josh Hamel (jtwgsd@outlook.com) <jtwgsd@outlook.com>; Floyd Diemoz <Floyd@diemoz.net> Subject: Glenwood Partnership/ Glenwood Business Center (GBC)- Office/ Warehouse commercial park- Sewer Future Demand EQR's Hello Kelly, Josh and I met today to discuss the future sewer demand for the build-out of our Glenwood Business Center- Office/Warehouse commercial park, based upon our 1981 permitted plan with Garfield County (see attached). 2 We have not yet constructed, 200,876 SF of floor area. In 1981, we anticipated our office/warehouse ratio of 50% office and 50% warehouse. Using the West Glenwood Springs Sanitation District’s (WGSSD) Appendix A, II, we are coming up with 50.22 EQR’s as our future sewer demand (see attached). We will need to provide the County a confirmation of sewer service from the West Glenwood Springs Sanitation District. Can you please provide us with a will serve letter for the 200,876 SF of future office/warehouse? Also, can you confirm if we have the ability to prepay to reserve these taps. Thank you, John Diemoz Glenwood Partnership, LLLP Glenwood Business Center 214 Center Dr. Glenwood Springs, CO 81601 970-945-6712 office 970-379-4182 cell S 0 1 ° 5 2 ' 0 0 " W 5 7 5 . 9 6 ' N 47 ° 4 2 ' 0 0 " E 1 2 5 . 0 6 ' S 87°18'00" E 615.36' S 87°18'00" E 476.98' S 89°49'18" W 860.83' S 89°52'00" W 312.68' S 0 2 ° 4 4 ' 0 0 " W 6 0 5 . 6 4 ' ST O R M K I N G R O A D DONEGAN ROAD CO U N T Y R O A D 1 8 1 COUNTY ROAD 130 COUNTY ROAD 130 ST O R M K I N G R O A D CO U N T Y R O A D 1 8 1 SITE MASTER PLAN- COMMERCIAL PARK DONEGAN ROAD CENTER DRIVE CENTER DRIVE CE N T E R D R I V E PHASE 1 BUILDING 2 BLDG. 1 GENERAL NOTES: 1.IN 1981, GARFIELD COUNTY (GARCO) ISSUED TO GLENWOOD PARTNERSHIP A SPECIAL USE PERMIT FOR A COMMERCIAL PARK WITH UP TO 15 BUILDINGS. 711 PARKING SPACES WERE ANTICIPATED AT FULL BUILD OUT. 2.IN 1981/ 1982, THE ADJACENT STORM KING ROAD IS BUILT BY GLENWOOD PARTNERSHIP AND DEEDED TO GARFIELD COUNTY. 3.IN 1981, WATER, SEWER, SANITARY SEWER, GAS, ELECTRIC AND PHONE LINES ARE INSTALLED TO SERVICE ALL OF THE PROPERTIES FUTURE DEVELOPMENT. 4.IN 1982, GARCO ISSUES THE BUILDING 1 CERTIFICATE OF OCCUPANY. 5.IN 2007, GARCO ISSUES THE BUILDING 2 CERTIFICATE OF OCCUPANCY. OFFICE WAREHOUSE GLENWOOD BUSINESS CENTER FUTURE EQR CALCULATIONS FROM WEST GLEN. SPRINGS SANITATION DISTRICT, APPENDIX A, II A.1981, GARFIELD COUNTY TOTAL BUILDING AREAS:231,100 SF B.BUILDING AREAS CONSTRUCTED (BLDG 1- 14,980 SF; BLDG 2- 15,244 SF) (30,224 SF) REMAINING AREA TO BE CONSTRUCTED 200,876 SF C.ANTICIPATED USE- 50% OFFICE/ 50% WAREHOUSE 1. OFFICE 200,876 SF X .50= 100,438 SF / 1,000 SF = 100.438 X .30 EQR OFFICE=30.13 EQR'S 2. WAREHOUSE 200,876 SF X .50= 100,438 SF / 1,000 SF = 100.438 X .20 EQR WAREHOUSE20.09 EQR'S TOTAL 50.22 EQR'S File Name: C-1 Sheet No. GLENPARTNERSHIP Date: Drawn By: J.R.D. 08-24-2022 #4- Job No. -01 Revisions: #3-#2-#1- Glenwood Partnership, LLLP214 Center DriveGlenwood Springs, CO 81601 GL E N W O O D P A R T N E R S H I P , L L L P - M A S T E R P L A N GL E N W O O D B U S I N E S S C E N T E R 21 4 C E N T E R D R I V E GL E N W O O D S P R I N G S , C O 8 1 6 0 1 August 18, 2022 Re: Glenwood Partnership, LLLP/ Glenwood Business Center (GBC)- Office/Warehouse- Future Sewer Demand EQR’s 1. Our 1981 Special Use Permit with Garfield County allowed 231,100 SF of building floor area. The anticipated office to warehouse ratio was assumed to be 50% Office, 50% Warehouse, dependent upon market demand. 2. We have constructed two office/warehouse buildings as follows: a) GBC Building 1, Constructed in 1982 14,980 SF b) GBC Building 2, Constructed in 2007 15,244 SF Total Floor Area Constructed 30,224 SF 3. Area of Office/ Warehouse Remaining as follows: a) 1981 Permit floor area allows 231,100 SF b) Less, floor area constructed (30,224 SF) Total Floor Area Remaining to be Constructed 200,876 SF 4. Office- EQR Calculation from West Glenwood Springs Sanitation District Appendix A, II- a) 200,876 SF x .50= 100,438 SF / 1,000 SF = 100.438 x .30 = 30.13 EQR’S 5. Warehouse- EQR Calculation from West Glenwood Springs Sanitation District Appendix A, II- a) 200,876 SF x .50= 100,438 SF / 1,000 SF = 100.438 x .20 = 20.09 EQR’S 6. Office and Warehouse Anticipated Sewer EQR’s a) Office 30.13 EQR’S b) Warehouse 20.09 EQR’S Total 50.22 EQR’S xxxxxxxxxxxxx x x xx x x x x x xxx x x xxx x x XU T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XU T XUTXUT X U T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XE L XE L XEL XEL XEL XEL XEL XEL XE L XEL XFOX F O XF O XFO XFO XFO XFO XFO X F O XFO XFO XFO XFO XFO X G A S XEL XEL XEL XEL XEL XEL XEL XEL X E L XE L XE L XE L XE L XEL XEL XEL XEL XEL XE L XE L XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XG A S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGA S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S X G A S XG A S XG A S XEL XEL XE L XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XF O XSD XSD XS D XSD XSD XSD XSD XSD XSD XSD XU T XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O X F O X F O XF O XSA XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O X F O X F O XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XU T XU T XU T XU T XE L XE L XE L X E L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XEL XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T > > > > > > XF O XF O XF O XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSA XS A XS A XS A XS A XS A XS A XS A XS A XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS X U T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU TXWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XE L XE L XEL XE L XWL XWL XWL XWL XWL XW L XW L XW L XW L XW L XW L XW L XW L XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XEL XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XG A S XEL XE L XE L XEL XEL XEL XEL XE L XE L XE L XE L XE L XE L XE L XEL XEL XW L XW L XEL XG A S XG A S XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S XG A S XG A S XE L XEL XEL XEL XEL XE L XG A S XE L XE L XE L XE L XE L >>>>> >>>>>>>>>>>>> >>>>>>>>>>>>>>>>>>>>> > > > > OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x OE L OE L OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OE L XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XSA XSA XSA XSA XSA XSA XS D XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XS A XS A XS A XS A XS A XS A XS A XSAXSAXSAXSA XS A XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSDXSDXSD XS D XSD 1 23 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 1920212223 24 2526272829 30 3132 33 3435 363738394041 42 43 44 45 46 47 48 49 50 51 52 > 53 54 55 56 57 58 XW L XW L X S D X S D X S D XS D XS D XW L XW L XW L XW L XW L XW L XW L XW L ST O R M K I N G R D . ASPHALT SURFACE CONCRETE SURFACE DONEGAN RD. CENTER RD. SINGLE STORY BUILDING GLENWOOD SPRINGS MALL SINGLE STORY BUILDING SINGLE STORY BUILDING SUN SHELTER & PLAY GROUND ME L R A Y R D . 15' UTILITY EASEMENT 20' UTILITY EASEMENT 60.0' RIGHT OF WAY 145.6 14 5 . 7 79.6 96 . 0 66.0 49 . 8 73.8 20 6 . 1 73.8 20 6 . 1 SEWER MANHOLE8IN CLAY PIPE INV IN ELEV (N)= 5740.43' INV IN ELEV (E)= 5739.64' INV OUT ELEV (W)= 5739.65' SEWER MANHOLE8IN CLAY PIPE INV IN ELEV (N)= 5738.57' INV IN ELEV (E)= 5738.53' INV OUT ELEV (W)= 5738.47' SEWER MANHOLE 8IN CLAY PIPE INV IN ELEV (E)= 5737.40' INV OUT ELEV (W)= 5737.36'SEWER MANHOLE 8IN CLAY PIPE INV IN ELEV (N)= 5739.61' INV IN ELEV (E)=5739.05' INV OUT ELEV (W)=5738.96' SEWER MANHOLE8IN CLAY PIPE INV IN ELEV (W)= 5737.84' INV IN ELEV (E)= 5738.0' INV OUT ELEV (S)= 5737.72' SEWER MANHOLE 8IN CLAY PIPE INV IN ELEV (N)= 5723.07' INV OUT ELEV (S)= 5723.01' SEWER MANHOLE 8IN CLAY PIPE INV IN ELEV (W)= 5721.69' INV IN ELEV (N)= 5721.68' INV OUT (S)= 5721.54' 15IN CMPINV OUT ELEV = 5745.47' 6IN PVC PIPEINV IN ELEV = 5745.66' 6IN PVC PIPEPOL ELEV = 5745.32' SEWER MANHOLE 8IN PVC PIPE INV IN ELEV (N)= 5717.31' INV IN ELEV (E)= 5717.26' INV OUT ELEV (W)= 5717.23' SEWER MANHOLE 8IN PVC PIPE INV IN ELEV (N)= 5715.79' INV IN ELEV (E)= 5715.89' INV OUT ELEV (W)= 5715.69' SEWER MANHOLE 8IN PVC PIPE INV IN ELEV (E)= 5710.1' INV IN ELEV (N)= 5714.43' INV OUT ELEV (W)= 5710.05' EXISTING STORM INLETRIM ELEV = 5724.38' SUMP ELEV = 5719.58' 6" PVC INV IN (N) = 5720.18' 18" CMP INV OUT (W) = 5719.73' 8" PVC PIPE SEWER CLEANOUT EXISTING STORM INLET RIM ELEV = 5727.70' 18" CMP INV OUT (S) = 5723.40' EXISTING STORM INLETRIM ELEV = 5726.41'SUMP ELEV = 5722.12' 6" PVC INV IN (E) = 5722.24' 6" PVC INV IN (W) = 5722.11' 18" CMP INV IN (N) = 5722.16' 18" CMP INV OUT (S) = 5722.10' EXISTING STORM INLET RIM ELEV = 5723.33' SUMP ELEV = 5716.53' 60.0' R.O.W. 6.0' SIDEWALKWIDTH 5.0'SIDEWALK WIDTH 5720 572 5 5730 5735 5740 5717 5718 5719 572 1 5722 5723 5724 5726 5727 5728 5729 5731 5732 5733 5734 5736 5737 5738 5739 5741 5720 57 2 5 573 0 5735 5740 57 4 5 5750 5718 5719 5721 5722 5723 5724 5726 5727 57 2 8 5729 5731 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 574 4 5746 5747 5748 574957495749 ASPHALT SURFACE EXISTING STORM INLET RIM ELEV = 5715.62'SUMP ELEV = 5709.42' 15IN CMPINV IN ELEV = 5746.18' 15IN CMPINV OUT ELEV = 5744.74' 30' UTILITY EASEMENT ACCESS EASEMENTRECORDED REC No. 443451 8" WATER LINE STUB 6" WATER LINE STUB 8" WATER LINE STUB NOTE: PER RECEPTION NO. 443451 THE SUBJECT PROPERTY HAS THE RIGHT TO TIE ONTO EXISTING UTILITY STUBS ALONG IT'S COMMON BOUNDARY WITH THEGLENWOOD SPRINGS MALL PROPERTY 22' DRIVEWAY EASMENT 30' DRIVEWAY EASMENT 5742 5743 5745 5747 57485748 57495750 5751 24.0 30.0 LOT 1 BLOCK 4 LOT 1BLOCK 1 LOT 2BLOCK 1 LOT 3 BLOCK 1 LOT 4BLOCK 1 LOT 5BLOCK 1 LOT 6 BLOCK 1 LOT 7BLOCK 1 NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTIONBASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TENYEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON. SOPRIS ENGINEERING - LLC CIVIL CONSULTANTS 502 MAIN STREET, SUITE A3 CARBONDALE, COLORADO 81623 (970) 704-0311 SOPRISENG@SOPRISENG.COM 1/25/2021 - 30017 - G:\2020\30017\SURVEY\Survey DWGs\PLAT 2020\30017 PLAT.dwg GENERAL UTILITY NOTES: The locations of underground utilities have been plotted based on utility maps, construction/design plans, other information provided by utility companies and actual field locations in some instances. These utilities, as shown, may not represent actual field conditions. It is the responsibility of the contractor to contact all utility companies for field location of utilities prior to construction. IMPROVEMENT SURVEY PLAT OF480 DONEGAN BEING SITUATED IN SECTION 6, TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH P.M. CITY OF GLENWOOD SPRINGS, COUNTY OF GARFIELD, STATE OF COLORADO. SHEET 2 OF 2 1 inch = ft. ( IN U.S. SURVEY FEET ) GRAPHIC SCALE 050 50 100 50 20025 ELECTRIC TRANSFORMER ELECTRIC METER TELEPHONE PEDESTAL CATV PEDESTAL EXISTING CONDITIONS LEGEND GAS METER EXISTING WOODEN FENCESIGN PVC PIPE DECIDUOUS TREE CONIFEROUS TREE EXISTING CONTOUR EXISTING CONTOUR INTERVAL EXISTING STORM SEWERXSDXSDXSDXSD 7900 EXISTING GAS EXISTING TELEPHONE XGAS XGAS XGAS EXISTING UNDERGROUND ELECTRIC EXISTING CABLE XUT XUT XUT XEL XEL XEL XTV XTV XTV WATER SHUTOFF EXISTING WIRE FENCExx EXISTING 8" WATER MAINXWLXWL EXISTING 8" SANITARY SEWER MAIN EXISTING FIBER OPTICXFOXFOXFO EXISTING SWALE OR DITCH>>>>XSA XSA DRAINAGE DRY-WELL SEWER MANHOLE GUY WIRE POWER POLE FIRE HYDRANT WATER VALVE GAS METER SEWER CLEANOUT LIGHT POLE IRRIGATION VALVE SIDEWALK ROOFLINE 80'-0" 40'-0"40'-0" 55 ' - 0 " 25 ' - 4 " 29 ' - 8 " 80'-0" 40'-0"40'-0" 55 ' - 0 " 25 ' - 4 " 29 ' - 8 " W M FIRE SP.RISERROOM 11 ' - 7 " K A-0.2 1 Scale: 1/8 = 1'-0" GBC BUILDING 1- EXISTING FLOOR PLAN 1 4 8 K J G J G E E C C 25 ' - 0 " 31 ' - 1 0 " 30 ' - 0 " 4 81 VERTICAL DESIGN210 CENTER DRIVE GLENWOOD BUSINESSS CENTERDIEMOZ CONSTRUCTION CO.214 CENTER DRIVE COLO DIVISION OFWATER RESOURCES202 CENTER DRIVE COLO DIVISION OFWATER RESOURCES202 CENTER DRIVE BLDG. ELECTRIC/ PHONE/ DATA/FIRE ALARM PANEL/ROOF ACCESS 25 ' - 0 " OFFICE 1 OFFICE 2 OFFICE 3 OFFICE 4 OFFICE 5 OFFICE 6 OFFICE 7 OFFICE 8 OFFICE 9 OFFICE 10 OFFICE 11 OFFICE 12 WORK AREA W/OWNER FURNITURE CONFERENCE ROOM MEETING AREA RECEPTION OFFICE 1 OFFICE 2 OFFICE 3 OFFICE 4 PHONE/ DATA EMPLOYEEBREAK ROOM WAREHOUSE OFFICE 1 OFFICE 2DRAFTING RECEPTION RECEPTION WAREHOUSE GARAGEDOOR GARAGEDOOR SKYLIGHT SKYLIGHT 7'-4" HIGH STORAGE ROOM ACC. PLANS/RECORDS 8'-0" HIGH STORAGE ROOM GARAGEDOOR GARAGEDOOR GARAGEDOOR 25'-012" 10 11 18'-1112" 12 22'-0" 10 11 12 D B A 16 ' - 0 " 96 ' - 0 " 50 ' - 0 " 25 ' - 0 " 25 ' - 0 " 9 66'-0" B 9 22'-0" 3'-012" 18'-1112"22'-0" 24 ' - 3 " 11 ' - 7 " 11 ' - 7 " 7 4" 12'-8" B 11 ' - 0 " 25 ' - 0 " 12'-8"26'-4"28'-0" 66'-0" 14 6 ' - 0 " SKYLIGHT SKYLIGHT THE SOFTWARE STORE230 CENTER DRIVE OFFICE SKYLIGHT SKYLIGHT SKYLIGHT OFFICE CTL/THOMPSON, INC.234 CENTER DRIVE OFFICE OFFICE FILES OFFICE FILES SOILS LAB WAREHOUSE RECEPTION CTL/THOMPSON, INC.234 CENTER DRIVE CTL/THOMPSON, INC.234 CENTER DRIVE UP OFFICE OFFICE OFFICE JULY 31, 2014 BUILDING 1 FLOOR AREAS:OFFICE 10,522 SFWAREHOUSE 2,716 SFSOILS LAB 959 SF ELECT. MECH. ROOMS 99 SF EXT. COVERED CANOPIES 684 SF TOTAL 14,980 SF SOILS LAB 226 CENTER DRIVEJJNJ, INC.222 CENTER DRIVE RUIZ INSURANCE,AGENT OF ALLSTATE218 CENTER DRIVE OFFICE OFFICE OFFICE OFFICE OFFICE File Name: A-1.0 Sheet No. GBCBLDG1 Date: Drawn By: J.R.D. 08-04-22 #4- Job No. 2010-07 Revisions: #3-#2-#1- GL E N W O O D B U S I N E S S C E N T E R B U I L D I N G 1 T E N A N T F I N I S H GL E N W O O D S P R I N G S , C O 8 1 6 0 1 Glenwood Partnership LLLP 214 Center Drive Glenwood Spgs., CO 81601 (970) 945-6712 (970) 945-7460 Fax 31'-9" 206'-0" 31'-9" 206'-0" 31'-9" A B 18 ' - 0 " 37 ' - 0 " 74 ' - 0 " 12 ' - 1 0 " 37 ' - 0 " 1 15 ' - 2 " 2 15 ' - 2 " 12 ' - 1 0 " 3 31'-9" A B 28'-6"28'-6"28'-6" C A-6.0 1 D Scale: 1/8 = 1'-0" TENANT FINISH PLAN 28'-6" E F 28'-6" G H 28'-6" UTILITYRM 28'-6"28'-6" C D 28'-6" E F 34 ' - 8 " 12 ' - 1 0 " 15 ' - 2 " 37 ' - 0 " 74 ' - 0 " 37 ' - 0 " 1 2 3 28'-6" G H WAREHOUSE WAREHOUSE WAREHOUSE WAREHOUSE WAREHOUSE UNIT HEATERABOVE (TYP) SKYLIGHT SKYLIGHT SKYLIGHT SKYLIGHT GASMETERS 27.60' F.F. SKYLIGHT SKYLIGHT 266 270 274 278 282 11 ' - 4 " SMART START270 CENTER DRIVE WESTERN STATES FIREPROTECTION COMPANY274 CENTER DRIVE S2M CONSTRUCTION282 CENTER DRIVE 28.10' F.F.SKYLIGHT WOMEN'SRESTROOM MEN'SRESTROOM LAUNDRY SINK SKYLIGHTSKYLIGHT SKYLIGHT U.S. DEPT. OF AGRICULTURAL SERVICECENTER- DIV. 5258 CENTER DRIVE 266 CENTER DRIVE BUILDING 2 FLOOR AREAS:OFFICE 8,410 SFWAREHOUSE6,091 SF ELECT. RM/ GAS METER 110 SFEXTERIOR CANOPIES 633 SFTOTAL 15,244 SF File Name: A-6.0 Sheet No. GBCBLDG2 Date: Drawn By: J.R.D. 08-04-2022 #4- Job No. 2004-08 Revisions: #3-#2- #1- Glenwood Partnership, LLLP214 Center DriveGlenwood Spgs., CO 81601(970) 945-6712(970) 945-7460 Fax GL E N W O O D B U S I N E S S C E N T E R - B U I L D I N G 2 25 0 t o 2 8 2 C E N T E R D R I V E GL E N W O O D S P R I N G S , C O 8 1 6 0 1 SE#. 30017: Cooper Subdivision – Minor Subdivision Engineering Report 02/22/2023 Page 2 APPENDIX-B Drainage Data & Calculations Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties (30017 NRCS Soils) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/6/2020 Page 1 of 4 43 8 1 6 0 0 43 8 1 8 0 0 43 8 2 0 0 0 43 8 2 2 0 0 43 8 2 4 0 0 43 8 2 6 0 0 43 8 2 8 0 0 43 8 3 0 0 0 43 8 3 2 0 0 43 8 3 4 0 0 43 8 3 6 0 0 43 8 1 6 0 0 43 8 1 8 0 0 43 8 2 0 0 0 43 8 2 2 0 0 43 8 2 4 0 0 43 8 2 6 0 0 43 8 2 8 0 0 43 8 3 0 0 0 43 8 3 2 0 0 43 8 3 4 0 0 43 8 3 6 0 0 296300 296500 296700 296900 297100 297300 297500 297700 296100 296300 296500 296700 296900 297100 297300 297500 297700 39° 34' 44'' N 10 7 ° 2 2 ' 2 5 ' ' W 39° 34' 44'' N 10 7 ° 2 1 ' 1 7 ' ' W 39° 33' 34'' N 10 7 ° 2 2 ' 2 5 ' ' W 39° 33' 34'' N 10 7 ° 2 1 ' 1 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 500 1000 2000 3000Feet 0 150 300 600 900Meters Map Scale: 1:10,600 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Rifle Area, Colorado, Parts of Garfield and Mesa Counties Survey Area Data: Version 13, Jun 5, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 24, 2015—Nov 2, 2015 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. Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties (30017 NRCS Soils) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/6/2020 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon-Pena complex, 6 to 25 percent slopes B 48.1 14.8% 8 Atencio-Azeltine complex, 1 to 3 percent slopes B 89.6 27.6% 39 Jerry loam, 12 to 50 percent slopes C 9.5 2.9% 67 Torriorthents-Rock outcrop complex, steep D 177.1 54.6% Totals for Area of Interest 324.4 100.0% Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties 30017 NRCS Soils Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/6/2020 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties 30017 NRCS Soils Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/6/2020 Page 4 of 4 NO AA Atlas 14, Volume 8, Version 2 Location name: Glenwood Springs, Colorado, USA* Latitude: 39.5181°, Longitude: -107.3172° Elevation: 5898.09 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 | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Dur ation Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 1.39 (1.10‑1.80) 2.11 (1.67‑2.74) 3.22 (2.54‑4.18) 4.07 (3.19‑5.32) 5.16 (3.84‑6.88) 5.93 (4.32‑8.05) 6.64 (4.66‑9.28) 7.28 (4.90‑10.5) 8.04 (5.18‑12.0) 8.54 (5.41‑13.1) 10-min 1.02 (0.810‑1.32) 1.55 (1.22‑2.00) 2.35 (1.86‑3.05) 2.98 (2.34‑3.89) 3.78 (2.81‑5.03) 4.34 (3.16‑5.90) 4.85 (3.41‑6.79) 5.33 (3.58‑7.69) 5.89 (3.80‑8.79) 6.26 (3.96‑9.62) 15-min 0.832 (0.660‑1.08) 1.26 (0.996‑1.63) 1.92 (1.51‑2.48) 2.42 (1.90‑3.16) 3.07 (2.28‑4.09) 3.53 (2.57‑4.79) 3.95 (2.78‑5.52) 4.34 (2.91‑6.26) 4.79 (3.09‑7.14) 5.09 (3.22‑7.82) 30-min 0.570 (0.452‑0.738) 0.822 (0.652‑1.06) 1.21 (0.954‑1.57) 1.51 (1.18‑1.96) 1.88 (1.40‑2.50) 2.14 (1.56‑2.91) 2.38 (1.67‑3.32) 2.59 (1.74‑3.74) 2.84 (1.83‑4.24) 3.00 (1.90‑4.61) 60-min 0.381 (0.303‑0.493) 0.510 (0.404‑0.660) 0.707 (0.559‑0.918) 0.860 (0.675‑1.12) 1.05 (0.784‑1.40) 1.19 (0.867‑1.61) 1.31 (0.923‑1.83) 1.43 (0.959‑2.06) 1.56 (1.00‑2.32) 1.64 (1.04‑2.52) 2-hr 0.239 (0.192‑0.304) 0.304 (0.244‑0.388) 0.405 (0.324‑0.518) 0.484 (0.384‑0.622) 0.583 (0.440‑0.766) 0.653 (0.483‑0.874) 0.718 (0.512‑0.988) 0.777 (0.529‑1.10) 0.846 (0.552‑1.24) 0.892 (0.570‑1.35) 3-hr 0.186 (0.151‑0.235) 0.226 (0.183‑0.286) 0.288 (0.232‑0.365) 0.336 (0.269‑0.429) 0.399 (0.305‑0.521) 0.445 (0.332‑0.592) 0.488 (0.351‑0.667) 0.528 (0.363‑0.746) 0.577 (0.380‑0.843) 0.611 (0.393‑0.916) 6-hr 0.122 (0.100‑0.152) 0.139 (0.114‑0.173) 0.167 (0.136‑0.208) 0.190 (0.154‑0.238) 0.222 (0.174‑0.289) 0.247 (0.188‑0.326) 0.272 (0.199‑0.370) 0.298 (0.208‑0.418) 0.332 (0.222‑0.480) 0.358 (0.233‑0.528) 12-hr 0.075 (0.063‑0.092) 0.086 (0.071‑0.105) 0.104 (0.086‑0.127) 0.119 (0.098‑0.147) 0.140 (0.111‑0.180) 0.157 (0.121‑0.204) 0.174 (0.129‑0.233) 0.192 (0.136‑0.265) 0.216 (0.146‑0.308) 0.234 (0.154‑0.340) 24-hr 0.046 (0.039‑0.055) 0.053 (0.044‑0.063) 0.064 (0.054‑0.078) 0.074 (0.062‑0.090) 0.088 (0.071‑0.112) 0.100 (0.078‑0.128) 0.111 (0.083‑0.147) 0.123 (0.088‑0.168) 0.139 (0.095‑0.196) 0.152 (0.101‑0.217) 2-day 0.027 (0.023‑0.032) 0.031 (0.027‑0.037) 0.038 (0.032‑0.045) 0.044 (0.037‑0.052) 0.052 (0.043‑0.065) 0.059 (0.047‑0.075) 0.066 (0.050‑0.086) 0.073 (0.053‑0.098) 0.084 (0.058‑0.116) 0.092 (0.061‑0.129) 3-day 0.020 (0.018‑0.024) 0.023 (0.020‑0.027) 0.028 (0.024‑0.033) 0.033 (0.028‑0.039) 0.039 (0.032‑0.048) 0.044 (0.035‑0.055) 0.049 (0.037‑0.063) 0.054 (0.039‑0.072) 0.061 (0.043‑0.084) 0.067 (0.045‑0.093) 4-day 0.017 (0.014‑0.019) 0.019 (0.016‑0.022) 0.023 (0.020‑0.027) 0.026 (0.023‑0.031) 0.031 (0.026‑0.038) 0.035 (0.028‑0.043) 0.039 (0.030‑0.050) 0.043 (0.032‑0.057) 0.049 (0.034‑0.066) 0.053 (0.036‑0.073) 7-day 0.011 (0.010‑0.013) 0.013 (0.011‑0.015) 0.015 (0.013‑0.018) 0.017 (0.015‑0.020) 0.020 (0.017‑0.024) 0.023 (0.018‑0.028) 0.025 (0.019‑0.031) 0.027 (0.020‑0.035) 0.030 (0.022‑0.041) 0.033 (0.023‑0.045) 10-day 0.009 (0.008‑0.010) 0.010 (0.009‑0.012) 0.012 (0.011‑0.014) 0.014 (0.012‑0.016) 0.016 (0.013‑0.019) 0.017 (0.014‑0.021) 0.019 (0.015‑0.024) 0.021 (0.015‑0.027) 0.023 (0.016‑0.031) 0.025 (0.017‑0.034) 20-day 0.006 (0.006‑0.007) 0.007 (0.006‑0.008) 0.008 (0.007‑0.009) 0.009 (0.008‑0.010) 0.010 (0.009‑0.012) 0.011 (0.009‑0.013) 0.012 (0.010‑0.015) 0.013 (0.010‑0.017) 0.014 (0.010‑0.019) 0.015 (0.011‑0.021) 30-day 0.005 (0.005‑0.006) 0.006 (0.005‑0.006) 0.007 (0.006‑0.007) 0.007 (0.006‑0.008) 0.008 (0.007‑0.010) 0.009 (0.008‑0.011) 0.010 (0.008‑0.012) 0.011 (0.008‑0.013) 0.011 (0.008‑0.015) 0.012 (0.009‑0.016) 45-day 0.004 (0.004‑0.005) 0.005 (0.004‑0.005) 0.005 (0.005‑0.006) 0.006 (0.005‑0.007) 0.007 (0.006‑0.008) 0.007 (0.006‑0.009) 0.008 (0.006‑0.010) 0.009 (0.007‑0.011) 0.009 (0.007‑0.012) 0.010 (0.007‑0.013) 60-day 0.004 (0.003‑0.004) 0.004 (0.004‑0.004) 0.005 (0.004‑0.005) 0.005 (0.005‑0.006) 0.006 (0.005‑0.007) 0.007 (0.005‑0.008) 0.007 (0.006‑0.008) 0.007 (0.006‑0.009) 0.008 (0.006‑0.010) 0.008 (0.006‑0.011) 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 gr aphical Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.5181&lo... 1 of 4 9/3/2020, 12:39 PM Back to Top Maps & aerials Small scale terrain Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.5181&lo... 2 of 4 9/3/2020, 12:39 PM Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.5181&lo... 3 of 4 9/3/2020, 12:39 PM Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=39.5181&lo... 4 of 4 9/3/2020, 12:39 PM Runoff Chapter 6 6-10 Urban Drainage and Flood Control District August 2018 Urban Storm Drainage Criteria Manual Volume 1 Table 6-5. Runoff coefficients, c 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 500-Year 2%0.01 0.01 0.01 0.01 0.04 0.13 0.27 5% 0.02 0.02 0.02 0.03 0.07 0.15 0.29 10% 0.04 0.05 0.05 0.07 0.11 0.19 0.32 15% 0.07 0.08 0.08 0.1 0.15 0.23 0.35 20% 0.1 0.11 0.12 0.14 0.2 0.27 0.38 25% 0.14 0.15 0.16 0.19 0.24 0.3 0.42 30% 0.18 0.19 0.2 0.23 0.28 0.34 0.45 35% 0.21 0.23 0.24 0.27 0.32 0.38 0.48 40% 0.25 0.27 0.28 0.32 0.37 0.42 0.51 45% 0.3 0.31 0.33 0.36 0.41 0.46 0.54 50% 0.34 0.36 0.37 0.41 0.45 0.5 0.58 55% 0.39 0.4 0.42 0.45 0.49 0.54 0.61 60% 0.43 0.45 0.47 0.5 0.54 0.58 0.64 65% 0.48 0.5 0.51 0.54 0.58 0.62 0.67 70% 0.53 0.55 0.56 0.59 0.62 0.65 0.71 75% 0.58 0.6 0.61 0.64 0.66 0.69 0.74 80% 0.63 0.65 0.66 0.69 0.71 0.73 0.77 85% 0.68 0.7 0.71 0.74 0.75 0.77 0.8 90% 0.73 0.75 0.77 0.79 0.79 0.81 0.84 95% 0.79 0.81 0.82 0.83 0.84 0.85 0.87 100% 0.84 0.86 0.87 0.88 0.88 0.89 0.9 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 500-Year 2% 0.01 0.01 0.07 0.26 0.34 0.44 0.54 5% 0.03 0.03 0.1 0.28 0.36 0.45 0.55 10% 0.06 0.07 0.14 0.31 0.38 0.47 0.57 15% 0.09 0.11 0.18 0.34 0.41 0.5 0.59 20% 0.13 0.15 0.22 0.38 0.44 0.52 0.61 25% 0.17 0.19 0.26 0.41 0.47 0.54 0.63 30% 0.2 0.23 0.3 0.44 0.49 0.57 0.65 35% 0.24 0.27 0.34 0.47 0.52 0.59 0.66 40% 0.29 0.32 0.38 0.5 0.55 0.61 0.68 45% 0.33 0.36 0.42 0.53 0.58 0.64 0.7 50% 0.37 0.4 0.46 0.56 0.61 0.66 0.72 55% 0.42 0.45 0.5 0.6 0.63 0.68 0.74 60% 0.46 0.49 0.54 0.63 0.66 0.71 0.76 65% 0.5 0.54 0.58 0.66 0.69 0.73 0.77 70% 0.55 0.58 0.62 0.69 0.72 0.75 0.79 75% 0.6 0.63 0.66 0.72 0.75 0.78 0.81 80% 0.64 0.67 0.7 0.75 0.77 0.8 0.83 85% 0.69 0.72 0.74 0.78 0.8 0.82 0.85 90% 0.74 0.76 0.78 0.81 0.83 0.84 0.87 95% 0.79 0.81 0.82 0.85 0.86 0.87 0.88 100% 0.84 0.86 0.86 0.88 0.89 0.89 0.9 Total or Effective % Impervious NRCS Hydrologic Soil Group A Total or Effective % Impervious NRCS Hydrologic Soil Group B Chapter 6 Runoff August 2018 Urban Drainage and Flood Control District 6-11 Urban Storm Drainage Criteria Manual Volume 1 Table 6-5. Runoff coefficients, c (continued) Figure 6-1. Runoff coefficient vs. watershed imperviousness NRCS HSG A 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 500-Year 2%0.01 0.05 0.15 0.33 0.40 0.49 0.59 5% 0.03 0.08 0.17 0.35 0.42 0.5 0.6 10% 0.06 0.12 0.21 0.37 0.44 0.52 0.62 15% 0.1 0.16 0.24 0.4 0.47 0.55 0.64 20% 0.14 0.2 0.28 0.43 0.49 0.57 0.65 25% 0.18 0.24 0.32 0.46 0.52 0.59 0.67 30% 0.22 0.28 0.35 0.49 0.54 0.61 0.68 35% 0.26 0.32 0.39 0.51 0.57 0.63 0.7 40% 0.3 0.36 0.43 0.54 0.59 0.65 0.71 45% 0.34 0.4 0.46 0.57 0.62 0.67 0.73 50% 0.38 0.44 0.5 0.6 0.64 0.69 0.75 55% 0.43 0.48 0.54 0.63 0.66 0.71 0.76 60% 0.47 0.52 0.57 0.65 0.69 0.73 0.78 65% 0.51 0.56 0.61 0.68 0.71 0.75 0.79 70% 0.56 0.61 0.65 0.71 0.74 0.77 0.81 75% 0.6 0.65 0.68 0.74 0.76 0.79 0.82 80% 0.65 0.69 0.72 0.77 0.79 0.81 0.84 85% 0.7 0.73 0.76 0.79 0.81 0.83 0.86 90% 0.74 0.77 0.79 0.82 0.84 0.85 0.87 95% 0.79 0.81 0.83 0.85 0.86 0.87 0.89 100% 0.83 0.85 0.87 0.88 0.89 0.89 0.9 Total or Effective % Impervious NRCS Hydrologic Soil Group C Autodesk® Storm and Sanitary Analysis 2016 - Version 13.4.254 (Build 0) ----------------------------------------------------------------------------------------- ******************* Project Description ******************* File Name ................. 30017-EX DRG.SPF Description ............... 30017 EXISTING DRAINAGE **************** Analysis Options **************** Flow Units ................ cfs Subbasin Hydrograph Method. SCS TR-55 Time of Concentration...... SCS TR-55 Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. SEP-11-2020 00:00:00 Ending Date ............... SEP-12-2020 06:00:00 Report Time Step .......... 00:05:00 ************* Element Count ************* Number of rain gages ...... 2 Number of subbasins ....... 16 Number of nodes ........... 20 Number of links ........... 17 **************** Raingage Summary **************** Gage Data Data Recording ID Source Type Interval min ------------------------------------------------------------ GW-100Y-24H GW-100Y-24H CUMULATIVE 6.00 GW-25Y-24H GW-25Y-24H CUMULATIVE 6.00 **************** Subbasin Summary 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis **************** Subbasin Total Peak Rate Area Factor ID acres ------------------------------------------ EX-02A 3.04 0.00 EX-02B 4.89 0.00 EX-03 4.49 0.00 OS-E 459.00 0.00 OS-E1 8.95 0.00 OS-E2 33.70 0.00 OS-N1A 5.37 0.00 OS-N1B 5.53 0.00 OS-N1C 4.65 0.00 OS-S1 3.43 0.00 OS-S2 9.21 0.00 OS-W1 7.39 0.00 OS-W2 32.77 0.00 OS-W3 6.01 0.00 OS-W4 16.76 0.00 OS-W5 65.29 0.00 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft² ------------------------------------------------------------------------------ DP-2A JUNCTION 5724.80 5728.80 0.00 DP-2B JUNCTION 5714.41 5719.31 0.00 DP-3 JUNCTION 5720.00 5721.00 0.00 DP-E0 JUNCTION 5785.00 5786.00 0.00 DP-E1 JUNCTION 5795.00 5796.00 0.00 DP-E2 JUNCTION 5840.00 5841.00 0.00 DP-N1A JUNCTION 5748.00 5749.00 0.00 DP-N1B JUNCTION 5748.00 5749.00 0.00 DP-N1C JUNCTION 5748.00 5749.00 0.00 DP-S1 JUNCTION 5709.83 5715.63 0.00 DP-S2 JUNCTION 5710.47 5715.07 0.00 DP-W JUNCTION 5747.50 5748.50 0.00 DP-W1 JUNCTION 5750.00 5751.00 0.00 DP-W3 JUNCTION 5783.00 5784.00 0.00 DP-W4 JUNCTION 5807.00 5809.00 0.00 MH-Down1 JUNCTION 5708.09 5722.24 0.00 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Mh-Down2 JUNCTION 5706.00 5712.00 0.00 OUT-E OUTFALL 5745.00 5746.00 0.00 OUT-MC OUTFALL 5704.00 5707.00 0.00 OUT-W-SK OUTFALL 5733.00 5733.60 0.00 ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness -------------------------------------------------------------------------------------------- L-DOWN1-2 MH-Down1 Mh-Down2 CONDUIT 651.0 0.3210 0.0150 L-DOWN2-MITCHELLMh-Down2 OUT-MC CONDUIT 386.0 0.5181 0.0150 L-DP3-S2 DP-3 DP-S2 CHANNEL 349.4 2.7271 0.0200 L-E0-E DP-E0 OUT-E CHANNEL 578.1 6.9197 0.0320 L-E1-E0 DP-E1 DP-E0 CHANNEL 241.4 4.1425 0.0320 L-E2-E DP-E2 DP-E0 CHANNEL 471.9 11.6560 0.0320 L-EX01-S1 DP-2A DP-S1 CONDUIT 400.0 3.7425 0.0150 L-EX02-S2 DP-2B DP-S2 CONDUIT 86.0 3.4186 0.0150 L-N1A-2A DP-N1A DP-2A CHANNEL 306.3 7.5755 0.0320 L-N1B-2B DP-N1B DP-2B CHANNEL 536.6 6.2603 0.0320 L-N1C-3 DP-N1C DP-3 CHANNEL 615.1 4.5518 0.0320 L-S1-DOWN1 DP-S1 MH-Down1 CONDUIT 320.0 0.5437 0.0150 L-S2-S1 DP-S2 DP-S1 CONDUIT 264.1 0.2424 0.0150 L-STORM-KING DP-W OUT-W-SK CHANNEL 290.4 4.9929 0.0200 L-W1-W DP-W1 DP-W CHANNEL 442.9 0.5644 0.0320 L-W3-W DP-W3 DP-W CHANNEL 669.1 5.3060 0.0320 L-W4-W3 DP-W4 DP-W3 CHANNEL 281.8 8.5167 0.0320 ********************* Cross Section Summary ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft² ft cfs ---------------------------------------------------------------------------------------------------------- L-DOWN1-2 CIRCULAR 3.00 3.00 1 7.07 0.75 32.75 L-DOWN2-MITCHELL CIRCULAR 3.00 3.00 1 7.07 0.75 41.61 L-DP3-S2 TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 186.86 L-E0-E TRAPEZOIDAL 1.00 23.00 1 13.00 0.56 108.25 L-E1-E0 TRAPEZOIDAL 0.50 18.25 1 5.31 0.29 21.80 L-E2-E TRAPEZOIDAL 1.00 23.00 1 13.00 0.56 140.49 L-EX01-S1 CIRCULAR 1.50 1.50 1 1.77 0.38 17.61 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis L-EX02-S2 CIRCULAR 2.00 2.00 1 3.14 0.50 36.25 L-N1A-2A TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 194.65 L-N1B-2B TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 176.95 L-N1C-3 TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 150.88 L-S1-DOWN1 CIRCULAR 3.00 3.00 1 7.07 0.75 42.63 L-S2-S1 CIRCULAR 3.00 3.00 1 7.07 0.75 28.46 L-STORM-KING IRREGULAR 0.60 38.50 1 10.96 0.28 77.41 L-W1-W TRAPEZOIDAL 0.50 22.25 1 6.06 0.27 8.81 L-W3-W TRAPEZOIDAL 1.00 23.00 1 13.00 0.56 94.79 L-W4-W3 TRAPEZOIDAL 1.00 23.00 1 13.00 0.56 120.09 **************** Transect Summary **************** Transect XS-ST-C-G Area: 0.0002 0.0007 0.0015 0.0027 0.0042 0.0060 0.0082 0.0107 0.0135 0.0167 0.0207 0.0260 0.0326 0.0406 0.0499 0.0605 0.0724 0.0856 0.1001 0.1160 0.1332 0.1517 0.1715 0.1927 0.2151 0.2389 0.2640 0.2905 0.3182 0.3473 0.3770 0.4067 0.4364 0.4662 0.4959 0.5257 0.5554 0.5852 0.6149 0.6447 0.6745 0.7048 0.7371 0.7707 0.8057 0.8419 0.8795 0.9183 0.9585 1.0000 Hrad: 0.0202 0.0403 0.0605 0.0807 0.1008 0.1210 0.1412 0.1614 0.1815 0.2017 0.1816 0.1793 0.1853 0.1958 0.2091 0.2243 0.2407 0.2580 0.2759 0.2944 0.3133 0.3324 0.3519 0.3715 0.3914 0.4113 0.4314 0.4516 0.4719 0.4923 0.5339 0.5755 0.6171 0.6585 0.6999 0.7413 0.7825 0.8237 0.8649 0.9060 0.9470 0.9324 0.9373 0.9435 0.9507 0.9589 0.9681 0.9780 0.9887 1.0000 Width: 0.0079 0.0158 0.0238 0.0317 0.0396 0.0475 0.0554 0.0633 0.0713 0.0792 0.1105 0.1418 0.1730 0.2043 0.2356 0.2669 0.2982 0.3295 0.3608 0.3921 0.4234 0.4547 0.4860 0.5173 0.5486 0.5799 0.6112 0.6425 0.6737 0.7050 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 0.7052 0.7053 0.7054 0.7055 0.7057 0.7058 0.7059 0.7060 0.7062 0.7063 0.7064 0.7506 0.7818 0.8130 0.8442 0.8753 0.9065 0.9377 0.9688 1.0000 ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** --------- ------- Total Precipitation ...... 119.576 2.140 Surface Runoff ........... 2.258 0.040 Continuity Error (%) ..... -0.000 ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** --------- --------- External Inflow .......... 0.000 0.000 External Outflow ......... 22.581 7.358 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.003 0.001 Continuity Error (%) ..... -0.000 ****************************************** Composite Curve Number Computations Report ****************************************** ------------------ Subbasin EX-02A ------------------ Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Pasture, grassland, or range, Fair 3.04 B 69.00 Composite Area & Weighted CN 3.04 69.00 ------------------ Subbasin EX-02B ------------------ Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Pasture, grassland, or range, Fair 4.89 B 69.00 Composite Area & Weighted CN 4.89 69.00 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis ----------------- Subbasin EX-03 ----------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Pasture, grassland, or range, Fair 4.49 B 69.00 Composite Area & Weighted CN 4.49 69.00 ---------------- Subbasin OS-E ---------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Pinyon & Juniper range, Fair 206.55 D 80.00 Sagebrush range, Fair 45.90 D 70.00 Oak & Aspen range, Fair 183.60 C 57.00 1/4 acre lots, 38% impervious 22.95 B 75.00 Composite Area & Weighted CN 459.00 69.55 ----------------- Subbasin OS-E1 ----------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Pinyon & Juniper range, Fair 3.58 D 80.00 1/4 acre lots, 38% impervious 5.37 B 75.00 Composite Area & Weighted CN 8.95 77.00 ----------------- Subbasin OS-E2 ----------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Pinyon & Juniper range, Fair 32.02 D 80.00 1/4 acre lots, 38% impervious 1.69 B 75.00 Composite Area & Weighted CN 33.70 79.75 ------------------ Subbasin OS-N1A ------------------ Area Soil Soil/Surface Description (acres) Group CN 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis ---------------------------------------------------------------------------------------- - 4.74 - 72.00 Composite Area & Weighted CN 4.74 72.00 ------------------ Subbasin OS-N1B ------------------ Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- 1/4 acre lots, 38% impervious 14.78 B 75.00 Paved parking & roofs 0.78 B 98.00 Composite Area & Weighted CN 15.56 76.15 ------------------ Subbasin OS-N1C ------------------ Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- - 4.65 - 72.00 Composite Area & Weighted CN 4.65 72.00 ----------------- Subbasin OS-S1 ----------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Urban commercial, 85% imp 3.43 B 92.00 Composite Area & Weighted CN 3.43 92.00 ----------------- Subbasin OS-S2 ----------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Paved parking & roofs 9.21 B 98.00 Composite Area & Weighted CN 9.21 98.00 ----------------- Subbasin OS-W1 ----------------- Area Soil Soil/Surface Description (acres) Group CN 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis ---------------------------------------------------------------------------------------- Pinyon & Juniper range, Poor 4.43 D 89.00 1/4 acre lots, 38% impervious 2.96 B 75.00 Composite Area & Weighted CN 7.39 83.40 ----------------- Subbasin OS-W2 ----------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Pinyon & Juniper range, Poor 9.83 D 89.00 1/4 acre lots, 38% impervious 9.83 B 75.00 Pinyon & Juniper range, Fair 13.11 D 80.00 Composite Area & Weighted CN 32.77 81.20 ----------------- Subbasin OS-W3 ----------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- 1/4 acre lots, 38% impervious 5.71 B 75.00 Paved parking & roofs 0.30 B 98.00 Composite Area & Weighted CN 6.01 76.15 ----------------- Subbasin OS-W4 ----------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Pinyon & Juniper range, Fair 8.38 D 80.00 1/4 acre lots, 38% impervious 1.68 B 75.00 Pinyon & Juniper range, Poor 6.71 D 89.00 Composite Area & Weighted CN 16.76 83.10 ----------------- Subbasin OS-W5 ----------------- Area Soil Soil/Surface Description (acres) Group CN ---------------------------------------------------------------------------------------- Pinyon & Juniper range, Fair 45.70 D 80.00 1/4 acre lots, 38% impervious 6.53 B 75.00 Pinyon & Juniper range, Poor 13.06 D 89.00 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Composite Area & Weighted CN 65.29 81.30 *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** Sheet Flow Equation ------------------- Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation ---------------------------------- V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation --------------------- V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness ------------------ Subbasin EX-02A ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 32.43 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 200.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (ft/sec): 1.57 0.00 0.00 Computed Flow Time (minutes): 2.12 0.00 0.00 ================================================================================================ Total TOC (minutes): 34.55 ================================================================================================ ------------------ Subbasin EX-02B ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 32.43 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 300.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (ft/sec): 1.57 0.00 0.00 Computed Flow Time (minutes): 3.18 0.00 0.00 ================================================================================================ Total TOC (minutes): 35.61 ================================================================================================ ----------------- Subbasin EX-03 ----------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 32.43 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 300.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (ft/sec): 1.57 0.00 0.00 Computed Flow Time (minutes): 3.18 0.00 0.00 ================================================================================================ Total TOC (minutes): 35.61 ================================================================================================ 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis ---------------- Subbasin OS-E ---------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%): 20.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.19 0.00 0.00 Computed Flow Time (minutes): 25.76 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 700.00 0.00 0.00 Slope (%): 20.00 0.00 0.00 Surface Type: Forest Unpaved Unpaved Velocity (ft/sec): 1.12 0.00 0.00 Computed Flow Time (minutes): 10.42 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.04 0.04 0.03 Flow Length (ft): 4600.00 7200.00 1100.00 Channel Slope (%): 34.00 22.00 10.00 Cross Section Area (ft²): 2.00 2.00 2.00 Wetted Perimeter (ft): 10.00 10.00 10.00 Velocity (ft/sec): 7.43 5.97 5.37 Computed Flow Time (minutes): 10.32 20.08 3.41 ================================================================================================ Total TOC (minutes): 69.99 ================================================================================================ ----------------- Subbasin OS-E1 ----------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 150.00 0.00 0.00 Slope (%): 18.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.16 0.00 0.00 Computed Flow Time (minutes): 15.43 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 150.00 503.00 0.00 Slope (%): 18.00 8.70 0.00 Surface Type: Woodland Woodland Unpaved Velocity (ft/sec): 2.12 1.47 0.00 Computed Flow Time (minutes): 1.18 5.70 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.04 0.03 0.03 Flow Length (ft): 316.00 200.00 605.00 Channel Slope (%): 14.20 2.00 7.80 Cross Section Area (ft²): 2.00 2.00 2.00 Wetted Perimeter (ft): 10.00 10.00 10.00 Velocity (ft/sec): 4.80 2.40 4.74 Computed Flow Time (minutes): 1.10 1.39 2.13 ================================================================================================ Total TOC (minutes): 26.92 ================================================================================================ ----------------- Subbasin OS-E2 ----------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%): 31.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.23 0.00 0.00 Computed Flow Time (minutes): 21.62 0.00 0.00 Shallow Concentrated Flow Computations 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 315.00 0.00 0.00 Slope (%): 52.00 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (ft/sec): 3.61 0.00 0.00 Computed Flow Time (minutes): 1.45 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.04 0.04 0.00 Flow Length (ft): 1256.00 1150.00 0.00 Channel Slope (%): 45.00 15.20 0.00 Cross Section Area (ft²): 2.00 2.00 0.00 Wetted Perimeter (ft): 10.00 10.00 0.00 Velocity (ft/sec): 8.55 4.97 0.00 Computed Flow Time (minutes): 2.45 3.86 0.00 ================================================================================================ Total TOC (minutes): 29.38 ================================================================================================ ------------------ Subbasin OS-N1A ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ------------------ Subbasin OS-N1B ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ------------------ Subbasin OS-N1C ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ----------------- 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Subbasin OS-S1 ----------------- User-Defined TOC override (minutes): 10.00 ----------------- Subbasin OS-S2 ----------------- User-Defined TOC override (minutes): 10.00 ----------------- Subbasin OS-W1 ----------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 150.00 0.00 0.00 Slope (%): 60.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.26 0.00 0.00 Computed Flow Time (minutes): 9.53 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 150.00 230.00 0.00 Slope (%): 56.00 30.00 0.00 Surface Type: Woodland Woodland Unpaved Velocity (ft/sec): 3.74 2.74 0.00 Computed Flow Time (minutes): 0.67 1.40 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.04 0.03 0.00 Flow Length (ft): 680.00 420.00 0.00 Channel Slope (%): 8.00 1.50 0.00 Cross Section Area (ft²): 3.00 2.00 0.00 Wetted Perimeter (ft): 7.00 10.00 0.00 Velocity (ft/sec): 5.99 2.08 0.00 Computed Flow Time (minutes): 1.89 3.37 0.00 ================================================================================================ Total TOC (minutes): 16.86 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis ================================================================================================ ----------------- Subbasin OS-W2 ----------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 222.00 0.00 0.00 Slope (%): 62.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.29 0.00 0.00 Computed Flow Time (minutes): 12.88 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 370.00 0.00 0.00 Slope (%): 69.00 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (ft/sec): 4.15 0.00 0.00 Computed Flow Time (minutes): 1.49 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.04 0.03 0.03 Flow Length (ft): 765.00 1400.00 418.00 Channel Slope (%): 38.00 5.60 1.00 Cross Section Area (ft²): 3.00 2.00 2.00 Wetted Perimeter (ft): 7.00 10.00 10.00 Velocity (ft/sec): 13.05 4.02 1.70 Computed Flow Time (minutes): 0.98 5.81 4.10 ================================================================================================ Total TOC (minutes): 25.25 ================================================================================================ ----------------- Subbasin OS-W3 ----------------- Sheet Flow Computations 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.02 0.00 0.00 Flow Length (ft): 206.00 0.00 0.00 Slope (%): 7.30 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 1.05 0.00 0.00 Computed Flow Time (minutes): 3.27 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 405.00 0.00 0.00 Slope (%): 10.00 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (ft/sec): 2.21 0.00 0.00 Computed Flow Time (minutes): 3.05 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.02 0.00 0.00 Flow Length (ft): 752.00 0.00 0.00 Channel Slope (%): 1.70 0.00 0.00 Cross Section Area (ft²): 2.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 3.32 0.00 0.00 Computed Flow Time (minutes): 3.77 0.00 0.00 ================================================================================================ Total TOC (minutes): 10.10 ================================================================================================ ----------------- Subbasin OS-W4 ----------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%): 60.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.30 0.00 0.00 Computed Flow Time (minutes): 16.60 0.00 0.00 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 263.00 0.00 0.00 Slope (%): 70.00 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (ft/sec): 4.18 0.00 0.00 Computed Flow Time (minutes): 1.05 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.04 0.04 0.00 Flow Length (ft): 1000.00 326.00 0.00 Channel Slope (%): 50.00 14.00 0.00 Cross Section Area (ft²): 2.00 2.00 0.00 Wetted Perimeter (ft): 10.00 10.00 0.00 Velocity (ft/sec): 9.01 4.77 0.00 Computed Flow Time (minutes): 1.85 1.14 0.00 ================================================================================================ Total TOC (minutes): 20.64 ================================================================================================ ----------------- Subbasin OS-W5 ----------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%): 28.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.22 0.00 0.00 Computed Flow Time (minutes): 22.52 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 303.00 0.00 0.00 Slope (%): 50.00 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (ft/sec): 3.54 0.00 0.00 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Computed Flow Time (minutes): 1.43 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.04 0.04 0.03 Flow Length (ft): 1464.00 1770.00 343.00 Channel Slope (%): 41.00 14.30 5.80 Cross Section Area (ft²): 2.00 2.00 2.00 Wetted Perimeter (ft): 10.00 10.00 10.00 Velocity (ft/sec): 8.16 4.82 4.09 Computed Flow Time (minutes): 2.99 6.12 1.40 ================================================================================================ Total TOC (minutes): 34.45 ================================================================================================ *********************** Subbasin Runoff Summary *********************** -------------------------------------------------------------------------- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration in in cfs Number days hh:mm:ss -------------------------------------------------------------------------- EX-02A 2.11 0.26 0.37 69.000 0 00:34:33 EX-02B 2.11 0.26 0.59 69.000 0 00:35:36 EX-03 2.11 0.26 0.54 69.000 0 00:35:36 OS-E 2.11 0.27 38.61 69.550 0 01:09:59 OS-E1 2.11 0.51 3.72 77.000 0 00:26:55 OS-E2 2.11 0.62 17.12 79.750 0 00:29:22 OS-N1A 2.11 0.34 1.24 72.000 0 00:26:50 OS-N1B 2.11 0.48 2.11 76.150 0 00:26:50 OS-N1C 2.11 0.34 1.08 72.000 0 00:26:50 OS-S1 2.11 1.34 6.31 92.000 0 00:10:00 OS-S2 2.11 1.89 21.86 98.000 0 00:10:00 OS-W1 2.11 0.79 6.83 83.400 0 00:16:51 OS-W2 2.11 0.69 20.70 81.200 0 00:25:15 OS-W3 2.11 0.48 3.65 76.150 0 00:10:06 OS-W4 2.11 0.78 13.75 83.100 0 00:20:38 OS-W5 2.11 0.69 34.04 81.300 0 00:34:27 -------------------------------------------------------------------------- ****************** 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Node Depth Summary ****************** ----------------------------------------------------------------------------------------- Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss ----------------------------------------------------------------------------------------- DP-2A 0.05 0.29 5725.09 0 12:25 0 0 0:00:00 DP-2B 0.06 0.35 5714.76 0 12:27 0 0 0:00:00 DP-3 0.01 0.07 5720.07 0 12:24 0 0 0:00:00 DP-E0 0.07 0.48 5785.48 0 12:18 0 0 0:00:00 DP-E1 0.03 0.22 5795.22 0 12:15 0 0 0:00:00 DP-E2 0.05 0.39 5840.39 0 12:15 0 0 0:00:00 DP-N1A 0.01 0.06 5748.06 0 12:19 0 0 0:00:00 DP-N1B 0.01 0.09 5748.09 0 12:16 0 0 0:00:00 DP-N1C 0.01 0.06 5748.06 0 12:18 0 0 0:00:00 DP-S1 0.27 1.73 5711.56 0 12:07 0 0 0:00:00 DP-S2 0.31 1.94 5712.41 0 12:08 0 0 0:00:00 DP-W 0.13 0.59 5748.09 0 12:16 0 0 0:00:00 DP-W1 0.06 0.44 5750.44 0 12:11 0 0 0:00:00 DP-W3 0.12 0.77 5783.77 0 12:16 0 0 0:00:00 DP-W4 0.10 0.65 5807.65 0 12:15 0 0 0:00:00 MH-Down1 0.32 2.06 5710.15 0 12:09 0 0 0:00:00 Mh-Down2 0.28 1.77 5707.77 0 12:10 0 0 0:00:00 OUT-E 0.07 0.48 5745.48 0 12:19 0 0 0:00:00 OUT-MC 0.27 1.62 5705.62 0 12:10 0 0 0:00:00 OUT-W-SK 0.13 0.58 5733.58 0 12:16 0 0 0:00:00 ***************** Node Flow Summary ***************** ------------------------------------------------------------------------------------ Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm ------------------------------------------------------------------------------------ DP-2A JUNCTION 0.37 1.56 0 12:20 0.00 DP-2B JUNCTION 0.59 2.56 0 12:19 0.00 DP-3 JUNCTION 0.54 1.55 0 12:20 0.00 DP-E0 JUNCTION 0.00 20.47 0 12:15 0.00 DP-E1 JUNCTION 3.68 3.68 0 12:15 0.00 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis DP-E2 JUNCTION 16.82 16.82 0 12:15 0.00 DP-N1A JUNCTION 1.21 1.21 0 12:19 0.00 DP-N1B JUNCTION 2.09 2.09 0 12:15 0.00 DP-N1C JUNCTION 1.05 1.05 0 12:19 0.00 DP-S1 JUNCTION 6.25 23.79 0 12:07 0.00 DP-S2 JUNCTION 21.34 21.44 0 12:04 0.00 DP-W JUNCTION 20.61 71.23 0 12:15 0.00 DP-W1 JUNCTION 6.79 6.79 0 12:09 0.00 DP-W3 JUNCTION 3.53 45.81 0 12:15 0.00 DP-W4 JUNCTION 44.22 44.22 0 12:15 0.00 MH-Down1 JUNCTION 0.00 23.78 0 12:07 0.00 Mh-Down2 JUNCTION 0.00 23.67 0 12:09 0.00 OUT-E OUTFALL 38.51 45.43 0 12:45 0.00 OUT-MC OUTFALL 0.00 23.56 0 12:10 0.00 OUT-W-SK OUTFALL 0.00 70.97 0 12:16 0.00 *********************** Outfall Loading Summary *********************** ----------------------------------------------- Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs ----------------------------------------------- OUT-E 55.18 11.30 45.43 OUT-MC 90.61 1.69 23.56 OUT-W-SK 62.67 7.78 70.97 ----------------------------------------------- System 69.49 20.77 121.77 ***************** Link Flow Summary ***************** -------------------------------------------------------------------------------------------------------------------------------- Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes -------------------------------------------------------------------------------------------------------------------------------- L-DOWN1-2 CONDUIT 0 12:09 4.99 1.00 23.67 32.75 0.72 0.64 0 Calculated L-DOWN2-MITCHELL CONDUIT 0 12:10 5.74 1.00 23.56 41.61 0.57 0.56 0 Calculated L-DP3-S2 CHANNEL 0 12:24 0.18 1.00 1.50 186.86 0.01 0.54 0 Calculated 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis L-E0-E CHANNEL 0 12:19 5.41 1.00 20.27 108.25 0.19 0.48 0 Calculated L-E1-E0 CHANNEL 0 12:15 1.27 1.00 3.66 21.80 0.17 0.70 0 Calculated L-E2-E CHANNEL 0 12:15 5.33 1.00 16.81 140.49 0.12 0.43 0 Calculated L-EX01-S1 CONDUIT 0 12:25 1.85 1.00 1.44 17.61 0.08 0.57 0 Calculated L-EX02-S2 CONDUIT 0 12:27 6.08 1.00 2.19 36.25 0.06 0.27 0 Calculated L-N1A-2A CHANNEL 0 12:20 0.95 1.00 1.21 194.65 0.01 0.17 0 Calculated L-N1B-2B CHANNEL 0 12:17 1.31 1.00 2.05 176.95 0.01 0.22 0 Calculated L-N1C-3 CHANNEL 0 12:19 1.57 1.00 1.05 150.88 0.01 0.07 0 Calculated L-S1-DOWN1 CONDUIT 0 12:07 5.09 1.00 23.78 42.63 0.56 0.63 0 Calculated L-S2-S1 CONDUIT 0 12:08 4.03 1.00 18.22 28.46 0.64 0.61 0 Calculated L-STORM-KING CHANNEL 0 12:16 6.88 1.00 70.97 77.41 0.92 0.97 0 Calculated L-W1-W CHANNEL 0 12:11 1.20 1.00 6.49 8.81 0.74 0.94 0 Calculated L-W3-W CHANNEL 0 12:16 6.90 1.00 45.43 94.79 0.48 0.68 0 Calculated L-W4-W3 CHANNEL 0 12:15 6.22 1.00 44.25 120.09 0.37 0.71 0 Calculated ******************************** Highest Flow Instability Indexes ******************************** All links are stable. Analysis began on: Tue Feb 21 16:08:17 2023 Analysis ended on: Tue Feb 21 16:08:19 2023 Total elapsed time: 00:00:02 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING DRAINAGE Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2016 - Version 13.4.254 (Build 0) ----------------------------------------------------------------------------------------- ******************* Project Description ******************* File Name ................. 30017-SITE-EX DRG-RATIONAL-25YR.SPF Description ............... 30017 EXISTING 25YR DRAINAGE **************** Analysis Options **************** Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... SCS TR-55 Return Period.............. 25 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN-01-2021 00:00:00 Ending Date ............... JAN-01-2021 02:00:00 Report Time Step .......... 00:00:10 ************* Element Count ************* Number of subbasins ....... 10 Number of nodes ........... 11 Number of links ........... 10 **************** Subbasin Summary **************** Subbasin Total Area ID acres ------------------------------ EX-02A 3.04 EX-02B 4.89 EX-03 4.49 OS-N1A 5.37 OS-N1B 5.53 OS-N1C 4.65 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis OS-S1 3.43 OS-S21 1.92 OS-S22 3.39 OS-S23 3.91 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft² ------------------------------------------------------------------------------ DP-2A JUNCTION 5724.80 5729.80 0.00 DP-2B JUNCTION 5714.41 5720.31 0.00 DP-3 JUNCTION 5720.00 5721.00 0.00 DP-N1A JUNCTION 5748.00 5749.00 0.00 DP-N1B JUNCTION 5748.00 5749.00 0.00 DP-N1C JUNCTION 5748.00 5749.00 0.00 DP-S1 JUNCTION 5709.83 5715.63 0.00 DP-S2 JUNCTION 5710.47 5715.07 0.00 MH-Down1 JUNCTION 5708.09 5722.24 0.00 Mh-Down2 JUNCTION 5706.00 5712.00 0.00 OUT-MC OUTFALL 5704.00 5707.00 0.00 ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness -------------------------------------------------------------------------------------------- L-DOWN1-2 MH-Down1 Mh-Down2 CONDUIT 651.0 0.3210 0.0150 L-DOWN2-MITCHELLMh-Down2 OUT-MC CONDUIT 386.0 0.5181 0.0150 L-DP2A-S1 DP-2A DP-S1 CONDUIT 400.0 3.7425 0.0150 L-DP2B-S2 DP-2B DP-S2 CONDUIT 86.0 3.4186 0.0150 L-DP3-S2 DP-3 DP-S2 CHANNEL 329.3 2.8937 0.0200 L-N1A-2A DP-N1A DP-2A CHANNEL 308.9 6.2152 0.0320 L-N1B-2B DP-N1B DP-2B CHANNEL 536.6 5.3470 0.0320 L-N1C-DP3 DP-N1C DP-3 CHANNEL 559.7 5.0029 0.0320 L-S1-DOWN1 DP-S1 MH-Down1 CONDUIT 320.0 0.5437 0.0150 L-S2-S1 DP-S2 DP-S1 CONDUIT 264.1 0.2424 0.0150 ********************* Cross Section Summary 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft² ft cfs ---------------------------------------------------------------------------------------------------------- L-DOWN1-2 CIRCULAR 3.00 3.00 1 7.07 0.75 32.75 L-DOWN2-MITCHELL CIRCULAR 3.00 3.00 1 7.07 0.75 41.61 L-DP2A-S1 CIRCULAR 1.50 1.50 1 1.77 0.38 17.61 L-DP2B-S2 CIRCULAR 2.00 2.00 1 3.14 0.50 36.25 L-DP3-S2 TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 192.48 L-N1A-2A TRAPEZOIDAL 1.00 3.00 1 2.00 0.52 15.02 L-N1B-2B TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 163.53 L-N1C-DP3 TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 158.18 L-S1-DOWN1 CIRCULAR 3.00 3.00 1 7.07 0.75 42.63 L-S2-S1 CIRCULAR 3.00 3.00 1 7.07 0.75 28.46 **************** Transect Summary **************** Transect XS-ST-C-G Area: 0.0002 0.0007 0.0015 0.0027 0.0042 0.0060 0.0082 0.0107 0.0135 0.0167 0.0207 0.0260 0.0326 0.0406 0.0499 0.0605 0.0724 0.0856 0.1001 0.1160 0.1332 0.1517 0.1715 0.1927 0.2151 0.2389 0.2640 0.2905 0.3182 0.3473 0.3770 0.4067 0.4364 0.4662 0.4959 0.5257 0.5554 0.5852 0.6149 0.6447 0.6745 0.7048 0.7371 0.7707 0.8057 0.8419 0.8795 0.9183 0.9585 1.0000 Hrad: 0.0202 0.0403 0.0605 0.0807 0.1008 0.1210 0.1412 0.1614 0.1815 0.2017 0.1816 0.1793 0.1853 0.1958 0.2091 0.2243 0.2407 0.2580 0.2759 0.2944 0.3133 0.3324 0.3519 0.3715 0.3914 0.4113 0.4314 0.4516 0.4719 0.4923 0.5339 0.5755 0.6171 0.6585 0.6999 0.7413 0.7825 0.8237 0.8649 0.9060 0.9470 0.9324 0.9373 0.9435 0.9507 0.9589 0.9681 0.9780 0.9887 1.0000 Width: 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 0.0079 0.0158 0.0238 0.0317 0.0396 0.0475 0.0554 0.0633 0.0713 0.0792 0.1105 0.1418 0.1730 0.2043 0.2356 0.2669 0.2982 0.3295 0.3608 0.3921 0.4234 0.4547 0.4860 0.5173 0.5486 0.5799 0.6112 0.6425 0.6737 0.7050 0.7052 0.7053 0.7054 0.7055 0.7057 0.7058 0.7059 0.7060 0.7062 0.7063 0.7064 0.7506 0.7818 0.8130 0.8442 0.8753 0.9065 0.9377 0.9688 1.0000 ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** --------- ------- Total Precipitation ...... 2.843 0.840 Continuity Error (%) ..... 0.485 ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** --------- --------- External Inflow .......... 0.000 0.000 External Outflow ......... 1.886 0.615 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.016 0.005 Continuity Error (%) ..... -0.001 ************************************** Runoff Coefficient Computations Report ************************************** ------------------ Subbasin EX-02A ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_2%IMPERV 3.04 C 0.33 Composite Area & Weighted Runoff Coeff. 3.04 0.33 ------------------ Subbasin EX-02B ------------------ Area Soil Runoff 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_2%IMPERV 4.89 C 0.33 Composite Area & Weighted Runoff Coeff. 4.89 0.33 ----------------- Subbasin EX-03 ----------------- Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_2%IMPERV 4.49 C 0.33 Composite Area & Weighted Runoff Coeff. 4.49 0.33 ------------------ Subbasin OS-N1A ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_30%IMPERV 5.37 C 0.49 Composite Area & Weighted Runoff Coeff. 5.37 0.49 ------------------ Subbasin OS-N1B ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_30%IMPERV 5.53 C 0.49 Composite Area & Weighted Runoff Coeff. 5.53 0.49 ------------------ Subbasin OS-N1C ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_30%IMPERV 4.65 C 0.49 Composite Area & Weighted Runoff Coeff. 4.65 0.49 ----------------- Subbasin OS-S1 ----------------- Area Soil Runoff Soil/Surface Description (acres) Group Coeff. 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ----------------------------------------------------------------------------------------- MHFD 25YR 85%IMP 3.43 C 0.79 Composite Area & Weighted Runoff Coeff. 3.43 0.79 ------------------ Subbasin OS-S21 ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 25YR 100%IMP 1.92 B 0.88 Composite Area & Weighted Runoff Coeff. 1.92 0.88 ------------------ Subbasin OS-S22 ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 25YR 100%IMP 3.39 B 0.88 Composite Area & Weighted Runoff Coeff. 3.39 0.88 ------------------ Subbasin OS-S23 ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 25YR 100%IMP 3.91 B 0.88 Composite Area & Weighted Runoff Coeff. 3.91 0.88 *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** Sheet Flow Equation ------------------- Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation ---------------------------------- V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation --------------------- V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness ------------------ Subbasin EX-02A ------------------ Sheet Flow Computations 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 32.43 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 200.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (ft/sec): 1.57 0.00 0.00 Computed Flow Time (minutes): 2.12 0.00 0.00 ================================================================================================ Total TOC (minutes): 34.55 ================================================================================================ ------------------ Subbasin EX-02B ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 32.43 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 300.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (ft/sec): 1.57 0.00 0.00 Computed Flow Time (minutes): 3.18 0.00 0.00 ================================================================================================ Total TOC (minutes): 35.61 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ================================================================================================ ----------------- Subbasin EX-03 ----------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 32.43 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 300.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (ft/sec): 1.57 0.00 0.00 Computed Flow Time (minutes): 3.18 0.00 0.00 ================================================================================================ Total TOC (minutes): 35.61 ================================================================================================ ------------------ Subbasin OS-N1A ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ------------------ Subbasin OS-N1B ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ------------------ Subbasin OS-N1C ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ----------------- Subbasin OS-S1 ----------------- User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-S21 ------------------ User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-S22 ------------------ User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-S23 ------------------ User-Defined TOC override (minutes): 10.00 *********************** Subbasin Runoff Summary *********************** --------------------------------------------------------------------------------------- Subbasin Accumulated Rainfall Total Peak Weighted Time of ID Precip Intensity Runoff Runoff Runoff Concentration in in/hr in cfs Coeff days hh:mm:ss --------------------------------------------------------------------------------------- EX-02A 0.96 1.67 0.32 1.68 0.330 0 00:34:33 EX-02B 0.97 1.63 0.32 2.63 0.330 0 00:35:36 EX-03 0.97 1.63 0.32 2.41 0.330 0 00:35:36 OS-N1A 0.91 2.03 0.45 5.35 0.490 0 00:26:50 OS-N1B 0.91 2.03 0.45 5.52 0.490 0 00:26:50 OS-N1C 0.91 2.03 0.45 4.64 0.490 0 00:26:50 OS-S1 0.63 3.78 0.50 10.25 0.790 0 00:10:00 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis OS-S21 0.63 3.78 0.55 6.39 0.880 0 00:10:00 OS-S22 0.63 3.78 0.55 11.27 0.880 0 00:10:00 OS-S23 0.63 3.78 0.55 13.01 0.880 0 00:10:00 --------------------------------------------------------------------------------------- ****************** Node Depth Summary ****************** ----------------------------------------------------------------------------------------- Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss ----------------------------------------------------------------------------------------- DP-2A 0.28 0.64 5725.44 0 00:28 0 0 0:00:00 DP-2B 0.32 0.69 5715.10 0 00:30 0 0 0:00:00 DP-3 0.07 0.16 5720.16 0 00:31 0 0 0:00:00 DP-N1A 0.22 0.59 5748.59 0 00:27 0 0 0:00:00 DP-N1B 0.06 0.16 5748.16 0 00:28 0 0 0:00:00 DP-N1C 0.06 0.15 5748.15 0 00:28 0 0 0:00:00 DP-S1 0.96 2.08 5711.91 0 00:16 0 0 0:00:00 DP-S2 0.96 1.79 5712.26 0 00:19 0 0 0:00:00 MH-Down1 1.20 2.80 5710.89 0 00:16 0 0 0:00:00 Mh-Down2 1.03 2.28 5708.28 0 00:17 0 0 0:00:00 OUT-MC 0.96 2.02 5706.02 0 00:17 0 0 0:00:00 ***************** Node Flow Summary ***************** ------------------------------------------------------------------------------------ Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm ------------------------------------------------------------------------------------ DP-2A JUNCTION 1.68 6.61 0 00:27 0.00 DP-2B JUNCTION 2.63 7.43 0 00:30 0.00 DP-3 JUNCTION 2.41 6.43 0 00:29 0.00 DP-N1A JUNCTION 5.35 5.35 0 00:26 0.00 DP-N1B JUNCTION 5.51 5.51 0 00:26 0.00 DP-N1C JUNCTION 4.64 4.64 0 00:26 0.00 DP-S1 JUNCTION 21.50 29.53 0 00:14 0.00 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis DP-S2 JUNCTION 13.00 16.12 0 00:10 0.00 MH-Down1 JUNCTION 6.38 33.67 0 00:14 0.00 Mh-Down2 JUNCTION 0.00 33.31 0 00:16 0.00 OUT-MC OUTFALL 0.00 33.13 0 00:17 0.00 *********************** Outfall Loading Summary *********************** ----------------------------------------------- Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs ----------------------------------------------- OUT-MC 98.61 11.57 33.13 ----------------------------------------------- System 98.61 11.57 33.13 ***************** Link Flow Summary ***************** -------------------------------------------------------------------------------------------------------------------------------- Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes -------------------------------------------------------------------------------------------------------------------------------- L-DOWN1-2 CONDUIT 0 00:16 5.31 1.00 33.31 32.75 1.02 0.85 0 > CAPACITY L-DOWN2-MITCHELL CONDUIT 0 00:17 6.10 1.00 33.13 41.61 0.80 0.72 0 Calculated L-DP2A-S1 CONDUIT 0 00:28 4.91 1.00 6.60 17.61 0.37 0.71 0 Calculated L-DP2B-S2 CONDUIT 0 00:30 8.19 1.00 7.43 36.25 0.20 0.33 0 Calculated L-DP3-S2 CHANNEL 0 00:31 0.69 1.00 6.37 192.48 0.03 0.58 0 Calculated L-N1A-2A CHANNEL 0 00:27 5.69 1.00 5.27 15.02 0.35 0.58 0 Calculated L-N1B-2B CHANNEL 0 00:28 2.87 1.00 5.25 163.53 0.03 0.16 0 Calculated L-N1C-DP3 CHANNEL 0 00:28 2.59 1.00 4.51 158.18 0.03 0.15 0 Calculated L-S1-DOWN1 CONDUIT 0 00:16 4.91 1.00 29.26 42.63 0.69 0.81 0 Calculated L-S2-S1 CONDUIT 0 00:22 3.67 1.00 14.88 28.46 0.52 0.64 0 Calculated ******************************** Highest Flow Instability Indexes ******************************** All links are stable. 