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Home My WebLink About20170561.tiffSITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE RECEIPT # /AMOUNT # /$ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number 1 4 6 7- 2 5. 0 _ 0 0 _ 0 2 6 (12 digit number - found on Tax LID information, obtainable at the Weld County Assessor's Office, or www.co.weld.co.us) Legal Description NW114 and E1.12 of NW114 , Section 25 , Township 1 North, Range 68 West Zone District: Ag , Total Acreage: 34.9 , Flood Plain: N/A , Geological Hazard: N/A Airport Overlay District: N/A FEE OWNER(S) OF THE PROPERTY: Name: Bramming Family Trust/John E. Bramming Trust II, Mary Alice Bramming, Trustee Work Phone # Address: 2014 "J" Hooker St. Home Phone # Email Address: City/State/Zip Code Denver, CO 80211 Name: Work Phone # Home Phone # Email Address: Address: City/State/Zip Code Name: Work Phone # Home Phone # Email Address: Address: City/State/Zip Code APPLICANT OR AUTHORIZED AGENT (See Below: Authorization must accompany applications signed by Authorized Agent) Name: Rob Laird Asphalt Specialties Co., Inc. Work Phone # 303 289-8555 Home Phone # Address: 10100 Dallas St. Address: City/State/Zip Code Henderson, CO 80640 Email robl@asphaltspecialties.com PROPOSED USE: Multiple Uses: Heavy Equipment Maintenance Facility (Shop), Office Building. Quality Control Lab. Asphalt Batch Plant. Truck Parking and Equipment Storage, Liquid Asphalt Storage and Recycling of hardened asphalt and concrete materials. I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal authority to sign for the corporation. Signature: Owner or Authorized Agent D e Signature: Owner or Authorized Agent Date ASPHALT SPECIALTIES CO. 10100 Dallas St. • Henderson, CO 80640 • (303) 289-8555 • Fax: (720) 289-7707 August 29, 2016 Weld County Planning and Development Dept.: Rob Laird, the Resource Manager for Hunt Brothers Properties, Inc. (HBP) and Asphalt Specialties Co., Inc. (ASCI), has my authority to represent HBP/ASCI in the application process to obtain a Recorded Exemption ("RE") and a Use by Special Review ("USR") approval for a multiple -use development project in the agricultural zone on approximately 117 acres near the intersection of WCR-13 and WCR-6 in unincorporated Weld County, Colorado. Dan Hunt, President, Hunt Brothers Properties, Inc. / Asphalt Specialties Co., Inc. ASPHALT SPECIALTIES CO. 10100 Dallas St. • Henderson, CO 80640 • (303) 289-8555 • Fax: (720) 289-7707 November 4, 2016 Mr. Kim Ogle, Planner Weld County Dept. Of Planning Services 1555 N. 17th Ave. Greeley, CO 80631 RECEIVED NOV 04 2016 Weld County Planning Department GREELEY OFFICE RED. Submittal of Recorded Exemption and Use by Special Review Submittals for Multiple -Use Development in the Ag Zone at WCR-6 and WCR-13, Weld County Dear Kim: Per our discussions at the pre -application meeting held in March 2016 regarding this land -use change and subsequent correspondence, enclosed please find the referenced Recorded Exemption (RECX) and Use by Special Review (USR) submittals for a property currently vacant in Weld County. I am including the checked -off RECX submittal checklist and the checked -off USR submittal checklist with this cover letter, as well as the application fee for both submittals in the amount of $3,500.00 in the form of a check made out to Weld County Planning. I am also including a separate check in the amount of $350.00 also made out to Weld County Planning for a Public Works review fee for two access points as part of the USR. The RECX submittal is the simpler of the two and contains the originals of certain documents, as it will be the first application processed for a simple land -use subdivision into two lots. Copies of these documents are used for the USR submittal. There is no narrative required for the RECX process and only a simple map, plus all the other forms that are required. The process is administratively completed through Weld County. I have set-up the USR submittal package to be as understandable and simplified as possible. How I have done that is to submit items that only Weld County would be interested in, as far as application information, as part of this cover letter and to submit the remaining items that would be of interest to not only the county, but to referral agencies, as a separate binder clipped section with a cover sheet. This is essentially the Site Plan Review Questionnaire and backup information submitted as "Exhibits". I understand that the county will have seven days from today's date in which to perform a completeness review to confirm that the submittal is complete and ready for referral. Please inform me if there are any items missing from this submittal as soon as possible. Please direct all correspondence to me and do not hesitate to contact me if you have any questions or concerns. Sincerer Rob Laird, Resource Manager enclosures SITE PLAN REVIEW QUESTIONNAIRE/NARRATIVE FOR ASCI NORTH MULTIPLE -USE DEVELOPMENT USE BY SPECIAL REVIEW (USR) WELD COUNTY, COLORADO This Site Plan Review Questionnaire/Narrative is set-up to follow exactly Weld County's format for the questionnaire as supplied with the USR Guide. 1. OVERVIEW Asphalt Specialties Co., Inc. (ASCI) is submitting this Use by Special Review (USR) application for a 34.9 -acre portion of a property zoned Agricultural for a multiple -use development project consisting of an office building, heavy -equipment maintenance facility ("shop"), truck parking and equipment storage, an asphalt batch plant, a quality -control lab ("QC" lab), recycling of construction materials and liquid asphalt storage. This USR application submittal is a companion submittal to a Recorded Exemption (RECX) application to divide the original approximately 126 -acre parcel into two parcels. The parcel under consideration with this application is termed Parcel A and is 34.9 acres in size. The remaining parcel is termed Parcel B and is 91.1 acres in size. It is to the east of Parcel A and is bounded on the east by Weld County Rd. (WCR)-13, also known as Colorado Blvd. further to the south. Both parcels are bounded on the north by WCR-6. The remainder of this application and narrative concerns itself only with Parcel A, it being the parcel for which this USR is being proposed. Parcel B will remain vacant at this time with a continuation of dry -land wheat farming. A Pre -Application meeting was held with the Weld County Development Review team on March 31, 2016 and given a Pre -App meeting case file #PRE 16-0053. Following this page is a full-sized Vicinity Map. A complete large-scale Site Plan is also being submitted with this application as Exhibit A and is located at the back of the submittal in a pocket. The reviewer is encouraged to use both the Vicinity Map and the Site Plan for reference relating to this questionnaire/narrative. Parcel A is being proposed to contain the uses described above in a staged sequence over several years. ASCI is desirous of consolidating a significant portion of its business activities on this parcel of land and relocating the corporate office, QC lab and company maintenance shop here. The corporate office currently exists in Commerce City (Henderson) in Adams County and the QC lab is located in Adams County (Denver). An asphalt batch plant (with Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 2 associated liquid asphalt storage) and construction materials recycling operation are also being proposed on this parcel. ASCI sees the strategic value of this proposed USR location, with its proximity and fairly direct access to 1-25 and with respect to economic development in the Northern Front Range, 1-25 corridor and Weld County, as being central to a long-range view of company growth and susta inability in Colorado. ASCI is locally -owned and has been in business since 1991 with a majority of work (heavy -highway construction and asphalt/concrete paving) being performed in the northern Denver metro area, with much work being performed on behalf of Weld County. As is evident in recent years, rapid growth and economic well-being has been experienced in the Northern Front Range and northern l- 25 corridor and this is expected to continue into the foreseeable future. ASCI also operates two sand and gravel mining operations in Weld County. The parcel consists of 34.9 acres on gently rolling ground that has been the location of dry - land wheat farming since the early 1940's and is bordered on the west by an abandoned UPRR railroad bed and is bisected by the East Branch Bull Canal. The parcel has several easements for gas pipelines and a transmission line and structures for electrical power. The property currently has no utility services for water, sewer, electricity or gas although all of these services (except for sewer) are located in very close proximity along WCR-6. There is no irrigation or water rights associated with this parcel (or Parcel B). Also located nearby is a concrete batch plant operation with associated recycling adjacent and to the southwest of the abandoned UPRR alignment. The office building would employ from between 30 to 35 employees and would normally operate during the hours of 8:00 AM to 5:00 PM. Monday through Friday with employees occasionally working Saturdays. The QC lab would have 4-5 employees and would normally work between the hours of 6:00 AM to 4:00 PM Monday through Friday. The shop would employ a maximum of 14 employees over two working shifts (days and evenings). Normal hours of operation will be 6:00 AM to 11:30 PM. Days of operation can be 7 days/week if needed. The asphalt plant and recycling operation would have 3-4 employees each and would normally work between the hours of 6:00 AM to 4:00 PM Monday through Friday and on Saturdays during the peak construction season. Both of these operations are being proposed to be located at the southern portion (back) of the parcel away from the WCR-6 frontage and nearby to the already existing concrete batch plant operation. Views to these two operations (asphalt batching and recycling) are very limited from WCR-6 due to distance and elevation loss to the south. Two access points are being proposed: one for heavy truck traffic only on the west side of the parcel and one for employee access on the east side. Sight distance visibility is very good for both access points along WCR-6. Access permit applications are being submitted with this application and a traffic study has been completed and both are addressed elsewhere in this narrative. Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 3 Outside parking and storage will consist of a maximum of approximately 55 trucks (tractor/trailer and tandems) that will be parked at night and on the road during the day in the construction season. Truck drivers park their personal vehicles on the site in the morning for the duration of the working day and leave at night. During winter shutdown of highway construction activities, there may be as many as 35 pieces of heavy equipment parked in the southern storage area. Since there are several individual components to this multiple -use development project, each component will be described individually in the general order that they will be constructed and put into operation. Infrastructure will have to be installed prior to any construction of facilities. Infrastructure completion into the parcel will consist of a water line extension along and across WCR-6 with Central Weld County Water District (CWCWD), natural gas and electrical hook-ups with Xcel Energy and United Power respectively and construction of a septic/leachfield installation for sanitary service. A temporary construction access will be installed at Access Point 1 (truck entrance) later to be replaced by (and prior to operation of any facilities) a paved and gated access. An engineered and heavily constructed truck crossing will be built over the Bull Canal Lateral No. 1 near the west -central area of the parcel in order to access the southern one-half where the recycling and asphalt batching will take place. ASCI has been in discussions with the Farmers Reservoir and Irrigation Co. ("FRICO")regarding this crossing. A. HEAVY EQUIPMENT MAINTENANCE FACILITY ("SHOP") AND TRUCK PARKING/EQUIPMENT STORAGE The heavy equipment repair shop and truck parking/equipment storage areas will serve two purposes on this multiple -use development. The shop will repair only heavy equipment and trucks owned by ASCI and will not be open to the general public. No engine rebuilding will occur at the shop and only repairs and maintenance will be performed. This will include welding of metal parts, standard engine, transmission and drive train maintenance, tire/track removal and replacement and similar activities. All major engine rebuilding is farmed -out to facilities offsite. Repairs and maintenance on heavy equipment (graders and loaders, etc.) are mostly performed in the field at the jobsite or operations areas. The other purpose for this area of the parcel is for truck parking and outside storage of equipment. Truck parking will consist of a maximum of approximately 55 trucks (tractor/trailer and tandems) that will be parked at night and on the road during the day for most of the year. Truck drivers park their personal vehicles on the site in the morning for the duration of the working day and leave at night. During winter shutdown of highway construction activities (approximately three months), there may be as many as 35 pieces of heavy equipment parked in the southern Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 4 portion of the equipment storage area. At other times, various pieces of equipment will be in the shop or yard being repaired and for maintenance. There will be vendors accessing the site for deliveries of parts to the shop and to remove trash and recyclable materials. Equipment parts will be warehoused in the shop building. Upon approval of this USR, infrastructure will be installed (including the septic/leachfield), the western truck access (Access Point 1) will be paved, the truck parking and equipment storage areas will be graded and plated with recycled aggregate materials and the shop building will be constructed all within 12 months. Landscaping and any required irrigation for the landscaping will be installed in front of the 6 ft. high screening fence along WCR-6 as shown on the Site Plan within this time -frame as well. B. RECYCLING OF CONSTRUCTION MATERIALS (ASPHALT/CONCRETE) Recycling (crushing, screening and sorting) of hardened "tear out" or "broken" concrete and asphalt pavements is a standardized process used in the construction materials industry to recycle and re -use these roadbuilding materials. It has been performed successfully in the Front Range area of Colorado (and elsewhere) for well over 20 years. This activity precludes these usable construction materials from being landfilled as waste and reduces the cost of paving and other roadbuilding processes for municipalities. Asphalt is the most widely recycled product worldwide. On this USR site, the primary source of incoming recyclable pavements would be from ASCI and ASCI subcontractors as part of road re -surfacing and other tear -out operations. Also, other private operators would be allowed to bring similar materials into the site for a fee. Based on the distance that private construction companies bring recyclable materials into our recycling operations in Henderson, Colorado, ASCI is confident that this location will be utilized by contractors from the North Metro Area, Weld County and others along the northern 1-25 corridor as a cost -savings alternative to transporting materials further south. Incoming materials are stockpiled by type and processed into usable stand-alone products or as constituents in asphalt road pavement. The recycling would be by portable equipment brought to the site when volumes of asphalt and concrete are enough to warrant the operation. The equipment would crush, sort and stockpile the materials and then be removed from the site until volumes would again require the equipment to return. The location of this activity is shown on the enclosed Site Plan (Exhibit A, folded in back pocket) and would be located in the south-central area of the property directly east of an existing concrete batching and recycling operation. The location is approximately 1800 ft. south of WCR-6 and due to distance and elevation loss at this location, direct views from WCR-6 will be minimized. Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 5 The recycled materials would then be transported offsite to our asphalt batching sites (and used at this location for the asphalt batch plant later), road building projects and to offsite customers at construction project sites. Each piece of portable/mobile crushing and screening equipment used in this operation is individually opacity tested and permitted with air permits and are subject to inspection at any time by the Air Pollution Control Division (APCD) of the Colorado Dept. of Public Health and Environment (CDPHE). The recycling operation would not be a retail/commercial sales operation and would be wholesale only. That is, the general public is not allowed to come into the site to purchase small quantities of recycled concrete or asphalt. It is primarily for the benefit of ASCI operations and production. All sales to outside private parties (including Weld County) would be done by pre -arranged contract and for a fixed, agreed -upon price. All sales are noted with invoicing and receipts and all sales taxes are paid to the State of Colorado of which a portion (0.75%) would be paid to Weld County. Records of all of these transactions would be kept by ASCI onsite and at the main office. At the time of start-up for this recycling portion of the overall USR, ASCI will be mostly using its own tear -out materials for recycled products. Establishing an outside customer base will take a few years to fully develop. Construction of the truck crossing over the Bull Canal Lateral No. 1, grading of the recycling area and the start of stockpiling of recyclable materials with subsequent processing would begin within 15 months of approval of this USR. C. OFFICE BUILDING An approximately 12,000 sq. ft. office building architecturally designed to fit the landscape of this location and to convey the purpose of the business orientation of ASCI will be built. The office will be designed to accommodate from 30-35 employees in separate and shared office spaces with ancillary interior facilities consisting of conference rooms, a kitchen, a plan layout and photocopying area, IT facilities, a foyer and restrooms. The east entrance location (Access Point 2) will have been prepared for a construction access with approved tracking control in order to construct the office building. The east access entrance (Access Point 2) will be paved along with the employee parking areas and construction of the office building will be started within 30 months of approval of this USR. An area of landscaping will also be installed on the north side of the office building as shown on the Site Plan within this time -frame. Asphalt Specialties Co,, Inc. USR for Multiple -Use Development, Weld County November 2016 6 D. ASPHALT PLANT A new 300 to 400 tons/hour stationary counter -flow drum mix asphalt plant with associated asphalt cement tanks, lime storage silo, bins and loadout silos will be erected at the location shown on the Site Plan. This location will be on the northern portion of the southern one-half of the USR parcel and just north of the recycle and stockpile area to facilitate raw material transfer to the plant. As with the recycling area, the asphalt plant location will be setback approximately 1200 ft. to the south of WCR-6 and lower in elevation to preclude views into the operation. ASCI has operated an asphalt plant (and currently operates two plants) since 1995 and is well -versed in their operation and maintenance. All asphalt plants must undergo an approved stack testing procedure by the APCD that measures airborne chemical constituents and dust once the plant has been setup and is operational before an air permit will be issued to ASCI. This testing ensures that the baghouse, the critical component cleaning and recycling dust back into the drum mixer, is working as required. Modern asphalt plants run very cleanly and efficiently with regard to mitigating the potential for air pollutants entering the atmosphere. Grading and plating of the loadout road (leading into and out of the asphalt plant) and erection of the plant itself will begin within 36 months of approval of this USR. E. LIQUID ASPHALT STORAGE In August of 2008, ASCI was granted a Conditional Use Permit ("CUP") through Commerce City to install a liquid asphalt (or asphalt cement - "AC") storage vessel at the back -lot area of its maintenance shop located in an industrial park not far from the current corporate office building. Because the concept of heated liquid asphalt in an open pit ("vessel") is not a common practice in Colorado, a shortened version of the narrative used for the approved CUP permit through Commerce City is used here to explain the process. The location for liquid asphalt storage is shown on the Site Plan and is again located in the southern one-half of the site on the western side nearest to the concrete plant operation and in operational proximity to the asphalt plant for which this product will be used. It will be surrounded by a 6 ft. chain link fence with locking gates at the loadout area. The operational process for the storage and transfer of AC is a relatively simple one, but because it is an operation that has not been extensively employed in Colorado, there are questions as to potential environmental and safety issues surrounding this petroleum product and the operation. There are several of these installations in Wyoming. Exhibit B is a partial description from the National Asphalt Paving Assoc. of the use and integrity of asphalt paved liners for containment and isolation of materials, even drinking water in reservoirs. In Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 7 fact, this is how the Northglenn city reservoir just southwest of this proposed USR parcel is lined and sealed: with asphalt paving. This exhibit is included to show the environmental stability, inert qualities and insolubility of asphalt in water. We are including the discussion on asphalt liners, as ASCI would be in effect, creating an asphalt liner at this proposed location on the USR site simply by the filling and emptying of AC in the vessel. AC is inert and insoluble in water. It is what makes up the pavement on asphalt paved roads with the addition of aggregate. If there were questionable environmental problems with asphalt pavement, roads would not be paved with asphalt. The same qualities that make asphalt pavement inert and environmentally safe, are the same qualities of the AC that would be stored in the containment structure on this site. Each time AC is filled and then removed from the vessel, a new layer of "liner" is added. The initial liner of AC that would adhere to the sides of the vessel only penetrate the compacted soils approximately 1/10th of an inch. It hardens quickly and is waterproof and does not migrate outward or downward. It would not interface with any groundwater at our site. When the time comes to remove this structure from the site (if ever in the foreseeable future), all remaining AC will be allowed to harden and will be excavated and recycled elsewhere into our asphalt mixes. It is much too valuable a commodity to waste. The vessel would safely hold about 2.0 -million gals. of AC. AC would be brought to this storage facility from refineries located in either Wyoming or Commerce City in 23 -ton (5500 gal.) tanker trucks in a heated and liquid condition. AC is temperature controlled as to its viscosity and can go from rock -hard in outside cold temperatures to a very liquid state when heated. AC is heated to about 280 degrees to flow freely. Tanker trucks back-up to the discharge location and heated AC is gravity fed into the vessel. It takes about 20 -minutes to offload a full tanker truck. The intent is to fill the vessel in winter and early spring when prices and demand are lower for AC and pump from a secondary storage tank during the construction season for paving in the summer and fall. Excavation and construction of the AC storage vessel and associated grading, plating and paving of the truck transfer road (leading to and from of the storage vessel) and erection of the storage tank and loadout station will begin within 36 months of approval of this USR. F. QUALITY CONTROL ("QC") LAB ASCI is proposing to locate its QC lab from Adams County onto this multiple -use USR parcel in Weld County. The QC lab is a single -function quality control lab used for the testing and certification of aggregates and asphalt paving mix designs. No hazardous materials or chemicals are used in the lab analyses. From 8 to 10 sieve analyses (on washed and sized Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 8 aggregates) are performed daily during the aggregate mining construction season (about 10 months/year) and asphalt slaking of cylinders is also performed. The QC lab does not do any testing of any other types of materials other than those for roadbuilding and construction. The ASCI QC lab would not be a commercial lab (not accepting outside business) and would only perform lab analyses for ASCI projects. The general public would not interact with the QC lab and only a few outside vendors/sales people would ever visit the QC lab. Construction of the QC lab will begin within 36 months of approval of this USR. 2. COMPREHENSIVE PLAN Chapter 22 of the Weld County Code addresses the Comprehensive Plan ("Comp Plan") for the county. Upon review of available documents from the county website and discussions with the Planning Dept., there are no elements of the Comp Plan that address this specific geographical area of Weld County and no projected planned uses for this location are shown on a comp plan map. Weld County does have an IGA with the City of Dacono, but the IGA boundary line ends 1/2 -mile north of this location (1/2 -mile north of WCR-6). The cities of Northglenn and Thornton and the City and County of Broomfield are nearby, but do not have any jurisdiction over this parcel or IGA's with Weld County at this location. The narrative below relates goals and policies from the Comp Plan to the proposed land use changes being considered through this USR. 1-25 is approximately 1.5 miles to the west from this parcel being proposed for multiple uses. Properties all along 1-25 in this area of Weld County have been converted from Agricultural zoning to zoning ranging from industrial to commercial and retail. The area directly west from this site and on the east side of 1-25 at WCR-6 is in unincorporated Weld County and consists of businesses ranging from commercial to light and medium industrial uses. Section 22-2-10 of the Comp Plan addresses lands zoned agricultural. • Goal 2, Policy 2.2 encourages uses different than agricultural to locate in areas that would minimize the removal of agricultural land from production and "where adequate services and infrastructure are currently available or reasonably attainable." Given the fact that there is no irrigation on the property and there are no water rights associated with the property to provide irrigation, the property has only been good for dry -land wheat farming. The land has never been and could never be significantly productive agricultural land compared to land with water and irrigation in Colorado's climate. Water, gas and power are available within the northern ROW of WCR-6 and ASCI is Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 9 currently applying to the Northern Water Conservancy District to be included within their district boundaries to obtain water to the site through the Central Weld County Water District. • Goal 7, Policy 7.2 suggests conversion of agricultural lands to other uses in an area that can support those uses. Given the development of lands nearby and adjacent to I-25 and at interchanges, conversion to other uses such as those being proposed with this application are compatible with the future development that will occur in this area. The fact that Weld County approved a concrete batch plant and associated recycling through the USR process nearly adjacent to this proposed USR site and that an electrical generating station is located just to the west, shows compatibility with nearby similar uses. Policy 7.3 re -affirms Policy 2.2 in conversion of agricultural lands to other uses where nearby services and infrastructure are available. • Goal 8 and Policies 8.1 through 8.4 address that adequate services and facilities are currently available or reasonably attainable to a requested land use that is more intensive than agricultural. The soil testing that has been done on the property for this USR shows that an engineered septic and leachfield system can be constructed to fill all the sanitary requirements of the proposed employees and visitors utilizing the site. The traffic study developed for this multi -use USR proposal shows that the current surrounding roadway system can easily accommodate the worst -case traffic generated from this site without any additional improvements. The grading and drainage plan and report prepared for this USR application shows that all onsite generated drainage can be accommodated with two detention ponds located in the northwest area of the site near to WCR-6 and on the southern portion of the site. Section 22-2-30 of the Comp Plan addresses Urban Development and although this proposed USR Vocation is not in an urban location, some wording contained in statement "B" under 22-2-30 is appropriate, especially for industrial uses, as are part of this USR. The wording states that heavier industrial uses are segregated into the areas around the perimeter of communities and linked to major transportation networks. That describes exactly this location for some of the heavy -industrial uses proposed within this multi -use USR. A "service area" for the products and services that ASCI will generate at this site and direct access to a major transportation network (I-25) were key in siting of this property, getting it under contract and developing this USR and the associated studies, testing and reports to gain approval for the USR. Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 10 Section 22-6-10 of the Comp Plan addresses economic development, • All wording contained within statements "A" through "F" generally pertain to this multi -use USR application. ASCI is proposing to move its corporate office from Commerce City and it's 30-35 employees to this location, as well as it's maintenance shop and QC lab. Concentrating these multiple uses on this site from Adams County to Weld County is the definition of economic development for Weld County. It shows a belief in the future coming from ASCI to committing to this location in Weld County because ASCI believes that the future for economic growth and economic well-being in Northern Colorado is in Weld County and the 1-25 corridor. Section 22-6-20 addresses economic development goals and policies. • As with Section 22-6-10, Goals 1 through 4 and their associated policies underpin the reasoning behind this USR application for a multiple -use development on this parcel. The relocation of ASCI business interests to this parcel will, over the long - run, be in effect a public -private partnership between the county and ASCI in that both entities will be able to serve each other in beneficial ways. 3. ZONING Chapter 23 of the Weld County Code addresses zoning in the county. The necessity in applying for a USR at this location and for the multiple -uses being proposed, is that the uses being contemplated are not Uses by Right in an agriculturally -zoned district. One of the purposes of the USR process is to ensure compatibility with existing and planned uses in the area. As described in 2., planned uses in the 1-25 corridor and at interchanges call for mixed -uses from industrial to commercial/retail rather than agricultural. This location is not far from the 1-25 corridor yet contains enough room for our proposed activities. As examples, a heavy equipment shop, asphalt plant and recycling facilities are not Uses by Right in an agricultural zone, but similar uses are: junkyards and salvage yards and oil and gas production facilities. Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 11 4. SURROUNDING USES As described at various locations in the previous narrative sections, uses in the immediate area consist of agricultural land surrounding the immediate property boundaries on three sides. A concrete batch plant with associated recycling is located almost adjacent to this property on the southwest (separated by the 150 -ft. former UPRR abandoned railroad grade now owned by RTD) and an RV storage property on the west and to the northwest of this property. Other surrounding uses consist of an electrical generating station to the west and an equipment storage yard further to the west on WCR-6. Properties all along and on either side of 1-25, 1.5 miles to the west, are being converted from agricultural to mixed -uses consisting of industrial and commercial/retail. The location being proposed for the multiple -uses ASCI is envisioning with this property (especially the uses for which truck traffic will be generated) is ideally suited for these types of activities, as the access onto 1-25 requires only a stop at WCR-6 and the 1-25 East Frontage Rd. and a stop at WCR- 8 and the 1-25 East Frontage Rd. 5. DETAILS OF THE USR APPLICATION a. The office building would employ from between 30 to 35 employees and would normally operate during the hours of 8:00 AM to 5:00 PM Monday through Friday with employees occasionally working Saturdays. The QC lab would have 4-5 employees and would normally work between the hours of 6:00 AM to 4:00 PM Monday through Friday. The shop would employ a maximum of 14 employees over two working shifts (days and evenings). Normal hours of operation will be 6:00 AM to 11:30 PM. Days of operation can be 7 days/week if needed. The asphalt plant and recycling operation would have 3-4 employees each and would normally work between the hours of 6:00 AM to 4:00 PM Monday through Friday and on Saturdays during the peak construction season. Approximately 55 truck drivers who will arrive in the morning and park their personal vehicles and exit the site in their assigned trucks, returning in the early evening reversing the procedure. There will be vendors accessing the shop site delivering parts or picking up waste and parts that are to be recycled. The shop and QC lab will not be open to the public. There will be visitors to the office building for meetings and employment, etc. b. See above. c. See above. Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 12 d. See 1. and the Site Plan. e. No animals will be located at this operation. f. See the Traffic Study and Access Locations portion of this narrative, A Traffic Impact Analysis has been prepared for this USR application and is submitted as Exhibit E. Tandem trucks weigh 15,000 lbs. empty and tractor -trailer and lowboys weigh from 31,000 to 33,000 lbs. empty weight. Personal cars and trucks will be parked during the day (and an evening shift for the shop employees) for all employees who use the site in the employee parking area. Parking for both ASCI trucks and employees is shown on the Site Plan. g. Brighton Fire Protection District ("BFPO") will provide fire protection for this site. ASCI has been in contact with BFPD regarding the need and location for a fire sprinkler system within the buildings for fire protection. A paved fire lane for access to all building locations is shown on the Site Plan. h. All water usage for all operations on this site will be provided by CWCWD. A letter confirming availability for a tap and preliminary costs from CWCWD is being submitted with the USR application. i. Sewage disposal will be accomplished by an Onsite Wastewater Treatment System (OWTS). Soil descriptions and percolation testing of the proposed location shown on the Site Plan demonstrate that onsite conditions will satisfy Weld County requirements for the number of employees and visitors that will utilize restroom facilitates proposed as part of this USR. A standard OWTS design for this site will require a septic tank that can hold 1,620 gals. minimum and an 8,100-sq. ft. minimum Soil Treatment Area (STA), as shown on the Site Plan, with a cross-section requiring a 3 -ft. cover for frost and 2 ft, of imported sand filter media placed a minimum of 2 -ft above the hardened weathered claystone. If infiltration chambers were used in place of a standard design, the STA could be reduced to 5,657 sq. ft. These are gross estimates based solely on the initial testing done at the proposed location. The final OWTS design will be completed and forwarded to Weld County as part of a building permit approval for the shop (which would be the first construction component undertaken at this site) after approval is received for this USR. The percolation testing report is enclosed as Exhibit C. Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 13 Outside storage of heavy equipment and trucks will be located at this site. Only minimal warehousing of equipment parts will occur at the maintenance shop, as there is not enough room to warehouse a large supply of parts. 6. LANDSCAPING Landscaping will consist of grassed areas and tree and shrub plantings. Areas surrounding the office building and in a 10 -ft. wide strip south of the current ROW line for WCR-6 will be planted in drought tolerant xeriscape grasses or sod. Tree and shrub planting will occur in a 10 -ft. wide strip all along the frontage of WCR-6 in front of a 6 - ft. privacy fence (on the western side only in front of the truck parking area) and in an approximately located cluster to the north-northwest of the office employee parking area. All landscaping is shown on the Site Plan at scale and as a "DETAIL" called out also on the Site Plan. Since the landscaping plan for this proposed USR is fairly simple, a separate landscape plan map is not being provided. 7. RECLAMATION There is no plan for any reclamation of this site upon termination of the property being used for the proposed multiple -uses. There is no foreseeable end to the operation of all the facilities being proposed at this site. S. STORM WATER DRAINAGE The grading and drainage plan and report prepared for this USR application shows that all onsite generated drainage will be detained with two ponds. The north pond, near WCR-6 and the truck entrance access, will drain into the roadside swale of WCR- 6 and use a combination of detention and retention collecting runoff drainage developed from the buildings and parking areas. Stormwater runoff on the south side of the natural high point is routed from a large portion of the southern area of the north one-half of the site and will be conveyed across the lateral of the Bull Canal Lateral #1 by way of a truck crossing to a detention pond on the south side of the site. These features can be seen on the Site Plan. A complete description of all the drainage features of this site and how they will be controlled can be found in the Drainage Narrative Letter prepared for this USR and submitted as Exhibit D. Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 14 9. CONSTRUCTION SCHEDULE See individual descriptions of the constructed components of this multiple -use USR under 1. At the end of each description is the timeline given as to when construction will start. 10. STOCKPILING OF WASTES Storage stockpiles of virgin aggregates, tear -out or broken stockpiles of asphalt and concrete and stockpiles of recycled asphalt and concrete are shown on the Site Plan. Stockpile locations and composition are approximate and variable. There will be no waste stockpiles. 11. ON -SITE AND OFF -SITE IMPROVEMENTS AND SCHEDULE See individual descriptions of the constructed components of this multiple -use USR under 1. At the end of each description is the timeline given as to when construction will start. No offsite improvements are being proposed for this USR. Utility connections will be made prior to the start of any construction and after approval is granted for this USR. No improvements to the access points on WCR-6 are warranted per the Traffic Impact Analysis prepared for this USR. ITEMS TO BE ADDRESSED NOT CONTAINED IN THE QUESTIONAIRE BUT IN THE SUBMITTAL CHECKLIST: 1. Traffic Study and Access Locations: Two separate access points on WCR-6 are being proposed as part of this USR for a multiple -use development on this parcel. The two access points (Access #1 -truck access and Access #2 -employee access) are shown on the Vicinity Map and the Site Plan. Two separate access permit application forms are being submitted with the USR application materials with appropriate review fees. Along with the application forms are annotated 8.5" x 11" site photos for each access showing views into and out of the access points and views in either direction along WCR-6 from the access points. These photos are also included separately on a CD along with all other components of the USR application. A complete traffic study entitled a Traffic Impact Analysis was completed and revised in October 2016 analyzing all the impacts that this proposed USR would have on the roadway system surrounding this site. That report is included as Exhibit E. Two access points are being proposed for this site to primarily provide safety aspects and to reduce conflicts between the two types of traffic entering and exiting the site. Access #1 will be almost exclusively for heavy truck traffic of which the direction of travel will be Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 15 westbound out of the site only onto WCR-6 and eastbound only into Access #1 on WCR- 6. No truck traffic will travel eastbound out of the Access #1 onto WCR-6. Occasional vendors (parts deliveries in pickup trucks) to the shop will also use this access. Access #2 is for employee access only with direction of travel onto WCR-6 from both the east and west but is anticipated to be primarily from the west. Weld County classifies WCR-6 as a collector road with a speed limit of 45 mph. Weld County requires 330 ft. between access points on collector roads. There is approximately 450 ft. between Access #1 and Access #2. In a cursory review of sight -distances from the access points being proposed with this USR on WCR-6, sight -distances are adequate for oncoming traffic. 