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-2A. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-2B. Analysis began on: Tue Feb 21 18:27:40 2023 Analysis ended on: Tue Feb 21 18:27:40 2023 Total elapsed time: < 1 sec 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 EXISTING 25YR DRAINAGE Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2016 - Version 13.4.254 (Build 0) ----------------------------------------------------------------------------------------- ******************* Project Description ******************* File Name ................. 30017-SITE-DE DRG-RATIONAL-05YR.SPF Description ............... 30017 DEVELOPED 5YR DRAINAGE **************** Analysis Options **************** Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... SCS TR-55 Return Period.............. 5 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN-01-2021 00:00:00 Ending Date ............... JAN-01-2021 02:00:00 Report Time Step .......... 00:00:10 ************* Element Count ************* Number of subbasins ....... 10 Number of nodes ........... 11 Number of links ........... 10 **************** Subbasin Summary **************** Subbasin Total Area ID acres ------------------------------ DE-02A 2.56 DE-02B 5.26 DE-03 4.61 OS-N1A 5.37 OS-N1B 5.53 OS-N1C 4.65 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis OS-S1 3.43 OS-S21 1.92 OS-S22 3.39 OS-S23 3.91 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft² ------------------------------------------------------------------------------ DP-2A JUNCTION 5724.80 5730.30 0.00 DP-2B JUNCTION 5714.41 5720.81 0.00 DP-3 JUNCTION 5720.00 5721.00 0.00 DP-N1A JUNCTION 5748.00 5749.50 0.00 DP-N1B JUNCTION 5748.00 5749.50 0.00 DP-N1C JUNCTION 5748.00 5749.00 0.00 DP-S1 JUNCTION 5709.83 5715.63 0.00 DP-S2 JUNCTION 5710.47 5715.07 0.00 MH-Down1 JUNCTION 5708.09 5722.24 0.00 Mh-Down2 JUNCTION 5706.00 5712.00 0.00 OUT-MC OUTFALL 5704.00 5707.00 0.00 ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness -------------------------------------------------------------------------------------------- L-2B-S2 DP-2B DP-S2 CONDUIT 86.0 3.4186 0.0150 L-DOWN1-2 MH-Down1 Mh-Down2 CONDUIT 651.0 0.3210 0.0150 L-DOWN2-MITCHELLMh-Down2 OUT-MC CONDUIT 386.0 0.5181 0.0150 L-DP2A-S1 DP-2A DP-S1 CONDUIT 400.0 3.7425 0.0150 L-DP3-S2 DP-3 DP-S2 CHANNEL 329.3 2.8937 0.0200 L-N1A-2A DP-N1A DP-2A CONDUIT 308.9 6.2152 0.0120 L-N1B-2B DP-N1B DP-2B CONDUIT 536.6 5.3470 0.0120 L-N1C-3 DP-N1C DP-3 CHANNEL 559.7 5.0029 0.0320 L-S1-DOWN1 DP-S1 MH-Down1 CONDUIT 320.0 0.5437 0.0150 L-S2-S1 DP-S2 DP-S1 CONDUIT 264.1 0.2424 0.0150 ********************* Cross Section Summary 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft² ft cfs ---------------------------------------------------------------------------------------------------------- L-2B-S2 CIRCULAR 2.00 2.00 1 3.14 0.50 36.25 L-DOWN1-2 CIRCULAR 3.00 3.00 1 7.07 0.75 32.75 L-DOWN2-MITCHELL CIRCULAR 3.00 3.00 1 7.07 0.75 41.61 L-DP2A-S1 CIRCULAR 1.50 1.50 1 1.77 0.38 17.61 L-DP3-S2 TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 192.48 L-N1A-2A CIRCULAR 1.50 1.50 1 1.77 0.38 28.37 L-N1B-2B CIRCULAR 1.50 1.50 1 1.77 0.38 26.31 L-N1C-3 TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 158.18 L-S1-DOWN1 CIRCULAR 3.00 3.00 1 7.07 0.75 42.63 L-S2-S1 CIRCULAR 3.00 3.00 1 7.07 0.75 28.46 **************** Transect Summary **************** Transect XS-ST-C-G Area: 0.0002 0.0007 0.0015 0.0027 0.0042 0.0060 0.0082 0.0107 0.0135 0.0167 0.0207 0.0260 0.0326 0.0406 0.0499 0.0605 0.0724 0.0856 0.1001 0.1160 0.1332 0.1517 0.1715 0.1927 0.2151 0.2389 0.2640 0.2905 0.3182 0.3473 0.3770 0.4067 0.4364 0.4662 0.4959 0.5257 0.5554 0.5852 0.6149 0.6447 0.6745 0.7048 0.7371 0.7707 0.8057 0.8419 0.8795 0.9183 0.9585 1.0000 Hrad: 0.0202 0.0403 0.0605 0.0807 0.1008 0.1210 0.1412 0.1614 0.1815 0.2017 0.1816 0.1793 0.1853 0.1958 0.2091 0.2243 0.2407 0.2580 0.2759 0.2944 0.3133 0.3324 0.3519 0.3715 0.3914 0.4113 0.4314 0.4516 0.4719 0.4923 0.5339 0.5755 0.6171 0.6585 0.6999 0.7413 0.7825 0.8237 0.8649 0.9060 0.9470 0.9324 0.9373 0.9435 0.9507 0.9589 0.9681 0.9780 0.9887 1.0000 Width: 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 0.0079 0.0158 0.0238 0.0317 0.0396 0.0475 0.0554 0.0633 0.0713 0.0792 0.1105 0.1418 0.1730 0.2043 0.2356 0.2669 0.2982 0.3295 0.3608 0.3921 0.4234 0.4547 0.4860 0.5173 0.5486 0.5799 0.6112 0.6425 0.6737 0.7050 0.7052 0.7053 0.7054 0.7055 0.7057 0.7058 0.7059 0.7060 0.7062 0.7063 0.7064 0.7506 0.7818 0.8130 0.8442 0.8753 0.9065 0.9377 0.9688 1.0000 ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** --------- ------- Total Precipitation ...... 1.574 0.465 Continuity Error (%) ..... 0.498 ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** --------- --------- External Inflow .......... 0.000 0.000 External Outflow ......... 1.017 0.332 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.009 0.003 Continuity Error (%) ..... 0.000 ************************************** Runoff Coefficient Computations Report ************************************** ------------------ Subbasin DE-02A ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_05YR_75%IMPERV 2.56 C 0.65 Composite Area & Weighted Runoff Coeff. 2.56 0.65 ------------------ Subbasin DE-02B ------------------ Area Soil Runoff 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_05YR_65%IMPERV 5.26 C 0.56 Composite Area & Weighted Runoff Coeff. 5.26 0.56 ----------------- Subbasin DE-03 ----------------- Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_05YR_75%IMPERV 4.61 C 0.65 Composite Area & Weighted Runoff Coeff. 4.61 0.65 ------------------ Subbasin OS-N1A ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_5YR_30%IMPERV 5.37 C 0.28 Composite Area & Weighted Runoff Coeff. 5.37 0.28 ------------------ Subbasin OS-N1B ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_05YR_30%IMPERV 5.53 C 0.28 Composite Area & Weighted Runoff Coeff. 5.53 0.28 ------------------ Subbasin OS-N1C ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_05YR_30%IMPERV 4.65 C 0.28 Composite Area & Weighted Runoff Coeff. 4.65 0.28 ----------------- Subbasin OS-S1 ----------------- Area Soil Runoff Soil/Surface Description (acres) Group Coeff. 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis ----------------------------------------------------------------------------------------- MHFD 05YR 85%IMP 3.43 C 0.73 Composite Area & Weighted Runoff Coeff. 3.43 0.73 ------------------ Subbasin OS-S21 ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 05YR 100%IMP 1.92 B 0.85 Composite Area & Weighted Runoff Coeff. 1.92 0.85 ------------------ Subbasin OS-S22 ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 05YR 100%IMP 3.39 B 0.85 Composite Area & Weighted Runoff Coeff. 3.39 0.85 ------------------ Subbasin OS-S23 ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 05YR 100%IMP 3.91 B 0.85 Composite Area & Weighted Runoff Coeff. 3.91 0.85 *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** Sheet Flow Equation ------------------- Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation ---------------------------------- V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation --------------------- V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness ------------------ Subbasin DE-02A ------------------ User-Defined TOC override (minutes): 10.00 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis ------------------ Subbasin DE-02B ------------------ User-Defined TOC override (minutes): 10.00 ----------------- Subbasin DE-03 ----------------- User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-N1A ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ------------------ Subbasin OS-N1B ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ------------------ Subbasin OS-N1C ------------------ 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ----------------- Subbasin OS-S1 ----------------- User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-S21 ------------------ User-Defined TOC override (minutes): 10.00 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis ------------------ Subbasin OS-S22 ------------------ User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-S23 ------------------ User-Defined TOC override (minutes): 10.00 *********************** Subbasin Runoff Summary *********************** --------------------------------------------------------------------------------------- Subbasin Accumulated Rainfall Total Peak Weighted Time of ID Precip Intensity Runoff Runoff Runoff Concentration in in/hr in cfs Coeff days hh:mm:ss --------------------------------------------------------------------------------------- DE-02A 0.39 2.35 0.25 3.91 0.650 0 00:10:00 DE-02B 0.39 2.35 0.22 6.92 0.560 0 00:10:00 DE-03 0.39 2.35 0.25 7.04 0.650 0 00:10:00 OS-N1A 0.58 1.30 0.16 1.96 0.280 0 00:26:50 OS-N1B 0.58 1.30 0.16 2.02 0.280 0 00:26:50 OS-N1C 0.58 1.30 0.16 1.70 0.280 0 00:26:50 OS-S1 0.39 2.35 0.29 5.89 0.730 0 00:10:00 OS-S21 0.39 2.35 0.33 3.84 0.850 0 00:10:00 OS-S22 0.39 2.35 0.33 6.77 0.850 0 00:10:00 OS-S23 0.39 2.35 0.33 7.81 0.850 0 00:10:00 --------------------------------------------------------------------------------------- ****************** Node Depth Summary ****************** ----------------------------------------------------------------------------------------- Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss ----------------------------------------------------------------------------------------- DP-2A 0.18 0.52 5725.32 0 00:10 0 0 0:00:00 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis DP-2B 0.19 0.70 5715.11 0 00:10 0 0 0:00:00 DP-3 0.05 0.17 5720.17 0 00:12 0 0 0:00:00 DP-N1A 0.11 0.27 5748.27 0 00:27 0 0 0:00:00 DP-N1B 0.11 0.28 5748.28 0 00:27 0 0 0:00:00 DP-N1C 0.03 0.08 5748.08 0 00:28 0 0 0:00:00 DP-S1 0.61 1.92 5711.75 0 00:15 0 0 0:00:00 DP-S2 0.62 1.81 5712.28 0 00:16 0 0 0:00:00 MH-Down1 0.77 2.49 5710.58 0 00:15 0 0 0:00:00 Mh-Down2 0.66 2.08 5708.08 0 00:17 0 0 0:00:00 OUT-MC 0.63 1.87 5705.87 0 00:17 0 0 0:00:00 ***************** Node Flow Summary ***************** ------------------------------------------------------------------------------------ Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm ------------------------------------------------------------------------------------ DP-2A JUNCTION 3.91 4.60 0 00:10 0.00 DP-2B JUNCTION 6.91 7.59 0 00:10 0.00 DP-3 JUNCTION 7.04 7.46 0 00:10 0.00 DP-N1A JUNCTION 1.96 1.96 0 00:26 0.00 DP-N1B JUNCTION 2.02 2.02 0 00:26 0.00 DP-N1C JUNCTION 1.70 1.70 0 00:26 0.00 DP-S1 JUNCTION 12.65 27.54 0 00:14 0.00 DP-S2 JUNCTION 7.81 21.55 0 00:10 0.00 MH-Down1 JUNCTION 3.83 30.07 0 00:14 0.00 Mh-Down2 JUNCTION 0.00 29.78 0 00:16 0.00 OUT-MC OUTFALL 0.00 29.56 0 00:17 0.00 *********************** Outfall Loading Summary *********************** ----------------------------------------------- Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs ----------------------------------------------- OUT-MC 98.40 6.25 29.56 ----------------------------------------------- 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis System 98.40 6.25 29.56 ***************** Link Flow Summary ***************** -------------------------------------------------------------------------------------------------------------------------------- Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes -------------------------------------------------------------------------------------------------------------------------------- L-2B-S2 CONDUIT 0 00:10 8.37 1.00 7.55 36.25 0.21 0.34 0 Calculated L-DOWN1-2 CONDUIT 0 00:16 5.23 1.00 29.78 32.75 0.91 0.76 0 Calculated L-DOWN2-MITCHELL CONDUIT 0 00:17 5.99 1.00 29.56 41.61 0.71 0.66 0 Calculated L-DP2A-S1 CONDUIT 0 00:10 3.59 1.00 4.54 17.61 0.26 0.67 0 Calculated L-DP3-S2 CHANNEL 0 00:12 0.73 1.00 6.78 192.48 0.04 0.58 0 Calculated L-N1A-2A CONDUIT 0 00:27 9.00 1.00 1.94 28.37 0.07 0.18 0 Calculated L-N1B-2B CONDUIT 0 00:27 8.69 1.00 1.98 26.31 0.08 0.19 0 Calculated L-N1C-3 CHANNEL 0 00:28 1.89 1.00 1.62 158.18 0.01 0.11 0 Calculated L-S1-DOWN1 CONDUIT 0 00:15 4.99 1.00 27.36 42.63 0.64 0.73 0 Calculated L-S2-S1 CONDUIT 0 00:17 3.63 1.00 15.56 28.46 0.55 0.62 0 Calculated ******************************** Highest Flow Instability Indexes ******************************** All links are stable. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-2A. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-2B. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-N1A. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-N1B. Analysis began on: Tue Feb 21 18:37:48 2023 Analysis ended on: Tue Feb 21 18:37:48 2023 Total elapsed time: < 1 sec 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DEVELOPED 5YR DRAINAGE Autodesk Storm and Sanitary Analysis Autodesk® Storm and Sanitary Analysis 2016 - Version 13.4.254 (Build 0) ----------------------------------------------------------------------------------------- ******************* Project Description ******************* File Name ................. 30017-SITE-DE DRG-RATIONAL-25YR-DET.SPF Description ............... 30017 DETENTION 25YR DRAINAGE **************** Analysis Options **************** Flow Units ................ cfs Subbasin Hydrograph Method. Rational Time of Concentration...... SCS TR-55 Return Period.............. 25 years Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN-01-2021 00:00:00 Ending Date ............... JAN-01-2021 02:00:00 Report Time Step .......... 00:00:10 ************* Element Count ************* Number of subbasins ....... 10 Number of nodes ........... 13 Number of links ........... 14 **************** Subbasin Summary **************** Subbasin Total Area ID acres ------------------------------ DE-02A 2.56 DE-02B 5.26 DE-03 4.61 OS-N1A 5.37 OS-N1B 5.53 OS-N1C 4.65 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis OS-S1 3.43 OS-S21 1.92 OS-S22 3.39 OS-S23 3.91 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft² ------------------------------------------------------------------------------ DP-2A JUNCTION 5724.80 5730.30 0.00 DP-2B JUNCTION 5714.41 5720.81 0.00 DP-3 JUNCTION 5720.00 5721.00 0.00 DP-N1A JUNCTION 5748.00 5749.50 0.00 DP-N1B JUNCTION 5748.00 5749.50 0.00 DP-N1C JUNCTION 5748.00 5749.00 0.00 DP-S1 JUNCTION 5709.83 5715.63 0.00 DP-S2 JUNCTION 5710.47 5715.07 0.00 MH-Down1 JUNCTION 5708.09 5722.24 0.00 Mh-Down2 JUNCTION 5706.00 5712.00 0.00 OUT-MC OUTFALL 5704.00 5707.00 0.00 DET-02A STORAGE 5724.80 5729.00 0.00 DET-02B STORAGE 5715.40 5721.00 0.00 ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness -------------------------------------------------------------------------------------------- L-DET-02A DET-02A DP-2A CONDUIT 32.5 12.9072 0.0120 L-DET-02B DET-02B DP-2B CONDUIT 27.5 23.9811 0.0150 L-DOWN1-2 MH-Down1 Mh-Down2 CONDUIT 651.0 0.3210 0.0150 L-DOWN2-MITCHELLMh-Down2 OUT-MC CONDUIT 386.0 0.5181 0.0150 L-DP2A-S1 DP-2A DP-S1 CONDUIT 400.0 3.7425 0.0150 L-DP2B-S2 DP-2B DP-S2 CONDUIT 86.0 3.4186 0.0150 L-DP3-S2 DP-3 DP-S2 CHANNEL 329.3 2.8937 0.0200 L-N1A-2A DP-N1A DP-2A CONDUIT 308.9 6.2152 0.0120 L-N1B-2B DP-N1B DP-2B CONDUIT 536.6 5.3470 0.0120 L-N1C-3 DP-N1C DP-3 CHANNEL 559.7 5.0029 0.0320 L-S1-DOWN1 DP-S1 MH-Down1 CONDUIT 320.0 0.5437 0.0150 L-S2-S1 DP-S2 DP-S1 CONDUIT 264.1 0.2424 0.0150 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ORIF-02A DET-02A DP-2A ORIFICE ORIF-02B DET-02B DP-2B ORIFICE ********************* Cross Section Summary ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft² ft cfs ---------------------------------------------------------------------------------------------------------- L-DET-02A CIRCULAR 1.00 1.00 1 0.79 0.25 13.87 L-DET-02B CIRCULAR 1.00 1.00 1 0.79 0.25 15.12 L-DOWN1-2 CIRCULAR 3.00 3.00 1 7.07 0.75 32.75 L-DOWN2-MITCHELL CIRCULAR 3.00 3.00 1 7.07 0.75 41.61 L-DP2A-S1 CIRCULAR 1.50 1.50 1 1.77 0.38 17.61 L-DP2B-S2 CIRCULAR 2.00 2.00 1 3.14 0.50 36.25 L-DP3-S2 TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 192.48 L-N1A-2A CIRCULAR 1.50 1.50 1 1.77 0.38 28.37 L-N1B-2B CIRCULAR 1.50 1.50 1 1.77 0.38 26.31 L-N1C-3 TRAPEZOIDAL 1.00 30.00 1 20.00 0.66 158.18 L-S1-DOWN1 CIRCULAR 3.00 3.00 1 7.07 0.75 42.63 L-S2-S1 CIRCULAR 3.00 3.00 1 7.07 0.75 28.46 **************** Transect Summary **************** Transect XS-ST-C-G Area: 0.0002 0.0007 0.0015 0.0027 0.0042 0.0060 0.0082 0.0107 0.0135 0.0167 0.0207 0.0260 0.0326 0.0406 0.0499 0.0605 0.0724 0.0856 0.1001 0.1160 0.1332 0.1517 0.1715 0.1927 0.2151 0.2389 0.2640 0.2905 0.3182 0.3473 0.3770 0.4067 0.4364 0.4662 0.4959 0.5257 0.5554 0.5852 0.6149 0.6447 0.6745 0.7048 0.7371 0.7707 0.8057 0.8419 0.8795 0.9183 0.9585 1.0000 Hrad: 0.0202 0.0403 0.0605 0.0807 0.1008 0.1210 0.1412 0.1614 0.1815 0.2017 0.1816 0.1793 0.1853 0.1958 0.2091 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 0.2243 0.2407 0.2580 0.2759 0.2944 0.3133 0.3324 0.3519 0.3715 0.3914 0.4113 0.4314 0.4516 0.4719 0.4923 0.5339 0.5755 0.6171 0.6585 0.6999 0.7413 0.7825 0.8237 0.8649 0.9060 0.9470 0.9324 0.9373 0.9435 0.9507 0.9589 0.9681 0.9780 0.9887 1.0000 Width: 0.0079 0.0158 0.0238 0.0317 0.0396 0.0475 0.0554 0.0633 0.0713 0.0792 0.1105 0.1418 0.1730 0.2043 0.2356 0.2669 0.2982 0.3295 0.3608 0.3921 0.4234 0.4547 0.4860 0.5173 0.5486 0.5799 0.6112 0.6425 0.6737 0.7050 0.7052 0.7053 0.7054 0.7055 0.7057 0.7058 0.7059 0.7060 0.7062 0.7063 0.7064 0.7506 0.7818 0.8130 0.8442 0.8753 0.9065 0.9377 0.9688 1.0000 ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** --------- ------- Total Precipitation ...... 2.496 0.737 Continuity Error (%) ..... 0.399 ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** --------- --------- External Inflow .......... 0.000 0.000 External Outflow ......... 1.934 0.630 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.011 0.003 Continuity Error (%) ..... -0.002 ************************************** Runoff Coefficient Computations Report ************************************** ------------------ Subbasin DE-02A ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ----------------------------------------------------------------------------------------- MHFD_25YR_75%IMPERV 2.56 C 0.74 Composite Area & Weighted Runoff Coeff. 2.56 0.74 ------------------ Subbasin DE-02B ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_65%IMPERV 5.26 C 0.68 Composite Area & Weighted Runoff Coeff. 5.26 0.68 ----------------- Subbasin DE-03 ----------------- Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_2%IMPERV 4.61 C 0.33 Composite Area & Weighted Runoff Coeff. 4.61 0.33 ------------------ Subbasin OS-N1A ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_30%IMPERV 5.37 C 0.49 Composite Area & Weighted Runoff Coeff. 5.37 0.49 ------------------ Subbasin OS-N1B ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD_25YR_30%IMPERV 5.53 C 0.49 Composite Area & Weighted Runoff Coeff. 5.53 0.49 ------------------ Subbasin OS-N1C ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis MHFD_25YR_30%IMPERV 4.65 C 0.49 Composite Area & Weighted Runoff Coeff. 4.65 0.49 ----------------- Subbasin OS-S1 ----------------- Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 25YR 85%IMP 3.43 C 0.79 Composite Area & Weighted Runoff Coeff. 3.43 0.79 ------------------ Subbasin OS-S21 ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 25YR 100%IMP 1.92 B 0.88 Composite Area & Weighted Runoff Coeff. 1.92 0.88 ------------------ Subbasin OS-S22 ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 25YR 100%IMP 3.39 B 0.88 Composite Area & Weighted Runoff Coeff. 3.39 0.88 ------------------ Subbasin OS-S23 ------------------ Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ----------------------------------------------------------------------------------------- MHFD 25YR 100%IMP 3.91 B 0.88 Composite Area & Weighted Runoff Coeff. 3.91 0.88 *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** Sheet Flow Equation ------------------- 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation ---------------------------------- V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation --------------------- V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis Sf = Slope (ft/ft) n = Manning's Roughness ------------------ Subbasin DE-02A ------------------ User-Defined TOC override (minutes): 10.00 ------------------ Subbasin DE-02B ------------------ User-Defined TOC override (minutes): 10.00 ----------------- Subbasin DE-03 ----------------- User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-N1A ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ------------------ Subbasin OS-N1B ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ------------------ Subbasin OS-N1C ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.30 0.00 0.00 Flow Length (ft): 200.00 0.00 0.00 Slope (%): 11.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.29 0.00 0.00 Velocity (ft/sec): 0.14 0.00 0.00 Computed Flow Time (minutes): 23.65 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 220.00 0.00 0.00 Slope (%): 5.00 0.00 0.00 Surface Type: Grassed waterway Unpaved Unpaved Velocity (ft/sec): 3.35 0.00 0.00 Computed Flow Time (minutes): 1.09 0.00 0.00 Channel Flow Computations ------------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft²): 1.00 0.00 0.00 Wetted Perimeter (ft): 10.00 0.00 0.00 Velocity (ft/sec): 2.39 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 ================================================================================================ Total TOC (minutes): 26.84 ================================================================================================ ----------------- Subbasin OS-S1 ----------------- 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-S21 ------------------ User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-S22 ------------------ User-Defined TOC override (minutes): 10.00 ------------------ Subbasin OS-S23 ------------------ User-Defined TOC override (minutes): 10.00 *********************** Subbasin Runoff Summary *********************** --------------------------------------------------------------------------------------- Subbasin Accumulated Rainfall Total Peak Weighted Time of ID Precip Intensity Runoff Runoff Runoff Concentration in in/hr in cfs Coeff days hh:mm:ss --------------------------------------------------------------------------------------- DE-02A 0.63 3.78 0.47 7.16 0.740 0 00:10:00 DE-02B 0.63 3.78 0.43 13.51 0.680 0 00:10:00 DE-03 0.63 3.78 0.21 5.75 0.330 0 00:10:00 OS-N1A 0.91 2.03 0.45 5.35 0.490 0 00:26:50 OS-N1B 0.91 2.03 0.45 5.52 0.490 0 00:26:50 OS-N1C 0.91 2.03 0.45 4.64 0.490 0 00:26:50 OS-S1 0.63 3.78 0.50 10.25 0.790 0 00:10:00 OS-S21 0.63 3.78 0.55 6.39 0.880 0 00:10:00 OS-S22 0.63 3.78 0.55 11.27 0.880 0 00:10:00 OS-S23 0.63 3.78 0.55 13.01 0.880 0 00:10:00 --------------------------------------------------------------------------------------- ****************** Node Depth Summary ****************** 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ----------------------------------------------------------------------------------------- Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss ----------------------------------------------------------------------------------------- DP-2A 0.28 0.74 5725.54 0 00:23 0 0 0:00:00 DP-2B 0.34 2.27 5716.68 0 00:16 0 0 0:00:00 DP-3 0.06 0.16 5720.16 0 00:13 0 0 0:00:00 DP-N1A 0.18 0.46 5748.46 0 00:27 0 0 0:00:00 DP-N1B 0.19 0.47 5748.47 0 00:27 0 0 0:00:00 DP-N1C 0.06 0.15 5748.15 0 00:28 0 0 0:00:00 DP-S1 1.14 6.67 5716.50 0 00:17 0.00 0 0:00:00 DP-S2 1.12 5.53 5716.00 0 00:16 0.10 3 0:00:00 MH-Down1 1.30 7.36 5715.45 0 00:17 0 0 0:00:00 Mh-Down2 1.04 6.00 5712.00 0 00:17 0.00 0 0:00:00 OUT-MC 0.94 3.00 5707.00 0 00:17 0 0 0:00:00 DET-02A 0.72 3.49 5728.29 0 00:16 0 0 0:00:00 DET-02B 1.05 5.42 5720.82 0 00:18 0 0 0:00:00 ***************** Node Flow Summary ***************** ------------------------------------------------------------------------------------ Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm ------------------------------------------------------------------------------------ DP-2A JUNCTION 0.00 8.64 0 00:23 0.00 DP-2B JUNCTION 0.00 12.09 0 00:26 0.00 DP-3 JUNCTION 5.75 7.13 0 00:10 0.00 DP-N1A JUNCTION 5.35 5.35 0 00:27 0.00 DP-N1B JUNCTION 5.51 5.51 0 00:27 0.00 DP-N1C JUNCTION 4.64 4.64 0 00:27 0.00 DP-S1 JUNCTION 21.50 42.18 0 00:17 0.04 0 00:17 DP-S2 JUNCTION 13.00 27.68 0 00:10 9.95 0 00:16 MH-Down1 JUNCTION 6.38 45.82 0 00:17 0.00 Mh-Down2 JUNCTION 0.00 45.82 0 00:17 3.30 0 00:17 OUT-MC OUTFALL 0.00 43.75 0 00:17 0.00 DET-02A STORAGE 7.16 7.16 0 00:10 0.00 DET-02B STORAGE 13.51 13.51 0 00:10 0.00 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis ******************** Storage Node Summary ******************** ------------------------------------------------------------------------------------------------------------------------------------- Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1000 ft³ (%) days hh:mm 1000 ft³ (%) cfs cfm hh:mm:ss 1000 ft³ ------------------------------------------------------------------------------------------------------------------------------------- DET-02A 0.922 30 0 00:16 0.091 3 4.50 0.00 0:00:00 0.000 DET-02B 2.592 75 0 00:18 0.303 9 7.23 0.00 0:00:00 0.000 *********************** Outfall Loading Summary *********************** ----------------------------------------------- Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs ----------------------------------------------- OUT-MC 98.61 11.90 43.75 ----------------------------------------------- System 98.61 11.90 43.75 ***************** Link Flow Summary ***************** -------------------------------------------------------------------------------------------------------------------------------- Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes -------------------------------------------------------------------------------------------------------------------------------- L-DET-02A CONDUIT 0 00:00 0.00 1.00 0.00 13.87 0.00 0.37 0 Calculated L-DET-02B CONDUIT 0 00:00 0.00 1.00 0.00 15.12 0.00 0.50 0 Calculated L-DOWN1-2 CONDUIT 0 00:17 6.52 1.00 45.82 32.75 1.40 1.00 4 SURCHARGED L-DOWN2-MITCHELL CONDUIT 0 00:17 6.24 1.00 43.75 41.61 1.05 1.00 2 SURCHARGED L-DP2A-S1 CONDUIT 0 00:23 6.10 1.00 8.64 17.61 0.49 0.75 0 Calculated L-DP2B-S2 CONDUIT 0 00:20 8.62 1.00 12.71 36.25 0.35 1.00 2 SURCHARGED L-DP3-S2 CHANNEL 0 00:13 0.72 1.00 6.65 192.48 0.03 0.58 0 Calculated 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis L-N1A-2A CONDUIT 0 00:27 11.98 1.00 5.31 28.37 0.19 0.30 0 Calculated L-N1B-2B CONDUIT 0 00:27 11.55 1.00 5.45 26.31 0.21 0.31 0 Calculated L-N1C-3 CHANNEL 0 00:28 2.80 1.00 4.48 158.18 0.03 0.14 0 Calculated L-S1-DOWN1 CONDUIT 0 00:17 5.97 1.00 42.18 42.63 0.99 1.00 11 SURCHARGED L-S2-S1 CONDUIT 0 00:26 4.16 1.00 27.06 28.46 0.95 1.00 8 SURCHARGED ORIF-02A ORIFICE 0 00:15 4.50 1.00 ORIF-02B ORIFICE 0 00:16 7.23 1.00 ******************************** Highest Flow Instability Indexes ******************************** Link ORIF-02A (50) WARNING 118 : Orifice crest elevation defined for Orifice ORIF-02A is below upstream node invert elevation. Assumed orifice crest elevation equal to upstream node invert elevation. WARNING 118 : Orifice crest elevation defined for Orifice ORIF-02B is below upstream node invert elevation. Assumed orifice crest elevation equal to upstream node invert elevation. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-2A. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-2B. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-N1A. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node DP-N1B. Analysis began on: Tue Feb 21 18:28:19 2023 Analysis ended on: Tue Feb 21 18:28:19 2023 Total elapsed time: < 1 sec 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis 30017 DETENTION 25YR DRAINAGE Autodesk Storm and Sanitary Analysis Traffic Impact Study Glenwood Business Center Garfield County, Colorado Prepared for: Sopris Engineering, LLC TRAFFIC IMPACT STUDY Glenwood Business Center Garfield County, Colorado Prepared for Sopris Engineering, LLC 502 Main Street Suite A-3 Carbondale, Colorado 81623 Prepared by Kimley-Horn and Associates, Inc. 4582 South Ulster Street Suite 1500 Denver, Colorado 80237 (303) 228-2300 February 2023 This document, together with the concepts and designs 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 and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 02/15/2023 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 EXECUTIVE SUMMARY ........................................................................................... 1 2.0 INTRODUCTION ....................................................................................................... 3 3.0 EXISTING AND FUTURE CONDITIONS .................................................................. 5 3.1 Existing Study Area ...........................................................................................................5 3.2 Existing Roadway Network ................................................................................................5 3.3 Existing Traffic Volumes ..................................................................................................11 3.4 Unspecified Development Traffic Growth .........................................................................11 4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 16 4.1 Trip Generation................................................................................................................16 4.2 Trip Distribution ...............................................................................................................17 4.3 Traffic Assignment ...........................................................................................................17 4.4 Total (Background Plus Project) Traffic............................................................................17 5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 22 5.1 Analysis Methodology ......................................................................................................22 5.2 Key Intersection Operational Analysis .............................................................................23 5.3 CDOT Access Permit Need Analysis ...............................................................................27 5.4 Improvement Summary ...................................................................................................27 6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 29 APPENDICES Appendix A – Intersection Count Sheets Appendix B – Future Traffic Projections Appendix C – Trip Generation Worksheets Appendix D – Intersection Analysis Worksheets Appendix E – Conceptual Site Plan Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page ii LIST OF TABLES Table 1 – Glenwood Business Center Traffic Generation ..........................................................16 Table 2 – Level of Service Definitions .......................................................................................22 Table 3 – Donegan Road & Storm King Road LOS Results ......................................................23 Table 4 – Donegan Road & Mel Ray Road LOS Results ...........................................................24 Table 5 – Center Drive & Storm King Road LOS Results ..........................................................25 Table 6 – Highway 6 & Storm King Road LOS Results .............................................................26 Table 7 – Project Access Level of Service Results ....................................................................27 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................4 Figure 2 – Existing Geometry and Control .................................................................................10 Figure 3 – Existing Traffic Volumes ...........................................................................................12 Figure 4 – 2023 Existing Traffic Volumes ..................................................................................13 Figure 5 – 2025 Background Traffic Volumes............................................................................14 Figure 6 – 2045 Background Traffic Volumes............................................................................15 Figure 7 – Project Trip Distribution ............................................................................................18 Figure 8 – Project Traffic Assignment .......................................................................................19 Figure 9 – 2025 Total Traffic Volumes ......................................................................................20 Figure 10 – 2045 Total Traffic Volumes.....................................................................................21 Figure 11 – Recommended Geometry and Control ...................................................................28 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 1 1.0 EXECUTIVE SUMMARY Glenwood Business Center is proposed to be located on the southeast corner of the Donegan Road and Storm King Road intersection in Garfield County, Colorado. Lot 1 is currently developed with existing commercial/office uses within the southwest portion of Glenwood Business Center whereas the remining Lots 2 and 3 are proposed to include an approximate 97,750 square foot self-storage facility, three (3) residential units, 35,175 square feet of office space, and approximately 67,950 square feet of warehouse uses, as evaluated in this traffic study. It is expected that Glenwood Business Center will be completed in the next several years. Therefore, analysis was conducted for the 2025 short-term buildout horizon as well as the 2045 long-term twenty-year planning horizon. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study in accordance with Garfield County and CDOT standards and requirements: • Donegan Road and Storm King Road (Intersection #1) • Donegan Road and Mel Ray Road (#2) • Center Drive and Storm King Road (#3) • Highway 6 and Storm King Road (#4) In addition, the full movement access proposed to align with Chapparal Circle along Donegan Road was evaluated. Regional access to the project will be provided by Interstate 70 (I-70), State Highway 82 (SH-82), and Highway 6 (US-6). Primary access will be provided by Donegan Road, Storm King Road and Mel Ray Road. Direct access to the site will be provided by one full movement project access along the east side of Storm King Road as well as one full movement access along the south side of Donegan Road. The access along Storm King Road aligns with Center Drive while the access along Donegan Road is proposed to align with Chapparal Circle. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 2 Glenwood Business Center is expected to generate approximately 664 weekday daily trips, with 75 of these trips occurring during the morning peak hour and 81 of these trips occurring during the afternoon peak hour. The original development generated 2,236 trips per day whereas the remaining Lots 2 and 3 generate 664 trips per day. Lot 1 currently generates 12 afternoon peak hour trips and assuming a K-factor of 10, the daily trips are 120 per day. Therefore, the new development program provided today generates 1,452 less trips than previously studied with the 1980 development program. This equates to approximately 65 percent less trips proposed to be on the roadway network with this new proposal compared to the original development. Based on the analysis presented in this report, Kimley-Horn believes Glenwood Business Center will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project development, and expected traffic volumes resulted in the following recommendations: • With completion of the Glenwood Business Center project, an additional access to the development area is proposed along Donegan Road to align with Chapparal Circle. It is recommended that a R1 -1 “STOP” sign be installed on the northbound approach exiting the development. A single northbound approach lane for shared movements is all that is needed for this access. • The Glenwood Business Center Traffic Impact Report prepared by David W Grounds in 1980 assumed 231,100 square feet of Business Park uses split between office and non-office space. The original development generated 2,236 trips per day whereas the remaining Lots 2 and 3 generate 664 trips per day. Lot 1 currently generates 12 afternoon peak hour trips and assuming a K-factor of 10, the daily trips are 120 per day. Therefore, the new development program provided today generates 1,452 less trips than previously studied with the 1980 development program. • Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the Garfield County, CDOT, and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 3 2.0 INTRODUCTION Kimley-Horn and Associates, Inc. has prepared this report to document the results of a Traffic Impact Study for Glenwood Business Center proposed to be located on the southeast corner of the Donegan Road and Storm King Road intersection in Garfield County, Colorado. A vicinity map illustrating the Glenwood Business Center location is shown in Figure 1. Lot 1 is currently developed with existing commercial/office uses within the southwest portion of Glenwood Business Center whereas the remining Lots 2 and 3 are proposed to include a n approximate 97,750 square foot self-storage facility, three (3) residential units, 35,175 square feet of office space, and approximately 67,950 square feet of warehouse uses, as evaluated in this traffic study. A conceptual site plan is attached in Appendix E. It is expected that Glenwood Business Center will be completed in the next couple of years; therefore, analysis was conducted for the 2025 short-term buildout horizon as well as the 2045 long-term twenty-year planning horizon. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study in accordance with Garfield County and CDOT standards and requirements: • Donegan Road and Storm King Road (Intersection #1) • Donegan Road and Mel Ray Road (#2) • Center Drive and Storm King Road (#3) • Highway 6 and Storm King Road (#4) In addition, the full movement access proposed to align with Chapparal Circle along Donegan Road was evaluated. Regional access to the project will be provided by Interstate 70 (I-70), State Highway 82 (SH-82), and Highway 6 (US-6). Primary access will be provided by Donegan Road, Storm King Road and Mel Ray Road. Direct access to the site will be provided by one full movement project access along the east side of Storm King Road as well as one full movement access along the south side of Donegan Road. The access along Storm King Road aligns with Center Drive while the access along Donegan Road is proposed to align with Chapparal Circle. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 5 3.0 EXISTING AND FUTURE CONDITIONS 3.1 Existing Study Area The existing site is currently vacant land. To the east of the site are existing residences, a church, and Glenwood Springs Middle School. To the west of the site are existing residences, auto dealerships, and Two Rivers Community School. The area to the north of the project is primarily residential. To the south of the project is the Glenwood Springs Mall. 3.2 Existing Roadway Network Donegan Road is a two-lane roadway with one through lane in each direction, eastbound and westbound within the project study area. The roadway has a posted speed limit of 25 miles per hour in the vicinity of the site. Storm King Road and Mel Ray Road are both two-lane roadways with one through lane in each direction, northbound and southbound, within the project study area. These roadways have a posted speed limit of 25 miles per hour in the vicinity of the site and in the study area. Highway 6 is a two-lane roadway with one through lane in each direction, eastbound and westbound, within the project limits. The roadway has a posted speed limit of 40 miles per hour in the project study area. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 6 The existing T-intersection of Donegan Road and Storm King Road (#1) is unsignalized with stop control on the northbound approach of Storm King Road. The three approaches of this intersection all provide a single lane for shared movements. An aerial photo of the existing intersection configuration is below (north is up - typical). Donegan Road and Storm King Road (#1) Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 7 The intersection of Donegan Road and Mel Ray Road (#2) is a four-leg, all-way stop controlled intersection. This intersection currently has one lane for all movements on the northbound/southbound approaches of Mel Ray Road and the eastbound/westbound approaches of Donegan Road. An aerial photo of the existing intersection configuration is below. Donegan Road and Mel Ray Road (#2) Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 8 The intersection of Center Drive and Storm King Road (#3) is an unsignalized four-leg intersection with stop control on the eastbound Center Drive and westbound project access approaches. This intersection currently has a single lane for shared movements at all approaches. Of note, a bus only lane is designated along southbound Storm King Road adjacent to Two Rivers Community School. With construction of this project, the east leg will also provide shared access to buildout of this development area. An aerial photo of the existing intersection configuration is below. Center Drive and Storm King Road (#3) Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 9 The intersection of Highway 6 and Storm King Road (#4) is an unsignalized three-leg intersection with stop control on the southbound approach of Storm King Road. The westbound approach of Highway 6 consists of a through lane and a right turn lane. The eastbound Highway 6 and southbound Storm King Road approaches consist of a single lane for shared movements. An aerial photo of the existing intersection configuration is below. Highway 6 and Storm King Road (#4) The intersection lane configuration and control for the study area intersections are shown in Figure 2. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 11 3.3 Existing Traffic Volumes Existing turning movement counts were conducted at the study intersections on Wednesday, March 3, 2021 during the weekday morning and afternoon peak hours. The counts were conducted during the morning and afternoon peak hours of adjacent street traffic in 15-minute intervals from 7:00 AM to 9:00 AM and 2:00 PM to 6:00 PM on this count date. The afternoon peak period includes the Two Rivers Community School and Glenwood Springs Middle School dismissal times The existing intersection traffic volumes are shown in Figure 3. These counts were collected during the COVID-19 pandemic. Counts at Highway 6 and Mel Ray Avenue roundabout intersection were recently collected on Thursday, October 20, 2022 and depict the new normal traffic conditions. These 2022 counts were compared to the previously used 2021 counts for an appropriate COVID-19 adjustment. From the comparison, the 2021 volumes for the west leg of Highway 6 during the morning peak hour were actually higher than the 2022 volumes while the 2021 afternoon peak hour volumes were 30 percent lower than the 2022 volumes. The 2021 volumes for the north leg of Mel Ray Road were 30 percent less in the morning peak hour and were 10 percent less in the afternoon peak hour compared to the 2022 volumes. Therefore, to provide a conservative analysis, a 1.3 factor to increase traffic volumes by 30 percent wa s applied to all the study intersections to represent the new normal traffic conditions without the impact of the COVID 19 pandemic. The volumes were grown by the CDOT 20-year growth rate of 0.7 percent per year to estimate 2023 traffic volumes. These adjusted turning movement counts are shown in Figure 4 with COVID-19 adjustments. The count sheets for the study intersections and the COVID-19 comparison intersection are provided in Appendix A. 3.4 Unspecified Development Traffic Growth According to information provided on the website for the Colorado Department of Transportation (CDOT), the 20-year growth factor along Highway 6 in the vicinity of the site is 1.15. The 20-year growth factor equates to annual growth rate of 0.7 percent. Traffic information from the CDOT Online Transportation Information System (OTIS) website is included in Appendix B. This annual growth rate was used to estimate near term 2025 and long term 2045 traffic volume projections at the key intersections. Background traffic volumes for 2025 and 2045 are shown in Figures 4 and 5, respectively. 37(19) 16(20) 32(18) 19(28) 16 ( 1 2 ) 13 ( 2 2 ) 1 31(27) 17(27) 5(7) 28(20) 17(17) 1(1) 4( 3 ) 24 ( 1 4 ) 1( 4 ) 15 ( 2 6 ) 10 ( 3 9 ) 25 ( 2 5 ) 2 7(4) 1(1) 1(4) 55(48) 2(0) 14(14) 4( 0 ) 35 ( 2 8 ) 22 ( 1 6 ) 11 ( 5 ) 18 ( 1 8 ) 11 3 ( 4 2 ) 3 105(120) 197(73) 167(127) 12(7) 10 5 ( 1 2 8 ) 6( 1 4 ) 4 48(25) 21(26) 42(24) 25(37) 21 ( 1 6 ) 17 ( 2 9 ) 1 41(35) 22(35) 7(9) 37(26) 22(22) 1(1) 5( 4 ) 31 ( 1 8 ) 1( 5 ) 20 ( 3 4 ) 13 ( 5 1 ) 33 ( 3 3 ) 2 9(5) 1(1) 1(5) 72(63) 3(0) 18(18) 5( 0 ) 46 ( 3 7 ) 29 ( 2 1 ) 14 ( 7 ) 24 ( 2 4 ) 14 8 ( 5 5 ) 3 137(157) 258(96) 219(166) 16(9) 13 7 ( 1 6 8 ) 8( 1 8 ) 4 49(25) 21(26) 43(24) 25(38) 21 ( 1 6 ) 17 ( 2 9 ) 1 42(35) 22(35) 7(9) 38(26) 22(22) 1(1) 5( 4 ) 31 ( 1 8 ) 1( 5 ) 20 ( 3 4 ) 13 ( 5 2 ) 33 ( 3 3 ) 2 9(5) 1(1) 1(5) 73(64) 3(0) 18(18) 5( 0 ) 47 ( 3 8 ) 29 ( 2 1 ) 14 ( 7 ) 24 ( 2 4 ) 15 0 ( 5 6 ) 3 139(159) 262(97) 222(168) 16(9) 13 9 ( 1 7 0 ) 8( 1 8 ) 4 56(29) 24(30) 49(28) 29(43) 24 ( 1 9 ) 20 ( 3 4 ) 1 48(41) 26(41) 8(10) 43(30) 26(26) 1(1) 6( 5 ) 36 ( 2 1 ) 1( 6 ) 23 ( 4 0 ) 15 ( 5 9 ) 38 ( 3 8 ) 2 10(6) 1(1) 1(6) 84(73) 3(0) 21(21) 6( 0 ) 54 ( 4 3 ) 34 ( 2 4 ) 16 ( 8 ) 28 ( 2 8 ) 17 3 ( 6 4 ) 3 160(183) 301(112) 255(194) 19(10) 16 0 ( 1 9 6 ) 9( 2 1 ) 4 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 16 4.0 PROJECT TRAFFIC CHARACTERISTICS 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 Manual1 published by the Institute of Transportation Engineers (ITE). ITE has established trip rates in nationwide studies of similar land uses. For this study, Kimley-Horn used the ITE Trip Generation Report average rates that apply to Warehousing (ITE Land Use Code 150), Mini-Warehouse (ITE 151), Multifamily Low-Rise Housing (ITE 220), and General Office Building (ITE 710) for traffic associated with the development. Glenwood Business Center is expected to generate approximately 664 weekday daily trips, with 75 of these trips occurring during the morning peak hour and 81 of these trips occurring during the afternoon peak hour. Calculations were based on the procedure and information provided in the ITE Trip Generation Manual, 11th Edition – Volume 1: User’s Guide and Handbook, 2021. Table 1 summarizes the estimated trip generation for the Glenwood Business Center. The trip generation worksheets are included in Appendix C. Table 1 – Glenwood Business Center Traffic Generation Land Use and Size Weekday Vehicle Trips Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Warehousing (ITE 150) – 67,950 Square Feet 118 9 3 12 4 9 13 Mini Warehouse (ITE 151) – 97,750 Square Feet 142 5 4 9 7 8 15 Multifamily Low-Rise Housing (ITE 220) – 3 Dwelling Units 22 0 1 1 1 1 2 General Office Building (ITE 710) – 35,175 Square Feet 382 47 6 53 9 42 51 Total Project Trips 664 61 14 75 21 60 81 1 Institute of Transportation Engineers, Trip Generation Manual, Eleventh Edition, Washington DC, 2021. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 17 As requested by Garfield County staff, a comparison of this now proposed project was provided to the original development plan. The Glenwood Business Center Traffic Impact Report prepared by David W Grounds in 1980 assumed 231,100 square feet of Business Park uses split between office and non-office space. The projected ADT for the original development used the ITE trip generation rates that were current at the time of the study and further applied a weighted average of the office rate and warehouse rate to provide a conservative analysis. Therefore, the original development generated 2,236 trips per day whereas the remaining Lots 2 and 3 generate 664 trips per day. Lot 1 currently generates 12 afternoon peak hour trips and assuming a K-factor of 10, the daily trips are 120 per day. Therefore, the new development program provided today generates 1,452 less trips than previously studied with the 1980 development program. This equates to approximately 65 percent less trips proposed to be on the roadway network with this new proposal compared to the original development. 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, existing and anticipated surrounding demographic information, 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. The project trip distribution for the proposed development is illustrated in Figure 7. 4.3 Traffic Assignment Glenwood Business Center traffic assignment was obtained by applying the project trip distribution to the estimated traffic generation of the development shown in Table 1. Traffic assignment is shown in Figure 8. 4.4 Total (Background Plus Project) Traffic Site traffic volumes were added to the background volumes to represent estimated traffic conditions for the short-term 2025 buildout horizon and long-term 2045 twenty-year planning horizon. These total traffic volumes for the study area are illustrated for the 2025 and 2045 horizon years in Figures 9 and 10, respectively. [5%] 5% 5% [5 % ] 1 10% [30%] [10%] 30 % 2 [50%] [5%] 5% 50 % 3 45% 5% [4 5 % ] [5 % ] 4 40% 5%[4 0 % ] [5 % ] 5 1(3) 3(1) 3(1) 1( 3 ) 1 6(2) 4(18) 1(6) 18 ( 6 ) 2 7(30) 1(3) 3( 1 ) 31 ( 1 1 ) 3 27(9) 3(1) 6( 2 7 ) 1( 3 ) 4 24(8) 3(1)6( 2 4 ) 1( 3 ) 5 49(25) 22(29) 46(25) 28(39) 21 ( 1 6 ) 18 ( 3 2 ) 1 42(35) 28(37) 7(9) 42(44) 23(28) 1(1) 5( 4 ) 31 ( 1 8 ) 1( 5 ) 20 ( 3 4 ) 13 ( 5 2 ) 51 ( 3 9 ) 2 16(35) 1(1) 2(8) 73(64) 3(0) 18(18) 8( 1 ) 47 ( 3 8 ) 29 ( 2 1 ) 45 ( 1 8 ) 24 ( 2 4 ) 15 0 ( 5 6 ) 3 139(159) 289(106) 222(168) 19(10) 14 5 ( 1 9 7 ) 9( 2 1 ) 4 24(8) 56(73) 5(5) 3(1) 61(49) 5(5) 5( 5 ) 5( 5 ) 6( 2 4 ) 1( 3 ) 5 56(29) 25(33) 52(29) 32(44) 24 ( 1 9 ) 21 ( 3 7 ) 1 48(41) 32(43) 8(10) 47(48) 27(32) 1(1) 6( 5 ) 36 ( 2 1 ) 1( 6 ) 23 ( 4 0 ) 15 ( 5 9 ) 56 ( 4 4 ) 2 17(36) 1(1) 2(9) 84(73) 3(0) 21(21) 9( 1 ) 54 ( 4 3 ) 34 ( 2 4 ) 47 ( 1 9 ) 28 ( 2 8 ) 17 3 ( 6 4 ) 3 160(183) 328(121) 255(194) 22(11) 16 6 ( 2 2 3 ) 10 ( 2 4 ) 4 24(8) 65(85) 5(5) 3(1) 70(57) 5(5) 5( 5 ) 5( 5 ) 6( 2 4 ) 1( 3 ) 5 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 22 5.0 TRAFFIC OPERATIONS ANALYSIS Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2025 and 2045 development horizons at the identified key intersections. The acknowledged source for determining overall capacity is the Highway Capacity Manual (HCM)2. 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. It ranges from A (very little delay) to F (long delays and congestion). For intersections and roadways in this study area, standard traffic engineering practice recommends overall intersection LOS D and movement/approach LOS E as the minimum desirable thresholds for acceptable operations. Table 2 shows the definition of level of service for signalized and unsignalized intersections. Table 2 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (sec/veh) A ≤ 10 ≤ 10 B > 10 and ≤ 20 > 10 and ≤ 15 C > 20 and ≤ 35 > 15 and ≤ 25 D > 35 and ≤ 55 > 25 and ≤ 35 E > 55 and ≤ 80 > 35 and ≤ 50 F > 80 > 50 Definitions provided from the Highway Capacity Manual, Sixth Edition, Transportation Research Board, 2016. Study area intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the LOS for a two-way stop- controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a two-way stop-controlled intersection is not defined for the intersection as a whole. LOS for signalized, roundabout, and all-way stop controlled intersections are defined for each approach and for the overall intersection. 2 Transportation Research Board, Highway Capacity Manual, Sixth Edition, Washington DC, 2016. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 23 5.2 Key Intersection Operational Analysis Calculations for the operational level of service at the key intersections for the study area are provided in Appendix D. The existing year analysis is based on the lane geometry and intersection control shown in Figure 2. Existing peak hour factors were utilized in the existing analysis. Synchro traffic analysis software was used to analyze the unsignalized key intersections for HCM level of service. Donegan Road and Storm King Road (#1) The existing T-intersection of Donegan Road and Storm King Road (#1) is unsignalized with stop control on the northbound approach of Storm King Road. The movements at this intersection all currently operate acceptably with LOS A during the morning and afternoon peak hours. With construction of this project, the movements at this intersection are anticipated to continue to operate acceptably with LOS A during the peak hours throughout the 2045 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 3 provides the results of the LOS analysis conducted at this intersection Table 3 – Donegan Road & Storm King Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2023 Existing Northbound Approach Westbound Left 9.4 7.5 A A 9.4 7.4 A A 2025 Background Northbound Approach Westbound Left 9.4 7.5 A A 9.4 7.4 A A 2025 Background Plus Project Northbound Approach Westbound Left 9..5 7.5 A A 9.5 7.4 A A 2045 Background Northbound Approach Westbound Left 9.6 7.5 A A 9.6 7.5 A A 2045 Background Plus Project Northbound Approach Westbound Left 9.7 7.6 A A 9.7 7.5 A A Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 24 Donegan Road and Mel Ray Road (#2) The intersection of Donegan Road and Mel Ray Road (#2) is a four-leg, all-way stop controlled intersection. This intersection currently operates acceptably with LOS A during the morning and afternoon peak hours. With the existing lane configuration and control, this intersection is anticipated to continue to operate acceptably with LOS A during the peak hours throughout 2045. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 4 provides the results of the LOS analysis conducted at this intersection. Table 4 – Donegan Road & Mel Ray Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2023 Existing Eastbound approach Westbound Approach Northbound Approach Southbound Approach 7.9 7.5 8.1 8.0 7.9 A A A A A 7.8 7.4 7.9 7.9 7.5 A A A A A 2025 Background Eastbound approach Westbound Approach Northbound Approach Southbound Approach 7.9 7.5 8.1 8.0 7.9 A A A A A 7.8 7.4 7.9 7.9 7.5 A A A A A 2025 Background Plus Project Eastbound approach Westbound Approach Northbound Approach Southbound Approach 8.1 7.7 8.3 8.3 8.0 A A A A A 7.9 7.5 8.0 8.1 7.6 A A A A A 2045 Background Eastbound approach Westbound Approach Northbound Approach Southbound Approach 8.1 7.7 8.4 8.2 8.0 A A A A A 8.0 7.5 8.1 8.2 7.6 A A A A A 2045 Background Plus Project Eastbound approach Westbound Approach Northbound Approach Southbound Approach 8.3 7.9 8.5 8.5 8.1 A A A A A 8.1 7.7 8.2 8.3 7.7 A A A A A Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 25 Center Drive and Storm King Road (#3) The intersection of Center Drive and Storm King Road (#3) is an unsignalized four-leg intersection with stop control on the eastbound Center Drive and westbound Glenwood Business Center approaches. The movements at this intersection currently operate acceptably with LOS C or better during the morning peak hour and the afternoon peak hour. With construction of this project, the east leg of this intersection will provide access to the development. With project traffic, all movements are anticipated to continu e operating at an acceptable level of service D or better throughout the 2045 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 5 shows the level of service results at this intersection. Table 5 – Center Drive & Storm King Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2023 Existing Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.1 13.1 20.8 7.4 A B C A 7.8 11.7 12.6 0.0 A B B A 2025 Background Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.1 13.2 21.2 7.4 A B C A 7.8 11.8 12.8 0.0 A B B A 2025 Background Plus Project Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.1 13.7 23.5 7.5 A B C A 7.8 11.9 18.4 7.5 A B C A 2045 Background Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.3 15.3 26.5 7.4 A C D A 7.9 12.9 13.9 0.0 A B B A 2045 Background Plus Project Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.3 16.0 30.5 7.6 A C D A 7.9 13.1 21.8 7.5 A B C A Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 26 Highway 6 and Storm King Road (#4) The intersection of Highway 6 and Storm King Road (#4) is an unsignalized three-leg intersection with stop control on the southbound approach of Storm King Road. The movements at this intersection all currently operate acceptably with LOS C or better during the morning and afternoon peak hours. With construction of this project, the movements at this intersection are anticipated to continue to operate acceptably with LOS C or better during the peak hours throughout the 2045 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 6 shows the level of service results at this intersection. Table 6 – Highway 6 & Storm King Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2023 Existing Eastbound Left Southbound Approach 8.9 16.1 A C 7.9 13.0 A B 2025 Background Eastbound Left Southbound Approach 8.9 16.3 A C 7.9 13.1 A B 2025 Background Plus Project Eastbound Left Southbound Approach 9.1 16.9 A C 7.9 13.8 A B 2045 Background Eastbound Left Southbound Approach 9.2 19.7 A C 8.0 14.5 A B 2045 Background Plus Project Eastbound Left Southbound Approach 9.4 20.6 A C 8.1 15.5 A C Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 27 Project Accesses With completion of the Glenwood Business Center project, an additional access is proposed to align with Chapparal Circle. It is recommended that a R1 -1 “STOP” sign be installed on the northbound approach exiting the development. A single northbound approach lane for shared movements is all that is needed for this access. Table 7 provides the results of the level of service for this project street access. As shown in the table, the project access intersection of Donegan Road and Chapparal Circle is anticipated to have all movements operating with acceptable LOS A during the peak hours in both the buildout year 2025 and the 2045 long term horizons. Table 7 – Project Access Level of Service Results Intersection 2025 Total 2045 Total AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay (sec/ veh) LOS Delay (sec/ veh) LOS Delay (sec/ veh) LOS Delay (sec/ veh) LOS Donegan & Chapparal Northbound Approach Eastbound Left Westbound Left Southbound Approach 8.8 7.4 7.4 9.3 A A A A 8.8 7.4 7.3 9.3 A A A A 8.9 7.4 7.4 9.4 A A A A 8.8 7.4 7.4 9.4 A A A A There are no turn lanes at the existing intersections. Therefore, a queue analysis was not prepared for this development. 5.3 CDOT Access Permit Need Analysis The threshold for requiring an access permit along Colorado Department of Transportation (CDOT) roadways occurs when project traffic is anticipated to increase the existing access traffic volumes by more than 20 percent. Based on traffic projections, the addition of project traffic on the north leg of Storm King Road at Highway 6 (US-6) is not anticipated to increase existing access traffic volumes by more than 20 percent, with the maximum expected increase at 18 percent during the afternoon peak hour on the north leg (40/291 ). Therefore, a CDOT access permit is not anticipated to be required in association with this project. 5.4 Improvement Summary Based on the results of the intersection operational and vehicle queuing analysis, the key intersection recommended improvements and control are shown in Figure 11. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 29 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Horn believes Glenwood Business Center will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project development, and expected traffic volumes resulted in the following recommendations: • With completion of the Glenwood Business Center project, an additional access to the development area is proposed along Donegan Road to align with Chapparal Circle. It is recommended that a R1-1 “STOP” sign be installed on the northbound approach exiting the development. A single northbound approach lane for shared movements is all that is needed for this access. • The Glenwood Business Center Traffic Impact Report prepared by David W Grounds in 1980 assumed 231,100 square feet of Business Park uses split between office and non-office space. The original development generated 2,236 trips per day whereas the remaining Lots 2 and 3 generate 664 trips per day. Lot 1 currently generates 12 afternoon peak hour trips and assuming a K-factor of 10, the daily trips are 120 per day. Therefore, the new development program provided today generates 1,452 less trips than previously studied with the 1980 development program. • Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the Garfield County, CDOT, and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDICES Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX A Intersection Count Sheets Study Intersections Counts COVID-19 Comparison Counts www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 0 3 12 0 0 0 16 153000156 7 3 Peak Hour 1 2 0 0 3 0 0 0 0 0 0 1 5Count Total 6 5 1 0 12 0 0 0 00000008:45 AM 1 1 1 0 3 0 0 0 0 0 0 0 8:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 5 2 8:15 AM 1 1 0 0 2 0 0 0 0 0 0 0 5 0 1 1 8:00 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4 0 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 0 0 -0%-HV%--5%0%- 0 0 7:15 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 West North South 7:00 AM 3 1 0 2 13 0 16 0 0 0320371600 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%----2%5%0%- Peak Hour All 0 0 19 0 0 26 0 22 0 0 0 0 0 3 0000000 0 133 0 HV 0 0 1 0 0 Count Total 0 0 32 52 0 47 21 0 0 0 200 0 18 119030000052004 0 0 0 22 132 8:45 AM 0 0 1 3 0 0 5 0 1 0 37 133 8:30 AM 0 0 6 5 0 3 2 0 11 0 0 0 00103004 0 0 0 42 111 8:15 AM 0 0 6 3 0 0 4 0 2 0 31 81 8:00 AM 0 0 7 8 0 16 5 0 3 0 0 0 0086003 0 0 0 23 0 7:45 AM 0 0 1 10 0 0 2 0 0 0 15 0 7:30 AM 0 0 5 11 0 3 2 0 0 0 0 0 0020004 0 0 0 12 0 7:15 AM 0 0 1 8 0 0 0 0 2 07:00 AM 0 0 5 4 0 0 1 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min TotalUTLTTHRT Date: 03/03/2021 Peak Hour Count Period: 7:00 AM 9:00 AM SB -- TOTAL 2.3%0.79 TH RT WB 3.8%0.63 NB 0.0%0.48 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 2.0%0.80 0 0 0 0 0 0 000 0 0 0 6 3 5 1 N STORM KING RD DONEGAN RD DONEGAN RD ST O R M K I N G RD DONEGAN RD DR I V E W A Y 133TEV: 0.79PHF: 0 0 0 0 0 0 0 16 37 53 350 16013 2969 0 32 19 0 51 29 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 3 0 Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One Hour 0 0 0 0 0 0020000 RTTHLT RTTHLTRT 0 0 0 12 0 Peak Hour 0 0 1 0 0 0 0 0 1 0Count Total 0 0 4 2 0 4 1 3 7010000010000 0 0 0 1 4 8:45 AM 0 0 0 1 0 0 0 0 0 0 2 3 8:30 AM 0 0 0 0 0 1 0 0 0 0 0 0 0010000 0 0 0 1 2 8:15 AM 0 0 1 0 0 0 0 0 0 0 0 5 8:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0000000 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 4 0 7:15 AM 0 0 0 1 0 0 0 0 0 0 TH RT 7:00 AM 0 0 3 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Four-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 2 0 3 1 6Peak Hour 2 3 0 0 5 0 0 0 0 0 3 0 0 3 3:45 PM 3:15 PM 3:30 PM 0 2 0 0 0 0 0 0 0 0 0 0 1 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 2 0 1 0 0 1 2 1 0 0 3 0 0 0 0 0 0 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 0 5 0 HV%--7%0%-11%5%--0%-0%----4%0 Peak Hour All 0 0 28 18 0 19 20 0 0 22 0 12 0 0 0 0 0 0 0 0 0 0 119 0 HV 0 0 2 0 0 2 1 0 0 0 0 0 24 0 3:45 PM 0 5 3 0 3 6 0 0 5 0 3 0 0 0 0 25 119 3:30 PM 0 8 2 0 1 4 0 0 5 0 4 0 0 0 0 35 0 3:15 PM 0 10 5 0 8 4 0 0 5 0 3 0 0 0 0 35 0 3:00 PM 0 0 5 8 0 7 6 0 0 7 0 2 0 0 0 0 Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT Date: 03/03/2021 Peak Hour Count Period: 2:00 PM 6:00 PM SB -- TOTAL 4.2%0.85 WB 7.7%0.75 NB 0.0%0.94 Peak Hour: 3:00 PM 4:00 PM HV %:PHF EB 4.3%0.77 0 0 0 0 0 0 000 0 0 0 0 3 0 3 N STORM KING RD DONEGAN RD DONEGAN RD ST O R M K I N G RD DONEGAN RD DR I V E W A Y 119TEV: 0.85PHF: 0 0 0 0 0 0 0 20 19 39 400 12022 3437 0 18 28 0 46 42 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries Note: Four-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 32 3 2 1 2 0 3 1 0 0 2 1 0 2 0 0 49 63000300 10 20 Peak Hour 2 3 0 0 5 0 0 0 0 0 0 9 10Count Total 4 7 0 0 11 0 0 0 00000005:45 PM 0 0 0 0 0 0 0 0 0 0 0 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 1 1 0 4:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 1 0 0 0 1 0 0 0 0 0 0 13:45 PM 0 0 0 0 0 0 0 1 0 0 2 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3:15 PM 2 1 0 0 3 0 0 0 0 0 0 1 0 0 0 1 3:00 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 2:30 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 0 1 0 EB WB NB SB Total East 2:45 PM 0 1 0 0 1 0 0 2 -0%-HV%--7%0%- 9 10 2:15 PM 0 1 0 0 1 0 0 0 0 0 0 3 10 West North South 2:00 PM 0 1 0 2 22 0 12 0 0 0180192000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%----4%11%5%- Peak Hour All 0 0 28 0 0 79 0 65 0 0 0 0 0 5 0100000 0 119 0 HV 0 0 2 0 0 Count Total 0 0 64 78 0 71 66 0 1 1 425 0 19 92040000022006 0 0 0 21 102 5:45 PM 0 0 0 5 0 0 8 0 2 0 22 105 5:30 PM 0 0 1 4 0 3 3 0 1 0 0 0 0024009 0 0 0 30 108 5:15 PM 0 0 1 5 0 0 7 0 5 0 29 109 5:00 PM 0 0 2 6 0 5 5 0 5 0 0 0 0062005 0 0 0 24 105 4:45 PM 0 0 6 5 0 0 5 0 3 0 25 105 4:30 PM 0 0 3 4 0 5 4 0 5 0 0 0 0044005 0 0 0 31 115 4:15 PM 0 0 3 4 0 0 2 0 3 0 25 119 4:00 PM 0 0 7 8 0 5 6 0 3 0 0 0 0036005 0 0 0 24 114 3:45 PM 0 0 5 3 0 0 5 0 4 0 35 108 3:30 PM 0 0 8 2 0 1 4 0 3 0 0 0 0084005 0 0 0 35 94 3:15 PM 0 0 10 5 0 0 7 0 2 0 20 105 3:00 PM 0 0 5 8 0 7 6 0 4 0 0 0 0034001 0 0 0 18 0 2:45 PM 0 0 2 6 0 0 1 0 3 0 21 0 2:30 PM 0 0 3 4 0 4 3 0 6 0 0 0 1012003 0 1 0 46 0 2:15 PM 0 0 5 3 0 0 5 0 12 02:00 PM 0 0 3 6 0 12 7 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min TotalUTLTTHRTTHRT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries - Heavy Vehicles Four-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 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 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 0 0 0 0000 0 0 0 0 Peak Hour 0 0Count Total 0 0000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000000 0 0 0 0 5:15 PM 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0000000 0 0 4:15 PM 0 0 0 0 4:00 PM 0000000 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 3:30 PM 0000000 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0000 0 0 2:45 PM 0 0 0 0 0 2:30 PM 00000002:15 PM 0 0 0 0 0 0 0 02:00 PM RT 5 0 Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One Hour 0 0 0 0 0 0021000 RTTHLT RTTHLTRT 0 0 0 11 0 Peak Hour 0 0 2 0 0 0 0 0 0 0Count Total 0 0 2 2 0 5 2 0 0000000000000 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 2 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 4:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 0000000 0 0 0 1 4 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 5 4:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0000000 0 0 0 0 6 3:45 PM 0 0 0 0 0 0 0 0 0 0 3 7 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0010000 0 0 0 2 5 3:15 PM 0 0 2 0 0 0 0 0 0 0 1 4 3:00 PM 0 0 0 0 0 1 1 0 0 0 0 0 0001000 0 0 0 1 0 2:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 2:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0010000 0 0 0 1 0 2:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 2:00 PM 0 0 0 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 2 1 0 3 0 2 0 8 53000101 2 5 Peak Hour 2 4 5 1 12 0 0 0 0 0 0 1 0Count Total 5 4 6 1 16 0 0 0 00000008:45 AM 0 2 1 1 4 0 0 1 0 1 0 0 8:30 AM 1 1 1 0 3 0 0 0 0 0 0 0 0 0 0 3 8:15 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 1 3 0 4 0 0 0 0 0 0 0 0 0 1 1 7:30 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 1 0 2 0 EB WB NB SB Total East 7:45 AM 0 0 1 0 1 0 0 0 -16%10%HV%--6%4%- 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 West North South 7:00 AM 2 0 0 4 25 10 15 0 4 24280311750 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%4%-7%13%0%0% Peak Hour All 0 0 17 5 0 39 14 21 0 0 0 1 0 12 0000410 0 176 0 HV 0 0 1 1 0 Count Total 0 0 28 36 0 59 30 4 49 1 286 0 39 176430270064105 0 5 0 32 171 8:45 AM 0 0 3 4 2 0 1 1 1 0 44 175 8:30 AM 0 0 5 5 0 10 2 0 5 0 0 4 0074106 2 8 0 61 145 8:15 AM 0 0 8 9 1 0 13 5 6 0 34 110 8:00 AM 0 0 1 10 0 8 7 1 0 0 0 3 10116008 0 10 0 36 0 7:45 AM 0 0 3 1 0 0 3 3 3 0 14 0 7:30 AM 0 0 4 5 0 4 4 0 1 0 0 4 0072000 0 8 0 26 0 7:15 AM 0 0 0 0 0 0 3 0 2 07:00 AM 0 0 4 2 0 6 1 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min TotalUTLTTHRT Date: 03/03/2021 Peak Hour Count Period: 7:00 AM 9:00 AM SB 3.6%0.70 TOTAL 6.8%0.72 TH RT WB 7.5%0.83 NB 10.0%0.52 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 4.4%0.66 0 0 0 0 0 0 000 0 0 0 1 3 0 1 N MEL RAY RD DONEGAN RD DONEGAN RD ME L R A Y R D DONEGAN RD ME L R A Y R D 176TEV: 0.72PHF: 0 24 4 28 15 0 5 17 31 53 360 151025 5083 0 28 17 0 45 42 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 12 0 Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One Hour 1 0 0 0 1 0040004 RTTHLT RTTHLTRT 0 1 0 16 0 Peak Hour 0 0 1 1 0 0 5 1 0 0Count Total 0 0 4 1 0 4 0 4 12000010020001 0 0 0 3 9 8:45 AM 0 0 0 0 0 0 1 0 0 0 1 7 8:30 AM 0 0 1 0 0 1 0 0 0 0 0 0 0000000 0 0 0 4 6 8:15 AM 0 0 0 1 0 0 2 1 0 0 1 4 8:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0000001 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 0 2 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 2 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Four-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 0 2 0 5 7Peak Hour 0 0 1 0 1 0 0 0 0 0 0 0 4 3 5:00 PM 4:30 PM 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 2 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 0 1 0 HV%-0%0%0%-0%0%0%-0%3%0%-0%0%0%0%0 Peak Hour All 0 1 17 20 0 27 27 7 0 25 39 26 0 3 14 0 1 0 0 0 0 4 210 0 HV 0 0 0 0 0 0 0 0 0 0 0 0 52 0 5:00 PM 0 3 7 0 9 8 2 0 8 8 7 0 1 1 0 54 210 4:45 PM 1 4 7 0 5 8 2 0 2 10 4 0 0 7 2 50 0 4:30 PM 0 5 4 0 6 7 1 0 8 9 7 0 2 5 0 54 0 4:15 PM 0 0 5 2 0 7 4 2 0 7 12 8 0 0 1 2 Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT Date: 03/03/2021 Peak Hour Count Period: 2:00 PM 6:00 PM SB 0.0%0.58 TOTAL 0.5%0.97 WB 0.0%0.80 NB 1.1%0.83 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 0.0%0.79 0 0 0 0 0 0 000 0 0 0 4 3 0 0 N MEL RAY RD DONEGAN RD DONEGAN RD ME L R A Y R D DONEGAN RD ME L R A Y R D 210TEV: 0.97PHF: 4 14 3 21 47 0 7 27 27 61 460 263925 9061 0 20 17 1 38 56 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries Note: Four-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 1 4 3 2 3 5 1 4 0 2 0 5 4 2 1 41 73000004 12 28 Peak Hour 0 0 1 0 1 0 0 0 0 0 0 1 0Count Total 2 4 8 0 14 0 0 0 10000005:45 PM 0 0 0 0 0 0 0 0 0 0 2 3 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 1 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 4:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 5 3 3:30 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 2 3:15 PM 2 2 0 0 4 0 0 0 0 0 0 0 0 0 1 1 3:00 PM 0 1 2 0 3 0 0 0 0 0 0 1 0 1 3 1 2:30 PM 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 2:45 PM 0 0 2 0 2 0 0 0 -0%3%HV%-0%0%0%- 1 3 2:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 West North South 2:00 PM 0 0 0 0 25 39 26 0 3 14200272770 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%0%0%0%0% Peak Hour All 0 1 17 27 0 95 108 81 0 0 0 0 0 1 0000010 4 210 0 HV 0 0 0 0 0 Count Total 0 6 74 83 0 108 89 14 65 6 756 0 43 1851040130046307 2 5 0 53 194 5:45 PM 0 1 2 2 1 0 6 9 10 0 35 195 5:30 PM 0 0 1 2 0 11 6 6 1 0 1 5 1054203 1 1 0 54 210 5:15 PM 0 0 3 4 2 0 8 8 7 0 52 205 5:00 PM 0 0 3 7 0 9 8 10 4 0 0 7 2058202 2 5 0 54 204 4:45 PM 0 1 4 7 1 0 8 9 7 0 50 191 4:30 PM 0 0 5 4 0 6 7 12 8 0 0 1 2074207 0 3 1 49 191 4:15 PM 0 0 5 2 2 0 5 6 4 0 51 197 4:00 PM 0 0 6 5 0 11 6 8 6 0 0 6 0055308 1 3 0 41 192 3:45 PM 0 0 5 5 1 0 3 4 5 0 50 189 3:30 PM 0 0 9 7 0 5 3 1 7 0 2 3 00117004 2 3 0 55 172 3:15 PM 0 2 5 8 2 0 8 10 8 0 46 169 3:00 PM 0 2 7 2 0 6 5 5 2 0 1 7 0067308 0 5 0 38 0 2:45 PM 0 0 3 4 1 0 4 4 3 0 33 0 2:30 PM 0 0 7 4 0 5 5 1 2 0 1 2 0073104 0 6 0 52 0 2:15 PM 0 0 4 8 1 0 10 5 3 02:00 PM 0 0 5 12 0 5 5 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min TotalUTLTTHRTTHRT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries - Heavy Vehicles Four-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 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 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 0 0 0 0000 0 0 0 0 Peak Hour 0 0Count Total 0 0000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000000 0 0 0 0 5:15 PM 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0000000 0 0 4:15 PM 0 0 0 0 4:00 PM 0000000 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 3:30 PM 0000000 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0000 0 0 2:45 PM 0 0 0 0 0 2:30 PM 00000002:15 PM 0 0 0 0 0 0 0 02:00 PM RT 1 0 Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One Hour 1 0 0 0 0 0000000 RTTHLT RTTHLTRT 0 0 0 14 0 Peak Hour 0 0 0 0 0 0 7 1 0 0Count Total 0 0 1 1 0 4 0 0 0000000000000 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 1 4:45 PM 0 0 0 0 0 0 0 0 0 0 1 2 4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0000000 0 0 0 0 5 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 8 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 10 3:45 PM 0 0 0 0 0 0 1 0 0 0 4 11 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0020000 0 0 0 3 8 3:15 PM 0 0 1 1 0 0 2 0 0 0 2 5 3:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0000002 0 0 0 2 0 2:45 PM 0 0 0 0 0 0 1 0 0 0 1 0 2:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0000001 0 0 0 0 0 2:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 2:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 1 11 17 1 0 0 30 2900008138 8 0 Peak Hour 1 0 3 3 7 0 0 0 0 0 0 8 14Count Total 1 0 4 6 11 0 0 0 00000008:45 AM 0 0 1 2 3 0 0 0 0 0 0 0 8:30 AM 1 0 2 2 5 0 0 0 0 0 0 1 0 0 4 0 8:15 AM 0 0 1 1 2 0 0 0 0 0 0 3 10 3 4 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 4 1 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 0 0 -3%0%HV%-0%0%2%- 0 0 7:15 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 0 0 113 18 11 0 4 355507110 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%6%5%2%0%0%0% Peak Hour All 0 14 2 1 0 122 32 19 0 0 0 2 1 7 0000300 22 283 0 HV 0 0 0 1 0 Count Total 0 15 2 72 0 9 1 6 66 27 372 0 25 249720072010001 2 5 2 36 283 8:45 AM 0 0 0 5 1 0 5 4 3 0 64 277 8:30 AM 0 1 1 6 0 5 1 4 3 0 1 8 40100016 1 11 10 124 236 8:15 AM 0 9 1 17 0 0 68 4 3 0 59 123 8:00 AM 0 4 0 22 0 1 0 6 2 0 0 11 60000024 1 12 2 30 0 7:45 AM 0 0 0 10 0 0 4 2 4 0 23 0 7:30 AM 0 0 0 5 0 0 0 4 1 0 1 7 1010004 0 5 0 11 0 7:15 AM 0 0 0 4 0 0 0 1 1 07:00 AM 0 1 0 3 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min TotalUTLTTHRT Date: 03/03/2021 Peak Hour Count Period: 7:00 AM 9:00 AM SB 4.9%0.69 TOTAL 2.5%0.57 TH RT WB 0.0%0.32 NB 2.1%0.47 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.4%0.66 0 0 0 0 0 0 000 0 0 0 8 0 13 8 N STORM KING RD CENTER DR DRIVEWAY ST O R M K I N G RD CENTER DR ST O R M K I N G RD 283TEV: 0.57PHF: 22 35 4 61 33 0 1 1 7 9 170 1118 11 3 14 2 97 0 55 2 14 71 136 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 7 0 Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min Total Rolling One Hour 0 0 0 0 2 1000003 RTTHLT RTTHLTRT 1 4 1 11 0 Peak Hour 0 0 0 1 0 0 3 1 0 0Count Total 0 0 0 1 0 0 0 3 10100020000000 0 1 1 5 7 8:45 AM 0 0 0 0 0 0 2 0 0 0 2 2 8:30 AM 0 0 0 1 0 0 0 0 0 0 0 1 0000001 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0000000 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Four-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 53 3 2 0 58Peak Hour 1 0 0 3 4 0 0 0 0 0 21 14 22 1 2:45 PM 2:15 PM 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 3 3 0 19 11 22 1 1 0 0 0 1 0 0 0 0 0 2 1 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 0 4 0 HV%-0%-2%-0%0%0%-0%0%0%--11%0%2%0 Peak Hour All 0 14 0 48 0 4 1 4 0 42 18 5 0 0 28 0 0 0 0 0 3 16 180 0 HV 0 0 0 1 0 0 0 0 0 0 0 0 20 0 2:45 PM 0 0 2 0 1 1 0 0 7 4 2 0 0 6 3 26 180 2:30 PM 4 0 4 0 1 0 0 0 1 1 1 0 0 6 2 110 0 2:15 PM 1 0 6 0 2 0 0 0 5 7 0 0 0 2 1 24 0 2:00 PM 0 9 0 36 0 0 0 4 0 29 6 2 0 0 14 10 Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min Total Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT Date: 03/03/2021 Peak Hour Count Period: 2:00 PM 6:00 PM SB 6.8%0.46 TOTAL 2.2%0.41 WB 0.0%0.56 NB 0.0%0.44 Peak Hour: 2:00 PM 3:00 PM HV %:PHF EB 1.6%0.34 0 0 0 0 0 0 000 0 0 0 22 1 14 21 N STORM KING RD CENTER DR DRIVEWAY ST O R M K I N G RD CENTER DR ST O R M K I N G RD 180TEV: 0.41PHF: 16 28 0 44 36 0 4 1 4 9 50 51842 6580 0 48 0 14 62 59 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries Note: Four-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 53 3 2 0 4 3 4 5 0 0 1 1 2 3 3 0 84 581000211422 27 2 Peak Hour 1 0 0 3 4 0 0 0 0 0 0 30 25Count Total 5 1 2 7 15 0 0 0 00000005:45 PM 1 0 0 0 1 0 0 2 0 1 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 14:45 PM 1 0 0 0 1 0 0 1 0 0 0 0 4:30 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 1 4:00 PM 0 0 0 1 1 0 0 0 0 0 0 23:45 PM 0 0 0 0 0 0 0 0 3 1 0 0 3:30 PM 0 0 1 0 1 0 0 0 0 0 0 2 1 0 3 0 3:15 PM 1 0 0 1 2 0 0 0 0 0 0 0 1 0 0 0 3:00 PM 1 1 0 1 3 0 0 0 0 0 0 0 2 0 0 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 2 1 0 3 3 0 EB WB NB SB Total East 2:45 PM 0 0 0 0 0 0 0 0 -0%0%HV%-0%-2%- 22 1 2:15 PM 1 0 0 0 1 0 0 0 0 0 0 19 11 West North South 2:00 PM 0 0 0 0 42 18 5 0 0 284804140 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%--11%0%2%0%0%0% Peak Hour All 0 14 0 10 0 85 104 15 0 0 0 3 0 4 0000000 16 180 0 HV 0 0 0 1 0 Count Total 0 30 0 109 0 26 3 6 109 35 532 0 24 114700061010002 0 3 3 22 131 5:45 PM 0 3 0 4 0 0 1 10 0 0 23 131 5:30 PM 0 0 0 4 0 1 0 7 1 0 1 5 1040000 0 6 4 45 136 5:15 PM 0 3 0 1 0 0 6 9 0 0 41 127 5:00 PM 0 2 0 12 0 5 1 9 1 0 1 9 10001012 0 8 0 22 106 4:45 PM 0 1 0 6 1 0 1 7 0 0 28 106 4:30 PM 0 0 0 3 0 2 0 7 1 0 0 6 2000202 0 12 1 36 112 4:15 PM 0 1 0 7 1 0 7 2 2 0 20 111 4:00 PM 0 2 0 6 0 3 0 7 1 0 1 5 0000002 0 2 0 22 117 3:45 PM 0 1 0 3 0 0 2 7 1 0 34 115 3:30 PM 0 1 0 6 0 3 0 6 1 0 2 7 4020105 1 12 2 35 105 3:15 PM 0 1 0 5 0 0 3 8 2 0 26 180 3:00 PM 0 1 0 4 0 1 1 4 2 0 0 6 3011007 0 6 2 20 0 2:45 PM 0 0 0 2 0 0 1 1 1 0 24 0 2:30 PM 0 4 0 4 0 1 0 7 0 0 0 2 1020005 0 14 10 110 0 2:15 PM 0 1 0 6 4 0 29 6 2 02:00 PM 0 9 0 36 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min TotalUTLTTHRTTHRT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 0 0 0 1 3 1 0 9 40000004 9 0 Peak Hr 12 13 0 2 27 0 0 0 0 0 0 0 0Count Total 23 24 0 6 53 0 0 0 00000008:45 AM 2 1 0 2 5 0 0 0 0 1 0 0 8:30 AM 2 4 0 2 8 0 0 0 0 0 0 0 0 3 1 0 8:15 AM 1 4 0 2 7 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 3 3 0 0 6 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 4 3 0 0 7 0 0 0 0 0 0 0 0 0 0 7 0 EB WB NB SB Total East 7:45 AM 4 3 0 0 7 0 0 0 ---HV%-0%7%-- 4 0 7:15 AM 3 3 0 0 6 0 0 0 0 0 0 0 0 West North South 7:00 AM 4 3 0 0 0 0 0 0 105 00001051970 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --1%-17%5%-10%1% Peak Hour All 0 12 167 263 0 0 0 0 0 0 1 0 1 27 01120000 6 592 0 HV 0 0 12 0 0 Count Total 0 17 253 0 0 0 181 158 0 11 883 0 94 540000180300241400 15 0 2 89 574 8:45 AM 0 2 33 0 23 0 0 0 0 0 133 592 8:30 AM 0 2 24 0 0 0 23 0 0 0 32 0 500213000 41 0 1 224 513 8:15 AM 0 3 42 0 85 0 0 0 0 0 128 343 8:00 AM 0 4 70 0 0 0 23 0 0 0 17 0 000275500 15 0 0 107 0 7:45 AM 0 5 24 0 27 0 0 0 0 0 54 0 7:30 AM 0 0 31 0 0 0 34 0 0 0 11 0 000171600 9 0 0 54 0 7:15 AM 0 0 10 0 13 0 0 0 0 07:00 AM 0 1 19 0 0 0 12 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start US 6 US 6 0 STORM KING RD 15-min TotalUTLTTHRT SB 1.8%0.66 TOTAL 4.6%0.66 TH RTUTLTTHRTUTLT WB 4.3%0.70 NB -- Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 6.7%0.60 Date: 03/03/2021 Peak Hour Count Period: 7:00 AM 9:00 AM 0 0 0 0 0 0 4 0 0 0 N STORM KING RD US 6 US 6 ST O R M K I N G RD US 6 592TEV: 0.66PHF: 6 10 5 11 1 20 9 0 197 105 302 2720 167 12179 111 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 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 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 27 0 Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One HourEastbound 0 0 0 1 0 10011200 5 0 1 53 0 Peak Hour 0 0 12 0 5 0 0 0 0 0Count Total 0 1 22 0 0 0 19 5 26000200001000 2 0 0 8 28 8:45 AM 0 0 2 0 2 0 0 0 0 0 7 27 8:30 AM 0 1 1 0 0 0 2 0 0 0 1 0 1002200 0 0 0 6 26 8:15 AM 0 0 1 0 0 0 0 0 0 0 7 27 8:00 AM 0 0 3 0 0 0 3 0 0 0 0 0 0003000 0 0 0 7 0 7:45 AM 0 0 4 0 0 0 0 0 0 0 6 0 7:30 AM 0 0 4 0 0 0 3 0 0 0 0 0 0002100 0 0 0 7 0 7:15 AM 0 0 3 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 4 0 0 0 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Four-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 0 1 1 3 5050000000Peak Hour 5 10 0 4 19 0 0 0 0 3 0 0 5:00 PM 1 3 0 1 5 0 0 0 0 0 0 0 0 1 1 0 4:45 PM 1 2 0 1 4 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 1 3 0 1 5 0 0 0 0 0 0 0 East West North South 4:15 PM 2 2 0 1 5 Total EB WB NB SB Total 4%0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB ---3%-0%--7%3%-- 0 0 469 0 HV 0 0 5 0 0 0 8 0 0 0 128 0 14001207300 469 Peak Hour All 0 7 127 0 0 0 0 0 0 43 4 0 0 19 0 HV%-0%4%- 5:00 PM 0 1 38 0 0 2 0 0 115 0 32 17 0 0 22 0 4 114034250004:45 PM 0 2 27 0 0 0 4 135 0 RT 4:15 PM 0 2 31 0 0 TH RT UT LT TH RT 0 2 105 0 LT 0 0 0 0 0 29 0 4:30 PM 0 2 31 0 0 Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One Hour 0 27 17 0 0 0 UT LT TH SB 2.8%0.76 TOTAL 4.1%0.87 Eastbound Westbound Northbound Southbound UT LT TH RT UT 0 27 14 0 0 34 0 4 0 WB 5.2%0.82 NB -- Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 3.7%0.86 Date: 03/03/2021 Peak Hour Count Period: 2:00 PM 6:00 PM 0 0 0 0 0 0 5 0 0 0 N STORM KING RD US 6 US 6 ST O R M K I N G RD US 6 469TEV: 0.87PHF: 14 12 8 14 2 80 0 73 120 193 2550 127 7134 134 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries Note: Four-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 2 0 0 6 1 1 2 2 0 1 1 3 1 0 1 22 50000005 22 0 Peak Hr 5 10 0 4 19 0 0 0 0 0 0 0 0Count Total 14 26 0 14 54 0 0 1 00000005:45 PM 1 3 0 0 4 0 0 0 0 0 0 0 5:30 PM 1 3 0 1 5 0 0 0 0 0 0 0 0 1 3 0 5:15 PM 1 1 0 0 2 0 0 0 0 0 0 0 0 0 1 0 5:00 PM 1 3 0 1 5 0 0 0 0 0 0 04:45 PM 1 2 0 1 4 0 0 0 0 1 0 0 4:30 PM 1 3 0 1 5 0 0 0 0 0 0 0 0 0 2 0 4:15 PM 2 2 0 1 5 0 0 0 0 0 0 0 0 0 2 0 4:00 PM 2 3 0 1 6 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 3:30 PM 0 2 0 2 4 0 0 0 0 0 0 0 0 1 6 0 3:15 PM 2 2 0 0 4 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 1 1 0 1 3 0 0 0 0 0 0 0 0 0 0 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 4 5 0 EB WB NB SB Total East 2:45 PM 0 1 0 0 1 0 0 0 ---HV%-0%4%-- 1 0 2:15 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 West North South 2:00 PM 1 0 0 0 0 0 0 0 128 0000120730 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --3%-0%4%-7%3% Peak Hour All 0 7 127 280 0 0 0 0 1 0 4 0 0 19 0820000 14 469 0 HV 0 0 5 0 0 Count Total 0 21 476 0 0 0 434 414 0 57 1,683 0 92 428000170100261700 18 0 3 98 450 5:45 PM 0 0 31 0 17 0 0 0 0 0 103 457 5:30 PM 0 1 31 0 0 0 28 0 0 0 24 0 400281300 43 0 4 135 469 5:15 PM 0 0 34 0 17 0 0 0 0 0 114 422 5:00 PM 0 1 38 0 0 0 32 0 0 0 22 0 400342500 29 0 2 105 386 4:45 PM 0 2 27 0 14 0 0 0 0 0 115 389 4:30 PM 0 2 31 0 0 0 27 0 0 0 34 0 400271700 23 0 5 88 373 4:15 PM 0 2 31 0 13 0 0 0 0 0 78 376 4:00 PM 0 1 20 0 0 0 26 0 0 0 20 0 30027900 29 0 4 108 401 3:45 PM 0 2 17 0 21 0 0 0 0 0 99 385 3:30 PM 0 3 34 0 0 0 17 0 0 1 14 0 100371800 16 0 4 91 374 3:15 PM 0 1 27 0 20 0 0 0 0 0 103 457 3:00 PM 0 1 22 0 0 0 28 0 0 0 21 0 400321500 26 0 5 92 0 2:45 PM 0 3 28 0 8 0 0 0 0 0 88 0 2:30 PM 0 1 29 0 0 0 23 0 0 0 18 0 000182500 60 0 9 174 0 2:15 PM 0 0 27 0 31 0 0 0 0 02:00 PM 0 1 49 0 0 0 24 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start US 6 US 6 0 STORM KING RD 15-min TotalUTLTTHRTTHRTUTLTTHRTUTLT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries - Heavy Vehicles Four-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 2:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 19 0 Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One HourEastbound 0 0 0 4 0 0008200 13 0 1 54 0 Peak Hour 0 0 5 0 4 0 0 0 0 0Count Total 0 0 14 0 0 0 22 4 16000000003000 1 0 0 5 16 5:45 PM 0 0 1 0 0 0 0 0 0 0 2 16 5:30 PM 0 0 1 0 0 0 3 0 0 0 0 0 0001000 1 0 0 5 19 5:15 PM 0 0 1 0 1 0 0 0 0 0 4 20 5:00 PM 0 0 1 0 0 0 2 0 0 0 1 0 0002000 1 0 0 5 16 4:45 PM 0 0 1 0 0 0 0 0 0 0 5 15 4:30 PM 0 0 1 0 0 0 3 0 0 0 1 0 0001100 1 0 0 6 14 4:15 PM 0 0 2 0 0 0 0 0 0 0 0 11 4:00 PM 0 0 2 0 0 0 3 0 0 0 0 0 0000000 2 0 0 4 12 3:45 PM 0 0 0 0 1 0 0 0 0 0 4 8 3:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0001100 0 0 1 3 5 3:15 PM 0 0 2 0 0 0 0 0 0 0 1 7 3:00 PM 0 0 1 0 0 0 1 0 0 0 0 0 0001000 0 0 0 0 0 2:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0000000 4 0 0 5 0 2:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 2:00 PM 0 0 1 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Date: 03/03/2021 Count Period: 7:00 AM to 9:00 AM HV %:PHF EB 5.1%0.63 WB 3.5%0.66 NB 5.3%0.93 SB 4.1%0.84 NEB --Peak Hour: 7:45 AM to 8:45 AM Peak Hour NWB 7.4%0.87 TOTAL 4.9%0.88 0 US 6 0 ME L R E Y R D 296 372 00 0 11 72 162 51 258 3510 78 47 4 116 13 1 0 ME L R E Y R D 0 US 6 1,339TEV: 0.88PHF: MEL REY RD US 6 N 57 0 35 6 0 33 01 23 3 23 073 12 1 68 4 67 0 0191421 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 886 1,087 1,266 1,339 1,326 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Two-Hour Count Summaries - Heavy Vehicles 0 0 0 43 45 60 66 68 0 0 Two-Hour Count Summaries - Bikes 0 0 0 0 0 0 0 0 0 0 TH RT UT HL Interval Start US 6 US 6 Eastbound Westbound LT BL LT TH MEL REY RD MEL REY RD I-70 WB RAMP RT HR UT LT 0 I-70 WB RAMP 15-min Total Rolling Northbound Southbound Northeastbound Northwestbound BR HR Hour 7:00 AM 0 2 11 0 15 4 1 3 0 One 16 2 0115261033 UT LT TH BR RT HR UT HL RT HR UT HL LT BLBRRTUTHLBLBRBLTH 15 2 10 1 33 0 0 116751015356 0 2 0 16131 181 7:15 AM 0 0 12 0 14 1 0 0 0 6 0 4 0 2000000 2 2 02 47 020109143 0 3 0 2 168 7:30 AM 0 2 14 0 0 0 0 0 0 2094200 36 0 248 7:45 AM 0 0 9 0 31 7 0 0 0 5 0 1363000011847123143098 81 8 0 17 289 8:00 AM 0 6 24 0 68 20 0 0 0 5 0 14 2 60000000301464113 0 14 5 4 382 8:15 AM 0 4 24 0 0 0 0 0 0 40206300801542006168213 74 0 0 8 0 181150153074314004216 42 3 67 0204814322 3 9 347 8:30 AM 0 1 15 0 20 10 0 0 0 1 0 13550000 1 23 321 8:45 AM 0 2 23 0 31 8 2 0 0 0 0 6 1 70000000201542028 0 16 5 4 276000001001730002614310052611162 4 144 367 75 363 01101827512218Count Total 0 17 132 0 253 68 47 78 13 1 2,212 Peak Hour All 0 11 72 0 162 51 4 0 33 0 83 18 3600000013001253619 HV 0 0 4 0 7 10 0 47 11 26 1,33900000019067211407323333230000116 0 0 0 00010401081057400134 0%-11%4%15%3%---1%6%5%8%0% 3 66 HV%-0%6%-4%8%0% 0 0 2 0 2 000 NB SB 1 0 0 2 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB NEB 20%-4%0%12%5%------5%-6%0% 0 0 0 1 0 01100000 South SE SW Total 7:00 AM 3 0 6 0 0 NEB NWB Total East West NorthNWBTotalEBWB 0 1 0 5 7:30 AM 4 4 3 0 0 0 0 0 2 0 2070000 0 0 0 0 7:15 AM 3 2 2 0 0 0 0 0 0 0 01120000 0 0 0 0 0 01120000 0 0 0 0 8:00 AM 2 1 7 1 0 0 0 0 0 0 01140000 0 0 0 0 7:45 AM 5 0 7 1 0 0 0 0 3 8:30 AM 3 4 9 1 0 0 0 0 0 0 34220000 0 1 0 3 8:15 AM 5 4 7 2 0 0 0 0 1 0 11180000 0 1 0 300010131600008:45 AM 3 1 6 3 0 0 0 0 5 0 7121110000Count Total 28 16 47 8 0 1 3 0 16 0 0 0 UT LT TH BR RT HR I-70 WB RAMP Peak Hr 15 9 30 5 0 0 1 0 6 UT LT BL TH BR RTUTHLLTTHRTHRUTHLLTBLTHRT US 6 MEL REY RD MEL REY RD I-70 WB RAMP 0 0 0 1 0 47660 7:15 AM 0 0 1 0 Hour 7:00 AM UT HL LT BL BR HRUTHLBLBRRTHR 15-min Total Rolling Eastbound Westbound Northbound Southbound Northeastbound Northwestbound OneInterval Start US 6 0 0011 10 1 0000130 0 0 7 12 0 00000100000000 7:30 AM 0 0 1 0 2 1 0 0 0 0 0 00000000000000020200 7:45 AM 0 0 1 0 2 2 0 0 0 0 0 1 0 00000000000000200 0 0 0 14 8:00 AM 0 0 0 0 0 0 0 0 0 101000041100000000 0 0 0 1100213200000 01 2 0000211 0 0 12 8:15 AM 0 0 3 0 1 1 0 0 0 1 0 000000010 22 8:30 AM 0 0 0 0 2 1 0 0 0 0 0 2 0 20000000101000131 0 0 1 18 8:45 AM 0 0 0 0 0 0 0 0 0 001000020300011200 0 0 0 3000201300010 04 0 1 1600010100000030 Count Total 0 1 6 0 15 6 0 0 0 4 111 Peak Hour 0 0 4 0 0 0 0 0 0 40700001561200135710 Interval Start US 6 US 6 MEL REY RD MEL REY RD I-70 WB RAMP I-70 WB RAMP 0 0 0 2 0 200000070010441081057 One UT 0 3 6640013 HL LT BL BR HR HourHLBLBRRT 15-min Total Rolling LT TH BR RT HR UT Eastbound Westbound UT 0 7:15 AM 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 0 000 HR UTLTBLTHBRRTUT 0 0 0 0 0 HL LT BL TH RT 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 0000 0 0 0 0 0000000 0 0 0 0 0 000 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0 00000000000000008:00 AM 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000 8:30 AM 0 0 0 0 0 0 0 0 0 0 000000000000000000000 0 0000000000000000000 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 00000 0 0 0000000000000000000000000000 0 0000000000000Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 00000000000 000000000000000000000000 0 1 0 0 1 1 0 0 0 0 0 0023010 Northbound Southbound Northeastbound Northwestbound 014 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 00000000 HL LT TH RT HR UT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Date: 03/03/2021 Count Period: 4:00 PM to 6:00 PM HV %:PHF EB 2.4%0.86 WB 2.8%0.96 NB 2.0%0.80 SB 0.8%0.85 NEB --Peak Hour: 5:00 PM to 6:00 PM Peak Hour NWB 2.9%0.79 TOTAL 2.2%0.86 0 US 6 0 ME L R E Y R D 375 291 10 0 9 90 126 150 363 3440 105 143 4 94 17 11 0 ME L R E Y R D 0 US 6 1,930TEV: 0.86PHF: MEL REY RD US 6 N 90 2 33 2 0 10 6 09 13 0 18 6 47 1 11 9 15 4 11 45 0 0191045 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 1,733 1,904 1,925 1,922 1,930 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Two-Hour Count Summaries - Heavy Vehicles 0 0 0 49 47 41 42 43 0 0 Two-Hour Count Summaries - Bikes 0 0 0 0 0 0 0 0 0 0 TH RT UT HL Interval Start US 6 US 6 Eastbound Westbound LT BL LT TH MEL REY RD MEL REY RD I-70 WB RAMP RT HR UT LT 0 I-70 WB RAMP 15-min Total Rolling Northbound Southbound Northeastbound Northwestbound BR HR Hour 4:00 PM 0 2 15 0 34 22 0 9 0 One 8 11 2166331550 UT LT TH BR RT HR UT HL RT HR UT HL LT BLBRRTUTHLBLBRBLTH 26 35 22 3 43 0 0 223192581982724 1 6 0 14305 393 4:15 PM 0 2 27 0 37 32 1 0 0 17 0 8 4 10000000 4 9 00 40 0002221347 0 21 3 7 434 4:30 PM 0 5 20 0 0 0 0 0 0 1101211000 41 0 454 4:45 PM 0 3 21 0 37 17 0 0 0 9 0 11510000012931303519002326 47 27 2 162 452 5:00 PM 0 3 20 0 36 50 1 0 0 10 0 11 6 6000000040181030108 0 16 4 14 564 5:15 PM 0 2 24 0 0 0 0 0 0 1508191003436490072035302 53 0 0 5 0 10272010631203333102042 33 25 49 0103134245 4 7 455 5:30 PM 0 2 21 0 22 33 0 0 0 14 0 51240000 2 105 451 5:45 PM 0 2 25 0 35 34 1 0 0 11 0 12 5 100000000501771598 0 13 9 14 460000001801074003225350022332248 11 872 268 202 360 05018824421640Count Total 0 21 173 0 269 240 143 105 17 9 3,663 Peak Hour All 0 9 90 0 126 150 4 0 105 0 97 39 770000001400978216 HV 0 0 3 0 3 58 0 46 22 45 1,930000000190454510047113010618600094 0 0 0 0000001006804300262 0%-1%6%0%2%---2%4%2%0%0% 1 43 HV%-0%3%-2%2%0% 0 0 0 0 2 200 NB SB 0 1 0 3 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB NEB 0%-4%9%2%2%------0%-0%2% 0 0 0 1 0 12120000 South SE SW Total 4:00 PM 1 3 6 0 0 NEB NWB Total East West NorthNWBTotalEBWB 0 0 0 0 4:30 PM 1 2 2 0 0 0 0 0 0 0 06190000 0 0 0 1 4:15 PM 6 2 5 0 0 0 0 0 0 0 1160000 0 0 0 2 0 10100000 0 3 0 7 5:00 PM 0 7 3 0 0 0 0 0 2 0 20120000 0 1 0 4 4:45 PM 4 2 5 1 0 0 3 0 10 5:30 PM 0 1 3 1 0 0 0 0 3 0 42130000 0 1 1 4 5:15 PM 4 1 6 0 0 0 0 0 1 1 0270000 0 5 0 1600050611300005:45 PM 5 1 6 0 0 0 0 0 14 1 1514920000Count Total 21 19 36 2 0 0 14 1 45 0 0 0 UT LT TH BR RT HR I-70 WB RAMP Peak Hr 9 10 18 1 0 0 10 1 34 UT LT BL TH BR RTUTHLLTTHRTHRUTHLLTBLTHRT US 6 MEL REY RD MEL REY RD I-70 WB RAMP 0 0 0 11 1 115430 4:15 PM 0 0 1 0 Hour 4:00 PM UT HL LT BL BR HRUTHLBLBRRTHR 15-min Total Rolling Eastbound Westbound Northbound Southbound Northeastbound Northwestbound OneInterval Start US 6 0 0000 12 0 0000200 1 3 19 6 0 10000100000000 4:30 PM 0 0 0 0 0 1 0 0 0 1 0 10000001000200220410 4:45 PM 0 0 1 0 3 0 0 0 0 0 0 0 0 10000000000000200 0 0 0 12 5:00 PM 0 0 0 0 0 0 0 0 0 001000030100000110 0 0 0 0100210000015 01 2 0001000 0 0 10 5:15 PM 0 0 2 0 1 1 0 0 0 0 0 000000000 13 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 00000000000000220 0 1 1 7 5:45 PM 0 0 1 0 0 0 0 0 0 000100010100001000 0 0 0 0100140220000 01 0 0 1300000100000010 Count Total 0 0 5 0 11 5 0 0 3 6 92 Peak Hour 0 0 3 0 0 0 0 0 0 2011000150700039610 Interval Start US 6 US 6 MEL REY RD MEL REY RD I-70 WB RAMP I-70 WB RAMP 0 0 0 0 0 21000004000002006803 One UT 2 1 4330026 HL LT BL BR HR HourHLBLBRRT 15-min Total Rolling LT TH BR RT HR UT Eastbound Westbound UT 0 4:15 PM 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 0 000 HR UTLTBLTHBRRTUT 0 0 0 0 0 HL LT BL TH RT 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0 0 0 0000000 0 0 0 0 0 000 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0 00000000000000005:00 PM 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000 5:30 PM 0 0 0 0 0 0 0 0 0 0 000000000000000000000 0 0000000000000000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 00000 0 0 0000000000000000000000000000 0 0000000000000Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 00000000000 000000000000000000000000 0 0 0 0 1 0 0 0 1 1 1 0032010 Northbound Southbound Northeastbound Northwestbound 014 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 00000000 HL LT TH RT HR UT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Date: 10/20/2022 Count Period: 7:00 AM to 9:00 AM HV %:PHF EB 6.1%0.72 WB 6.0%0.78 NB 5.5%0.87 SB 3.6%0.77 NEB --Peak Hour: 7:30 AM to 8:30 AM Peak Hour NWB 4.4%0.74 TOTAL 5.4%0.88 0 Hwy 6 0 Me l R a y R d 328 260 00 0 7 98 178 45 300 4700 51 36 5 197 11 1 0 Mi d l a n d A v e 0 Hwy 6 1,705TEV: 0.88PHF: Midland Ave Hwy 6 N 71 2 60 7 0 76 01 15 5 33 6 14 4 13 9 11 0 6 77 0 026630 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 1,250 1,539 1,705 1,620 1,383 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Two-Hour Count Summaries - Heavy Vehicles 0 0 0 63 74 92 87 90 0 0 Two-Hour Count Summaries - Bikes 0 0 0 0 0 0 0 0 0 0 TH RT UT HL Interval Start Hwy 6 Hwy 6 Eastbound Westbound LT BL LT TH Midland Ave Mel Ray Rd I70 Westbound Ramp RT HR UT LT 0 I70 Westbound Ramp 15-min Total Rolling Northbound Southbound Northeastbound Northwestbound BR HR Hour 7:00 AM 0 2 12 0 16 4 0 5 0 One 19 8 101723944 UT LT TH BR RT HR UT HL RT HR UT HL LT BLBRRTUTHLBLBRBLTH 19 4 4 0 41 0 0 4206520182012 0 5 0 22121 194 7:15 AM 0 1 16 0 25 4 0 0 0 4 0 0 0 1000000 4 0 02 94 000686166 0 3 2 0 204 7:30 AM 0 1 17 0 0 0 0 0 0 80114200 85 0 386 7:45 AM 0 1 24 0 41 5 0 0 0 61 2 91200000130299257104112 42 33 0 38 466 8:00 AM 0 2 27 0 74 11 2 0 0 30 0 16 3 10000000602964035 1 8 5 2 483 8:15 AM 0 3 30 0 0 0 0 0 0 500157000422489009576122 68 0 0 6 0 1111204142103822203112 30 19 55 010227140 4 2 370 8:30 AM 1 0 24 0 35 12 0 0 0 13 0 15520000 1 27 301 8:45 AM 0 1 16 0 19 9 1 0 0 10 0 10 5 00000000501561029 0 8 6 0 2290000080184200271133004104173 2 235 255 127 509 090268579116Count Total 1 11 166 0 273 74 36 51 11 1 2,633 Peak Hour All 0 7 98 0 178 45 5 0 184 3 69 29 600000004401405212 HV 0 0 5 0 8 154 3 48 16 5 1,70500000026077306014415576336000197 0 0 0 000103100119217710755 0%-8%6%3%5%---4%14%10%0%0% 0 92 HV%-0%5%-4%16%20% 0 0 3 1 2 400 NB SB 0 2 0 4 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB NEB 2%33%4%25%0%5%------4%-4%3% 0 0 0 0 0 2090000 South SE SW Total 7:00 AM 1 2 5 1 0 NEB NWB Total East West NorthNWBTotalEBWB 0 2 0 3 7:30 AM 5 3 11 1 0 0 0 0 0 0 10120000 0 0 0 0 7:15 AM 4 2 5 1 0 0 0 0 0 0 02220000 0 0 0 0 0 03200000 0 1 0 6 8:00 AM 3 2 10 2 0 0 0 0 1 0 40200000 0 0 0 0 7:45 AM 5 4 9 2 0 0 0 0 2 8:30 AM 7 2 7 1 0 0 0 0 0 0 25300000 0 0 0 1 8:15 AM 7 9 9 0 0 0 0 0 0 0 10170000 0 3 0 500010102300008:45 AM 3 1 17 2 0 0 0 0 2 0 11101530000Count Total 35 25 73 10 0 0 8 0 21 0 0 0 UT LT TH BR RT HR I70 Westbound Ramp Peak Hr 20 18 39 5 0 0 1 0 8 UT LT BL TH BR RTUTHLLTTHRTHRUTHLLTBLTHRT Hwy 6 Midland Ave Mel Ray Rd I70 Westbound Ramp 0 0 0 1 0 610920 7:15 AM 0 0 2 0 Hour 7:00 AM UT HL LT BL BR HRUTHLBLBRRTHR 15-min Total Rolling Eastbound Westbound Northbound Southbound Northeastbound Northwestbound OneInterval Start Hwy 6 0 0020 9 5 0002010 0 0 12 22 1 00000000000000 7:30 AM 0 0 1 0 3 1 0 0 0 0 0 00100000000000320020 7:45 AM 0 0 2 0 2 1 0 0 0 0 1 0 1 00000000001000510 0 0 0 20 8:00 AM 0 0 0 0 0 0 0 0 0 001000041200120200 0 0 0 1000201120020 02 3 0101520 1 0 20 8:15 AM 0 0 2 0 2 3 0 0 0 2 0 010000070 30 8:30 AM 0 0 1 0 5 1 0 0 0 1 0 2 2 00000000000000240 0 0 0 17 8:45 AM 0 0 1 0 0 0 0 0 0 001000021300020000 0 0 0 2100852200000 01 0 0 2300000000000020 Count Total 0 0 9 0 16 10 1 0 4 0 153 Peak Hour 0 0 5 0 0 0 0 0 0 306210021523001135600 Interval Start Hwy 6 Hwy 6 Midland Ave Mel Ray Rd I70 Westbound Ramp I70 Westbound Ramp 0 0 0 3 1 2100000170010350011928 One UT 4 0 9271075 HL LT BL BR HR HourHLBLBRRT 15-min Total Rolling LT TH BR RT HR UT Eastbound Westbound UT 0 7:15 AM 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 0 000 HR UTLTBLTHBRRTUT 0 0 0 0 0 HL LT BL TH RT 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 0000 0 0 0 0 0000000 0 0 0 0 0 000 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0 00000000000000008:00 AM 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000 8:30 AM 0 0 0 0 0 0 0 0 0 0 000000000000000000000 0 0000000000000000000 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 00000 0 0 0000000000000000000000000000 0 0000000000000Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 00000000000 000000000000000000000000 0 0 0 0 1 0 0 0 2 0 0 0013010 Northbound Southbound Northeastbound Northwestbound 124 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 00000000 HL LT TH RT HR UT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Date: 10/20/2022 Count Period: 4:00 PM to 6:00 PM HV %:PHF EB 3.7%0.84 WB 1.4%0.83 NB 2.9%0.84 SB 2.8%0.89 NEB --Peak Hour: 4:30 PM to 5:30 PM Peak Hour NWB 0.0%0.88 TOTAL 2.5%0.91 0 Hwy 6 0 Me l R a y R d 437 460 00 0 8 115 151 163 415 4130 108 139 3 154 11 8 0 Mi d l a n d A v e 0 Hwy 6 2,225TEV: 0.91PHF: Midland Ave Hwy 6 N 1, 0 1 2 43 7 0 77 00 26 4 26 8 40 3 17 7 13 4 20 59 0 0242074 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 1,949 2,066 2,225 2,216 2,191 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Two-Hour Count Summaries - Heavy Vehicles 0 0 0 63 62 56 43 41 0 0 Two-Hour Count Summaries - Bikes 0 0 0 0 0 0 0 0 0 0 TH RT UT HL Interval Start Hwy 6 Hwy 6 Eastbound Westbound LT BL LT TH Midland Ave Mel Ray Rd I70 Westbound Ramp RT HR UT LT 0 I70 Westbound Ramp 15-min Total Rolling Northbound Southbound Northeastbound Northwestbound BR HR Hour 4:00 PM 0 2 20 0 31 31 0 7 0 One 20 11 4082442364 UT LT TH BR RT HR UT HL RT HR UT HL LT BLBRRTUTHLBLBRBLTH 32 25 20 3 54 0 0 528202180785627 0 6 0 16313 457 4:15 PM 0 1 14 0 27 24 1 0 0 15 0 16 6 1000000 7 1 00 66 0104821353 1 13 18 3 452 4:30 PM 0 3 26 0 0 0 0 0 0 2001417200 60 0 512 4:45 PM 0 0 26 0 29 37 0 0 0 18 0 18176000008869213834102524 55 13 0 107 528 5:00 PM 0 2 40 0 38 50 0 0 0 15 1 20 14 2000000070161630100 0 14 7 0 574 5:15 PM 0 3 23 0 0 0 0 0 0 18015154005317630064353263 79 0 0 5 0 12162010887264642103841 60 18 54 0002745159 10 0 611 5:30 PM 0 3 24 0 41 43 0 0 0 22 1 162670000 0 92 503 5:45 PM 0 1 17 0 33 38 1 0 0 15 0 10 8 100000012011144098 1 10 12 1 5030000010081820051126900122842396 0 753 475 157 509 05026927120337Count Total 0 15 190 0 283 299 139 108 11 0 4,140 Peak Hour All 0 8 115 0 151 163 3 0 133 4 117 82 9000000150011213432 HV 0 1 5 0 8 73 2 68 38 3 2,225000000240597420040326477268000154 0 0 0 00020210012953200123 0%-3%3%6%1%---1%1%3%0%- 0 56 HV%-13%4%-5%1%0% 0 0 0 0 0 000 NB SB 0 1 0 4 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB NEB 0%0%0%0%0%3%------8%-3%1% 0 0 0 0 0 31130000 South SE SW Total 4:00 PM 3 2 5 2 0 NEB NWB Total East West NorthNWBTotalEBWB 0 1 0 3 4:30 PM 7 2 8 1 0 0 0 0 0 0 22190000 0 5 0 21 4:15 PM 3 4 9 1 0 0 0 0 5 0 110180000 0 0 0 0 0 40120000 0 4 0 9 5:00 PM 2 1 8 1 0 0 0 0 2 0 30130000 0 2 0 6 4:45 PM 3 2 7 1 0 0 1 0 4 5:30 PM 1 0 3 0 0 0 0 0 1 0 20130000 0 1 0 3 5:15 PM 4 1 6 2 0 0 0 0 1 0 1150000 0 1 0 900040431100005:45 PM 3 2 3 0 0 0 0 0 13 0 3071040000Count Total 26 14 49 8 0 0 16 0 59 0 0 0 UT LT TH BR RT HR I70 Westbound Ramp Peak Hr 16 6 29 5 0 0 12 0 40 UT LT BL TH BR RTUTHLLTTHRTHRUTHLLTBLTHRT Hwy 6 Midland Ave Mel Ray Rd I70 Westbound Ramp 0 0 0 8 0 200560 4:15 PM 0 0 0 0 Hour 4:00 PM UT HL LT BL BR HRUTHLBLBRRTHR 15-min Total Rolling Eastbound Westbound Northbound Southbound Northeastbound Northwestbound OneInterval Start Hwy 6 0 0001 13 1 0001100 1 0 19 18 1 00000001001000 4:30 PM 0 1 3 0 3 0 0 0 0 0 0 11000002000120241210 4:45 PM 0 0 0 0 2 1 0 0 0 0 0 0 0 00000000001000313 0 0 0 13 5:00 PM 0 0 1 0 0 0 0 0 0 000000031100100200 0 1 0 0000511100001 02 0 0000010 0 0 12 5:15 PM 0 0 1 0 2 1 0 0 0 0 0 000000010 13 5:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 00000000001100240 0 0 0 5 5:45 PM 0 0 0 0 0 0 0 0 0 100000010200000000 0 0 0 0200020300000 00 0 0 1100020100000010 Count Total 0 1 8 0 13 4 0 0 1 0 104 Peak Hour 0 1 5 0 0 0 0 0 0 3023000176900314720 Interval Start Hwy 6 Hwy 6 Midland Ave Mel Ray Rd I70 Westbound Ramp I70 Westbound Ramp 0 0 0 0 0 010000030020230012958 One UT 0 0 5620012 HL LT BL BR HR HourHLBLBRRT 15-min Total Rolling LT TH BR RT HR UT Eastbound Westbound UT 0 4:15 PM 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 0 000 HR UTLTBLTHBRRTUT 0 0 0 0 0 HL LT BL TH RT 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0 0 0 0000000 0 0 0 0 0 000 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0 00000000000000005:00 PM 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000 5:30 PM 0 0 0 0 0 0 0 0 0 0 000000000000000000000 0 0000000000000000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 00000 0 0 0000000000000000000000000000 0 0000000000000Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 00000000000 000000000000000000000000 0 0 2 0 0 1 0 0 0 1 1 0031010 Northbound Southbound Northeastbound Northwestbound 017 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 00000000 HL LT TH RT HR UT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX B Future Traffic Projections CDOT OTIS: Glenwood Business Center ROUTE REFPT ENDREFPT LENGTH UPDATEYR AADT YR20FACTOR Growth Rate %DHV DD LOCATION 006K 0 0.338 0.314 2021 11000 1.15 0.70%9.5 54 ON SH 6 WEST ST W/O SH 82 GLENWOOD SPRINGS Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX C Trip Generation Worksheets Project Subject Designed by Date Job No. Checked by Date Sheet No. of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Warehousing (150) Independent Variable - 1000 Square Feet Gross Floor Feet (X) Gross Floor Area =67,950 X =68.0 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (100 Series Page 96) Directional Distribution: 77% ent. 23%exit. T = 0.17 (X)T =12 Average Vehicle Trip Ends T = 0.17 *67.95 9 entering 3 exiting 9 + 3 (*) =12 (*) TRIP END WAS CHANGED BY 1 TO SATISFY THE TOTAL Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (100 Series Page 97) Directional Distribution: 28% ent. 72%exit. T = 0.18 (X)T =13 Average Vehicle Trip Ends T = 0.18 *67.95 4 entering 9 exiting 4 + 9 =13 Weekday (100 Series Page 95) Directional Distribution: 50% entering, 50% exiting T = 1.71 (X)T =118 Average Vehicle Trip Ends T = 1.71 *67.95 59 entering 59 exiting 59 + 59 = 118 Trip Generation for Warehousing Glenwood Business Center MAG February 09, 2023 096671009 Project Subject Designed by Date Job No. Checked by Date Sheet No. of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Mini-Warehouse (151) Independent Variable - 1000 Square Feet Gross Floor Feet (X) Gross Floor Area =97,750 X =97.8 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Page 111) Weekday Average Directional Distribution: 59% ent. 41%exit. T = 0.09 (X)T = 9 Average Vehicle Trip Ends T = 0.09 *97.75 5 entering 4 exiting 5 + 4 (*) =9 (*) TRIP END WAS CHANGED BY 1 TO SATISFY THE TOTAL Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (Page 112) Weekday Average Directional Distribution: 47% ent. 53%exit. T = 0.15 (X)T =15 Average Vehicle Trip Ends T = 0.15 *97.75 7 entering 8 exiting 7 + 8 =15 Weekday Daily (Page 110) Weekday Average Directional Distribution: 50% entering, 50% exiting T = 1.45 (X)T =142 Average Vehicle Trip Ends T = 1.45 *97.75 71 entering 71 exiting 71 + 71 = 142 Trip Generation for Mini Warehouse Glenwood Business Center MAG February 09, 2023 096671009 Project Subject Designed by Date Job No. Checked by Date Sheet No.of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Multifamily Housing (Low-Rise) (220) Independent Variable - Dwelling Units (X) X = 3 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (200 Series Page 255) Average Weekday Directional Distribution: 24% ent. 76%exit. (T) = 0.40 (X)T = 1 Average Vehicle Trip Ends (T) = 0.40 *(3.0)0 entering 1 exiting 0 + 1 = 1 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (200 Series Page 256) Average Weekday Directional Distribution: 63% ent. 37%exit. (T) = 0.51(X)T = 2 Average Vehicle Trip Ends (T) = 0.51 *(3.0)1 entering 1 exiting 1 + 1 = 2 Weekday (200 Series Page 254) Average Weekday Directional Distribution: 50% entering, 50% exiting (T) = 6.74 (X)T =22 Average Vehicle Trip Ends (T) = 6.74 *(3.0)11 entering 11 exiting 11 + 11 = 22 Glenwood Business Center Trip Generation for Multifamily Housing (Low-Rise) MAG February 09, 2023 096671009 Project Subject Designed by Date Job No. Checked by Date Sheet No.of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rates Land Use Code - General Office Building (710) Independent Variable - 1000 Square Feet (X) SF = X =35.175 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (700 Series Page 710) Directional Distribution:88% ent. 12%exit. (T) = 1.52 (X)T =53 Average Vehicle Trip Ends (T) = 1.52 *(35.2)47 entering 6 exiting 47 + 6 =53 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (700 Series Page 711) Directional Distribution:17% ent. 83%exit. (T) = 1.44 (X)T =51 Average Vehicle Trip Ends (T) = 1.44 *(35.2)9 entering 42 exiting 9 +42 =51 Weekday (700 Series Page 709) Directional Distribution:50% ent. 50%exit. (T) = 10.84 (X)T =382 Average Vehicle Trip Ends (T) = 10.84 *(35.2)191 entering 191 exiting 191 +191 =382 35,175 Glenwood Business Center Trip Generation for General Office Building MAG February 09, 2023 096671009 1 1 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX D Intersection Analysis Worksheets HCM 6th TWSC 2023 Existing AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 25 42 48 21 17 21 Future Vol, veh/h 25 42 48 21 17 21 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 32 53 61 27 22 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 88 0 216 63 Stage 1 - - -- 62 - Stage 2 - - -- 154 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1508 - 772 1002 Stage 1 - - -- 961 - Stage 2 - - -- 874 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1504 - 734 998 Mov Cap-2 Maneuver - - -- 734 - Stage 1 - - -- 958 - Stage 2 - - -- 834 - Approach EB WB NB HCM Control Delay, s 0 5.2 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)860 - - 1504 - HCM Lane V/C Ratio 0.056 - - 0.04 - HCM Control Delay (s)9.4 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2023 Existing PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 37 24 25 26 29 16 Future Vol, veh/h 37 24 25 26 29 16 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 44 28 29 31 34 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 75 0 155 62 Stage 1 - - -- 61 - Stage 2 - - -- 94 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1512 - 832 997 Stage 1 - - -- 957 - Stage 2 - - -- 925 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1508 - 809 993 Mov Cap-2 Maneuver - - -- 809 - Stage 1 - - -- 954 - Stage 2 - - -- 902 - Approach EB WB NB HCM Control Delay, s 0 3.6 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)866 - - 1508 - HCM Lane V/C Ratio 0.061 - - 0.02 - HCM Control Delay (s)9.4 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2025 Background AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 25 43 49 21 17 21 Future Vol, veh/h 25 43 49 21 17 21 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 32 54 62 27 22 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 89 0 218 63 Stage 1 - - -- 62 - Stage 2 - - -- 156 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1506 - 770 1002 Stage 1 - - -- 961 - Stage 2 - - -- 872 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1502 - 732 998 Mov Cap-2 Maneuver - - -- 732 - Stage 1 - - -- 958 - Stage 2 - - -- 831 - Approach EB WB NB HCM Control Delay, s 0 5.3 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)858 - - 1502 - HCM Lane V/C Ratio 0.056 - - 0.041 - HCM Control Delay (s)9.4 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2025 Background PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 38 24 25 26 29 16 Future Vol, veh/h 38 24 25 26 29 16 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 45 28 29 31 34 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 76 0 156 63 Stage 1 - - -- 62 - Stage 2 - - -- 94 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1510 - 831 996 Stage 1 - - -- 956 - Stage 2 - - -- 925 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1506 - 808 992 Mov Cap-2 Maneuver - - -- 808 - Stage 1 - - -- 953 - Stage 2 - - -- 902 - Approach EB WB NB HCM Control Delay, s 0 3.6 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)865 - - 1506 - HCM Lane V/C Ratio 0.061 - - 0.02 - HCM Control Delay (s)9.4 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2025 Total AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 28 46 49 22 18 21 Future Vol, veh/h 28 46 49 22 18 21 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 35 58 62 28 23 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 96 0 224 68 Stage 1 - - -- 67 - Stage 2 - - -- 157 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1498 - 764 995 Stage 1 - - -- 956 - Stage 2 - - -- 871 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1494 - 726 991 Mov Cap-2 Maneuver - - -- 726 - Stage 1 - - -- 953 - Stage 2 - - -- 830 - Approach EB WB NB HCM Control Delay, s 0 5.2 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)848 - - 1494 - HCM Lane V/C Ratio 0.058 - - 0.042 - HCM Control Delay (s)9.5 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2025 Total PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 39 25 25 29 32 16 Future Vol, veh/h 39 25 25 29 32 16 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 46 29 29 34 38 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 78 0 161 65 Stage 1 - - -- 64 - Stage 2 - - -- 97 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1508 - 825 993 Stage 1 - - -- 954 - Stage 2 - - -- 922 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1504 - 802 989 Mov Cap-2 Maneuver - - -- 802 - Stage 1 - - -- 951 - Stage 2 - - -- 899 - Approach EB WB NB HCM Control Delay, s 0 3.4 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)856 - - 1504 - HCM Lane V/C Ratio 0.066 - - 0.02 - HCM Control Delay (s)9.5 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2045 Background AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 29 49 56 24 20 24 Future Vol, veh/h 29 49 56 24 20 24 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 37 62 71 30 25 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 102 0 248 72 Stage 1 - - -- 71 - Stage 2 - - -- 177 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1490 - 740 990 Stage 1 - - -- 952 - Stage 2 - - -- 854 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1486 - 698 986 Mov Cap-2 Maneuver - - -- 698 - Stage 1 - - -- 949 - Stage 2 - - -- 808 - Approach EB WB NB HCM Control Delay, s 0 5.3 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)830 - - 1486 - HCM Lane V/C Ratio 0.067 - - 0.048 - HCM Control Delay (s)9.6 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2045 Background PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 43 28 29 30 34 19 Future Vol, veh/h 43 28 29 30 34 19 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 51 33 34 35 40 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 87 0 179 72 Stage 1 - - -- 71 - Stage 2 - - -- 108 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1496 - 806 985 Stage 1 - - -- 947 - Stage 2 - - -- 911 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1492 - 781 981 Mov Cap-2 Maneuver - - -- 781 - Stage 1 - - -- 944 - Stage 2 - - -- 885 - Approach EB WB NB HCM Control Delay, s 0 3.7 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)843 - - 1492 - HCM Lane V/C Ratio 0.074 - - 0.023 - HCM Control Delay (s)9.6 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2045 Total AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 32 52 56 25 21 24 Future Vol, veh/h 32 52 56 25 21 24 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 66 71 32 27 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 110 0 256 78 Stage 1 - - -- 77 - Stage 2 - - -- 179 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1480 - 733 983 Stage 1 - - -- 946 - Stage 2 - - -- 852 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1476 - 691 979 Mov Cap-2 Maneuver - - -- 691 - Stage 1 - - -- 943 - Stage 2 - - -- 806 - Approach EB WB NB HCM Control Delay, s 0 5.2 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)820 - - 1476 - HCM Lane V/C Ratio 0.069 - - 0.048 - HCM Control Delay (s)9.7 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.2 - HCM 6th TWSC 2045 Total PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 44 29 29 33 37 19 Future Vol, veh/h 44 29 29 33 37 19 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 52 34 34 39 44 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 89 0 184 73 Stage 1 - - -- 72 - Stage 2 - - -- 112 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1494 - 801 983 Stage 1 - - -- 946 - Stage 2 - - -- 908 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1490 - 776 979 Mov Cap-2 Maneuver - - -- 776 - Stage 1 - - -- 943 - Stage 2 - - -- 883 - Approach EB WB NB HCM Control Delay, s 0 3.5 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)835 - - 1490 - HCM Lane V/C Ratio 0.079 - - 0.023 - HCM Control Delay (s)9.7 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.3 - - 0.1 - HCM 6th AWSC 2023 Existing AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 22 37 41 22 7 33 13 20 5 31 1 Future Vol, veh/h 1 22 37 41 22 7 33 13 20 5 31 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 31 51 57 31 10 46 18 28 7 43 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8.1 8 7.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 2% 59% 14% Vol Thru, %20% 37% 31% 84% Vol Right, %30% 62% 10% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 66 60 70 37 LT Vol 33 1 41 5 Through Vol 13 22 22 31 RT Vol 20 37 7 1 Lane Flow Rate 92 83 97 51 Geometry Grp 1 1 1 1 Degree of Util (X)0.112 0.095 0.121 0.065 Departure Headway (Hd)4.402 4.092 4.493 4.538 Convergence, Y/N Yes Yes Yes Yes Cap 817 878 800 792 Service Time 2.414 2.104 2.506 2.551 HCM Lane V/C Ratio 0.113 0.095 0.121 0.064 HCM Control Delay 8 7.5 8.1 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.3 0.4 0.2 HCM 6th AWSC 2023 Existing PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 22 26 35 35 9 33 51 34 4 18 5 Future Vol, veh/h 1 22 26 35 35 9 33 51 34 4 18 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 23 27 36 36 9 34 53 35 4 19 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.4 7.9 7.9 7.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %28% 2% 44% 15% Vol Thru, %43% 45% 44% 67% Vol Right, %29% 53% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 118 49 79 27 LT Vol 33 1 35 4 Through Vol 51 22 35 18 RT Vol 34 26 9 5 Lane Flow Rate 122 51 81 28 Geometry Grp 1 1 1 1 Degree of Util (X)0.14 0.058 0.098 0.034 Departure Headway (Hd)4.151 4.129 4.339 4.364 Convergence, Y/N Yes Yes Yes Yes Cap 852 872 814 825 Service Time 2.235 2.131 2.43 2.366 HCM Lane V/C Ratio 0.143 0.058 0.1 0.034 HCM Control Delay 7.9 7.4 7.9 7.5 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.2 0.3 0.1 HCM 6th AWSC 2025 Background AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 22 38 42 22 7 33 13 20 5 31 1 Future Vol, veh/h 1 22 38 42 22 7 33 13 20 5 31 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 31 53 58 31 10 46 18 28 7 43 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8.1 8 7.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 2% 59% 14% Vol Thru, %20% 36% 31% 84% Vol Right, %30% 62% 10% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 66 61 71 37 LT Vol 33 1 42 5 Through Vol 13 22 22 31 RT Vol 20 38 7 1 Lane Flow Rate 92 85 99 51 Geometry Grp 1 1 1 1 Degree of Util (X)0.112 0.096 0.123 0.065 Departure Headway (Hd)4.408 4.09 4.497 4.544 Convergence, Y/N Yes Yes Yes Yes Cap 816 879 800 791 Service Time 2.419 2.102 2.509 2.557 HCM Lane V/C Ratio 0.113 0.097 0.124 0.064 HCM Control Delay 8 7.5 8.1 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.3 0.4 0.2 HCM 6th AWSC 2025 Background PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 22 26 35 35 9 33 52 34 4 18 5 Future Vol, veh/h 1 22 26 35 35 9 33 52 34 4 18 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 23 27 36 36 9 34 54 35 4 19 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.4 7.9 7.9 7.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %28% 2% 44% 15% Vol Thru, %44% 45% 44% 67% Vol Right, %29% 53% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 119 49 79 27 LT Vol 33 1 35 4 Through Vol 52 22 35 18 RT Vol 34 26 9 5 Lane Flow Rate 123 51 81 28 Geometry Grp 1 1 1 1 Degree of Util (X)0.141 0.058 0.098 0.034 Departure Headway (Hd)4.152 4.131 4.341 4.365 Convergence, Y/N Yes Yes Yes Yes Cap 851 872 814 825 Service Time 2.236 2.133 2.432 2.367 HCM Lane V/C Ratio 0.145 0.058 0.1 0.034 HCM Control Delay 7.9 7.4 7.9 7.5 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.2 0.3 0.1 HCM 6th AWSC 2025 Total AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 23 42 42 28 7 51 13 20 5 31 1 Future Vol, veh/h 1 23 42 42 28 7 51 13 20 5 31 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 32 58 58 39 10 71 18 28 7 43 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.7 8.3 8.3 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %61% 2% 55% 14% Vol Thru, %15% 35% 36% 84% Vol Right, %24% 64% 9% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 84 66 77 37 LT Vol 51 1 42 5 Through Vol 13 23 28 31 RT Vol 20 42 7 1 Lane Flow Rate 117 92 107 51 Geometry Grp 1 1 1 1 Degree of Util (X)0.146 0.106 0.136 0.066 Departure Headway (Hd)4.508 4.159 4.567 4.614 Convergence, Y/N Yes Yes Yes Yes Cap 797 863 787 778 Service Time 2.525 2.175 2.582 2.634 HCM Lane V/C Ratio 0.147 0.107 0.136 0.066 HCM Control Delay 8.3 7.7 8.3 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.4 0.5 0.2 HCM 6th AWSC 2025 Total PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 28 44 35 37 9 39 52 34 4 18 5 Future Vol, veh/h 1 28 44 35 37 9 39 52 34 4 18 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 29 45 36 38 9 40 54 35 4 19 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8 8.1 7.6 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %31% 1% 43% 15% Vol Thru, %42% 38% 46% 67% Vol Right, %27% 60% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 125 73 81 27 LT Vol 39 1 35 4 Through Vol 52 28 37 18 RT Vol 34 44 9 5 Lane Flow Rate 129 75 84 28 Geometry Grp 1 1 1 1 Degree of Util (X)0.154 0.086 0.104 0.034 Departure Headway (Hd)4.316 4.109 4.474 4.434 Convergence, Y/N Yes Yes Yes Yes Cap 836 875 804 810 Service Time 2.316 2.12 2.483 2.446 HCM Lane V/C Ratio 0.154 0.086 0.104 0.035 HCM Control Delay 8.1 7.5 8 7.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.3 0.3 0.1 HCM 6th AWSC 2045 Background AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 26 43 48 26 8 38 15 23 6 36 1 Future Vol, veh/h 1 26 43 48 26 8 38 15 23 6 36 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 36 60 67 36 11 53 21 32 8 50 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.7 8.4 8.2 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 1% 59% 14% Vol Thru, %20% 37% 32% 84% Vol Right, %30% 61% 10% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 76 70 82 43 LT Vol 38 1 48 6 Through Vol 15 26 26 36 RT Vol 23 43 8 1 Lane Flow Rate 106 97 114 60 Geometry Grp 1 1 1 1 Degree of Util (X)0.132 0.113 0.144 0.077 Departure Headway (Hd)4.486 4.17 4.567 4.633 Convergence, Y/N Yes Yes Yes Yes Cap 801 860 787 775 Service Time 2.504 2.189 2.586 2.653 HCM Lane V/C Ratio 0.132 0.113 0.145 0.077 HCM Control Delay 8.2 7.7 8.4 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.4 0.5 0.2 HCM 6th AWSC 2045 Background PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 26 30 41 41 10 38 59 40 5 21 6 Future Vol, veh/h 1 26 30 41 41 10 38 59 40 5 21 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 27 31 42 42 10 39 61 41 5 22 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8.1 8.2 7.6 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %28% 2% 45% 16% Vol Thru, %43% 46% 45% 66% Vol Right, %29% 53% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 137 57 92 32 LT Vol 38 1 41 5 Through Vol 59 26 41 21 RT Vol 40 30 10 6 Lane Flow Rate 141 59 95 33 Geometry Grp 1 1 1 1 Degree of Util (X)0.169 0.069 0.119 0.041 Departure Headway (Hd)4.3 4.209 4.501 4.442 Convergence, Y/N Yes Yes Yes Yes Cap 839 853 799 808 Service Time 2.3 2.223 2.515 2.457 HCM Lane V/C Ratio 0.168 0.069 0.119 0.041 HCM Control Delay 8.2 7.5 8.1 7.