2. Waste Handling Plan: No waste will be kept onsite for any length of time. All waste will be removed from the site and either recycled or landfilled. Other than a minimal amount of replacement parts for equipment that will be warehoused at the shop (with failed parts being recycled), ASCI uses many types of replacement fluids for maintenance and repair of vehicles and equipment. All fluids (primarily petroleum based) are purchased from Sam Hill Oil Co. ("SHOCO") who delivers the products from a tanker truck and pumps into heavy metal/plastic, puncture protected "carboys" or delivers 55 gal. drums. These products will be kept just outside the west building wall and will be pumped from the inside into the shop. All products have MSDS sheets that are maintained at the shop and are also located in our safety manager's office. These products are: • 55 gal. drum of auto trans fluid • 300 -gals engine oil • 300 -gals anti -freeze • 300 -gals hydraulic fluid • 125 -gals window washer fluid • 55 gal. drum of manual trans/gear oil Following are the materials generated at our current shop site and the proposed shop will follow the same protocols for what is considered "waste" (whether recyclable or not) that will be handled and removed from the maintenance shop (and from the office and QC Lab in the case of "general waste or garbage"): A. General Waste or Garbage•. Material that cannot be recycled and is generally considered "garbage" is deposited into 30 cu. yd. roll -off containers and removed to a solid -waste landfill by: • US Waste, LLC, 600 S. 94th Ave., Tolleson, AZ 85353. Local phone: 303-699-6005 Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 16 B. Oils, Fitters and Parts Washing Fluid: Petroleum oils and fluids are deposited into a 1,000 -gal. steel tank located within the shop and recycled. This includes engine oil, hydraulic fluid, gear oil and transmission fluid. Engine and equipment filters are also deposited into a central container and recycled. Antifreeze is emptied into a 55 -gal. drum and recycled. Parts washers (2) are in a closed -loop system and periodically the fluid is pumped -out and replaced. The recycling is done by: • MasterWash Recycling Services, PO Box 462081, Aurora, CO 80046. Phone: 303- 292-2549 C. Batteries: Batteries are purchased and picked -up for recycling by: • Hensley Battery Co., 7203 E. 47th Ave. Dr., Denver, CO 80216. Phone: 303-455- 3643 D. Tires: Tires are removed and replaced onsite at the shop (or in the field if they are from large equipment) and are taken away for recycling by: • GCR Tires and Service, 5000 Colorado Blvd., Denver, CO, 80216. Phone: 303-388 - 7575 • A&E Tire Inc., 3855 E. 52nd Ave., Denver, CO 80216. Phone:303-308-6900 E. Metals: Aluminum and steel parts that cannot be repaired are removed from the shop site in a 30 -cu. yd. roll -off by: • Rocky Mountain Recycling, 4744 Forest St., Suite L, Denver, CO 80216. Phone: 303- 321-3662 ASCI is proposing fuel storage at this site as shown in an approximate location on the Site Plan. ASCI will have aboveground diesel and gasoline tanks installed by a company that will take care of all permitting and approvals. Kubat Tank Co. in Denver has installed tanks for us at our previous shop site. 3. Dust Abatement Plan: As part of the operation of all facilities at this proposed USR site, dust control will be employed at all times. The truck entrance will be paved with an asphalt apron at WCR-6 followed by asphalt on the interior haul road for approximately 400 ft. south and onto the fire lane and fuel storage area. The employee entrance will be Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 17 similarly paved onto all asphalt -paved areas for employee parking. The shop building will have outside asphalt paving and concrete paved entrances to the shop bay doors. All outside truck parking and equipment storage areas will be plated with recycled construction materials. These improvements, along with a 5 -mph posted speed limit within the interior haul road, will preclude dusty conditions. ASCI will maintain a water truck that will be located with the asphalt plant and recycling operations to spray areas where heavy equipment may cause dusty conditions. A "kick -broom" will also be kept onsite at the shop and used to broom off paved areas. Asphalt Specialties Co., Inc. USR for Multiple -Use Development, Weld County November 2016 GRANTING OF LEGAL RIGHT BY PROPERTY OWNER TO APPLY FOR COUNTY APPROVALS FOR LAND USE CIIAN GES AND TO ENTER INTO AGREEMENTS WITH OTHER SURFACE OWNERS, MINERAL OWNERS AND SURFACE EASEMENT HOLDERS ON PROPERTY IN WELD COUNTY, COLORADO I certify that Hunt Brothers Properties, Inc./Asphalt Specialties Co., Inc. is the Applicant for the Asphalt Specialties North Multiple Use Project and has my permission and legal right, as Trustee of the John E. Bramming Trust II, to apply for a land division (Recorded Exemption process) and all necessary Weld County processes to obtain a multiple use approval through the Use by Special Review process on the property owned in fee simple and as set out in the attached General Warranty Deed (Attachment). The Applicant is also granted the permission to enter into any necessary agreements with surface and mineral owners and surface easement holders on the property in order to obtain the uses requested on the property as certified below: /27 d ,,� 7 /cL Mary Alice Braunming, Trustee 6J John E. Bramming Trust H Signed and sworn to me this R *day of �) L -)l My Commission Expifes otary Public api 1, 2004. LA MIRELLA McKNIGHT Notary Public State of Colorado Notary ID: 1°924011461 My Commission Expires Aug. 26, MI6 Recorded ,t�_.._ ._ 'niack_ F.' AUG 20 126 ,.., r..p e -,Y.,71 WALT:ER F. ]' ORMSOl Reception..........�-. ardor. 485 U� [8 ihrb, naedo ibis tenth day of Al3ellat year of our Lord one thnusond nine hundred and thirty eiX , hatweon ACORN LAND COMPANY a corporation duly organised and existing under and by virtue of the law of the State of COLORADO of the Scot part, and FRED DRAWING of the County of Adams end State of Colorado of the second part: WITNESBETH, That the said party of the first part, for and in consideration of the sum of Ten Dollars end other good and valuable consideration 7[}I3BmmsYtClG to the acid party of the first part in hand paid by the said part y of the second part, the receipt where- of is hereby confessed and acknowledged, bath granted, bargained, sold and conveyed, and by these preeenta doth grant, bargain, sell, convey and confirm unto the acid party of the second pert, hie heirs and aeaign. forever, all of the following described lot or parcel of land, Nitwit*, lying and being in the County of Wield end State of Colorado, to -wit: The North Half of the Northeast 4uarter (l n) and the North Half of the South Half of the Northeast Quarter [N; ',•i0:•) end that part of the mast Half of' the Northneet (ruartor (i;Nt) lying eeet of the Railroad and South of the Bull Canal, Section Twenty-five (Sec. 25), Township One North (T 1 N), Range Sixty-eight (R 68) West of the Sixth (6th) Principal t+eridian, containing 123.13 Bores, more or leas, of :dtich 40 agree are included in the Denver St, Vrein Municipal Irrigation Ilietrict ,.nd have ell siciter richta, and are subject to all taxes, arising from such incluaion. in the too TOGETHER with all and singular the hereditnments and eppurtanaaeee thosounto belonging, ur in nnywiee, nppertaining and the reversion or roverelons, retnninecrs, rents, issues and profits thereof; and :di the estate, right, title, Micron!, chile, and demand -whatsoever of the geld party of the test pnrt, either in law or equity. M, in and to the above bargained premises with the hereditmnents end eppartenencee, TO HAVE AND TO HOLD the said premises above bargained and described, with the nppurteneecos unto the Bald part y of the second part, his heirs and assigns forayer. And the avid ACORN LAID i.Oiu'PANT - potty of the first part, for itself, end its successors, doth covenant, grant, bargain and agree to and with the Bald part y of the second part, his fairs nail Assigns, that et the time of the ensealing and delivery of these promote- It is well seined of the premises above convoyed na of a good, sure eefeet, absolute net indefeasible estate of in'horltento, in law, in fee simple, and bath good right, fall power and lawful authority to ;rent, Wraain, sell and convey the acme In manner and fern: aforeeeld, and that the same are free and clear from rill fanner and ether grants, bargains aalea, lions, taxes, asaeselnente and lneembreneas of whatever kind or nature Beaver; except pup j.eot to all taxes due and payable in the year 1937. and the above'haeliaiaed premises in the quiet and peaceable posseseion of the said part It of the second part, ht O,.,..:,, li dr J d assigns, against all and every person or persons lawfully claiming or to claim the whole or afiy'pgrtz t Fria sold party of the first part shall and will WARRANT AND FOREVER DEPEND. -IN WITNESS ;.Wr, 1,4REON, The said party of the first part bath caused its corporate name to bo hereunto •sahiktipe icy lt4 ; r ✓ President, and Its corporate seal to be hereunto affixed, attested by its Sberatnrg; tiie'dd lied sear first above written. yn ,•w�.'-"fir �., .. •STATE or COLORADO, sa. fii4y.- unty af...iliiAVa> 'The foreyoing;insrrument wan acknowledged before me this to Hl. ,,vys :;, �`'+,i W. B. GALRIR •, 'o, i+i,, N. r'. Qum T .. 4.Wool., 1 �•,,e� .... a, .... Dt day of as as President and Secretary of Land ODlapW ly a Corporation. My notarial commission expires My COmktiI eI'1! a%pires ?Ally 14; 1940 Witness my hand and official sea], 01;17 No. 4DB, NARRAPTT DEED—Carp.r.tbn. —The Dradrard-ltoblmoa Plc. Co., Hire RebmrWs Lead Mardi, lilt Cleat et., Decree. Cato. SKID, Inc. St 13207 WE 745359-1936.001 4098447 Pages: 1 nF 1 04/13/2015 04:15 PM R Fee:$11.00 Carly kal+pas, Clurk and Record&r, Weld County, CO DiU IiI;nlial'I , ti' i i ! &Mki iii STATEMENT (F AUTHORITY Pursuant to C.R.S. §38-30-172, the undersigned hereby executes this Statement of Authority on behalf of JOHN E. BRAMMING TRUST II, an entity other than an individual, capable of holding title to real property (the "Entity"), and states as follows: The name of the Entity is: JOHN E. BRAMMING TRUST II The Entity is an: Irrevocable Trust, created under the laws of the State of Colorado, which became Irrevocable on June 11, 2000. (state type of entity and state, county, or other governmental authority under whose laws such entity was formed) The mailing address for the Entity is: 2040 J Hooker Street, Denver, CO 80211 The name or position of the person authorized to execute instruments conveying, encumbering, or otherwise affecting title to real property on behalf of the Entity is: Mary Alice Bramming. The limitations upon the authority of the person named above or holding the position described above to bind the Entity are as follows: Set forth in the Last Will of Fred J. Bramming, dated April 19, 1991, and Codicil dated May 13, 1996, which created the Trust. Other matters concerning the manner in which the Entity deals with any interest in real property are: The primary beneficiary of the Trust is John E. Bramming. EXECUTED this w day of *at , 2015. Signature: i �► -[.J Name (Typed or printed): Mary All Title (if any): Trustee STATE OF COLORADO ) ) ss, COUNTY OF JEFFERSON ) This document was acknowledged before me on n , 2015, by Mary Alice Bramming, as Trustee of the John E. Bramming ust II. My commission expires: ISE4411RELLA McKNIGHT Notary Public State of Colorado Notary )D; 19924011461 My Commission Expires Aug. 26, 2016 040315.01 Notary Pu.ltc 5805 Carr Street, Suite 2 Arvada, CO 80004-5498 IliIli MI 1111111111111111X11111111111 3579II111111 �i70219 09O9/2008 173:0? Weld Cottsttyr, CO i of 1 R 6.00 0 0.QU Steve Moreno Clerk & Recorder TE[1B?'TO1 (Section 38-30-172, C.R.S.) This Statement of Authority relates to an entity' named h.•_ roue F`aNs• 2. The type of entity is a: ❑ corporation ❑ nonprofit corporation ❑ limited liability company in general partnership ❑ limited partnership 3. The entity is formed under the laws of : Colorado. 4. The mailing address for the entity is: 204Q.1l looker amt delver. CCi 8t]? LLI. 5. ❑ registered limited hehilily partnership D registered. limited liability limited partnership ❑ lir>�itcd partnership association d govet°n+nent or governmental subdivision or agency ■ Testamentary Trust The O name ■ position of each pci�-on authorized to execute instruments conveying, encumbering, or otherwise on bchalfof the eras is: ;r.,�x'"„^"^ Alice f3rflminitlt:• affecting title to teal property entity s a 6.2 The authority of the foregoing person() to bind the entity is O not limited U limited as follows: as set forth in the Lost 7. Other matters concerning the manner in which the entity deals with interests in real property: 8 This Statement of Authority is executed on behalf of the entity pursuant to the provisions of Section 38-30-172, C.R.S. 0— iris-itntcmarl of r utiresrit4 ad, Ord an,i 1111,e. rt r P ali'ef il1G cntlty. EXECUTED this /(o day of J-7-111 ° 2008 Nine: i Mary AI iae'Srr- t ming, Trustee of the Brimming Family Trust STATE OF COLORADO COUNTY OF ) as. This document was acknowledged before me this I as Trustee of the Bramnin g Family Trust. My commission expires: _ g L cp4El-` day of 1.This form should not be used unless the entity is capable of holding title to real property. 2.The absence of any limitation shall he prima facie evidence that no such limitation exists, 3. The statement of authority must be recorded to obtain the benefits of the statute, 4.Strike if not applicable. 371:09090N,01 asftlei loosampas is, au 2008, by M.= ALTA COMMITMENT Old Republic National Title Insurance Company Schedule A Order Number: FC25140236-3 Customer Ref -Loan No.: i Property Address: VACANT LAND 120 ACRES NA 00000 1. Effective Date: 07-07-2016 At 5:00 P.M. 2. Policy to be Issued and Proposed Insured: "ALTA" Owner's Policy 06-17-06 Proposed Insured: HUNT BROTHERS PROPERTIES, !NC, A COLORADO CORPORATION 3. The estate or interest in the land described or referred to in this Commitment and covered herein is: A FEE SIMPLE 4. Title to the estate or interest covered herein is at the effective date hereof vested in: THE BRAMMING FAMILY TRUST, AS TO AN UNDIVIDED 1/3 INTEREST; AND MARY ALICE BRAMMING; AND KATHY BRAMMING BRIM, ALSO KNOWN AS KATHERINE HELEN BRIM; AND MARY ALICE BRAMMING, TRUSTEE, OF THE JOHN E. BRAMMING TRUST II, AS TO AN UNDIVIDED 1/3 INTEREST; AND SUSAN E. TALBOT GST TRUST, MEMBERS TRUST COMPANY OF CO, TTEE, AS TO AN UNDIVIDED 1/6 INTEREST; AND LISA C. BUTTS GST TRUST, MEMBERS TRUST COMPANY OF CO, TTEE, AS TO AN UNDIVIDED 1/6 INTEREST 5. The Land referred to in this Commitment is described as follows: THE N 1/2 OF THE NE 1/4 AND THE N 1/2 OF THE S 1/2 OF THE NE 1/4 OF SECTION 25; AND ALL THAT PART OF THE E 1/2 OF THE NW 1/4 OF SECTION 25, LYING EAST OF THE RIGHT OF WAY OF THE UNION PACIFIC RAILROAD COMPANY AND SOUTH OF THE RIGHT OF WAY OF THE BULL CANAL; ALL IN TOWNSHIP 1 NORTH, RANGE 68 WEST OF THE 6TH P.M., COUNTY OF WELD, STATE OF COLORADO EXCEPTING THEREFROM A STRIP OF LAND AS CONVEYED TO THE FARMERS RESERVOIR AND IRRIGATION COMPANY BY DEED RECORDED IN BOOK 406, PAGE 293, WELD COUNTY RECORDS AND EXCEPT THAT PORTION DESCRIBED IN DEED OF DEDICATION RECORDED DECEMBER 10, 2004 AT RECEPTION NO. 3242966 AND DECEMBER 14, 2004 AT RECEPTION NO. 3243665 Copyright 2006-2016 American Land Title Association. All Rights Reserved The use of this Form 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. AAFRICAH IAHb TITO .Swcul lax ALTA COMMITMENT Old Republic National Title Insurance Company Schedule 8-1 (Requirements) Order Number: FC25140236-3 The following are the requirements to be complied with: Payment to or for the account of the grantors or mortgagors of the full consideration for the estate or interest to be insured. Proper instrument(s) creating the estate or interest to be insured must be executed and duly filed for record, to -wit: 1. WRITTEN CONFIRMATION THAT THE INFORMATION CONTAINED IN STATEMENT OF AUTHORITY FOR THE BRAMMING FAMILY TRUST RECORDED SEPTEMBER 19, 2008 AT RECEPTION NO. 3579219 IS CURRENT. NOTE: SAID INSTRUMENT DISCLOSES MARY ALICE BRAMMING AS THE TRUSTE AUTHORIZED TO EXECUTE INSTRUMENTS CONVEYING, ENCUMBERING OR OTHERWISE AFFECTING TITLE TO REAL PROPERTY ON BEHALF OF SAID ENTITY. IF THIS INFORMATION IS NOT ACCURATE, A CURRENT STATEMENT OF AUTHORITY MUST BE RECORDED. NOTE: SAID INSTRUMENT DESCRIBES LIMITATIONS AS SET FORTH IN THE LAST WILL AND TESTAMENT OF EDWARD O. BRAMMING. 2. THE FULLY EXECUTED TRUST AGREEMENT FOR THE BRAMMING FAMILY TRUST NAMED ABOVE TRUST MUST BE FURNISHED TO LAND TITLE GUARANTEE COMPANY PRIOR TO CLOSING SO THAT THE COMPANY CAN CONFIRM THE ACCURACY OF THE STATEMENTS APPEARING IN THE STATEMENT OF AUTHORITY. 4( 3. WRITTEN CONFIRMATION THAT THE INFORMATION CONTAINED IN STATEMENT OF AUTHORITY FOR THE JOHN E. BRAMMING TRUST II RECORDED APRIL 13, 2015 AT RECEPTION NO.4098447 IS CURRENT. NOTE: SAID INSTRUMENT DISCLOSES MRAMMING AS THE TRUSTEE AUTHORIZED TO EXECUTE INSTRUMENTS CONVEYING, ENCUMBERING ARYE BOR OTHERWISE AFFECTING TITLE TO REAL PROPERTY ON BEHALF OF SAID ENTITY, IF THIS INFORMATION IS NOTACCURATE, A CURRENT STATEMENT OF AUTHORITY MUST BE RECORDED. NOTE: SAID INSTRUMENT DESCRIBES LIMITATIONS AS SET FORTH IN THE LAST WILL AND TESTAMENT OF FRED J. BRAMMING, DATED APRIL 19, 1991 AND CODICIL DATED MAY 13, 1996 4. THE FULLY EXECUTED TRUST AGREEMENT FOR THE JOHN E. BRAMMING TRUST II NAMED ABOVE MUST BE FURNISHED TO LAND TITLE GUARANTEE COMPANY PRIOR TO CLOSING SO THAT THE COMPANY CAN CONFIRM THE ACCURACY OF THE STATEMENTS APPEARING IN THE STATEMENT OF AUTHORITY. 5. (ITEM INTENTIONALLY DELETED) 6. (ITEM INTENTIONALLY DELETED) 7. (ITEM INTENTIONALLY DELETED) 8. (ITEM INTENTIONALLY DELETED) Weld County Public Works Dept. 1111 H Street P.O. Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 Applicant Name Rob Laird Company Asphalt Specialties Co., Inc. Address 10100 Dallas St. ACCESS PERMIT APPLICATION FORM Property Owner (If different than Applicant) Name Bramming Family Trust/Mary Alice Bramming,Trustee Address 2014 "J" Hooker St. City Denver state CO zip 80211 City Henderson state CO zip 80640 Phone Business Phone (303) 289-8555 Fax E-mail E-maii robl@asphaltspecialties.com aka •= Existing Access A= Proposed Access Fax (303) 289-7707 Parcel Location & Sketch The access is on WCR Nearest Intersection: WCR '6 & WCR -13 Distance from Intersection "2,450 ft. Parcel Number 1467-25-0-00-026 Section/Township/Range 25111N, R68W Is there an existing access to the property70YES NO Number of Existing Accesses 1 rr.+ner P.) Road Surface Type & Construction Information Asphalt Gravel IT Treated El Other Culvert Size & Type IS Materials used to construct Access Qalti +Gcrler Construction Start Date Finish Date Proposed Use ❑Temporary (Tracking Pad Required)/ $75 ❑Small Commercial or Oil & Gas/$75 ['Field (Agriculture Only)/Exempt N cc WCR ❑Single Residential/$75 ❑Large Commercial/$150 fl Wert -4 Industrial/$150 ❑Subdivision/$150 Is this access associated with a Planning Process? No ®USR DRE ❑PUD ['Other Required Attached Documents - Traffic Control Plan -Certificate of Insurance al - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities construction. Signature Printed Name Approval or Denial will be issued in minimum of 5 days. clnnlin Date O �l Approved by � _ _.� ,., � ,• � i . ' � _ . _ _ . - �. I .. _ . y'. �� y 1, I. - `X(' �'o , �,� '';�� . , r' � ��; �� , _ � ;:*. .� ,4 � . . 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' � � r: � - i� :l� : i ? ^�`a �."