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.2 0.4 0.1 HCM 6th AWSC 2045 Total AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 27 47 48 32 8 56 15 23 6 36 1 Future Vol, veh/h 1 27 47 48 32 8 56 15 23 6 36 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 38 65 67 44 11 78 21 32 8 50 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.9 8.5 8.5 8.1 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %60% 1% 55% 14% Vol Thru, %16% 36% 36% 84% Vol Right, %24% 63% 9% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 94 75 88 43 LT Vol 56 1 48 6 Through Vol 15 27 32 36 RT Vol 23 47 8 1 Lane Flow Rate 131 104 122 60 Geometry Grp 1 1 1 1 Degree of Util (X)0.166 0.123 0.158 0.078 Departure Headway (Hd)4.581 4.242 4.64 4.706 Convergence, Y/N Yes Yes Yes Yes Cap 783 846 774 761 Service Time 2.605 2.264 2.661 2.733 HCM Lane V/C Ratio 0.167 0.123 0.158 0.079 HCM Control Delay 8.5 7.9 8.5 8.1 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.4 0.6 0.3 HCM 6th AWSC 2045 Total PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 32 48 41 43 10 44 59 40 5 21 6 Future Vol, veh/h 1 32 48 41 43 10 44 59 40 5 21 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 33 49 42 44 10 45 61 41 5 22 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.7 8.2 8.3 7.7 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %31% 1% 44% 16% Vol Thru, %41% 40% 46% 66% Vol Right, %28% 59% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 143 81 94 32 LT Vol 44 1 41 5 Through Vol 59 32 43 21 RT Vol 40 48 10 6 Lane Flow Rate 147 84 97 33 Geometry Grp 1 1 1 1 Degree of Util (X)0.179 0.097 0.122 0.041 Departure Headway (Hd)4.36 4.19 4.545 4.511 Convergence, Y/N Yes Yes Yes Yes Cap 826 858 791 796 Service Time 2.372 2.205 2.56 2.527 HCM Lane V/C Ratio 0.178 0.098 0.123 0.041 HCM Control Delay 8.3 7.7 8.2 7.7 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.3 0.4 0.1 HCM 6th TWSC 2023 Existing AM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 3 72 9 1 1 148 24 14 5 46 29 Future Vol, veh/h 18 3 72 9 1 1 148 24 14 5 46 29 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 32 5 126 16 2 2 260 42 25 9 81 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 724 734 121 773 747 71 146 0 0 75 0 0 Stage 1 139 139 - 583 583 - - - - - - - Stage 2 585 595 - 190 164 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 340 346 928 315 340 989 1430 - - 1518 - - Stage 1 862 780 - 496 497 - - - - - - - Stage 2 495 491 - 809 761 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 281 272 916 226 267 974 1411 - - 1506 - - Mov Cap-2 Maneuver 281 272 - 226 267 - - - - - - - Stage 1 687 765 - 398 399 - - - - - - - Stage 2 394 394 - 688 747 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.1 20.8 6.5 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1411 - - 605 247 1506 - - HCM Lane V/C Ratio 0.184 - - 0.27 0.078 0.006 - - HCM Control Delay (s)8.1 0 - 13.1 20.8 7.4 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.7 - - 1.1 0.3 0 - - HCM 6th TWSC 2023 Existing PM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 6.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 63 5 1 5 55 24 7 0 37 21 Future Vol, veh/h 18 0 63 5 1 5 55 24 7 0 37 21 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 154 12 2 12 134 59 17 0 90 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 481 482 130 537 499 84 155 0 0 84 0 0 Stage 1 130 130 - 344 344 - - - - - - - Stage 2 351 352 - 193 155 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 495 484 920 455 473 975 1425 - - 1513 - - Stage 1 874 789 - 671 637 - - - - - - - Stage 2 666 632 - 809 769 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 440 426 908 346 417 960 1406 - - 1501 - - Mov Cap-2 Maneuver 440 426 - 346 417 - - - - - - - Stage 1 776 779 - 599 569 - - - - - - - Stage 2 585 564 - 672 759 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.7 12.6 5 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1406 - - 734 499 1501 - - HCM Lane V/C Ratio 0.095 - - 0.269 0.054 - - - HCM Control Delay (s)7.8 0 - 11.7 12.6 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh)0.3 - - 1.1 0.2 0 - - HCM 6th TWSC 2025 Background AM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 3 73 9 1 1 150 24 14 5 47 29 Future Vol, veh/h 18 3 73 9 1 1 150 24 14 5 47 29 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 32 5 128 16 2 2 263 42 25 9 82 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 731 741 122 781 754 71 147 0 0 75 0 0 Stage 1 140 140 - 589 589 - - - - - - - Stage 2 591 601 - 192 165 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 336 343 926 311 337 989 1429 - - 1518 - - Stage 1 861 779 - 493 494 - - - - - - - Stage 2 492 488 - 807 760 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 277 269 914 221 264 974 1410 - - 1506 - - Mov Cap-2 Maneuver 277 269 - 221 264 - - - - - - - Stage 1 684 764 - 394 395 - - - - - - - Stage 2 391 390 - 685 746 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.2 21.2 6.5 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1410 - - 603 242 1506 - - HCM Lane V/C Ratio 0.187 - - 0.273 0.08 0.006 - - HCM Control Delay (s)8.1 0 - 13.2 21.2 7.4 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.7 - - 1.1 0.3 0 - - HCM 6th TWSC 2025 Background PM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 6.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 64 5 1 5 56 24 7 0 38 21 Future Vol, veh/h 18 0 64 5 1 5 56 24 7 0 38 21 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 156 12 2 12 137 59 17 0 93 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 490 491 133 547 508 84 158 0 0 84 0 0 Stage 1 133 133 - 350 350 - - - - - - - Stage 2 357 358 - 197 158 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 489 478 916 448 468 975 1422 - - 1513 - - Stage 1 870 786 - 666 633 - - - - - - - Stage 2 661 628 - 805 767 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 434 420 904 339 411 960 1403 - - 1501 - - Mov Cap-2 Maneuver 434 420 - 339 411 - - - - - - - Stage 1 771 776 - 593 564 - - - - - - - Stage 2 579 560 - 666 757 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.8 12.8 5 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1403 - - 730 491 1501 - - HCM Lane V/C Ratio 0.097 - - 0.274 0.055 - - - HCM Control Delay (s)7.8 0 - 11.8 12.8 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh)0.3 - - 1.1 0.2 0 - - HCM 6th TWSC 2025 Total AM 3: Storm King Rd & Center Dr/Center Drive 02/13/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 3 73 16 1 2 150 24 45 8 47 29 Future Vol, veh/h 18 3 73 16 1 2 150 24 45 8 47 29 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 32 5 128 28 2 4 263 42 79 14 82 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 769 805 122 818 791 98 147 0 0 129 0 0 Stage 1 150 150 - 616 616 - - - - - - - Stage 2 619 655 - 202 175 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 317 315 926 294 321 955 1429 - - 1451 - - Stage 1 850 771 - 476 480 - - - - - - - Stage 2 474 461 - 798 752 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 258 243 914 207 248 941 1410 - - 1440 - - Mov Cap-2 Maneuver 258 243 - 207 248 - - - - - - - Stage 1 669 752 - 377 380 - - - - - - - Stage 2 372 365 - 674 734 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.7 23.5 5.6 0.7 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1410 - - 580 228 1440 - - HCM Lane V/C Ratio 0.187 - - 0.284 0.146 0.01 - - HCM Control Delay (s)8.1 0 - 13.7 23.5 7.5 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.7 - - 1.2 0.5 0 - - HCM 6th TWSC 2025 Total PM 3: Storm King Rd & Center Dr/Center Drive 02/13/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 64 35 1 8 56 24 18 1 38 21 Future Vol, veh/h 18 0 64 35 1 8 56 24 18 1 38 21 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 156 85 2 20 137 59 44 2 93 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 511 522 133 564 525 97 158 0 0 111 0 0 Stage 1 137 137 - 363 363 - - - - - - - Stage 2 374 385 - 201 162 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 473 459 916 436 458 959 1422 - - 1479 - - Stage 1 866 783 - 656 625 - - - - - - - Stage 2 647 611 - 801 764 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 415 402 904 329 401 944 1403 - - 1468 - - Mov Cap-2 Maneuver 415 402 - 329 401 - - - - - - - Stage 1 766 772 - 583 556 - - - - - - - Stage 2 561 543 - 662 753 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.9 18.4 4.5 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1403 - - 718 375 1468 - - HCM Lane V/C Ratio 0.097 - - 0.279 0.286 0.002 - - HCM Control Delay (s)7.8 0 - 11.9 18.4 7.5 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.3 - - 1.1 1.2 0 - - HCM 6th TWSC 2045 Background AM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 3 84 10 1 1 173 28 16 6 54 34 Future Vol, veh/h 21 3 84 10 1 1 173 28 16 6 54 34 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 37 5 147 18 2 2 304 49 28 11 95 60 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 842 854 139 902 870 79 169 0 0 85 0 0 Stage 1 161 161 - 679 679 - - - - - - - Stage 2 681 693 - 223 191 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 283 295 907 258 289 979 1402 - - 1505 - - Stage 1 839 763 - 440 450 - - - - - - - Stage 2 439 443 - 777 740 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 225 221 895 172 216 964 1383 - - 1494 - - Mov Cap-2 Maneuver 225 221 - 172 216 - - - - - - - Stage 1 638 747 - 336 344 - - - - - - - Stage 2 333 338 - 639 724 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.3 26.5 6.6 0.5 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1383 - - 538 188 1494 - - HCM Lane V/C Ratio 0.219 - - 0.352 0.112 0.007 - - HCM Control Delay (s)8.3 0 - 15.3 26.5 7.4 0 - HCM Lane LOS A A - C D A A - HCM 95th %tile Q(veh)0.8 - - 1.6 0.4 0 - - HCM 6th TWSC 2045 Background PM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 0 73 6 1 6 64 28 8 0 43 24 Future Vol, veh/h 21 0 73 6 1 6 64 28 8 0 43 24 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 51 0 178 15 2 15 156 68 20 0 105 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 556 557 149 622 576 94 178 0 0 96 0 0 Stage 1 149 149 - 398 398 - - - - - - - Stage 2 407 408 - 224 178 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 442 439 898 399 428 963 1398 - - 1498 - - Stage 1 854 774 - 628 603 - - - - - - - Stage 2 621 597 - 779 752 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 385 379 886 288 369 948 1379 - - 1487 - - Mov Cap-2 Maneuver 385 379 - 288 369 - - - - - - - Stage 1 742 764 - 549 527 - - - - - - - Stage 2 532 522 - 622 742 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.9 13.9 5.1 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1379 - - 686 435 1487 - - HCM Lane V/C Ratio 0.113 - - 0.334 0.073 - - - HCM Control Delay (s)7.9 0 - 12.9 13.9 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh)0.4 - - 1.5 0.2 0 - - HCM 6th TWSC 2045 Total AM 3: Storm King Rd & Center Dr/Center Drive 02/13/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 8.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 3 84 17 1 2 173 28 47 9 54 34 Future Vol, veh/h 21 3 84 17 1 2 173 28 47 9 54 34 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 37 5 147 30 2 4 304 49 82 16 95 60 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 880 918 139 939 907 106 169 0 0 139 0 0 Stage 1 171 171 - 706 706 - - - - - - - Stage 2 709 747 - 233 201 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 267 271 907 243 275 946 1402 - - 1438 - - Stage 1 829 755 - 425 437 - - - - - - - Stage 2 423 419 - 768 733 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 209 199 895 160 202 932 1383 - - 1427 - - Mov Cap-2 Maneuver 209 199 - 160 202 - - - - - - - Stage 1 622 736 - 320 329 - - - - - - - Stage 2 316 316 - 629 715 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16 30.5 5.8 0.7 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1383 - - 516 176 1427 - - HCM Lane V/C Ratio 0.219 - - 0.367 0.199 0.011 - - HCM Control Delay (s)8.3 0 - 16 30.5 7.6 0 - HCM Lane LOS A A - C D A A - HCM 95th %tile Q(veh)0.8 - - 1.7 0.7 0 - - HCM 6th TWSC 2045 Total PM 3: Storm King Rd & Center Dr/Center Drive 02/13/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 8.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 0 73 36 1 9 64 28 19 1 43 24 Future Vol, veh/h 21 0 73 36 1 9 64 28 19 1 43 24 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 51 0 178 88 2 22 156 68 46 2 105 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 576 587 149 639 593 107 178 0 0 122 0 0 Stage 1 153 153 - 411 411 - - - - - - - Stage 2 423 434 - 228 182 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 428 422 898 389 418 947 1398 - - 1465 - - Stage 1 849 771 - 618 595 - - - - - - - Stage 2 609 581 - 775 749 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 369 362 886 279 359 933 1379 - - 1454 - - Mov Cap-2 Maneuver 369 362 - 279 359 - - - - - - - Stage 1 736 759 - 539 519 - - - - - - - Stage 2 516 507 - 618 738 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.1 21.8 4.6 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1379 - - 675 325 1454 - - HCM Lane V/C Ratio 0.113 - - 0.34 0.345 0.002 - - HCM Control Delay (s)7.9 0 - 13.1 21.8 7.5 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.4 - - 1.5 1.5 0 - - HCM 6th TWSC 2023 Existing AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 219 137 258 137 8 Future Vol, veh/h 16 219 137 258 137 8 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 24 332 208 391 208 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 604 0 - 0 593 213 Stage 1 - - -- 213 - Stage 2 - - -- 380 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 959 - - - 463 820 Stage 1 - - -- 815 - Stage 2 - - -- 685 - Platoon blocked, %- - - Mov Cap-1 Maneuver 954 - -- 444 816 Mov Cap-2 Maneuver - - -- 533 - Stage 1 - - -- 786 - Stage 2 - - -- 682 - Approach EB WB SB HCM Control Delay, s 0.6 0 16.1 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)954 - - - 543 HCM Lane V/C Ratio 0.025 - - - 0.405 HCM Control Delay (s)8.9 0 -- 16.1 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 1.9 HCM 6th TWSC 2023 Existing PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 166 157 96 168 18 Future Vol, veh/h 9 166 157 96 168 18 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 10 191 180 110 193 21 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 295 0 - 0 396 185 Stage 1 - - -- 185 - Stage 2 - - -- 211 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1255 - - - 605 852 Stage 1 - - -- 842 - Stage 2 - - -- 819 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1249 - -- 594 848 Mov Cap-2 Maneuver - - -- 646 - Stage 1 - - -- 830 - Stage 2 - - -- 815 - Approach EB WB SB HCM Control Delay, s 0.4 0 13 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1249 - - - 661 HCM Lane V/C Ratio 0.008 - - - 0.323 HCM Control Delay (s)7.9 0 -- 13 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - -- 1.4 HCM 6th TWSC 2025 Background AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 222 139 262 139 8 Future Vol, veh/h 16 222 139 262 139 8 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 24 336 211 397 211 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 613 0 - 0 600 216 Stage 1 - - -- 216 - Stage 2 - - -- 384 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 952 - - - 459 816 Stage 1 - - -- 813 - Stage 2 - - -- 682 - Platoon blocked, %- - - Mov Cap-1 Maneuver 947 - -- 440 812 Mov Cap-2 Maneuver - - -- 530 - Stage 1 - - -- 784 - Stage 2 - - -- 679 - Approach EB WB SB HCM Control Delay, s 0.6 0 16.3 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)947 - - - 540 HCM Lane V/C Ratio 0.026 - - - 0.412 HCM Control Delay (s)8.9 0 -- 16.3 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 2 HCM 6th TWSC 2025 Background PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 168 159 97 170 18 Future Vol, veh/h 9 168 159 97 170 18 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 10 193 183 111 195 21 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 299 0 - 0 401 188 Stage 1 - - -- 188 - Stage 2 - - -- 213 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1251 - - - 601 849 Stage 1 - - -- 839 - Stage 2 - - -- 818 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1245 - -- 590 845 Mov Cap-2 Maneuver - - -- 644 - Stage 1 - - -- 827 - Stage 2 - - -- 814 - Approach EB WB SB HCM Control Delay, s 0.4 0 13.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1245 - - - 659 HCM Lane V/C Ratio 0.008 - - - 0.328 HCM Control Delay (s)7.9 0 -- 13.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - -- 1.4 HCM 6th TWSC 2025 Total AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 19 222 139 289 145 9 Future Vol, veh/h 19 222 139 289 145 9 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 29 336 211 438 220 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 654 0 - 0 610 216 Stage 1 - - -- 216 - Stage 2 - - -- 394 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 919 - - - 453 816 Stage 1 - - -- 813 - Stage 2 - - -- 675 - Platoon blocked, %- - - Mov Cap-1 Maneuver 915 - -- 431 812 Mov Cap-2 Maneuver - - -- 523 - Stage 1 - - -- 777 - Stage 2 - - -- 672 - Approach EB WB SB HCM Control Delay, s 0.7 0 16.9 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)915 - - - 534 HCM Lane V/C Ratio 0.031 - - - 0.437 HCM Control Delay (s)9.1 0 -- 16.9 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 2.2 HCM 6th TWSC 2025 Total PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 168 159 106 197 21 Future Vol, veh/h 10 168 159 106 197 21 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 11 193 183 122 226 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 310 0 - 0 403 188 Stage 1 - - -- 188 - Stage 2 - - -- 215 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1239 - - - 600 849 Stage 1 - - -- 839 - Stage 2 - - -- 816 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1233 - -- 588 845 Mov Cap-2 Maneuver - - -- 642 - Stage 1 - - -- 826 - Stage 2 - - -- 812 - Approach EB WB SB HCM Control Delay, s 0.4 0 13.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1233 - - - 657 HCM Lane V/C Ratio 0.009 - - - 0.381 HCM Control Delay (s)7.9 0 -- 13.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - -- 1.8 HCM 6th TWSC 2045 Background AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 19 255 160 301 160 9 Future Vol, veh/h 19 255 160 301 160 9 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 29 386 242 456 242 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 703 0 - 0 691 247 Stage 1 - - -- 247 - Stage 2 - - -- 444 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 881 - - - 406 784 Stage 1 - - -- 787 - Stage 2 - - -- 640 - Platoon blocked, %- - - Mov Cap-1 Maneuver 877 - -- 385 780 Mov Cap-2 Maneuver - - -- 487 - Stage 1 - - -- 750 - Stage 2 - - -- 637 - Approach EB WB SB HCM Control Delay, s 0.6 0 19.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)877 - - - 497 HCM Lane V/C Ratio 0.033 - - - 0.515 HCM Control Delay (s)9.2 0 -- 19.7 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 2.9 HCM 6th TWSC 2045 Background PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 194 183 112 196 21 Future Vol, veh/h 10 194 183 112 196 21 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 11 223 210 129 225 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 344 0 - 0 460 215 Stage 1 - - -- 215 - Stage 2 - - -- 245 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1204 - - - 556 820 Stage 1 - - -- 816 - Stage 2 - - -- 791 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1198 - -- 545 816 Mov Cap-2 Maneuver - - -- 612 - Stage 1 - - -- 804 - Stage 2 - - -- 787 - Approach EB WB SB HCM Control Delay, s 0.4 0 14.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1198 - - - 627 HCM Lane V/C Ratio 0.01 - - - 0.398 HCM Control Delay (s) 8 0 - - 14.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - -- 1.9 HCM 6th TWSC 2045 Total AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 22 255 160 328 166 10 Future Vol, veh/h 22 255 160 328 166 10 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 33 386 242 497 252 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 744 0 - 0 699 247 Stage 1 - - -- 247 - Stage 2 - - -- 452 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 850 - - - 402 784 Stage 1 - - -- 787 - Stage 2 - - -- 635 - Platoon blocked, %- - - Mov Cap-1 Maneuver 846 - -- 378 780 Mov Cap-2 Maneuver - - -- 482 - Stage 1 - - -- 744 - Stage 2 - - -- 632 - Approach EB WB SB HCM Control Delay, s 0.7 0 20.6 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)846 - - - 493 HCM Lane V/C Ratio 0.039 - - - 0.541 HCM Control Delay (s)9.4 0 -- 20.6 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 3.2 HCM 6th TWSC 2045 Total PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 5.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 194 183 121 223 24 Future Vol, veh/h 11 194 183 121 223 24 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 13 223 210 139 256 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 354 0 - 0 464 215 Stage 1 - - -- 215 - Stage 2 - - -- 249 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1194 - - - 553 820 Stage 1 - - -- 816 - Stage 2 - - -- 788 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1188 - -- 541 816 Mov Cap-2 Maneuver - - -- 609 - Stage 1 - - -- 802 - Stage 2 - - -- 784 - Approach EB WB SB HCM Control Delay, s 0.4 0 15.5 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1188 - - - 624 HCM Lane V/C Ratio 0.011 - - - 0.455 HCM Control Delay (s)8.1 0 -- 15.5 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - -- 2.4 HCM 6th TWSC 2025 Total AM 5: Donegan Rd & Chapparal Cir 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 61 3 24 56 5 1 0 6 5 0 5 Future Vol, veh/h 5 61 3 24 56 5 1 0 6 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 66 3 26 61 5 1 0 7 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 66 0 0 69 0 0 196 196 68 197 195 64 Stage 1 - - - - -- 78 78 - 116 116 - Stage 2 - - - - -- 118 118 - 81 79 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - -- 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - -- 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1536 - - 1532 - - 763 699 995 762 700 1000 Stage 1 - - - - -- 931 830 - 889 800 - Stage 2 - - - - -- 887 798 - 927 829 - Platoon blocked, %- - - - Mov Cap-1 Maneuver 1536 -- 1532 - - 747 684 995 745 685 1000 Mov Cap-2 Maneuver - - - - -- 747 684 - 745 685 - Stage 1 - - - - -- 928 828 - 886 786 - Stage 2 - - - - -- 866 784 - 918 827 - Approach EB WB NB SB HCM Control Delay, s 0.5 2.1 8.8 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)950 1536 - - 1532 - - 854 HCM Lane V/C Ratio 0.008 0.004 - - 0.017 - - 0.013 HCM Control Delay (s)8.8 7.4 0 - 7.4 0 - 9.3 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0 0 -- 0.1 - - 0 HCM 6th TWSC 2025 Total PM 5: Donegan Rd & Chapparal Cir 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 49 1 8 73 5 3 0 24 5 0 5 Future Vol, veh/h 5 49 1 8 73 5 3 0 24 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 53 1 9 79 5 3 0 26 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 84 0 0 54 0 0 166 166 54 177 164 82 Stage 1 - - - - -- 64 64 - 100 100 - Stage 2 - - - - -- 102 102 - 77 64 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - -- 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - -- 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1513 - - 1551 - - 798 727 1013 785 729 978 Stage 1 - - - - -- 947 842 - 906 812 - Stage 2 - - - - -- 904 811 - 932 842 - Platoon blocked, %- - - - Mov Cap-1 Maneuver 1513 -- 1551 - - 788 720 1013 760 722 978 Mov Cap-2 Maneuver - - - - -- 788 720 - 760 722 - Stage 1 - - - - -- 944 839 - 903 807 - Stage 2 - - - - -- 894 806 - 905 839 - Approach EB WB NB SB HCM Control Delay, s 0.7 0.7 8.8 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)982 1513 - - 1551 - - 855 HCM Lane V/C Ratio 0.03 0.004 - - 0.006 - - 0.013 HCM Control Delay (s)8.8 7.4 0 - 7.3 0 - 9.3 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh)0.1 0 - - 0 - - 0 HCM 6th TWSC 2045 Total AM 5: Donegan Rd & Chapparal Cir 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 70 3 24 65 5 1 0 6 5 0 5 Future Vol, veh/h 5 70 3 24 65 5 1 0 6 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 76 3 26 71 5 1 0 7 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 76 0 0 79 0 0 216 216 78 217 215 74 Stage 1 - - - - -- 88 88 - 126 126 - Stage 2 - - - - -- 128 128 - 91 89 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - -- 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - -- 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1523 - - 1519 - - 740 682 983 739 683 988 Stage 1 - - - - -- 920 822 - 878 792 - Stage 2 - - - - -- 876 790 - 916 821 - Platoon blocked, %- - - - Mov Cap-1 Maneuver 1523 -- 1519 - - 724 668 983 722 669 988 Mov Cap-2 Maneuver - - - - -- 724 668 - 722 669 - Stage 1 - - - - -- 917 820 - 875 778 - Stage 2 - - - - -- 856 776 - 907 819 - Approach EB WB NB SB HCM Control Delay, s 0.5 1.9 8.9 9.4 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)935 1523 - - 1519 - - 834 HCM Lane V/C Ratio 0.008 0.004 - - 0.017 - - 0.013 HCM Control Delay (s)8.9 7.4 0 - 7.4 0 - 9.4 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0 0 -- 0.1 - - 0 HCM 6th TWSC 2045 Total PM 5: Donegan Rd & Chapparal Cir 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 57 1 8 85 5 3 0 24 5 0 5 Future Vol, veh/h 5 57 1 8 85 5 3 0 24 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 62 1 9 92 5 3 0 26 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 97 0 0 63 0 0 188 188 63 199 186 95 Stage 1 - - - - -- 73 73 - 113 113 - Stage 2 - - - - -- 115 115 - 86 73 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - -- 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - -- 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1496 - - 1540 - - 772 707 1002 760 708 962 Stage 1 - - - - -- 937 834 - 892 802 - Stage 2 - - - - -- 890 800 - 922 834 - Platoon blocked, %- - - - Mov Cap-1 Maneuver 1496 -- 1540 - - 763 701 1002 735 702 962 Mov Cap-2 Maneuver - - - - -- 763 701 - 735 702 - Stage 1 - - - - -- 934 831 - 889 797 - Stage 2 - - - - -- 880 795 - 895 831 - Approach EB WB NB SB HCM Control Delay, s 0.6 0.6 8.8 9.4 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)968 1496 - - 1540 - - 833 HCM Lane V/C Ratio 0.03 0.004 - - 0.006 - - 0.013 HCM Control Delay (s)8.8 7.4 0 - 7.4 0 - 9.4 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh)0.1 0 - - 0 - - 0 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX E Conceptual Site Plan sasvc 5720 5725 5730 5735 5740 5745 5717 5718 5719 5721 5722 5723 5724 5726 5727 5728 572 9 5731 5732 5733 5734 5736 5737 5738 5739 5741 57415741 5742 5743 5744 5746 5730 5730 5735 5740 5745 5731 5731 5732 5733 5734 5736 5737 5738 5739 5741 5742 57435744 57465747 XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxxxxxxxxxxxx x x SINGLE STORY BUILDINGSINGLE STORYBUILDING STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K ST B K STBK ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK 5 7 2 5 573 0 5735 5740 5745 57235 7 2 3 572 3 5 7 2 4 5726 57 2 7 5728 57 2 9 5731 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 57 4 4 5746 5747 574657475748574857495749 STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GA S GA S 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA 6''SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA 8' ' SA s E UE L U E L U E L E s 6 ' ' S A 6''SA PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD XU T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XU T XUTXUT X U T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XE L XE L XEL XEL XEL XEL XEL XEL XE L XEL X G A S XEL XEL XEL XEL XEL XEL XEL XEL X E L XE L XE L XE L XE L XEL XEL XEL XEL XEL XE L XE L XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XG A S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGA S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S X G A S XG A S XG A S XEL XEL XE L XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XF O XU T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XU T XU T XU T XU T XE L XE L XE L X E L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XEL XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T > XF O XF O XF O XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS X U T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU TXWL XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XE L XE L XEL XE L XWL XWL XWL XW L XW L XW L XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XEL XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XG A S XEL XE L XE L XEL XEL XEL XEL XE L XE L XE L XE L XE L XE L XE L XEL XEL XW L XW L XEL XG A S XG A S XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S XG A S XG A S XE L XEL XEL XEL XEL XE L XG A S XE L XE L XE L XE L XE L >> OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OE L OE L OE L OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OE L XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XW L XW L XW L XW L XW L XS D XSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSA XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XS A XSA XSA XSA XS A XS A XS A XS A XS A XS A XS A XSD XSD XS D XSD XSD XSD XSD XSD XSD XSD XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XSD XSD XSD XSD X S D X S D XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L 100' STORAGE SETBACKFROM RESIDENTIALPROPERTY LINE DONEGAN ROAD ST O R M K I N G R O A D RO W / B O U N D A R Y ROW/BOUNDARY WEST GLENWOOD MALL LOT 1 AREA=3.192 AC. 10' SIDE SETBACK CENTER DRIVE 30 CLOSE ENTRANCE EXTEND ISLAND CURB & GUTTER + 5' WIDE SIDEWALK. R25' LOT 3: FUTURE DEVELOPMENT. AREA=4.748 AC. 50' ACCESS & UTILITY EASEMENT STORM WATER STORAGE & LANDSCAPING 7.5' REAR SETBACK (COMMERCIAL) 12 BUILDING A: 2 STORY STORAGE285'X180'=51,300 X 2 = 102,600 SF STORM WATER STORAGE & LANDSCAPING 340' 100' BUILDING B: FLEX, 1 STORY100x340' = 34,000 SF LOT 2: STORAGE, FLEX, EMPLOYEE UNITS. AREA=7.879 AC. 30' R30' R30.00' R25' 32' 30' 32' 180' 285' 26 3' TALL WALL± 50' ACCESS & UTILITY EASEMENT R30' R30' 275' 75' R25' R25' 25' 25' R25' 30' 24 10' SIDEWALK 10' SIDEWALK BUILDING C: FLEX, 1 STORY 75x275' = 20,625 SF Assumed 20% office space and 80% warehouse (Rates conservatice per old approval, not current code) 20,625x.2 = 4125 / 200 = 20.6 = 21 20,625x.8 = 16500 / 1000 = 16.5 = 17REQUIRED = 38PROVIDED = 54 8 8 PARKING SPACES FOR EMPLOYEE HOUSING 28' 28' 28' 28' 25' 25' FOR PARKING & SIDEWALK 28' DRIVE WIDTH 53' 25' FRONT 10' SIDE 40'7.50' REAR (COMMERCIAL) 11 11 STORM WATER STORAGE Assumed 20% office space and 80% warehouse (Rates conservatice per old approval, not current code) 34,000x.2 = 6800 / 200 = 34 34,000x.8 = 27200 / 1000 = 27.2 = 28 REQUIRED = 62PROVIDED = 69 28' LOADING ZONE 21 151' 104 L.F. RETAINING WALL DATE REVISION C-1.0-O2 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 1 0 - S I T E . D W G - J a n 2 6 , 2 0 2 3 - 2 : 5 6 p m NO R T H PROPOSED HARDSCAPE OVERALL SITE PLAN OPTION 2 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 050 50 100 50 20025 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R EXISTING ELECTRIC MANHOLE EXISTING DRAINAGE DRY-WELL EXISTING SEWER MANHOLE EXISTING TELEPHONE MANHOLE EXISTING GUY WIRE EXISTING POWER POLE EXISTING FIRE HYDRANT EXISTING WATER VALVE EXISTING GAS METER EXISTING ELECTRIC TRANSFORMER EXISTING ELECTRIC METER EXISTING TELEPHONE PEDESTAL EXISTING CATV PEDESTAL EXISTING LIGHT POLE EXISTING SIGN EXISTING LEGEND EXISTING STORM INLET EXISTING STORM SEWERXSDXSD EXISTING EASEMENT EXISTING PROPERTY LINE EXISTING ASPHALT EXISTING 8" SANITARY SEWER MAIN EXISTING GAS EXISTING TELEPHONE XGAS XGAS XGAS EXISTING UNDERGROUND ELECTRIC EXISTING CABLE EXISTING FIBER OPTIC XUT XUT XUT XEL XEL XEL XTV XTV XTV XFO XFO XFO EXISTING OVERHEAD ELECTRICOELOEL EXISTING IRRIGATION PIPEXIRRXIRR EXISTING SWALE OR DITCH>>>> XSA XSA EXISTING 8" WATER MAINXWLXWL PROPOSED LEGEND PROPERTY LINE EXISTING EASEMENT PROPOSED EASEMENT PROPOSED SETBACK PROPOSED LOT LINE PROPOSED CENTERLINE EXISTING WIRE FENCExx 30017JOB NO. DATE:01-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GL E N W O O D S P R I N G S , C O L O R A D O CO N C E P T SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m >> >> XS D XSD XSD XSD XSD XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XS D XS D XSD XSD XSD XSD XSD X S D X S D XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L ME: 22.0'± ME: 20.0'± ME: 25.0'± ME: 32.0'± 5720 572 5 5730 5735 5740 5745 5721 572 2 5723 5724 5726 5727 5728 5729 5731 5732 5733 5734 5736 5737 5738 5739 5741 5742 5743 5744 5746 5747 572 0 5 7 2 5 573 0 5735 5740 57 4 5 571657 1 7 571 8 5719 5721 5722 572 3 5 7 2 4 5 7 2 6 57 2 7 5728 5 7 2 9 573 1 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 57 4 4 5746 5747 5748 5720 5 7 1 6 57 1 7 5718 5719 sasvc XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT X U T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxxxxxxxxxxxxxxx x x SINGLE STORY BUILDINGSINGLE STORYBUILDING STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K ST B K STBK STBK ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GA S GA S GA S 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA 6''SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA 8' ' SA 8' ' SA s E UE L U E L U E L E s 6 ' ' S A 6 ' ' S A 6''SA 6''SA PSD PSD PSD PSD PSD PSD PSD PSD PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD LOT 1 LOT 3 BUILDING A: 2 STORY STORAGE285'X180'=51,300 X 2 = 102,600 SF BUILDING B: LOT 2 BUILDING C: 5748 574 8 57495749 XS D XS D >>> > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 EX:5747.3'± LOWER FF=5732.0' UPPER FF=5743.0' FF=5732' FF=5729' 0+ 0 0 1+ 0 0 2+ 0 0 3+00 4+00 5+00 6+00 7+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PC: 2+48.58 PC: 5+93.72 PC: 7+88.41 PT: 3+18.54 PT: 6+64.41 PT: 8+59.09 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+48 BP : 0 + 0 0 . 0 0 EP : 8 + 4 8 . 1 5 PC : 3 + 8 7 . 1 1 PC: 5+00.23 P T : 4 + 5 7 . 0 1 PT : 5 + 7 0 . 1 3 0+001+002+003+003+84 BP: 0+00.00 EP : 3 + 8 4 . 5 0 0 + 0 0 1+ 0 0 2+00 3+00 4+00 4+ 8 9 BP: 0+00.00 EP: 4+89.35 PC: 1+22.31 PC: 0+24.7 0 PC : 4 + 4 5 . 0 8 PT: 1+61.58 PT: 0+42.17 PT: 4+84.35 STA:4+54.44OFF:0.00' STA:1+67.00OFF:12.50'L STA:3+84.00OFF:0.00' STA:0+10.05OFF:0.00' STA:11+41.09OFF:0.00' STA:3+07.63OFF:0.00' STA:0+78.83OFF:0.00' STA:8+53.09 OFF:0.32'L STA:4+99.35 OFF:0.00' STA:4+31.08OFF:0.00' 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 4+ 7 6 BP: 0+00.00 PC: 0+67.66 PT: 0+82.16 EP: 4+76.32 STA:0+11.08OFF:0.00' STA:1+54.30OFF:0.00' STA:3+49.32OFF:0.00' STA:3+90.22OFF:15.50'R STA:5+18.22OFF:15.50'R STA:1+08.31OFF:0.00' STA:3+15.00OFF:14.00'L STA:4+67.32 OFF:0.02'R STA:6+85.65OFF:14.00'R 5730 5735 5740 5745 5 7 2 7 5 7 2 8 5729 5731 5732 5733 5734 5736 573 7 5738 5739 5741 5742 5743 5744 5746 5 7 3 5 573 1 5 7 3 3 5 7 3 4 5 7 3 6 5728 5728 572 8 5725 5728 572 8 5 7 2 8 57 2 5 STA:5+98.52OFF:0.00' 0.9%0.6%0.0%0.1%0.5%0.4% 5730 5735 5740 5731 5732 5733 5734 5736 5737 5738 5739 574 1 5742 5 7 4 2 5735 5740 5732 5733 5734 5736 5737 5738 5739 5 7 4 1 5742 57 4 2 STA:1+25.94OFF:0.00' 5. 8 % 1. 8 % FG:5731.91' FG:5728.78' 5.5% 9. 2 % 4. 6 % 1. 5 % 6. 2 % 5. 5 % 1. 1 % 5720 57 2 5 5717 57185719 5721 572 2 5723 57 2 4 57 2 6 572 7 572 8 57285728 572 9 5 7 2 9 5730 57285729 573 1 HANDICAP RAMP STEPS UP (TYPICAL) BOW = BOTTOM OF WALL EOA = EDGE OF ASPHALT EX = EXISTING GRADE FFE = FINISHED FLOOR ELEVATION FG = FINISHED GRADE FL = FLOW LINE HP = HIGH POINT LP = LOW POINT ME = MATCH EXISTING RIM = RIM ELEVATION TBC = TOP BACK OF CURB TOC = TOP OF CONCRETE SPOT ELEVATION LEGEND GRADING LEGEND: PROPOSED 1' CONTOUR PROPOSED 5' CONTOUR EXISTING CONTOUR EXISTING CONTOUR INTERVAL PROPOSED SLOPE PROPOSED SPOT ELEVATION PROPOSED STORM SEWER PROPOSED STORM INLET 7900 7900 PSD PSD FL: 32.0 2.0% PROPOSED LEGEND PROPERTY LINE EXISTING EASEMENT PROPOSED EASEMENT PROPOSED SETBACK PROPOSED LOT LINE PROPOSED CENTERLINE STBK DATE REVISION C-2.0-O2 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ O L D \ 3 0 0 1 7 - C 2 0 - G R A D I N G - O P T 2 . D W G - J a n 2 6 , 2 0 2 3 - 3 : 0 6 p m NO R T H GRADING PLAN OPTION 2 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:01-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GL E N W O O D S P R I N G S , C O L O R A D O CO N C E P T SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m 1. THE EXISTING CONTOUR INTERVAL IS TWO (2) FEET. THE DIVIDE CREEK SURVEY DATUM IS NAVD 88. SE HAS LOWERED ALL POINTS 4.09 FEET TO CONVERT ELEVATIONS TO CITY OF GLENWOOD NGVD 29 DATUM. 2. PROPOSED CONTOUR INTERVAL IS ONE (1) FOOT. 3. THE STORM WATER DRAINAGE PLAN CONCEPT IS SHOWN ON SHEET C__. STORM WATER RUNOFF WILL FLOW IN LANDSCAPE SWALES AND CURB AND GUTTER TO WATER QUALITY AND DETENTION FACILITIES. GENERAL GRADING NOTES: >> >> XS D XS D XS D XW L XW L XW L ME: 32.0'± 572 5 5730 5724 5726 5727 5728 5729 5731 5732 573 0 5735 5 7 2 9 573 1 5732 573 3 573 4 5736 ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S 8' ' WL 8' ' WL 8' ' WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA s 6 ' ' S A 6 ' ' S A 6''SA 6''SAPS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD LOT 1 BUILDING B: BUILDING C: > > > > > > > > > > > > > LOWER FF=5732.0'FF=5732' FF=5729' 0+ 0 0 1+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PT: 8+59.09 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+48 BP : 0 + 0 0 . 0 0 EP : 8 + 4 8 . 1 5 PC : 3 + 8 7 . 1 1 PC: 5+00.23 P T : 4 + 5 7 . 0 1 PT : 5 + 7 0 . 1 3 0 + 0 0 BP: 0+00.00 PC: 0+24.7 0 PT: 0+42.17 STA:4+54.44 OFF:0.00' STA:0+10.05OFF:0.00' STA:11+41.09OFF:0.00' STA:0+78.83OFF:0.00' STA:8+53.09 OFF:0.32'L STA:4+99.35OFF:0.00' 3+ 0 0 4+ 0 0 STA:3+49.32OFF:0.00' STA:1+08.31 STA:6+85.65OFF:14.00'R 5730 5 7 2 7 5 7 2 8 5729 5731 5732 5733 5728 5728 572 8 5730 5731 5732 5733 5734 5732 5733 FG:5728.78' 4. 6 % 1. 5 % 1. 1 % 572 8 57285728 572 9 5 7 2 9 5730 57285729 573 1 HANDICAP RAMP STEPS UP (TYPICAL) AL-CENTER DRIVE PROFILE 5726 5728 5730 5732 5726 5728 5730 5732 0+00 57 3 1 . 0 57 3 0 . 8 0+50 57 3 1 . 3 57 3 0 . 7 1+00 57 3 0 . 6 57 3 0 . 6 1+50 57 3 0 . 5 57 3 0 . 3 2+00 57 3 0 . 0 57 2 9 . 7 2+50 57 2 9 . 2 57 2 8 . 9 3+00 57 2 8 . 5 57 2 8 . 2 3+50 57 2 7 . 9 57 2 7 . 6 4+00 57 2 7 . 5 57 2 7 . 5 4+50 57 2 7 . 6 57 2 8 . 3 57 2 7 . 8 5 5+00 57 2 8 . 1 57 2 8 . 1 2 57 2 8 . 5 57 2 8 . 1 1 5+50 57 2 8 . 6 57 2 7 . 8 1 57 2 8 . 5 57 2 7 . 6 2 6+00 57 2 8 . 5 57 2 7 . 8 7 57 2 8 . 2 57 2 8 . 1 2 6+50 57 2 8 . 1 57 2 7 . 9 3 57 2 8 . 1 57 2 7 . 6 8 7+00 57 2 8 . 0 57 2 7 . 7 1 57 2 7 . 6 57 2 7 . 9 6 7+50 57 2 7 . 7 57 2 8 . 0 9 57 2 7 . 4 57 2 7 . 8 4 8+00 57 2 7 . 2 57 2 7 . 5 9 57 2 7 . 0 57 2 7 . 9 1 8+48 57 2 6 . 2 57 2 8 . 3 5 2.00%1.00%-1.00%1.00%-1.00%1.10%-1.18%1.77% GR A D E B R E A K S T A = 4 + 5 4 . 4 4 EL E V = 5 7 2 7 . 6 2 GR A D E B R E A K S T A = 8 + 4 8 . 1 5 EL E V = 5 7 2 8 . 3 5 GR A D E B R E A K S T A = 6 + 2 7 . 6 5 EL E V = 5 7 2 8 . 1 5 GR A D E B R E A K S T A = 6 + 8 5 . 6 5 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 7 + 4 3 . 6 5 EL E V = 5 7 2 8 . 1 5 GR A D E B R E A K S T A = 8 + 0 4 . 1 5 EL E V = 5 7 2 7 . 5 4 GR A D E B R E A K S T A = 5 + 1 2 . 2 8 EL E V = 5 7 2 8 . 2 6 GR A D E B R E A K S T A = 5 + 7 0 . 1 3 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 8 + 3 6 . 1 5 EL E V = 5 7 2 8 . 1 1 STA: 4+99.35 ELEV= 5728.12' HORIZONTAL SCALE: 1"=40' VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE AL-CHAPPARAL DR PROFILE 5722 5724 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 5748 5722 5724 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 5748 0+00 57 4 7 . 9 57 4 5 . 0 57 4 7 . 0 5 0+50 57 4 2 . 2 57 4 5 . 5 5 57 4 0 . 3 57 4 3 . 2 5 1+00 57 3 8 . 3 57 4 0 . 9 4 57 3 6 . 9 57 3 8 . 6 8 1+50 57 3 6 . 0 57 3 7 . 4 1 57 3 4 . 3 57 3 6 . 4 1 2+00 57 3 3 . 1 57 3 5 . 2 5 57 3 1 . 6 57 3 4 . 1 0 2+50 57 3 0 . 5 57 3 2 . 9 4 57 2 9 . 3 57 3 1 . 7 9 3+00 57 2 8 . 2 57 3 0 . 6 3 57 2 7 . 0 57 2 9 . 4 7 3+50 57 2 6 . 2 57 2 8 . 3 4 57 2 6 . 0 57 2 7 . 9 6 4+00 57 2 5 . 0 57 2 7 . 5 9 57 2 4 . 3 57 2 7 . 2 1 4+50 57 2 3 . 5 57 2 6 . 8 4 57 2 3 . 0 57 2 6 . 7 0 4+76 57 2 2 . 9 57 2 6 . 7 2 -2.00% -9.22% -4.00% -4.62% -1.50%1.50% GR A D E B R E A K S T A = 0 + 1 1 . 0 8 EL E V = 5 7 4 7 . 3 3 GR A D E B R E A K S T A = 1 + 7 4 . 3 0 EL E V = 5 7 3 6 . 4 4 GR A D E B R E A K S T A = 3 + 4 9 . 3 2 EL E V = 5 7 2 8 . 3 5 GRADE BREAK STA = 4+67.32ELEV = 5726.58 GRADE BREAK STA = 4+76.32 ELEV = 5726.72 PVI STA: 1+29.30 PVI ELEV: 5738.24 K: 3.83LVC: 20.00BVCS: 1+19.30 BVCE: 5739.16 EVCS: 1+39.30EVCE: 5737.84 PVI STA: 0+36.08PVI ELEV: 5746.83K: 3.46 LVC: 25.00 BVCS: 0+23.58BVCE: 5747.08EVCS: 0+48.58 EVCE: 5745.68 STA: 1+54.30ELEV= 5737.24' HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE XSD XS D XS D XS D XS D XSD XSD XSD 5716 571 7 XU T XU T XU T X U T XU T XU T XU T ST B K ST B K x x x x x x x x x x ST B K ST B K ST B K ST B K ST B K ST B K GA S GA S GA S GAS GAS GAS GAS GAS 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8' ' WL 8' ' WL 8' ' WL 6' ' SA 6' ' SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA s 8''SA 8''SA 8''SA s PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PSD 574 8 8+ 0 0 9+ 0 0 EX:5747.3'± 8+ 0 0 8+ 4 8 EP: 8+48.15 0+ 0 0 1+ 0 0 BP: 0+00.00 4+ 0 0 4+89 EP: 4+89.35 PC: 4+45.08 PT: 4+84.35 STA:4+31.08OFF:0.00' 0+001+002+003+004+004+76 BP : 0 + 0 0 . 0 0 PC : 0 + 6 7 . 6 6 PT : 0 + 8 2 . 1 6 EP : 4 + 7 6 . 3 2 STA:0+11.08 OFF:0.00' STA:1+54.30OFF:0.00' STA:3+49.32OFF:0.00' STA:4+67.32OFF:0.02'R 573 0 573 5 57 4 0 57 4 5 5727 5728 572 9 573 1 573 2 573 3 573 4 573 6 573 7 57 3 8 57 3 9 57 4 1 57 4 2 57 4 3 57 4 4 57 4 6 5735 5733 5734 5736 0. 4 % 5. 5 % 9.2% 4.6% 1.5% ST E P S U P ( T Y P I C A L ) DATE REVISION C-2.1-O2 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ O L D \ 3 0 0 1 7 - C 2 0 - G R A D I N G - O P T 2 . D W G - J a n 2 6 , 2 0 2 3 - 3 : 0 6 p m NO R T H MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:01-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GL E N W O O D S P R I N G S , C O L O R A D O CO N C E P T SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m ROAD PLAN/PROFILE 1 OPTION 2 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 040 40 80 40 16020 NORTH >> XS D XS D XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L ME: 32.0'± 573 0 5735 5740 57 4 5 573 1 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 57 4 4 5746 5747 sasvc ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x x x x x STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GAS 8''WL 8''WL U E L U E L E s 6 ' ' S A 6 ' ' S A 6''SA 6''SA PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PSD BUILDING A: 2 STORY STORAGE285'X180'=51,300 X 2 = 102,600 SF >>> > > > > > > > > > > > > > > > > > > > > > > > > LOWER FF=5732.0' UPPER FF=5743.0' 0+ 0 0 1+ 0 0 2+ 0 0 3+00 4+00 5+00 6+00 7+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PC: 2+48.58 PC: 5+93.72 PC: 7+88.41 PT: 3+18.54 PT: 6+64.41 PT: 8+59.09 0+00 1+00 2+00 3+00 4+00 BP : 0 + 0 0 . 0 0 PC : 3 + 8 7 . 1 1 P T : 4 + 5 7 . 0 1 3+84 EP : 3 + 8 4 . 5 0 STA:4+54.44 STA:3+84.00OFF:0.00' STA:0+10.05OFF:0.00' STA:11+41.09OFF:0.00' STA:3+07.63OFF:0.00' STA:0+78.83OFF:0.00' STA:8+53.09 OFF:0.32'L STA:4+99.35OFF:0.00' STA:3+90.22OFF:15.50'R STA:5+18.22 OFF:15.50'RSTA:5+98.52OFF:0.00' 5730 5735 5740 5731 5732 5733 5734 5736 5737 5738 5739 574 1 5742 5 7 4 2 5735 5740 5732 5733 5734 5736 5737 5738 5739 5 7 4 1 5742 57 4 2 6. 2 % 5. 5 % 5730 57285729 573 1 AL-BLDG A LOOP PROFILE 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 0+00 57 2 7 . 5 57 2 8 . 0 57 2 8 . 0 9 0+50 57 2 9 . 0 57 2 9 . 1 8 57 2 9 . 6 57 3 0 . 2 6 1+00 57 3 0 . 5 57 3 1 . 7 4 57 3 1 . 0 57 3 3 . 2 8 1+50 57 3 1 . 8 57 3 4 . 8 2 57 3 2 . 6 57 3 6 . 3 6 2+00 57 3 3 . 8 57 3 7 . 9 1 57 3 5 . 1 57 3 9 . 4 5 2+50 57 3 6 . 4 57 4 0 . 9 3 57 3 7 . 8 57 4 1 . 6 4 3+00 57 3 8 . 0 57 4 2 . 3 5 57 3 7 . 9 57 4 2 . 6 5 3+50 57 3 7 . 9 57 4 2 . 5 4 57 3 7 . 9 57 4 2 . 4 2 4+00 57 3 8 . 4 57 4 2 . 3 9 57 3 8 . 9 57 4 2 . 5 1 4+50 57 3 9 . 4 57 4 2 . 6 4 57 3 9 . 7 57 4 2 . 5 6 5+00 57 3 9 . 9 57 4 2 . 4 3 57 4 0 . 4 57 4 2 . 3 7 5+50 57 4 1 . 0 57 4 2 . 5 0 57 4 1 . 6 57 4 2 . 6 2 6+00 57 4 1 . 3 57 4 2 . 5 4 57 4 0 . 5 57 4 1 . 9 2 6+50 57 4 0 . 2 57 4 1 . 2 9 57 3 8 . 4 57 4 0 . 3 4 7+00 57 3 7 . 0 57 3 8 . 9 6 57 3 6 . 1 57 3 7 . 5 7 7+50 57 3 4 . 8 57 3 6 . 1 8 57 3 3 . 4 57 3 4 . 7 9 8+00 57 3 2 . 4 57 3 3 . 5 9 57 3 1 . 9 57 3 2 . 5 9 8+50 57 3 1 . 6 57 3 1 . 6 6 57 3 1 . 4 57 3 1 . 6 6 9+00 57 3 0 . 6 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 9+50 57 3 0 . 0 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 10+00 57 3 0 . 0 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 10+50 57 3 0 . 0 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 11+00 57 3 0 . 0 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 11+50 57 2 9 . 6 57 3 1 . 3 5 57 2 9 . 6 57 3 0 . 6 3 11+82 57 2 9 . 7 57 3 0 . 4 3 3.00%4.34% 6.17% 2.84%-2.50% -5.55% -4.00% 0.00%-2.86% 0.50%-0.50%0.50%-0.50%0.50%-0.50% GR A D E B R E A K S T A = 0 + 1 0 . 0 5 EL E V = 5 7 2 7 . 6 5 GR A D E B R E A K S T A = 0 + 2 5 . 0 0 EL E V = 5 7 2 8 . 0 9 GR A D E B R E A K S T A = 0 + 7 8 . 8 3 EL E V = 5 7 3 0 . 4 3 GR A D E B R E A K S T A = 2 + 4 8 . 1 2 EL E V = 5 7 4 0 . 8 7 GR A D E B R E A K S T A = 3 + 0 7 . 6 3 EL E V = 5 7 4 2 . 5 7 GR A D E B R E A K S T A = 3 + 2 6 . 2 2 EL E V = 5 7 4 2 . 6 6 GR A D E B R E A K S T A = 3 + 9 0 . 2 2 EL E V = 5 7 4 2 . 3 4 GR A D E B R E A K S T A = 4 + 5 4 . 2 2 EL E V = 5 7 4 2 . 6 6 GR A D E B R E A K S T A = 5 + 1 8 . 2 2 EL E V = 5 7 4 2 . 3 4 GR A D E B R E A K S T A = 5 + 8 2 . 2 2 EL E V = 5 7 4 2 . 6 6 GR A D E B R E A K S T A = 5 + 9 8 . 5 2 EL E V = 5 7 4 2 . 5 8 GR A D E B R E A K S T A = 6 + 6 4 . 4 1 EL E V = 5 7 4 0 . 9 3 GR A D E B R E A K S T A = 7 + 8 8 . 4 1 EL E V = 5 7 3 4 . 0 5 GR A D E B R E A K S T A = 8 + 4 8 . 1 5 EL E V = 5 7 3 1 . 6 6 GR A D E B R E A K S T A = 1 1 + 3 9 . 0 4 EL E V = 5 7 3 1 . 6 6 GR A D E B R E A K S T A = 1 1 + 8 2 . 0 4 EL E V = 5 7 3 0 . 4 3 EXISTING GRADE PROPOSED GRADE HORIZONTAL SCALE: 1"=40' VERTICAL SCALE: 1"=10' AL-BLDG C-LOOP PROFILE 5722 5724 5726 5728 5730 5722 5724 5726 5728 5730 0+00 57 2 8 . 2 57 2 8 . 1 2 57 2 7 . 6 57 2 7 . 9 7 0+50 57 2 6 . 7 57 2 8 . 2 4 57 2 5 . 5 57 2 8 . 5 2 1+00 57 2 4 . 6 57 2 8 . 5 3 57 2 4 . 0 57 2 8 . 1 6 1+50 57 2 3 . 3 57 2 7 . 7 6 57 2 3 . 0 57 2 7 . 7 0 2+00 57 2 3 . 0 57 2 7 . 9 5 57 2 3 . 1 57 2 8 . 2 0 2+50 57 2 3 . 2 57 2 8 . 0 4 57 2 3 . 1 57 2 7 . 7 9 3+00 57 2 3 . 0 57 2 7 . 6 0 57 2 3 . 0 57 2 7 . 8 5 3+50 57 2 2 . 9 57 2 8 . 1 0 57 2 3 . 0 57 2 8 . 1 3 4+00 57 2 2 . 7 57 2 7 . 8 8 57 2 2 . 3 57 2 7 . 6 3 4+50 57 2 2 . 3 57 2 7 . 3 3 57 2 2 . 5 57 2 6 . 9 5 4+89 57 2 2 . 9 57 2 6 . 7 4 -2.00%-1.61%1.00%-1.00%1.00%-1.01%1.09%-1.15%-1.20%-1.50% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 7 2 8 . 1 2 GRADE BREAK STA = 0+12.50ELEV = 5727.87 GR A D E B R E A K S T A = 0 + 1 5 . 5 0 EL E V = 5 7 2 7 . 8 7 GR A D E B R E A K S T A = 1 + 6 1 . 5 8 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 2 + 2 9 . 0 8 EL E V = 5 7 2 8 . 2 4 GR A D E B R E A K S T A = 2 + 9 6 . 5 8 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 3 + 6 4 . 0 8 EL E V = 5 7 2 8 . 2 4 GR A D E B R E A K S T A = 4 + 3 1 . 0 8 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 0 + 8 8 . 3 1 EL E V = 5 7 2 8 . 6 6 GR A D E B R E A K S T A = 1 + 0 8 . 3 1 EL E V = 5 7 2 8 . 4 3 GR A D E B R E A K S T A = 4 + 4 5 . 0 8 EL E V = 5 7 2 7 . 4 0 HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE >> XS D XS D XS D XS D ME: 25.0'± STBK STBK STBK STBK ST B K ST B K STBK STBK ST B K ST B K ST B K GA S GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GA S GA S 8' ' 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA E UE L 6''SA PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD BUILDING C: > > > > > > > > > > FF=5729' 0+ 0 0 5+00 6+00 7+00 8+00 8+48 EP : 8 + 4 8 . 1 5 PC: 5+00.23 P T : 4 + 5 7 . 0 1 0 + 0 0 1+ 0 0 2+00 3+00 4+00 4+ 8 9 BP: 0+00.00 EP: 4+89.35 PC: 1+22.31 PC: 0+24.7 0 PC : 4 + 4 5 . 0 8 PT: 1+61.58 PT: 0+42.17 PT: 4+84.35 STA:4+54.44OFF:0.00' STA:0+10.05OFF:0.00' STA:4+31.08OFF:0.00' 4+ 0 0 4+ 7 6 EP: 4+76.32 STA:3+49.32OFF:0.00' STA:1+08.31 OFF:0.00' STA:4+67.32OFF:0.02'R STA:6+85.65OFF:14.00'R 5 7 2 7 5 7 2 8 5729 5728 5728 572 8 5725 5728 572 8 5 7 2 8 57 2 5 1. 5 % 1. 1 % 57 2 5 5723 57 2 4 57 2 6 572 7 STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x STBK STBK STBK STBK STBK STBK STBK STBK 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' SA 8' ' SA 8' ' SA s U E L U E L E PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD BUILDING B: LOT 2 FF=5732' 2+ 0 0 0+001+002+003+003+84 BP: 0+00.00 EP : 3 + 8 4 . 5 0 STA:1+67.00OFF:12.50'L STA:3+84.00OFF:0.00' 1+ 0 0 2+ 0 0 PC: 0+67.66 PT: 0+82.16 STA:1+54.30OFF:0.00' STA:3+15.00 OFF:14.00'L 5735 5740 5745 5733 5734 5736 573 7 5738 5739 5741 5742 5743 5744 5746 5 7 3 5 573 1 5 7 3 3 5 7 3 4 5 7 3 6 5735 5740 5732 5733 5734 5736 5737 5738 5739 574 1 STA:1+25.94OFF:0.00' 5. 8 % 1. 8 % FG:5731.91'5.5% 9. 2 % 4. 6 % 6. 2 % AL-BLDG B-BACK PROFILE 5730 5732 5734 5736 5738 5740 5730 5732 5734 5736 5738 5740 0+00 57 3 5 . 7 57 3 7 . 2 4 57 3 6 . 2 57 3 6 . 5 9 0+50 57 3 6 . 5 57 3 5 . 2 6 57 3 6 . 4 57 3 3 . 8 8 1+00 57 3 6 . 4 57 3 2 . 5 1 57 3 6 . 3 57 3 1 . 5 1 1+50 57 3 6 . 3 57 3 1 . 2 0 57 3 6 . 4 57 3 1 . 0 6 2+00 57 3 6 . 4 57 3 1 . 3 1 57 3 7 . 2 57 3 1 . 5 6 2+50 57 3 7 . 7 57 3 1 . 6 3 57 3 7 . 9 57 3 1 . 3 8 3+00 57 3 8 . 0 57 3 1 . 1 3 57 3 8 . 1 57 3 1 . 0 9 3+50 57 3 7 . 9 57 3 1 . 3 6 57 3 7 . 8 57 3 1 . 6 2 3+84 57 3 8 . 0 -2.00% -5.51% -1.27%1.00%-1.00%1.07% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 7 3 7 . 2 4 GR A D E B R E A K S T A = 1 + 6 7 . 0 0 EL E V = 5 7 3 0 . 9 8 GR A D E B R E A K S T A = 2 + 4 1 . 0 0 EL E V = 5 7 3 1 . 7 2 GR A D E B R E A K S T A = 3 + 1 5 . 0 0 EL E V = 5 7 3 0 . 9 8 GR A D E B R E A K S T A = 3 + 8 4 . 0 0 EL E V = 5 7 3 1 . 7 2 PVI STA: 1+15.94 PVI ELEV: 5731.63 K: 4.72LVC: 20.00BVCS: 1+05.94 BVCE: 5732.18 EVCS: 1+25.94EVCE: 5731.50 PVI STA: 0+22.00 PVI ELEV: 5736.80 K: 5.70LVC: 20.00BVCS: 0+12.00 BVCE: 5737.00 EVCS: 0+32.00EVCE: 5736.25 HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE STA: 1+11.50 ELEV= 5732.69' STA: 1+25.94 ELEV= 5731.50' DATE REVISION C-2.2 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ O L D \ 3 0 0 1 7 - C 2 0 - G R A D I N G - O P T 2 . D W G - J a n 2 6 , 2 0 2 3 - 3 : 0 6 p m NO R T H ROAD PLAN/PROFILE 2 OPTION 2 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 040 40 80 40 16020 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:01-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GL E N W O O D S P R I N G S , C O L O R A D O CO N C E P T SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m NO R T H TRACT "F" TRACT "E" FOUND PKIN CONC FLUSH FOUND #5 REBAR & 1.25"YELLOW PLASTIC CAP FLUSH L.S.13501 SOUTH QUARTER CORNER SEC 34FOUND #5 REBAR 3" UNDER ASPHALT FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAPFLUSHL.S. 13501 PROJECT BENCHMARK FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAP 4" ABOVE GROUNDL.S. 13501 GLENWOOD PARTNERSHIP LLLP REC No. 568864 PARCEL No. 218506100042 GLENWOOD SPRINGS MALL LLLP REC No. 336102 PARCEL No. 218506106009 WORKING KING LLLP REC No. ??? PARCEL No. 218506106008 M & N ASSOCIATES LTD REC No. PARCEL No. 218506209001 LOT 2B LLLP REC No. PARCEL No. 218506209012 LOT 2A LLLP REC No. PARCEL No. 218506209011 TWO RIVERS BUILDINGCORPORATION REC No. PARCEL No. 218506209009 FOUND #6 REBARWITNESS CORNER NO CAP FOUND #5 REBARNO CAPBENT FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAPFLUSH L.S. 19598 FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAPFLUSHILLEGIBLE FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAP HCE L.S. ILLEGIBLE FOUND #5 REBARNO CAP FOUND #5 REBAR & ALUMINUM CAP1" UNDER GROUND SURVEY TECH L.S. 13174 FOUND #5 REBARNO CAP FOUND #5 REBAR & 1.25" YELLOW PLASTIC CAPFLUSHILLEGIBLE FOUND #5 REBAR & 1.25" RED PLASTIC CAPILLEGIBLE MEL RAY SUBDIVISION REC No. 170138 BOOK 245 PAGE 515 WESTERN HILLS SUBDIVISION REC No. 203826 LOT 14 BLOCK 2 LOT 13 BLOCK 2 LOT 12 BLOCK 2 LOT 11 BLOCK 2 LOT 10 BLOCK 2 LOT 9BLOCK 2 LOT 7 BLOCK 3 LOT 8 BLOCK 3 LOT 13 BLOCK 3 LOT 14 BLOCK 3 LOT 1BLOCK 5 LOT 12 BLOCK 5 LOT 11BLOCK 5 LOT 10BLOCK 5 LOT 9 BLOCK 5 LOT 8 BLOCK 5 P.O.B. TITLE DESCRIPTION NORTH LINE SEC. 6 SOUTH LINE SEC. 34 N89° 52' 00"E ͛312.68'N89° 49' 18"E ͛860.83' N2 ° 4 4 ' 0 0 " E ͛ 6 0 5 . 6 4 ' N87° 18' 00"W ͛476.98' S47° 4 2 ' 0 0 " W ͛ 1 2 5 . 0 6 ' N87° 18' 00"W ͛615.36' S1 ° 5 2 ' 0 0 " W ͛ 5 7 5 . 9 6 ' BASIS OF BEARING: N89° 49' 59"E ͛2623.99' 34 | 35 SECTION CORNER FOUND 3" USGLO BRASS CAP & 1.5" IRON PIPE4" BELOW SURFACE S0° 09' 59"E ͛25.35' SET #5 REBAR & 1.25"ORANGE PLASTIC CAP FLUSHL.S. 28643 SET #5 REBAR &1.25" ORANGE PLASTIC CAP FLUSH L.S. 28643 SET WITNESS CORNER #5 REBAR & 1.25" RED PLASTIC CAP FLUSH L.S. 28643 LOT 1 BLOCK 4 LOT 2BLOCK 4 LOT 3 LOT 1BLOCK 1 LOT 2BLOCK 1 LOT 3BLOCK 1 LOT 4BLOCK 1 LOT 5BLOCK 1 LOT 6BLOCK 1 LOT 7BLOCK 1 TIE: N 3 8 ° 4 0 ' 5 3 " E ͛ 8 5 3 . 4 5 ' NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTIONBASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TENYEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON. SOPRIS ENGINEERING - LLC CIVIL CONSULTANTS 502 MAIN STREET, SUITE A3 CARBONDALE, COLORADO 81623 (970) 704-0311 SOPRISENG@SOPRISENG.COM 4/25/2023 - 30017- G:\2020\30017\SURVEY\Survey DWGs\PLAT 2020\30017 ISP 2023.dwg VICINITY MAP SCALE: 1" = 2000' IMPROVEMENT SURVEY PLAT OFGLENWOOD PARTNERSHIP LLLP BEING SITUATED IN SECTION 6, TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH P.M. CITY OF GLENWOOD SPRINGS, COUNTY OF GARFIELD, STATE OF COLORADO. SHEET 1 OF 2 NOTES 1) Date of Survey: October 7-28, December 15-18, 2020 & January 5, 8, 14, 2021 Updated: April, 2023. 2) Date of Preparation: October - December 2020 & January 2021. Updated; April, 2023 3) Basis of Bearing: A bearing of N 89 49'59" E along the south east section line of Section 34,established by the found monuments. 4) This survey does not constitute a title search by Sopris Engineering, LLC (SE) to determineownership or easements of record. For all information regarding easements, rights of wayand/or title of record, SE relied upon the Title Report prepared by Title Company of theRockies, Commitment No. 0603918-C2, Effective Date, January 17, 2023 and documents andplats of record as shown in the Source Documents, hereon. 5) Basis of elevation: Project based on Global Position System (GPS) observations from theContinuous Operating Reference Station (CORS) GSC1 utilizing the Continental United States2012 geoid model (GEOID 12A) CONUS and based the 1988 North American Vertical Datum(NAVD88) and a vertical shift of -4.22 feet as calculated by the North American VerticalDatum Conversion (VERTCON) an online service provided by a subsidy of the NationalOceanic Atmospheric Administration (NOAA). Which established all elevations shown heron.Placement benchmarks to be set as requested. 6) The linear unit used in the preparation of this plat is the U.S. survey foot as defined by theUnited States Department of Commerce, National Institute of Standards and Technology. 1 inch = ft. ( IN U.S. SURVEY FEET ) GRAPHIC SCALE 060 60 120 60 24030 SITE TITLE DESCRIPTION (THIS SURVEY EDITS/ADDITIONS) A TRACT OF LAND SITUATED IN SECTION 6, TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH P.M. BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE NORTH LINE OF THE GLENWOOD SPRINGS MALL SUBDIVISION WHENCE THE WITNESS CORNER TO THE S1/4 CORNER OF SECTION 34, TOWNSHIP 5 SOUTH, RANGE 89 WEST OF THE 6TH P.M. BEARS N 89° 13' 08" E 866.63 FEET (N 38°40'53" E 853.45 FEET FIELD) SAID POINT OF BEGINNING ALSO BEING THE SOUTHEAST CORNER OF THAT PARCEL DESCRIBED AS PARCEL C IN BOOK 1205 AT PAGE 589 IN THE OFFICE OF THE GARFIELD COUNTY CLERK AND RECORDER; THENCE ALONG THE EAST LINE OF SAID PARCEL C N 2° 44' 00" E 605.64 FEET TO THE SOUTH RIGHT-OF-WAY LINE OF COUNTY ROAD NO. 130; THENCE ALONG SAID RIGHT-OF-WAY N 89° 52' 00" E 312.68 FEET; THENCE (CONTINUING ALONG SAID RIGHT-OF-WAY) N 89° 49' 18" E 860.83 FEET TO THE WEST LINE OF THE MEL-RAY SUBDIVISION; THENCE ALONG SAID WEST LINE S 1° 52' 00" W 575.96 FEET; THENCE DEPARTING SAID EAST (WEST) LINE AND ALONG THE NORTH LINE OF SAID GLENWOOD SPRINGS MALL N 87° 18' 00" W 615.36 FEET; THENCE (CONTINUING ALONG SAID NORTH LINE) S 47° 42' 00" W 125.06 FEET; THENCE (CONTINUING ALONG SAID NORTH LINE) N 87° 18' 00" W 476.98 FEET TO THE POINT OF BEGINNING. COUNTY OF GARFIELD STATE OF COLORADO. IMPROVEMENT SURVEY PLAT I, MARK S. BECKLER, HEREBY STATE THAT THIS IMPROVEMENT SURVEY PLAT WAS PREPARED BY SOPRIS ENGINEERING, LLC (SE) FOR GLENWOOD PARTNERSHIP, LLLP. TITLE COMPANY OF THE ROCKIES. THAT THIS IS AN “IMPROVEMENT SURVEY PLAT” AS DEFINED BY C.R.S. § 38-51-102(9), AND THAT IT IS A MONUMENTED LAND SURVEY SHOWING THE CURRENT LOCATION OF ALL STRUCTURES, WATER COURSES, WATER FEATURES AND/OR BODIES OF WATER , VISIBLE ROADS, UTILITIES, FENCES, OR WALLS SITUATED ON THE DESCRIBED PARCEL AND WITHIN FIVE FEET OF ALL BOUNDARIES OF SUCH PARCEL, ANY CONFLICTING BOUNDARY EVIDENCE OR VISIBLE ENCROACHMENTS, AND ALL EASEMENTS AND RIGHTS OF WAY OF A PUBLIC OR PRIVATE NATURE THAT ARE VISIBLE, OR APPARENT, OR OF RECORD AND UNDERGROUND UTILITIES DESCRIBED IN TITLE COMPANY OF THE ROCKIES COMMITMENT NO. 0603918-C2, OR OTHER SOURCES AS SPECIFIED ON THE IMPROVEMENT SURVEY PLAT. ________________________________ MARK S. BECKLER L.S. #28643 xxxxxxxxxxxxx x x xx x x x x x xxx XU T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XU T XUTXUT X U T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XE L XE L XEL XEL XEL XEL XEL XEL XE L XEL XFOX F O XF O XFO XFO XFO XFO XFO X F O XFO XFO XFO XFO XFO XG A S XG A S XEL XEL XEL XEL XEL XEL XEL XEL X E L XE L XE L XE L XE L XEL XEL XEL XEL XEL XE L XE L XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XG A S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGA S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S X G A S XG A S XG A S XEL XEL XE L XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XF O XSD XSD XS D XSD XSD XSD XSD XSD XSD XSD XU T XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O X F O X F O XF O XSA XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O XF O X F O X F O XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XU T XU T XU T XU T XE L XE L XE L X E L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XEL XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T > > > > > > XF O XF O XF O XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSA XS A XS A XS A XS A XS A XS A XS A XS A XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS X U T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU TXWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XE L XE L XEL XE L XWL XWL XWL XWL XWL XW L XW L XW L XW L XW L XW L XW L XW L XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XEL XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XG A S XEL XE L XE L XEL XEL XEL XEL XE L XE L XE L XE L XE L XE L XE L XEL XEL XW L XW L XEL XG A S XG A S XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S XG A S XG A S XE L XEL XEL XEL XEL XE L XG A S XE L XE L XE L XE L XE L >>>>> >>>>>>>>>>>>> >>>>>>>>>>>>>>>>>>>>> > > > > OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x OE L OE L OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OE L XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XSA XSA XSA XSA XSA XSA XS D XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XS A XS A XS A XS A XS A XS A XS A XSAXSAXSAXSA XS A XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSDXSDXSD XS D XSD > XW L XW L X S D X S D X S D XS D XS D XW L XW L XW L XW L XW L XW L XW L XW L x ST O R M K I N G R D . ASPHALT SURFACE CONCRETE SURFACE DONEGAN RD. CENTER RD. SINGLE STORY BUILDING GLENWOOD SPRINGS MALL SINGLE STORY BUILDING SINGLE STORY BUILDING ME L R A Y R D . 15' UTILITY EASEMENT 20' UTILITY EASEMENT 60.0' RIGHT OF WAY 145.6 14 5 . 7 79.6 96 . 0 66.0 49 . 8 73.8 20 6 . 1 73.8 20 6 . 