` � ,J I�i' - I� � ;�F. , �yd, � � ` , . � — .y_:.�d-�e"�-1'_..�, . � . �y�- M- .. ' ' . . �� -• . �' - .. •-. . .I� r . � � �� : . . . , _ . ��h ^'�� p�{�� . —g�fi"r � - :`a".;,, .'7 y �, d . �.. � � .�-.LL . �_ � �� S � f �-'�'�. � ., . • �� yY� �' r �l �:. .1 u . _ .. V � ��"'"'.�� ' � } �� '.•,-:M . �� ` ',, � "� , ,. .. - . . � �. . -r r �E� • ,�, r „ � . _ �� ,__ : �.�.l� , ��. � �r _�,:�---� �.�^ ��'' .t:� —�- - � Weld County Public Works Dept. 1111 H Street P.O. Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 Applicant Name Rob Laird Company Asphalt Specialties Co., Inc. Address 10100 Dallas St. ACCESS PERMIT APPLICATION FORM Property Owner (If different than Applicant) Name Bramming Family Trust/Mary Alice Bramming,Trustee Address 2014 "J" Hooker St. city Denver State CO Zip 80211 city Henderson State CO Zip 80640 Phone Business Phone (303) 289-8555 Fax Fax (303) 289-7707 E-mail E-mail robl@asphaltspecialties.com A = Existing Access O= Proposed Access4fra Parcel Location & Sketch The access is on WCR -6 Nearest Intersection: WCR -6 & WCR -13 Distance from Intersection —2,000 ft. Parcel Number 1467-25-0-00-026 Section/Township/Range 25/T1 N, R68W Is there an existing access to the property0YES NO P N Number of Existing Accesses 1 c*1I h Road Surface Type & Construction Information Asphalt El Gravel n Treated n Other Culvert Size & Type 1 5 yr1. 1d 4 Materials used to construct Access iir..rt4 y am{ Construction Start Date Finish Date Proposed Use [Temporary (Tracking Pad Required)/ $75 ©Small Commercial or Oil & Gas/$75 ['Field (Agriculture Only)/Exempt WCR.-b OSingle Residential/$75 Large Commercial/$150 m 3 © Industrial/$150 O Subdivision/$150 Is this access associated with a Planning Process? ENo ®USR ORE OPUD Other Required Attached Documents - Traffic Control Plan -Certificate of Insurance - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities construction. Signature Printed Name 12 rd Date /0/057-1.7-.0.147 Approval or Denial will be issued in minimum of 5 days. 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In the days of the Pharaohs, asphalt was used to mortar to- gether rocks laid along *'=• ailiMMIIIMMININIMINIII x I tiecyct1ng and composting non-taric waste materials by a natural drying process 2 Atlmaingtorr, Michigan, water. storage facility, temiterp 1mper/Err during othortrs t_s Tela_ased to nun etectricitygencrating turbines during peak hours their own baths, reservoirs and aque- ducts. Itwasn't until comparatively recently thatJohn MacAdarn engineered mod- em road design and "paved the way - for the use of asphalt in its familiar load -bearing font}. 'today, asphalt is again finding favor asa material for storing and process- ing ail kinds of materials because it offers both essential properties -- water -proofing and load -bearing. Mot Mix Asphalt liners take on the toughest jobs —keeping sanitary land- fills sanitary; storing lock materials and preventing their escape into the surrounding environment; making it possible to treat and even recycle liq- uids and solid wastes; and, of course, keeping dean water clean. No other environmental/hydraulic lining mate- rial even comes close! the banks of the Nile to prevent ero- sion. even earlier, itwas used bycivili- zations otMessopotamia and the indus Valley to waterproof temple baths and water tanks. Notorious for plagiarism, the I omarts borrowed the idea for Ali things onsidered, there's only one possible reason to use anything other than asphalt for your containment system. You can guess this one pos- sible —re.ason." A Hot Mix liner maymaycost tnore initially than nat- ural materials or fabric mem- brane linen but it is more cost, effective in the long run and certainly the safest -and -surest liner you can use. Spotting the competition that much of a head start.... on paper. at least ...let's see why Hot Mix Asphalt ends up far in front. LIQUIDS floret pene to asphalt NOW you may question this state- ment knowing that asphalt pavement on streets. roads, and parting lots especially seem vulnerable to certain liquids. But this vulnerability is only through cracks in the surface caused by oxidation combined with steady traffic Used as a liner there Is little if any oxidation and, ofcourse, no steady traffic. rurthermore, tovirtuallyelim- inate porosity, a higher percentage of asphaltic binder is used and the mate- rial more densely compacted. raener- ally, liner specifications require voids of less than 2.5 percent which is well within installation capabilities. ASPHALT pavement is puncture -proof Membranes may do the Job well enough, for awhile. However, they suf fer from a serious drawback —sham objects may puncture them and con- stant abrasion may wear holes. Worse yet. you're not 11 kely to become aware of leakage until considerable envi- ronmental damage has been done. A 110T mix Asphalt liner will outlast anything It contains There are two dimensions to the matter of staying power. first your liner has to remain impermeable for as long as you want It to. Clays, for example, tend to break down and lose their leak -proof properties in time. Then you also face the problem of unwanted plant life taking over. Be, ing inert and stable, Hot Mix Asphalt minds its own business. Second, your finer may be subject to waves or currents, and it's always subject to vertical and lateral pres- sures. With its compressive strength and flexibility,' Hot Mix Aisphalt survives these hazards better than any other material. ASLT conforms to Irregular surfaces Environmental containment sys- tems are, after all, basins with curves and undulations as well as flat sur- faces. Ponds and lagoons, those used for storm water control and perhaps aesthetics, are liable to be deliber- ately Irregular, with bumps and mounds along the bottom and sides, and a free -form shoreline. Here's another way Hot Mix Asphalt excels. It can be installed uniformly over almost any terrain configuration. (As you know, rigid liners have special problems with this!) ITSIna d.bearing properties makes asphalt easy to clean Anyone with experience ... per - ha pssad experience ....with any kind of long•tenrm containment system real- izes it has to be cleaned out periodi- cally. No problem getting equipment in (and out!) over a Hot Mix Asphalt liner Something else is worth point- ing out. Because of extra compaction during installation, the surface of a hot Mix liner is smoother than usual which makes the actual clean- ing process easier. ASPHALT ...trail forces with waste materials" Asphalt can handle toxic materials normally difficult to store, including sludge, brine, coal slurry, and many adds. This means that whatever you put into your containment system stays there as is rather than chemically altered. BEING inert, asphalt doesn't taint drinking water This is a specialized attribute but critical for reservoirs. Nothing gerner, atea uproar faster or more vocally than tangy or discolored drinking water! No wonder Hot Mix Asphalt has been iiriing reservoirs and dams for years. • Ccrlafn petroleum SOlrrrrnls, trc,wclyer, Carr acct floc Mix liners and other lark liquids »may affect certain ftlpescfagcirr. gates. Certificate Of Taxes Due Account Number R5805386 Parcel 146725000026 Assessed To TALBOT SUSAN E GST TRUST 1/6 INT C/O SUSAN TALBOT 11960 KEARNEY CIR THORNTON, CO 80233-5218 Certificate Number 128948 Order Number 25140236 Vendor ID 14 LAND TITLE GUARANTEE OF FT COLLINS 772 WHALERS WAY STE 100 FT COLLINS , CO 80525 Legal Description 24944 NI20A NE4 25-1-68 & PT E2NW4 E OF RR & S OF BULL CANAL EXC UPRR RES (4R20) Year Tax Mare 20i5 Total Tax C:ikaac Tax Interact 5216.18 $0.00 Fees Situ Address Payments $0.00 (5216.18) Grand Total Due as of 05/04/2016 Tax Billed at 2015 Rates for Tax Area 2504 - 2504 Authority WELD COUNTY SCHOOL DIST RE8 GREATER BRIGHTON FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY Taxes Billed 2015 Credit Levy Mill Levy 15.8000000* 15.7550000 11.7950000 6.3250000 3.3080000 52.9830000 Amount $64.45 $64.29 $48.13 $25.81 $13.50 5216.18 Balance $0.00 $0.00 $0.00 Values AG -DRY FARM LAND AG -WASTE LAND Total Actual $14,037 $14 Assessed $4,070 $10 $14,051 $4,080 WARNING - THIS TAX CERTIFICATE DOES NOT WARRANT ANY TAXES OWED ON UNDERLYING ACCOUNTS OR PARENT OR CHILD ACCOUNTS. ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY AND MOBILE HOMES - SEPTEMBER 1, REAL PROPERTY - SEPTEMBER 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIERS CHECK. SPECIAL TAXING DISTRICTS AND THE BOUNDARIES OF SUCH DISTRICTS MAY BE ON FILE WITH THE BOARD OF COUNTY COMMISIONERS, THE COUNTY CLERK, OR THE COUNTY ASSESSOR. This certificate does not include land or improvements assessed under a separate account number, personal property taxes, transfer tax or misc. tax collected on behalf of other entities, special or local Improvement district assessments or mobile homes, unless specifically mentioned. I, the undersigned, do hereby certify that the entire amount of taxes due upon the above described parcels of real property and all outstanding sales for unpaid taxes as shown by the records in my office from which the same may still be redeemed with the amount required for redemption are as noted herein. In witness whereof, I have hereunto set my hand and seal. TREASURER, WELD COUNTY, John R. Lefebvre, Jr. 1400 N. 17th Avenue Greeley, CO 80631 May 4, 2016 4:25:23 PM Page 1 of 1 Photo 1: View SE of asphalt cement containment vessel. g1 Safe maximum line Photo 2: View NE of asphalt cement containment and tanker truck discharge location. Safe maximum t 't,, t 1 ` -_ t .:C capacity is at top of dark line. Sealing with asphalt cement Photo 3: Detail photo showing sealing attributes of asphalt cement onto compacted earth storage vessel. Each time vessel is re -filled, an additional layer of cement is added. Photo 4: Showing locked entrance gates to asphalt cement storage vessel and tanker discharge location, and tanker loadout facility. Burner/heater Photo 5: Detail photo of tanker loadout facility showing heated storage tank, storage tank and floating heater burner/'heater setup, genset (to power burner/heater) and tanker loadout overhead frame and pumping arrangement. Photo 6: Detail photo of asphaltcement storage vessel floating heater. Heater is generally stationary and heats an approximately 12 -foot spherical area of asphalt cement to a fluid temperature of 260 degrees for pumping to storage tank. PRELIMINARY DRAINAGE REPORT FOR AS►'CI NORTH MULTIPLE -USE DEVELOPMENT WELD COUNTY, COLORADO November 4, 2016 PREPARED FOR: PREPARED BY: Mr. Wayne Howard Weld County Department of Planning Services Development Review Engineering 1555 N. 17th Ave. Greeley, CO 80631 MARTIN/MARTIN, INC. 12499 WEST Colfax Avenue Lakewood, Colorado 80215 (303) 431-6100 PRINCIPAL -IN -CHARGE: Mark Thornbrongh, P.E. DESIGN ENGINEER: Mark Sandstrom TABLE OF CONTENTS CERTIFICATION STATEMENT I. GENERAL LOCATION AND DESCRIPTION 3 A. Location 3 B. Description of Property 3 II. DRAINAGE BASINS AND SUBBASINS 4 A. Major Basin and Sub -Basin Descriptions 4 III. DRAINAGE DESIGN CRITERIA 4 A. Development Criteria Reference and Constraints 4 B. Hydrological Criteria. 4 C. Hydraulic Criteria 5 I. DRAINAGE FACILITY DESIGN 5 A. General Concept S V. Conclusion...,.. A. Compliance with the Weld County CODE + B. Drainage Concept ..... I. GENERAL LOCATION AND DESCRIPTION A. Location This preliminary drainage report is for the proposed Asphalt Specialties north multi -use development located near the southwest corner of the intersection of WCR-6 and WCR-13. This report will outline the required information per Weld County guidelines for writing drainage reports. The property is located within the North %. of Section 25, Township 1 North, Range 68 West of the 6t" P.M., County of Weld, State of Colorado. The property is bordered by Weld County Road 6 on the north; private property on the east and south; and the East Branch of the Bull Canal, Recreational Storage Solutions LLC, Sandland Properties LLC, and an RTD parcel on the west, The Bull Canal Lateral 4' 1 and an overhead electric transmission line run through the property. Both the lateral of the Bull Canal and the overhead electric line will remain. There is a small pond located roughly 800 feet to the south of the site, and another pond located about 500 feet to the southwest.. B. Description of Property The property is approximately 34.9 acres in size. The majority of the site is undeveloped and is comprised primarily of dryland wheat. As mentioned previously, the Bull Canal Lateral #1 runs through the property and the East Branch of the Bull Canal borders the property on the west. The site soils consist mainly of Ulm clay loam, 0 to 3 percent slopes, but also contains a small deposit of Renohill clay loam. The Ulm clay loam has a hydrologic soil group (HSG) rating of Group C soil, while the Renohill clay loam has a HSG rating of Group D. Group C soils have a slow infiltration rate when thoroughly wet. They consist mainly 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. This soil mapping is consistent with the Percolation Testing report by Cesare, Inc. on November 2, 2016. No groundwater was encountered during Cesare's investigation. A Soil Map and the Percolation Testing report have been included with this report. The proposed project consists of a maintenance shop, office building, quality control lab, asphalt plant, and an asphalt/concrete recycling plant. Two drive accesses are proposed on Weld County Road 6. These accesses will follow the County Code and ordinance for new driveway connections. Parking (asphalt. and gravel), equipment storage, and stockpile locations are also proposed. II, DRAINAGE BASINS AND SUBBASINS INS A. Major Basin and Sub -Basin Description Historically, the site is divided into three basins: one on the north and two on the south. The northern basin drains to the roadside ditch along WCR-6. The roadside ditch then conveys stormwater into the East Branch of the Bull Canal via a culvert. The southwestern basin S1 drains to the south end of the site, then off the site into a small pond on the neighboring property. The southeastern basin S2 drains off the site to the southeast. Like basin S1, the stormwater from basin S2 drains to the small pond on the neighboring property to the south. The proposed condition closely mimics the existing conditions. There are three basins: one on the north and two on the south. The north basin is split into two sub -basins. The majority of the developed portion of the north basin, labeled basin N, drains to the detention/retention pond. This north pond outfalls to the roadside ditch along WCR-6. The small portion that does not go to the north pond, labeled N1, drains into the roadside ditch along R-6 as it does in the existing conditions. Basin S1 drains to the south into the south detention pond. Following the historic drainage pattern, the south detention pond releases the stormwater off the site to the south. Basin 52 follows the historic drainage pattern and drains off the site to the southeast. III,DRAINAGE DESIGN CRITERIA A. Development Criteria Reference and Constraints One of the most important site constraints is the Bull Canal Lateral #1, which runs through the property, and the East Branch of the Bull Canal, which borders the property on the west. It is important to not discharge stormwater runoff into the canal without first being detained and receiving water quality enhancement. B. Hydrological Criteria The design rainfall was based on NOAA Atlas 14 for the one -hour, 100 - year storm event and the 24 hour, 100 -year storm eventrainfall depths. Runoff was computed using the Rational Method, the results are included in the Appendix. According to the Weld County Engineering andConstruction Criteria, detention ponds are sized to store the 100 -year, one -hour storm event from the fully developed site. Retention facilities are designed to contain 1.5 times the volume of the runoff generated by the 24 hour, 100 -year storm. The north pond utilizes a combination of detention and retention, where the lower part of the pond is located below the outlet structure piping. The UD- Detention spreadsheet (version 3.05) was used to calculate the required detention volume. The retention volume in the lower portion of the pond was reduced in its contribution to the detention volume by a ratio developed from the Weld County Criteria, which is volumetrically based on either a one -hour, 100 -year point rainfall for detention or a 24 -hour, 100 -year event for retention, and where retention volumes are to be increased by a factor of 1.5. o Detention based on one -hour, 100 -year point rainfall of 2.63 inches (this site) o Retention based on 24 hour, 100 -year rainfall of 4.76 (this site), and increased by 1.5 Therefore, Detention volume equivalent = Retention volume x 2.631(4.76 x 1.5), or where one is providing 1,000 cf of retention, it equates to 368 cf of detention. The final detention and retention volumes were computed using a trial and error method until a volume slightly greater than the minimum required volume was obtained. The methods and sources for these calculations can be found in the Appendix. The south detention pond was sized according to the one -hour, 100 -year storm event according to the Weld County Engineering and Construction Criteria. The UD-Detention spreadsheet (version 3.05) was used to calculate the required detention volume. NOAA Atlas 14 was used to determine the one -hour, 100 -year storm eventrainfall depth. All off -site flows will be routed around the site. C. Hydraulic Criteria The outlet structure for both the north and south ponds will be based on the 10 -year and 100 -year design storms and will be designed to release the stormwater at a rate not to exceed the historic five-year, one -hour storm event according to Weld County criteria. One foot of freeboard is provided for each pond. On the north pond, the overflow spillway discharges to the roadside ditch of WCR-6. The south pond's overflow spillway discharges to the south according to the historic drainage pattern. The stage -storage curve can be viewed in the Appendix. IV. DRAINAGE FACILITY DESIGN A. General Concept The north pond will utilize both detention and retention components to mirror the undeveloped condition. The detention portion of the pond will discharge through an outlet structure and into the roadside ditch along WCR-6. The roadside ditch currently has very little slope where the north pond outfalls into it. Therefore, improvements are proposed to the roadside ditch making it steeper than the existing condition. The roadside ditch drains into the East Branch of the Bull Canal to the west. The retention portion of the pond was sized to percolate in 24 hours. This drain time is 1/3 of the 72 -hour limit and was chosen to ensure that the retention pond does not cause injury to water rights. According to the investigation performed by Cesare, the percolation rate where this pond is located is 60 minutes per inch. This means that, to percolate within 24 hours, the depth of the retention portion of the pond can be 2 feet. For more information, refer to the Appendix. The south pond will be a traditional detention pond. The pond is shaped as a long rectangle to collect as much stormwater as possible while allowing the runoff to sheet flow across the site.. The pond will then release the stormwater to the south, following historic drainage patterns. For more information, refer to the Appendix. V. Conclusions A. Compliance with the Weld County CODE The proposed project will meet the requirements of the Weld County Code. B. Drainage Concept The drainage design will limit the amount of damage caused to downstream properties by detaining/retaining the stormwater and releasing it at the historic rate per Weld County criteria. It is our intent to obtain written approval from FRICO (Farmers Reservoir and Irrigation Company) for the proposed project. The north detention/retention pond will drain into the East Branch of the Bull Canal via the roadside ditch along WCR-6. The proposed truck crossing will convey stormwater across the Bull Canal Lateral 41 . The Weld County Engineering and Construction Criteria, UDFCD's spreadsheets, and NOAA Atlas 14 were utilized in this project. Refer to the Appendix for more information. Appendices VICINITY MAP FIRM SOILS SOIL SURVEY MAPS HYDROLOGIC CALCULATIONS NOAA ATLAS 14 RAINFALL DEPTHS PROPOSED BASIN AREAS EXISTING BASIN AREAS NORTH POND CALCULATIONS NORTH POND CONCEPT DRAWING UD-DETENTION NORTH POND NORTH DETENTION/RETENTION POND SIZING NORTH POND STAGE STORAGE SOUTH POND CALCULATIONS UD-DETENTION SOUTH POND SOUTH POND CONCEPT AND SIZING PERCOLATION TESTING REPORT - CESARE, INC DRAINAGE PLANS EXISTING DRAINAGE PLAN DEVELOPED DRAINAGE PLAN DRAWING LOCATION: G:\Thornbrough\ 16 O759—ASCI North Shop Property\PLANS \ EXHIBITS\Vicinity Ma p.dwq / 'MC. c C i2L C R 6 PROPOSED ACCESS /I2 PROPOSED ACCESS /11 EAST RANCH BULL CANAL BULL CANAL LATERAL NO. 1 SIT' RESIDENCE LOCATION W. C .R. 4 II': U I HYDROLOGIC SOIL GROUP AND AGRICULTURAL CAPABILITY CLASSIFICATIONS TYPE C PORTO\ OF STE = 99.9% PRIME FAR VILA\D IF RR GATED TYPE D PORTION CF SITE = 0.1 FARMLAND OF STATEVVI DE I V1PORTANCE VCiIHY VA� SCALE:1 "=2000' PART OF THE NORTH 3- OF SECTION 25, TOWNSHIP 1N, RANGE 68W isAltilileCONSULTING ENGINEERS MARTIN/MARTIN 12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215 303.431.6100 IAAARTINMARTIN.COM HAZARD INFORMATION IS SHOWN ON THIS MAP IN AREAS OUTSIDE ss WELD COUNTI( Lty l Areas Weld County rrPorated Areas 080266 City of l ibrth knn (AREA NOT INCLUDED) SITE LOCATION City of Northglenn (AREA NOT INCLUDED) 4000 FEET I 11111 I Ill 4 4 1 ti llillI rr Il z 0 r Ern" �m m ill I HILL TifID 'lrfl rrf II I1I 11 lllll I .111 ED �I) I' illl 1_ T_n_ "- CD mull! III PANEL 2100E FIRM FLOOD INSURANCE RATE MAP WELD COUNTY, COLORADO AND INCORPORATED AREAS PANEL 2100 OF 2250 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CONTAINS: COMMUNITY NUMBER PANEL SUFFIX DACOINO, CITY OF 080236 2900 E WELD COUNTY 080266 21 X t Notice to User: The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject community_ MAP NUMBER 08123C2100E EFFECTIVE DATE JANUARY 20, 2016 federal Emergency Management Agency ei This is an official copy of a portion of the above referenced flood map It was extracted using F -MIT On -Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program food maps check the FEMA Flood Map Store at www.msc.fema.gov 40° 1' 47" N 400 1' 24" N 1040 57 17" W 503860 r 2 1-41 0 0- 0 Go 8 0 n 0 0 rn 0 m ---sees./a- _ •1. 