1 SEWER MANHOLE8IN CLAY PIPE INV IN ELEV (N)= 5740.43' INV IN ELEV (E)= 5739.64' INV OUT ELEV (W)= 5739.65' SEWER MANHOLE8IN CLAY PIPE INV IN ELEV (N)= 5738.57' INV IN ELEV (E)= 5738.53' INV OUT ELEV (W)= 5738.47' SEWER MANHOLE 8IN CLAY PIPE INV IN ELEV (E)= 5737.40' INV OUT ELEV (W)= 5737.36'SEWER MANHOLE 8IN CLAY PIPE INV IN ELEV (N)= 5739.61' INV IN ELEV (E)=5739.05' INV OUT ELEV (W)=5738.96' SEWER MANHOLE8IN CLAY PIPE INV IN ELEV (W)= 5737.84' INV IN ELEV (E)= 5738.0' INV OUT ELEV (S)= 5737.72' SEWER MANHOLE 8IN CLAY PIPE INV IN ELEV (N)= 5723.07' INV OUT ELEV (S)= 5723.01' SEWER MANHOLE 8IN CLAY PIPE INV IN ELEV (W)= 5721.69' INV IN ELEV (N)= 5721.68' INV OUT (S)= 5721.54' 15IN CMPINV OUT ELEV = 5745.47' 6IN PVC PIPEINV IN ELEV = 5745.66' 6IN PVC PIPEPOL ELEV = 5745.32' SEWER MANHOLE 8IN PVC PIPE INV IN ELEV (N)= 5717.31' INV IN ELEV (E)= 5717.26' INV OUT ELEV (W)= 5717.23' SEWER MANHOLE 8IN PVC PIPE INV IN ELEV (N)= 5715.79' INV IN ELEV (E)= 5715.89' INV OUT ELEV (W)= 5715.69' SEWER MANHOLE 8IN PVC PIPE INV IN ELEV (E)= 5710.1' INV IN ELEV (N)= 5714.43' INV OUT ELEV (W)= 5710.05' EXISTING STORM INLETRIM ELEV = 5724.38' SUMP ELEV = 5719.58' 6" PVC INV IN (N) = 5720.18' 18" CMP INV OUT (W) = 5719.73' 8" PVC PIPE SEWER CLEANOUT EXISTING STORM INLET RIM ELEV = 5727.70' 18" CMP INV OUT (S) = 5723.40' EXISTING STORM INLETRIM ELEV = 5726.41'SUMP ELEV = 5722.12' 6" PVC INV IN (E) = 5722.24' 6" PVC INV IN (W) = 5722.11' 18" CMP INV IN (N) = 5722.16' 18" CMP INV OUT (S) = 5722.10' EXISTING STORM INLET RIM ELEV = 5723.33' SUMP ELEV = 5716.53' 60.0' R.O.W. 6.0' SIDEWALKWIDTH 5.0'SIDEWALK WIDTH 5720 572 5 5730 5735 5740 5717 5718 5719 572 1 5722 5723 5724 5726 5727 5728 5729 5731 5732 5733 5734 5736 5737 5738 5739 5741 5720 57 2 5 573 0 5735 5740 57 4 5 5750 5718 5719 5721 5722 5723 5724 5726 5727 57 2 8 5729 5731 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 574 4 5746 5747 5748 574957495749 ASPHALT SURFACE EXISTING STORM INLET RIM ELEV = 5715.62'SUMP ELEV = 5709.42' 15IN CMPINV IN ELEV = 5746.18' 15IN CMPINV OUT ELEV = 5744.74' 30' UTILITY EASEMENT ACCESS EASEMENTRECORDED REC No. 443451 8" WATER LINE STUB 6" WATER LINE STUB 8" WATER LINE STUB NOTE: PER RECEPTION NO. 443451 THE SUBJECT PROPERTY HAS THE RIGHT TO TIE ONTO EXISTING UTILITY STUBS ALONG IT'S COMMON BOUNDARY WITH THEGLENWOOD SPRINGS MALL PROPERTY 22' DRIVEWAY EASMENT 30' DRIVEWAY EASMENT 5742 5743 5745 5747 57485748 57495750 5751 24.0 30.0 LOT 1 BLOCK 4 LOT 1BLOCK 1 LOT 2BLOCK 1 LOT 3 BLOCK 1 LOT 4BLOCK 1 LOT 5BLOCK 1 LOT 6 BLOCK 1 LOT 7BLOCK 1 FLAGSTONEAREA NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTIONBASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TENYEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON. SOPRIS ENGINEERING - LLC CIVIL CONSULTANTS 502 MAIN STREET, SUITE A3 CARBONDALE, COLORADO 81623 (970) 704-0311 SOPRISENG@SOPRISENG.COM 4/25/2023 - 30017 - G:\2020\30017\SURVEY\Survey DWGs\PLAT 2020\30017 ISP 2023.dwg GENERAL UTILITY NOTES: The locations of underground utilities have been plotted based on utility maps, construction/design plans, other information provided by utility companies and actual field locations in some instances. These utilities, as shown, may not represent actual field conditions. It is the responsibility of the contractor to contact all utility companies for field location of utilities prior to construction. IMPROVEMENT SURVEY PLAT OFGLENWOOD PARTNERSHIP LLLP BEING SITUATED IN SECTION 6, TOWNSHIP 6 SOUTH, RANGE 89 WEST OF THE 6TH P.M. CITY OF GLENWOOD SPRINGS, COUNTY OF GARFIELD, STATE OF COLORADO. SHEET 2 OF 2 1 inch = ft. ( IN U.S. SURVEY FEET ) GRAPHIC SCALE 050 50 100 50 20025 ELECTRIC TRANSFORMER ELECTRIC METER TELEPHONE PEDESTAL CATV PEDESTAL EXISTING CONDITIONS LEGEND GAS METER EXISTING WOODEN FENCESIGN PVC PIPE DECIDUOUS TREE CONIFEROUS TREE EXISTING CONTOUR EXISTING CONTOUR INTERVAL EXISTING STORM SEWERXSDXSDXSDXSD 7900 EXISTING GAS EXISTING TELEPHONE XGAS XGAS XGAS EXISTING UNDERGROUND ELECTRIC EXISTING CABLE XUT XUT XUT XEL XEL XEL XTV XTV XTV WATER SHUTOFF EXISTING WIRE FENCExx EXISTING 8" WATER MAINXWLXWL EXISTING 8" SANITARY SEWER MAIN EXISTING FIBER OPTICXFOXFOXFO EXISTING SWALE OR DITCH>>>>XSA XSA DRAINAGE DRY-WELL SEWER MANHOLE GUY WIRE POWER POLE FIRE HYDRANT WATER VALVE GAS METER SEWER CLEANOUT LIGHT POLE IRRIGATION VALVE From:jpetaisto@sopriseng.com To:roadandbridge@garfield-county.com; John Diemoz Cc:Chad Lee; Haley Carmer; ynichol Subject:Glenwood Business Center - CR 130 driveway permit Date:Wednesday, April 26, 2023 1:56:02 PM Attachments:1-2023-04-26-CR130-CHAP Driveway-Permit-Appl.pdf 2-2023-04-26-30017-GBC DRIVEWAY PERMIT-APPL.pdf 3-Glenwood Business Center Traffic Study 2023-02-13.pdf Wyatt, See attached driveway permit application for County Road 130 at Chapparal Circle. We are working on Garfield County completeness review for the Cooper Minor Subdivision which is part of the existing Glenwood Business Center in West Glenwood Springs. The County completeness review required that Access Permit information needs to be provided including the proposed access onto County Road 130 (Donegan Rd). The site is proposing one new access to connect to County Road 130 (Donegan Rd) at Chapparal Circle. The driveway permit application is attached along with the civil plans and the traffic study. Note the overhead telephone / communication utilities along county 130 are low at the new road location. We will coordinate raising the utility to provide a minimum of 16' clearance above the new road during construction. John Diemoz is the applicant and is copied here. Let us know if payment is needed now and we will get that done. Call or email to discuss or with questions. Thanks, John Petaisto, PE Sopris Engineering 970-316-5212 Garfield County Road and Bridge 0298 CR 333A Rifle, CO 81650 PH: 970-625-8601 Fax: 970-625-8627 Email: roadandbridge@garfield-county.com Garfield County Driveway Permit Requirements Information required by Garfield County Road & Bridge for driveway permits or exemption letters:  State your request (driveway permits vs. exemption).  Legal Description; lot & block # preferred, meets & bounds if necessary.  Plat or sketch, showing driveway location and any easements (must show nearest County Road and be easily readable).  Owner’s mailing address, phone, and email.  Subcontractor (if applicable) with phone number.  Be prepared to show your property pins/corners. Quick reference guideline for new or change of use driveways.  Only one access per parcel (unless need demonstrated).  90 degree intersection with County Road for first 30 feet.  3 % maximum grade for first 30 feet.  4” thick hot asphalt or concrete apron if County Road is paved or chip sealed.  300 feet visibility in both directions.  Corrugated steel culvert if a road ditch is crossed.  Driveway runoff must not reach County Road.  Completed and signed permit must be obtained prior to commencing work and permit must be kept on jobsite for the entire duration of the project.  All work must be completed within 90 days of permit issuance. The Road and Bridge office will issue the permit. It can be picked up at the above address, emailed, or faxed upon receipt of payment. Make checks out to Garfield County Road and Bridge, please include permit number on your check. We also accept Visa & MasterCard. Garfield County does not retain credit card information. Garfield County Road and Bridge 0298 CR 333A Rifle, CO 81650 PH: 970-625-8601 Fax: 970-625-8627 Email: roadandbridge@garfield-county.com Driveway Permit Application Permit Fee: $75.00 1. Property Owner: Glenwood Partnership LLLP 2. Mailing Address: 214 Center Drive 3. City, State, Zip: Glenwood Springs, CO 81601 4. Phone No: (970)945-6712 (970)379-4182 Email: john@diemoz.net 5. Sub-contractor: TBD Phone: TBD 6. Estimated Start Date: Summer 2023 7. County Road No: 130 (Donegan Rd) 8. Nearest Intersection or Address: Chapparal Circle 9. Distance from Int. or Address: @ Chapparal 10. Direction from Int. or Address: N E S W 11. Side of Road: N E S W 12. Width of apron: 30-foot 40-foot 100-foot Other: 80 13. Culvert Required: Yes No 14. Size of culvert required: 12-inch 15-inch 18-inch Other:_N/A 15. Length of Culvert: 30-foot 40-foot 100-foot Other: N/A 16. Asphalt or concrete pad required: Yes No 17. Size of Pad: 30-foot wide X 10-foot long X 4 inches thick 40-foot wide X 10-foot long X 4 inches thick 100-foot wide X 20-foot long X 4 inches thick X X X X X 18. Gravel Recommended: Yes No **Gravel recommended so as to not track mud onto County Road. 19. Length of gravel portion: 40-foot 50-foot 100-foot 20. Trees of brush removed for visibility: Yes No 21. Distance and direction from driveway to be removed: 22. Driveway must be no more than 3 % slope away from County Road. 23. Driveway must be constructed so that no drainage accesses the County Road. 24. Certified traffic control required: Yes No 25. Work zone signage only required: Yes No 26. Stop sign required at entrance to County Road: Yes No 27. Inspection of driveway will be required upon completion and must be approved by Garfield County Road and Bridge. 28. Person Requesting Permit: John Diemoz 29. Person approving Permit: 30. Date approved: Payment Information Check Visa MasterCard Name of Cardholder: Billing Address: Card Number: / / / / / / / / / / / / Expiration Date: / V Code (last 3 or 4 numbers on back of card) Signature Required: Authorized Card Holder Signature X X X X X > > PSD PSD PSD PS D PS D PS D ST PSD PSDPSDPSD CHAPPARAL CIRCLE ME L R A Y R O A D GLENWOOD SPRINGS MALL ST O R M K I N G R O A D PONDEROSA CIRCLE WESTERN HILLS SUBDIVISION CENTER DR JU N I P E R C T DONEGAN ROAD LOT 1 LOT 2 LOT 3 CENTER DR CENTER DR CH A P P A R A L D R I V E G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 0 0 - C O V E R . D W G - A p r 2 6 , 2 0 2 3 - 1 : 0 9 p m GLENWOOD BUSINESS CENTER MINOR SUBDIVISION CIVIL PLANS: 04/26/2023 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 0 VICINITY MAP SCALE: 1" = 2000' SITE COLORADO RIVER MI T C H E L L C R E E K INTERSTATE 70 MIDLAND A V E C0.0 - COVER SHEET C1.0 - SITE PLAN C2.0 - GRADING & DRAINAGE PLAN C2.1 - ROAD PLAN/PROFILE 1 C2.2 - ROAD PLAN/PROFILE 2 C2.5 - OFFSITE DRAINAGE PLAN C2.6 - ONSITE DRAINAGE PLAN C3.0 - UTILITY PLAN PLAN INDEX SOPRIS ENGINEERING LLC 502 MAIN STREET SUITE A3 CARBONDALE CO 81623 (970) 704 0311 soprisengineering.com ST B K ST B K ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxxxxxxxxxxxx x x SINGLE STORY BUILDINGSINGLE STORYBUILDING STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K ST B K STBK ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK 6''WL ST B K ST B K ST B K ST B K ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XF O >> XF O XF O XF O XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO >> XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XW L XW L XW L XS D XSD XSD XS D XSD XSD XSD XSD XSD XSD XSD XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XSD XSD XSD XSD X S D X S D ou ou 100' STORAGE SETBACK FROM RESIDENTIALPROPERTY LINE 10' SIDE SETBACK 40' ACCESS EASEMENT 7.5' REAR SETBACK (COMMERCIAL) 340' 100' 30' 32' 30' 32' 180' 285' 40' ACCESS EASEMENTRE: PRELIMINARY PLAT 275' 75' 25' 25' 30' 28' 28' 28' 28' 25' 53' 25' FRONT 10' SIDE 40' 7.50' REAR (COMMERCIAL) 28' CLOSE ENTRANCE EXTEND ISLAND DRAINAGE SWALE + 5' WIDE SIDEWALK. 70 L.F. - 3' HIGH BOULDER WALL 6' SIDEWALK 10' SIDEWALK 8 PARKING SPACES FOR EMPLOYEE HOUSING 28' DRIVE WIDTH 101' 5.0' 8.2' HANDICAP RAMPSTEPS UP 4' SIDEWALK UPPER LEVEL LOWER LEVEL DONEGAN ROAD ST O R M K I N G R O A D RO W / B O U N D A R Y ROW/BOUNDARY WEST GLENWOOD MALL LOT 1 AREA=3.192 AC. 30 LOT 3: FUTURE DEVELOPMENT. AREA=4.748 AC. 12 BUILDING A: 2 STORY STORAGE97,500 SF STORAGE + 3 RESIDENTIAL UNIT S BUILDING B: FLEX, 1 STORY100x340' = 34,000 SF LOT 2: STORAGE, FLEX, EMPLOYEE UNITS. AREA=7.879 AC. 26 24 BUILDING C: FLEX, 1 STORY75x275' = 20,625 SF 20% office space and 80% warehouse (Rates conservative per SUP approval, not current code) 20,625x.2 = 4125 / 200 = 20.6 = 21 20,625x.8 = 16500 / 1000 = 16.5 = 17REQUIRED = 38PROVIDED = 54 8 11 11 20% office space and 80% warehouse (Rates conservative per SUP approval, not current code) 34,000x.2 = 6800 / 200 = 34 34,000x.8 = 27200 / 1000 = 27.2 = 28 REQUIRED = 62 PROVIDED = 69 LOADING ZONE 21 CH A P P A R A L D R I V E R25' R30' R30.00' R25' R30' R30' R25' R25' R25' ME L R A Y R O A D 25' FOR PARKING & SIDEWALK BUILDING D: FLEX, 1 STORY 100x270' = 27,000 SFAssumed 50% office space and 50% warehouse (Rates conservative per SUP approval, not current code) 27,000x.5 = 13,500 / 200 = 67.5 27,000x.5 = 13,500 / 1000 = 13.5 REQUIRED = 81 PROVIDED = 81 BUILDING E: FLEX, 1 STORY 75x280' = 21,000 SFAssumed 50% office space and 50% warehouse (Rates conservative per SUP approval, not current code) 21,000x.5 = 10,500 / 200 = 52.5 21,000x.5 = 10,500 / 1000 = 10.5 REQUIRED = 63 PROVIDED = 71 26 28 12 30 26 30 270' 100' 280' 75' R25' R25' 28' 28' LOADING ZONE 7.5' REAR SETBACK (COMMERCIAL) 10' SIDE SETBACK 45.30' 32.70' 34.72' 85.47' 113.58' CENTER DRIVE DATE REVISION C-1.0 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 1 0 - S I T E . D W G - A p r 2 6 , 2 0 2 3 - 1 1 : 5 9 a m NO R T H PROPOSED ASPHALT SITE PLAN 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 050 50 100 50 20025 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R EXISTING LIGHT POLE EXISTING SIGN EXISTING LEGEND EXISTING STORM INLET EXISTING STORM SEWERXSDXSD EXISTING EASEMENT EXISTING PROPERTY LINE EXISTING ASPHALT PROPOSED LEGEND PROPERTY LINE EXISTING EASEMENT PROPOSED EASEMENT PROPOSED SETBACK PROPOSED LOT LINE PROPOSED CENTERLINE STBK EXISTING WIRE FENCExx 30017JOB NO. DATE:04-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GA R F I E L D C O U N T Y , C O L O R A D O MI N O R S U B D V I S I O N SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m 1. THE BUILDING LOCATION, USES, AND SITE LAYOUT OF LOT 3 ARE CONCEPTUAL PENDING FUTURE DEVELOPMENT OF LOT 3. SEE APPLICATION NARRATIVE FOR ADDITIONAL DETAILS. 2. THE EXISTING BOUNDARY AND TOPOGRAPHIC SURVEY WAS PERFORMED BY SOPRIS ENGINEERING, LLC. THE EXISTING CONTOUR INTERVAL IS ONE (1) FOOT (DASHED). 3. THE PROPOSED CONTOUR INTERVAL IS ONE (1) FOOT. 4. REFER TO THE ARCHITECT'S PLANS FOR BUILDING INFORMATION. 5. REFER TO THE LANDSCAPE ARCHITECT'S PLANS REGARDING THE SITE LANDSCAPE IMPROVEMENTS. 6. ALL GEOTECHNICAL ENGINEERING RECOMMENDATIONS SHALL BE ADHERED TO. SITE NOTES: PROPOSED SNOW STORAGE PROPOSED CHAPPARAL DRIVE STREET SECTION LOOKING NORTHN.T.S. 2% STANDARD CATCH CURB AND GUTTER PER DETAIL 2% 14.0' LANE 14.0' LANE 8.5'± DRAINAGE SWALE 5.0' SIDEWALK 40.0' EASEMENT (MIN.) 1.0' SHOULDER 1.0' SHOULDER 2'H:1'V MAX SLOPE TO MATCH EXISTING GRADE9" CLASS 6 BASE COURSE COMPACTED TO 95% OF MAX. STD. PROCTOR DENSITY 4" ASPHALTSITE GRADING PER PLAN NOTES: 1. STRIP ALL TOPSOIL SCARIFY AND RECOMPACT SUBGRADE A MINIMUM OF 8" DEPTH TO 95% STANDARD PROCTOR. 2. CONFIRM FILL SOILS (WHERE APPLICABLE) AND ROAD SECTION WITH SOILS ENGINEER PRIOR TO CONSTRUCTION PROPOSED CENTER DRIVE STREET SECTION LOOKING EASTN.T.S. 2% STANDARD CATCH CURB AND GUTTER PER DETAIL 14.0' LANE 14.0' LANE 40.0' EASEMENT (MIN.) 1.0' SHOULDER 1.0' SHOULDER 2'H:1'V MAX SLOPE TO MATCH EXISTING GRADE9" CLASS 6 BASE COURSE COMPACTED TO 95% OF MAX. STD. PROCTOR DENSITY 4" ASPHALTSITE GRADING PER PLAN NOTES: 1. REFER TO PLAN FOR PARKING LOCATIONS. 2. STRIP ALL TOPSOIL SCARIFY AND RECOMPACT SUBGRADE A MINIMUM OF 8" DEPTH TO 95% STANDARD PROCTOR. 3. CONFIRM FILL SOILS (WHERE APPLICABLE) AND ROAD SECTION WITH SOILS ENGINEER PRIOR TO CONSTRUCTION 2% STANDARD SPILL CURB AND GUTTER PER DETAIL PROPOSED DONEGAN SIDEWALK & DRAINAGE SECTION LOOKING EASTN.T.S. 60'± ROW EX.EX. PSD RE: STANDARD DETAIL SLOPE PER PLAN (TYP.) STORM SEWER PER PLAN >> >> XS D XS D XS D XW L XW L XW L ME: 32.0'± 572 5 5730 5724 5726 5727 5728 5729 5731 5732 573 0 5735 5 7 2 9 573 1 5732 573 3 573 4 5736 ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS G A S G A S GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S FO FO 8' ' WL 8' ' WL 8' ' WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA s 6 ' ' S A 6 ' ' S A 6''SA 6''SA PS D PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD ST IR R IR R IR R IR R PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D P S D P S D ST PS D PSD PSD PSD PSD PSD PSD PSD PSD P S D > > > > > > > > > > > > > > > PS D PSD PS D PS D F O F O F O F O FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO > > > > >>>>>>>>>>>>>>>>>>>>>> PS D 8''WL 8''WL 8''WL 8''WL 8'' 6''SA PSD PSD PSD LOT 1 BUILDING B: BUILDING C: LOWER FF=5731.5' 572 8 5730 5727 57285729 573 1 57285728 572 9 5 7 2 9 CURB OPENING CURB OPENING STORM MANHOLE DRAIANGE SWALE DETENTION WATER QUALITY SEPARATOR FF=5732.0' FF=5729.0' CURB INLET VALLEY PAN INLET DETENTION STORM MANHOLE ROOF DRAIN STORM (TYP.) 5730 5 7 2 7 5 7 2 8 5729 5731 5732 5733 5728 5728 572 8 572 8 5730 5731 5732 5733 5731 5732 5733 4. 6 % 1. 5 % 1. 0 % 6 . 3 % 2.0% 3. 2 % 2. 0 % 3. 7 % 2. 0 % 3. 7 % 3. 0 % 0.5% 0.9%0.9% 1.0%1.0%1.0% 1.0%2.3% 3. 0 % 1.0%1.0%1.0%1.0%2.1% 2. 0 % 2. 0 % 2. 0 % 5. 7 % 2. 1 % 5. 3 % 5. 3 % 2. 1 % 5. 4 % 1.0% 2.0% 0.7% 1.3% 2 . 0 % 1.0% 3. 0 % 3. 4 % 2.6% 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 7.0%FL: 30.50 FL: 30.50 FL: 28.30 TC: 32.00 TC: 32.00 TC: 32.00 TC: 28.91 TC: 29.11 TC: 29.42TC: 28.92TC: 29.43TC: 28.86 TC: 29.00 TC: 28.99 TC: 29.00 FL: 27.20 FL: 27.78 FL: 27.20 FL: 27.78 FL: 27.20 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.23 EA: 28.25EA: 28.78EA: 28.26EA: 28.78 EA: 28.20EA: 28.45 FG: 31.50 FG: 31.50 FG: 28.30FG: 27.30 FG: 29.00 FL: 27.36FL: 27.48 FL: 28.05 FL: 29.26FL: 30.37 FL: 30.74 FL: 31.19 EA: 30.87 FL: 29.68 FL: 29.67 FL: 29.67 EA: 30.38 EA: 30.89 EA: 30.38 EA: 30.89 TC: 31.50 TC: 31.50 TC: 31.50 EA: 30.50 EA: 28.71 EA: 27.84 EA: 28.78 FL: 29.23 FL: 29.90 FL: 30.53 3. 4 % 57 3 0 1.5% 1.1% 0.5% 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+48 BP : 0 + 0 0 . 0 0 EP: 8+48.15 PC: 3+87.11 PC: 5+00.23 PT: 4+57.01 PT: 5+70.13 3+ 0 0 4+ 0 0 0 + 0 0 BP: 0+00.00 PC: 0+24.70 PT: 0+42.17 0+ 0 0 1+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PT: 8+59.09 BUILDING E: LI M I T O F L O T 2 G R A D I N G AL-CENTER DRIVE PROFILE 5726 5728 5730 5732 5726 5728 5730 5732 0+00 57 3 1 . 0 57 3 0 . 8 0+50 57 3 1 . 3 57 3 0 . 7 1+00 57 3 0 . 6 57 3 0 . 6 1+50 57 3 0 . 5 57 3 0 . 3 2+00 57 3 0 . 0 57 2 9 . 7 2+50 57 2 9 . 2 57 2 8 . 9 3+00 57 2 8 . 5 57 2 8 . 2 3+50 57 2 7 . 9 57 2 7 . 6 4+00 57 2 7 . 5 57 2 7 . 5 4+50 57 2 7 . 6 57 2 7 . 7 8 57 2 8 . 3 57 2 8 . 0 1 5+00 57 2 8 . 1 57 2 8 . 1 8 57 2 8 . 5 57 2 8 . 1 1 5+50 57 2 8 . 6 57 2 7 . 8 1 57 2 8 . 5 57 2 7 . 6 2 6+00 57 2 8 . 5 57 2 7 . 8 7 57 2 8 . 2 57 2 8 . 1 2 6+50 57 2 8 . 1 57 2 7 . 9 3 57 2 8 . 1 57 2 7 . 6 8 7+00 57 2 8 . 0 57 2 7 . 7 1 57 2 7 . 6 57 2 7 . 9 6 7+50 57 2 7 . 7 57 2 8 . 0 9 57 2 7 . 4 57 2 7 . 8 4 8+00 57 2 7 . 2 57 2 7 . 5 9 57 2 7 . 0 57 2 7 . 9 1 8+48 57 2 6 . 2 57 2 8 . 3 5 2.00%1.00%-1.00%1.00%-1.00%-1.18%1.77%1.57%0.67% GR A D E B R E A K S T A = 4 + 3 3 . 0 1 EL E V = 5 7 2 7 . 5 1 GR A D E B R E A K S T A = 4 + 5 7 . 0 9 EL E V = 5 7 2 7 . 8 9 GR A D E B R E A K S T A = 5 + 1 2 . 2 8 EL E V = 5 7 2 8 . 2 6 GR A D E B R E A K S T A = 5 + 7 0 . 1 3 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 6 + 2 7 . 6 5 EL E V = 5 7 2 8 . 1 5 GR A D E B R E A K S T A = 6 + 8 5 . 6 5 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 7 + 4 3 . 6 5 EL E V = 5 7 2 8 . 1 5 GR A D E B R E A K S T A = 8 + 0 4 . 1 5 EL E V = 5 7 2 7 . 5 4 GR A D E B R E A K S T A = 8 + 3 6 . 1 5 EL E V = 5 7 2 8 . 1 1 GR A D E B R E A K S T A = 8 + 4 8 . 1 5 EL E V = 5 7 2 8 . 3 5 STA: 4+99.35 ELEV= 5728.12' HORIZONTAL SCALE: 1"=40' VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE AL-CHAPPARAL DR PROFILE 5722 5724 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 5748 5722 5724 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 5748 0+00 57 4 7 . 9 57 4 5 . 0 57 4 6 . 9 2 0+50 57 4 2 . 2 57 4 5 . 7 5 57 4 0 . 3 57 4 3 . 4 0 1+00 57 3 8 . 3 57 4 1 . 0 2 57 3 6 . 9 57 3 8 . 6 9 1+50 57 3 6 . 0 57 3 7 . 4 1 57 3 4 . 3 57 3 6 . 4 1 2+00 57 3 3 . 1 57 3 5 . 2 5 57 3 1 . 6 57 3 4 . 1 0 2+50 57 3 0 . 5 57 3 2 . 9 4 57 2 9 . 3 57 3 1 . 7 9 3+00 57 2 8 . 2 57 3 0 . 6 3 57 2 7 . 0 57 2 9 . 4 7 3+50 57 2 6 . 2 57 2 8 . 3 4 57 2 6 . 0 57 2 7 . 9 6 4+00 57 2 5 . 0 57 2 7 . 5 9 57 2 4 . 3 57 2 7 . 2 1 4+50 57 2 3 . 5 57 2 6 . 8 4 57 2 3 . 0 57 2 6 . 7 0 4+76 57 2 2 . 9 57 2 6 . 7 2 -3.00% -9.50% -4.00% -4.62% -1.50%1.50% GR A D E B R E A K S T A = 0 + 1 1 . 0 8 EL E V = 5 7 4 7 . 3 3 GR A D E B R E A K S T A = 1 + 7 4 . 3 0 EL E V = 5 7 3 6 . 4 4 GR A D E B R E A K S T A = 3 + 4 9 . 3 2 EL E V = 5 7 2 8 . 3 5 GRADE BREAK STA = 4+67.32ELEV = 5726.58 GRADE BREAK STA = 4+76.32 ELEV = 5726.72 PVI STA: 1+29.30PVI ELEV: 5738.24 K: 3.64 LVC: 20.00BVCS: 1+19.30BVCE: 5739.19 EVCS: 1+39.30 EVCE: 5737.84 PVI STA: 0+43.97 PVI ELEV: 5746.35K: 3.08LVC: 20.00 BVCS: 0+33.97 BVCE: 5746.65EVCS: 0+53.97EVCE: 5745.40 STA: 1+54.30ELEV= 5737.24' HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE XSD XS D XS D XS D XS D XSD XSD XSD 5716 571 7 ST B K ST B K x x x x x x x x x x IR R IR R IR R ST B K ST B K ST B K ST B K ST B K ST B K ST B K GA S GA S GA S GAS GAS GAS GAS GASFOFOFOFOFOFO FO 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8' ' WL 8' ' WL 8' ' WL 6' ' SA 6' ' SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA s 8''SA 8''SA 8''SA s EUEL PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PSD PSD PSD ST PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD > > > > >>>>>>>>>> > > > > > PSD PSD PSD FO FO FO FO 8' ' WL 8' ' WL 8' ' WL R2 6 . 5 6' ' SA 6' ' SA 6' ' WL PS D PS D PS D PS D PS D PS D PS D PS D 574 8 ST O R M M A N H O L E WA T E R Q U A L I T Y S E P A R A T O R FO U N D A T I O N W A L L 2 ' A B O V E F F 10 5 L . F . R E T A I N I N G W A L L CU R B I N L E T 573 0 573 5 57 4 0 57 4 5 5727 5728 572 9 573 1 573 2 573 3 573 4 573 6 573 7 57 3 8 57 3 9 57 4 1 57 4 2 57 4 3 57 4 4 57 4 6 5735 5732 5733 5734 5736 57 2 5 57 2 2 0. 4 % 5. 5 % 9.5% 4.6% 1.5% 3.0% 0. 8 % 1. 0 % 2. 1 % 5.4%4.8%2.0% 4. 1 % 1. 0 % 2.0% 2.0% -3.0:1 -3.0:1 -3.0 : 1 FL: 47.00 FL : 3 0 . 5 0 FL : 2 8 . 3 0 FL : 3 2 . 5 0 TC: 32.00 TC: 32.00 TC : 2 8 . 9 1 TC : 2 9 . 4 2 TC : 2 9 . 0 0 TC: 29.00 FL : 2 7 . 2 3 FL : 2 7 . 8 7 FL : 2 7 . 7 8 FL: 27.20 EA : 2 8 . 2 3 EA : 2 8 . 2 3 EA : 2 8 . 2 5 EA : 2 8 . 7 8 EA : 3 6 . 1 3 EA : 3 2 . 6 8 EA : 3 5 . 6 2 FL: 31.08 EA: 31.80 FG: 33.50 FG: 31.50 5723 5730 5735 5740 5 7 4 4 CU R B O P E N I N G 8+ 0 0 8+ 4 8 EP: 8+48.15 0+001+002+003+004+004+76 BP : 0 + 0 0 . 0 0 PC : 0 + 6 7 . 6 6 PT : 0 + 8 2 . 1 6 EP : 4 + 7 6 . 3 2 4+ 0 0 4+89 EP: 4+89.35 PC: 4+45.08 PT: 4+84.35 0+ 0 0 1+ 0 0 EA: 47.47 EA: 47.36 EA: 47.63 BU I L D I N G E : (F U T U R E G R A D I N G ) LIMIT OF LOT 2 GRADING DATE REVISION C-2.1 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 2 0 - G R A D I N G . D W G - A p r 2 6 , 2 0 2 3 - 1 2 : 0 5 p m NO R T H MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:04-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GA R F I E L D C O U N T Y , C O L O R A D O MI N O R S U B D I V I S I O N SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m ROAD PLAN/PROFILE 1 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 040 40 80 40 16020 NORTH Traffic Impact Study Glenwood Business Center Garfield County, Colorado Prepared for: Sopris Engineering, LLC T R A F F I C I M P A C T S T U D Y Glenwood Business Center Garfield County, Colorado Prepared for Sopris Engineering, LLC 502 Main Street Suite A-3 Carbondale, Colorado 81623 Prepared by Kimley-Horn and Associates, Inc. 4582 South Ulster Street Suite 1500 Denver, Colorado 80237 (303) 228-2300 February 2023 This document, together with the concepts and designs 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 and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 02/13/2023 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 EXECUTIVE SUMMARY ........................................................................................... 1 2.0 INTRODUCTION ....................................................................................................... 3 3.0 EXISTING AND FUTURE CONDITIONS .................................................................. 5 3.1 Existing Study Area ...........................................................................................................5 3.2 Existing Roadway Network ................................................................................................5 3.3 Existing Traffic Volumes ..................................................................................................11 3.4 Unspecified Development Traffic Growth .........................................................................11 4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 16 4.1 Trip Generation................................................................................................................16 4.2 Trip Distribution ...............................................................................................................17 4.3 Traffic Assignment ...........................................................................................................17 4.4 Total (Background Plus Project) Traffic............................................................................17 5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 22 5.1 Analysis Methodology ......................................................................................................22 5.2 Key Intersection Operational Analysis .............................................................................23 5.3 CDOT Access Permit Need Analysis ...............................................................................27 5.4 Improvement Summary ...................................................................................................27 6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 29 APPENDICES Appendix A – Intersection Count Sheets Appendix B – Future Traffic Projections Appendix C – Trip Generation Worksheets Appendix D – Intersection Analysis Worksheets Appendix E – Conceptual Site Plan Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page ii LIST OF TABLES Table 1 – Glenwood Business Center Traffic Generation ..........................................................16 Table 2 – Level of Service Definitions .......................................................................................22 Table 3 – Donegan Road & Storm King Road LOS Results ......................................................23 Table 4 – Donegan Road & Mel Ray Road LOS Results ...........................................................24 Table 5 – Center Drive & Storm King Road LOS Results ..........................................................25 Table 6 – Highway 6 & Storm King Road LOS Results .............................................................26 Table 7 – Project Access Level of Service Results ....................................................................27 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................4 Figure 2 – Existing Geometry and Control .................................................................................10 Figure 3 – Existing Traffic Volumes ...........................................................................................12 Figure 4 – 2023 Existing Traffic Volumes ..................................................................................13 Figure 5 – 2025 Background Traffic Volumes............................................................................14 Figure 6 – 2045 Background Traffic Volumes............................................................................15 Figure 7 – Project Trip Distribution ............................................................................................18 Figure 8 – Project Traffic Assignment .......................................................................................19 Figure 9 – 2025 Total Traffic Volumes ......................................................................................20 Figure 10 – 2045 Total Traffic Volumes.....................................................................................21 Figure 11 – Recommended Geometry and Control ...................................................................28 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 1 1.0 EXECUTIVE SUMMARY Glenwood Business Center is proposed to be located on the southeast corner of the Donegan Road and Storm King Road intersection in Garfield County, Colorado. Lot 1 is currently developed with existing commercial/office uses within the southwest portion of Glenwood Business Center whereas the remining Lots 2 and 3 are proposed to include an approximate 97,750 square foot self-storage facility, three (3) residential units, 35,175 square feet of office space, and approximately 67,950 square feet of warehouse uses, as evaluated in this traffic study. It is expected that Glenwood Business Center will be completed in the next several years. Therefore, analysis was conducted for the 2025 short -term buildout horizon as well as the 2045 long-term twenty-year planning horizon. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study in accordance with the City of Glenwood Springs standards and requirements: • Donegan Road and Storm King Road (Intersection #1) • Donegan Road and Mel Ray Road (#2) • Center Drive and Storm King Road (#3) • Highway 6 and Storm King Road (#4) In addition, the full movement access proposed to align with Chapparal Circle along Donegan Road was evaluated. Regional access to the project will be provided by Interstate 70 (I-70), State Highway 82 (SH-82), and Highway 6 (US-6). Primary access will be provided by Donegan Road, Storm King Road and Mel Ray Road. Direct access to the site will be provided by one full movement project access along the east side of Storm King Road as well as one full movement access along the south side of Donegan Road. The access along Storm King Road aligns with Center Drive while the access along Donegan Road is proposed to align with Chapparal Circle. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 2 Glenwood Business Center is expected to generate approximately 664 weekday daily trips, with 75 of these trips occurring during the morning peak hour and 81 of these trips occurring during the afternoon peak hour. Based on the analysis presented in this report, Kimley -Horn believes Glenwood Business Center will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project developmen t, and expected traffic volumes resulted in the following recommendations: • With completion of the Glenwood Business Center project, an additional access to the development area is proposed along Donegan Road to align with Chapparal Circle. It is recommended that a R1-1 “STOP” sign be installed on the northbound approach exiting the development. A single northbound approach lane for shared movements is all that is needed for this access. • Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the Garfield County and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 3 2.0 INTRODUCTION Kimley-Horn and Associates, Inc. has prepared this report to document the results of a Traffic Impact Study for Glenwood Business Center proposed to be located on the southeast corner of the Donegan Road and Storm King Road intersection in Garfield County, Colorado. A vicinity map illustrating the Glenwood Business Center location is shown in Figure 1. Lot 1 is currently developed with existing commercial/office uses within the southwest portion of Glenwood Business Center whereas the remining Lot s 2 and 3 are proposed to include a n approximate 97,750 square foot self-storage facility, three (3) residential units, 35,175 square feet of office space, and approximately 67,950 square feet of warehouse uses, as evaluated in this traffic study. A conceptual site plan is attached in Appendix E. It is expected that Glenwood Business Center will be completed in the next couple of years; therefore, analysis was conducted for the 2025 short-term buildout horizon as well as the 2045 long -term twenty-year planning horizon. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traff ic impacts. The following intersections were incorporated into this traffic study in accordance with the City of Glenwood Springs standards and requirements: • Donegan Road and Storm King Road (Intersection #1) • Donegan Road and Mel Ray Road (#2) • Center Drive and Storm King Road (#3) • Highway 6 and Storm King Road (#4) In addition, the full movement access proposed to align with Chapparal Circle along Donegan Road was evaluated. Regional access to the project will be provided by Interstate 70 (I-70), State Highway 82 (SH-82), and Highway 6 (US-6). Primary access will be provided by Donegan Road, Storm King Road and Mel Ray Road. Direct access to the site will be provided by one full movement project access along the east side of Storm King Road as well as one full movement access along the south side of Donegan Road. The access along Storm King Road aligns with Center Drive while the access along Donegan Road is proposed to align with Chapparal Circle. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 5 3.0 EXISTING AND FUTURE CONDITIONS 3.1 Existing Study Area The existing site is currently vacant land. To the east of the site are existing residences, a church, and Glenwood Springs Middle School. To the west of the site are existing residences, auto dealerships, and Two Rivers Community School. The area to the north of the project is primarily residential. To the south of the project is the Glenwood Springs Mall. 3.2 Existing Roadway Network Donegan Road is a two-lane roadway with one through lane in each direction, eastbound and westbound within the project study area. The roadway has a posted speed limit of 25 miles per hour in the vicinity of the site. Storm King Road and Mel Ray Road are both two-lane roadways with one through lane in each direction, northbound and southbound, within the project study area. These roadways have a posted speed limit of 25 miles per hour in the vicinity of the site and in the study area. Highway 6 is a two-lane roadway with one through lane in each direction, eastbound and westbound, within the project limits. The roadway has a posted speed limit of 40 miles per hour in the project study area. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 6 The existing T-intersection of Donegan Road and Storm King Road (#1) is unsignalized with stop control on the northbound approach of Storm King Road. The three approaches of this intersection all provide a single lane for shared movements. An aerial photo of the existing intersection configuration is below (north is up - typical). Donegan Road and Storm King Road (#1) Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 7 The intersection of Donegan Road and Mel Ray Road (#2) is a four-leg, all-way stop controlled intersection. This intersection currently has one lane for all movements on the northbound/southbound approaches of Mel Ray Road and the eastbound /westbound approaches of Donegan Road. An aerial photo of the existing intersection configuration is below. Donegan Road and Mel Ray Road (#2) Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 8 The intersection of Center Drive and Storm King Road (#3) is an unsignalized four-leg intersection with stop control on the eastbound Center Drive and westbound project access approaches. This intersection currently has a single lane for shared movements at all approaches. Of note, a bus only lane is designated along southbound Storm King Road adjacent to Two Rivers Community School. With construction of this project, the east leg will also provide shared access to buildout of this development area. An aerial photo of the existing intersection configuration i s below. Center Drive and Storm King Road (#3) Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 9 The intersection of Highway 6 and Storm King Road (#4) is an unsignalized three-leg intersection with stop control on the southbound approach of Storm King Road. The westbound approach of Highway 6 consists of a through lane and a right turn lane. The eastbound Highway 6 and southbound Storm King Road approaches consist of a single lane for shared movements. An aerial photo of the existing intersection configuration is below. Highway 6 and Storm King Road (#4) The intersection lane configuration and control for the study area intersections are shown in Figure 2. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 11 3.3 Existing Traffic Volumes Existing turning movement counts were conducted at th e study intersections on Wednesday, March 3, 2021 during the weekday morning and afternoon peak hours. The counts were conducted during the morning and afternoon peak hours of adjacent street traffic in 15 -minute intervals from 7:00 AM to 9:00 AM and 2:00 PM to 6:00 PM on this count date. The afternoon peak period includes the Two Rivers Community School and Glenwood Springs Middle School dismissal times The existing intersection traffic volumes are shown in Figure 3. These counts were collected during the COVID-19 pandemic. Counts at Highway 6 and Mel Ray Avenue roundabout intersection were recently collected on Thursday, October 20, 2022 and depict the new normal traffic conditions. These 2022 counts were compared to the previously used 2021 counts for an appropriate COVID-19 adjustment. From the comparison, the 2021 volumes for the west leg of Highway 6 during the morning peak hour were actually higher than the 2022 volumes while the 2021 afternoon peak hour volumes were 30 percent lower than the 2022 volumes. The 2021 volumes for the north leg of Mel Ray Road were 30 percent less in the morning peak hour and were 10 percent less in the afternoon peak hour compared to the 2022 volumes. Therefore, to provide a conservative analysis, a 1.3 factor to increase traffic volumes by 30 percent was applied to all the study intersections to represent the new normal traffic conditions without the impact of the COVID 19 pandemic. The volumes were grown by the CDOT 20 -year growth rate of 0.7 percent per year to estimate 2023 traffic volumes. These adjusted turning movement counts are shown in Figure 4 with COVID-19 adjustments. The count sheets for the study intersections and the COVID-19 comparison intersection are provided in Appendix A. 3.4 Unspecified Development Traffic Growth According to information provided on the website for the Colorado Department of Transportation (CDOT), the 20-year growth factor along Highway 6 in the vicinity of the site is 1.15. The 20-year growth factor equates to annual growth rate of 0.7 percent. Traffic information from the CDOT Online Transportation Information System (OTIS) website is included in Appendix B. This annual growth rate was used to estimate near term 2025 and long term 2045 traffic volume projections at the key intersections. Background traffic volumes for 2025 and 2045 are shown in Figures 4 and 5, respectively. 37(19) 16(20) 32(18) 19(28) 16 ( 1 2 ) 13 ( 2 2 ) 1 31(27) 17(27) 5(7) 28(20) 17(17) 1(1) 4( 3 ) 24 ( 1 4 ) 1( 4 ) 15 ( 2 6 ) 10 ( 3 9 ) 25 ( 2 5 ) 2 7(4) 1(1) 1(4) 55(48) 2(0) 14(14) 4( 0 ) 35 ( 2 8 ) 22 ( 1 6 ) 11 ( 5 ) 18 ( 1 8 ) 11 3 ( 4 2 ) 3 105(120) 197(73) 167(127) 12(7) 10 5 ( 1 2 8 ) 6( 1 4 ) 4 48(25) 21(26) 42(24) 25(37) 21 ( 1 6 ) 17 ( 2 9 ) 1 41(35) 22(35) 7(9) 37(26) 22(22) 1(1) 5( 4 ) 31 ( 1 8 ) 1( 5 ) 20 ( 3 4 ) 13 ( 5 1 ) 33 ( 3 3 ) 2 9(5) 1(1) 1(5) 72(63) 3(0) 18(18) 5( 0 ) 46 ( 3 7 ) 29 ( 2 1 ) 14 ( 7 ) 24 ( 2 4 ) 14 8 ( 5 5 ) 3 137(157) 258(96) 219(166) 16(9) 13 7 ( 1 6 8 ) 8( 1 8 ) 4 49(25) 21(26) 43(24) 25(38) 21 ( 1 6 ) 17 ( 2 9 ) 1 42(35) 22(35) 7(9) 38(26) 22(22) 1(1) 5( 4 ) 31 ( 1 8 ) 1( 5 ) 20 ( 3 4 ) 13 ( 5 2 ) 33 ( 3 3 ) 2 9(5) 1(1) 1(5) 73(64) 3(0) 18(18) 5( 0 ) 47 ( 3 8 ) 29 ( 2 1 ) 14 ( 7 ) 24 ( 2 4 ) 15 0 ( 5 6 ) 3 139(159) 262(97) 222(168) 16(9) 13 9 ( 1 7 0 ) 8( 1 8 ) 4 56(29) 24(30) 49(28) 29(43) 24 ( 1 9 ) 20 ( 3 4 ) 1 48(41) 26(41) 8(10) 43(30) 26(26) 1(1) 6( 5 ) 36 ( 2 1 ) 1( 6 ) 23 ( 4 0 ) 15 ( 5 9 ) 38 ( 3 8 ) 2 10(6) 1(1) 1(6) 84(73) 3(0) 21(21) 6( 0 ) 54 ( 4 3 ) 34 ( 2 4 ) 16 ( 8 ) 28 ( 2 8 ) 17 3 ( 6 4 ) 3 160(183) 301(112) 255(194) 19(10) 16 0 ( 1 9 6 ) 9( 2 1 ) 4 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 16 4.0 PROJECT TRAFFIC CHARACTERISTICS 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 t raffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Manual1 published by the Institute of Transportation Engineers (ITE). ITE has established trip rates in nationwide studies of similar land uses. For this study, Kimley-Horn used the ITE Trip Generation Report average rates that apply to Warehousing (ITE Land Use Code 150), Mini-Warehouse (ITE 151), Multifamily Low-Rise Housing (ITE 220), and General Office Building (ITE 710) for traffic associated with the development. Glenwood Business Center is expected to generate approximately 664 weekday daily trips, with 75 of these trips occurring during the morning peak hour and 81 of these trips occurring during the afternoon peak hour. Calculations were based on the procedure and information provided in the ITE Trip Generation Manual, 11th Edition – Volume 1: User’s Guide and Handbook, 2021. Table 1 summarizes the estimated trip generation for the Glenwood Business Center. The trip generation worksheets are included in Appendix C. Table 1 – Glenwood Business Center Traffic Generation Land Use and Size Weekday Vehicle Trips Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Warehousing (ITE 150) – 67,950 Square Feet 118 9 3 12 4 9 13 Mini Warehouse (ITE 151) – 97,750 Square Feet 142 5 4 9 7 8 15 Multifamily Low-Rise Housing (ITE 220) – 3 Dwelling Units 22 0 1 1 1 1 2 General Office Building (ITE 710) – 35,175 Square Feet 382 47 6 53 9 42 51 Total Project Trips 664 61 14 75 21 60 81 1 Institute of Transportation Engineers, Trip Generation Manual, Eleventh Edition, Washington DC, 2021. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 17 As requested by Garfield County staff, a comparison of this now proposed project was provided to the original development plan. The Glenwood Business Center Traffic Impact Report prepared by David W Grounds in 1980 assumed 231,100 square feet of Business Park uses split between office and non-office space. The projected ADT was 2,236 trips per day whereas the remaining Lots 2 and 3 generate 664 trips pe r day. Lot 1 currently generates 12 afternoon peak hour trips and assuming a K-factor of 10, the daily trips are 120 per day. Therefore, the new development program provided today generates 1,452 less trips than previously studied with the 1980 development program. 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, existing and anticipated surrounding demographic information, and the proposed access system for the project. Th e 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. The project trip distribution for the proposed development is illustrated in Figure 7. 4.3 Traffic Assignment Glenwood Business Center traffic assignment was obtained by applying the project trip distribution to the estimated traffic generation of the development shown in Table 1. Traffic assignment is shown in Figure 8. 4.4 Total (Background Plus Project) Traffic Site traffic volumes were added to the background volumes to represent estimated traffic conditions for the short-term 2025 buildout horizon and long-term 2045 twenty-year planning horizon. These total traffic volumes for the study area are illustrated for the 2025 and 2045 horizon years in Figures 9 and 10, respectively. [5%] 5% 5% [5 % ] 1 10% [30%] [10%] 30 % 2 [50%] [5%] 5% 50 % 3 45% 5% [4 5 % ] [5 % ] 4 40% 5%[4 0 % ] [5 % ] 5 1(3) 3(1) 3(1) 1( 3 ) 1 6(2) 4(18) 1(6) 18 ( 6 ) 2 7(30) 1(3) 3( 1 ) 31 ( 1 1 ) 3 27(9) 3(1) 6( 2 7 ) 1( 3 ) 4 24(8) 3(1)6( 2 4 ) 1( 3 ) 5 49(25) 22(29) 46(25) 28(39) 21 ( 1 6 ) 18 ( 3 2 ) 1 42(35) 28(37) 7(9) 42(44) 23(28) 1(1) 5( 4 ) 31 ( 1 8 ) 1( 5 ) 20 ( 3 4 ) 13 ( 5 2 ) 51 ( 3 9 ) 2 16(35) 1(1) 2(8) 73(64) 3(0) 18(18) 8( 1 ) 47 ( 3 8 ) 29 ( 2 1 ) 45 ( 1 8 ) 24 ( 2 4 ) 15 0 ( 5 6 ) 3 139(159) 289(106) 222(168) 19(10) 14 5 ( 1 9 7 ) 9( 2 1 ) 4 24(8) 56(73) 5(5) 3(1) 61(49) 5(5) 5( 5 ) 5( 5 ) 6( 2 4 ) 1( 3 ) 5 56(29) 25(33) 52(29) 32(44) 24 ( 1 9 ) 21 ( 3 7 ) 1 48(41) 32(43) 8(10) 47(48) 27(32) 1(1) 6( 5 ) 36 ( 2 1 ) 1( 6 ) 23 ( 4 0 ) 15 ( 5 9 ) 56 ( 4 4 ) 2 17(36) 1(1) 2(9) 84(73) 3(0) 21(21) 9( 1 ) 54 ( 4 3 ) 34 ( 2 4 ) 47 ( 1 9 ) 28 ( 2 8 ) 17 3 ( 6 4 ) 3 160(183) 328(121) 255(194) 22(11) 16 6 ( 2 2 3 ) 10 ( 2 4 ) 4 24(8) 65(85) 5(5) 3(1) 70(57) 5(5) 5( 5 ) 5( 5 ) 6( 2 4 ) 1( 3 ) 5 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 22 5.0 TRAFFIC OPERATIONS ANALYSIS Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2025 and 2045 development horizons at the identified key intersections. The acknowledged source for determining overall capacity is the Highway Capacity Manual (HCM)2. 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. It ranges from A (very little delay) to F (long delays and congestion). For intersections and roadways in this study area, standard traffic engineering practice recommends overall intersection LOS D and movement/approach LOS E as the minimum desirable thresholds for acceptable operations. Table 2 shows the definition of level of service for signalized and unsignalized intersections . Table 2 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (sec/veh) A ≤ 10 ≤ 10 B > 10 and ≤ 20 > 10 and ≤ 15 C > 20 and ≤ 35 > 15 and ≤ 25 D > 35 and ≤ 55 > 25 and ≤ 35 E > 55 and ≤ 80 > 35 and ≤ 50 F > 80 > 50 Definitions provided from the Highway Capacity Manual, Sixth Edition, Transportation Research Board, 2016. Study area intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the LOS for a two -way stop- controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a two -way stop-controlled intersection is not defined for the intersection as a whole. LOS for signalized , roundabout, and all-way stop controlled intersections are defined for each approach and for the overall intersection. 2 Transportation Research Board, Highway Capacity Manual, Sixth Edition, Washington DC, 2016. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 23 5.2 Key Intersection Operational Analysis Calculations for the operational level of service at the key intersection s for the study area are provided in Appendix D. The existing year analysis is based on the lane geometry and intersection control shown in Figure 2. Existing peak hour factors were utilized in the existing analysis. Synchro traffic analysis software was used to analyze the unsignalized key intersections for HCM level of service. Donegan Road and Storm King Road (#1) The existing T-intersection of Donegan Road and Storm King Road (#1) is unsignalized with stop control on the northbound approach of Storm King Road. The movements at this intersection all currently operate acceptably wit h LOS A during the morning and afternoon peak hours. With construction of this project, the movements at this intersection are anticipated to continue to operate acceptably with LOS A during the peak hours throughout the 2045 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 3 provides the results of the LOS analysis conducted at this intersection Table 3 – Donegan Road & Storm King Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2023 Existing Northbound Approach Westbound Left 9.4 7.5 A A 9.4 7.4 A A 2025 Background Northbound Approach Westbound Left 9.4 7.5 A A 9.4 7.4 A A 2025 Background Plus Project Northbound Approach Westbound Left 9..5 7.5 A A 9.5 7.4 A A 2045 Background Northbound Approach Westbound Left 9.6 7.5 A A 9.6 7.5 A A 2045 Background Plus Project Northbound Approach Westbound Left 9.7 7.6 A A 9.7 7.5 A A Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 24 Donegan Road and Mel Ray Road (#2) The intersection of Donegan Road and Mel Ray Road (#2) is a four -leg, all-way stop controlled intersection. This intersection currently operates acceptably with LOS A during the morning and afternoon peak hours. With the existing lane configuration and con trol, this intersection is anticipated to continue to operate acceptably with LOS A during the peak hours throughout 2045. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 4 provides the results of the LOS analysis conducted at this intersection. Table 4 – Donegan Road & Mel Ray Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2023 Existing Eastbound approach Westbound Approach Northbound Approach Southbound Approach 7.9 7.5 8.1 8.0 7.9 A A A A A 7.8 7.4 7.9 7.9 7.5 A A A A A 2025 Background Eastbound approach Westbound Approach Northbound Approach Southbound Approach 7.9 7.5 8.1 8.0 7.9 A A A A A 7.8 7.4 7.9 7.9 7.5 A A A A A 2025 Background Plus Project Eastbound approach Westbound Approach Northbound Approach Southbound Approach 8.1 7.7 8.3 8.3 8.0 A A A A A 7.9 7.5 8.0 8.1 7.6 A A A A A 2045 Background Eastbound approach Westbound Approach Northbound Approach Southbound Approach 8.1 7.7 8.4 8.2 8.0 A A A A A 8.0 7.5 8.1 8.2 7.6 A A A A A 2045 Background Plus Project Eastbound approach Westbound Approach Northbound Approach Southbound Approach 8.3 7.9 8.5 8.5 8.1 A A A A A 8.1 7.7 8.2 8.3 7.7 A A A A A Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 25 Center Drive and Storm King Road (#3) The intersection of Center Drive and Storm King Road (#3) is an unsignalized four -leg intersection with stop control on the eastbound Center Drive and westbound Glenwood Business Center approaches. The movements at this intersection currently operate acceptably with LOS C or better during the morning peak hour and the afternoon peak hour. With construction of this project, the east leg of this intersection will provide access to the development. With project traffic, all movements are anticipated to continue operat ing at an acceptable level of service D or better throughout the 2045 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 5 shows the level of service results at this intersection. Table 5 – Center Drive & Storm King Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2023 Existing Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.1 13.1 20.8 7.4 A B C A 7.8 11.7 12.6 0.0 A B B A 2025 Background Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.1 13.2 21.2 7.4 A B C A 7.8 11.8 12.8 0.0 A B B A 2025 Background Plus Project Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.1 13.7 23.5 7.5 A B C A 7.8 11.9 18.4 7.5 A B C A 2045 Background Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.3 15.3 26.5 7.4 A C D A 7.9 12.9 13.9 0.0 A B B A 2045 Background Plus Project Northbound Left Eastbound Approach Westbound Approach Southbound Left 8.3 16.0 30.5 7.6 A C D A 7.9 13.1 21.8 7.5 A B C A Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 26 Highway 6 and Storm King Road (#4) The intersection of Highway 6 and Storm King Road (#4) is an unsignalized three -leg intersection with stop control on the southbound approach of Storm King Road. The movements at this intersection all currently operate a cceptably with LOS C or better during the morning and afternoon peak hours. With construction of this project, the movements at this intersection are anticipated to continue to operate acceptably with LOS C or better during the peak hours throughout the 2045 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 6 shows the level of service results at this intersection. Table 6 – Highway 6 & Storm King Road LOS Results Scenario AM Peak Hour PM Peak Hour Delay (sec/veh) LOS Delay (sec/veh) LOS 2023 Existing Eastbound Left Southbound Approach 8.9 16.1 A C 7.9 13.0 A B 2025 Background Eastbound Left Southbound Approach 8.9 16.3 A C 7.9 13.1 A B 2025 Background Plus Project Eastbound Left Southbound Approach 9.1 16.9 A C 7.9 13.8 A B 2045 Background Eastbound Left Southbound Approach 9.2 19.7 A C 8.0 14.5 A B 2045 Background Plus Project Eastbound Left Southbound Approach 9.4 20.6 A C 8.1 15.5 A C Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 27 Project Accesses With completion of the Glenwood Business Center project, an additional access is proposed to align with Chapparal Circle. It is recommended that a R1-1 “STOP” sign be installed on the northbound approach exiting the development. A single northbound approach lane for shared movements is all that is needed for this access. Table 7 provides the results of the level of service for this project street access. As shown in the table, the project access intersection of Donegan Road and Chapparal Circle is anticipated to have all movements operating with acceptable LOS A during the peak hours in both the buildout year 2025 and the 2045 long term horizons. Table 7 – Project Access Level of Service Results Intersection 2025 Total 2045 Total AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay (sec/ veh) LOS Delay (sec/ veh) LOS Delay (sec/ veh) LOS Delay (sec/ veh) LOS Donegan & Chapparal Northbound Approach Eastbound Left Westbound Left Southbound Approach 8.8 7.4 7.4 9.3 A A A A 8.8 7.4 7.3 9.3 A A A A 8.9 7.4 7.4 9.4 A A A A 8.8 7.4 7.4 9.4 A A A A There are no turn lanes at the existing intersections. Therefore, a queue analysis was not prepared for this development. 5.3 CDOT Access Permit Need Analysis The threshold for requiring an access permit along Colorado Department of Transportation (CDOT) roadways occurs when project traffic is anticipated to increase the existing access traffic volumes by more than 20 percent. Based on traffic projections, the addition of project traffic on the north leg of Storm King Road at Highway 6 (US-6) is not anticipated to increase existing access traffic volumes by more than 20 percent, with the maximum expected increase at 18 percent during the afternoon peak hour on the north leg (40/291). Therefore, a CDOT access permit is not anticipated to be required in association with this project. 5.4 Improvement Summary Based on the results of the intersection operational and vehicle queuing analysis, the key intersection recommended improvements and control are shown in Figure 11. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center Page 29 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley -Horn believes Glenwood Business Center will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project developmen t, and expected traffic volumes resulted in the following recommendations: • With completion of the Glenwood Business Center project, an additional access to the development area is proposed along Donegan Road to align with Chapparal Circle. It is recommended that a R1-1 “STOP” sign be installed on the northbound approach exiting the development. A single northbound approach lane for shared movements is all that is needed for this access. • Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the Garfield County and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition. Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDICES Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX A Intersection Count Sheets Study Intersections Counts COVID-19 Comparison Counts www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 0 3 12 0 0 0 16 153000156 7 3 Peak Hour 1 2 0 0 3 0 0 0 0 0 0 1 5Count Total 6 5 1 0 12 0 0 0 00000008:45 AM 1 1 1 0 3 0 0 0 0 0 0 0 8:30 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 5 2 8:15 AM 1 1 0 0 2 0 0 0 0 0 0 0 5 0 1 1 8:00 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4 0 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 0 0 -0%-HV%--5%0%- 0 0 7:15 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 West North South 7:00 AM 3 1 0 2 13 0 16 0 0 0320371600 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%----2%5%0%- Peak Hour All 0 0 19 0 0 26 0 22 0 0 0 0 0 3 0000000 0 133 0 HV 0 0 1 0 0 Count Total 0 0 32 52 0 47 21 0 0 0 200 0 18 119030000052004 0 0 0 22 132 8:45 AM 0 0 1 3 0 0 5 0 1 0 37 133 8:30 AM 0 0 6 5 0 3 2 0 11 0 0 0 00103004 0 0 0 42 111 8:15 AM 0 0 6 3 0 0 4 0 2 0 31 81 8:00 AM 0 0 7 8 0 16 5 0 3 0 0 0 0086003 0 0 0 23 0 7:45 AM 0 0 1 10 0 0 2 0 0 0 15 0 7:30 AM 0 0 5 11 0 3 2 0 0 0 0 0 0020004 0 0 0 12 0 7:15 AM 0 0 1 8 0 0 0 0 2 07:00 AM 0 0 5 4 0 0 1 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min TotalUTLTTHRT Date: 03/03/2021 Peak Hour Count Period: 7:00 AM 9:00 AM SB -- TOTAL 2.3%0.79 TH RT WB 3.8%0.63 NB 0.0%0.48 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 2.0%0.80 0 0 0 0 0 0 000 0 0 0 6 3 5 1 N STORM KING RD DONEGAN RD DONEGAN RD ST O R M K I N G RD DONEGAN RD DR I V E W A Y 133TEV: 0.79PHF: 0 0 0 0 0 0 0 16 37 53 350 16013 2969 0 32 19 0 51 29 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 3 0 Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One Hour 0 0 0 0 0 0020000 RTTHLT RTTHLTRT 0 0 0 12 0 Peak Hour 0 0 1 0 0 0 0 0 1 0Count Total 0 0 4 2 0 4 1 3 7010000010000 0 0 0 1 4 8:45 AM 0 0 0 1 0 0 0 0 0 0 2 3 8:30 AM 0 0 0 0 0 1 0 0 0 0 0 0 0010000 0 0 0 1 2 8:15 AM 0 0 1 0 0 0 0 0 0 0 0 5 8:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0000000 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 4 0 7:15 AM 0 0 0 1 0 0 0 0 0 0 TH RT 7:00 AM 0 0 3 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Four-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 2 0 3 1 6Peak Hour 2 3 0 0 5 0 0 0 0 0 3 0 0 3 3:45 PM 3:15 PM 3:30 PM 0 2 0 0 0 0 0 0 0 0 0 0 1 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 2 0 1 0 0 1 2 1 0 0 3 0 0 0 0 0 0 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 0 5 0 HV%--7%0%-11%5%--0%-0%----4%0 Peak Hour All 0 0 28 18 0 19 20 0 0 22 0 12 0 0 0 0 0 0 0 0 0 0 119 0 HV 0 0 2 0 0 2 1 0 0 0 0 0 24 0 3:45 PM 0 5 3 0 3 6 0 0 5 0 3 0 0 0 0 25 119 3:30 PM 0 8 2 0 1 4 0 0 5 0 4 0 0 0 0 35 0 3:15 PM 0 10 5 0 8 4 0 0 5 0 3 0 0 0 0 35 0 3:00 PM 0 0 5 8 0 7 6 0 0 7 0 2 0 0 0 0 Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT Date: 03/03/2021 Peak Hour Count Period: 2:00 PM 6:00 PM SB -- TOTAL 4.2%0.85 WB 7.7%0.75 NB 0.0%0.94 Peak Hour: 3:00 PM 4:00 PM HV %:PHF EB 4.3%0.77 0 0 0 0 0 0 000 0 0 0 0 3 0 3 N STORM KING RD DONEGAN RD DONEGAN RD ST O R M K I N G RD DONEGAN RD DR I V E W A Y 119TEV: 0.85PHF: 0 0 0 0 0 0 0 20 19 39 400 12022 3437 0 18 28 0 46 42 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries Note: Four-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 32 3 2 1 2 0 3 1 0 0 2 1 0 2 0 0 49 63000300 10 20 Peak Hour 2 3 0 0 5 0 0 0 0 0 0 9 10Count Total 4 7 0 0 11 0 0 0 00000005:45 PM 0 0 0 0 0 0 0 0 0 0 0 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 1 1 0 4:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 1 0 0 0 1 0 0 0 0 0 0 13:45 PM 0 0 0 0 0 0 0 1 0 0 2 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3:15 PM 2 1 0 0 3 0 0 0 0 0 0 1 0 0 0 1 3:00 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 2:30 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 0 1 0 EB WB NB SB Total East 2:45 PM 0 1 0 0 1 0 0 2 -0%-HV%--7%0%- 9 10 2:15 PM 0 1 0 0 1 0 0 0 0 0 0 3 10 West North South 2:00 PM 0 1 0 2 22 0 12 0 0 0180192000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%----4%11%5%- Peak Hour All 0 0 28 0 0 79 0 65 0 0 0 0 0 5 0100000 0 119 0 HV 0 0 2 0 0 Count Total 0 0 64 78 0 71 66 0 1 1 425 0 19 92040000022006 0 0 0 21 102 5:45 PM 0 0 0 5 0 0 8 0 2 0 22 105 5:30 PM 0 0 1 4 0 3 3 0 1 0 0 0 0024009 0 0 0 30 108 5:15 PM 0 0 1 5 0 0 7 0 5 0 29 109 5:00 PM 0 0 2 6 0 5 5 0 5 0 0 0 0062005 0 0 0 24 105 4:45 PM 0 0 6 5 0 0 5 0 3 0 25 105 4:30 PM 0 0 3 4 0 5 4 0 5 0 0 0 0044005 0 0 0 31 115 4:15 PM 0 0 3 4 0 0 2 0 3 0 25 119 4:00 PM 0 0 7 8 0 5 6 0 3 0 0 0 0036005 0 0 0 24 114 3:45 PM 0 0 5 3 0 0 5 0 4 0 35 108 3:30 PM 0 0 8 2 0 1 4 0 3 0 0 0 0084005 0 0 0 35 94 3:15 PM 0 0 10 5 0 0 7 0 2 0 20 105 3:00 PM 0 0 5 8 0 7 6 0 4 0 0 0 0034001 0 0 0 18 0 2:45 PM 0 0 2 6 0 0 1 0 3 0 21 0 2:30 PM 0 0 3 4 0 4 3 0 6 0 0 0 1012003 0 1 0 46 0 2:15 PM 0 0 5 3 0 0 5 0 12 02:00 PM 0 0 3 6 0 12 7 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min TotalUTLTTHRTTHRT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries - Heavy Vehicles Four-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 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 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 0 0 0 0000 0 0 0 0 Peak Hour 0 0Count Total 0 0000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000000 0 0 0 0 5:15 PM 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0000000 0 0 4:15 PM 0 0 0 0 4:00 PM 0000000 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 3:30 PM 0000000 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0000 0 0 2:45 PM 0 0 0 0 0 2:30 PM 00000002:15 PM 0 0 0 0 0 0 0 02:00 PM RT 5 0 Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One Hour 0 0 0 0 0 0021000 RTTHLT RTTHLTRT 0 0 0 11 0 Peak Hour 0 0 2 0 0 0 0 0 0 0Count Total 0 0 2 2 0 5 2 0 0000000000000 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 2 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 4:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 0000000 0 0 0 1 4 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 5 4:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0000000 0 0 0 0 6 3:45 PM 0 0 0 0 0 0 0 0 0 0 3 7 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0010000 0 0 0 2 5 3:15 PM 0 0 2 0 0 0 0 0 0 0 1 4 3:00 PM 0 0 0 0 0 1 1 0 0 0 0 0 0001000 0 0 0 1 0 2:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 2:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0010000 0 0 0 1 0 2:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 2:00 PM 0 0 0 0 0 1 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start DONEGAN RD DONEGAN RD STORM KING RD DRIVEWAY 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 2 1 0 3 0 2 0 8 53000101 2 5 Peak Hour 2 4 5 1 12 0 0 0 0 0 0 1 0Count Total 5 4 6 1 16 0 0 0 00000008:45 AM 0 2 1 1 4 0 0 1 0 1 0 0 8:30 AM 1 1 1 0 3 0 0 0 0 0 0 0 0 0 0 3 8:15 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 1 3 0 4 0 0 0 0 0 0 0 0 0 1 1 7:30 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 1 0 2 0 EB WB NB SB Total East 7:45 AM 0 0 1 0 1 0 0 0 -16%10%HV%--6%4%- 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 West North South 7:00 AM 2 0 0 4 25 10 15 0 4 24280311750 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%4%-7%13%0%0% Peak Hour All 0 0 17 5 0 39 14 21 0 0 0 1 0 12 0000410 0 176 0 HV 0 0 1 1 0 Count Total 0 0 28 36 0 59 30 4 49 1 286 0 39 176430270064105 0 5 0 32 171 8:45 AM 0 0 3 4 2 0 1 1 1 0 44 175 8:30 AM 0 0 5 5 0 10 2 0 5 0 0 4 0074106 2 8 0 61 145 8:15 AM 0 0 8 9 1 0 13 5 6 0 34 110 8:00 AM 0 0 1 10 0 8 7 1 0 0 0 3 10116008 0 10 0 36 0 7:45 AM 0 0 3 1 0 0 3 3 3 0 14 0 7:30 AM 0 0 4 5 0 4 4 0 1 0 0 4 0072000 0 8 0 26 0 7:15 AM 0 0 0 0 0 0 3 0 2 07:00 AM 0 0 4 2 0 6 1 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min TotalUTLTTHRT Date: 03/03/2021 Peak Hour Count Period: 7:00 AM 9:00 AM SB 3.6%0.70 TOTAL 6.8%0.72 TH RT WB 7.5%0.83 NB 10.0%0.52 Peak Hour: 8:00 AM 9:00 AM HV %:PHF EB 4.4%0.66 0 0 0 0 0 0 000 0 0 0 1 3 0 1 N MEL RAY RD DONEGAN RD DONEGAN RD ME L R A Y R D DONEGAN RD ME L R A Y R D 176TEV: 0.72PHF: 0 24 4 28 15 0 5 17 31 53 360 151025 5083 0 28 17 0 45 42 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 12 0 Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One Hour 1 0 0 0 1 0040004 RTTHLT RTTHLTRT 0 1 0 16 0 Peak Hour 0 0 1 1 0 0 5 1 0 0Count Total 0 0 4 1 0 4 0 4 12000010020001 0 0 0 3 9 8:45 AM 0 0 0 0 0 0 1 0 0 0 1 7 8:30 AM 0 0 1 0 0 1 0 0 0 0 0 0 0000000 0 0 0 4 6 8:15 AM 0 0 0 1 0 0 2 1 0 0 1 4 8:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0000001 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 1 0 0 0 0 0 0 0 0 0 0000000 0 0 0 2 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 2 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Four-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 0 2 0 5 7Peak Hour 0 0 1 0 1 0 0 0 0 0 0 0 4 3 5:00 PM 4:30 PM 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 2 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 0 1 0 HV%-0%0%0%-0%0%0%-0%3%0%-0%0%0%0%0 Peak Hour All 0 1 17 20 0 27 27 7 0 25 39 26 0 3 14 0 1 0 0 0 0 4 210 0 HV 0 0 0 0 0 0 0 0 0 0 0 0 52 0 5:00 PM 0 3 7 0 9 8 2 0 8 8 7 0 1 1 0 54 210 4:45 PM 1 4 7 0 5 8 2 0 2 10 4 0 0 7 2 50 0 4:30 PM 0 5 4 0 6 7 1 0 8 9 7 0 2 5 0 54 0 4:15 PM 0 0 5 2 0 7 4 2 0 7 12 8 0 0 1 2 Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT Date: 03/03/2021 Peak Hour Count Period: 2:00 PM 6:00 PM SB 0.0%0.58 TOTAL 0.5%0.97 WB 0.0%0.80 NB 1.1%0.83 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 0.0%0.79 0 0 0 0 0 0 000 0 0 0 4 3 0 0 N MEL RAY RD DONEGAN RD DONEGAN RD ME L R A Y R D DONEGAN RD ME L R A Y R D 210TEV: 0.97PHF: 4 14 3 21 47 0 7 27 27 61 460 263925 9061 0 20 17 1 38 56 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries Note: Four-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 1 4 3 2 3 5 1 4 0 2 0 5 4 2 1 41 73000004 12 28 Peak Hour 0 0 1 0 1 0 0 0 0 0 0 1 0Count Total 2 4 8 0 14 0 0 0 10000005:45 PM 0 0 0 0 0 0 0 0 0 0 2 3 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 1 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 4:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 5 3 3:30 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 2 3:15 PM 2 2 0 0 4 0 0 0 0 0 0 0 0 0 1 1 3:00 PM 0 1 2 0 3 0 0 0 0 0 0 1 0 1 3 1 2:30 PM 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 2:45 PM 0 0 2 0 2 0 0 0 -0%3%HV%-0%0%0%- 1 3 2:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 0 West North South 2:00 PM 0 0 0 0 25 39 26 0 3 14200272770 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%0%0%0%0%0%0% Peak Hour All 0 1 17 27 0 95 108 81 0 0 0 0 0 1 0000010 4 210 0 HV 0 0 0 0 0 Count Total 0 6 74 83 0 108 89 14 65 6 756 0 43 1851040130046307 2 5 0 53 194 5:45 PM 0 1 2 2 1 0 6 9 10 0 35 195 5:30 PM 0 0 1 2 0 11 6 6 1 0 1 5 1054203 1 1 0 54 210 5:15 PM 0 0 3 4 2 0 8 8 7 0 52 205 5:00 PM 0 0 3 7 0 9 8 10 4 0 0 7 2058202 2 5 0 54 204 4:45 PM 0 1 4 7 1 0 8 9 7 0 50 191 4:30 PM 0 0 5 4 0 6 7 12 8 0 0 1 2074207 0 3 1 49 191 4:15 PM 0 0 5 2 2 0 5 6 4 0 51 197 4:00 PM 0 0 6 5 0 11 6 8 6 0 0 6 0055308 1 3 0 41 192 3:45 PM 0 0 5 5 1 0 3 4 5 0 50 189 3:30 PM 0 0 9 7 0 5 3 1 7 0 2 3 00117004 2 3 0 55 172 3:15 PM 0 2 5 8 2 0 8 10 8 0 46 169 3:00 PM 0 2 7 2 0 6 5 5 2 0 1 7 0067308 0 5 0 38 0 2:45 PM 0 0 3 4 1 0 4 4 3 0 33 0 2:30 PM 0 0 7 4 0 5 5 1 2 0 1 2 0073104 0 6 0 52 0 2:15 PM 0 0 4 8 1 0 10 5 3 02:00 PM 0 0 5 12 0 5 5 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min TotalUTLTTHRTTHRT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries - Heavy Vehicles Four-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 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 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 0 0 0 0000 0 0 0 0 Peak Hour 0 0Count Total 0 0000 0 0 5:45 PM 0 0 0 0 0 5:30 PM 0000000000 0 0 0 0 5:15 PM 0 0 0 0 5:00 PM 0000 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0000000 0 0 4:15 PM 0 0 0 0 4:00 PM 0000000 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 3:30 PM 0000000 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0000 0 0 2:45 PM 0 0 0 0 0 2:30 PM 00000002:15 PM 0 0 0 0 0 0 0 02:00 PM RT 1 0 Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One Hour 1 0 0 0 0 0000000 RTTHLT RTTHLTRT 0 0 0 14 0 Peak Hour 0 0 0 0 0 0 7 1 0 0Count Total 0 0 1 1 0 4 0 0 0000000000000 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 1 4:45 PM 0 0 0 0 0 0 0 0 0 0 1 2 4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0000000 0 0 0 0 5 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 8 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 1 10 3:45 PM 0 0 0 0 0 0 1 0 0 0 4 11 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0020000 0 0 0 3 8 3:15 PM 0 0 1 1 0 0 2 0 0 0 2 5 3:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0000002 0 0 0 2 0 2:45 PM 0 0 0 0 0 0 1 0 0 0 1 0 2:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0000001 0 0 0 0 0 2:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 2:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start DONEGAN RD DONEGAN RD MEL RAY RD MEL RAY RD 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 1 11 17 1 0 0 30 2900008138 8 0 Peak Hour 1 0 3 3 7 0 0 0 0 0 0 8 14Count Total 1 0 4 6 11 0 0 0 00000008:45 AM 0 0 1 2 3 0 0 0 0 0 0 0 8:30 AM 1 0 2 2 5 0 0 0 0 0 0 1 0 0 4 0 8:15 AM 0 0 1 1 2 0 0 0 0 0 0 3 10 3 4 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 4 1 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 0 0 -3%0%HV%-0%0%2%- 0 0 7:15 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 0 0 113 18 11 0 4 355507110 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%6%5%2%0%0%0% Peak Hour All 0 14 2 1 0 122 32 19 0 0 0 2 1 7 0000300 22 283 0 HV 0 0 0 1 0 Count Total 0 15 2 72 0 9 1 6 66 27 372 0 25 249720072010001 2 5 2 36 283 8:45 AM 0 0 0 5 1 0 5 4 3 0 64 277 8:30 AM 0 1 1 6 0 5 1 4 3 0 1 8 40100016 1 11 10 124 236 8:15 AM 0 9 1 17 0 0 68 4 3 0 59 123 8:00 AM 0 4 0 22 0 1 0 6 2 0 0 11 60000024 1 12 2 30 0 7:45 AM 0 0 0 10 0 0 4 2 4 0 23 0 7:30 AM 0 0 0 5 0 0 0 4 1 0 1 7 1010004 0 5 0 11 0 7:15 AM 0 0 0 4 0 0 0 1 1 07:00 AM 0 1 0 3 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min TotalUTLTTHRT Date: 03/03/2021 Peak Hour Count Period: 7:00 AM 9:00 AM SB 4.9%0.69 TOTAL 2.5%0.57 TH RT WB 0.0%0.32 NB 2.1%0.47 Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 1.4%0.66 0 0 0 0 0 0 000 0 0 0 8 0 13 8 N STORM KING RD CENTER DR DRIVEWAY ST O R M K I N G RD CENTER DR ST O R M K I N G RD 283TEV: 0.57PHF: 22 35 4 61 33 0 1 1 7 9 170 1118 11 3 14 2 97 0 55 2 14 71 136 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 0 00000 0 0 0 0 Peak Hour 0 0Count Total 0 000000000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 00000007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 7 0 Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min Total Rolling One Hour 0 0 0 0 2 1000003 RTTHLT RTTHLTRT 1 4 1 11 0 Peak Hour 0 0 0 1 0 0 3 1 0 0Count Total 0 0 0 1 0 0 0 3 10100020000000 0 1 1 5 7 8:45 AM 0 0 0 0 0 0 2 0 0 0 2 2 8:30 AM 0 0 0 1 0 0 0 0 0 0 0 1 0000001 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0000000 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Four-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 53 3 2 0 58Peak Hour 1 0 0 3 4 0 0 0 0 0 21 14 22 1 2:45 PM 2:15 PM 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 3 3 0 19 11 22 1 1 0 0 0 1 0 0 0 0 0 2 1 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total EB WB NB SB Total East West North South 0 4 0 HV%-0%-2%-0%0%0%-0%0%0%--11%0%2%0 Peak Hour All 0 14 0 48 0 4 1 4 0 42 18 5 0 0 28 0 0 0 0 0 3 16 180 0 HV 0 0 0 1 0 0 0 0 0 0 0 0 20 0 2:45 PM 0 0 2 0 1 1 0 0 7 4 2 0 0 6 3 26 180 2:30 PM 4 0 4 0 1 0 0 0 1 1 1 0 0 6 2 110 0 2:15 PM 1 0 6 0 2 0 0 0 5 7 0 0 0 2 1 24 0 2:00 PM 0 9 0 36 0 0 0 4 0 29 6 2 0 0 14 10 Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min Total Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT Date: 03/03/2021 Peak Hour Count Period: 2:00 PM 6:00 PM SB 6.8%0.46 TOTAL 2.2%0.41 WB 0.0%0.56 NB 0.0%0.44 Peak Hour: 2:00 PM 3:00 PM HV %:PHF EB 1.6%0.34 0 0 0 0 0 0 000 0 0 0 22 1 14 21 N STORM KING RD CENTER DR DRIVEWAY ST O R M K I N G RD CENTER DR ST O R M K I N G RD 180TEV: 0.41PHF: 16 28 0 44 36 0 4 1 4 9 50 51842 6580 0 48 0 14 62 59 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries Note: Four-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 53 3 2 0 4 3 4 5 0 0 1 1 2 3 3 0 84 581000211422 27 2 Peak Hour 1 0 0 3 4 0 0 0 0 0 0 30 25Count Total 5 1 2 7 15 0 0 0 00000005:45 PM 1 0 0 0 1 0 0 2 0 1 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 5:00 PM 0 0 1 0 1 0 0 0 0 0 0 14:45 PM 1 0 0 0 1 0 0 1 0 0 0 0 4:30 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 1 4:00 PM 0 0 0 1 1 0 0 0 0 0 0 23:45 PM 0 0 0 0 0 0 0 0 3 1 0 0 3:30 PM 0 0 1 0 1 0 0 0 0 0 0 2 1 0 3 0 3:15 PM 1 0 0 1 2 0 0 0 0 0 0 0 1 0 0 0 3:00 PM 1 1 0 1 3 0 0 0 0 0 0 0 2 0 0 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 2 1 0 3 3 0 EB WB NB SB Total East 2:45 PM 0 0 0 0 0 0 0 0 -0%0%HV%-0%-2%- 22 1 2:15 PM 1 0 0 0 1 0 0 0 0 0 0 19 11 West North South 2:00 PM 0 0 0 0 42 18 5 0 0 284804140 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%--11%0%2%0%0%0% Peak Hour All 0 14 0 10 0 85 104 15 0 0 0 3 0 4 0000000 16 180 0 HV 0 0 0 1 0 Count Total 0 30 0 109 0 26 3 6 109 35 532 0 24 114700061010002 0 3 3 22 131 5:45 PM 0 3 0 4 0 0 1 10 0 0 23 131 5:30 PM 0 0 0 4 0 1 0 7 1 0 1 5 1040000 0 6 4 45 136 5:15 PM 0 3 0 1 0 0 6 9 0 0 41 127 5:00 PM 0 2 0 12 0 5 1 9 1 0 1 9 10001012 0 8 0 22 106 4:45 PM 0 1 0 6 1 0 1 7 0 0 28 106 4:30 PM 0 0 0 3 0 2 0 7 1 0 0 6 2000202 0 12 1 36 112 4:15 PM 0 1 0 7 1 0 7 2 2 0 20 111 4:00 PM 0 2 0 6 0 3 0 7 1 0 1 5 0000002 0 2 0 22 117 3:45 PM 0 1 0 3 0 0 2 7 1 0 34 115 3:30 PM 0 1 0 6 0 3 0 6 1 0 2 7 4020105 1 12 2 35 105 3:15 PM 0 1 0 5 0 0 3 8 2 0 26 180 3:00 PM 0 1 0 4 0 1 1 4 2 0 0 6 3011007 0 6 2 20 0 2:45 PM 0 0 0 2 0 0 1 1 1 0 24 0 2:30 PM 0 4 0 4 0 1 0 7 0 0 0 2 1020005 0 14 10 110 0 2:15 PM 0 1 0 6 4 0 29 6 2 02:00 PM 0 9 0 36 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start CENTER DR DRIVEWAY STORM KING RD STORM KING RD 15-min TotalUTLTTHRTTHRT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 4 0 0 0 1 3 1 0 9 40000004 9 0 Peak Hr 12 13 0 2 27 0 0 0 0 0 0 0 0Count Total 23 24 0 6 53 0 0 0 00000008:45 AM 2 1 0 2 5 0 0 0 0 1 0 0 8:30 AM 2 4 0 2 8 0 0 0 0 0 0 0 0 3 1 0 8:15 AM 1 4 0 2 7 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 3 3 0 0 6 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 4 3 0 0 7 0 0 0 0 0 0 0 0 0 0 7 0 EB WB NB SB Total East 7:45 AM 4 3 0 0 7 0 0 0 ---HV%-0%7%-- 4 0 7:15 AM 3 3 0 0 6 0 0 0 0 0 0 0 0 West North South 7:00 AM 4 3 0 0 0 0 0 0 105 00001051970 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --1%-17%5%-10%1% Peak Hour All 0 12 167 263 0 0 0 0 0 0 1 0 1 27 01120000 6 592 0 HV 0 0 12 0 0 Count Total 0 17 253 0 0 0 181 158 0 11 883 0 94 540000180300241400 15 0 2 89 574 8:45 AM 0 2 33 0 23 0 0 0 0 0 133 592 8:30 AM 0 2 24 0 0 0 23 0 0 0 32 0 500213000 41 0 1 224 513 8:15 AM 0 3 42 0 85 0 0 0 0 0 128 343 8:00 AM 0 4 70 0 0 0 23 0 0 0 17 0 000275500 15 0 0 107 0 7:45 AM 0 5 24 0 27 0 0 0 0 0 54 0 7:30 AM 0 0 31 0 0 0 34 0 0 0 11 0 000171600 9 0 0 54 0 7:15 AM 0 0 10 0 13 0 0 0 0 07:00 AM 0 1 19 0 0 0 12 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start US 6 US 6 0 STORM KING RD 15-min TotalUTLTTHRT SB 1.8%0.66 TOTAL 4.6%0.66 TH RTUTLTTHRTUTLT WB 4.3%0.70 NB -- Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 6.7%0.60 Date: 03/03/2021 Peak Hour Count Period: 7:00 AM 9:00 AM 0 0 0 0 0 0 4 0 0 0 N STORM KING RD US 6 US 6 ST O R M K I N G RD US 6 592TEV: 0.66PHF: 6 10 5 11 1 20 9 0 197 105 302 2720 167 12179 111 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 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 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 27 0 Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One HourEastbound 0 0 0 1 0 10011200 5 0 1 53 0 Peak Hour 0 0 12 0 5 0 0 0 0 0Count Total 0 1 22 0 0 0 19 5 26000200001000 2 0 0 8 28 8:45 AM 0 0 2 0 2 0 0 0 0 0 7 27 8:30 AM 0 1 1 0 0 0 2 0 0 0 1 0 1002200 0 0 0 6 26 8:15 AM 0 0 1 0 0 0 0 0 0 0 7 27 8:00 AM 0 0 3 0 0 0 3 0 0 0 0 0 0003000 0 0 0 7 0 7:45 AM 0 0 4 0 0 0 0 0 0 0 6 0 7:30 AM 0 0 4 0 0 0 3 0 0 0 0 0 0002100 0 0 0 7 0 7:15 AM 0 0 3 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 4 0 0 0 3 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com to to Four-Hour Count Summaries Note: For all three-hour count summary, see next page. Total 0 1 1 3 5050000000Peak Hour 5 10 0 4 19 0 0 0 0 3 0 0 5:00 PM 1 3 0 1 5 0 0 0 0 0 0 0 0 1 1 0 4:45 PM 1 2 0 1 4 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 1 3 0 1 5 0 0 0 0 0 0 0 East West North South 4:15 PM 2 2 0 1 5 Total EB WB NB SB Total 4%0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB ---3%-0%--7%3%-- 0 0 469 0 HV 0 0 5 0 0 0 8 0 0 0 128 0 14001207300 469 Peak Hour All 0 7 127 0 0 0 0 0 0 43 4 0 0 19 0 HV%-0%4%- 5:00 PM 0 1 38 0 0 2 0 0 115 0 32 17 0 0 22 0 4 114034250004:45 PM 0 2 27 0 0 0 4 135 0 RT 4:15 PM 0 2 31 0 0 TH RT UT LT TH RT 0 2 105 0 LT 0 0 0 0 0 29 0 4:30 PM 0 2 31 0 0 Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One Hour 0 27 17 0 0 0 UT LT TH SB 2.8%0.76 TOTAL 4.1%0.87 Eastbound Westbound Northbound Southbound UT LT TH RT UT 0 27 14 0 0 34 0 4 0 WB 5.2%0.82 NB -- Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 3.7%0.86 Date: 03/03/2021 Peak Hour Count Period: 2:00 PM 6:00 PM 0 0 0 0 0 0 5 0 0 0 N STORM KING RD US 6 US 6 ST O R M K I N G RD US 6 469TEV: 0.87PHF: 14 12 8 14 2 80 0 73 120 193 2550 127 7134 134 0 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries Note: Four-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 2 0 0 6 1 1 2 2 0 1 1 3 1 0 1 22 50000005 22 0 Peak Hr 5 10 0 4 19 0 0 0 0 0 0 0 0Count Total 14 26 0 14 54 0 0 1 00000005:45 PM 1 3 0 0 4 0 0 0 0 0 0 0 5:30 PM 1 3 0 1 5 0 0 0 0 0 0 0 0 1 3 0 5:15 PM 1 1 0 0 2 0 0 0 0 0 0 0 0 0 1 0 5:00 PM 1 3 0 1 5 0 0 0 0 0 0 04:45 PM 1 2 0 1 4 0 0 0 0 1 0 0 4:30 PM 1 3 0 1 5 0 0 0 0 0 0 0 0 0 2 0 4:15 PM 2 2 0 1 5 0 0 0 0 0 0 0 0 0 2 0 4:00 PM 2 3 0 1 6 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 3:30 PM 0 2 0 2 4 0 0 0 0 0 0 0 0 1 6 0 3:15 PM 2 2 0 0 4 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 1 1 0 1 3 0 0 0 0 0 0 0 0 0 0 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 4 5 0 EB WB NB SB Total East 2:45 PM 0 1 0 0 1 0 0 0 ---HV%-0%4%-- 1 0 2:15 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 West North South 2:00 PM 1 0 0 0 0 0 0 0 128 0000120730 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --3%-0%4%-7%3% Peak Hour All 0 7 127 280 0 0 0 0 1 0 4 0 0 19 0820000 14 469 0 HV 0 0 5 0 0 Count Total 0 21 476 0 0 0 434 414 0 57 1,683 0 92 428000170100261700 18 0 3 98 450 5:45 PM 0 0 31 0 17 0 0 0 0 0 103 457 5:30 PM 0 1 31 0 0 0 28 0 0 0 24 0 400281300 43 0 4 135 469 5:15 PM 0 0 34 0 17 0 0 0 0 0 114 422 5:00 PM 0 1 38 0 0 0 32 0 0 0 22 0 400342500 29 0 2 105 386 4:45 PM 0 2 27 0 14 0 0 0 0 0 115 389 4:30 PM 0 2 31 0 0 0 27 0 0 0 34 0 400271700 23 0 5 88 373 4:15 PM 0 2 31 0 13 0 0 0 0 0 78 376 4:00 PM 0 1 20 0 0 0 26 0 0 0 20 0 30027900 29 0 4 108 401 3:45 PM 0 2 17 0 21 0 0 0 0 0 99 385 3:30 PM 0 3 34 0 0 0 17 0 0 1 14 0 100371800 16 0 4 91 374 3:15 PM 0 1 27 0 20 0 0 0 0 0 103 457 3:00 PM 0 1 22 0 0 0 28 0 0 0 21 0 400321500 26 0 5 92 0 2:45 PM 0 3 28 0 8 0 0 0 0 0 88 0 2:30 PM 0 1 29 0 0 0 23 0 0 0 18 0 000182500 60 0 9 174 0 2:15 PM 0 0 27 0 31 0 0 0 0 02:00 PM 0 1 49 0 0 0 24 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start US 6 US 6 0 STORM KING RD 15-min TotalUTLTTHRTTHRTUTLTTHRTUTLT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Four-Hour Count Summaries - Heavy Vehicles Four-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 2:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 19 0 Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One HourEastbound 0 0 0 4 0 0008200 13 0 1 54 0 Peak Hour 0 0 5 0 4 0 0 0 0 0Count Total 0 0 14 0 0 0 22 4 16000000003000 1 0 0 5 16 5:45 PM 0 0 1 0 0 0 0 0 0 0 2 16 5:30 PM 0 0 1 0 0 0 3 0 0 0 0 0 0001000 1 0 0 5 19 5:15 PM 0 0 1 0 1 0 0 0 0 0 4 20 5:00 PM 0 0 1 0 0 0 2 0 0 0 1 0 0002000 1 0 0 5 16 4:45 PM 0 0 1 0 0 0 0 0 0 0 5 15 4:30 PM 0 0 1 0 0 0 3 0 0 0 1 0 0001100 1 0 0 6 14 4:15 PM 0 0 2 0 0 0 0 0 0 0 0 11 4:00 PM 0 0 2 0 0 0 3 0 0 0 0 0 0000000 2 0 0 4 12 3:45 PM 0 0 0 0 1 0 0 0 0 0 4 8 3:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0001100 0 0 1 3 5 3:15 PM 0 0 2 0 0 0 0 0 0 0 1 7 3:00 PM 0 0 1 0 0 0 1 0 0 0 0 0 0001000 0 0 0 0 0 2:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 2:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0000000 4 0 0 5 0 2:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 2:00 PM 0 0 1 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start US 6 US 6 0 STORM KING RD 15-min Total Rolling One HourEastboundWestbound Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Date: 03/03/2021 Count Period: 7:00 AM to 9:00 AM HV %:PHF EB 5.1%0.63 WB 3.5%0.66 NB 5.3%0.93 SB 4.1%0.84 NEB --Peak Hour: 7:45 AM to 8:45 AM Peak Hour NWB 7.4%0.87 TOTAL 4.9%0.88 0 US 6 0 ME L R E Y R D 296 372 00 0 11 72 162 51 258 3510 78 47 4 116 13 1 0 ME L R E Y R D 0 US 6 1,339TEV: 0.88PHF: MEL REY RD US 6 N 57 0 35 6 0 33 01 23 3 23 073 12 1 68 4 67 0 0191421 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 886 1,087 1,266 1,339 1,326 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Two-Hour Count Summaries - Heavy Vehicles 0 0 0 43 45 60 66 68 0 0 Two-Hour Count Summaries - Bikes 0 0 0 0 0 0 0 0 0 0 TH RT UT HL Interval Start US 6 US 6 Eastbound Westbound LT BL LT TH MEL REY RD MEL REY RD I-70 WB RAMP RT HR UT LT 0 I-70 WB RAMP 15-min Total Rolling Northbound Southbound Northeastbound Northwestbound BR HR Hour 7:00 AM 0 2 11 0 15 4 1 3 0 One 16 2 0115261033 UT LT TH BR RT HR UT HL RT HR UT HL LT BLBRRTUTHLBLBRBLTH 15 2 10 1 33 0 0 116751015356 0 2 0 16131 181 7:15 AM 0 0 12 0 14 1 0 0 0 6 0 4 0 2000000 2 2 02 47 020109143 0 3 0 2 168 7:30 AM 0 2 14 0 0 0 0 0 0 2094200 36 0 248 7:45 AM 0 0 9 0 31 7 0 0 0 5 0 1363000011847123143098 81 8 0 17 289 8:00 AM 0 6 24 0 68 20 0 0 0 5 0 14 2 60000000301464113 0 14 5 4 382 8:15 AM 0 4 24 0 0 0 0 0 0 40206300801542006168213 74 0 0 8 0 181150153074314004216 42 3 67 0204814322 3 9 347 8:30 AM 0 1 15 0 20 10 0 0 0 1 0 13550000 1 23 321 8:45 AM 0 2 23 0 31 8 2 0 0 0 0 6 1 70000000201542028 0 16 5 4 276000001001730002614310052611162 4 144 367 75 363 01101827512218Count Total 0 17 132 0 253 68 47 78 13 1 2,212 Peak Hour All 0 11 72 0 162 51 4 0 33 0 83 18 3600000013001253619 HV 0 0 4 0 7 10 0 47 11 26 1,33900000019067211407323333230000116 0 0 0 00010401081057400134 0%-11%4%15%3%---1%6%5%8%0% 3 66 HV%-0%6%-4%8%0% 0 0 2 0 2 000 NB SB 1 0 0 2 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB NEB 20%-4%0%12%5%------5%-6%0% 0 0 0 1 0 01100000 South SE SW Total 7:00 AM 3 0 6 0 0 NEB NWB Total East West NorthNWBTotalEBWB 0 1 0 5 7:30 AM 4 4 3 0 0 0 0 0 2 0 2070000 0 0 0 0 7:15 AM 3 2 2 0 0 0 0 0 0 0 01120000 0 0 0 0 0 01120000 0 0 0 0 8:00 AM 2 1 7 1 0 0 0 0 0 0 01140000 0 0 0 0 7:45 AM 5 0 7 1 0 0 0 0 3 8:30 AM 3 4 9 1 0 0 0 0 0 0 34220000 0 1 0 3 8:15 AM 5 4 7 2 0 0 0 0 1 0 11180000 0 1 0 300010131600008:45 AM 3 1 6 3 0 0 0 0 5 0 7121110000Count Total 28 16 47 8 0 1 3 0 16 0 0 0 UT LT TH BR RT HR I-70 WB RAMP Peak Hr 15 9 30 5 0 0 1 0 6 UT LT BL TH BR RTUTHLLTTHRTHRUTHLLTBLTHRT US 6 MEL REY RD MEL REY RD I-70 WB RAMP 0 0 0 1 0 47660 7:15 AM 0 0 1 0 Hour 7:00 AM UT HL LT BL BR HRUTHLBLBRRTHR 15-min Total Rolling Eastbound Westbound Northbound Southbound Northeastbound Northwestbound OneInterval Start US 6 0 0011 10 1 0000130 0 0 7 12 0 00000100000000 7:30 AM 0 0 1 0 2 1 0 0 0 0 0 00000000000000020200 7:45 AM 0 0 1 0 2 2 0 0 0 0 0 1 0 00000000000000200 0 0 0 14 8:00 AM 0 0 0 0 0 0 0 0 0 101000041100000000 0 0 0 1100213200000 01 2 0000211 0 0 12 8:15 AM 0 0 3 0 1 1 0 0 0 1 0 000000010 22 8:30 AM 0 0 0 0 2 1 0 0 0 0 0 2 0 20000000101000131 0 0 1 18 8:45 AM 0 0 0 0 0 0 0 0 0 001000020300011200 0 0 0 3000201300010 04 0 1 1600010100000030 Count Total 0 1 6 0 15 6 0 0 0 4 111 Peak Hour 0 0 4 0 0 0 0 0 0 40700001561200135710 Interval Start US 6 US 6 MEL REY RD MEL REY RD I-70 WB RAMP I-70 WB RAMP 0 0 0 2 0 200000070010441081057 One UT 0 3 6640013 HL LT BL BR HR HourHLBLBRRT 15-min Total Rolling LT TH BR RT HR UT Eastbound Westbound UT 0 7:15 AM 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 0 000 HR UTLTBLTHBRRTUT 0 0 0 0 0 HL LT BL TH RT 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 0000 0 0 0 0 0000000 0 0 0 0 0 000 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0 00000000000000008:00 AM 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000 8:30 AM 0 0 0 0 0 0 0 0 0 0 000000000000000000000 0 0000000000000000000 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 00000 0 0 0000000000000000000000000000 0 0000000000000Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 00000000000 000000000000000000000000 0 1 0 0 1 1 0 0 0 0 0 0023010 Northbound Southbound Northeastbound Northwestbound 014 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 00000000 HL LT TH RT HR UT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Date: 03/03/2021 Count Period: 4:00 PM to 6:00 PM HV %:PHF EB 2.4%0.86 WB 2.8%0.96 NB 2.0%0.80 SB 0.8%0.85 NEB --Peak Hour: 5:00 PM to 6:00 PM Peak Hour NWB 2.9%0.79 TOTAL 2.2%0.86 0 US 6 0 ME L R E Y R D 375 291 10 0 9 90 126 150 363 3440 105 143 4 94 17 11 0 ME L R E Y R D 0 US 6 1,930TEV: 0.86PHF: MEL REY RD US 6 N 90 2 33 2 0 10 6 09 13 0 18 6 47 1 11 9 15 4 11 45 0 0191045 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 1,733 1,904 1,925 1,922 1,930 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Two-Hour Count Summaries - Heavy Vehicles 0 0 0 49 47 41 42 43 0 0 Two-Hour Count Summaries - Bikes 0 0 0 0 0 0 0 0 0 0 TH RT UT HL Interval Start US 6 US 6 Eastbound Westbound LT BL LT TH MEL REY RD MEL REY RD I-70 WB RAMP RT HR UT LT 0 I-70 WB RAMP 15-min Total Rolling Northbound Southbound Northeastbound Northwestbound BR HR Hour 4:00 PM 0 2 15 0 34 22 0 9 0 One 8 11 2166331550 UT LT TH BR RT HR UT HL RT HR UT HL LT BLBRRTUTHLBLBRBLTH 26 35 22 3 43 0 0 223192581982724 1 6 0 14305 393 4:15 PM 0 2 27 0 37 32 1 0 0 17 0 8 4 10000000 4 9 00 40 0002221347 0 21 3 7 434 4:30 PM 0 5 20 0 0 0 0 0 0 1101211000 41 0 454 4:45 PM 0 3 21 0 37 17 0 0 0 9 0 11510000012931303519002326 47 27 2 162 452 5:00 PM 0 3 20 0 36 50 1 0 0 10 0 11 6 6000000040181030108 0 16 4 14 564 5:15 PM 0 2 24 0 0 0 0 0 0 1508191003436490072035302 53 0 0 5 0 10272010631203333102042 33 25 49 0103134245 4 7 455 5:30 PM 0 2 21 0 22 33 0 0 0 14 0 51240000 2 105 451 5:45 PM 0 2 25 0 35 34 1 0 0 11 0 12 5 100000000501771598 0 13 9 14 460000001801074003225350022332248 11 872 268 202 360 05018824421640Count Total 0 21 173 0 269 240 143 105 17 9 3,663 Peak Hour All 0 9 90 0 126 150 4 0 105 0 97 39 770000001400978216 HV 0 0 3 0 3 58 0 46 22 45 1,930000000190454510047113010618600094 0 0 0 0000001006804300262 0%-1%6%0%2%---2%4%2%0%0% 1 43 HV%-0%3%-2%2%0% 0 0 0 0 2 200 NB SB 0 1 0 3 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB NEB 0%-4%9%2%2%------0%-0%2% 0 0 0 1 0 12120000 South SE SW Total 4:00 PM 1 3 6 0 0 NEB NWB Total East West NorthNWBTotalEBWB 0 0 0 0 4:30 PM 1 2 2 0 0 0 0 0 0 0 06190000 0 0 0 1 4:15 PM 6 2 5 0 0 0 0 0 0 0 1160000 0 0 0 2 0 10100000 0 3 0 7 5:00 PM 0 7 3 0 0 0 0 0 2 0 20120000 0 1 0 4 4:45 PM 4 2 5 1 0 0 3 0 10 5:30 PM 0 1 3 1 0 0 0 0 3 0 42130000 0 1 1 4 5:15 PM 4 1 6 0 0 0 0 0 1 1 0270000 0 5 0 1600050611300005:45 PM 5 1 6 0 0 0 0 0 14 1 1514920000Count Total 21 19 36 2 0 0 14 1 45 0 0 0 UT LT TH BR RT HR I-70 WB RAMP Peak Hr 9 10 18 1 0 0 10 1 34 UT LT BL TH BR RTUTHLLTTHRTHRUTHLLTBLTHRT US 6 MEL REY RD MEL REY RD I-70 WB RAMP 0 0 0 11 1 115430 4:15 PM 0 0 1 0 Hour 4:00 PM UT HL LT BL BR HRUTHLBLBRRTHR 15-min Total Rolling Eastbound Westbound Northbound Southbound Northeastbound Northwestbound OneInterval Start US 6 0 0000 12 0 0000200 1 3 19 6 0 10000100000000 4:30 PM 0 0 0 0 0 1 0 0 0 1 0 10000001000200220410 4:45 PM 0 0 1 0 3 0 0 0 0 0 0 0 0 10000000000000200 0 0 0 12 5:00 PM 0 0 0 0 0 0 0 0 0 001000030100000110 0 0 0 0100210000015 01 2 0001000 0 0 10 5:15 PM 0 0 2 0 1 1 0 0 0 0 0 000000000 13 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 00000000000000220 0 1 1 7 5:45 PM 0 0 1 0 0 0 0 0 0 000100010100001000 0 0 0 0100140220000 01 0 0 1300000100000010 Count Total 0 0 5 0 11 5 0 0 3 6 92 Peak Hour 0 0 3 0 0 0 0 0 0 2011000150700039610 Interval Start US 6 US 6 MEL REY RD MEL REY RD I-70 WB RAMP I-70 WB RAMP 0 0 0 0 0 21000004000002006803 One UT 2 1 4330026 HL LT BL BR HR HourHLBLBRRT 15-min Total Rolling LT TH BR RT HR UT Eastbound Westbound UT 0 4:15 PM 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 0 000 HR UTLTBLTHBRRTUT 0 0 0 0 0 HL LT BL TH RT 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0 0 0 0000000 0 0 0 0 0 000 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0 00000000000000005:00 PM 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000 5:30 PM 0 0 0 0 0 0 0 0 0 0 000000000000000000000 0 0000000000000000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 00000 0 0 0000000000000000000000000000 0 0000000000000Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 00000000000 000000000000000000000000 0 0 0 0 1 0 0 0 1 1 1 0032010 Northbound Southbound Northeastbound Northwestbound 014 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 00000000 HL LT TH RT HR UT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Date: 10/20/2022 Count Period: 7:00 AM to 9:00 AM HV %:PHF EB 6.1%0.72 WB 6.0%0.78 NB 5.5%0.87 SB 3.6%0.77 NEB --Peak Hour: 7:30 AM to 8:30 AM Peak Hour NWB 4.4%0.74 TOTAL 5.4%0.88 0 Hwy 6 0 Me l R a y R d 328 260 00 0 7 98 178 45 300 4700 51 36 5 197 11 1 0 Mi d l a n d A v e 0 Hwy 6 1,705TEV: 0.88PHF: Midland Ave Hwy 6 N 71 2 60 7 0 76 01 15 5 33 6 14 4 13 9 11 0 6 77 0 026630 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 1,250 1,539 1,705 1,620 1,383 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Two-Hour Count Summaries - Heavy Vehicles 0 0 0 63 74 92 87 90 0 0 Two-Hour Count Summaries - Bikes 0 0 0 0 0 0 0 0 0 0 TH RT UT HL Interval Start Hwy 6 Hwy 6 Eastbound Westbound LT BL LT TH Midland Ave Mel Ray Rd I70 Westbound Ramp RT HR UT LT 0 I70 Westbound Ramp 15-min Total Rolling Northbound Southbound Northeastbound Northwestbound BR HR Hour 7:00 AM 0 2 12 0 16 4 0 5 0 One 19 8 101723944 UT LT TH BR RT HR UT HL RT HR UT HL LT BLBRRTUTHLBLBRBLTH 19 4 4 0 41 0 0 4206520182012 0 5 0 22121 194 7:15 AM 0 1 16 0 25 4 0 0 0 4 0 0 0 1000000 4 0 02 94 000686166 0 3 2 0 204 7:30 AM 0 1 17 0 0 0 0 0 0 80114200 85 0 386 7:45 AM 0 1 24 0 41 5 0 0 0 61 2 91200000130299257104112 42 33 0 38 466 8:00 AM 0 2 27 0 74 11 2 0 0 30 0 16 3 10000000602964035 1 8 5 2 483 8:15 AM 0 3 30 0 0 0 0 0 0 500157000422489009576122 68 0 0 6 0 1111204142103822203112 30 19 55 010227140 4 2 370 8:30 AM 1 0 24 0 35 12 0 0 0 13 0 15520000 1 27 301 8:45 AM 0 1 16 0 19 9 1 0 0 10 0 10 5 00000000501561029 0 8 6 0 2290000080184200271133004104173 2 235 255 127 509 090268579116Count Total 1 11 166 0 273 74 36 51 11 1 2,633 Peak Hour All 0 7 98 0 178 45 5 0 184 3 69 29 600000004401405212 HV 0 0 5 0 8 154 3 48 16 5 1,70500000026077306014415576336000197 0 0 0 000103100119217710755 0%-8%6%3%5%---4%14%10%0%0% 0 92 HV%-0%5%-4%16%20% 0 0 3 1 2 400 NB SB 0 2 0 4 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB NEB 2%33%4%25%0%5%------4%-4%3% 0 0 0 0 0 2090000 South SE SW Total 7:00 AM 1 2 5 1 0 NEB NWB Total East West NorthNWBTotalEBWB 0 2 0 3 7:30 AM 5 3 11 1 0 0 0 0 0 0 10120000 0 0 0 0 7:15 AM 4 2 5 1 0 0 0 0 0 0 02220000 0 0 0 0 0 03200000 0 1 0 6 8:00 AM 3 2 10 2 0 0 0 0 1 0 40200000 0 0 0 0 7:45 AM 5 4 9 2 0 0 0 0 2 8:30 AM 7 2 7 1 0 0 0 0 0 0 25300000 0 0 0 1 8:15 AM 7 9 9 0 0 0 0 0 0 0 10170000 0 3 0 500010102300008:45 AM 3 1 17 2 0 0 0 0 2 0 11101530000Count Total 35 25 73 10 0 0 8 0 21 0 0 0 UT LT TH BR RT HR I70 Westbound Ramp Peak Hr 20 18 39 5 0 0 1 0 8 UT LT BL TH BR RTUTHLLTTHRTHRUTHLLTBLTHRT Hwy 6 Midland Ave Mel Ray Rd I70 Westbound Ramp 0 0 0 1 0 610920 7:15 AM 0 0 2 0 Hour 7:00 AM UT HL LT BL BR HRUTHLBLBRRTHR 15-min Total Rolling Eastbound Westbound Northbound Southbound Northeastbound Northwestbound OneInterval Start Hwy 6 0 0020 9 5 0002010 0 0 12 22 1 00000000000000 7:30 AM 0 0 1 0 3 1 0 0 0 0 0 00100000000000320020 7:45 AM 0 0 2 0 2 1 0 0 0 0 1 0 1 00000000001000510 0 0 0 20 8:00 AM 0 0 0 0 0 0 0 0 0 001000041200120200 0 0 0 1000201120020 02 3 0101520 1 0 20 8:15 AM 0 0 2 0 2 3 0 0 0 2 0 010000070 30 8:30 AM 0 0 1 0 5 1 0 0 0 1 0 2 2 00000000000000240 0 0 0 17 8:45 AM 0 0 1 0 0 0 0 0 0 001000021300020000 0 0 0 2100852200000 01 0 0 2300000000000020 Count Total 0 0 9 0 16 10 1 0 4 0 153 Peak Hour 0 0 5 0 0 0 0 0 0 306210021523001135600 Interval Start Hwy 6 Hwy 6 Midland Ave Mel Ray Rd I70 Westbound Ramp I70 Westbound Ramp 0 0 0 3 1 2100000170010350011928 One UT 4 0 9271075 HL LT BL BR HR HourHLBLBRRT 15-min Total Rolling LT TH BR RT HR UT Eastbound Westbound UT 0 7:15 AM 0 0 0 0 0 0 0 7:00 AM 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 0 000 HR UTLTBLTHBRRTUT 0 0 0 0 0 HL LT BL TH RT 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 0000 0 0 0 0 0000000 0 0 0 0 0 000 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0 00000000000000008:00 AM 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000 8:30 AM 0 0 0 0 0 0 0 0 0 0 000000000000000000000 0 0000000000000000000 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 00000 0 0 0000000000000000000000000000 0 0000000000000Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 00000000000 000000000000000000000000 0 0 0 0 1 0 0 0 2 0 0 0013010 Northbound Southbound Northeastbound Northwestbound 124 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 00000000 HL LT TH RT HR UT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Date: 10/20/2022 Count Period: 4:00 PM to 6:00 PM HV %:PHF EB 3.7%0.84 WB 1.4%0.83 NB 2.9%0.84 SB 2.8%0.89 NEB --Peak Hour: 4:30 PM to 5:30 PM Peak Hour NWB 0.0%0.88 TOTAL 2.5%0.91 0 Hwy 6 0 Me l R a y R d 437 460 00 0 8 115 151 163 415 4130 108 139 3 154 11 8 0 Mi d l a n d A v e 0 Hwy 6 2,225TEV: 0.91PHF: Midland Ave Hwy 6 N 1, 0 1 2 43 7 0 77 00 26 4 26 8 40 3 17 7 13 4 20 59 0 0242074 Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com www.idaxdata.com Two-Hour Count Summaries 0 0 0 1,949 2,066 2,225 2,216 2,191 0 0 0 0 Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Two-Hour Count Summaries - Heavy Vehicles 0 0 0 63 62 56 43 41 0 0 Two-Hour Count Summaries - Bikes 0 0 0 0 0 0 0 0 0 0 TH RT UT HL Interval Start Hwy 6 Hwy 6 Eastbound Westbound LT BL LT TH Midland Ave Mel Ray Rd I70 Westbound Ramp RT HR UT LT 0 I70 Westbound Ramp 15-min Total Rolling Northbound Southbound Northeastbound Northwestbound BR HR Hour 4:00 PM 0 2 20 0 31 31 0 7 0 One 20 11 4082442364 UT LT TH BR RT HR UT HL RT HR UT HL LT BLBRRTUTHLBLBRBLTH 32 25 20 3 54 0 0 528202180785627 0 6 0 16313 457 4:15 PM 0 1 14 0 27 24 1 0 0 15 0 16 6 1000000 7 1 00 66 0104821353 1 13 18 3 452 4:30 PM 0 3 26 0 0 0 0 0 0 2001417200 60 0 512 4:45 PM 0 0 26 0 29 37 0 0 0 18 0 18176000008869213834102524 55 13 0 107 528 5:00 PM 0 2 40 0 38 50 0 0 0 15 1 20 14 2000000070161630100 0 14 7 0 574 5:15 PM 0 3 23 0 0 0 0 0 0 18015154005317630064353263 79 0 0 5 0 12162010887264642103841 60 18 54 0002745159 10 0 611 5:30 PM 0 3 24 0 41 43 0 0 0 22 1 162670000 0 92 503 5:45 PM 0 1 17 0 33 38 1 0 0 15 0 10 8 100000012011144098 1 10 12 1 5030000010081820051126900122842396 0 753 475 157 509 05026927120337Count Total 0 15 190 0 283 299 139 108 11 0 4,140 Peak Hour All 0 8 115 0 151 163 3 0 133 4 117 82 9000000150011213432 HV 0 1 5 0 8 73 2 68 38 3 2,225000000240597420040326477268000154 0 0 0 00020210012953200123 0%-3%3%6%1%---1%1%3%0%- 0 56 HV%-13%4%-5%1%0% 0 0 0 0 0 000 NB SB 0 1 0 4 Interval Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Start EB WB NB SB NEB 0%0%0%0%0%3%------8%-3%1% 0 0 0 0 0 31130000 South SE SW Total 4:00 PM 3 2 5 2 0 NEB NWB Total East West NorthNWBTotalEBWB 0 1 0 3 4:30 PM 7 2 8 1 0 0 0 0 0 0 22190000 0 5 0 21 4:15 PM 3 4 9 1 0 0 0 0 5 0 110180000 0 0 0 0 0 40120000 0 4 0 9 5:00 PM 2 1 8 1 0 0 0 0 2 0 30130000 0 2 0 6 4:45 PM 3 2 7 1 0 0 1 0 4 5:30 PM 1 0 3 0 0 0 0 0 1 0 20130000 0 1 0 3 5:15 PM 4 1 6 2 0 0 0 0 1 0 1150000 0 1 0 900040431100005:45 PM 3 2 3 0 0 0 0 0 13 0 3071040000Count Total 26 14 49 8 0 0 16 0 59 0 0 0 UT LT TH BR RT HR I70 Westbound Ramp Peak Hr 16 6 29 5 0 0 12 0 40 UT LT BL TH BR RTUTHLLTTHRTHRUTHLLTBLTHRT Hwy 6 Midland Ave Mel Ray Rd I70 Westbound Ramp 0 0 0 8 0 200560 4:15 PM 0 0 0 0 Hour 4:00 PM UT HL LT BL BR HRUTHLBLBRRTHR 15-min Total Rolling Eastbound Westbound Northbound Southbound Northeastbound Northwestbound OneInterval Start Hwy 6 0 0001 13 1 0001100 1 0 19 18 1 00000001001000 4:30 PM 0 1 3 0 3 0 0 0 0 0 0 11000002000120241210 4:45 PM 0 0 0 0 2 1 0 0 0 0 0 0 0 00000000001000313 0 0 0 13 5:00 PM 0 0 1 0 0 0 0 0 0 000000031100100200 0 1 0 0000511100001 02 0 0000010 0 0 12 5:15 PM 0 0 1 0 2 1 0 0 0 0 0 000000010 13 5:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 00000000001100240 0 0 0 5 5:45 PM 0 0 0 0 0 0 0 0 0 100000010200000000 0 0 0 0200020300000 00 0 0 1100020100000010 Count Total 0 1 8 0 13 4 0 0 1 0 104 Peak Hour 0 1 5 0 0 0 0 0 0 3023000176900314720 Interval Start Hwy 6 Hwy 6 Midland Ave Mel Ray Rd I70 Westbound Ramp I70 Westbound Ramp 0 0 0 0 0 010000030020230012958 One UT 0 0 5620012 HL LT BL BR HR HourHLBLBRRT 15-min Total Rolling LT TH BR RT HR UT Eastbound Westbound UT 0 4:15 PM 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0000000 0 0 0 0 0 0 0 0 0 0 0 000 HR UTLTBLTHBRRTUT 0 0 0 0 0 HL LT BL TH RT 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0 0 0 0000000 0 0 0 0 0 000 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 0 0 0 00000000000000005:00 PM 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000 5:30 PM 0 0 0 0 0 0 0 0 0 0 000000000000000000000 0 0000000000000000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 00000 0 0 0000000000000000000000000000 0 0000000000000Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 00000000000 000000000000000000000000 0 0 2 0 0 1 0 0 0 1 1 0031010 Northbound Southbound Northeastbound Northwestbound 017 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 00000000 HL LT TH RT HR UT Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX B Future Traffic Projections CDOT OTIS: Glenwood Business Center ROUTE REFPT ENDREFPT LENGTH UPDATEYR AADT YR20FACTOR Growth Rate %DHV DD LOCATION 006K 0 0.338 0.314 2021 11000 1.15 0.70%9.5 54 ON SH 6 WEST ST W/O SH 82 GLENWOOD SPRINGS Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX C Trip Generation Worksheets Project Subject Designed by Date Job No. Checked by Date Sheet No. of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Warehousing (150) Independent Variable - 1000 Square Feet Gross Floor Feet (X) Gross Floor Area =67,950 X =68.0 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (100 Series Page 96) Directional Distribution: 77% ent. 23%exit. T = 0.17 (X)T =12 Average Vehicle Trip Ends T = 0.17 *67.95 9 entering 3 exiting 9 + 3 (*) =12 (*) TRIP END WAS CHANGED BY 1 TO SATISFY THE TOTAL Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (100 Series Page 97) Directional Distribution: 28% ent. 72%exit. T = 0.18 (X)T =13 Average Vehicle Trip Ends T = 0.18 *67.95 4 entering 9 exiting 4 + 9 =13 Weekday (100 Series Page 95) Directional Distribution: 50% entering, 50% exiting T = 1.71 (X)T =118 Average Vehicle Trip Ends T = 1.71 *67.95 59 entering 59 exiting 59 + 59 = 118 Trip Generation for Warehousing Glenwood Business Center MAG February 09, 2023 096671009 Project Subject Designed by Date Job No. Checked by Date Sheet No. of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Mini-Warehouse (151) Independent Variable - 1000 Square Feet Gross Floor Feet (X) Gross Floor Area =97,750 X =97.8 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Page 111) Weekday Average Directional Distribution: 59% ent. 41%exit. T = 0.09 (X)T = 9 Average Vehicle Trip Ends T = 0.09 *97.75 5 entering 4 exiting 5 + 4 (*) =9 (*) TRIP END WAS CHANGED BY 1 TO SATISFY THE TOTAL Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (Page 112) Weekday Average Directional Distribution: 47% ent. 53%exit. T = 0.15 (X)T =15 Average Vehicle Trip Ends T = 0.15 *97.75 7 entering 8 exiting 7 + 8 =15 Weekday Daily (Page 110) Weekday Average Directional Distribution: 50% entering, 50% exiting T = 1.45 (X)T =142 Average Vehicle Trip Ends T = 1.45 *97.75 71 entering 71 exiting 71 + 71 = 142 Trip Generation for Mini Warehouse Glenwood Business Center MAG February 09, 2023 096671009 Project Subject Designed by Date Job No. Checked by Date Sheet No.of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Multifamily Housing (Low-Rise) (220) Independent Variable - Dwelling Units (X) X = 3 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (200 Series Page 255) Average Weekday Directional Distribution: 24% ent. 76%exit. (T) = 0.40 (X)T = 1 Average Vehicle Trip Ends (T) = 0.40 *(3.0)0 entering 1 exiting 0 + 1 = 1 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (200 Series Page 256) Average Weekday Directional Distribution: 63% ent. 37%exit. (T) = 0.51(X)T = 2 Average Vehicle Trip Ends (T) = 0.51 *(3.0)1 entering 1 exiting 1 + 1 = 2 Weekday (200 Series Page 254) Average Weekday Directional Distribution: 50% entering, 50% exiting (T) = 6.74 (X)T =22 Average Vehicle Trip Ends (T) = 6.74 *(3.0)11 entering 11 exiting 11 + 11 = 22 Glenwood Business Center Trip Generation for Multifamily Housing (Low-Rise) MAG February 09, 2023 096671009 Project Subject Designed by Date Job No. Checked by Date Sheet No.of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rates Land Use Code - General Office Building (710) Independent Variable - 1000 Square Feet (X) SF = X =35.175 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (700 Series Page 710) Directional Distribution:88% ent. 12%exit. (T) = 1.52 (X)T =53 Average Vehicle Trip Ends (T) = 1.52 *(35.2)47 entering 6 exiting 47 + 6 =53 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (700 Series Page 711) Directional Distribution:17% ent. 83%exit. (T) = 1.44 (X)T =51 Average Vehicle Trip Ends (T) = 1.44 *(35.2)9 entering 42 exiting 9 +42 =51 Weekday (700 Series Page 709) Directional Distribution:50% ent. 50%exit. (T) = 10.84 (X)T =382 Average Vehicle Trip Ends (T) = 10.84 *(35.2)191 entering 191 exiting 191 +191 =382 35,175 Glenwood Business Center Trip Generation for General Office Building MAG February 09, 2023 096671009 1 1 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX D Intersection Analysis Worksheets HCM 6th TWSC 2023 Existing AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 25 42 48 21 17 21 Future Vol, veh/h 25 42 48 21 17 21 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 32 53 61 27 22 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 88 0 216 63 Stage 1 - - -- 62 - Stage 2 - - -- 154 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1508 - 772 1002 Stage 1 - - -- 961 - Stage 2 - - -- 874 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1504 - 734 998 Mov Cap-2 Maneuver - - -- 734 - Stage 1 - - -- 958 - Stage 2 - - -- 834 - Approach EB WB NB HCM Control Delay, s 0 5.2 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)860 - - 1504 - HCM Lane V/C Ratio 0.056 - - 0.04 - HCM Control Delay (s)9.4 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2023 Existing PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 37 24 25 26 29 16 Future Vol, veh/h 37 24 25 26 29 16 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 44 28 29 31 34 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 75 0 155 62 Stage 1 - - -- 61 - Stage 2 - - -- 94 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1512 - 832 997 Stage 1 - - -- 957 - Stage 2 - - -- 925 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1508 - 809 993 Mov Cap-2 Maneuver - - -- 809 - Stage 1 - - -- 954 - Stage 2 - - -- 902 - Approach EB WB NB HCM Control Delay, s 0 3.6 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)866 - - 1508 - HCM Lane V/C Ratio 0.061 - - 0.02 - HCM Control Delay (s)9.4 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2025 Background AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 25 43 49 21 17 21 Future Vol, veh/h 25 43 49 21 17 21 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 32 54 62 27 22 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 89 0 218 63 Stage 1 - - -- 62 - Stage 2 - - -- 156 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1506 - 770 1002 Stage 1 - - -- 961 - Stage 2 - - -- 872 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1502 - 732 998 Mov Cap-2 Maneuver - - -- 732 - Stage 1 - - -- 958 - Stage 2 - - -- 831 - Approach EB WB NB HCM Control Delay, s 0 5.3 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)858 - - 1502 - HCM Lane V/C Ratio 0.056 - - 0.041 - HCM Control Delay (s)9.4 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2025 Background PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 38 24 25 26 29 16 Future Vol, veh/h 38 24 25 26 29 16 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 45 28 29 31 34 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 76 0 156 63 Stage 1 - - -- 62 - Stage 2 - - -- 94 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1510 - 831 996 Stage 1 - - -- 956 - Stage 2 - - -- 925 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1506 - 808 992 Mov Cap-2 Maneuver - - -- 808 - Stage 1 - - -- 953 - Stage 2 - - -- 902 - Approach EB WB NB HCM Control Delay, s 0 3.6 9.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)865 - - 1506 - HCM Lane V/C Ratio 0.061 - - 0.02 - HCM Control Delay (s)9.4 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2025 Total AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 28 46 49 22 18 21 Future Vol, veh/h 28 46 49 22 18 21 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 35 58 62 28 23 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 96 0 224 68 Stage 1 - - -- 67 - Stage 2 - - -- 157 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1498 - 764 995 Stage 1 - - -- 956 - Stage 2 - - -- 871 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1494 - 726 991 Mov Cap-2 Maneuver - - -- 726 - Stage 1 - - -- 953 - Stage 2 - - -- 830 - Approach EB WB NB HCM Control Delay, s 0 5.2 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)848 - - 1494 - HCM Lane V/C Ratio 0.058 - - 0.042 - HCM Control Delay (s)9.5 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2025 Total PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 39 25 25 29 32 16 Future Vol, veh/h 39 25 25 29 32 16 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 46 29 29 34 38 19 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 78 0 161 65 Stage 1 - - -- 64 - Stage 2 - - -- 97 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1508 - 825 993 Stage 1 - - -- 954 - Stage 2 - - -- 922 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1504 - 802 989 Mov Cap-2 Maneuver - - -- 802 - Stage 1 - - -- 951 - Stage 2 - - -- 899 - Approach EB WB NB HCM Control Delay, s 0 3.4 9.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)856 - - 1504 - HCM Lane V/C Ratio 0.066 - - 0.02 - HCM Control Delay (s)9.5 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2045 Background AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 29 49 56 24 20 24 Future Vol, veh/h 29 49 56 24 20 24 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 37 62 71 30 25 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 102 0 248 72 Stage 1 - - -- 71 - Stage 2 - - -- 177 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1490 - 740 990 Stage 1 - - -- 952 - Stage 2 - - -- 854 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1486 - 698 986 Mov Cap-2 Maneuver - - -- 698 - Stage 1 - - -- 949 - Stage 2 - - -- 808 - Approach EB WB NB HCM Control Delay, s 0 5.3 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)830 - - 1486 - HCM Lane V/C Ratio 0.067 - - 0.048 - HCM Control Delay (s)9.6 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2045 Background PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 43 28 29 30 34 19 Future Vol, veh/h 43 28 29 30 34 19 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 51 33 34 35 40 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 87 0 179 72 Stage 1 - - -- 71 - Stage 2 - - -- 108 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1496 - 806 985 Stage 1 - - -- 947 - Stage 2 - - -- 911 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1492 - 781 981 Mov Cap-2 Maneuver - - -- 781 - Stage 1 - - -- 944 - Stage 2 - - -- 885 - Approach EB WB NB HCM Control Delay, s 0 3.7 9.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)843 - - 1492 - HCM Lane V/C Ratio 0.074 - - 0.023 - HCM Control Delay (s)9.6 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.1 - HCM 6th TWSC 2045 Total AM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 32 52 56 25 21 24 Future Vol, veh/h 32 52 56 25 21 24 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 66 71 32 27 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 110 0 256 78 Stage 1 - - -- 77 - Stage 2 - - -- 179 - Critical Hdwy -- 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - -- 5.42 - Critical Hdwy Stg 2 - - -- 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1480 - 733 983 Stage 1 - - -- 946 - Stage 2 - - -- 852 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1476 - 691 979 Mov Cap-2 Maneuver - - -- 691 - Stage 1 - - -- 943 - Stage 2 - - -- 806 - Approach EB WB NB HCM Control Delay, s 0 5.2 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)820 - - 1476 - HCM Lane V/C Ratio 0.069 - - 0.048 - HCM Control Delay (s)9.7 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.2 - - 0.2 - HCM 6th TWSC 2045 Total PM 1: Storm King Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 44 29 29 33 37 19 Future Vol, veh/h 44 29 29 33 37 19 Conflicting Peds, #/hr 0 3 3 0 5 1 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, %0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 52 34 34 39 44 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 89 0 184 73 Stage 1 - - -- 72 - Stage 2 - - -- 112 - Critical Hdwy -- 4.14 - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy - - 2.236 - 3.536 3.336 Pot Cap-1 Maneuver - - 1494 - 801 983 Stage 1 - - -- 946 - Stage 2 - - -- 908 - Platoon blocked, % - - - Mov Cap-1 Maneuver -- 1490 - 776 979 Mov Cap-2 Maneuver - - -- 776 - Stage 1 - - -- 943 - Stage 2 - - -- 883 - Approach EB WB NB HCM Control Delay, s 0 3.5 9.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)835 - - 1490 - HCM Lane V/C Ratio 0.079 - - 0.023 - HCM Control Delay (s)9.7 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh)0.3 - - 0.1 - HCM 6th AWSC 2023 Existing AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 22 37 41 22 7 33 13 20 5 31 1 Future Vol, veh/h 1 22 37 41 22 7 33 13 20 5 31 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 31 51 57 31 10 46 18 28 7 43 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8.1 8 7.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 2% 59% 14% Vol Thru, %20% 37% 31% 84% Vol Right, %30% 62% 10% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 66 60 70 37 LT Vol 33 1 41 5 Through Vol 13 22 22 31 RT Vol 20 37 7 1 Lane Flow Rate 92 83 97 51 Geometry Grp 1 1 1 1 Degree of Util (X)0.112 0.095 0.121 0.065 Departure Headway (Hd)4.402 4.092 4.493 4.538 Convergence, Y/N Yes Yes Yes Yes Cap 817 878 800 792 Service Time 2.414 2.104 2.506 2.551 HCM Lane V/C Ratio 0.113 0.095 0.121 0.064 HCM Control Delay 8 7.5 8.1 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.3 0.4 0.2 HCM 6th AWSC 2023 Existing PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 22 26 35 35 9 33 51 34 4 18 5 Future Vol, veh/h 1 22 26 35 35 9 33 51 34 4 18 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 23 27 36 36 9 34 53 35 4 19 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.4 7.9 7.9 7.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %28% 2% 44% 15% Vol Thru, %43% 45% 44% 67% Vol Right, %29% 53% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 118 49 79 27 LT Vol 33 1 35 4 Through Vol 51 22 35 18 RT Vol 34 26 9 5 Lane Flow Rate 122 51 81 28 Geometry Grp 1 1 1 1 Degree of Util (X)0.14 0.058 0.098 0.034 Departure Headway (Hd)4.151 4.129 4.339 4.364 Convergence, Y/N Yes Yes Yes Yes Cap 852 872 814 825 Service Time 2.235 2.131 2.43 2.366 HCM Lane V/C Ratio 0.143 0.058 0.1 0.034 HCM Control Delay 7.9 7.4 7.9 7.5 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.2 0.3 0.1 HCM 6th AWSC 2025 Background AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 22 38 42 22 7 33 13 20 5 31 1 Future Vol, veh/h 1 22 38 42 22 7 33 13 20 5 31 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 31 53 58 31 10 46 18 28 7 43 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8.1 8 7.9 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 2% 59% 14% Vol Thru, %20% 36% 31% 84% Vol Right, %30% 62% 10% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 66 61 71 37 LT Vol 33 1 42 5 Through Vol 13 22 22 31 RT Vol 20 38 7 1 Lane Flow Rate 92 85 99 51 Geometry Grp 1 1 1 1 Degree of Util (X)0.112 0.096 0.123 0.065 Departure Headway (Hd)4.408 4.09 4.497 4.544 Convergence, Y/N Yes Yes Yes Yes Cap 816 879 800 791 Service Time 2.419 2.102 2.509 2.557 HCM Lane V/C Ratio 0.113 0.097 0.124 0.064 HCM Control Delay 8 7.5 8.1 7.9 HCM Lane LOS A A A A HCM 95th-tile Q 0.4 0.3 0.4 0.2 HCM 6th AWSC 2025 Background PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 22 26 35 35 9 33 52 34 4 18 5 Future Vol, veh/h 1 22 26 35 35 9 33 52 34 4 18 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 23 27 36 36 9 34 54 35 4 19 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.4 7.9 7.9 7.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %28% 2% 44% 15% Vol Thru, %44% 45% 44% 67% Vol Right, %29% 53% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 119 49 79 27 LT Vol 33 1 35 4 Through Vol 52 22 35 18 RT Vol 34 26 9 5 Lane Flow Rate 123 51 81 28 Geometry Grp 1 1 1 1 Degree of Util (X)0.141 0.058 0.098 0.034 Departure Headway (Hd)4.152 4.131 4.341 4.365 Convergence, Y/N Yes Yes Yes Yes Cap 851 872 814 825 Service Time 2.236 2.133 2.432 2.367 HCM Lane V/C Ratio 0.145 0.058 0.1 0.034 HCM Control Delay 7.9 7.4 7.9 7.5 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.2 0.3 0.1 HCM 6th AWSC 2025 Total AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 23 42 42 28 7 51 13 20 5 31 1 Future Vol, veh/h 1 23 42 42 28 7 51 13 20 5 31 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 32 58 58 39 10 71 18 28 7 43 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.7 8.3 8.3 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %61% 2% 55% 14% Vol Thru, %15% 35% 36% 84% Vol Right, %24% 64% 9% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 84 66 77 37 LT Vol 51 1 42 5 Through Vol 13 23 28 31 RT Vol 20 42 7 1 Lane Flow Rate 117 92 107 51 Geometry Grp 1 1 1 1 Degree of Util (X)0.146 0.106 0.136 0.066 Departure Headway (Hd)4.508 4.159 4.567 4.614 Convergence, Y/N Yes Yes Yes Yes Cap 797 863 787 778 Service Time 2.525 2.175 2.582 2.634 HCM Lane V/C Ratio 0.147 0.107 0.136 0.066 HCM Control Delay 8.3 7.7 8.3 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.4 0.5 0.2 HCM 6th AWSC 2025 Total PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 28 44 35 37 9 39 52 34 4 18 5 Future Vol, veh/h 1 28 44 35 37 9 39 52 34 4 18 5 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 29 45 36 38 9 40 54 35 4 19 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8 8.1 7.6 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %31% 1% 43% 15% Vol Thru, %42% 38% 46% 67% Vol Right, %27% 60% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 125 73 81 27 LT Vol 39 1 35 4 Through Vol 52 28 37 18 RT Vol 34 44 9 5 Lane Flow Rate 129 75 84 28 Geometry Grp 1 1 1 1 Degree of Util (X)0.154 0.086 0.104 0.034 Departure Headway (Hd)4.316 4.109 4.474 4.434 Convergence, Y/N Yes Yes Yes Yes Cap 836 875 804 810 Service Time 2.316 2.12 2.483 2.446 HCM Lane V/C Ratio 0.154 0.086 0.104 0.035 HCM Control Delay 8.1 7.5 8 7.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.3 0.3 0.1 HCM 6th AWSC 2045 Background AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 26 43 48 26 8 38 15 23 6 36 1 Future Vol, veh/h 1 26 43 48 26 8 38 15 23 6 36 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 36 60 67 36 11 53 21 32 8 50 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.7 8.4 8.2 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %50% 1% 59% 14% Vol Thru, %20% 37% 32% 84% Vol Right, %30% 61% 10% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 76 70 82 43 LT Vol 38 1 48 6 Through Vol 15 26 26 36 RT Vol 23 43 8 1 Lane Flow Rate 106 97 114 60 Geometry Grp 1 1 1 1 Degree of Util (X)0.132 0.113 0.144 0.077 Departure Headway (Hd)4.486 4.17 4.567 4.633 Convergence, Y/N Yes Yes Yes Yes Cap 801 860 787 775 Service Time 2.504 2.189 2.586 2.653 HCM Lane V/C Ratio 0.132 0.113 0.145 0.077 HCM Control Delay 8.2 7.7 8.4 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.4 0.5 0.2 HCM 6th AWSC 2045 Background PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 26 30 41 41 10 38 59 40 5 21 6 Future Vol, veh/h 1 26 30 41 41 10 38 59 40 5 21 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 27 31 42 42 10 39 61 41 5 22 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.5 8.1 8.2 7.6 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %28% 2% 45% 16% Vol Thru, %43% 46% 45% 66% Vol Right, %29% 53% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 137 57 92 32 LT Vol 38 1 41 5 Through Vol 59 26 41 21 RT Vol 40 30 10 6 Lane Flow Rate 141 59 95 33 Geometry Grp 1 1 1 1 Degree of Util (X)0.169 0.069 0.119 0.041 Departure Headway (Hd)4.3 4.209 4.501 4.442 Convergence, Y/N Yes Yes Yes Yes Cap 839 853 799 808 Service Time 2.3 2.223 2.515 2.457 HCM Lane V/C Ratio 0.168 0.069 0.119 0.041 HCM Control Delay 8.2 7.5 8.1 7.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.2 0.4 0.1 HCM 6th AWSC 2045 Total AM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 27 47 48 32 8 56 15 23 6 36 1 Future Vol, veh/h 1 27 47 48 32 8 56 15 23 6 36 1 Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 38 65 67 44 11 78 21 32 8 50 1 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.9 8.5 8.5 8.1 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %60% 1% 55% 14% Vol Thru, %16% 36% 36% 84% Vol Right, %24% 63% 9% 2% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 94 75 88 43 LT Vol 56 1 48 6 Through Vol 15 27 32 36 RT Vol 23 47 8 1 Lane Flow Rate 131 104 122 60 Geometry Grp 1 1 1 1 Degree of Util (X)0.166 0.123 0.158 0.078 Departure Headway (Hd)4.581 4.242 4.64 4.706 Convergence, Y/N Yes Yes Yes Yes Cap 783 846 774 761 Service Time 2.605 2.264 2.661 2.733 HCM Lane V/C Ratio 0.167 0.123 0.158 0.079 HCM Control Delay 8.5 7.9 8.5 8.1 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.4 0.6 0.3 HCM 6th AWSC 2045 Total PM 2: Mel Rey Rd & Donegan Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 32 48 41 43 10 44 59 40 5 21 6 Future Vol, veh/h 1 32 48 41 43 10 44 59 40 5 21 6 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, %7 7 7 7 7 7 7 7 7 7 7 7 Mvmt Flow 1 33 49 42 44 10 45 61 41 5 22 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.7 8.2 8.3 7.7 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %31% 1% 44% 16% Vol Thru, %41% 40% 46% 66% Vol Right, %28% 59% 11% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 143 81 94 32 LT Vol 44 1 41 5 Through Vol 59 32 43 21 RT Vol 40 48 10 6 Lane Flow Rate 147 84 97 33 Geometry Grp 1 1 1 1 Degree of Util (X)0.179 0.097 0.122 0.041 Departure Headway (Hd)4.36 4.19 4.545 4.511 Convergence, Y/N Yes Yes Yes Yes Cap 826 858 791 796 Service Time 2.372 2.205 2.56 2.527 HCM Lane V/C Ratio 0.178 0.098 0.123 0.041 HCM Control Delay 8.3 7.7 8.2 7.7 HCM Lane LOS A A A A HCM 95th-tile Q 0.6 0.3 0.4 0.1 HCM 6th TWSC 2023 Existing AM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 3 72 9 1 1 148 24 14 5 46 29 Future Vol, veh/h 18 3 72 9 1 1 148 24 14 5 46 29 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 32 5 126 16 2 2 260 42 25 9 81 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 724 734 121 773 747 71 146 0 0 75 0 0 Stage 1 139 139 - 583 583 - - - - - - - Stage 2 585 595 - 190 164 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 340 346 928 315 340 989 1430 - - 1518 - - Stage 1 862 780 - 496 497 - - - - - - - Stage 2 495 491 - 809 761 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 281 272 916 226 267 974 1411 - - 1506 - - Mov Cap-2 Maneuver 281 272 - 226 267 - - - - - - - Stage 1 687 765 - 398 399 - - - - - - - Stage 2 394 394 - 688 747 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.1 20.8 6.5 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1411 - - 605 247 1506 - - HCM Lane V/C Ratio 0.184 - - 0.27 0.078 0.006 - - HCM Control Delay (s)8.1 0 - 13.1 20.8 7.4 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.7 - - 1.1 0.3 0 - - HCM 6th TWSC 2023 Existing PM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 6.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 63 5 1 5 55 24 7 0 37 21 Future Vol, veh/h 18 0 63 5 1 5 55 24 7 0 37 21 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 154 12 2 12 134 59 17 0 90 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 481 482 130 537 499 84 155 0 0 84 0 0 Stage 1 130 130 - 344 344 - - - - - - - Stage 2 351 352 - 193 155 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 495 484 920 455 473 975 1425 - - 1513 - - Stage 1 874 789 - 671 637 - - - - - - - Stage 2 666 632 - 809 769 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 440 426 908 346 417 960 1406 - - 1501 - - Mov Cap-2 Maneuver 440 426 - 346 417 - - - - - - - Stage 1 776 779 - 599 569 - - - - - - - Stage 2 585 564 - 672 759 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.7 12.6 5 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1406 - - 734 499 1501 - - HCM Lane V/C Ratio 0.095 - - 0.269 0.054 - - - HCM Control Delay (s)7.8 0 - 11.7 12.6 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh)0.3 - - 1.1 0.2 0 - - HCM 6th TWSC 2025 Background AM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 3 73 9 1 1 150 24 14 5 47 29 Future Vol, veh/h 18 3 73 9 1 1 150 24 14 5 47 29 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 32 5 128 16 2 2 263 42 25 9 82 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 731 741 122 781 754 71 147 0 0 75 0 0 Stage 1 140 140 - 589 589 - - - - - - - Stage 2 591 601 - 192 165 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 336 343 926 311 337 989 1429 - - 1518 - - Stage 1 861 779 - 493 494 - - - - - - - Stage 2 492 488 - 807 760 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 277 269 914 221 264 974 1410 - - 1506 - - Mov Cap-2 Maneuver 277 269 - 221 264 - - - - - - - Stage 1 684 764 - 394 395 - - - - - - - Stage 2 391 390 - 685 746 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.2 21.2 6.5 0.5 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1410 - - 603 242 1506 - - HCM Lane V/C Ratio 0.187 - - 0.273 0.08 0.006 - - HCM Control Delay (s)8.1 0 - 13.2 21.2 7.4 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.7 - - 1.1 0.3 0 - - HCM 6th TWSC 2025 Background PM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 6.