4 503860 N A 503950 503950 Hydrologic Soil Group —Weld County, Colorado, Southern Part (ASCI North Shop) 504040 504040 504130 504130 504220 County Road 6 21- 504220 Map Scale: 1:3,560 if printed on A portrait (8.5" x 11") sheet. Metiers 0 50 100 200 300 Feet 0 150 300 600 900 Map prujection : Web Mercator Corner coordinates: WG584 Edge tics: (JIM Zone 13N WG584 504310 504310 1040 56' 54" W 504400 1 S rn 0 0 IN N - 0 8 0 - m z — b I 50' 4o0 1040 56' 54" W 40° 1' 47" N 40° 1' 24" N USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 9/27/2016 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part (ASCI North Shop) MAP LEGEND► Area of Interest (AOI) Area of Interest (AOl) SoiIs Soil Rating Polygons n A 1 AID B B/D C C/D D Not rated or not available Soil Rating Lines A AID B BID „li-Tbor C CID D 0 0 Not rated or not available Soil Rating Points 0 0 ■ • AID B B/D MAP INFORMATION O C The soil surveys that comprise your AO1 were mapped at 1:24,000. 0 C/D D O Not rated or not available Water Features Streams and Canals Transportation +4-f Rails pars Interstate Highways US Routes Major Roads Local Roads Background S Aerial Photography Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 14, Sep 22, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 10, 2012 Apr 13, 2012 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 9127/2016 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part ASCI North Shop Hydrologic Soil Group Hydrologic Soil Group Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 56 Renohill clay loam, percent slopes 0 to 3 D 0.1 0.1% 66 Ulm clay Foam, percent slopes 0 to 3 C 35.6 99.9% Totals for Area of Interest 35.6 100.0%. 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 (AID, BID, 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 (AID, BID, or CID), 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 USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/27/2016 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part ASCI North Shop Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 9/27/2016 Page 4 of 4 Precipitation Frequency Data Server http: 'hdsc.n s.noaa.govlhdsclpfds/pf rintpage.html?lat-4.0279 1.., NOAA Atlas 14, Volume 8, Version 2 Location name: Erie, Colorado, LISA* Latitude: 40.0279°, Longitude: -104.9467° Elevation: 5154.79 ft** * source: ESR I Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Foy, 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 Duration 5 -min 10 -min 15 -min 30 -min 60-mi n 2 -hr 3 -hr 6 -hr 12 -hr 24-hrJ 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day in inches 1 Average recurrence interval (years) 1 2 0.224 (0.173-0.291) 0.328 (0.253-0.426) 0.274 (0.211-0.356) 0.400 (0.308-0.519) 0.551 (0.424-0.715) 0.672 (0.618-0.872) 0.793 (0.618-1.02) 0.857 (0.671-1.09) 0.401 (0.309-0.521) 0.489 (0.376-0.636) 0.670 (0.516-0.871) 0.821 (0.632-1.07) 1.02 (0.806-1.28) 1.20 (1.01-1.57) 1.52 (1.23-1.87) 1.74 (1.43-2.11) 0.972 (0.756-1.25) 1.05 (0.823-1.34) 1.24 (0.977-1.56) 1.50 (1.20-1.87) 1.02 (1.47-2.24) 2.13 (1.74-2.58) 1S0 1.57-2.29) 2.03 (1.68-2.43) 2.32 (1.94-2.75) 2.29 (1.89-2.76) 242 (2.00-2.9) 2.72 ;2.27-3.23) 2.58 (2.17-3.04) 3.31 (2.82-3.85) 2.99 (2.52-3.52) 3.78 (3.22-4.40) 3.90 (3.34-4.49) 4.59 (3.97-5.26) 4.44 (3.80-5.12) 5.25 (4.53-6.01) 5.16 (4.48-5.88) 5.93 (5.14-6.76) 5 0.369 (0.283-0.481) 0.541 (0.415-0.705) 10 0.462 (0.352-0.605) 0.676 (0.516-0.886) 0.660 (0.506-0.860) 0.825 (0.629-1.08 0.900 (0.691-1.17) 1.11 (0.849-1.44) 1.31 (1.02-1.69) 1.42 (1.11-1.82) 1.64 (1.30-2.08) 1.95 (1.56-2.43) 2.35 (1.90-2.90) 2.78 (2.27-3.38) 2.96 (2.43-3.57) 3.07 2.54-3.69) 3.38 (2.82-4.03) 1.12 (0.857-1.47) 1.38 (1.05-1.81) 1.64 (1.27-2.13) 1.77 (1.38-2.28) 2.03 (1.59-2.58) 2.37 (1.88-2.97) 2.83 (2.27-3.60) 3.33 (2.71-4.08) 3.52 (2.88-4.27) 3.63 (2.98-4.39) 3.95 (3.28-4.72) 3.68 (3.08-4.35) 4.56 (3.87-5.32) 5.32 (4.54-6.16) 4.26 (3.55-5.06) 5.21 (4.39-6.10) 6.05 (5.14-7.03) 6.30 (5.42-7.24) 7.16 (6.12-8.25) 7.16 (6.18-8.17) 8.14 (7.00-9.33) 25 0.609 (0.459-0.853) 0.891 (0.672-1.25) 50 100 0.737 (0.540-1.04) 1.08 (0.790-1.52) 0.880 (0.622-1.27) 1.29 (0.911-1.86) 200 1.04 (0.705-1.54) 1.52 (1.03-2.26) 500 1.27 (0.829-1.94) 1.86 (1.21-2.84) 1.09 (0.820-1.52) 1.32 (0.964-1.86) 1.57 (1.11-2.27) 1.85 (1.26-2.76) 2.26 (1.48-3.46) 1.48 1.79 2.13 2.52 3.08 (1.11-2.07) (1.31-2.53) (1.51-3.09) (1.71-3.75) (2.01-4.71) 1.82 (1.37-2.55) 2.16 (1.65-2.99) 2.33 (1.78-3.19) 2.64 (2.04-3.56) 3.02 (2.36-4.01) 3.54 (2.77-4.60) 4.12 (3.24-5.23) 4.32 (3.42-5.44) 2.20 1.61-3.11) 2.62 [(1.94-3.65) 2.63 (1.86-3.30) 3.12 (2.23-4.45) 2.81 (2..09-3.89) 3.17 (2.38-4.31) 3.58 (2.72-4.80) 3.35 (2.41-4.74) 3.75 (2.72-5.23) 4.20 (3.08-5.76) 3.10 (2.10-4.61) 3.67 (2.52-5.39)I 3.94 (2.72-5.73) 4.38 (3.06-6.29) 4.87 (3.43-6.88) 3.78 (2.47-5.78) 4.48 (2.96-6.76) 4.79 (3.19-7.17) 5.31 (3.56-7.82) 5.84 (3.96-8.47) 4.13 4.76 5.45 6.41 (3.16-5.43) (3.52-6.42) (3.87-7.54) (4.38-9.13) 4.75 3.65-6.11) 5.39 4.01-7.11) 6.05 (4.33-8.21) 6.96 (4.80-9.72) 4.95 (3.83-6.32) 5.60 (4.20-7.33) 6.28 (4.52-8.45) 7.19 (4.99-9.96) 4.43 5.07 5.73 6.41 7.35 (3.53-5.56) (3.95-6.44) (4.32-7.46) (4.64-8.58) (5.12-10.1) 4.76 (3.83-5.90) 5.09 4.12-6.25) 6.11 (4.99-7.37) 7.04 (5.78-8.41) 8.31 (6.86-9.81) 9.44 (7.82-11.1) 5.41 [j4.25-6.79) 5.75 (4.54-7.15) 6.08 (4.62-7.82) 6.42 (4.91-8.19) 6.81 (5.44-8.33) 7.80 (6.27-9.45) 7.51 (5.80-9.42) 8.55 (6.65-10.6) 9.17 (7.41-11.0) 10.4 (8.45-12.4) 10.0 (7.83-12.3) 11.3 (8.91-13.8) 6.77 (4.95-8.95) 7.11 (5.23-9.32) 8.23 (6.11-10.6) 9.31 (6.96-11.9)I 10.8 (8.15-13.7)i 12.3 (9.25-15.4) 7.71 (5.43-10.5) 8.06 (5.70-10.9) 9.19 (6.57-12.2) 10.3 (7.42-13.5) 11.9 (8.63-15.5) 13.4 (9.75-17.3) 1000 1.46 (0.923-2.24) 2.13 (1.35-3.27) 2.60 (1.65-3.99) 3.54 2.24-5.43) 4.35 (2.75-6.67) 5.15 (3.29-7.79) 5.50 (3.54-8.25) 6.07 (3.95-8.98) 6.64 (4.36-9.68) 7.18 4.77-10.3) 7.fi6 (5.75-10.8) 7.91 (5.3541.1) 8.07 (5.49-11.3) L8.45 5.79-11.6) 8.79 (6.06-12.0) 9.92 (6.92-134) 11.1 (7.77-14.8) 12.7 (8.99-16.8) 14.3 (10.1-18.7) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (Pa S). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 1 of 4 9/22/2016 9:39 AM Precipitation Frequency Data Server http://hdsc.n s'no aa. go vlhdsclp fds/pf+c rintpage.html?lat=4O 0279 1.., ci Precipitation depth (in) PDS-based depth -duration -frequency (DDF) curves Latitude: 40.0279 r Longitude: -104.9467° Duration 5 10 25 50 100 200 NOM Atlas 14, Volume 8, Version 2 rt3rD rD -D 13 chid rc >2>1 CZ m rri m6 C -a I I I I 0 0 Lf 1 0 500 1000 Average rec a rrence interval (years) Created (GMT)- Thu Sep 2? 15:37:20 2016 Back to Top Maps & aerials Small scale terrain Asp* I r -23 Average rscurrwncs® interval (years) 1 2 5 10 25 50 100 200 500 1000 Duration b-' mf — 2 -day 10 —mm 15 -man — 4 -day 30 -mint — 7 -day 60 -min — 10 -day 2 -hr — 20 -day 3 -hr — 30 -day �� 6-hr i 45 -day 12-h r — 60 -day 24 -hr 2 of 4 9/22/2016 9:39 AM Precipitation Frequency Data Server http://hdsc.n s.noaa.govlhdsclpfds/pf rintpage.html?lat=4O 0279 1... 3km 2mi Large scale terrain -rl w ' ae •v •� 4{� •Ya 4hi ..n r LI f 4_91 {Jf�ilr l'JyI 1(41 -F.Si 111 l4 y,., 100 km 1I 60mi LoI:rang cilori 'icy, # , Greeley N Large scale map {.^d II 11 '.A { {t9 {° 9 FCC F:i {_4iaI Eire F nirt 1{: {l Iins f1 yI'I Ii e , Greeley vziworrireac...-0--§ „raise ier scent olorud pings Large scale aerial Back to Top 3 of 4 9/22/2016 9:39 AM Precipitation Frequency Data Server http://hdsc.n s.noaa.govlhdsc/pfds/pf+c rin ge.html?lat=4O 0279 1.., 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 4 of 4 9/22/2016 9:39 AM PROJECT INFORMATION PROJECT NAME: ASCI North Shop Property PROJECT NO: 16.0759 DESIGN BY: MAS REVIEWED BY: JURISDICTION: Weld Co RE PORT TYPE : Proposed DATE: 11/02/16 as MARTIN/MARTIN CONSULTING ENGINEERS JURISDICTIONAL STANDARD 'LANDSCAP C2 C5 1 C10 1 C100 %IMPERV E 0.02 0.07 0.22 0,52 2% ROOF 0:80 0.83 0.87 0.91 90% ASP HALT/CONCRETE 0.89 0.92 0.94 0.96 100% DRIVES AND WALKS 0.80 0.83 0.87 0.91 90% TOTAL SITE COMPOSITE 34.90 0.28 0.33 0.43 0.65 31,5% SUB -BASIN SURFACE CHARACTERISTICS AREA COMPOSITE RUNOFF COEFFICIENTS PERCENT IM PERVIOUSNESS (ACRES) C2 C5 C10 O100 N ROOF 0.45 0,80 0.83 0.87 0.91 90% ASPHALT/CONCRETE 1.99 0.89 0.92 0.94 0.96 100% GRAVEL 1.97 0.36 0.40 0.50 0.59 40% LANDSCAP E 0.58 0.02 0.07 0.22 0.52 2% SUS -BASIN COMPOSITE 4.99 0.57 0,61 0.67 0.80 64.0% SUB -BASIN SURFACE CHARACTERISTICS AREA COMPOSITE RUNOFF COEFFICIENTS PERCENT IMPERVIOUSNESS (ACRES) C2 C5 C10 O100 Nal ASPHALT/CONCRETE 0.45 0.89 0.92 0.94 0.96 100% LANDSCAPE 1.87 0.02 0.07 0.22 0.52 2% SUB -BASIN COMPOSITE 2.32 0,.19 0.24 0.36 0.60 21.0% SUB -BASIN SURFACE CHARACTERISTICS AREA COMPOSITE RUNOFF COEFFICIENTS PERCENT IMPERVIOUSNESS (ACRES) C2 C5 C10 O100 Si ROOF 0.12 0.80 0.83 0.87 0.91 90% ASPHALT/CONCRETE 4.27 0.89 0.92 0.94 0.96 100% GRAVEL 4.97 0.36 0.40 0.50 0.59 40% LANDSCAP E 12.79 0.02 0.07 0.22 0.52 2% SUB -BASIN COMPOSITE 22.15 0.27 0.31 0.42 0.64 29.9% SUB -BASIN SURFACE CHARACTERISTICS AREA COMPOSITE RUNOFF COEFFICIENTS PERCENT IM PERVIOUS NESS (ACRES) C2 C5 C10 O100 S2 ASPHALT/CONCRETE 0.51 0.89 0.92 0.94 0.96 100% GRAVEL 0.20 0.36 0.40 0.50 0.69 40% LANDSCAPE 4.73 0.02 0.07 0.22 0.52 2% SUB -BASIN COMPOSITE 5.44 0.11 0.16 0.29 0.57 12.6% TOTAL SITE COMPOSITE 34.90 0.28 0.33 0.43 0.65 31.5% COMPO5ITE_C-VALUES 1 1/21201 6 4:52 PM G:IThombrough116.0759-ASCI North Shop PropertykENGIDRAINAGEIRationaRRationaf - Proposed.xisni PROJECT INFORMATION PROJECT NAME: ASCI North Shop Property PROJECT NO: 16.0759 DESIGN BY: MAS REVIEWED BY: JURISDICTION: Weld Co REPORT TYPE: Existing DATE: 11/02/16 MARTIN/MAITTIN ; CONSULTING ENGINEERS JURISDICTIONAL STANDARD C2 C5 I C10 I C1 00 %IMPERV LANDSCAPE 0.02 0.07 0.22 0.52 2% ROOF 0.80 0.83 0.87 0.91 90% ASPHALT/CONCRETE 0.89 0.92 0.94 0.96 100% DRIVES AND WALKS 0.80 0 83 0 87 0.91 90% TOTAL SITE COMPOSITE 34.90 0.02 0.07 0.21 0.52 2.0% SUB -BASIN SURFACE CHARACTERISTICSAREA COMPOSITE RUNOFF COEFFICIENTS PERCENT IMPERVIOUSNESS (ACRES) C2 CS C10 O100 N HISTORIC FLOW ANALYSIS 6.06 0.02 0.07 0.22 0.52 2% SUB -BASIN COMPOSITE 6.06 0.02 0.07 0.22 0.52 2.0% SUB -BASIN SURFACE CHARACTERISTICS AREA COMPOSITE RUNOFF COEFFICIENTS PERCENT IMPERVIOUSNESS (ACRES) C2 CS C10 C100 Si HISTORIC FLOW ANALYSIS 22.87 0.02 0.07 0.22 0.52 2% SUB -BASIN COMPOSITE 22.87 0.02 0.07 0.22 0.52 2.0% SUB -BASIN ''lIIFACECI�IARACTERISTICS S(ACRES) AREA COMPOSITE RUNOFF COEFFICIENTS PERCENT IMPERVIOUSNESS C2 CS C10 O100 S2 HISTORIC FLOW ANALYSIS 5 97 0.02 0.07 0.22 0.52 2% SUB -BASIN COMPOSITE 5.97 0.02 0.07 0.22 0.52 2.0% TOTAL SITE COMPOSITE 34.90 0.02 0.07 0.21 0.52 2.0% COMP©SITE_C-VALUES 1 1121201 6 4:55 PM G:\Thornbrough116.0759-ASCI North Shop Property\ENG\DRAINAGE\Rational\Rational - Existing.Asrn MARTINI/ ARTIN CONSULTING ENGINEERS Title Asci Nora% Date I I I2/ 16 Job no. Subject Nicorint PACc, A 4, b rA.c, IIA By MAS Sheet of . It U 0 -DETENTION NORTH POND i _ DETENTION BASIN STAGE -STORAGE TABLE BUILDER MAW PEri WINEN1 !CUL Project Basin ID: LUNL'! G r+LL ht2 r 2OME ZQQN! 4 0110 2"-/ •aLreMs nasrc: Example Zone Configuration (Retention Pond) Required Volume Galcubtion Selected MP Type = Watershed Area = Watershed Length = Waleshtd Slope = Viialashed Imperviousness = Percenlage Hydrologic Sal CYnup A = Percentage Hydrologic Soil Grcup B = Percentage Hydrologic Sul Cxcups C,D = Desired WOO/ Drain Time = EDB 4.59 [4.0d`:, 0.0':x:1 100.0'4, 40.0 Lccaliai fox 1 -hr Rainfall Depths = User Input Water Quality Capture VI:turne (LWQCV; _ Excess Urban Runeff Volume (ELEIV; = 2-yr Runoff Volume (P1 = 0.82 in.; = Sir Runoff Volume (P1 = 1.11' in.; = 1 C-y'r Ru noiT Volurn a (P1 = 1.38 in.; = 25,11 Rucar Volurne (P1 = 1.82 in.; = 5C-yr Runoff Vciurne (P1 = 2.2 in.; = 100-yr Runa'f Volume (P1 = 2.63 in.; = 50C -yr Runoff Volume (P1 = 3.78 in.; = Appronrrlate 2-yr Dderilion Volume = ApproArnale Syr Detwltirxi Volume = ?pproairnale 1C-yr Detention Volume = ?pproairnale 2 -yr Detention Volume = Ap.>pruxirnale. 5C-yr Detentirxr Volume = 0.104 0.2x)3 0.211 0.226 a 424 0.624 0.781 0.975 1.4[8 a. 2O3 0.277 0.317 a285 0.469 acres n n,n percent percent patent pacent hours acre-feet acre -feel acre-feet acre-feet acre-feet acre -feral acre -feral acre-feet acre-feet acre-feet acre-feet a ore -feet a ore -feet acre-feet Opiiaial User Input 1 -hr Ptecipilabon 082 1.11 1.26 1.8 220 263 a78 inches inches inches inches inches inches inches Depth) lrlc rEYrl ei1 = Slage- Storage Descriptirxi Stage (n; Mic opool It Optional OLeride Stace (rt Length (n; Area (n'; rte 4: =r- A ApXroxirrlate 1 CC-yr Detention Volume = 0.578 acre-feet Stage -Storage Calculation Se4ec1Zone I Storage Veturne(Required; = Select Zane 2 Storage Volume (Optional; = Select Zile 3 Storage Volume (Optional; = Total Detention Basin Volume = Initial Surcharge %/plume (ISV; = Initial Surcharge Depth (ISO; = Total Available Detention Depth (M:ii.j = Depth of Trickle Channel (Hlc; = Skye cf Trickle Channel (Sri; = Sic-:es cf Main Basin Sides (S,,,,;,,; = Basin Length -to -Width Ratio (Rr;, ,; = Initial Surcharge Area (A 5,.) = Surcharge Volume Length (La) = Surcharge Volume Width ('N1y;) _ Depth cf Basin Floor (4ip ) = Length of Basin Floor (LcLone) = :'0iL!Iti of Basin Floor (INFLOW = Area of Basin Floor (A410 ) = 4'aunle of Basin Floor V11e,oR) = Depth of Main Basin (HF,:;,INI = Length of Main Basin = Width cf Main Basin ('Wr Ulrr) = Area cf Mein Basin (A+ Llicr) Volume ciMain Basin (Ve:;,nN) = Calculated Total Basin Volume (b'rl) _ acre -feel acre-feet acre-feet acre-feet n"3 n n n nal H:V ft? ft n n n n R`z n's n n n R":2 acre -feel NOAA ATLAS 14 Area (acre; Volume (n3; Volume e (ac -fl; Abrth Pond - ASCI Abrth - LD-Detenlial_v3 05.I lsrrl. Basin 11:02016. 5:08 PM MARTI N/ ARTI N CONSULTING ENGINEERS Title MCi Nor4k Spa. Date ti�Z��(� Job no. Subject Delea.44grei,gehrichon n) 5 A .5 wie" on 4, I 1)e. r ns tens aid 7 l^ Wt.ii county By MA (N1O4L Pond) n3 i . •^ CAS4%rua:tvkej' "te r : a4. Sheet I of 2. SeicsA4A 5. lir I bc-44-410A Crarda, bt- .J; r* potds sLal -4, s lorts 1OO . y en r, 4a r rn ev 41, 4-• - .,r. CjIIy ele-An-itiftend sac, Se CAPIO a E, 11. Z - C.A.- ;64Cr; -Acts- +' sageArt.akpf,4LsJ;4-*'es VOivestre oP $4tr,b,t s ( ci NoAA A liets 14 krI 100 y zq lip, too yr St 6It rrn .5 U�- De-i-en4e'o•, spread site�4 T vies "e t" ...be4-e n-11 an r - OW573 1tic Vt), 4 Vg 1.5 ik4 qtr f1lAis C1Ua40,4% oats new .5 I- hits 4; es ja sib con.4--A „ ts ry"..Pr l g- tavr-i., /DO 4Pxt O 4!rccL&nf. bPie ! Z.43 xA bet titter 1.". 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( 4 +'7+. 2.154 a. 343 Vit CONSULTING ENGINEERS .4000001,2MARTIN/MARTIN Title %5G, X11 ar4 An stir Subject b4€n4; / gk,-ki,- sit ; Date II/Z/1/6 By 4 sat ►i vi C 4 a IS C Er 4 Y cmg L 41 W d tsts J d 3 le an C ae i C. tt 44-4 S N a mar • ftia tan g! win Is- et X Cs t `',-r I t D r r re - Q; Z UI 'tea > iez r. ram- re r c:i En 1 "* ' (_it ria fiel %vs., sup NI - 40 sy tri tn twa ir- ti Th •�� t r� `- a ri el 4eel O ii 0teas r` Cr:. ttfir,•1i 0 • CS .\ `■� PIS 41 45 4,04 Ni • to , -tik 114 S zugak r ? vie r it - i �'r 20 t �y imi Yi V Ia-CL. ti CL Iii — t 11/21, Gam Job floe Sheet L of Z. t1 4 U tNiti 4 its 0 i 1110 -44 4 V i U u es, c Is 46. -47 t. .C a) to it aCi 0 O. aC O tios OkiE 11 C VI 0 co cci v ri /'A Lis Irol in ill tsiff Us) r Y it s sit urnit (u) uo#leAal3 q lit ri 42-1` 42 r O O 0 O tD 0 O 0 0 Lf'1 O C 6 0 a a Q� m 0 0 est V 0 t S 0 Volume (cubic feet) UD-DETENTION SOUTH POND i _ DETENTION BASIN STAGE -STORAGE TABLE BUILDER MAW ;MU VAT innif imam PEri WrNEN1 !CUL Project Basin ID: LUNL'! G r+LL ht2 r 2OME ZQUO 4 AMU 2--' •UcLreMs nasrc: Example Zone Configuration (Retention Pond) Required Volume Galcubtion Selected BF'P Type = Watershed Area = Watershed Lwr yth = Waleshtd Slope = Wales tied Irrlpervicxrsrnt'ss = Percentage Hydrologic Sal Croup A = Percentage Hydrolcgic Suit Grcup B = Percentage Hydrolcgic Sul Cxcups C,D = Desired WOO/ Drain Time = EDB 22.15 25.90i:, 0.0'::l 100.0".7ii 40.0 Lccalial fur 1 -hr Rainfall Depths = User Input Water Quality Capture 'Volume ('WQCV; = Excess Urban Runon' Volume (BLEW; = 2-yr Runoff Volurne (P1 = 0.82 in.; = 5 -pr Runoff Volume (P1 =11.11' in.; = 10-yr Ru null Volume (P1 = 1.38 in.; = t.5 tr RunotrVolurne (P1 = 1.82 in.; = 5C -}r Runoff Vciurne (P1 = 2.2 in.; = 100-yr Runa'f Volume (P1 = 2.63 in.; = 5CC -yr Runoff Volume (P1 = 3.78 in.; = Appiwirrlate 2-}r Detention Volume = Apprvrirnale Sr Detwltirxi Volume = ?pproxirnale 1C-yr Detention Volume = kpruairnale 2 -yr Detention Volume = A{.>pruxirnale. 5C -}r Detention Volume = 0.279 0.601 0.403 0.850 1.291 2110 2 726 1575 5.632 a.zp4 0.613 0.714 0.245 Apptxnrnate 1C0 -}r Detention Volurne = 1.260 1.711 acres n flirt peccelt percent patent pacent hcayrs acre-rer} a cre-rea acre -fee acre -fee acre-fe1. a rare-fe4 a cre Tee acre -re acre-rE acre-rE acre -reel acre Teti acre Teti a cre -reel Optional User Input 1 -hr Precipilabon 0.82 1.11 1.26 1.92 220 263 am inches inches inches inches inches inches inches acre-feet Stage -Storage Calculation Seeec1Zone 1 Storage Vclurne (Required; = SElect Zane 2 Storage Volume (Optional; = Select Zane 3 SR:rage Volume (Optional; = Total Detention Basin Volume = Initial Surcharge %/plume (ISV; _ Initial Surcharge Depth (ISO; = Total Available DettriUon Depth (M:ii.j = Depth eiTrickle Channel (I -tic; = Skye cr Trickle Channel (Sir:; = Sic:es ciMain Basin Sides (S,,,,;,,; = Basin Length -to -Width Ratio (Rr;, ,; = Initial Surcharge Area (As,.) = Surcharge Volume Length (La) = Surcharge Volume Width ('NE;,,) = Depth ci Basin Flcpr (I*rpoR) = Length [.f Basin Flcor (Lrrnne) = Width of Basin Floor('Nrcr,,:,1) = Area of Basin Floor (Ag10 ) = 4'aunle of Basin Floor V110rs) = Depth of Win Basin (HF,:;,INI = Length of Main Basin (Lr:;,p4) = .Wic!lh cf Main Basin ('Wr:U = Area crMain Basin (N/LEI = Volurne cfMain Basin (Vt..,-.,IN) = Calculated Total Basin %/plume (b'r:,l,l) = acre-feet. acre -reel acre -reel acre -reel n"3 n n n n,rt H:V n?2 n n n n n Rz ITS n n ft n2 acre -feel Depth lnncrefil FJrrl= Slage- Storage Description Stage (n; It Optional Override Stace (rt. Length (n; Mic opool Area C-"'uc'T.i'_ 4: =r- Area (acre; Volume (n3; Vclurn e (ac -fl; Asze NOAA ATLAS 14 South Pond - ASCI Abrth - lD-Detenticu_v3 05.)lsrn. Basin 11;3'201[•. 1614 AM MAR11 NiM RTIN CONSULTING ENGINEERS Title A SG ( Nio+r' -i"rk Date 11 I3 / 1 G yob no. Subject So tit lei Pond an cc, 4 and By MA5 Sheet of 4 (The DeweitA .11'001 —c Reez‘61 Pond desalt = 3 r'r .f 1 Per Let, pb cr Area fr I: 1 i pond LeAjtL ({-'-) 300 Itcatjtmeka Vo I Lott. 1, 7// OP c„....board 3 0.570 A Cr r acre 21 rdiz pond w;j4L (P4-') RAJ A- 'tisk (Iv) '1, goo SARE,INC. Gvoiec, r kal Engineers 44 Construction Matte ray's Consultant's November 2, 2016 Mr. Rob Laird Asphalt Specialties 10100 Dallas Street Henderson, CO 80640 Subject: Percolation Testing Proposed Asphalt Specialties North Multi Use Development Weld County, Colorado Project No. 16.3091 Dear Mr. Laird: This report presents results of a subsurface and percolation rate study for the proposed leach field and detention pond for the proposed Asphalt Specialties CASCT) north multi use development to be located on Weld County Road 6 in Weld County, Colorado. The study was made to characterize existing subsurface conditions and determine anticipated percolation rates for septic leach field and detention pond design. These designs will be performed by others. Factual data gathered during the field and laboratory work is summarized in Table 1, Figures 1 and 2, and Appendix A. It is Cesare Inc.'s (Cesare) understanding that the proposed detention pond will be rectangular in shape and excavations are planned to be no greater than 8 feet. The proposed leach field will be comprised of an area of about 5,000 square feet. At the time of our investigation, the site is currently used as an agricultural field. The site is bound by Weld County Road 6 to the north, a concrete lined canal to the west, a gravel road to the south, and agricultural fields to the east. The topography of the site would be considered gently sloping, with high point occupying the northern third of the site with a grade change of about 5 feet sloping to the south, and a grade change of about 3 feet to the north and east. There is a pond located about 1,800 feet north of the site, and two ponds located about 2,000 to 2,200 feet south of the site. The concrete lined ditch comprising the western boundary of the site was dry at the time of our study. There were no bedrock outcrops onsite. Subsurface conditions were investigated by drilling two percolation holes to a depth of 5 feet and 10 feet with a CME-45 drill rig equipped with a 4 inch solid stern auger. At least 2 inches of fine gravel was placed at the bottom of each percolation hole to prevent scouring, and the holes were filled with water and allowed to saturate overnight. Percolation tests were completed the following day following Weld county OWTs Regulations, 2014. Results of the percolation tests are presented in Appendix A. Bulk samples were collected from each boring. A more detailed description of the soils is presented on the Logs of Borings, Figure 2, with Key to symbols. Samples were returned to the Cesare laboratory where they were visually classified and appropriate testing was assigned to specific samples to evaluate pertinent engineering properties. The laboratory tests included three gradation analysis tests and Atterberg limits tests. These tests were conducted 7108 South Alton Way, Building B Centennial, Colorado 80112 www.cesareinc.com Phone 303-220-0300 Fax 303'-220-0442 CESAR E, INC to evaluate grain size distribution and plasticity of the selected samples. These results are presented in Table 1. Cesare's exploratory borings indicate that the subsoils, in general, consist of about 0.5 of sandy clay topsoil overlying claystone n e bedrock. The cl a stop a is described as weathered to medium hard, moist, fractured, with iron oxide staining, and brown to gray to dark gray in color. Groundwater was not encountered during our investigation. A more complete description of the subsoil conditions is shown in Figure 2. These observations represent conditions at the time of field exploration and may not be indicative of other times or other locations. Groundwater can be expected to fluctuate with various seasonal, irrigation, and weather conditions* Cesare estimates the percolation rates of the subgrade material encountered at the proposed leach field and detention pond to be about 60 minutes per inch (mpi) and 480 mpi, respectively. As per Table 30-10-1 in Weld County OWTS Regulations/ the soil types encountered at the proposed detention pond and leach field are Soil Type 5, Platy Clay. The analysis presented in this report is based on the data obtained from the borings performed at the indicated locations, and from other information discussed in this report. This report does not reflect variations that may occur between borings or across the site. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either expressed or implied, are intended or made. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions contained in this report shall not be considered valid unless Cesare reviews the changes and either verifies or modifies the conclusions of this report in writing. If you have any questions or comments in regards to this information, please feel free to contact our office. Sincerely/ CESARE, INC. 2C1.1 Darin R. Duran, RE. Principal, Geotechnical Engineering Manager FPSJksm Attachments 16.3091 Asphalt Specialties North Multi Use Development Letter 11.0246 2 ESARE, INC r Geotechnind Engineers & Construction Materials Consultants TABLE 1 Summary of Laboratory Test Results ASCI Facility Percolation Testing Project No. 16.3091 Sample Location Moisture Content (°/o) Gradation Atterberg Limits Material Type Boring Depth (feet) Gravel (°/o) Sand (°/o) Silt/ Clay (°/o) Liquid Limit (°/o) Plasticity Index (°/o) B-1 4 to 5 21.7 0 1 99 75 54 CLAYSTONE (CH); A-7-6 (61) B-2 4 to 5 23.8 0 3 97 67 48 CLAYSTONE (CH); A-7-6 (52) B-3 8 to 10 25.3 0 14 86 78 57 CLAYSTONE (CH), A-7-6 (53) 16.3091 Asphalt Specialties North Multi Use Summary of Laboratory Test Result Table 1 Page 1 of 1 H:\Projects\2016\Frederick Projects\16.3000\16.3091.AASCI Facility Percolation Testing\ACAD\Eoring Location Map.dawg 10/26/2016 1:56 PM X ran. c Nrf &13EMEMt (RC AV 766531ZJ ti h 60 ROW CVfd DC EAST BWANCr1 Of ewe a rip. 2 rS V i(rer+ 'Stee IMMIX? AMR iRRr„A r Or CCMv2dW ) cohatir t1A$D CANAL. tantr SW (R!CNO FJ 2tVVA' eArput Ware a — —iMMElli t •r 1 i IL.I ago" J cm •' i I I 14 • 1 :-:Its t lap Or ►ADE. -2 arrvc, TMJCK PARKIN?: EQUIPMENT STORAGE 0a (APPROX. COUNTY ROAD ND. 5 (so q.GM) d25.85' ......:....,.. Pet _. Feu • . . . 1 • . . . • R• • }. • lagai I rim Mint Ilk INMI • C0.'Nl:jZL I . • • • . . orflcE (WORE OR LESS) L SOOP 12D°xE3' (MORE OR LESS) PERC 'if ST E4iiIP'AENT 5T4e*iE ••••Y ii••••••••...—•• PROM:IV:0.-, 5EFrc tLEcHiifLit B-1 6• BOLLARD j1Y?) (a raj - tfltJCk CROSSING OWE- LdMt1 Olen e r F'er2W a ice tie( 6i -tit C4N42 LAITRALL N0. (IQ Er. ex. .70,5).5_1) $40 5149 I5'E— I r'?A►4•t rautH sat) MATCHUNE SEE SHEET 3 GRADING PLANS FOR ASCI NORTH MULTI -USE DEVELOPMENT, MATRTIN/MARTIN j _r1 Srag .7! r4 L 2 U, I� wz H V ti I- cri c 2 W 1- CC 0 2 It 0 2 WIN V Tae v Issue I ROVi9 on to 1 LEGEND: B-1 BORING NUMBER AND LOCATION • 50' 100' = 50' LUINSUL I IM.3 tiNb11N ttKS, FIGURE 1 Boring Location Map PROJECT NO: 16.3091 PROJECT NAME: ASCI Facility Percolation Testing DRAWN BY: FPS CHECKED BY: DRD CESARE, INC. DWG DATE: 10.26.16 REV. DATE: Geotechnical Engineers & Construction Materials Consultants B-1 B-2 0 ,w,,,,. JJJJ, ,w,,,,. JJJJ, 0 5 5 10 10 15 15 Depth in Depth in I 20 20 25 25 30 30 35 35 40 40 PROJECT NO: 16.3091 FIGURE 2 Logs of Borings PROJECT NAME: ASCI Facility Percolation Testing ESARE, INC. DWG DATE: . 10/20/2016 Geotechnical Engineers & Construction Materials Consultants KEY TO SYMBOLS Symbol Description Strata symbols Notes: TOPSOIL; CLAY, with sand to sandy, medium stiff, slightly moist, brown, (CH), A- 7-6. CLAYSTONE, weathered to medium bard, moist, brown to gray to dark gray, fractured, with iron oxide staining, (CH), A-7-6. 1. Exploratory borings B-1 and B-2 were drilled on October 20th, 2016 using a CME-45 drill rig with an 8 -inch diameter continuous flight solid stern auger. 2. Groundwater was not encountered during drilling. For safety purposes, borings were backfilled at the completion of the study. 3. Contacts between soil units are approximate and may be gradational. 4. These logs are subject to the limitations, conclusions, and recommendations in this report. Project No. 16.3091. ■ ■ ■ ■ ■ ■ 0117-7-11M ■ r ask N ■ ■' ■■s• ■ L ■■■I 1 ■ l _ Jf ■■h,LAI' w SARE, INC. Geateehnieal Engineers & Construction Materials Consultants APPENDIX A Percolation Test Reports noon or AIL IN N' !NNW! IN Meal 1 UI 1U J SARE, INC. Geotechnical Engineers & Construction Materials Consultants is PERCOLATION TEST REPORT Project Number: 16.3091 Project Name: ASCI Facility Percolation Testing Property Address: WCR 6 and WCR 13 Legal Description: B-1 Date: 20 -Oct -16 Technician: FPS Reviewer: DRD Hole No. Hole (in) Depth Length of Interval (min) Water Depth Start of Interval (in) at Water Depth at End of Interval (in) Drop Level (in) in Percolation (min/in) Rate B-1 60 30 22 3/16 22 3/16 0 N/A 60 30 22 3/16 22 9/16 3/8 80.00 60 30 22 9/16 23 1/8 9/16 53.33 60 30 23 1/8 23 3/4 5/8 48.00 60 30 23 3/4 24 1/4 1/2 60.00 noon or AIL IN N' !NNW! IN Meal 1 UI 1U J SARE, INC. Geotechnical Engineers & Construction Materials Consultants is PERCOLATION TEST REPORT Project Number: 16.3091 Project Name: ASCI Facility Percolation Testing Property Address: WCR 6 and WCR 13 Legal Description: B-2 Date: 20 -Oct -16 Technician: FPS Reviewer: DRD Hole No. Hole (in) Depth Length of Interval (min) Water Depth Start of Interval (in) at Water Depth at End of Interval (in) Drop Level (in) in Percolation (min/in) Rate B-2 60 32 20 21/32 20 7/8 7/32 146.29 60 30 20 7/8 20 29/32 1/32 960.00 60 30 20 29/32 21 1/32 1/8 240.00 60 30 21 1/32 21 3/32 1/16 480.00 . i .. �. . � ; . .. . . . . . . . . . . . . . . . � Ji . .. . �� . � .-� _. :� � ' � � .� . � . : ��. i ��. :':� . . _.. . — _. . —. .. _ . .. . _— . _ . —.. - — . _ ._ ...—_ . . . _. _ � �. . , _ _ i \J � ', _ '. � . � /� / .. .� �_ _ . / � i i - . __ � ` _ _. ...___ i i/ . . . . 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Colorado 80015 Phone: (720) 231-1947 E -Mail; druble.jra comcast.net October 13, 2016 Mr. Gary Stillmunkes Asphalt Specialties Co., Inc. 10100 Dallas Street Henderson, Co 80640 Re: ASCI Multi -Use Development Weld County, CO (DBE #160080) Dear Mr. Stillmunkes: I am pleased to submit my revised traffic impact analysis report for the proposed ASCI I llulti- Use Development located in Weld County, Colorado. The site is located near the intersection of Weld County Road 13 and Weld County Road 6. This study first provides a summary of the existing roadways and traffic volumes in the vicinity of the proposed multi -use development and a summary of planned improvements to the roadway system. Next, estimates are made of the amount and directional distribution of vehicular traffic likely to be generated. This information is then combined with projected future traffic volumes in the vicinity to evaluate the impact of the new development on the future roadway system and, where appropriate, to make recommendations for the required roadway improvements. I trust that my findings and recommendations will assist in the planning for the proposed ASC1 Multi -Use Development. Please call me if I can be of further assistance. Respectfully submitted DB Enterprise, LLC DLR/bar C1/4#4...." .- 4 L. [ tili"ISISz>st giti 'lad 2 ONALEtiltte Enclosure: ASCI Multi -Use Development Traffic Impact Analysis Report ASCI Multi -Use Development Revised Traffic Impact Analysis Report October 13, 2016 Prepared by Dave L. Ruble, Jr., P.E. DB Enterprise LLC Aies. DBEnterprise TABLE OF CONTENTS Section Description A Executive Summary B Introduction/Background C Existing Traffic Condition D Future Traffic Conditions E Trip Generation F Trip Distribution G Trip Assignment and Traffic Volumes H Impacts Recommendations/Conclusion Appendix A: Existing Traffic Appendix P: Level of Service Analyses LIST OF ILLUSTRATIONS Figure Description 1 Vicinity Map 2 Site Plan 3 Existing Traffic Volume, Lane Geometry and Traffic Control 4 Year 2018 Background Peak -Hour Traffic Volumes 5 Year 2038 Background Peak -Hour Traffic Volumes 6 Trip Distribution of Site -Generated Traffic 7 Assignment of Site -Generated Traffic (Truck Traffic) Assignment of Site -Generated Traffic (Vehicular Traffic) 9 Year 2018 Total Peak -Hour Traffic Volumes 10 Year 2038 Total Peak -Hour Traffic Volumes 11 Proposed Traffic Control and Lane Geometry 12 Daily Traffic Impacts 13 Recommended Traffic Control and Lane Geometry Table - Description 1 Estimated Vehicle Trip Generation 2 Intersection Level of Service Analysis Results ii Page 1 3 7 10 13 15 17 22 28 Page 5 8 8 11 12 16 18 19 20 21 23 26 29 Page 14 24 Section A — Executive Summary An executive summary of the analysis presented in this report is as follows: 1, The proposed ASCI Multi -Use Development is located in Weld County, Colorado. It is located near the intersection of Weld County Road 13 and Weld County Road 6. The site is bounded by agricultural land on the south, vacant land on the east, Weld County Road 6 on the north, and an RV storage operation and concrete plant on the west. 2. The proposed multi -use development will be served by two unsiginalized accesses along Weld County Road 6. The location for these two accesses have not been finalized, but they are being proposed to Weld County as part of a Use by Special Review application. Both accesses are proposed to be unsignalized accesses with stop -control at the site accesses. 3. When completed, the proposed 34.9 -acre multi -use development will contain the following activities: (1) an 18,090 square foot administrative office building with a maximum of 35 employees; (2) an equipment shop with 14 employees over two shifts; (3) outdoor truck and equipment storage on six acres of land; (4) a quality control lab with a maximum of 5 employees; (5) an asphalt batch plant with 4 employees; and (6) an aggregate recycling yard with a maximum of 4 employees. Based on this information at lull build out, the site is expected to generate approximately 369 vehicles entering and 369 vehicles leaving the site on a typical weekday. Portions of this site will periodically operate on the weekend. Of the 809 daily vehicle trips, approximately 66 will occur during the AM peak -hour, with 45 vehicles entering and 21 exiting the site and approximately 70 trips will occur during the PM peak -hour, with 21 vehicles entering and 49 exiting the site. ASCI Multi -Use Development (DBE #160080) October 13, 2016 A DB Enterprise, LLC Page 1 4. The directional distribution of site -generated traffic is expected to be 20 percent from the south using Weld County Road 13, 20 percent from the north using Weld County Road 13, and the remaining 60 percent will access the site from the interchange of 1-25 and Weld County Road 8. 5. A total of five intersections are analyzed in this report, two along Weld County Road 13 (Weld County Road 8, Weld County Road 6) and three along Weld County Road 6 (Access A, Access B2 and the 1-25 East Frontage Road). All of these intersections are unsignalized. Most of the traffic movements at these five unsignalized intersections are expected to operate at an acceptable Level of Service (LOS "D" or better) in the Years 2018 and 2038 either with or without the traffic from the proposed ASCI Multi -Use Development. There are two exceptions, Weld County Road 13/Summit Boulevard and Weld County Road 13/Weld County Road 6. 6. Traffic impacts associated with the proposed ASCI Multi -Use Development are considered to be minor and can be accommodated by the improvements to the existing roadway system. ASCI Multi -Use Development (DBE #160080) S. RB Enterprise, LLC October 13, 2016 Page 2 Section B — Introduction/Background The proposed ASCI Multi -Use Development is to be located near the intersection of Weld County Road 13 and Weld County Road 6 in Weld County, Colorado. The proposed multi -use development will contain the following activities: (1) an 18,000 square foot administrative office building with a maximum of 35 employees; (2) an equipment shop with 14 employees over two shifts; (3) outdoor truck and equipment storage on two acres of land; (4) a quality control lab with a maximum of 5 employees; (5) an asphalt batch plant with 4 employees; and (6) an aggregate recycling yard with a maximum of 4 employees. Two full movement accesses (Access A and Access B) along Weld County Road 6 are expected to serve the proposed site. Three intersections are expected to be impacted by this proposed multi -use development - Weld County Road 13/Weld County Road 6, Weld County Road I 3ANeld County Road 8, and Weld County Road 611-25 East Frontage Road. DB Enterprise, LLC has been retained by Asphalt Specialties Company, Inc. (ASCI) to assess the traffic impacts to the existing and proposed roadway network from the traffic generated by the proposed ASCI Multi -Use Development. This report summarizes the following analysis procedures which were utilized in the evaluation: • A review and analysis of present roadway and traffic conditions in the vicinity of the site and a review of planned and proposed roadway improvements in the general vicinity. • A determination of the peak -hour vehicle -trip generation for the proposed multi -use development. • An analysis of the estimated directional distribution of site -generated traffic and an assignment of that traffic to the adjacent street network. • A determination of the future traffic volumes in the vicinity of the site. ASCI Multi -Use Development (DE #160080) October 13/ 2016 ASDB Enterprise/ RC Page 3 An evaluation of the impacts of site -generated traffic expressed in terms of the development's traffic as an increment of total projected traffic on the surrounding roadway system and the resulting Levels of Service on the adjacent major roadways and intersections. A determination of appropriate roadway standards and improvements which will ensure optimum traffic operation for traffic entering and exiting the site. The location of the proposed ASCI Multi -Use Development is shown in Figure 1. As shown in this figure, the site is located west of the intersection of Weld County Road 13 and Weld County Road 6 in Weld County, Colorado. The site is bounded on the west by an RV storage operation and concrete plant, on the south by agricultural land, Weld County Road 6 on the north, and vacant land on the east. Figure 1 also depicts the preliminary location for the accesses that are expected to serve the site. The two accesses along Weld County Road 6 (Access A and Access B) are expected to serve the site. Both of these accesses are expected to be full movement and unsignalized. Stop control will be on the two accesses. Figure 2 depicts the preliminary site plan. The location of the accesses depicted in this report are not meant to imply the final location but are shown coincidental with the site plan. ASCI Multi -Use Development (DBE #160080) October 13, 2016 JA DB Enterprise/ RC Page 4 :Wpm &51e cent i,p. r -= 7 . ASCI Multi -Use Development (DBE #160080) Figure 1 Vicinity Map October 13/ 2016 . DB Enterprise, LLC Page 5 14 • .Ter PA -1M inane., If'rf.tt NO. 22 f7C.7.3) y �r ISO' Ft'14dCR L+ R ff 0. MY. ccavct t\pte- t I Access A f'flzAE EAsestr T �. (Arc AV. seee W.9) t AST &R NCH Cr Tht Sal '44+41 (FCC, 1:47 x153) • Mtn ASPHALT STORAGE 1 7/2• ROCK / J .51?. 1 RECYCLE DAMEN $0"--1 Access B C40NTT ROAD Na t (00' R.O.W.) 62546' TRUCK PARKING el EOUhPLIENT STORAGE girl 'Net 32P'I"10E.) TRUCK CROSSING OMEN e NEL &ANOS (A;°PROX. ICCATION) .............: `I., , PROPOSES} SEPTICAZACHFIELO 4' DOLLARD tm') EOUPIAENT =RAGE 40' ice FCfi TOTE Wit CNNAL JAMUL NO I (REC. r'.x".' r A.A1$2 C: imi t cant 4t140 .... set ..... .es_-. Liar. N0I. 104 .54.50 1) flan. %. 1_t 1g5' 1174Nr4 '55/ON L4iC Per.:hI- . ' - (SEC NO .36.384$9.i f ;G(F'T4^V .',,.: STOCKPILE LOCMTMON5 APPROXIMATE STOCK PK.5 STOCiPILE STOCKPILE \ ASCI Multi -Use Development (DBE #160080) 50 `RECYCLE RANT P ----64Z42 — -7['�` AM' 24• 57;751 -1 5' O3 ri I X74 041 5149 57'8 Ss{= ASPHALT 4 NAM- - I �A STOCKPILE STOCKPILE STOCKPILE 1 BRtnEN ASPw4LT J 5146 ir 9i57 1_51 MS 573:6 I I 47th Sam.. SIB CO .4ppmx;mate £-?k Scale 460. Figure 2 Site Plan October 13, 2016 at DB Enterprise, LLC Page 6 Section C — Existing Traffic Condition Roadway Network Major roadways in the vicinity of the site are illustrated in Figure 3 and described with brief discussion of anticipated future roadway improvements. Weld County Road 13 is classified as an arterial. This roadway is also referred to as Colorado Boulevard. It begins on the south at the Adams County Line and extends north to Weld County Road 50. In the vicinity of the proposed multi -use development, it has one lane in each direction. It has a six foot paved shoulder with a posted speed limit of 55 mph. There are no plans to improve this roadway. Weld County Road 8 runs in an east -west direction with continuity from the Boulder County Line on the west to Weld County Road 45 on the east. As this roadway enters the Town of Erie, it is called the Erie Parkway. A portion of this roadway is also located in the Town of Dacono and is referred to as Summit Parkway. It currently has two lanes, one lane in each direction in the vicinity of the proposed multi -use development. It has a posted speed limit of 45 mph near Weld County Road 13. There are no shoulders along this roadway. Weld County Road 6 runs in an east -west direction with continuity between Weld County Road 5 on the west and ends on the east at US 85. In the vicinity of the proposed multi -use development it has one lane in each direction with no paved shoulder. It has a posted speed limit of 45 mph. There are no plans to improve this roadway. 