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 64 5 1 5 56 24 7 0 38 21 Future Vol, veh/h 18 0 64 5 1 5 56 24 7 0 38 21 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 156 12 2 12 137 59 17 0 93 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 490 491 133 547 508 84 158 0 0 84 0 0 Stage 1 133 133 - 350 350 - - - - - - - Stage 2 357 358 - 197 158 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 489 478 916 448 468 975 1422 - - 1513 - - Stage 1 870 786 - 666 633 - - - - - - - Stage 2 661 628 - 805 767 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 434 420 904 339 411 960 1403 - - 1501 - - Mov Cap-2 Maneuver 434 420 - 339 411 - - - - - - - Stage 1 771 776 - 593 564 - - - - - - - Stage 2 579 560 - 666 757 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.8 12.8 5 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1403 - - 730 491 1501 - - HCM Lane V/C Ratio 0.097 - - 0.274 0.055 - - - HCM Control Delay (s)7.8 0 - 11.8 12.8 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh)0.3 - - 1.1 0.2 0 - - HCM 6th TWSC 2025 Total AM 3: Storm King Rd & Center Dr/Center Drive 02/13/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 3 73 16 1 2 150 24 45 8 47 29 Future Vol, veh/h 18 3 73 16 1 2 150 24 45 8 47 29 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 32 5 128 28 2 4 263 42 79 14 82 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 769 805 122 818 791 98 147 0 0 129 0 0 Stage 1 150 150 - 616 616 - - - - - - - Stage 2 619 655 - 202 175 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 317 315 926 294 321 955 1429 - - 1451 - - Stage 1 850 771 - 476 480 - - - - - - - Stage 2 474 461 - 798 752 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 258 243 914 207 248 941 1410 - - 1440 - - Mov Cap-2 Maneuver 258 243 - 207 248 - - - - - - - Stage 1 669 752 - 377 380 - - - - - - - Stage 2 372 365 - 674 734 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.7 23.5 5.6 0.7 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1410 - - 580 228 1440 - - HCM Lane V/C Ratio 0.187 - - 0.284 0.146 0.01 - - HCM Control Delay (s)8.1 0 - 13.7 23.5 7.5 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.7 - - 1.2 0.5 0 - - HCM 6th TWSC 2025 Total PM 3: Storm King Rd & Center Dr/Center Drive 02/13/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 0 64 35 1 8 56 24 18 1 38 21 Future Vol, veh/h 18 0 64 35 1 8 56 24 18 1 38 21 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 44 0 156 85 2 20 137 59 44 2 93 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 511 522 133 564 525 97 158 0 0 111 0 0 Stage 1 137 137 - 363 363 - - - - - - - Stage 2 374 385 - 201 162 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 473 459 916 436 458 959 1422 - - 1479 - - Stage 1 866 783 - 656 625 - - - - - - - Stage 2 647 611 - 801 764 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 415 402 904 329 401 944 1403 - - 1468 - - Mov Cap-2 Maneuver 415 402 - 329 401 - - - - - - - Stage 1 766 772 - 583 556 - - - - - - - Stage 2 561 543 - 662 753 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.9 18.4 4.5 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1403 - - 718 375 1468 - - HCM Lane V/C Ratio 0.097 - - 0.279 0.286 0.002 - - HCM Control Delay (s)7.8 0 - 11.9 18.4 7.5 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.3 - - 1.1 1.2 0 - - HCM 6th TWSC 2045 Background AM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 3 84 10 1 1 173 28 16 6 54 34 Future Vol, veh/h 21 3 84 10 1 1 173 28 16 6 54 34 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 37 5 147 18 2 2 304 49 28 11 95 60 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 842 854 139 902 870 79 169 0 0 85 0 0 Stage 1 161 161 - 679 679 - - - - - - - Stage 2 681 693 - 223 191 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 283 295 907 258 289 979 1402 - - 1505 - - Stage 1 839 763 - 440 450 - - - - - - - Stage 2 439 443 - 777 740 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 225 221 895 172 216 964 1383 - - 1494 - - Mov Cap-2 Maneuver 225 221 - 172 216 - - - - - - - Stage 1 638 747 - 336 344 - - - - - - - Stage 2 333 338 - 639 724 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.3 26.5 6.6 0.5 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1383 - - 538 188 1494 - - HCM Lane V/C Ratio 0.219 - - 0.352 0.112 0.007 - - HCM Control Delay (s)8.3 0 - 15.3 26.5 7.4 0 - HCM Lane LOS A A - C D A A - HCM 95th %tile Q(veh)0.8 - - 1.6 0.4 0 - - HCM 6th TWSC 2045 Background PM 3: Storm King Rd & Center Dr/Center Drive 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 0 73 6 1 6 64 28 8 0 43 24 Future Vol, veh/h 21 0 73 6 1 6 64 28 8 0 43 24 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 51 0 178 15 2 15 156 68 20 0 105 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 556 557 149 622 576 94 178 0 0 96 0 0 Stage 1 149 149 - 398 398 - - - - - - - Stage 2 407 408 - 224 178 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 442 439 898 399 428 963 1398 - - 1498 - - Stage 1 854 774 - 628 603 - - - - - - - Stage 2 621 597 - 779 752 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 385 379 886 288 369 948 1379 - - 1487 - - Mov Cap-2 Maneuver 385 379 - 288 369 - - - - - - - Stage 1 742 764 - 549 527 - - - - - - - Stage 2 532 522 - 622 742 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.9 13.9 5.1 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1379 - - 686 435 1487 - - HCM Lane V/C Ratio 0.113 - - 0.334 0.073 - - - HCM Control Delay (s)7.9 0 - 12.9 13.9 0 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh)0.4 - - 1.5 0.2 0 - - HCM 6th TWSC 2045 Total AM 3: Storm King Rd & Center Dr/Center Drive 02/13/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 8.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 3 84 17 1 2 173 28 47 9 54 34 Future Vol, veh/h 21 3 84 17 1 2 173 28 47 9 54 34 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 57 57 57 57 57 57 57 57 57 57 57 57 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3 Mvmt Flow 37 5 147 30 2 4 304 49 82 16 95 60 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 880 918 139 939 907 106 169 0 0 139 0 0 Stage 1 171 171 - 706 706 - - - - - - - Stage 2 709 747 - 233 201 - - - - - - - Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 267 271 907 243 275 946 1402 - - 1438 - - Stage 1 829 755 - 425 437 - - - - - - - Stage 2 423 419 - 768 733 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 209 199 895 160 202 932 1383 - - 1427 - - Mov Cap-2 Maneuver 209 199 - 160 202 - - - - - - - Stage 1 622 736 - 320 329 - - - - - - - Stage 2 316 316 - 629 715 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 16 30.5 5.8 0.7 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1383 - - 516 176 1427 - - HCM Lane V/C Ratio 0.219 - - 0.367 0.199 0.011 - - HCM Control Delay (s)8.3 0 - 16 30.5 7.6 0 - HCM Lane LOS A A - C D A A - HCM 95th %tile Q(veh)0.8 - - 1.7 0.7 0 - - HCM 6th TWSC 2045 Total PM 3: Storm King Rd & Center Dr/Center Drive 02/13/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 8.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 0 73 36 1 9 64 28 19 1 43 24 Future Vol, veh/h 21 0 73 36 1 9 64 28 19 1 43 24 Conflicting Peds, #/hr 8 0 0 0 0 8 14 0 8 8 0 14 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 41 41 41 41 41 41 41 41 41 41 41 41 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 51 0 178 88 2 22 156 68 46 2 105 59 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 576 587 149 639 593 107 178 0 0 122 0 0 Stage 1 153 153 - 411 411 - - - - - - - Stage 2 423 434 - 228 182 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 428 422 898 389 418 947 1398 - - 1465 - - Stage 1 849 771 - 618 595 - - - - - - - Stage 2 609 581 - 775 749 - - - - - - - Platoon blocked, %- - - - Mov Cap-1 Maneuver 369 362 886 279 359 933 1379 - - 1454 - - Mov Cap-2 Maneuver 369 362 - 279 359 - - - - - - - Stage 1 736 759 - 539 519 - - - - - - - Stage 2 516 507 - 618 738 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.1 21.8 4.6 0.1 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1379 - - 675 325 1454 - - HCM Lane V/C Ratio 0.113 - - 0.34 0.345 0.002 - - HCM Control Delay (s)7.9 0 - 13.1 21.8 7.5 0 - HCM Lane LOS A A - B C A A - HCM 95th %tile Q(veh)0.4 - - 1.5 1.5 0 - - HCM 6th TWSC 2023 Existing AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 219 137 258 137 8 Future Vol, veh/h 16 219 137 258 137 8 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 24 332 208 391 208 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 604 0 - 0 593 213 Stage 1 - - -- 213 - Stage 2 - - -- 380 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 959 - - - 463 820 Stage 1 - - -- 815 - Stage 2 - - -- 685 - Platoon blocked, %- - - Mov Cap-1 Maneuver 954 - -- 444 816 Mov Cap-2 Maneuver - - -- 533 - Stage 1 - - -- 786 - Stage 2 - - -- 682 - Approach EB WB SB HCM Control Delay, s 0.6 0 16.1 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)954 - - - 543 HCM Lane V/C Ratio 0.025 - - - 0.405 HCM Control Delay (s)8.9 0 -- 16.1 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 1.9 HCM 6th TWSC 2023 Existing PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 166 157 96 168 18 Future Vol, veh/h 9 166 157 96 168 18 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 10 191 180 110 193 21 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 295 0 - 0 396 185 Stage 1 - - -- 185 - Stage 2 - - -- 211 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1255 - - - 605 852 Stage 1 - - -- 842 - Stage 2 - - -- 819 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1249 - -- 594 848 Mov Cap-2 Maneuver - - -- 646 - Stage 1 - - -- 830 - Stage 2 - - -- 815 - Approach EB WB SB HCM Control Delay, s 0.4 0 13 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1249 - - - 661 HCM Lane V/C Ratio 0.008 - - - 0.323 HCM Control Delay (s)7.9 0 -- 13 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - -- 1.4 HCM 6th TWSC 2025 Background AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 222 139 262 139 8 Future Vol, veh/h 16 222 139 262 139 8 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 24 336 211 397 211 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 613 0 - 0 600 216 Stage 1 - - -- 216 - Stage 2 - - -- 384 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 952 - - - 459 816 Stage 1 - - -- 813 - Stage 2 - - -- 682 - Platoon blocked, %- - - Mov Cap-1 Maneuver 947 - -- 440 812 Mov Cap-2 Maneuver - - -- 530 - Stage 1 - - -- 784 - Stage 2 - - -- 679 - Approach EB WB SB HCM Control Delay, s 0.6 0 16.3 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)947 - - - 540 HCM Lane V/C Ratio 0.026 - - - 0.412 HCM Control Delay (s)8.9 0 -- 16.3 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 2 HCM 6th TWSC 2025 Background PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 168 159 97 170 18 Future Vol, veh/h 9 168 159 97 170 18 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 10 193 183 111 195 21 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 299 0 - 0 401 188 Stage 1 - - -- 188 - Stage 2 - - -- 213 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1251 - - - 601 849 Stage 1 - - -- 839 - Stage 2 - - -- 818 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1245 - -- 590 845 Mov Cap-2 Maneuver - - -- 644 - Stage 1 - - -- 827 - Stage 2 - - -- 814 - Approach EB WB SB HCM Control Delay, s 0.4 0 13.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1245 - - - 659 HCM Lane V/C Ratio 0.008 - - - 0.328 HCM Control Delay (s)7.9 0 -- 13.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - -- 1.4 HCM 6th TWSC 2025 Total AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 19 222 139 289 145 9 Future Vol, veh/h 19 222 139 289 145 9 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 29 336 211 438 220 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 654 0 - 0 610 216 Stage 1 - - -- 216 - Stage 2 - - -- 394 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 919 - - - 453 816 Stage 1 - - -- 813 - Stage 2 - - -- 675 - Platoon blocked, %- - - Mov Cap-1 Maneuver 915 - -- 431 812 Mov Cap-2 Maneuver - - -- 523 - Stage 1 - - -- 777 - Stage 2 - - -- 672 - Approach EB WB SB HCM Control Delay, s 0.7 0 16.9 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)915 - - - 534 HCM Lane V/C Ratio 0.031 - - - 0.437 HCM Control Delay (s)9.1 0 -- 16.9 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 2.2 HCM 6th TWSC 2025 Total PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 168 159 106 197 21 Future Vol, veh/h 10 168 159 106 197 21 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 11 193 183 122 226 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 310 0 - 0 403 188 Stage 1 - - -- 188 - Stage 2 - - -- 215 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1239 - - - 600 849 Stage 1 - - -- 839 - Stage 2 - - -- 816 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1233 - -- 588 845 Mov Cap-2 Maneuver - - -- 642 - Stage 1 - - -- 826 - Stage 2 - - -- 812 - Approach EB WB SB HCM Control Delay, s 0.4 0 13.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1233 - - - 657 HCM Lane V/C Ratio 0.009 - - - 0.381 HCM Control Delay (s)7.9 0 -- 13.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - -- 1.8 HCM 6th TWSC 2045 Background AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 3.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 19 255 160 301 160 9 Future Vol, veh/h 19 255 160 301 160 9 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 29 386 242 456 242 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 703 0 - 0 691 247 Stage 1 - - -- 247 - Stage 2 - - -- 444 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 881 - - - 406 784 Stage 1 - - -- 787 - Stage 2 - - -- 640 - Platoon blocked, %- - - Mov Cap-1 Maneuver 877 - -- 385 780 Mov Cap-2 Maneuver - - -- 487 - Stage 1 - - -- 750 - Stage 2 - - -- 637 - Approach EB WB SB HCM Control Delay, s 0.6 0 19.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)877 - - - 497 HCM Lane V/C Ratio 0.033 - - - 0.515 HCM Control Delay (s)9.2 0 -- 19.7 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 2.9 HCM 6th TWSC 2045 Background PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 10 194 183 112 196 21 Future Vol, veh/h 10 194 183 112 196 21 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 11 223 210 129 225 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 344 0 - 0 460 215 Stage 1 - - -- 215 - Stage 2 - - -- 245 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1204 - - - 556 820 Stage 1 - - -- 816 - Stage 2 - - -- 791 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1198 - -- 545 816 Mov Cap-2 Maneuver - - -- 612 - Stage 1 - - -- 804 - Stage 2 - - -- 787 - Approach EB WB SB HCM Control Delay, s 0.4 0 14.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1198 - - - 627 HCM Lane V/C Ratio 0.01 - - - 0.398 HCM Control Delay (s) 8 0 - - 14.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - -- 1.9 HCM 6th TWSC 2045 Total AM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 22 255 160 328 166 10 Future Vol, veh/h 22 255 160 328 166 10 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 66 66 66 66 66 66 Heavy Vehicles, % 5 5 5 5 5 5 Mvmt Flow 33 386 242 497 252 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 744 0 - 0 699 247 Stage 1 - - -- 247 - Stage 2 - - -- 452 - Critical Hdwy 4.15 - - - 6.45 6.25 Critical Hdwy Stg 1 - - -- 5.45 - Critical Hdwy Stg 2 - - -- 5.45 - Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap-1 Maneuver 850 - - - 402 784 Stage 1 - - -- 787 - Stage 2 - - -- 635 - Platoon blocked, %- - - Mov Cap-1 Maneuver 846 - -- 378 780 Mov Cap-2 Maneuver - - -- 482 - Stage 1 - - -- 744 - Stage 2 - - -- 632 - Approach EB WB SB HCM Control Delay, s 0.7 0 20.6 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)846 - - - 493 HCM Lane V/C Ratio 0.039 - - - 0.541 HCM Control Delay (s)9.4 0 -- 20.6 HCM Lane LOS A A - - C HCM 95th %tile Q(veh)0.1 - - - 3.2 HCM 6th TWSC 2045 Total PM 4: Highway 6 & Storm King Rd 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 5.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 194 183 121 223 24 Future Vol, veh/h 11 194 183 121 223 24 Conflicting Peds, #/hr 5 0 0 5 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 0 - Veh in Median Storage, # - 0 0 - 1 - Grade, %- 0 0 - 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 4 4 4 4 4 Mvmt Flow 13 223 210 139 256 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 354 0 - 0 464 215 Stage 1 - - -- 215 - Stage 2 - - -- 249 - Critical Hdwy 4.14 - - - 6.44 6.24 Critical Hdwy Stg 1 - - -- 5.44 - Critical Hdwy Stg 2 - - -- 5.44 - Follow-up Hdwy 2.236 - - - 3.536 3.336 Pot Cap-1 Maneuver 1194 - - - 553 820 Stage 1 - - -- 816 - Stage 2 - - -- 788 - Platoon blocked, %- - - Mov Cap-1 Maneuver 1188 - -- 541 816 Mov Cap-2 Maneuver - - -- 609 - Stage 1 - - -- 802 - Stage 2 - - -- 784 - Approach EB WB SB HCM Control Delay, s 0.4 0 15.5 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)1188 - - - 624 HCM Lane V/C Ratio 0.011 - - - 0.455 HCM Control Delay (s)8.1 0 -- 15.5 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - -- 2.4 HCM 6th TWSC 2025 Total AM 5: Donegan Rd & Chapparal Cir 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 61 3 24 56 5 1 0 6 5 0 5 Future Vol, veh/h 5 61 3 24 56 5 1 0 6 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 66 3 26 61 5 1 0 7 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 66 0 0 69 0 0 196 196 68 197 195 64 Stage 1 - - - - -- 78 78 - 116 116 - Stage 2 - - - - -- 118 118 - 81 79 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - -- 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - -- 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1536 - - 1532 - - 763 699 995 762 700 1000 Stage 1 - - - - -- 931 830 - 889 800 - Stage 2 - - - - -- 887 798 - 927 829 - Platoon blocked, %- - - - Mov Cap-1 Maneuver 1536 -- 1532 - - 747 684 995 745 685 1000 Mov Cap-2 Maneuver - - - - -- 747 684 - 745 685 - Stage 1 - - - - -- 928 828 - 886 786 - Stage 2 - - - - -- 866 784 - 918 827 - Approach EB WB NB SB HCM Control Delay, s 0.5 2.1 8.8 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)950 1536 - - 1532 - - 854 HCM Lane V/C Ratio 0.008 0.004 - - 0.017 - - 0.013 HCM Control Delay (s)8.8 7.4 0 - 7.4 0 - 9.3 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0 0 -- 0.1 - - 0 HCM 6th TWSC 2025 Total PM 5: Donegan Rd & Chapparal Cir 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 49 1 8 73 5 3 0 24 5 0 5 Future Vol, veh/h 5 49 1 8 73 5 3 0 24 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 53 1 9 79 5 3 0 26 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 84 0 0 54 0 0 166 166 54 177 164 82 Stage 1 - - - - -- 64 64 - 100 100 - Stage 2 - - - - -- 102 102 - 77 64 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - -- 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - -- 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1513 - - 1551 - - 798 727 1013 785 729 978 Stage 1 - - - - -- 947 842 - 906 812 - Stage 2 - - - - -- 904 811 - 932 842 - Platoon blocked, %- - - - Mov Cap-1 Maneuver 1513 -- 1551 - - 788 720 1013 760 722 978 Mov Cap-2 Maneuver - - - - -- 788 720 - 760 722 - Stage 1 - - - - -- 944 839 - 903 807 - Stage 2 - - - - -- 894 806 - 905 839 - Approach EB WB NB SB HCM Control Delay, s 0.7 0.7 8.8 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)982 1513 - - 1551 - - 855 HCM Lane V/C Ratio 0.03 0.004 - - 0.006 - - 0.013 HCM Control Delay (s)8.8 7.4 0 - 7.3 0 - 9.3 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh)0.1 0 - - 0 - - 0 HCM 6th TWSC 2045 Total AM 5: Donegan Rd & Chapparal Cir 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 70 3 24 65 5 1 0 6 5 0 5 Future Vol, veh/h 5 70 3 24 65 5 1 0 6 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 76 3 26 71 5 1 0 7 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 76 0 0 79 0 0 216 216 78 217 215 74 Stage 1 - - - - -- 88 88 - 126 126 - Stage 2 - - - - -- 128 128 - 91 89 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - -- 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - -- 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1523 - - 1519 - - 740 682 983 739 683 988 Stage 1 - - - - -- 920 822 - 878 792 - Stage 2 - - - - -- 876 790 - 916 821 - Platoon blocked, %- - - - Mov Cap-1 Maneuver 1523 -- 1519 - - 724 668 983 722 669 988 Mov Cap-2 Maneuver - - - - -- 724 668 - 722 669 - Stage 1 - - - - -- 917 820 - 875 778 - Stage 2 - - - - -- 856 776 - 907 819 - Approach EB WB NB SB HCM Control Delay, s 0.5 1.9 8.9 9.4 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)935 1523 - - 1519 - - 834 HCM Lane V/C Ratio 0.008 0.004 - - 0.017 - - 0.013 HCM Control Delay (s)8.9 7.4 0 - 7.4 0 - 9.4 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0 0 -- 0.1 - - 0 HCM 6th TWSC 2045 Total PM 5: Donegan Rd & Chapparal Cir 02/10/2023 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 57 1 8 85 5 3 0 24 5 0 5 Future Vol, veh/h 5 57 1 8 85 5 3 0 24 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, %- 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 62 1 9 92 5 3 0 26 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 97 0 0 63 0 0 188 188 63 199 186 95 Stage 1 - - - - -- 73 73 - 113 113 - Stage 2 - - - - -- 115 115 - 86 73 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - -- 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - -- 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1496 - - 1540 - - 772 707 1002 760 708 962 Stage 1 - - - - -- 937 834 - 892 802 - Stage 2 - - - - -- 890 800 - 922 834 - Platoon blocked, %- - - - Mov Cap-1 Maneuver 1496 -- 1540 - - 763 701 1002 735 702 962 Mov Cap-2 Maneuver - - - - -- 763 701 - 735 702 - Stage 1 - - - - -- 934 831 - 889 797 - Stage 2 - - - - -- 880 795 - 895 831 - Approach EB WB NB SB HCM Control Delay, s 0.6 0.6 8.8 9.4 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)968 1496 - - 1540 - - 833 HCM Lane V/C Ratio 0.03 0.004 - - 0.006 - - 0.013 HCM Control Delay (s)8.8 7.4 0 - 7.4 0 - 9.4 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh)0.1 0 - - 0 - - 0 Kimley-Horn and Associates, Inc. 096671009 – Glenwood Business Center APPENDIX E Conceptual Site Plan sasvc 5720 5725 5730 5735 5740 5745 5717 5718 5719 5721 5722 5723 5724 5726 5727 5728 572 9 5731 5732 5733 5734 5736 5737 5738 5739 5741 57415741 5742 5743 5744 5746 5730 5730 5735 5740 5745 5731 5731 5732 5733 5734 5736 5737 5738 5739 5741 5742 57435744 57465747 XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxxxxxxxxxxxx x x SINGLE STORY BUILDINGSINGLE STORYBUILDING STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K ST B K STBK ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK 5 7 2 5 573 0 5735 5740 5745 57235 7 2 3 572 3 5 7 2 4 5726 57 2 7 5728 57 2 9 5731 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 57 4 4 5746 5747 574657475748574857495749 STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GA S GA S 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA 6''SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA 8' ' SA s E UE L U E L U E L E s 6 ' ' S A 6''SA PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD XU T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XU T XUTXUT X U T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XE L XE L XEL XEL XEL XEL XEL XEL XE L XEL X G A S XEL XEL XEL XEL XEL XEL XEL XEL X E L XE L XE L XE L XE L XEL XEL XEL XEL XEL XE L XE L XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XG A S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGA S XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S X G A S XG A S XG A S XEL XEL XE L XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XEL XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XF O XU T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XU T XU T XU T XU T XE L XE L XE L X E L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XE L XEL XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU T > XF O XF O XF O XF O XF O XF O XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XFO XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS XGAS X U T XU T XU T XU T XU T XU T XU T XU T XU T XU T XU TXWL XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XG A S XE L XE L XEL XE L XWL XWL XWL XW L XW L XW L XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XEL XEL XEL XEL XEL XEL XE L XEL XEL XEL XEL XEL XEL XEL XEL XG A S XEL XE L XE L XEL XEL XEL XEL XE L XE L XE L XE L XE L XE L XE L XEL XEL XW L XW L XEL XG A S XG A S XGAS XGAS XGAS XG A S XG A S XG A S XG A S X G A S XG A S XG A S XE L XEL XEL XEL XEL XE L XG A S XE L XE L XE L XE L XE L >> OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OE L OE L OE L OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OEL OE L XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XW L XW L XW L XW L XW L XS D XSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSAXSA XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XS A XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XSA XS A XSA XSA XSA XS A XS A XS A XS A XS A XS A XS A XSD XSD XS D XSD XSD XSD XSD XSD XSD XSD XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XSD XSD XSD XSD X S D X S D XWL XWL XWL XWL XWL XWL XWL XWL XWL XWL XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L 100' STORAGE SETBACKFROM RESIDENTIALPROPERTY LINE DONEGAN ROAD ST O R M K I N G R O A D RO W / B O U N D A R Y ROW/BOUNDARY WEST GLENWOOD MALL LOT 1 AREA=3.192 AC. 10' SIDE SETBACK CENTER DRIVE 30 CLOSE ENTRANCE EXTEND ISLAND CURB & GUTTER + 5' WIDE SIDEWALK. R25' LOT 3: FUTURE DEVELOPMENT. AREA=4.748 AC. 50' ACCESS & UTILITY EASEMENT STORM WATER STORAGE & LANDSCAPING 7.5' REAR SETBACK (COMMERCIAL) 12 BUILDING A: 2 STORY STORAGE285'X180'=51,300 X 2 = 102,600 SF STORM WATER STORAGE & LANDSCAPING 340' 100' BUILDING B: FLEX, 1 STORY100x340' = 34,000 SF LOT 2: STORAGE, FLEX, EMPLOYEE UNITS. AREA=7.879 AC. 30' R30' R30.00' R25' 32' 30' 32' 180' 285' 26 3' TALL WALL± 50' ACCESS & UTILITY EASEMENT R30' R30' 275' 75' R25' R25' 25' 25' R25' 30' 24 10' SIDEWALK 10' SIDEWALK BUILDING C: FLEX, 1 STORY 75x275' = 20,625 SF Assumed 20% office space and 80% warehouse (Rates conservatice per old approval, not current code) 20,625x.2 = 4125 / 200 = 20.6 = 21 20,625x.8 = 16500 / 1000 = 16.5 = 17REQUIRED = 38PROVIDED = 54 8 8 PARKING SPACES FOR EMPLOYEE HOUSING 28' 28' 28' 28' 25' 25' FOR PARKING & SIDEWALK 28' DRIVE WIDTH 53' 25' FRONT 10' SIDE 40'7.50' REAR (COMMERCIAL) 11 11 STORM WATER STORAGE Assumed 20% office space and 80% warehouse (Rates conservatice per old approval, not current code) 34,000x.2 = 6800 / 200 = 34 34,000x.8 = 27200 / 1000 = 27.2 = 28 REQUIRED = 62PROVIDED = 69 28' LOADING ZONE 21 151' 104 L.F. RETAINING WALL DATE REVISION C-1.0-O2 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ 3 0 0 1 7 - C 1 0 - S I T E . D W G - J a n 2 6 , 2 0 2 3 - 2 : 5 6 p m NO R T H PROPOSED HARDSCAPE OVERALL SITE PLAN OPTION 2 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 050 50 100 50 20025 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R EXISTING ELECTRIC MANHOLE EXISTING DRAINAGE DRY-WELL EXISTING SEWER MANHOLE EXISTING TELEPHONE MANHOLE EXISTING GUY WIRE EXISTING POWER POLE EXISTING FIRE HYDRANT EXISTING WATER VALVE EXISTING GAS METER EXISTING ELECTRIC TRANSFORMER EXISTING ELECTRIC METER EXISTING TELEPHONE PEDESTAL EXISTING CATV PEDESTAL EXISTING LIGHT POLE EXISTING SIGN EXISTING LEGEND EXISTING STORM INLET EXISTING STORM SEWERXSDXSD EXISTING EASEMENT EXISTING PROPERTY LINE EXISTING ASPHALT EXISTING 8" SANITARY SEWER MAIN EXISTING GAS EXISTING TELEPHONE XGAS XGAS XGAS EXISTING UNDERGROUND ELECTRIC EXISTING CABLE EXISTING FIBER OPTIC XUT XUT XUT XEL XEL XEL XTV XTV XTV XFO XFO XFO EXISTING OVERHEAD ELECTRICOELOEL EXISTING IRRIGATION PIPEXIRRXIRR EXISTING SWALE OR DITCH>>>> XSA XSA EXISTING 8" WATER MAINXWLXWL PROPOSED LEGEND PROPERTY LINE EXISTING EASEMENT PROPOSED EASEMENT PROPOSED SETBACK PROPOSED LOT LINE PROPOSED CENTERLINE EXISTING WIRE FENCExx 30017JOB NO. DATE:01-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GL E N W O O D S P R I N G S , C O L O R A D O CO N C E P T SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m >> >> XS D XSD XSD XSD XSD XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XSD XS D XS D XS D XS D XS D XS D XS D XS D XS D XSD XSD XSD XSD XSD X S D X S D XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L ME: 22.0'± ME: 20.0'± ME: 25.0'± ME: 32.0'± 5720 572 5 5730 5735 5740 5745 5721 572 2 5723 5724 5726 5727 5728 5729 5731 5732 5733 5734 5736 5737 5738 5739 5741 5742 5743 5744 5746 5747 572 0 5 7 2 5 573 0 5735 5740 57 4 5 571657 1 7 571 8 5719 5721 5722 572 3 5 7 2 4 5 7 2 6 57 2 7 5728 5 7 2 9 573 1 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 57 4 4 5746 5747 5748 5720 5 7 1 6 57 1 7 5718 5719 sasvc XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT X U T XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT XUT ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x xxxxxxxxxxxxxxxx x x SINGLE STORY BUILDINGSINGLE STORYBUILDING STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K ST B K STBK STBK ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GA S GA S GA S 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA 6''SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA 8' ' SA 8' ' SA s E UE L U E L U E L E s 6 ' ' S A 6 ' ' S A 6''SA 6''SA PSD PSD PSD PSD PSD PSD PSD PSD PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD LOT 1 LOT 3 BUILDING A: 2 STORY STORAGE285'X180'=51,300 X 2 = 102,600 SF BUILDING B: LOT 2 BUILDING C: 5748 574 8 57495749 XS D XS D >>> > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > > 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 EX:5747.3'± LOWER FF=5732.0' UPPER FF=5743.0' FF=5732' FF=5729' 0+ 0 0 1+ 0 0 2+ 0 0 3+00 4+00 5+00 6+00 7+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PC: 2+48.58 PC: 5+93.72 PC: 7+88.41 PT: 3+18.54 PT: 6+64.41 PT: 8+59.09 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+48 BP : 0 + 0 0 . 0 0 EP : 8 + 4 8 . 1 5 PC : 3 + 8 7 . 1 1 PC: 5+00.23 P T : 4 + 5 7 . 0 1 PT : 5 + 7 0 . 1 3 0+001+002+003+003+84 BP: 0+00.00 EP : 3 + 8 4 . 5 0 0 + 0 0 1+ 0 0 2+00 3+00 4+00 4+ 8 9 BP: 0+00.00 EP: 4+89.35 PC: 1+22.31 PC: 0+24.7 0 PC : 4 + 4 5 . 0 8 PT: 1+61.58 PT: 0+42.17 PT: 4+84.35 STA:4+54.44OFF:0.00' STA:1+67.00OFF:12.50'L STA:3+84.00OFF:0.00' STA:0+10.05OFF:0.00' STA:11+41.09OFF:0.00' STA:3+07.63OFF:0.00' STA:0+78.83OFF:0.00' STA:8+53.09 OFF:0.32'L STA:4+99.35 OFF:0.00' STA:4+31.08OFF:0.00' 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 4+ 7 6 BP: 0+00.00 PC: 0+67.66 PT: 0+82.16 EP: 4+76.32 STA:0+11.08OFF:0.00' STA:1+54.30OFF:0.00' STA:3+49.32OFF:0.00' STA:3+90.22OFF:15.50'R STA:5+18.22OFF:15.50'R STA:1+08.31OFF:0.00' STA:3+15.00OFF:14.00'L STA:4+67.32 OFF:0.02'R STA:6+85.65OFF:14.00'R 5730 5735 5740 5745 5 7 2 7 5 7 2 8 5729 5731 5732 5733 5734 5736 573 7 5738 5739 5741 5742 5743 5744 5746 5 7 3 5 573 1 5 7 3 3 5 7 3 4 5 7 3 6 5728 5728 572 8 5725 5728 572 8 5 7 2 8 57 2 5 STA:5+98.52OFF:0.00' 0.9%0.6%0.0%0.1%0.5%0.4% 5730 5735 5740 5731 5732 5733 5734 5736 5737 5738 5739 574 1 5742 5 7 4 2 5735 5740 5732 5733 5734 5736 5737 5738 5739 5 7 4 1 5742 57 4 2 STA:1+25.94OFF:0.00' 5. 8 % 1. 8 % FG:5731.91' FG:5728.78' 5.5% 9. 2 % 4. 6 % 1. 5 % 6. 2 % 5. 5 % 1. 1 % 5720 57 2 5 5717 57185719 5721 572 2 5723 57 2 4 57 2 6 572 7 572 8 57285728 572 9 5 7 2 9 5730 57285729 573 1 HANDICAP RAMP STEPS UP (TYPICAL) BOW = BOTTOM OF WALL EOA = EDGE OF ASPHALT EX = EXISTING GRADE FFE = FINISHED FLOOR ELEVATION FG = FINISHED GRADE FL = FLOW LINE HP = HIGH POINT LP = LOW POINT ME = MATCH EXISTING RIM = RIM ELEVATION TBC = TOP BACK OF CURB TOC = TOP OF CONCRETE SPOT ELEVATION LEGEND GRADING LEGEND: PROPOSED 1' CONTOUR PROPOSED 5' CONTOUR EXISTING CONTOUR EXISTING CONTOUR INTERVAL PROPOSED SLOPE PROPOSED SPOT ELEVATION PROPOSED STORM SEWER PROPOSED STORM INLET 7900 7900 PSD PSD FL: 32.0 2.0% PROPOSED LEGEND PROPERTY LINE EXISTING EASEMENT PROPOSED EASEMENT PROPOSED SETBACK PROPOSED LOT LINE PROPOSED CENTERLINE STBK DATE REVISION C-2.0-O2 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ O L D \ 3 0 0 1 7 - C 2 0 - G R A D I N G - O P T 2 . D W G - J a n 2 6 , 2 0 2 3 - 3 : 0 6 p m NO R T H GRADING PLAN OPTION 2 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:01-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GL E N W O O D S P R I N G S , C O L O R A D O CO N C E P T SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m 1. THE EXISTING CONTOUR INTERVAL IS TWO (2) FEET. THE DIVIDE CREEK SURVEY DATUM IS NAVD 88. SE HAS LOWERED ALL POINTS 4.09 FEET TO CONVERT ELEVATIONS TO CITY OF GLENWOOD NGVD 29 DATUM. 2. PROPOSED CONTOUR INTERVAL IS ONE (1) FOOT. 3. THE STORM WATER DRAINAGE PLAN CONCEPT IS SHOWN ON SHEET C__. STORM WATER RUNOFF WILL FLOW IN LANDSCAPE SWALES AND CURB AND GUTTER TO WATER QUALITY AND DETENTION FACILITIES. GENERAL GRADING NOTES: >> >> XS D XS D XS D XW L XW L XW L ME: 32.0'± 572 5 5730 5724 5726 5727 5728 5729 5731 5732 573 0 5735 5 7 2 9 573 1 5732 573 3 573 4 5736 ST B K STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK ST B K GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S 8' ' WL 8' ' WL 8' ' WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA SA 8' ' SA 8' ' SA 8' ' SA s 8' ' SA s 6 ' ' S A 6 ' ' S A 6''SA 6''SAPS D PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD LOT 1 BUILDING B: BUILDING C: > > > > > > > > > > > > > LOWER FF=5732.0'FF=5732' FF=5729' 0+ 0 0 1+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PT: 8+59.09 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+48 BP : 0 + 0 0 . 0 0 EP : 8 + 4 8 . 1 5 PC : 3 + 8 7 . 1 1 PC: 5+00.23 P T : 4 + 5 7 . 0 1 PT : 5 + 7 0 . 1 3 0 + 0 0 BP: 0+00.00 PC: 0+24.7 0 PT: 0+42.17 STA:4+54.44 OFF:0.00' STA:0+10.05OFF:0.00' STA:11+41.09OFF:0.00' STA:0+78.83OFF:0.00' STA:8+53.09 OFF:0.32'L STA:4+99.35OFF:0.00' 3+ 0 0 4+ 0 0 STA:3+49.32OFF:0.00' STA:1+08.31 STA:6+85.65OFF:14.00'R 5730 5 7 2 7 5 7 2 8 5729 5731 5732 5733 5728 5728 572 8 5730 5731 5732 5733 5734 5732 5733 FG:5728.78' 4. 6 % 1. 5 % 1. 1 % 572 8 57285728 572 9 5 7 2 9 5730 57285729 573 1 HANDICAP RAMP STEPS UP (TYPICAL) AL-CENTER DRIVE PROFILE 5726 5728 5730 5732 5726 5728 5730 5732 0+00 57 3 1 . 0 57 3 0 . 8 0+50 57 3 1 . 3 57 3 0 . 7 1+00 57 3 0 . 6 57 3 0 . 6 1+50 57 3 0 . 5 57 3 0 . 3 2+00 57 3 0 . 0 57 2 9 . 7 2+50 57 2 9 . 2 57 2 8 . 9 3+00 57 2 8 . 5 57 2 8 . 2 3+50 57 2 7 . 9 57 2 7 . 6 4+00 57 2 7 . 5 57 2 7 . 5 4+50 57 2 7 . 6 57 2 8 . 3 57 2 7 . 8 5 5+00 57 2 8 . 1 57 2 8 . 1 2 57 2 8 . 5 57 2 8 . 1 1 5+50 57 2 8 . 6 57 2 7 . 8 1 57 2 8 . 5 57 2 7 . 6 2 6+00 57 2 8 . 5 57 2 7 . 8 7 57 2 8 . 2 57 2 8 . 1 2 6+50 57 2 8 . 1 57 2 7 . 9 3 57 2 8 . 1 57 2 7 . 6 8 7+00 57 2 8 . 0 57 2 7 . 7 1 57 2 7 . 6 57 2 7 . 9 6 7+50 57 2 7 . 7 57 2 8 . 0 9 57 2 7 . 4 57 2 7 . 8 4 8+00 57 2 7 . 2 57 2 7 . 5 9 57 2 7 . 0 57 2 7 . 9 1 8+48 57 2 6 . 2 57 2 8 . 3 5 2.00%1.00%-1.00%1.00%-1.00%1.10%-1.18%1.77% GR A D E B R E A K S T A = 4 + 5 4 . 4 4 EL E V = 5 7 2 7 . 6 2 GR A D E B R E A K S T A = 8 + 4 8 . 1 5 EL E V = 5 7 2 8 . 3 5 GR A D E B R E A K S T A = 6 + 2 7 . 6 5 EL E V = 5 7 2 8 . 1 5 GR A D E B R E A K S T A = 6 + 8 5 . 6 5 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 7 + 4 3 . 6 5 EL E V = 5 7 2 8 . 1 5 GR A D E B R E A K S T A = 8 + 0 4 . 1 5 EL E V = 5 7 2 7 . 5 4 GR A D E B R E A K S T A = 5 + 1 2 . 2 8 EL E V = 5 7 2 8 . 2 6 GR A D E B R E A K S T A = 5 + 7 0 . 1 3 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 8 + 3 6 . 1 5 EL E V = 5 7 2 8 . 1 1 STA: 4+99.35 ELEV= 5728.12' HORIZONTAL SCALE: 1"=40' VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE AL-CHAPPARAL DR PROFILE 5722 5724 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 5748 5722 5724 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5746 5748 0+00 57 4 7 . 9 57 4 5 . 0 57 4 7 . 0 5 0+50 57 4 2 . 2 57 4 5 . 5 5 57 4 0 . 3 57 4 3 . 2 5 1+00 57 3 8 . 3 57 4 0 . 9 4 57 3 6 . 9 57 3 8 . 6 8 1+50 57 3 6 . 0 57 3 7 . 4 1 57 3 4 . 3 57 3 6 . 4 1 2+00 57 3 3 . 1 57 3 5 . 2 5 57 3 1 . 6 57 3 4 . 1 0 2+50 57 3 0 . 5 57 3 2 . 9 4 57 2 9 . 3 57 3 1 . 7 9 3+00 57 2 8 . 2 57 3 0 . 6 3 57 2 7 . 0 57 2 9 . 4 7 3+50 57 2 6 . 2 57 2 8 . 3 4 57 2 6 . 0 57 2 7 . 9 6 4+00 57 2 5 . 0 57 2 7 . 5 9 57 2 4 . 3 57 2 7 . 2 1 4+50 57 2 3 . 5 57 2 6 . 8 4 57 2 3 . 0 57 2 6 . 7 0 4+76 57 2 2 . 9 57 2 6 . 7 2 -2.00% -9.22% -4.00% -4.62% -1.50%1.50% GR A D E B R E A K S T A = 0 + 1 1 . 0 8 EL E V = 5 7 4 7 . 3 3 GR A D E B R E A K S T A = 1 + 7 4 . 3 0 EL E V = 5 7 3 6 . 4 4 GR A D E B R E A K S T A = 3 + 4 9 . 3 2 EL E V = 5 7 2 8 . 3 5 GRADE BREAK STA = 4+67.32ELEV = 5726.58 GRADE BREAK STA = 4+76.32 ELEV = 5726.72 PVI STA: 1+29.30 PVI ELEV: 5738.24 K: 3.83LVC: 20.00BVCS: 1+19.30 BVCE: 5739.16 EVCS: 1+39.30EVCE: 5737.84 PVI STA: 0+36.08PVI ELEV: 5746.83K: 3.46 LVC: 25.00 BVCS: 0+23.58BVCE: 5747.08EVCS: 0+48.58 EVCE: 5745.68 STA: 1+54.30ELEV= 5737.24' HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE XSD XS D XS D XS D XS D XSD XSD XSD 5716 571 7 XU T XU T XU T X U T XU T XU T XU T ST B K ST B K x x x x x x x x x x ST B K ST B K ST B K ST B K ST B K ST B K GA S GA S GA S GAS GAS GAS GAS GAS 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8' ' WL 8' ' WL 8' ' WL 6' ' SA 6' ' SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA 8''SA s 8''SA 8''SA 8''SA s PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PSD 574 8 8+ 0 0 9+ 0 0 EX:5747.3'± 8+ 0 0 8+ 4 8 EP: 8+48.15 0+ 0 0 1+ 0 0 BP: 0+00.00 4+ 0 0 4+89 EP: 4+89.35 PC: 4+45.08 PT: 4+84.35 STA:4+31.08OFF:0.00' 0+001+002+003+004+004+76 BP : 0 + 0 0 . 0 0 PC : 0 + 6 7 . 6 6 PT : 0 + 8 2 . 1 6 EP : 4 + 7 6 . 3 2 STA:0+11.08 OFF:0.00' STA:1+54.30OFF:0.00' STA:3+49.32OFF:0.00' STA:4+67.32OFF:0.02'R 573 0 573 5 57 4 0 57 4 5 5727 5728 572 9 573 1 573 2 573 3 573 4 573 6 573 7 57 3 8 57 3 9 57 4 1 57 4 2 57 4 3 57 4 4 57 4 6 5735 5733 5734 5736 0. 4 % 5. 5 % 9.2% 4.6% 1.5% ST E P S U P ( T Y P I C A L ) DATE REVISION C-2.1-O2 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ O L D \ 3 0 0 1 7 - C 2 0 - G R A D I N G - O P T 2 . D W G - J a n 2 6 , 2 0 2 3 - 3 : 0 6 p m NO R T H MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:01-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GL E N W O O D S P R I N G S , C O L O R A D O CO N C E P T SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m ROAD PLAN/PROFILE 1 OPTION 2 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 040 40 80 40 16020 NORTH >> XS D XS D XW L XW L XW L XW L XW L XW L XW L XW L XW L XW L ME: 32.0'± 573 0 5735 5740 57 4 5 573 1 5732 573 3 573 4 5736 5737 573 8 573 9 5741 574 2 574 3 57 4 4 5746 5747 sasvc ST B K ST B K ST B K ST B K STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x x x x x STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK STBK GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GAS 8''WL 8''WL U E L U E L E s 6 ' ' S A 6 ' ' S A 6''SA 6''SA PSD PSD PSD PSD PSD PSD PSD PSD PS D PS D PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PSD BUILDING A: 2 STORY STORAGE285'X180'=51,300 X 2 = 102,600 SF >>> > > > > > > > > > > > > > > > > > > > > > > > > LOWER FF=5732.0' UPPER FF=5743.0' 0+ 0 0 1+ 0 0 2+ 0 0 3+00 4+00 5+00 6+00 7+ 0 0 8 + 0 0 9+00 10+00 11+00 11+82 BP: 0+00.00 EP: 11+82.04 PC: 2+48.58 PC: 5+93.72 PC: 7+88.41 PT: 3+18.54 PT: 6+64.41 PT: 8+59.09 0+00 1+00 2+00 3+00 4+00 BP : 0 + 0 0 . 0 0 PC : 3 + 8 7 . 1 1 P T : 4 + 5 7 . 0 1 3+84 EP : 3 + 8 4 . 5 0 STA:4+54.44 STA:3+84.00OFF:0.00' STA:0+10.05OFF:0.00' STA:11+41.09OFF:0.00' STA:3+07.63OFF:0.00' STA:0+78.83OFF:0.00' STA:8+53.09 OFF:0.32'L STA:4+99.35OFF:0.00' STA:3+90.22OFF:15.50'R STA:5+18.22 OFF:15.50'RSTA:5+98.52OFF:0.00' 5730 5735 5740 5731 5732 5733 5734 5736 5737 5738 5739 574 1 5742 5 7 4 2 5735 5740 5732 5733 5734 5736 5737 5738 5739 5 7 4 1 5742 57 4 2 6. 2 % 5. 5 % 5730 57285729 573 1 AL-BLDG A LOOP PROFILE 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 5726 5728 5730 5732 5734 5736 5738 5740 5742 5744 0+00 57 2 7 . 5 57 2 8 . 0 57 2 8 . 0 9 0+50 57 2 9 . 0 57 2 9 . 1 8 57 2 9 . 6 57 3 0 . 2 6 1+00 57 3 0 . 5 57 3 1 . 7 4 57 3 1 . 0 57 3 3 . 2 8 1+50 57 3 1 . 8 57 3 4 . 8 2 57 3 2 . 6 57 3 6 . 3 6 2+00 57 3 3 . 8 57 3 7 . 9 1 57 3 5 . 1 57 3 9 . 4 5 2+50 57 3 6 . 4 57 4 0 . 9 3 57 3 7 . 8 57 4 1 . 6 4 3+00 57 3 8 . 0 57 4 2 . 3 5 57 3 7 . 9 57 4 2 . 6 5 3+50 57 3 7 . 9 57 4 2 . 5 4 57 3 7 . 9 57 4 2 . 4 2 4+00 57 3 8 . 4 57 4 2 . 3 9 57 3 8 . 9 57 4 2 . 5 1 4+50 57 3 9 . 4 57 4 2 . 6 4 57 3 9 . 7 57 4 2 . 5 6 5+00 57 3 9 . 9 57 4 2 . 4 3 57 4 0 . 4 57 4 2 . 3 7 5+50 57 4 1 . 0 57 4 2 . 5 0 57 4 1 . 6 57 4 2 . 6 2 6+00 57 4 1 . 3 57 4 2 . 5 4 57 4 0 . 5 57 4 1 . 9 2 6+50 57 4 0 . 2 57 4 1 . 2 9 57 3 8 . 4 57 4 0 . 3 4 7+00 57 3 7 . 0 57 3 8 . 9 6 57 3 6 . 1 57 3 7 . 5 7 7+50 57 3 4 . 8 57 3 6 . 1 8 57 3 3 . 4 57 3 4 . 7 9 8+00 57 3 2 . 4 57 3 3 . 5 9 57 3 1 . 9 57 3 2 . 5 9 8+50 57 3 1 . 6 57 3 1 . 6 6 57 3 1 . 4 57 3 1 . 6 6 9+00 57 3 0 . 6 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 9+50 57 3 0 . 0 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 10+00 57 3 0 . 0 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 10+50 57 3 0 . 0 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 11+00 57 3 0 . 0 57 3 1 . 6 6 57 3 0 . 0 57 3 1 . 6 6 11+50 57 2 9 . 6 57 3 1 . 3 5 57 2 9 . 6 57 3 0 . 6 3 11+82 57 2 9 . 7 57 3 0 . 4 3 3.00%4.34% 6.17% 2.84%-2.50% -5.55% -4.00% 0.00%-2.86% 0.50%-0.50%0.50%-0.50%0.50%-0.50% GR A D E B R E A K S T A = 0 + 1 0 . 0 5 EL E V = 5 7 2 7 . 6 5 GR A D E B R E A K S T A = 0 + 2 5 . 0 0 EL E V = 5 7 2 8 . 0 9 GR A D E B R E A K S T A = 0 + 7 8 . 8 3 EL E V = 5 7 3 0 . 4 3 GR A D E B R E A K S T A = 2 + 4 8 . 1 2 EL E V = 5 7 4 0 . 8 7 GR A D E B R E A K S T A = 3 + 0 7 . 6 3 EL E V = 5 7 4 2 . 5 7 GR A D E B R E A K S T A = 3 + 2 6 . 2 2 EL E V = 5 7 4 2 . 6 6 GR A D E B R E A K S T A = 3 + 9 0 . 2 2 EL E V = 5 7 4 2 . 3 4 GR A D E B R E A K S T A = 4 + 5 4 . 2 2 EL E V = 5 7 4 2 . 6 6 GR A D E B R E A K S T A = 5 + 1 8 . 2 2 EL E V = 5 7 4 2 . 3 4 GR A D E B R E A K S T A = 5 + 8 2 . 2 2 EL E V = 5 7 4 2 . 6 6 GR A D E B R E A K S T A = 5 + 9 8 . 5 2 EL E V = 5 7 4 2 . 5 8 GR A D E B R E A K S T A = 6 + 6 4 . 4 1 EL E V = 5 7 4 0 . 9 3 GR A D E B R E A K S T A = 7 + 8 8 . 4 1 EL E V = 5 7 3 4 . 0 5 GR A D E B R E A K S T A = 8 + 4 8 . 1 5 EL E V = 5 7 3 1 . 6 6 GR A D E B R E A K S T A = 1 1 + 3 9 . 0 4 EL E V = 5 7 3 1 . 6 6 GR A D E B R E A K S T A = 1 1 + 8 2 . 0 4 EL E V = 5 7 3 0 . 4 3 EXISTING GRADE PROPOSED GRADE HORIZONTAL SCALE: 1"=40' VERTICAL SCALE: 1"=10' AL-BLDG C-LOOP PROFILE 5722 5724 5726 5728 5730 5722 5724 5726 5728 5730 0+00 57 2 8 . 2 57 2 8 . 1 2 57 2 7 . 6 57 2 7 . 9 7 0+50 57 2 6 . 7 57 2 8 . 2 4 57 2 5 . 5 57 2 8 . 5 2 1+00 57 2 4 . 6 57 2 8 . 5 3 57 2 4 . 0 57 2 8 . 1 6 1+50 57 2 3 . 3 57 2 7 . 7 6 57 2 3 . 0 57 2 7 . 7 0 2+00 57 2 3 . 0 57 2 7 . 9 5 57 2 3 . 1 57 2 8 . 2 0 2+50 57 2 3 . 2 57 2 8 . 0 4 57 2 3 . 1 57 2 7 . 7 9 3+00 57 2 3 . 0 57 2 7 . 6 0 57 2 3 . 0 57 2 7 . 8 5 3+50 57 2 2 . 9 57 2 8 . 1 0 57 2 3 . 0 57 2 8 . 1 3 4+00 57 2 2 . 7 57 2 7 . 8 8 57 2 2 . 3 57 2 7 . 6 3 4+50 57 2 2 . 3 57 2 7 . 3 3 57 2 2 . 5 57 2 6 . 9 5 4+89 57 2 2 . 9 57 2 6 . 7 4 -2.00%-1.61%1.00%-1.00%1.00%-1.01%1.09%-1.15%-1.20%-1.50% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 7 2 8 . 1 2 GRADE BREAK STA = 0+12.50ELEV = 5727.87 GR A D E B R E A K S T A = 0 + 1 5 . 5 0 EL E V = 5 7 2 7 . 8 7 GR A D E B R E A K S T A = 1 + 6 1 . 5 8 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 2 + 2 9 . 0 8 EL E V = 5 7 2 8 . 2 4 GR A D E B R E A K S T A = 2 + 9 6 . 5 8 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 3 + 6 4 . 0 8 EL E V = 5 7 2 8 . 2 4 GR A D E B R E A K S T A = 4 + 3 1 . 0 8 EL E V = 5 7 2 7 . 5 7 GR A D E B R E A K S T A = 0 + 8 8 . 3 1 EL E V = 5 7 2 8 . 6 6 GR A D E B R E A K S T A = 1 + 0 8 . 3 1 EL E V = 5 7 2 8 . 4 3 GR A D E B R E A K S T A = 4 + 4 5 . 0 8 EL E V = 5 7 2 7 . 4 0 HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE >> XS D XS D XS D XS D ME: 25.0'± STBK STBK STBK STBK ST B K ST B K STBK STBK ST B K ST B K ST B K GA S GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS GA S GA S GA S GA S 8' ' 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 8''WL 6''SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA 8' ' SA E UE L 6''SA PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD PSD BUILDING C: > > > > > > > > > > FF=5729' 0+ 0 0 5+00 6+00 7+00 8+00 8+48 EP : 8 + 4 8 . 1 5 PC: 5+00.23 P T : 4 + 5 7 . 0 1 0 + 0 0 1+ 0 0 2+00 3+00 4+00 4+ 8 9 BP: 0+00.00 EP: 4+89.35 PC: 1+22.31 PC: 0+24.7 0 PC : 4 + 4 5 . 0 8 PT: 1+61.58 PT: 0+42.17 PT: 4+84.35 STA:4+54.44OFF:0.00' STA:0+10.05OFF:0.00' STA:4+31.08OFF:0.00' 4+ 0 0 4+ 7 6 EP: 4+76.32 STA:3+49.32OFF:0.00' STA:1+08.31 OFF:0.00' STA:4+67.32OFF:0.02'R STA:6+85.65OFF:14.00'R 5 7 2 7 5 7 2 8 5729 5728 5728 572 8 5725 5728 572 8 5 7 2 8 57 2 5 1. 5 % 1. 1 % 57 2 5 5723 57 2 4 57 2 6 572 7 STBK STBK STBK STBK STBK STBK STBK STBK x x x x x x x x x x x x STBK STBK STBK STBK STBK STBK STBK STBK 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' WL 8' ' SA 8' ' SA 8' ' SA s U E L U E L E PSD PSD PSD PSD PSD PSD PSD PS D PS D PS D PS D PS D PS D PS D PSD PSD PSD PSD PSD PSD BUILDING B: LOT 2 FF=5732' 2+ 0 0 0+001+002+003+003+84 BP: 0+00.00 EP : 3 + 8 4 . 5 0 STA:1+67.00OFF:12.50'L STA:3+84.00OFF:0.00' 1+ 0 0 2+ 0 0 PC: 0+67.66 PT: 0+82.16 STA:1+54.30OFF:0.00' STA:3+15.00 OFF:14.00'L 5735 5740 5745 5733 5734 5736 573 7 5738 5739 5741 5742 5743 5744 5746 5 7 3 5 573 1 5 7 3 3 5 7 3 4 5 7 3 6 5735 5740 5732 5733 5734 5736 5737 5738 5739 574 1 STA:1+25.94OFF:0.00' 5. 8 % 1. 8 % FG:5731.91'5.5% 9. 2 % 4. 6 % 6. 2 % AL-BLDG B-BACK PROFILE 5730 5732 5734 5736 5738 5740 5730 5732 5734 5736 5738 5740 0+00 57 3 5 . 7 57 3 7 . 2 4 57 3 6 . 2 57 3 6 . 5 9 0+50 57 3 6 . 5 57 3 5 . 2 6 57 3 6 . 4 57 3 3 . 8 8 1+00 57 3 6 . 4 57 3 2 . 5 1 57 3 6 . 3 57 3 1 . 5 1 1+50 57 3 6 . 3 57 3 1 . 2 0 57 3 6 . 4 57 3 1 . 0 6 2+00 57 3 6 . 4 57 3 1 . 3 1 57 3 7 . 2 57 3 1 . 5 6 2+50 57 3 7 . 7 57 3 1 . 6 3 57 3 7 . 9 57 3 1 . 3 8 3+00 57 3 8 . 0 57 3 1 . 1 3 57 3 8 . 1 57 3 1 . 0 9 3+50 57 3 7 . 9 57 3 1 . 3 6 57 3 7 . 8 57 3 1 . 6 2 3+84 57 3 8 . 0 -2.00% -5.51% -1.27%1.00%-1.00%1.07% GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 5 7 3 7 . 2 4 GR A D E B R E A K S T A = 1 + 6 7 . 0 0 EL E V = 5 7 3 0 . 9 8 GR A D E B R E A K S T A = 2 + 4 1 . 0 0 EL E V = 5 7 3 1 . 7 2 GR A D E B R E A K S T A = 3 + 1 5 . 0 0 EL E V = 5 7 3 0 . 9 8 GR A D E B R E A K S T A = 3 + 8 4 . 0 0 EL E V = 5 7 3 1 . 7 2 PVI STA: 1+15.94 PVI ELEV: 5731.63 K: 4.72LVC: 20.00BVCS: 1+05.94 BVCE: 5732.18 EVCS: 1+25.94EVCE: 5731.50 PVI STA: 0+22.00 PVI ELEV: 5736.80 K: 5.70LVC: 20.00BVCS: 0+12.00 BVCE: 5737.00 EVCS: 0+32.00EVCE: 5736.25 HORIZONTAL SCALE: 1"=40'VERTICAL SCALE: 1"=10' EXISTING GRADE PROPOSED GRADE STA: 1+11.50 ELEV= 5732.69' STA: 1+25.94 ELEV= 5731.50' DATE REVISION C-2.2 DRAWING NO. TITLE G: \ 2 0 2 0 \ 3 0 0 1 7 \ C I V I L \ C I V I L D W G S \ P L O T \ C O U N T Y M I N O R S U B \ O L D \ 3 0 0 1 7 - C 2 0 - G R A D I N G - O P T 2 . D W G - J a n 2 6 , 2 0 2 3 - 3 : 0 6 p m NO R T H ROAD PLAN/PROFILE 2 OPTION 2 1 inch = ft. ( IN FEET ) GRAPHIC SCALE 040 40 80 40 16020 MEMBER UTILITIESFOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2-BUSINESS DAYS IN ADVANCE Know what's below.before you dig.Call R 30017JOB NO. DATE:01-26-2023 DESIGNED BY DRAWN BY CHECKED BY JPP JPP YTN GL E N W O O D B U S I N E S S C E N T E R GL E N W O O D S P R I N G S , C O L O R A D O CO N C E P T SO P R I S E N G I N E E R I N G L L C 50 2 M A I N S T R E E T S U I T E A 3 C A R B O N D A L E C O 8 1 6 2 3 (9 7 0 ) 7 0 4 0 3 1 1 s o p r i s e n g i n e e r i n g . c o m NO R T H 0 6 0O0U4.0O F ci CountyofGarfield UT 0 0 0 0ud G J C u tt CommissionerChairman N0) 0H r CO Not n u U)4> o NOQ c rn v Jcc s1 v 0 0 C U AS1 T 0 4 0CO 0 • 0 0 0 0 0 .0 fl . u 0 C CC a U U U HCa h 0 H24 vNN NvoNNN 0 v N C C H N N 1) P H •r4 H 'U N N N > •H •ri H A A U O G N C alro N A 'O I P ,C 0 E H HN: • ri ro MCGU) • NCrNi 3 N Ho ant; I,:• 1). Tb0H NN • rU r1O ) 0O N COO WG N H HO O N A H N A 4) ANHH NN N) WN 17 W U N N N CA 0 W ial ^ rN ri W N VO G H 'U b •r N C'7 •r4GafO Ao O N • iGN •rN •-i wO N > 0 > N N o N o ro H ' U N ccN •r ^ HN o CO N N N o H N N Q) A A 3 W NOOHAHv H H N N N N H O 00 N •H N >. 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Ca i G oW M' 41, rH1 rt. ro < , .5 c0 0.1 5 9 0' 44 v 44 N 0 C 8HEi ILA I/ rntCi. andaffixedthesealofsaidCounty, atGlenwoodSprings, STATEOFCOLORADO CountyofGarfield 5 0 6 J SPECIAL USE PERMIT ISSUED TO THE GLENWOOD PARTNERSHIP M In accordance with and pursuant to the provisions of the Garfield CountyZoningResolutionof1979, as amended, and Resolution No. 81 _121 of the Board " of County Commissioners of Garfield County, Colorado, State of Colorado, hereby _ authorizes, by Special Use Permit, the following activity: g' 0 a commercial park in which the uses shall be limited to those listed below . u under conditions. 8 nn the following described tract of land in Garield County, Colorado: yr a co A tract of land situate in Section 6, Township 6 South, Range 89 West of ` ^` the 6th Principal Meridian, County of Garfield, State of Colorado, more° particularly described as follows: jtv,gg j wa° Commencing at the South Quarter Corner of Section 34, Township 5 South, Range 89 West of the 6th Principal Meridian; thence S 87°11'46"E 670.12 'to - feet to the point of intersection of the west line of the Mel Ray Subdivisio ti«re and the south right-of-way line of County Road No. 130, the true point of MM.; beginning; thence S 01° 52'00"W 575.96 feet along said west line of the Mel Ray Subdivision; thence N 87°18'00"W 615.36 feet; thence 5 47°42'00"W 125.06 feet; thence N 87°18'00"W 521.98 feet; thence N 02° 44'00"E 603.39 feet to a point on said south right-of-way line of County Road No. 130; thence along said south right-of-way line of County Road No. 130 N 89°50'00"E 1218.57 feet to the true point of beginning, containing 16.446 acres more or less. The within Special Use Permit is issued subject to the conditions set forth in the above-mentioned resolution, and shall be valid only during compliance with such conditions and other applicable provisions of the Garfield County Zoning Resolution, Subdivision Regulations, Building Code, and other regulations of the Board of County Commissioners of Garfield County. 1. That the use of the tract of land comply with all present and future regulations of Garfield relating to special use permits for commercial parks in the zone district in which the property is now or may later be located; 2. That, prior to the issuance of the authorized special use permit, the above described tract of land shall be severed from any other tract of land upon which there may exist a principal use, unless such other such principal use has bee terminated at the time of the issuance of the special use permit. 3. Maintenance rof the waterlines within the property boundaries will be the responsibility of the project owner. Control valves will be installed at the property boundaries where water lines inside the project connect to public water lines. All public water used on the project will be metered with secondary metering installed to meter water used for irrigation of landscaping, unless otherwise agreed to by theWestGlenWaterDistrict. 4. a) The location(s) of fire hydrant(s) necessary to service each phase of the project shall be subject to review by the Glenwood Springs Fire Department for compliance with codes, prior to the issuance of any building permits. Fire hydrants and necessary waterlines to serve the hydrants shall be in place and functioning for each phase at the time the foundation walls reach ground level and at the time of final foundation inspection by the County Building Department. 4. b) Fire protection, where required, within buildings, shall be subject to review and recommendation, as per code, by the Rural Fire District department, prior to the issuance of a building permit. 4. c) Turn radii necessary for access in critical areas, by firetrucks that will be serving the project will be provided. 4. d) Uses in buildings that require special fire protection consideration or special construction shall be designated prior to the issuance of a building permit and subject to review, as designated by code, by the Building Department, Planning Department and Fire Department. These uses shall be those designated in the U.S.C. as "hazard" or (H) uses. 4. e) Areas for snow storage shall be designated prior to the issuance of building permits and subject to review for compliance with code by the Building Department, Planning Department, and Fire Department. 5. The project owner shall confer with the County Sheriff's Department for advice on security matters prior to the installation of security lighting and landscaping. 6. No building permits shall be issued for any phase until: 1. there are sufficient water taps available to serve that phase for all of its water require- ments from a public system. 2. or proof that a private water system will adequately serve all of the water needs of the project. 7. a) A 5 foot sidewalk shall be installed along the Westerly end of the property in the New County Road ROW before a certificate of occupancy will be issued for the first phase. The construction of the sidewalk shall be at the expense of the developer. -_ 7. b) The owner of the property will be expected to contribute to the financing of a sidewalk along County Road 130, when it is deemed necessary by the County. 8. The project as proposed, is directly tied to the Ainbinder Shopping Center ie: a. On site drainage is to be handled through Ainbinders storm drains. b. The New County Road is necessary for the project and has to be constructed. c. Utility lines installed on Ainbinders project will serve the Glenwood Business Center. In the event the Ainbinder project is not constructed, the Glenwood Business Center must stand on its own. - 9. All on-site and off-site improvements required to service each phase of the project must be completed before a certificate of occupancy will be issued for that phase. The improvements will be subject to review by the Building Department, Planning Department, and the Fire Department for compliance with code and conditions of the special use permit. The improvements shall include: Necessary roads, water lines, sewer lines, fire hydrants, parking, landscaping, storm drainage, utilities, sidewalks, and any other improvements necessary for the function of any particular phase. 10. The New County Road proposed on the Westerly boundary of the site from Highway 6 and 24 to County Road #130, must be constructed to County specifications, before any certificate of occupancywill be issued for the project. 11. landscaping will be a minimum of 12% for the entire project. 12. The uses in the park will be limited to a maximum of 3 residential uses, for the purpose of management, security, and maintenance for Commercial establishments, wholesale and retail establishments, personal services establishments, general services establishments, offices, and community buildings. 13. The maximum number of buildings on the site will be 15. 14. Development under the within permit shall be in accordance with the repre- sentations contained in the amended application filed with Garfield County, unless otherwise specifically authorized or directed by this Board. 1111k:1M:11 f!MIFIIFIRIV11KA,ki 114.11III Reception8: 859599 10/09/2014 09:23:00 Pfl Jean Albarlco 2 of 2 Reo Fee:$0.00 Doo Fee:0.00 GRRFIELO COUNTY CO BOARD OF COUNTY COMMISSIONERS GARFIELD COUNTY, COLORADO iJ• 1 r BY; ° \CL,... _ N. Chairman \ tritle` Recorded at ' o'clock Reception 'No. STATE OF COLORADO County of Garfield At a regular meeting of the Board of County Commissioners for Garfield County, Colorado, held at the Court House in Glenwood Springs on NPIl 17.Y , the 27 0) day of actaar A. D. 19 8.Q.... , there were present: Richard CJolley , Commissioner Chairman Larry Velascjuez , Commissioner Flaven Cerise , Commissioner Arthur A. Abplanalp, Jr. , County Attorney Nancy Sprick Pager Deputy , Clerk of the Board when the following proceedings, among others were had and done, to -wit: RESOLUTION NO. 80-254 3O8s17 M ss. m: OCT 2 81980 LDRED ALSDORF, RECORDER BOOK 558 PAGE 737 RESOLUTION CONCERNED WITH GRANTING AN EXEMPTION FROM THE GARFIELD COUNTY SUBDIVISION REGULATIONS FOR GLENWOOD PARTNERSHIP WHEREAS, GLENWOOD PARTNERSHIP has petitioned the Board of County Commissioners of Garfield County, Colorado, for an exemptiom from the definition of the terms subdivision" and "subdivided land" under C.R.S. 1973, 30-28-101 (10) (a) -(d), as amended and the Subdivision Regulations of Garfield County, Colorado, adopted January 2, 1979 Sections 2.02.21(d) and 3.02.01 for the division of a 30 acre tract described as follows: In Book 557 at Page 352 in the office of the Clerk and Recorder of Garfield County, Colorado, into 3 tracts of approximately 16, 62 and 72 acres each, two of which proposed divided tracts are more particularly described as follows: Tract A: A parcel of land situate in Section 6, Township 6 South, Range 89 West of the 6th Principal Meridian, County of Garfield, State of Colorado, being more particularly described as follows: Commencing at the S1 corner of Section 34, Township 5 South, Range 89 West of the 6th Principal Meridian; thence S. 87° 11' 46" E. 670.12 feet to the point of intersection of the West line of the Mel -Rey Subdivision, County of Garfield, State of Colorado and the south right-of-way line of County Road No. 130; thence along the West line of said Mel -Ray Subdivision S. 01°52'00" W. 575.96 feet to the TRUE POINT OF BEGINNING: thence continuing along said line S. 01°52'00" W. 183.95 feet to a point of intersection where the north line of the Glen Theatre, Inc. property intersects the West line of said Mel -Ray Subdivision; thence along the north line of the Glen Theatre, Inc. property N. 87°18'00" W. 536.20 feet to the Northwest corner of said property; thence along the west line of said property S. 01°53'00" W. 623.25 feet to the North right-of-way line of U.S. Highway No. 6 & 24; thence along said North right-of-way line the following course, N. 87° 16' 00" W. 246.80 feet; thence N. 02°44'00" E. 718.54 feet; thence S. 87°18'00" E. 67.23 feet; thence N. 47°42'00" E. 125.06 feet; thence S. 87°18' 00" E. 615.36 feet to the TRUE POINT OF BEGINNING, containing 6.499 acres, more or less. Tract B: A parcel of land situate in Section 6, Township 6 South, Range 89 West of the 6th Principal Meridian, County of Garfield, State of Colorado, being more particularly described as follows: Beginning at a point whence the S1 corner of Section 34, Township 5 South, Range 89 West of the 6th Principal Meridian bears N. 42°07'49" E. 861.66 feet; thence S. 87° 18'00" E. 454.75 feet; thence S. 02°44'00" W. 718.54 feet to a point on the north right-of-way line of U.S. Highway 6 & 24; thence along said north right-of-way line the following course N. 87°16'00" W. 454.75 feet; thence N. 02° 44' 00" E.718.28 feet to the point of beginning, containing 7.500 acres, more or less. BOOK 558 PAGE738 WHEREAS, the Petitioner has demonstrated to the satisfaction of the Board of County Commissioners of Garfield County, Colorado, that the proposed division does not fall within the purposes of Part 1, Article 28, Title 30, Colorado Revised Statutes 1973, as amended, for the reason that the property being subdivided has been under the same ownership for at least five (5) years, and the division together with any earlier permitted under circumstances not defined above, will create no more than three (3) new tracts under 35.0 acres in size; and WHEREAS, the Petitioner has demonstrated to the satisfaction of the Board of County Commissioners of Garfield County, Colorado, that there is a reasonable probability of locating domestic water on each of said tracts, that there is adequate ingress and egress to said tracts, that the location of septic tanks will be permitted by the Colorado Department of Health, that the requested division is not part of an existing or larger development and does not fall within the general purposes and intent of the subdivision regulations of the State of Colorado and the County of Garfield and should, therefore, be exempted from the definition of the terms "subdivision" and "subdivided land" as set forth in C.R.S. 1973, 30-28-101 (10) (a) -(d), as amended. NOW, THEREFORE, BE IT RESOLVED that the division of the above described tracts "A" and "B", from the above described 30 acre tract is hereby exempted from such definitions and said tract may be divided into tracts "A" and "B", all as is more fully described above, and said divided tract may be conveyed in the form of such smaller tracts without further compliance with the aforesaid subdivision statutes and regulations; provided, however, that this exemption is granted on the condition and with the express understanding and agreement of the Petitioner that no further exemptions will be allowed on said tracts "A" and "B", or the remaining tract, and that a copy of the instrument or instruments of conveyance when recorded shall be filed with this Resolution. THE BOARD OF COUNTY COMMISSIONERS OF GARFIELD COUNTY, COLORADO ATTEST: Deputy er of the Boa County mmissioners Garfield County, Colorado Upon motion duly made and seconded the foregoing Resolution was adopted by the following vote: Richard C. Jolley Larry Velasquez Flaven Cerise STATE OF COLORADO County of Garfield Aye Aye Aye Commissioners I, , County Clerk and ex -officio Clerk of the Board of County Commissioners in and for the County and State aforesaid do hereby certify that the annexed and foregoing Order is truly copied from the Records of the Proceedings of the Board of County Commissioners for said Garfield County, now in my office. IN WITNESS WHEREOF, I have hereunto set my hand and affixed the seal of said County, at Glenwood Springs, this day of , A. D. 19 County Clerk and ex -officio Clerk of the Board of County Commissioners. 1 COOPER MINOR SUBDIVISION IMPROVEMENTS AGREEMENT THIS COOPER MINOR SUBDIVISION IMPROVEMENTS AGREEMENT (“SIA”) is made and entered into this ___ day of _________________, 2023, by and between GLENWOOD PARTNERSHIP, LLLP 1 (“Owner”) and the BOARD OF COUNTY COMMISSIONERS OF GARFIELD COUNTY, COLORADO, acting for the County of Garfield, State of Colorado, as a body politic and corporate, directly or through its authorized representatives and agents (“BOCC”). Recitals 1. Owner is the owner and developer of the Cooper Minor Subdivision (the “Subdivision”), which property is depicted on the Final Plat of Cooper Minor Subdivision (“Final Plat” or “Final Plat of the Subdivision”). The real property subject to this SIA is described in that Final Plat, recorded at Reception Number of the real estate records of Garfield County, Colorado and incorporated by this reference. 2. On _________________, 2023, the [Planning Director]/[BOCC], by [Decision No.]