1-25 East Frontage Road runs in a north -south direction. It begins on the south at SH 7 and ends on the north at Weld County Road 30. Near Weld County Road 6, it has a posted speed limit of 55 mph. There are no plans to improve this roadway. Figure 3 shows existing traffic volumes,, traffic control, and lane geometry for the three existing intersections — Weld County Road 13/Weld County Road 8, Weld County Road 13/Weld County Road 6, and Weld County Road 6/1-25 East Frontage Road. Weld County Road 6 is currently handling about 1,475 vehicles with large trucks accounting for 20 percent of the traffic on this roadway. Weld County Road 13, south of Weld County Road 6, is currently handling about 4,575 vehicles with trucks accounting for only about six percent of the traffic. There is a substantial drop in traffic north of Weld 5 ASCI Multi -Use Development (DBE #160080) October 13, 2016 DB Enterprise, LLC Page 7 ILO jg141. 1 21 (7) 4-1 Ls _34 48 22) 21 ('i) T1 11 20 (5) —ii r1 4 (0) I 4 S- {O 10 (0) 21 (01 WCR 8 (Summit Blvd.) 691 (149) -* Legend —r = Stop Sign 15 (5) _ AM Peak -Hour Traffic Volumes (Truck Volume) Approximate Scale Seat 1 n 2305 1 C Ce) 2 03 Q CO CS/ i V O a. 0,1 co C 1,179 (1 66) --- -w 1,114 (150) 15 (5) PM Peak -Hoar Traffic Volumes (Truck Volume) 2,000 (100) = Daily Traffic Volume (Daily Truck Volume) Figure 3 Existing Traffic Volume, Lane Geometry and Traffic Control ASCI Multi -Use Development (DBE #160480) SDB Enterprise, LLC October 13, 2016 Page 8 County Road 6. Daily traffic volumes decrease to 3,980 vehicles with large vehicles only accounting for three percent of the daily traffic. Turning movement traffic counts were taken at three existing intersections — Weld County Road 13/Weld County Road 8, Weld County Road 13/Weld County Road 69 and Weld County Road 6/1-25 East Frontage Road. These traffic counts were taken by Counter Measures, Inc. in July 2016. These counts are also shown in Figure 3. In addition, daily traffic counts were taken along the four approaches to the intersection of Weld County 13 and Weld County Road 6. Because of the presence of a significant number of large trucks, the turning movement and daily traffic counts also kept track of large vehicles. A summary of the raw count data is provided in Appendix A. ASCI Multi -Use Development (DBE #160080) October 13, 2016 . DB Enterprise, LLC Page 9 Section D — Future Traffic Conditions An annual growth rate of 3.0 percent was assumed for Weld County Road 6, Weld county Road 13, and the 1-25 East Frontage Road while an annual growth rate of 1.5 percent was assumed for large trucks. These annual growth rates were applied to the existing peak -hour traffic volumes depicted in Figure 3 to arrive at an estimate for the Years 2018 and 2038. These peak -hour volumes are depicted in Figure 4 for the Year 2018 and Figure 5 for the Year 2038. ASCI Multi -Use Development (DBE #160080) ADB Enterprise, LLC October 13, 2016 Page 10 LO cv rC 0 co C O cv 3 . '.4* i' (p), s 1 (0) 108 (1) © (0) 1p 3(1) 3 (a) 0 0 (0} Z- —I r Ms 4� I 0 (© 30(2) 4(0) 71(6) WOR 8 ( Summit Blvd;) 138 (2) 173 (4) 444 I 11 1 (0) 5 5 4;1i 21 2`75 (22) —4- x'45 (1) J111 44 (1 2) C 31(2) at—iA 16 (0) 27 (4) 13 (1) 4 77 (01 Legend 15 (5) _ AM Peak -Hour Traffic Volumes (Truck Volume) 15 (5) PM Peak -Hour Traffic Volumes (Truck Volume) S( i‘ei t C CS 38 (5l 97 (235 Approximate Seale c... it_ es.Ivi:^ Colorado 8 C) Figure 4 Year 2018 Background Peak -Hour Traffic Volumes ASC! Multi -Use Development (DBE #160080) October 13, 2016 S DB Enterprise, LLC Page 11 270 (10 41.05.# 5!05 (0) 5 (0) 20t_ 5 (0) 195 20 (0) 5 (0)15 (0) . - 4- 5(0) 15501) -I U` 5 (0) 75 0) I 5 (0 5� (spa �Q} 130 10 WCR B ( Summit Blvd.) .2;111 ) I 13414_ ji22. .+210 5 15 () ' 5� 126 (30), 79 (0) E Q 0 75 (15) 757-' r 60 (5) 41. I 30 (0) 45 (5) 20 (0) 85 (( ) 140 (0) 2'0 (0) I 3 10 (0) .31-2 , 80 30 20 (0) 20 s�5.� �� #— 40 (0) 4020 35 (5) k rC2 Qy (©) 1 1 o 0 a ) 15(0) 2° (Cs) 40(01 Legend 15 (5) _ AM Peak -Hour Traffic Volumes (Truck Volume) 15 (5) PM Peak -Hour Traffic Volumes (Truck Volume) ASCI Multi -Use Development (DBE #160080) . LAB Enterprise, LLC Approximate Scale Seale 1'_ 30 Colorado Blvd) Figure 5 Year 2038 Background Peak -Hour Traffic Volumes October 13 2016 Page 12 Section E — Trip Generation The proposed 34.9 -acre ASCI Multi -Use Development will contain the following activities: (1) an 18,000 square foot administrative office building with a maximum of 35 employees; (2) an equipment shop with 14 employees over two shifts; (3) outdoor truck and equipment storage on six acres of land; (4) a quality control lab in a maximum of 5 employees; (5) an asphalt batch plant with 4 employees; and (6) an aggregate recycling yard with a maximum of 4 employees. The amount of traffic that will be generated by the proposed multi -use development has been estimated based upon trip generation rates published by the Institute of Transportation Engineers (ITE) in the 8th Edition, 2008, of Trip Generation with one exception. ITE does not provide any information of an asphalt batch plant. Therefore, the existing ASCI batch plant in Firestone, Colorado was counted to arrive at the AM and PM peak -hour trip generation. ITE also does not have any trip generation information for the aggregate recycling yard, so ASCI provided the information for this use. Appendix A contains the raw traffic counts for the Firestone asphalt batch plant. The results of the analysis are shown in Table 1, giving the average number of weekday daily and morning and evening peak -hour trips expected to be generated by the proposed ASCI Multi -Use Development. As illustrated in Table 1, on an average weekday the proposed multi -use development at full build out will generate approximately 809 daily vehicle trips with 405 vehicles entering and 404 vehicles leaving the site on a typical weekday. Of these, approximately 66 vehicle trips will occur during the AM peak -hour, with 45 vehicles entering and 21 vehicles exiting the site and approximately 70 vehicle trips will occur during the PM peak -hour, with 21 vehicles entering and 49 exiting the site. It was decided that all of the activities would use Weld County Road 6. It was also assumed semi -tractor trailer type vehicles would use Access A and vehicles would use Access B. By segregating the semi -tractor trailer to Access A and vehicles to Access B, it would improve the safety of the facility and travel on Weld County Road 6. ASCI Multi -Use De►relopment (DBE #160080) October 13, 2016 DB Enterprise, LLC Page 13 �u CD It a n Multi -Use Development (DBE #160080) 910? '61 iagopp0 ITE Category 710 942 151 710 Quantity Genral Office Building (Administration) 35 Employees Heavy Equipment Repair Shop (2) 9 Employees Min -Warehouse (Outdoor Storage) 6 Acres Genral Office Building (Lab) 5 Employees Recycle Center (3) 4 Employees Asphalt Batch Plant (Firestone) (4) Table 1 Estimated Vehicle Trip Generation ASCI Multi -Use Development Weld County, Colorado (DBE #160080; July, 2016) Trip Generation Rates (1) Average AM Peak -Hour PM Peak -Hour Weekday In Out In Out 3.32 0.42 0.06 0.08 0,38 14.22 0.68 0.32 0.24 1.19 17.72 0.88 0.43 0.90 0.83 3.32 0.42 0.06 0.08 0.38 63.75 2.00 1.00 1.00 2.00 187 9 9 7 10 Total Vehicle Trips Generated Average AM Peak -Hour PM Peak -Hour Weekday In Out In Out 116. 128 106 17 255 15 6 5 2 8 187 9 Total 809 45 2 3 3 r 3 2 5 4 4 9 7 21 21 13 11 5 2 8 10 49 Notes: (1) (2) (3) (4) Source: "Trip Generation", Institute of Transportation Engineers, 8th Edition, 2008. The daily traffic was arrived by assuming that the peak -hour traffic represented 20 of the total traffic count plus 9 employees entering and leaving. The trip generation for this use is based on information provided by ASCI. It is assumed that this use will have 55 employees with 100 heavy vehicles entering and 100 heavy vehicles leaving on a daily basis. It is assumed that 12 heavy vehicles will enter and leave during the AM and PM peak -hours. This is based on observed peak -hour traffic counts from the existing batch plant located in Firestone. The daily rate was arrived at by assuming the peak -hour counts represented 20 percent of the daily count plus the four employees (4 trips in and 4 trips out). Section F — Trip Distribution The directional distribution of site -generated traffic onto adjacent roadways, which provides access to and from the proposed ASCI Multi -Use Development, is one of the most important components in the assessment of the proposed mufti -use development's traffic impacts. Major factors which influence the traffic distribution assumptions include the location of the site relative to the surrounding roadway network, the level of access serving the site, and the type of land use proposed within the development. The directional distribution of site -generated traffic is expected to be 20 percent from the south using Weld County Road 13, 20 percent from the north using Weld County Road 13, and the remaining 60 percent will access the site from the interchange of I-25 and Weld County Road 8. Figure 6 depicts the directional distribution of site -generated traffic that is being used in this analysis. ASCI Multi -Use Development (DBE #160080) October 13, 2016 ,, DB Enterprise, LLC Page 15 „Oppt°l rn& cSak Scale: P-72305 20°l0 WCR B ( Summit Blvd) Legend teO% 1,6 co c Q L. LL A�AI �`Y ui i WCR 6 WCR 13 (Colorado Blvd.) v no a LL to _ Directional Distribution 40%40of Site Generated Traffic ASCI Multi -Use Development (DBE #160080) DB Enterprise/ LLC 1 Site/ 20% olorado Blvd.) cc ca Figure 6 Trip Distribution of Site -Generated Traffic October 13, 2016 Page 16 Section G — Trip Assignment and Traffic Volumes Site -Generated Traffic Figures 7 and 8 illustrate the assignment of site -generated peak -hour truck and vehicular traffic on the adjacent street system for the proposed site accesses and intersections along Weld County Road 6 and Weld County Road 13 in the Years 2018 and 2038. The assignment of site -generated traffic is based upon the traffic distribution percentages shown in Figure 6 and the vehicle -trip generation estimates of Table 1. Total Traffic The Years 2018 and 2038 total AM and PM peak -hour traffic volumes along Weld County Road 6 and Weld County Road 13 are illustrated in Figures 9 and 10, respectively. For the Year 2018, these volumes were derived by adding the site - generated traffic from Figures 7 and 8 to the Year 2018 background peak -hour traffic volumes in Figure 4. For the Year 2038, these volumes were derived by adding the site -generated traffic from Figures 7 and 8 to the Year 2038 background peak -hour traffic volumes in Figure 5, respectively. ASCI Multi -Use Development (DBE #160080) October 13, 2016 A DB Enterprise, LLC Page 17 Legend 15 AM Peak -Hour Traffic Volumes 15 PM Peak -Hour Traffic Volumes WCR 8 ( Summit Blvd) I Approximate Scale Scale 1 2305' ene m O as Figure 7 Assignment of Site -Generated Traffic (Truck Traffic) ASCI Multi -Use Development (DBE #160080) October 13, 2016 D DB Enterprise, LLC Page 18 3-r 1 0 WCR B ( Summit Blvd.) E. 1-25 Frontage Rd. 10 s. 2 WCR B 1 — 9 c;E -25 Frontage Rd. 10 2 L 9 Legend 15 AM Peak -Hour Traffic Volumes 15 PM Peak -Hour Traffic Volumes 3 T 0 at 3 10 7 2 VT 4-1 1 1 9 6 Appro'ar a e.Scale Scale f = 2, e.-► m O -o 0 a O ca 1- U V In 0 U CC C� Figure 8 Assignment of Site -Generated Traffic (Vehicular Traffic) ASCI Multi -Use Development (DBE #160080) October 13, 2016 a DB Enterprise, LLC Page 19 u-) N r` 14 4922 6 �1) 1---> 63 34 11 (0) 10 0)ai�0 (3) -22(1) 12 1 21 (5) sir 1F1�2 (0) c-4103) 4 � ) 8 (0) 11 (4) 22 (0) 17 (17) Talsfir —11f 7 (7) CI ff 11 (11) 8(8) 20 (20) 14 (14) WCR 8 (Summit Blvd.) 13 ;4if 16(7) 18 3 11 (7) '� 5 4` t_35 5 4i44 {7) 212"75 (22) x+ 46 (1) K44(12) 31(2) ti1 27(4) ) 49 1) 77 0 99 (23) 75 5) 11 (11) Legend 15 (5) _ AM Peak -Hour Traffic Volumes (Truck Volume) 15 (5) PM Peak -Hour Traffic Volumes (Truck Volume) ASCI Multi -Use Development (DBE #160080) 4 DB Enterprise, LLC Site/ 46 (131 •— 109 (34 82 (16) 73 (12) 12_(91 7 (0) -+ in 11 1 (0) 9 (0) 1 (0) 6 (0) Appr^immate Sc ale Scale 1'1=2305' co eci 0 C) Figure 9 Year 2018 Total Peak -Hour Traffic Volumes October 13, 2016 Page 20 to 3 2.21#_((g,} ,, 9 rfyii. 10 (a) t_ 92 20 (0) 20 (0 4_ 55 (5) 3 4Q (0) 5 ((5) F20 (0) 10(0) 10 (0) 15 (0) 20 (0) 4 279 (14 14r,�, nal—ILis ...22,2:2___4, 5 (0) 195 (0) gi(R. 5 (0) ,.15 5 (0)0) 5 (0 5 (0) 115(1) r5(U} 17 (17 11 01) 75 (0) 5 55 (5) 5 (0) 134(11 WCR 8 ( Summit Blvd.) 11(11) fe 7 (7) 41-1 Mir 11 (11) 8 (8) 20�... ( Q 14 (1) Legend 15 (5) AM Peak -Hour Traffic Volumes (Truck Volume) 15 (5) PM Peak -Hour Traffic Volumes (Truck Volume) ASCI Multi -Use Development (DBE #160080) 79 (0) ,47 Site/ 10 (0) 7 (0) air 1 (0) 9 (0) I1 (a) rams 1 (0) 6 (0) Approximate Scale Scale .305 - WCR 13 (Colorado Blvd Figure 10 Year 2038 Total Peak -Hour Traffic Volumes October 13, 2016 DB Enterprise, LLC Page 21 Section H - Impacts Traffic impacts associated with a development such as the proposed ASCI Multi -Use Development are best described in terms of the resulting effects they have on the major intersections that serve the proposed multi use development. In this particular case, the expected impacts are concentrated at three intersections along Weld County Road 6 (Access A, Access B, and the 1-25 East Frontage Road) and two intersections along Weld County Road 13 (Weld County Road 6 and Weld County Road 8 or Summit Boulevard). Based upon the peak -hour traffic volumes shown in Figures 3, 4, 5, 9, and 10, "signalized and Unsignalized Intersection Capacity" analyses have been performed using procedures set forth in the 2010 Highway Capacity Manual. The concept of Level of Service (LOS) is used as a basis for computing combinations of roadway operating conditions. By definition, six different Levels of Service are used (A, B, C, D, E, and F) with "A" being a free -flow condition and "E" representing the "capacity" of a given intersection or traffic movement. Analyses have been performed for the Year 2016 existing traffic, Year 2018 background and total traffic conditions, and the Year 2038 background and total traffic conditions. The lane geometry and traffic control depicted in Figure 11 was used for the analysis of the Years 2016, 2018, and 2038. The results of these capacity analyses are found in Appendix B and are summarized in Table 2. Summit Boulevard (Weld County Road8)NVeld County Road 13: All of the traffic movements at this unsignalized intersection currently operate at a very good Level of Service (LOS "B" or betters during the AM and PM peak -hours. By the Year 2018, this intersection is expected to continue to operate at a good Level of Service (LOS "C" or better) during the AM and PM peak -hours either with or without the traffic from the proposed multi -use development. By the Year 2038, the eastbound approach is expected to experience problems. If this intersection is converted to an all -way stop ASCI Multi -Use Development (DBE #160080) . D B Enterprise, LLC October 13, 2016 Page 22 K1r Legend a = Stop Sign WCR 8 ( Summit Blvd.) Approximate Scale Sealer 1 "a 2,305' WCR 13 (Colorado Btvd) Figure 11 Proposed Traffic Control and Lane Geometry ASO Multi -Use Development (DBE #160080) October 13, 2016 as CAB Enterprise, LLC Page 23 -12 on CD a t.n C) C I C fo Q fD tar C R} eic fD z rt 0 ri-i I- ' 0 0 co 0 9102 'El JawPo Intersection Location Summit Blvd & Weld County Road 13 Northbound Left -Turn Level of Service Eastbound Approach Level of Service Westbound Approach Level of Service Southbound Left -Turn Level of Service Critical Movement Delay(sec lveh) Weld County Road 6 & Weld County Road 13 Northbound Left -Turn Level of Service Eastbound Approach Level of Service Westbound Approach Level of Service Southbound Left -Turn Level of Service Critical Movement Delay(sec ►veh) Weld County Road 6 & Access A Northbound Approach Level of Service Westbound Left -Turn Level of Service Critical Movement Delay(sec rveh) Weld County Road 6 & Access B Northbound Approach Level of Service Westbound Left -Turn Level of Service Critical Movement Delay(sec lveh) Weld County Road 6 & 1-25 East Frontage Road Northbound Approach Level of Service Eastbound Approach Level of Service Westbound Approach Level of Service Southbound Approach Level of Service Critical Movement Delay(sec lveh) Mitigation Measures Summit Blvd. & Weld County Road 13 Entire Intersection Critical Movement Delay(sec/veh) Weld County Road 6 & Weld County Road 13 Entire Intersection Critical Movement Delay(sec lveh) Traffic Control Unsignalized Unsignalized Unsignalized Unsignalized Unsignalized All -Way Stop All -Way Stop Table 2 Intersection Level of Service Analysis Results ASCI Multi -Use Development Weld County, Colorado (DBE #164080; October, 2016) Year 2016 Existing Traffic Level of Level of Service Service PM A B B A 11.9 A 8 B A 12.0 sae sin A A A A 9.9 A B B A 13.6 A B B A 14.1 OMMEI A 8 A A 1t14 MIME Year 2018 Background Traffic Level of Service rM A B B A 12.1 A B B A 13.2 A A A A 9,9 Level of Service PM A B B A 14.3 A B B A 14.8 -r -r A B A A 10.6 MEOW IMMO Level of Service AM A B B A 12.3 A B 8 A 1a6 A A 9,0 B A 10.5 A A 8 A 10.3 SEIM Year 2018 Background plus Site -Generated Traffic Level of Service PM A B B A 14.6 A B C A 15.1 A A 9.2 B A 10.6 A B B A 11,0 Year 2038 Background Traffic Level of Level of Service Service AM PM A C C A. 15.9 A C f A 29.3 A B B A 11.2 A F C A 942 A D F A 69.8 A B B A 13.1 13.2 24.6 B C 13.2 181 Year 2038 Background plus Site -Generated Traffic Level of Level of Service Service AM PM A C C A 16.2 A C D A 31.6 A A 9.5 B A 11.2 A B A 11.E A F C A 102,6 A E F A 77.1 A A 9.7 B A 11.5 A a B A 13.1 B D 13.5 25.9 E 137 C 20.0 Notes: Level of Service is based the methodology contained in the Highway Capacity Manual. intersection, it would operate at an acceptable Level of Service (LOS "D" or better) during the AM and PM peak -hours either with or without the traffic from the proposed multi -use development. An MUTCD warrant study should be done before this change is made. Weld County Road 13/V Veld County Road 6: All of the traffic movements at this unsignalized intersection are expected to operate at a good Level of Service (LOS "C" or better) during the AM and PM peak -hours through the Year 2018. However, by the Year 2038, this unsignalized intersection is expected to have problems for the eastbound and westbound approaches either with or without the traffic from the proposed multi -use development. If this intersection is converted to an all -way stop intersection, it would operate at a good Level of Service (LOS "C" or better) during the AM and PM peak -hours either with or without the traffic from the proposed multi -use development. An MUTCD warrant study should be done before this change is made. Weld County Road 6/1- 25 East Frontage Road: All of the traffic movements at this unsignalized intersection are expected to operate a very good Level of Service (LOS "B" or better) during the AM and PM peak -hours through the Year 2038. Access A and Access B: All of the traffic movements at these two site access intersections are expected to operate at a very good Level of Service (LOS "B" or better) during the AM and PM peak -hours through the Year 2038. Average Daily Traffic The average daily traffic impacts of the proposed multi -use development can be expressed in terms of average daily traffic (ADT) volumes. Figure 12 depicts the daily traffic impacts from site -generated traffic. As can be seen in Figure 12, site -generated traffic is expected to account for about 2 percent of the total Year 2038 daily traffic on Weld County Road 13. Site -generated traffic is expected to be 10 to 14 percent of the total Year 2038 daily traffic on Weld County Road 6. ASCI Multi -Use Development (DBE #160080) October 13/ 2016 as DB Enterprise/ LLC Page 25 .4ppmrlima re Sole Scale la WCR 8 ( Summit Blvd.) Legend E. 1-25 Frontage Rd. WCR 6 3,1501486 WCR 13 ( Colorado Blvd.) 2,985/3246 CC cis as 0 u_ 3,105/443 = Total Year 2038 Daily Traffic/Site-Generated Daily Traffic ASCI Multi -Use Development (DBE #160080) CAB Enterprise, LLC 7,705/162 03 O a, O 0 C.) tt O 8,760/162 Figure 12 Daily Traffic Impacts October 13, 2016 Page 26 Access l equirements None of the two site accesses require either separate left -turn or right -turn deceleration lanes. In addition, separate left -turn or right turn lanes do not need to be provided at the eastbound approach of Weld County Road 6 with Weld County Road 13. ASCI Multi -Use Development (DBE #160080) October 13, 2016 ,t DB Enterprise, LLC Page 27 Section I - Recommendations/Conclusions The traffic impacts from the proposed ASCI Multi -Use Development are considered to be minor and the proposed roadway system and traffic controls depicted in Figure 13 are able to accommodate the traffic from the proposed ASCI Multi -Use Development. It is important to note that the improvements to the existing roadway system are due to background traffic and not the traffic from the proposed ASCI Multi -Use Development. ASCI Multi -Use Development (DBE #160080) October 13, 2016 A DB Enterprise, LLC Page 28 Legend w Stop Sign ASC Multi -Use Development (DBE #160080) A DB Enterprise, LLC Approximate Scala 1 n 2,375 'NCR 8 ( Summit Blvd.) figure 13 Recommended Traffic Control and Lane Geometry October 13, 2016 Page 29 Appendix A Existing Traffic Counts N/S STREET: CR-9 3/4 ENV STREET: ASPHALT SPECIALTIES ACCESS CITY: FIRESTONE COUNTY: WELD I COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLCRADO 303-333-7409 File Name : CR93-4ASPH Site Code : 00000011 Start Date : 7127/2016 Page No : 1 Groups Printed- LARGE TRICKS ASPHALT SPECIALTIES I ..