/[Resolution No. _________], recorded at Reception Number ____________of the real estate records of Garfield County, Colorado and incorporated by this reference, approved the Final Plat which, among other things, would create three commercial lots. 3. As a condition precedent to the approval of the Final Plat submitted to the BOCC as required by the laws of the State of Colorado and by the Garfield County Land Use and Development Code (“LUDC”, Owner wishes to enter into this SIA with the BOCC. 4. Owner has agreed to execute and deliver a letter of credit or other security in a form satisfactory to the BOCC to secure and guarantee Owner’s performance under this Agreement and has agreed to certain restrictions and conditions regarding the sale of properties and issuance of 1 Note to drafter: to be updated at time of recordation 2 building permits and certificates of occupancy, all as more fully set forth below. NOW, THEREFORE, in consideration of the foregoing recitals and the mutual covenants and promises contained herein, the BOCC and Owner (“Parties”) agree as follows: Agreement 1. FINAL PLAT APPROVAL. The BOCC hereby accepts and approves the Final Plat of the Subdivision, on the date set forth above, subject to the terms and conditions of this SIA, [Director’s Decision No. ____]/[Resolution No. ___], the requirements of the LUDC, and any other governmental or quasi-governmental regulations applicable to the Subdivision (“Final Plat Approval”). Recording of the Final Plat in the records of the Garfield County Clerk and Recorder shall be in accordance with this SIA and at the time prescribed herein. 2. OWNER’S PERFORMANCE AS TO SUBDIVISION IMPROVEMENTS. a. Completion Date/Substantial Compliance. Owner shall cause to be constructed and installed the subdivision improvements, including off-site improvements, identified in the Exhibits defined in subparagraph 2.a.i, below (“Subdivision Improvements”) at Owner’s expense, including payment of fees required by Garfield County and/or other governmental and quasi-governmental entities with regulatory jurisdiction over the Subdivision. The Subdivision Improvements shall be completed on or before the end of the eighteenth calendar month following execution of this SIA (“Completion Date”), in substantial compliance with the following: i. Plans marked “Approved for Construction” for all Subdivision Improvements prepared by Sopris Engineering and submitted to the BOCC on _______________, 2023, such plans being summarized in the list of drawings attached to and made a part of this SIA by reference as Exhibit A; the estimate of cost of completion, certified by and bearing the stamp of Sopris Engineering, 3 Owner’s professional engineer licensed in the State of Colorado (“Owner’s Engineer”), attached to and made a part of this SIA by reference as Exhibit B, which estimate shall include an additional ten (10) percent of the total for contingencies; and all other documentation required to be submitted along with the Final Plat under pertinent sections of the Land Use and Development Code (“Final Plat Documents”). ii. All requirements of the Final Plat Approval. iii. All laws, regulations, orders, resolutions and requirements of Garfield County and all special districts and any other governmental entity or quasi- governmental authority (ies) with jurisdiction. iv. The provisions of this SIA. b. Satisfaction of Subdivision Improvements Provisions. The BOCC agrees that if all Subdivision Improvements are constructed and installed in accordance with this paragraph 2; the record drawings have been submitted upon completion of the Subdivision Improvements, as detailed in paragraph 3(c), below; and all other requirements of this SIA have been met, then the Owner shall be deemed to have satisfied all terms and conditions of the Final Plat Approval, the Final Plat Documents, and the LUDC with respect to the installation of the Subdivision Improvements. 3. SECURITY FOR SUBDIVISION IMPROVEMENTS (EXCEPT RE- VEGETATION). a. Subdivision Improvements Letter of Credit and Substitute Collateral. As security for Owner’s obligation to complete the Subdivision Improvements, Owner shall deliver to the BOCC, on or before the date of recording of the Final Plat of the Subdivision, a Letter of Credit in the form agreed to be acceptable to the BOCC, attached to and incorporated in this SIA by reference as Exhibit “C” (“LOC”), or in a form consistent with 4 the Uniform Commercial Code, C.R.S. § 4-1-101, et seq. and approved by the BOCC. The LOC shall be in the amount of $( full estimate ), representing the full estimated cost of completing the Subdivision Improvements, with a sufficient contingency to cover cost changes, unforeseen costs and other variables (not less than 10% of the estimated cost and as approved by the BOCC), as set forth and certified by Owner’s Engineer on Exhibit B to guarantee completion of the Subdivision Improvements. The LOC shall be valid for a minimum of six (6) months beyond the Completion Date for the Subdivision Improvements set forth in Paragraph 2.a., above. The BOCC, at its sole option, may permit the Owner to substitute collateral other than a Letter of Credit, in a form acceptable to the BOCC, for the purpose of securing the completion of the Subdivision Improvements subject of this Paragraph 3.a. b. LOC Requirements and Plat Recording. The LOC required by this SIA shall be issued by a state or national banking institution acceptable to the BOCC. If the institution issuing the LOC is not licensed in the State of Colorado and transacting business within the State of Colorado, the LOC shall be “confirmed” within the meaning of the Uniform Commercial Code, Letters of Credit, § 4-5-101, et seq., C.R.S., as amended, by a bank that is licensed to do business in the State of Colorado, doing business in Colorado, and acceptable to the BOCC. The LOC shall state that presentation of drafts drawn under the LOC shall be at an office of the issuer or confirmer located in the State of Colorado. The Final Plat of the Subdivision shall not be recorded until the security, described in this paragraph 3 has been received and approved by the BOCC. c. Extension of LOC Expiration Date. If the Completion Date, identified in paragraph 2.a., above, is extended by a written amendment to this SIA, the time period for the validity of the LOC shall be similarly extended by the Owner. For each six (6) month 5 extension, at the sole option of the BOCC, the face amount of the LOC shall be subject to re- certification by Owner’s Engineer of the cost of completion and review by the BOCC. d. Unenforceable LOC. Should the LOC expire or become void or unenforceable for any reason, including bankruptcy of the Owner or the financial institution issuing or confirming the LOC, prior to the BOCC’s approval of Owner’s Engineer’s certification of completion of the Subdivision Improvements, this SIA shall become void and of no force and effect and the Final Plat shall be vacated pursuant to the terms of this SIA. e. Partial Releases of Security. Owner may request partial releases of the LOC and shall do so by means of submission to the Building and Planning Department of a “Written Request for Partial Release of LOC”, in the form attached to and incorporated by this reference as Exhibit D, accompanied by the Owner’s Engineer’s stamped certificate of partial completion of improvements. The Owner’s Engineer’s seal shall certify that the Subdivision Improvements have been constructed in accordance with the requirements of this SIA, including all Final Plat Documents and Final Plat Approval. Owner may also request release for a portion of the security upon proof that 1) Owner has a valid contract with a public utility company regulated by the Colorado Public Utilities Commission obligating such company to install certain utility lines; and 2) Owner has paid to the utility company the cost of installation as required by the contract. The BOCC shall authorize successive releases of portions of the face amount of the LOC as portions of the Subdivision Improvements, dealt with in this Paragraph 3, are certified as complete to the BOCC by the Owner’s Engineer and said certification is approved by the BOCC. f. BOCC’s Investigation. Notwithstanding the foregoing, upon submission of the Owner’s Written Request for Partial Release of LOC, along with Owner’s Engineer’s certificate of partial completion of improvements, the BOCC may review the certification 6 and may inspect and review the Subdivision Improvements certified as complete to determine whether or not they have been constructed in compliance with relevant specifications, as follows: i. If no letter of potential deficiency is furnished to Owner by the BOCC within fifteen (15) business days of submission of Owner’s Written Request for Partial Release of LOC, accompanied by Owner’s Engineer’s certificate of partial completion of improvements, all Subdivision Improvements certified as complete shall be deemed approved by the BOCC, and the BOCC shall authorize release of the appropriate amount of security. ii. If the BOCC chooses to inspect and determines that all or a portion of the Subdivision Improvements certified as complete are not in compliance with the relevant specifications, the BOCC shall furnish a letter of potential deficiency to the Owner, within fifteen (15) business days of submission of Owner’s Written Request for Partial Release of LOC, accompanied by Owner’s Engineer’s certificate of partial completion of improvements. iii. If a letter of potential deficiency is issued identifying a portion of the certified Subdivision Improvements as potentially deficient, then all Subdivision Improvements not identified as potentially deficient shall be deemed approved by the BOCC, and the BOCC shall authorize release of the amount of security related to the Subdivision Improvements certified as complete and not identified as potentially deficient. iv. With respect to Subdivision Improvements identified as potentially deficient in a letter of potential deficiency, the BOCC shall have thirty (30) days from the date of the letter to complete the initial investigation, begun under 7 subparagraph 3.f.ii., above, and provide written confirmation of the deficiency(ies) to the Owner. v. If the BOCC finds that the Subdivision Improvements are complete, in compliance with the relevant specifications, then the appropriate amount of security shall be authorized for release within ten (10) business days after completion of such investigation. g. BOCC Completion of Improvements and Other Remedies. If the BOCC finds, within the thirty (30) day period of time defined in subparagraph 3.f.iv. above, that the Subdivision Improvements are not complete, or if the BOCC determines that the Owner will not or cannot construct any or all of the Subdivision Improvements, whether or not Owner has submitted a written request for release of LOC, the BOCC may withdraw and employ from the LOC such funds as may be necessary to construct the Subdivision Improvements in accordance with the specifications, up to the face amount or remaining face amount of the LOC. In such event, the BOCC shall make a written finding regarding Owner’s failure to comply with this SIA prior to requesting payment from the LOC in accordance with the LUDC. In lieu of or in addition to drawing on the LOC, the BOCC may bring an action for injunctive relief or damages for the Owner’s failure to adhere to the provisions of this SIA regarding Subdivision Improvements. The BOCC shall provide the Owner a reasonable time which shall to cure any identified deficiency(ies) prior to requesting payment from the LOC or filing a civil action. h. Final Release of Security. Upon completion of all Subdivision Improvements, and including off-site improvements, Owner shall submit to the BOCC, through the Building and Planning Department: 1) record drawings bearing the stamp of Owner’s Engineer certifying that all Subdivision Improvements, including off-site 8 improvements, have been constructed in accordance with the requirements of this SIA, including all Final Plat Documents and the Final Plat Approval, in hard copy and digital format acceptable to the BOCC; 2) copies of instruments conveying real property and other interests which Owner is obligated to convey to any statutory special district or other entity at the time of Final Plat Approval [, unless escrowed in accordance with paragraph __ below]; and 3) a Written Request for Final Release of LOC, in the form attached to and incorporated herein as Exhibit E, along with Owner ’s Engineer’s stamp and certificate of final completion of improvements. i. The BOCC shall authorize a final release of the LOC after the Subdivision Improvements are certified as final to the BOCC by the Owner’s Engineer and said final certification is approved by the BOCC. If the BOCC finds that the Subdivision Improvements are complete, in accordance with the relevant specifications, the BOCC shall authorize release of the final amount of security, within ten (10) business days following submission of the Owner’s Written Request for Final Release of LOC accompanied by the other documents required by this paragraph 3.h. ii. Notwithstanding the foregoing, upon Owner’s Written Request for Final Release of LOC, accompanied by Owner’s Engineer’s certificate of final completion of improvements, the BOCC may inspect and review the Subdivision Improvements certified as complete. If the BOCC does so review and inspect, the process contained in paragraph 3.f., above, shall be followed. iii. If the BOCC finds that the Subdivision Improvements are complete, in accordance with the relevant specifications, the BOCC shall authorize final release of security within ten (10) days after completion of such investigation. 9 iv. If the BOCC finds that the Subdivision Improvements are not complete, in accordance with the relevant specifications, the BOCC may complete remaining Subdivision Improvements, or institute court action in accordance with the process outlined in paragraph 3.g., above. IF REVEGETATION IS REQUIRED... 4. SECURITY FOR REVEGETATION. a. Revegetation LOC and Substitute Collateral. $____________ of the face amount of the LOC, specified in Paragraph 3a above, shall be allocated to revegetation of disturbed areas within the Subdivision (“Revegetation LOC”), the cost for which is detailed as a subdivision improvement in Exhibit B. The Revegetation LOC shall be valid for a minimum of two (2) years following recording of the Final Plat. The BOCC, at its sole option may permit the Owner to substitute collateral other than a Letter of Credit, in a form acceptable to the BOCC, for the purpose of securing the completion of revegetation. b. Revegetation LOC General Provisions. The provisions of paragraphs 3.b., 3.c. and 3.d., above, dealing with Letter of Credit requirements, extension of expiration dates, increase in face amounts, plat recording, and plat vacating shall apply to the Revegetation LOC. c. Revegetation Review and Notice of Deficiency. Upon establishment of revegetation, the Owner shall request review of the revegetation work by the Garfield County Vegetation Management Department, by telephone or in writing. Such review shall be for the purpose of verification of success of revegetation and reclamation in accordance with the Garfield County Weed Management Plan 2000, adopted by Resolution No. 2002-94 and recorded in the Office of the Garfield County Clerk and Recorder as Reception No. 580572, as amended, and the revegetation/reclamation plan titled _____________ and dated 10 _________________ for the Subdivision submitted as part of the Final Plat Documents. If the Vegetation Management Department refuses approval and provides written notice of deficiency(ies), the Owner shall cure such deficiency(ies) by further revegetation efforts, approved by the Vegetation Management Department, as such efforts may be instituted within the two (2) years following recording of the Final Plat. d. Single Request for Release of Revegetation LOC. Following receipt of written approval of the Vegetation Management Department, the Owner may request release of the Revegetation LOC and shall do so by means of submission to the BOCC, through the Building and Planning Department, of a Written Request for Release of Revegetation LOC, in the form attached to and incorporated herein by reference as Exhibit E, along with certification of completion by the Owner, or Owner’s agent with knowledge, and a copy of the written approval of the Vegetation Management Department. It is specifically understood by the parties that the Revegetation LOC is not subject to successive partial releases, as authorized in paragraph 3.e., above. Further, the Revegetation LOC and the BOCC’s associated rights to withdraw funds and bring a court action may survive final release of the LOC securing other Subdivision Improvements, defined in paragraph 3.a., above. e. BOCC’s Completion of Revegetation and Other Remedies. If Owner’s revegetation efforts are deemed by the BOCC to be unsuccessful, in the sole opinion of the BOCC upon the recommendation of the Vegetation Management Department, or if the BOCC determines that the Owner will not or cannot complete revegetation, the BOCC, in its discretion, may withdraw and employ from the Revegetation LOC such funds as may be necessary to carry out the revegetation work, up to the face amount of the Revegetation LOC. In lieu of or in addition to drawing on the Revegetation LOC, the BOCC may bring an action for injunctive relief or damages for the Owner’s failure to adhere to the provisions of 11 this SIA related to revegetation. The BOCC shall provide the Owner a reasonable time to cure any identified deficiency prior to requesting payment from the Revegetation LOC or filing a civil action. 5. WATER SUPPLY AND WASTEWATER COLLECTION. As stated in paragraph 13, below, prior to issuance by the BOCC of any certificates of occupancy for any residences or other habitable structures constructed within the Subdivision, Owner shall install, connect and make operable a water supply and distribution system for potable water, fire protection, non-potable irrigation water, and a wastewater/sewer collection system in accordance with approved plans and specifications. All easements and rights-of-way necessary for installation, operation, service and maintenance of such water supply and distribution system(s) and wastewater collection system shall be as shown on the Final Plat. Owner shall deposit with the Garfield County Clerk and Recorder executed originals of the instruments of conveyance for easements appurtenant to the water and wastewater system(s), for recordation following recording of the Final Plat and this SIA, unless such easements are established on the Final Plat. All facilities and equipment contained within the water supply and wastewater collection system(s) shall be transferred by Owner to the applicable special district or municipality by bill of sale. If a third-party water or sewer service entity requires warranty of the system(s), Owner shall provide proof to the BOCC that such warranty is in effect and, if necessary, has been assigned. 6. ROADS. Pursuant to the Final Plat Approvals, all roads within the Subdivision shall be private and privately owned and maintained. Owner shall be solely responsible for the maintenance, repair, and upkeep of said rights-of-way, including the traveled surface of the roadways and portions of the rights-of-way outside of the traveled surface. The BOCC shall not be obligated to maintain any road rights-of-way within the Subdivision. 7. PUBLIC UTILITY RIGHTS-OF-WAY. Whether or not utility easements exist 12 elsewhere in the Subdivision, all road rights-of-way within the Subdivision shall contain rights-of- way for installation and maintenance of utilities. Public utility easements shall be dedicated by the Owner to the public utilities on the face of the Final Plat, subject to the Garfield County Road and Right-of-Way Use Regulations, recorded as Reception No. 643477, in the records of the Garfield County Clerk and Recorder, as amended. Owner shall be solely responsible for the maintenance, repair and upkeep of said public utility easements, unless otherwise agreed to with the public utility company(ies). The BOCC shall not be obligated for the maintenance, repair and upkeep of any utility easement within the Subdivision. In the event a utility company, whether publicly or privately owned, requires conveyance of the easements dedicated on the face of the Final Plat by separate document, Owner shall execute and record the required conveyance documents. 8. INTENTIONALLY DELETED. 9. INDEMNITY. The Owner shall indemnify and hold the BOCC harmless and defend the BOCC from all claims which may arise as a result of the Owner’s installation of the Subdivision Improvements, including off-site improvements and revegetation, and any other agreement or obligation of Owner, related to development of the Subdivision, required pursuant to this SIA. The Owner, however, does not indemnify the BOCC for claims made asserting that the standards imposed by the BOCC are improper or the cause of the injury asserted, or from claims which may arise from the negligent acts or omissions of the BOCC or its employees. The BOCC shall notify the Owner of receipt by the BOCC of a notice of claim or a notice of intent to sue, and the BOCC shall afford the Owner the option of defending any such claim or action. Failure to notify and provide such written option to the Owner shall extinguish the BOCC’s rights under this paragraph. Nothing in this paragraph shall be construed to constitute a waiver of governmental immunity granted to the BOCC by Colorado statutes and case law. 10. ROAD IMPACT FEE. Pursuant to the Garfield County subdivision regulations, the 13 following Road Impact Fees apply withing the Subdivision: $1,988 has per residential unit; $1,630 per 1,000 square feet of office and other services floor area; and $3,766 per 1,000 square feet of commercial floor area. Owner shall pay fifty percent (50%), i.e., ___________________ ($__________) of the Road Impact Fee to the Garfield County Treasurer at or prior to the time of recording of the Final Plat. The remaining 50%, i.e., __________________ ($__________), will be collected at the time a building permit issues for a structure within the Subdivision. 11. FEES IN LIEU OF DEDICATION OF SCHOOL LAND. Owner shall make a cash deposit in lieu of dedicating land to the RE-1 School District, calculated in accordance with the LUDC and the requirements of state law. The Owner and the BOCC acknowledge and agree that the cash in lieu payment for the Subdivision is calculated as follows: Unimproved per acre market value of land, based upon an appraisal submitted to the BOCC by Owner, i.e. $_________________; and Land dedication standard: multi-family dwelling units x _____ acres equals ________ acres. The Owner, therefore, shall pay to the Garfield County Treasurer, at or prior to the time of recording of the Final Plat, _______________ ($___________) as a payment in lieu of dedication of land to the RE-1 School District. Said fee shall be transferred by the BOCC to the school district in accordance with the provisions of § 30-28-133, C.R.S., as amended, and the LUDC. The Owner agrees that it is obligated to pay the above-stated fee, accepts such obligations, and waives any claim that Owner is not required to pay the cash in lieu of land dedication fee. The Owner agrees that Owner will not claim, nor is Owner entitled to claim, subsequent to recording of the Final Plat of the Subdivision, a reimbursement of the fee in lieu of land dedication to the RE-1 School District. 12. SALE OF LOTS. No lots, tracts, or parcels within the Subdivision may be 14 separately conveyed prior to recording of the Final Plat in the records of the Garfield County Clerk and Recorder. 13. BUILDING PERMITS AND CERTIFICATES OF OCCUPANCY. As one remedy for breach of this SIA, the BOCC may withhold issuance of building permits for any residence or other habitable structure to be constructed within the Subdivision. Further, no building permit shall be issued unless the Owner demonstrates to the satisfaction of the Glenwood Springs Fire Department (“District”), if the District has so required, that there is adequate water available to the construction site for the District’s purposes [and all applicable District fees have been paid to the District]. No certificates of occupancy shall issue for any habitable building or structure, including residences, within the Subdivision until all Subdivision Improvements [, except revegetation] and including off-site improvements, have been completed and are operational as required by this SIA. 14. CONSENT TO VACATE PLAT. In the event the Owner fails to comply with the terms of this SIA, the BOCC shall have the ability to vacate the Final Plat as it pertains to any lots for which building permits have not been issued. As to lots for which building permits have been issued, the Plat shall not be vacated and shall remain valid. In such event, the Owner shall provide the BOCC a plat, suitable for recording, showing the location by surveyed legal description of any portion of the Final Plat so vacated by action of the BOCC. If such a Plat is not signed by the BOCC and recorded, or if such Plat is not provided by the Owner, the BOCC may vacate the Final Plat, or portions thereof, by resolution. 15. ENFORCEMENT. In addition to any rights provided by Colorado statute, the withholding of building permits and certificates of occupancy, provided for in paragraph 13, above, the provisions for release of security, detailed in paragraph 3, above, and the provisions for plat vacation, detailed in paragraph 14, above, it is mutually agreed by the BOCC and the Owner, that the BOCC, without making an election of remedies, and any purchaser of any lot within the Subdivision 15 shall have the authority to bring an action in the Garfield County District Court to compel enforcement of this SIA. Nothing in this SIA, however, shall be interpreted to require the BOCC to bring an action for enforcement or to withhold permits or certificates or to withdraw unused security or to vacate the Final Plat or a portion thereof, nor shall this paragraph or any other provision of this SIA be interpreted to permit the purchaser of a lot to file an action against the BOCC. 16. NOTICE BY RECORDATION. This SIA shall be recorded in the Office of the Garfield County Clerk and Recorder and shall be a covenant running with title to all lots, tracts and parcels within the Subdivision. Such recording shall constitute notice to prospective purchasers and other interested persons as to the terms and provisions of this SIA. 17. SUCCESSORS AND ASSIGNS. The obligations and rights contained herein shall be binding upon and inure to the benefit of the successors and assigns of the Owner and the BOCC. 16 18. CONTRACT ADMINISTRATION AND NOTICE PROVISIONS. The representatives of the Owner and the BOCC, identified below, are authorized as contract administrators and notice recipients. Notices required or permitted by this SIA shall be in writing and shall be effective upon the date of delivery, or attempted delivery if delivery is refused. Delivery shall be made in person, by certified return receipt requested U.S. Mail, receipted delivery service, or facsimile transmission, addressed to the authorized representatives of the BOCC and the Owner at the address or facsimile number set forth below: Owner: BOCC: ______________________________ ______________________________ ______________________________ ______________________________ w/copy to, ______________________________ ______________________________ ______________________________ ______________________________ Board of County Commissioners of Garfield County, Colorado c/o Building & Planning Dir. 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: (970) 945-8212 Fax: (970) 384-3470 17 19. AMENDMENT AND SUBSTITUTION OF SECURITY. This SIA may be modified, but only in writing signed by the parties hereto, as their interests then appear. Any such amendment, including, by way of example, extension of the Completion Date, substitution of the form of security, or approval of a change in the identity of the security provider/issuer, shall be considered by the BOCC at a scheduled public meeting. If such an amendment includes a change in the identity of the provider/issuer of security, due to a conveyance of the Subdivision by the Owner to a successor in interest, Owner shall provide a copy of the recorded assignment document(s) to the BOCC, along with the original security instrument. Notwithstanding the foregoing, the parties may change the identification of notice recipients and contract administrators and the contact information provided in paragraph 18, above, in accordance with the provisions of that paragraph and without formal amendment of this SIA and without consideration at a BOCC meeting. 20. COUNTERPARTS. This SIA may be executed in counterparts, each of which shall be deemed an original, and all of which, when taken together, shall be deemed one and the same instrument. 21. VENUE AND JURISDICTION. Venue and jurisdiction for any cause arising out of or related to this SIA shall lie with the District Court of Garfield County, Colorado, and this SIA shall be construed according to the laws of the State of Colorado. 18 IN WITNESS WHEREOF, the parties have signed this SIA to be effective upon the date of Final Plat Approval for the Subdivision. BOARD OF COUNTY COMMISSIONERS ATTEST: OF GARFIELD COUNTY, COLORADO _________________________ By: ___________________________ Clerk to the Board Chairman Date: __________________________ OWNER By: ____________________________ ________________________________ (Name and Title) Date: __________________________ STATE OF COLORADO ) )ss. COUNTY OF GARFIELD ) Subscribed and sworn to before me by ________________________, an authorized representative of __________________, Owner of the Subdivision, this ___ day of __________________, 200__. WITNESS my hand and official seal. My commission expires: ____________________________ _______________________________ Notary Public 19 EXHIBIT A List of Drawings of Subdivision Improvements 20 EXHIBIT B Cost Estimate 21 EXHIBIT C Copy of Letter of Credit 22 EXHIBIT D Form Written Request for Partial Release of LOC Board of County Commissioners Garfield County, Colorado c/o Director of Community Development 108 8th Street, Suite 401 Glenwood Springs, CO 81601 RE: _______________Subdivision This request is written to formally notify the BOCC of work completed for _____________________ Subdivision. As Owner [On behalf of the Owner], we request that the BOCC review the attached Engineer’s Certificate of Partial Completion and approve a reduction in the face amount of the Letter of Credit in the amount of $____________________, to a reduced face amount of $_____________________. Attached is the certified original cost estimate and work completed schedule, showing: Engineers Cost Estimate _____________ Work Completed, less 10% _____________ Reduced Face Amount of LOC _____________ Based on periodic observation and testing, the construction has been completed, to date, in accordance with the intent of the plans and specifications that were reviewed and approved by the BOCC’s representatives and referenced in Paragraph 2 of the Subdivision Improvements Agreement between the BOCC and the Owner. If further information is needed, please contact _________________________, at ___________. _____________________________ Owner or _____________________________ Owner’s Representative/Engineer 23 EXHIBIT E Written Request for Final Release of LOC/Revegetation LOC REQUEST FOR FINAL RELEASE OF LETTER OF CREDIT Board of County Commissioners Garfield County, Colorado c/o Director of Buildi ng and Planning 108 8th Street, Suite 401 Glenwood Springs, CO 81601 RE: _______________Subdivision This request is written to formally notify the BOCC of work completed for _____________________ Subdivision. As Owner [On behalf of the Owner], we request that the BOCC review the attached Engineer’s Certificate of Completion and approve a full release of the Letter of Credit in the amount of $____________________. Attached is the certified original cost estimate and work completed schedule, showing that all [improvements] [revegetation] required by the Improvements Agreement and secured by the Letter of Credit have been completed. Also enclosed are the following, required by the Improvements Agreement dated _______ between Owner and the BOCC, recorded at Reception No. ____________ at the Real Estate Records of the Garfield County Clerk and Recorder (the “SIA”): 1. record drawings bearing the stamp of Owner’s Engineer certifying that all [improvements] [revegetation] have been constructed /installed in acco rdance with the requirements of the SIA, both in hand copy and digital format acceptable to the BOCC; and 2. copies of instruments conveying real property and other interests which Owner was obligated to convey to the homeowner’s association or other entity at the time of final Plat Approval. If further information is needed, please contact _________________________, at ___________. _____________________________ Owner or _____________________________ Owner’s Representative/Engineer Glenwood Business Center Public Improvements Engineer's Opinion of Probable Construction Costs SE Job # 30017.04 02/22/2023 1 ITEM NATURE OF WORK QUANTITY UNIT UNIT COST COST G1 MOBILIZATION JOB L.S.25,000.00 25,000.00$ G2 LAYOUT, OBSERVATION, TESTING & AS-BUILTS JOB L.S.40,000.00 40,000.00$ G3 TRAFFIC CONTROL JOB L.S.5,000.00 5,000.00$ G4 ENGINEERING DRAWINGS JOB L.S.8,000.00 8,000.00$ 78,000.00$ D1 4" DEPTH ASPHALTIC PAVEMENT 125 S.Y.40.00 5,000.00$ D2 SUBGRADE PREP, FINE GRADING JOB L.S.5,000.00 5,000.00$ D3 STRUCTURAL FILL MATERIAL 850 C.Y.50.00 42,500.00$ D4 TOPSOIL PLACEMENT 300 C.Y.15.00 4,500.00$ D5 CLASS 6 AGGREGATE 138 C.Y.80.00 11,040.00$ D6 CONCRETE SIDEWALK 3,832 S.F.8.00 30,656.00$ D7 HANDICAP RAMPS 120 S.F.12.00 1,440.00$ D8 CONCRETE CURB & GUTTER @ CHAPPARAL 80 L.F.50.00 4,000.00$ D9 INSTALL TREES 15 E.A.1,000.00 15,000.00$ D10 IRRIGATION AND SEEDING JOB L.S.2,500.00 2,500.00$ 121,636.00$ ST1 STORM INLET STRUCTURES 4 E.A.3,500.00 14,000.00$ ST2 12" STORM PIPE 275 L.F.65.00 17,875.00$ ST3 18" STORM PIPE 330 L.F.80.00 26,400.00$ 58,275.00$ SS1 8" SDR 35 SEWER LINE 452 L.F.80.00 36,160.00$ SS3 4' DIA. PRECAST SEWER MANHOLE 3 E.A.6,500.00 19,500.00$ SS4 6" SDR 35 SEWER SERVICE 300 L.F.60.00 18,000.00$ 73,660.00$ W1 8" C900 PVC WATER MAIN 770 L.F.100.00 77,000.00$ W2 8" WATER VALVES 1 E.A.4,000.00 4,000.00$ W3 WATER SERVICE & VALVE 3 E.A.2,500.00 7,500.00$ W4 HOT TAP AND VALVE AT MAIN 1 L.S.8,000.00 8,000.00$ W5 FIRE HYDRANT ASSEMBLY 2 E.A.8,000.00 16,000.00$ 112,500.00$ I1 6" PVC IRRIGATION MAIN 350 L.F.60.00 21,000.00$ I2 6" WATER VALVES 2 E.A.2,500.00 5,000.00$ I3 4" PVC IRRIGATION TO LOT 3 410 L.F.55.00 22,550.00$ I4 4" WATER VALVES 2 E.A.2,000.00 4,000.00$ I5 8" GRAVITY IRR TO LOT 3 410 L.F.60.00 24,600.00$ 77,150.00$ E1 ELECTRIC TRENCHING, BEDDING, BACKFILL, CONDUIT 160 L.F.50.00 8,000.00$ E2 ELECTRIC TRANSFORMERS 2 E.A.6,000.00 12,000.00$ 20,000.00$ 541,221.00$ 54,122.10 595,343.10$ SANITARY SEWER SUBTOTAL SEWER = WATER MAIN & HYDRANTS SUBTOTAL WATER = ELECTRIC & SHALLOW UTILITIES GENERAL SUBTOTAL SITE = OFFSITE STORM + THROUGH SITE SUBTOTAL OFFSITE STORM = DONEGAN SIDEWALK SUBTOTAL PAVING = SUBTOTAL ELECTRIC = IRRIGATION MAIN SUBTOTAL WATER = TOTAL ALL ITEMS W/ DEMO = TOTAL OF ITEMS ABOVE = 10% CONTINGENCY = NOTE: This opinion of probable construction cost was prepared for budgeting purposes only. Sopris Engineering, LLC cannot be held responsible for variances from this estimate as actual costs may vary due to bid and market fluctuations. 2378153_1 __________________________________________________________________________ RECIPROCAL EASEMENT AND OPERATION AGREEMENT THIS RECIPROCAL EASEMENT AND OPERATION AGREEMENT (this “Agreement”) is made and entered into as of ________________, 2023, by and between 214 CENTER DRIVE LLC, a Colorado limited liability company (“214 Center”) and GLENWOOD PARTNERSHIP, LLLP, a Colorado limited liability limited partnership (“GP ”). 214 Center and GP may be referred to individually herein as a “Party” or collectively as the “Parties.” W I T N E S S E T H: WHEREAS, on ________________, GP caused to be recorded in the office of the Garfield County Clerk & Recorder at Reception No. ____________ that certain Final Plat of Cooper Subdivision, a copy of which is attached as Exhibit A hereto (the “Plat”), which Plat created Lot 1, Lot 2, and Lot 3 as described and depicted thereon and dedicated certain public and private easements within the subdivision. WHEREAS, GP is the owner of Lot 1 and Lot 3 as shown on the Plat. WHEREAS, 214 Center is the owner of Lot 2 as shown on the Plat. WHEREAS, Lot 1, Lot 2, and Lot 3 may be referred to individually herein as a “Lot” or collectively as the “Lots” or the “Property.” WHEREAS, the Property is intended for development and operation as a commercial park consistent with the Special Use Permit approved by the Garfield County Board of County Commissioners pursuant to Resolution No. 81-121 and the Special Use Permit recorded at Reception No. 854599, as amended by _______________ (the “Special Use Permit”). WHEREAS, Lot 1 is currently improved with two commercial buildings, and 214 Center intends to develop a self-storage facility and two office/warehouse flex buildings on Lot 2, all as shown on the site plan attached as Exhibit A approved as part of the Special Use Permit (the “Site Plan”). WHEREAS, Lot 3 is currently vacant and may be improved in the future with buildings in the general location shown on the Site Plan; and WHEREAS, GP and 214 Center desire to enter into this Agreement to provide for the integrated use of the Lots as a commercial park consistent with the Site Plan and Special Use Permit. NOW, THEREFORE, in consideration of the mutual covenants and agreements contained in this Agreement and other good and valuable consideration, the Parties agree as follows: RECIPROCAL EASEMENT AND OPERATION AGREEMENT - Page 2 2378153_3 ARTICLE I DEFINITIONS Each reference in this Agreement to any of the following terms shall mean: 1.1 BUILDING AREA. The area(s) of the Lots (i) designated on the Site Plan for buildings or (ii) upon which buildings are actually built. Subject to the restrictions expressly set forth herein, the Site Plan may be changed to add, delete, or alter Building Area within a Lot by an amendment hereto by the Lot owners. 1.2 IRRIGATION EASEMENT. The Irrigation Easements on Lot 2 created by and depicted on the Plat. 1.3 OCCUPANT. Any Person or Persons from time to time entitled to use or occupy any portion of the improvements constructed on any Lot by virtue of ownership or pursuant to any written lease, or other instrument or written arrangement with the Owner of the Lot which is the subject of the occupancy agreement, under which the Person acquires the right of use and occupancy. The term shall include the members, managers, partners, officers, directors, employees, agents, and independent contractors of such Persons who are not individuals. 1.4 OWNER. GP and 214 Center, as fee owners of the Lots, and their successors and assigns in such capacity. 1.5 PRIVATE ACCESS EASEMENT. The Private Access and Emergency Vehicle Access Easement created by and depicted on the Plat. 1.6 PRO RATA SHARE: The amount of each of Lot 1, Lot 2, and Lot 3’s respective responsibility for the shared expenses provided for in this Agreement, expressed as a percentage, based on the size of the Lot in relation to the aggregate size of all of Lots 1, 2, and 3. If any such Lot is subdivided, or if the size of any Lot changes, upon prior written notice to the Owners of the other Lots, the Pro Rata Share of such Lot shall be automatically reallocated among the subdivided lots or parcels within the Lot, or automatically reallocated based on the changed lot sizes on the same basis, provided that the Pro Rata Share of all Lots, as subsequently subdivided or adjusted, must total one hundred percent (100%). As of the date hereof, each Lot’s Pro Rata Share is: LOT 1 – 20.18% LOT 2 – 49.80% LOT 3 – 30.02% 1.7 PRO RATA SHARE FOR SHARED IRRIGATION AND STORMWATER EXPENSES: Each Lot’s Pro Rata Share for the Shared Irrigation and Ditch Expenses, as defined in Section 3.2 hereof. 1.8 PRO RATA SHARE FOR SHARED ROADWAY EXPENSES. Each Lot’s Pro Rata Share for the Shared Roadway Expenses, as defined in Section 3.4 hereof. 1.9 PRO RATA SHARE FOR SHARED WATERLINE EXPENSES. Each Lot’s Pro Rata Share for the Shared Waterline Expenses, as defined in Section 3.3 hereof. RECIPROCAL EASEMENT AND OPERATION AGREEMENT - Page 3 2378153_3 1.10 PERSON OR PERSONS. Individuals, partnerships, companies, firms, associations, corporations, trusts, joint ventures, or any other form of business or legal entity. 1.11 SHARED EXPENSES. Collectively, the Shared Irrigation and Ditch Expenses, the Shared Roadway Expenses, the Shared Waterline Expenses, and any other expenses shared among the Lot Owners provided for in this Agreement. 1.12 USERS. All Persons granted license or permission by Occupants to utilize or enter upon the Property, including, without implied limitation, lessees, sublessees, and concessionaires of Occupants, and all of their employees and service people, licensees, invitees, owners, contractors, guests, and agents. 1.13 UTILITY EASEMENTS. The public and private utility easements created by and depicted on the Plat. ARTICLE II GRANT OF RECIPROCAL EASEMENTS 2.1 GRANT OF RECIPROCAL EASEMENTS. In addition to the Private Access Easement, Irrigation Easements, and other easements dedicated on the Plat, each Owner grants to the Owner of the other Lots the following easements over such Owner’s respective Lot(s): (a) a non-exclusive easement over those portions of a Lot outside the Building Area to permit unobstructed pedestrian and vehicular passage by the Owner, Occupants, and Users of the Lots; (b) a non-exclusive easement over the those portions of a Lot outside the Building Area to permit the construction, maintenance, and use of all apparatus necessary to provide utility services to a Lot, including, without limitation, telephone, electricity, water, Lot Irrigation Lines (as defined in Section 3.2 below), natural gas, storm and sanitary sewers, provided that the same are constructed and installed within the Utility Easements and constructed, installed, maintained, and repaired in compliance with all laws, orders, rules and regulations of any governmental or private authority having jurisdiction over same, including without limitation, the requirements of any utility companies. The dominant Lot Owner shall use reasonable efforts to minimize any disruption or demolition of a servient Lot by reason of the use of this easement, and work by the dominant Lot owner pursuant to this easement shall not exceed one (1) day in duration except during the period when the servient Lot is undeveloped and unless such disruption or demolition cannot be reasonably completed within such one (1) day period, in which event the period will be extended to such time period as reasonably is required and such area forthwith shall be restored as quickly as reasonably possible by the dominant Lot owner to its original condition at no expense to the servient Lot Owner; (c) a non-exclusive easement over each Lot to permit the temporary occupation of the servient Lot in order to facilitate the construction or maintenance of the improvements on the dominant Lot, provided that the dominant Lot owner shall use reasonable efforts to not interfere with the construction or operation of the improvements on the servient Lot and shall repair any damage done to the servient Lot during such temporary occupation at no expense to the servient Lot Owner; RECIPROCAL EASEMENT AND OPERATION AGREEMENT - Page 4 2378153_3 (d) a non-exclusive easement to permit the construction, use, and maintenance of monument sign(s) in location(s) agreed in writing by the servient Lot Owner and dominant Lot Owner, including any electrical lines required to illuminate the sign(s), provided that all lines are constructed underground. All signage shall comply with any sign code regulations of the any governmental or private authority having jurisdiction over same. 2.2 INDEMNIFICATION. The dominant Lot Owner shall indemnify, defend, and hold harmless the other Lot Owners and their Occupants and Users from all claims, liens, damages and expenses, including, without limitation, reasonable attorneys’ fees, arising out of its use of any of the easements established in this Article II. 2.3 NO PUBLIC DEDICATION. Nothing herein shall create a gift or dedication to the general public or for the general public or for any public purpose or otherwise create any rights of the general public in any portion of the Property, it being the intention of the Parties that this Agreement shall be strictly limited to and for the purposes herein expressed. Each Lot Owners agree that any public ingress and egress to and within the Property, and on its Lot, is permissive and shall not ever give rise to a claim for a prescriptive easement arising from continued public use of same. Notwithstanding any other provision herein to the contrary, each Lot Owner may periodically restrict ingress and egress on its Lot in order to prevent a prescriptive easement from arising by continued public use of same. 2.4 NO PARKING USE IMPLIED. No parking easements are created under this Agreement and, therefore, nothing herein shall be construed to permit the Occupants or Users of one Lot to park in parking spaces on any other Lot unless expressly authorized by a Lot Owner. Each Lot Owner may install signage within its parking areas to restrict parking to the Occupants and Users of such Lot. ARTICLE III MAINTENANCE AND REPAIRS 3.1 LOT MAINTENANCE. Each Lot Owner shall be responsible, at its sole cost and expense, for the repair and upkeep of that portion of its Lot outside the Private Access Easement and any common landscaping areas, which repair and upkeep shall be performed in a workmanlike, diligent, and efficient manner and shall include: (a) Maintenance of paved surfaces in a level and smooth condition, free of potholes, with the type of material as originally used or a substitute equal in quality; (b) Removal of all trash and debris and washing or sweeping as required; (c) Removal of snow and ice from paved surfaces and sidewalks; (d) Maintenance of appropriate parking area entrance, exit, and directional markers; (e) Cleaning of lighting fixtures and relamping as needed; (f) Restriping parking lots and drive aisles as required to keep same clearly visible; RECIPROCAL EASEMENT AND OPERATION AGREEMENT - Page 5 2378153_3 (g) Mowing, grooming, and irrigation of all seeded, sodded, grass, or ground covered areas and maintenance and replacement of all landscaped areas (including maintenance, repair, and replacement of irrigation systems); (h) Maintenance and cleaning of all storm water drainage systems; and (i) Maintenance, repair, and replacement of enclosures for trash receptacles. 3.2 IRRIGATION AND STORMWATER MAINTENANCE AND REPAIR. (a) Irrigation water for the Property will be provided from the Reynolds & Cain Ditch. Water from the Reynolds & Cain Ditch is delivered to a collection box located on the northern property line of Lot 2 within the Irrigation Easements and will be pumped to Lots 1, 2, and 3 through pipelines located within the Irrigation Easements. The collection box, pump, irrigation delivery pipeline, all stormwater collection and other drainage infrastructure serving the Property are referred to herein as the “Common Irrigation and Stormwater Infrastructure.” Irrigation lines within and serving each Lot are referred to as the “Lot Irrigation Lines.” (b) All costs for the operation (including electricity costs, spring start-up, and winterization), maintenance, repair, and replacement of the Common Irrigation and Stormwater Infrastructure (collectively, the “Shared Irrigation and Stormwater Expenses”) shall be borne by the owners of Lot 1, Lot 2, and Lot 3 based on their Pro Rata Shares of Shared Irrigation and Stormwater Expenses. The Owner of Lot 1 shall be responsible for coordinating the operation, maintenance, repair, and replacement of the Common Irrigation and Stormwater Infrastructure. With respect to the Lot Irrigation Lines, the Owner of each Lot shall be responsible for the operation, maintenance, repair, and replacement of the Lot Irrigation Line(s) serving such Owner’s Lot. 3.3 WATER AND SEWER CONSTRUCTION, MAINTENANCE, AND REPAIR. Potable water for the Property will be provided by the City of Glenwood Springs (the “City”). Sanitary sewer service to the Property will be provided by the West Glenwood Sanitation District (the “District”). Any extension of the existing sanitary sewer main line needed to serve Lot 2 and Lot 3 will be dedicated to the District. The existing water main line and any extension thereof to serve Lot 2 and Lot 3 shall be privately owned and maintained by the Lot Owners. New fire hydrants shall be dedicated to the City. All costs to construct an extension of the water and sanitary sewer main lines to serve Lot 2 and Lot 3 and to install all required fire hydrants shall be paid for by 214 Center. Once installed, all costs for the operation, maintenance, repair, and replacement of the water main line (the “Shared Waterline Expenses”) shall be borne by the owners of Lot 1, Lot 2, and Lot 3 based on their Pro Rata Shares of Shared Waterline Expenses. In the event the Owner, Occupant, or User of one Lot damages the water main line, the Owner of such Lot will be response for repairing such damage at its sole cost and expense. The Owner of each Lot shall be responsible for the operation, maintenance, repair, and replacement of the water and sanitary sewer service lines serving such Owner’s Lot from the point of connection of the service line with the main line. 3.4 ROADWAY CONSTRUCTION, MAINTENANCE, AND REPAIR. 214 Center shall be responsible, at its cost and expense, for constructing the roadway, including curb, gutter, and RECIPROCAL EASEMENT AND OPERATION AGREEMENT - Page 6 2378153_3 sidewalk, within the Private Access Easement (the “Roadway”), except for that portion of the Roadway that exists as of the date hereof. The Owner of Lot 3 will be responsible, at its expense, for constructing any driveways or drive aisles needed to connect Lot 3 to the Roadway. Once the Roadway is constructed, all costs for the operation (including the cost of electricity for and maintenance of any Roadway lighting), maintenance (including snow removal and landscaping within the Private Access Easement), repair, and replacement of the Roadway (the “Shared Roadway Expenses”) shall be borne by the owners of Lot 1, Lot 2, and Lot 3 based on their Pro Rata Shares of Shared Roadway Expenses. If the Owner, Occupant, or User of one Lot causes any damage to the Roadway, including by construction vehicles or other heavy equipment, the Owner of such Lot causing the damage shall be solely responsible for the cost to repair the damage. 3.5 COLLECTION OF PRO RATA SHARE OF SHARED EXPENSES. Unless otherwise agreed by the Lot Owners, the Owner of Lot 1 shall send the other Owners by no later than March 1 of each year, a reasonably detailed statement showing the actual Shared Expenses incurred during the previous year, together with an invoice for such Lot Owner’s Pro Rata Share of such Shared Expenses. Notwithstanding the foregoing, to the extent actual Shared Expenses exceed $10,000, the Owner of Lot 1 may issue an invoice to other Lot Owners immediately. The amounts due shall be paid to the Lot 1 owner within 30 days. Amounts not paid within 30 days shall accrue interest at the rate provided in Section 5.3 hereof until paid. The Lot 1 owner shall have the right to lien the Lot of any other Owner that fails to pay within 90 days. ARTICLE IV INSURANCE AND INDEMNIFICATION 4.1 The owner of each Lot shall maintain comprehensive general liability insurance, including contractual liability coverage, naming the other Lot Owners as additional insureds and providing coverage with a combined bodily injury, death, and property damage limit of Two Million and 00/100 Dollars ($2,000,000.00) or more per occurrence. The Owner of a Lot shall provide a Lot Owner with a certificate of insurance upon request, which certificate shall provide that the coverage referred to therein shall not be modified or cancelled without at least thirty (30) days written notice to each named insured thereunder. 4.2 INDEMNIFICATION. Each Owner does hereby covenant and agree to fully protect, defend, indemnify and hold harmless all other Owners and their respective Occupants and Users against any and all losses, damages, claims, demands and suits (and all reasonable costs and expenses incidental thereto, including attorney fees and costs) of any kind or nature that another Owner may suffer or incur or to which it may be made liable (collectively, “Claims”), arising from or relating to use of the Roadway or any other infrastructure or improvement for which costs are shared under this Agreement; provided, however, that the indemnity obligations provided for herein shall exclude Claims resulting from the gross negligence or malicious acts (or omissions) of another Owner or its Occupants or Users. 4.3 NOTICE OF CLAIMS. The indemnity and defense obligations of the Owners under Section 4.2 are conditioned upon receipt of written notice of a Claim, received reasonably promptly, but RECIPROCAL EASEMENT AND OPERATION AGREEMENT - Page 7 2378153_3 in any event no later than sixty (60) days after the occurrence of the event or the assertion of the third party claim forming the basis of the Claims. ARTICLE V 5.1 NOTICE OF BREACH; OPTION TO CURE. Except as otherwise expressly set forth in this Agreement, should a Lot Owner breach any of its obligations hereunder and such breach continue for a period of thirty (30) days after an Owner’s receipt of written notice of such breach, any of the other Lot Owners shall be entitled to cure such breach in addition to all remedies at law or in equity, provided that such party furnish prior notice to the other Lot Owners of the Owner’s intent to cure the breach, and further provided that no notice is required should the breach create an emergency or interfere with use of a Lot. All expenses incurred by the other Lot Owner(s) or to cure the defaulting Lot Owner's uncured breach pursuant to the preceding notice shall be reimbursed by the defaulting Lot Owner within thirty (30) days after receipt of written evidence confirming the payment of such expenses 5.2 COSTS OF ENFORCEMENT. In the event of litigation by reason of this Agreement, the prevailing party in such litigation shall be entitled to recover reasonable attorneys’ fees in addition to all other expenses incurred by an Owner in connection with such litigation. 5.3 INTEREST. Any sums remaining unpaid in accordance with Article III or Section 5.1, together with interest calculated at the rate of eight percent (8%) per annum, may be secured by a lien on the Lot of the owner in default and may be perfected in accordance with the laws of the State of Colorado. ARTICLE VI MISCELLANEOUS 6.1 TERM. The rights and easements granted and conveyed under this Agreement shall run with title to the Lots and inure to and be for the benefit of each Owner and their respective Occupants, Users, successors, and assigns. 6.2 AMENDMENT & TERMINATION. This Agreement and the rights and easements granted and conveyed under this Agreement may be amended or terminated only with the written approval of all Lot Owners. Any such amendment, termination or rescission shall be evidenced by a written instrument recorded in the Office of the Clerk & Recorder of Garfield County, Colorado. 6.3 FUTURE SUBDIVISION. Any Lot may be subdivided by the Owner of such Lot (subject to compliance with all applicable rules and regulations of Garfield County and any other governmental body having jurisdiction). In such case, the subdivided lots or parcels shall be subject to this Agreement, and the owner of such subdivided lot or parcel shall have all the rights and obligations applicable to the owners of the Lots in the subdivision as of the date hereof. 6.4 RELATIONSHIP OF OWNERS. This Agreement shall not create an association, partnership, joint venture, or a principal and agency relationship between or among any of the Owners of the Lots or their Occupants or Users. RECIPROCAL EASEMENT AND OPERATION AGREEMENT - Page 8 2378153_3 6.5 NOTICES TO OWNERS. All notices and approvals required or permitted under this Agreement shall be served by (i) certified mail, return receipt requested, or (ii) nationally recognized overnight courier, to a Party at the last known address of its principal place of business. Date of service of notice or approval shall be the date on which such notice or approval is deposited in a Post Office of the United States Postal Service or any successor governmental agency. An Owner may change the address for required notices upon a minimum of fifteen days’ prior written notice to the other Owner at such other Owner’s specified address. 6.6 NO IMPLIED RESTRICTIONS ON LAND USE, DEVELOPMENT, OR CONSTRUCTION. It is the intention of the parties that no term or provision of this Agreement shall be interpreted to limit or restrict the rights of the Owners in the subdivision, design, development, or construction or improvements of or on the Properties. Each party hereby reserves the right to develop and improve the portions of the Properties owned by each; to locate and construction buildings on the Properties; to lay out paved areas on the Properties; and to relocate from time to time any improvements on the Properties in any fashion determined by the party in such party's sole and absolute discretion) (subject, however, to Paragraph 6.1). Neither party hereto, nor their successors, shall have or claim any right or interest arising out of this Agreement to limit or restrict in any way the rights of the other party in the subdivision, design, development or construction of improvements on or to the Properties (except for the express limitation contained in Paragraph 6.1). 6.7 WAIVER. No waiver of any provision hereof shall be deemed to imply or constitute a further waiver thereof or any other provision set forth herein. 6.8 INJUNCTIVE RELIEF PERMITTED. In addition to all other rights and remedies provided for hereunder and at law or in equity, any Party hereto may seek and obtain injunctive relief to enforce, protect, and preserve the rights and easements herein created and granted, and to prevent or enjoin violations or threatened violations of this Agreement. 6.9 BINDING EFFECT. This Agreement shall be binding upon and shall inure to the benefit of each of the Parties hereto and the respective heirs, successors, and assigns of the Parties and any Person claiming by, through, or under any of the Parties or their heirs, successors, and assigns. The rights and easements created and granted hereunder shall be appurtenant and shall run with the land in perpetuity as between the Lot of the grantor as the servient estate, and the Lot of the grantee as the dominant estate. 6.10 ENTIRE AGREEMENT; SEVERABILITY. This Agreement contains the entire undertaking by the Parties hereto and there are no other terms, expressed or implied, except as contained herein. Should any provision hereof be declared invalid by a legislative, administrative or judicial body of competent jurisdiction, the other provisions hereof shall remain in full force and effect and shall be unaffected by same 6.11 EXISTING TITLE CONDITIONS. The easements granted herein are conveyed and accepted subject to any and all conditions and restrictions of this Agreement; rights existing or hereafter acquired by the mortgagees of the Parties hereto or their successors; and are subject to any RECIPROCAL EASEMENT AND OPERATION AGREEMENT - Page 9 2378153_3 encumbrances and restrictions relating to the Property to the extent, and only to the extent, that the same may still be in force and effect and shown of record in the Office of the County Clerk of Garfield County, Colorado. 6.12 MULTIPLE COUNTERPARTS. This Agreement may be executed in any number of separate documents which shall be counterparts hereof, each of which shall have the same force and effect as an original instrument as if both parties and all those consenting to the aggregate counterparts had signed the same documents. If executed in separate counterparts, all counterparts shall constitute but one and the same instrument. [Signatures appear on following pages.] RECIPROCAL ACCESS EASEMENT AGREEMENT 214 CENTER DRIVE, LLC A Colorado limited liability company By: Name: Title: Date of Execution: STATE OF COLORADO ) ) ss. COUNTY OF GARFIELD ) On the _____ day of _______________, the foregoing was acknowledged before me by ____________________ as ______________ of 214 Center Drive, LLC Notary Public RECIPROCAL ACCESS EASEMENT AGREEMENT GLENWOOD PARTNERSHIP LLLP By:__________________________________________ Name: Title: STATE OF COLORADO ) ) ss. COUNTY OF GARFIELD ) The foregoing Agreement was acknowledged before me this ____ day of ____________, 2023, by ______________ as ________________ of Glenwood Partnership LLLP. WITNESS my hand and official seal. My commission expires: _______________________________ Notary Public