__-- -_ _._ _� _ _ _ _ .. _. � i CR-9 3/4 CR-9 3/4 , 1 ACCESS Southbound Northbound Eastbound I .. L West!?ounci _�rty _ Start Time Left Thru , Right . P Is Left. Thru ' Peds •Right Pads : Left Thru , Ri ht Peds ' � f � l � Right � � - 9� Total Left 1:11: ,00#or ' 1.0 . 1.0 : 'I.0 L, 'I,Q ".___. '1.; 1.01 1.0_i Thru 06:30 AM 0 0 0 0 4 0 0 0; 0 0 06:45 AM 0 - 0 0 0 0 0 0 0; 0 0 3 0 0 Total 0 0 0 0 4 07:00 �AM 07:15 AM 07:30 AM 07:46 AM Total 08:00 AM 08:15 AM Total 04:00 PM 04:18 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM ...05:45 PM Total Grand Total Apprch % Total % 0 0 0 0 1 0 V 0 0 0 4 0 0 0 0 0. 1 0 0 0 0 0 _.. 4 0 . 0 0 0 0 10 0 0 0 0 0 0i 0 o 0: 0 0 ' 0 - -- 0 0 - a 2. ----0-1 0 2 0 2 0 4 0 _ 5 o -13 4 0 0 0 0 0; • 6 0 0 0'f- •--_ 3". 0 0 0 0 0 0 o 0 0 o 0 0 .0 0 3 0 6 0 5 0 9 0 r --23 __...... 0 0 0 01 6 0 0 0 0 0 2 01 0 0 0 0; 8 0 0 0 0 2 0 0 0 0 0 2 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22 -0- 7 4 7 4 0 0 O 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 3 3 0 2 8 0 0 52 0.0 0.0 100.0 0.0 0.0 . 53.6 0 0= 0 0 3 0 0 0 0 0 5 0 0 0 f 0 0 6 0 0 0 • - 0 0 0 - Q, Q 0 0 .0 14 0. 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 0 0 0 —__0 0 0 o 0 0 0 0: 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 10 9 13 _ 4 36 4 0 0 0 0 0 7 2 0 0 0 0 0 5 1 0 0 0 0 0 1 2 0 0 0 0 0 4 9 0 0 0 0 0: 17 0 0 0: 0 0 45 0. 0 0 0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 46.4 0.0 . 0.0 0.0 0.0 0 97 0.0 0.0 NUS STREET: CR-9 3/4 E/W STREET: ASPHALT SPECIALTIES ACCESS CITY: FIRESTONE COUNTY: WELD CR-9 3/4 Southbound COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 ASPHALT SPECIALTIES ACCESS CR-9 3!4 Westbound Northbound _� I_ Start Thr R' Ped AppisThr Rig Ped . App..:;jTTthr RI Ped Left ' Left � t 0 � T�rne u ht L. s. Total u ht s Taal : u . ht s Peak Hour Prorn 66:39 AM to 07:15 AM i Peak 1 of 1 Intersect) on Volume 0 0 0 0 0; 9 0 0 0 Percent 0.0 0.0 0.0 0.0 1000.0 0.0 0.0 .0 07:'15 Volume Peak Factor 06:30 AM 0 0 0 0 0i 4 0 0 0 High Int. 6:15:00 AM 06:30 AM Volume 0 0 0 0 0 4 0 Peak Factor t 0 0 9 0 0.0 0.0 1 }0 0.0 .0 0 0 2 0 File Name Site Code Start Date Page No Eastbound App...F- —Mir Rig ;—Ped Total Left a 1_ ht s Total Total : CR93-4ASPH : 00000011 : 7/27/2016 :2 9 0 0 0 0 2 06:45 AM 0 0 4; 0 0 3 0 3 0.56 , 0.75 3. 0 0.0 0.0 0.0 0.0 0 0 0 0 6:15:00 AM E 0 81 f iCI C; tit E LC a sc rto '-I €. _ Right CR-9 314 Out In _ Total 0! 0' Thru Left Pads i War a L! I/27/2016 6:30:00 ISM _ . 7/2712016 7:15:00 AM LARGE TRUCKS Left Thru _-17 rib Right Peds -01 91 L. g' Out In 92:9 Sik fai Total 1. 7 atlyi 0 `°Lais r lir co 1.00 a ;o Ko Pt - 0 I 1 8 6 0.750 N/S STREET: CR-9 314 VW STREET: ASPHALT SPECIALTIES ACCESS CITY: FIRESTONE COUNTY: WELD ....—r_-p.wr..ti........ _.--.. •..__-_ru...-sayana...w r.a CR-9 3/4 Southbound Left Thr -f feed App. Left Thr ; Rig [Fled j App. ! Left' Thr( Time i u , ht j s Total �._.. u _�. ht�[ $1 Total i ___ u J Peak Hour From 04:45 PM to 05:30 PM Pea I of COUNTER MEASURES IN ■ 1889 YORK STREET DENVER.00L0RAD0 303-3334409 Intersects on Volume Percent 05:00 Volume Peak Factor High Int. Volume Peak Factor z. —' ASPHALT SPECIALTIES ACCESS 04:45 PM 0 0 0 0 01 10 1100 .0 0.0 0.0 0.0 0.0 westbound._..... CR-9 3/4 Northbound Rig ht File Name : CR93-4ASPH Site Code : 00000011 Start Date : 7/27/2016 Page No : 2 1__:....—.0r..—'.rme, ..arw...n. s-.. . tee . I-...--,- ..—v• Eastbound Red]. Aril Lett Thr R •.F'ei R App $ L Total � u _ _frt ` s 1 ,Total 0- 0 0 10 0 0 7 0 0.0 0.0 0,0 0.0 040 10000 .0 0 0 0 0 0 3 0 0 0 3 0 0 4 0 04:45 PM ` 05:00 PM 0 0 0 0 0 4 0 0 0 /+y 4 0 0 0462 co z 0 Faliv I r • 10 r I-1 I I t; a -Fell } L1 5t Out In Total `_ .5� - �_ _ fy p �i- r� 0 01 Q_ O] Right: Thru Lit Pods 4I Nom 7/27/2016 445:00 PM .n 7/27/2016 5:30:0D PM ,LARGE TRUCKS r T. Left Thru ED 0 L 1a 1 ' _7_! ut Ire Total _ CR_ 3/4 Rs ht Pis I i 0 10..0 0.0 0.0 0.0 0 0 4. 0 0 0 0 4 0 41 0.43 8 8 0 Ift tni os l nt. Total 17 7 0.607 WS STREET: CR-13 EnAi STREET: SUMMIT BLVD CITE': FIRESTONE COUNTY: WELD COUNTER MEASURES INC, 1889 YORK STREET DENVER.COLORADO 303-333.7409 Groups Printed- VEHICLES CR-13 re— SUMMIT' #LVi . _�... . CR-13 Southbound 1 Westbound Northbound Start Time Left Thru 1 Right Reds ! Left ! Thru : Right I Peds I Left II Thru I Right i - Factor 1.0 A 1.0 1� - 1.0 1:(5-r- 'co" —1.; F - 1.0� ' 1.0 1.0 1,0±1_ 1 0 0-:30 AM 0 40 - 16 01 0 3 0 0 I 7 18 0 08:45 AM 1 30 ..._ _ 0 1 10 8 0 Total 70 32 { 0 �0 - 7 26 07:00 AM 07:15 AM 07:30 AM - 07:45 AM Total 08:00 AM 08:15 AM _�_..,...�.__ Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Appreh % Total % 0 38 18 0 29 26 0 26 26 1 21 22 1 114- 92 1- Oo 0 0 0 0 01 0 1 0 0f 1 1 1 0 0 1 0 0 _ la 1 0 File Name : CR13SUMM Site Code : 00000001 S to rt Date : 7/26/2016 Page No : 1 SUMMIT BLVD Eastbound --, _. Pads I Left ;. Thru Right ; Pads.; .. Total 3S4J.._.tQL1.QL.J-_. 0i 3 1 1 0 or— 6* - 4 0 1E-36 75 11 20 0 1 6 0 i 94 10 15 4 0 1 0 86 12 20 5 0 8 0. 103 12 24 0 _ _ 0 4 _ 0 : 86 0 0 0 13 14 0 I 3 0 2 0 { 0 9 13 0 19 4 0' 0 0 1r 11 0 32 ......_� 8 - -01 0 0 29 0 33 0 18 0 27 0- 107 2 1 01 12 24 6 0 0 1 1 0 6 38 8 0 0 2 0 0 2 36 7 0 1 0 1 0 0, 8 33 7 0 0 0 0 0 12 36 28 0 - 4 1 0 28 143 0 0r 1 1t o 1 0 0 01 5 0 2 0 58 1 1 1 01 41 1 0 I 18 1 14 0 0 26 0 14 2 0� 22 2 13 0 D 24,_ ^�0 44, 3 0�--- 90 3 55 0 35 14 0 0 0 0 0! 5 39 0 0 39 8 0! 0 1 0 0 6 53 0 1 28 2 0 0 2 0 0 3 58 0 0 27 4 0 0 0 0 0 3 27 1 1 129 28 0 0 3 0 0 17 177 1 3 452 198 1fi 1 19 4 0 119 449 5 0.5 09.1 30.3 0.2 4.2 792 18.7 0.0 . 20.7 78.0 0.9 02 28.0 12.3 0.1 0.1 1.2 0.2 0.0 7.4 27-9 0-3 G. 19 1 15 1 29 1 10 0 29 6 18 0 14 1 16 3 201 17 140 0.5 56.1 4.7 39.1 0.2 12.5 1.1 8,7 0 0 0 0 0 115 121 106 120 462 01 128 0 '148 0 147 0 93 0 516 0 1 1612 0.0 0.01 N/S STREET: CR-13 Elf STREET: SUMMIT BLVD CITY: FIRESTONE COUNTY: WELD COUNTER MEASURES INC, 1889 YORK STREET DENVEIWOLOF DO 303-333-7409 - f1 - - _.... SUMMIT BLED Southbound _ _ Westbound Start Left thr Ri6 Ped ,`...A•�p• t Left 1Thr Rid Ped App- i Lela Time Iu : ht 3 s I Totals u�._ ht ! s Total Peak Hour From 06:30 AM to 07:i5 AM - Peak 1 of 1 I ntersecti on Volume 06:30 AM Percent 0.5 07:00 Volume Peak Factor High Int, 06:30 AM Volume 0 40 Peak Factor 1 137 64. 0 0 38 78 0 214 1 0 8 1 0 30. 0.0 0..0 $8. 11. 0.0 9 1 18 0 56 ' 0 0 0 0 06:45 AM 16 0 56 0 4 0.95 ' 5; Ur -1 _ _Northbound Thr l Rig I Petri - _ I ht $�.. Total f .. _ U _I 38 61 0 0 99 38. 61. 0 .0 0.0 4 5 11 20 0 0 31 07:00 AM 1 0 5 1 11 20 0.45 • 0! a 37, 5 4 16. 7 File Name : CR13SUMM Site Code : 00000001 Start Date : 7/2612016 Page No : 2 SUMMIT aLVb Eastbound LejjfThfl RPed A. - ht s Total Total ' 11 45. 8 0 24! 346 0.0 0 1 6 0 06:30 AM 0 0 31 : 2 2 0,79 8 3 0 7 0.85 7 i 0 ernaliewnmr _Out to Total 76 137r 761 Right Tyr v Left Reds I i tip North fr2 b1r6 30 AM 17/26/2016 7:15:00 AM a (� Left Thai Ri lJrt Pods r -o f• -off (Yr O1 1 ii, E-- Out in R-13 ail Total I I lo '5. l c' a Lor- L-. 94 0.920 • - ISIS STREET: CR-13 EM] STREET: SUMMIT BLVD CITY: FIRESTONE COUNTY: WELD COUNTER MEASURES INC. 1309 YORK STREET DENVE R.CCLO RADO 303-333-7409 w . _ ... .;. -a. .. J1 r.1+..". ado- v_a . CR43 S Y M +1IT BLVD CR-13 Southbound [APP. Westbot_nd Northbound _Start Lei# ? ethr 7. ,od I Left i Thr Rig : Ped App. Lett i Thr Rig' fed f APO. Time - u ht : ..1 Total _ ._ _ . ._ ht t - _ Si Total.. I -_ I1 ° _ ht. --- a ° . TOt t . Peak Hour From 04:00 PM to 06.5 PM.- Peak 1 f _ Intersect' on Volume Percent 05:15 Volume Peak Factor High Int. 05:00 PM Volume 0 35 14 Peak Factor 04:45 PM 1 129 31 0 0.6 80. 19. 1 3 0.0 0 39 8 0 161 1 0 3 0 0 0 1000.0 0.0 47 0 1 0 0 l 05:30 PM 49 0 2 0.82 1 26 186 0 1 213 12. 87. OD 0.5 2 3 6 53 0 1 60 05:30 PM 0 0 2 3 58 0.37 5 File Name Site Code Start Date Page No CR1SSUMM :00000001 . 7/2612016 : 2 SUMMIT BLVD Eastbound Legit Thr Rig Pad ' App. . ..... u ►... ht . s Total 101 8 57 0 60. 4 6 34. 0.0 S 3 29 1 10 0 05:30 PM 0 0 61 29 6 18 0.87 I 3i t r•ti cv o _ t ._, I-- ► J' 1. t i F c) I r• 45 co 0JLT. Nip 1 1 f i I i I I Out In _ Total E-287ref ; [_ 4461 I . - - �..-..c-.rte__ _ I ! Right Tin Left Pads4 I li '4 visp North 7/2i/2 -66-4:475:0015M- 7/26/2016 5:30:00 PM ,VEHICLES 01-1 rlk l Left Thru Right Pods _T 1 La..... 0.1 -..1. 1. 1-18-+ --out � • Y Y In Total • z.. ._. a..... .-........,._ .�..,.., ..' -._ .•:... Int. Total 166 543 40 148 0.917 0 53 0.78 3 WS STREET: CR-13 EM) STREET: SUMMIT BLVD CITY: FIRESTONE COUNTY: WELD Ci-13 Southboun Start Tine Left ` Thru ! Right / Peds . 1 Factor i 1.0 1.0� O s-..1.0 _ . A 1.0 la_ . _ 06:3t} 0 1 0 o 06:4G AM 0 3 1 0 Total ..__0 .. _. 4.. _. 1..._. - 0 07:00 AM 07:15 AM 07:30 AM 07:45 AM Total 08:00 AM 08:15 AM Total 0 0 0 0 0 0 0 04:00 PM 0 04:15 PM 0 04:30 PM 0 04:45 PM 0 05:00 PM 05:15 PM 05:30 PM Total Grand Total Apprch % Total % 0 0 0 S 0 0 0 �I 0 COUNTER MEASURES INC. 1889 YORK STREET DENVERICOLORADO 303-333-7409 Groups Printed- LARGE TRUCK Y' SUMMIT BLVD af0R-13 Westbound Northbound File Name : CR13SUMM Site Code : 00000001 Start Date : 7/28/2016 Page No : 1 SUMMIT &VD Eastbound Left' Thru Right I Peds Left i Thru ° Right . Peds Left T mw I Right 1.0 1.0 L_.__ fi�o_i 1.0 _ 1.0 1.0 . -- 1.0 Toll ---7176111.0 , 1.0 _ - - -1.4o t �__. 0 0 0 1 1.. . o �_.�.o 00 0 0.9. ,_ 4_' 0 00 0 0 0I 0 0 0 2 00 1 0 di- i 3 -- -6-. --cir-------6 - ii-aa."--0"------o-r-- '''''' -716. 0 0 0 0 0 0 0' 0 o 0 0 0 0 0 0I o 0 0 0I 0 0 0 0 ` 0 3 0 0 0 0 2 0 01 1 1 0 5 0 0 1 0 0 0 0 1 1 0. 0 4 0 '0 l 0 3 0� O1 0 1 3 0 5 0 0 -o 0 28 3 0.0 90.3 9.7 0.0 38.9 4.2 0! 01 of 0 0 0 0 2 0 01 1 0 0 0 0 0 2 0 0 0 1 2 0 01 1 0 1 0 .0= 1 o 0 �o 0 0 o 0 -0 0 0 • O �I 7 3 2 0 2 0 0 0 01 2 0 0 0 0 0 0 0 .0 0 . 0 a 0 0 0 15,-x-- 01 1 2 0.0 1 33.3 66.7 0.0 1.4 2.8 2 2 1 0 0 0 0 0 0 0 0 0 Peds lit Total 0 0 0j 5 0 0 0l 2 0 0 0 1 0 0 0 4 o 0 0 2 0 0 1 0 0 0 1 1 1 0 W -1 2 •,.I.. 0 0. 0 0 0 0 0 0 0 0t 0►; o� 0 0 0 0 0 0 1 a 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0, 7 9 16 -4 4 4 6_ 17W 5 6 6 ._... Tr. 1.. 1 0 17 0 0 6 22 1 0I 2 3 4 0.0 0.0 -;20.7 75.9 3.4 0.022 2 33.3 44.4 0.0 0.01 8.3 30.6 1.4 0.0I 2.8 4.2 5.6 72 0.0 }.o 1 0 N/S STREET: CR-13 ENV STREET: SUMMIT BLVD CITY: FIRESTONE COUNTY: WELD ISouthbound _ _ Westbound Northbound Eastbound tai# ; Left ; Thr Rig 1 feed Afar. rift ! Thr F Rig 1 Ped App. Left * Thr Rig Te App. ` Left [thF1 frig ; l i . fret. Time u ht I s Total u i ht s2 Tetaf u t ; P i Total ........... Via_ t_ ..r lit b s i _Total i ..1.9.!9 . _k Peak Hour From .06:30 Am to 07:15 AM - Peak 1 of 1 • COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-3334409 File Name Site Code Start Date Page No : CR13SUMM : 00000001 : 712612016 :2 Intersecti on Volume 0 Percent 0.0 06:45 Volume Peak Factor High Int. 06:45 AM Volume 0 3 1 Peak Factor 06:30 AM 6 88. 9 CR-13 s1 .M.._—M+i�MF_ --._ .... _a.. - - SUMMIT BLVD .i.... CR-13 . i.. SUMMIT BLVD 3 1 0 11. I 1 0 0.0 9 0.0 1 100 _0 0 0 0.0 0.0 0 0 0 0 1 6 0 0 14. 85. 3 7 0.0 0.0 0 2 0 0 06:30 AM 06:30 AM 0 4 0 1 0 0 1 1 1 0 0 2 0.56 i 0.25 0.87 3s 0 5 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 6:15:00 AM a Lea Lai fa ---- -ID hod 0 L lU a. a Out In Total C 6 r a 1- 0_ 0 4 Right 'F m Left Reds j North W26/2016 g:3t1:0o AM 7/26/2016 7:15:00 AM LARGE TRUCKS... Left 4 rbt l 2 I Eir -Or 8.1 out 1-1-9761. in Total CR-13 ti,. .BEMIS . _ _t iia s.c 4-1 fri r -T c s I I 5 i Vick ` k 13 16° Cr 0 0 0 17 6 0.708 NUS STREET: CR-13 E/Vf STREET: SUMMIT BLVD CITY: FIRESTONE COUNTY: WELD CR-13 Southbound _...-__n..�._ r_....,A..;-NI. ; COUNTER MEASURES INC. 1889 YORK STREET DENVER, COLORADO 303-333-7409 -- • . -• - -• --_. b• r SUMMIT BLVD I ► CR-13 3 File Name Site Code Start Date Page No SUMMIT BLVD Westbound Northbound Eastbound : CRISSUMM :00000001 : 7/26/2016 :2 Start ' Thr : Rig Ped App. , Thr Rig i Ped App. Thr i Rig Ped A Thr f Rig I Ped , App. ' Int. Left I Left .e Left no Time . u • ht s i Total _ u ) ht_f_ Total u - ht 1 s .� Total . ..... ht s Total Total I Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Interseoti on Volume 0 0 Percent 05:30 Volume Peak Factor High Int. Volume Peak Factor I.''.,''YJ uy J•.IT p....n it n eralri4Frr lel4. I q1 tail'. AO 0.0 04:45 PM 0 8 100 .0 0 3 0 0 0.0 0.0 8 04:45► PM 0 3 0 0 3: 0 0.66 I. 7, 0 0 0 0 2 22. 2 0 0 0 0 0 0 1 f 05:00 PM 0 0 0 0. 2 2 0.0 0 0.0 0.0 0.0 SX 8. l 0 '0 I Out L._..-._8 1 7 77. 8 G-i In Total [ s L_ _16j Right Thru 'Left Peds 4_ i North 771612016 4:45:00 PM -1 7/26/2016 5:30:00 PM McfiGE TR_UCK6 0 0 9 0.0 0.0 0 0 1 1 1 3 0 20. 20. 60. 0 0 0 0.0 0 1 1 0 05:15 PM 0 0 4 1 0 2 0 31 0.561 0.41 7 5 4 Left Thou Right Peds r-- 7C- 0L o -r- 17-. 11.E t- 9 1. Out In CR-13 r —2-41 Total - -- y o, 1 22 6 0.917 NIS STREET: CR-13 EIW STREET: CR-6 CITY: FIRESTONE COUNTY: WELD CR-13 Southbound COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 Groups Printed- VEHICLES - - R#6CR-13 I Westbound Northbound Start Time ` Left Thru : Right Peda Left ' Thru Right Peds Left Thru s Right Factor 1.0 1 1.0 i 1.0 :.. 1.0 1.0 L .0 : 120 1.0 r 1.0 1.0 J 1.0 06:30 AM 4 34 1 0-, • 10 • - 13 5 0 , 1 •----- 21 6 06:45 AM 4 29 3 0' 7 9 6 0: 6 14 7 Total 8 r 63 4 0 ••17 2. e11 e 0 f 7- -- 36 13 07:00 AM 07:15 AM 07:30 AM 07:45 AM Total 08:00 AM 08:15 AM 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 2 4 4 2 12 0 1 1 37 28 29 25 119 2 .0` 9 0 0 4 0 0 9 2 0 4 04 26- 15 10 0 2 22 12 7 0: 6 16 14 5 0. 0 26 12 . 3 0 2 30 '53 25 0 ; l0 94 17 0 0' 5 11 3 0 4 16 17 0 0 9 8 3 0 0 11 34 0 0 , 14 6 0 r 4 27 6 39 1 8 33 1 4 29 1 4._ 42 -_ 0 22 143 3 9 38 0 6 40 2 8 39 1 6 37 5 29 154 8 Grand Total 72 Apprch % 11.9 Total % 4.1 0 0 0 0 0 0 0 0 0 0 513 19 0 84.9 3.1 0.0 29.1 1.1 0.0 r 2 7 5 7 21 Pew 0 0 0 01 01. 0� OF Left 0 0 0 1 0 0 0 File Name : CR13CR6 Site Code : 00000005 Start Date . 7/26/2016 Page No : 1 C R-6 ; Eastbound Jae, . Thru ' Right : Peds I Int. 0 ! Total 9 r.. 1.._ 0.. -165 5 1 . 0 .F .. 91 _ 14 2 •0 196 4 7 5 8 1 24 0 0. 106 3 0 94 1 0 98 1 -- 0 98 0- 396 2 0, 0 1 1 0 60 2 0 1 3 0 0. 55 4 0I 1 - . 4 .. 1 ..0= 115 3 7 2 0 0 39 10 7 7 2 0 1 38 7 8 6 6 0 1 39 10 10 10 8 0, 2 39 16 28 • 30 17 0 = 4 155 43 6 11 4 0t 2 41 10 2 12 2 0 4 56 9 9 9 4 4 3 52 10 3--• 8 3- } y 0 22 5 . 20 40 13 0 , 9 171 34 107 164 72 0 34 482 115 31.2 47.8 21.0 0.0 5.4 76.4 18.2 6.1 9.3 4.1 0.0 ; 1.9 27.4 6.5 0 0 0 • 0 0 0' 0' 0 0 0 Oi 0.0 0.0 1 0 1 1 15 15 10 11 3 5 3 3 3 51 14 0 126 0; 124 01 117 t ; 14►6_ 0 513 1 8 4 0 134 3 10 5 0 151 3 10 4 0` 152 2 11 3 0 105 _ 9 39 16 0 542 14 7.6 0.8 132 38 71.7 20.7 7.5 2.2 0 j 1762 0.0 0.0 o14 r r. n5.u.rr WS STREET: R-13 ENV STREET: CR-6 CITY: FIRESTONE COUNTY: WELD COUNTER MEASURES INC! 1889 YORK STREET DENVER.00LORADO 303-333-7409 File Name : CRI3CR$ Site Code : 00000005 Start Date : 7/2612016 Page No : 2 CR-13 1 CR-6 b#---en.----_-_._I.. - -- - - bf _ Southbound _ Westbound Northbound --aid!' Left .11) r- Rig , -Pea' j A0-p.-1. Left i Thr 1 Rig ` lied App. Left Thr 1 Rig , P'ed App, Time - I� ut s 1 Total [ I u i ht s I Total u ht Total Peak Hour From 06:30 AM to 08:30 AM ' Peak 1 of 'f . Intersecti on Volume Percent 07:00 Volume Peak Factor High Int. Volume Peak Factor 06:30 AM 14 128 6 0 148 I 30 49 29.5 8 4.1 0.0 8. 45. a 2 37 2 0 41 I 9 15 07:00 AM , 07:00 AM 2 37 2 0 41 • 9 15 0.90 2 28 26. 2 { 0.0 107 f 10 0 34 15 73 13. 66. 6 4 2 22 07.15 AM 10 0 34 6 16 0.78 7 22 20. 0 0 0.0 2 0 I Left 110 � 1 i 3.2 26 1 4 0 06:30 AM 7 0 29, 0 9 0. S' L Le - + Out 1041 CR-1S 1 Total -2i f—_,,_:., aa 28..1. as 4L_ 51 fight Thru Le#t Feeds Nora, t712612016 6:0: DO 'AM ,1 7/2612016 7:15:04 All 1 i I VEHICLES 4 Left Thru Right Pads 1 E --73 L 221 • 01 } Enteziai 1W0r 2 Out • In Total -13 1;t 11 e r T- tatir ai _..1 co 010: Flo Eastbound I Thr Rig • Pe€i App. • ...Int. U. ht 7 s Tota l i Total 25 5 0 31 396 so. 16. 0,0 6 1 0 0 10 ' 0.77 106 0.934 ed,de Ve— ...... tat 0. MS STREET: R-'13 EAN STREET: CR-6 CITY: FIRESTONE COUNTY: WELD 1•i Southbound Start Left . Thr ° f Ped APP. Left Time u 1 ht ' sTotal i_ }_b Peak Hour From 04:00 PM to 05:45 PM - Peak I of 1 Intersecti on Volume Percent 05:30 Volume Peak Factor High Int. 05:15 PM Volume 6 40 Peak Factor 04:45 PM 27 14. 3 159 84. 1 1.6 3 0 189 i 27 31. 0 0.0 8 39 1 0 4$ 1 9 maabel I r I 104:45 PM 0 48 10 10 0.98 4j COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 File Name Site Code Start Date Page No : CR13CR6 :00000005 7126120 16 :2 CR-6 CR-13 CR-6 1 Westbound Northbound- _ Eastbound i e I Left . Rig = A • 1 t Th r� Rig I Ped I App. I nt. u ht u a Total : ' ht 5 T Taal ' t ht e i _Total Total 42 48. 3 18 20. 7 • 0 871 11 0.0 4.5 9 4 0 22 { 3 —.••- .—......e ..... w-- —..a• ., 188 45 0 244r 8 77. 18. 0.0120 47 52 10 0 65 E 3 a 39 15 0 63; 583 61. 26. o.o 9 4 10 4 0 05:15 PM 1 05:15 P 8 0 28 . 4 56 9 0 69 ' 3 10 017 : 0.88 7' 4: Tait 1 189: i......4o3 -rJ Right Thai Left Pe • North 7/26/2016 4:45:00 PM /2812016 5:30:00 PM i Yy rt , r+ a . t *Rim _Ight . P i 1.7:goij -4461 out 17 5 0 18 0.87 5 152 0.959 •ri•rvp{••tti Yvi•ta•••' •vl•wN t•: n1 I p^ bt J..9'11 'Vtt. WS STREET: CR-13 E! STREET: CR-6 CITY: FIRESTONE COUNTY: WELD Start Time Factor 06:30 AM 06:45 AM Total 07:00 AM 07:15 AM 07:30 AM 07:45 AM Total 08:00 AM 08:15 AM Total 04:00 PM 04:15 PM 04:30 PM _ 04:45 PM Total COUNTER MEASURES INC. 1889 YORK STREET DENVER_COLORACO 303-333-7409 Groups Printed LARGE TRUCKS CR-13 CR-6 CR-13 Southbound. Westbound Left Thru 1.0 ` 1-0'-. 1.01 to . i 1.0 i 1.0' 1.0.. Right ; Peds Left i Thru ' Right : Peds , Left Thru Right I Peds Left -I 1 0 0 0 4 5 1 2 0 0 0. 1 3 /1 3 0 0 0 5 8 f\ 0 1 1 0: 0 1 0 0 0 0 1 0 0 0 0 0 0 2 2 4; 1 0 0 3 1 2 3 File Name Site Code Start Date Page No CR-6 Northbound _ Eastbound_ Thru Right : Peds 1.0 1-.0 " 1.0lot.0 'l.0; 1.0 0 0 0 0 0 2 0, 0 0 1 0 0 0 _ wAu 0; _. 0 0 _._ 1 0 a 2 K . 1 .... 6 6 2 01 0 0 0 1 7 1 0 0 0 3 2 6 0 0! 0 0 1 1 4 0 0 0 1 3 10 23 3 0 0 1 0 0 4 0 ... 3 1.0 1 0 . CR13CR6 00000005 : 7/26/2016 :1 Total 1.0 0 14 8 0. 22 0 1 0 0 17 0 1 0 0 14 0 5 0 0 15 1 0 2 0 12 ..__... 1 1 •2 0 58 0 4 2 3 0 2 0 8 0 0 01 2 5 0 0 1 1 3 0l 0 0 0 0 0 2 0 0 0 0 1 2 0 0 1 1 0 2 2 - ' 3 0 05:00 PM 0 05:15 PM 0 05:30 PM 2 Total 2 Grand Total Apprch % Total % 9 33.3 5.1 0 1 2 0 1 1 3 2 10 37.0 5.6 8 29.6 4.5 0 0. 0I 01 1 0.0 0.0 1 0 0 1 2 0 0 1 24 29.6 13.5 4 3 1 4 1 0 2 3 1 1 0 2 0 1 0 0' 1 0 0 0 0! _ 0 1 .F 2 0 ' 5 4 1 0 0 0 1 0 0 0 0 1 1 0 l 1 1 1 0 0 0 0H 0 2 0 0 0 1 0 0 0 0 0 45 12 55.6 14.8 25.3 3/ 0 1 3 1 0l 0 9 9 21 0 1 22 8 0 0.0 23.1 23.1 53.8 0.0 3.2 71.0 25.8 0.0 0.0 5.1 5.1 11.8 0.0 0.6 12.4 4.5 0.0 2 0 0 f 22 1 2 0 20 0 1 2 0a 0 3 1 0. 0 4 0 0I 0 0 0 QI 0 15 10 9 4 38 O 1 0 0 7 0 0 0 0. 4 0 1 0 0 7 0 2 0 0' 18 178 NiS STREET: CR-13 E/W STREET: CR-6 CITY: FIRESTONE COUNTY: WELD _ ��...a_._. _..law - - Southbound Mart Left ° Thr Rig Ped App. = Left Time : u ht s Total , I Peak Hour From 06:30 Am to 07:15 AM - Peak 1 of 1 Intersects on Volume Percent 07:00 Volume Peak Factor 06:30 AM 3 2 50. 33. 0 3 0 1 1 0 16. 7 0.0 1 0 12 21 5 0 33' 0 0 4 0 31. 56. 13. 0.0 • 0.0 0.0 100 0.0 6 .0 6 6 2 High Int. 06:45 AM 07:00 AM Volume 2 0 0 0 2 6 6 Peak 0.75 Factor 0 . 0 14 2 0 ,4 0.67 9. COUNTER MEASURES INC. 1889 YORK STREET DENVER. COLORADO 303-333-7409 Westbound Northbound Thrl Rig Ped : App. Left I _Thr Rig f Ped App• u ht i s? Total . u ht , s i Total 4 0 0 0 0 0 07:15 AM 0 0 3 File Name Site Code Start Date Page No CR-6 _ Eastbound Left r Thr 1 Rig Ped App. Int. u ` ht s Total ; Total CR13CR0 0€000005 : 712612016 :2 0 4 1 0 0.0 80. 20. 0.0 0 0 0 1 0 0 06:30 AM 0 3 0 2 1 0 3 0.33 0.41 e 3 7; I C e 1 iztri 2 t - -! ' 1211 out In Total 6 .11. R td + Thru Left Peds North '72e1 016 -6:30:00 -AM :7/26/2016 7:15:00 AM LA R TRUCKS _-- are. 4 r-, L _ Thru Right Pedscit 417-01 Out in CR-13 ---191 Total • e --1 53 17 0.779 Isl/S STREET: CR-13 ENV STREET: CR-6 CITY: FIRESTONE COUNTY: WELD CR-13 Southbound StartLeft ? Thr' Rig 1 Ped App. i Left : Thr Time _ u ht , s , Total I u 'Peak Hour From 04:45 PM to 05:30 PM - Peak 1 of 1 Intersecti on Volume 2 4 3 0 9 22. 44. 33. 2 4 3 Percent 05:30 Volume Peak Factor High Int. Volume Peak Factor 04:45 PM 0.0 2 1 1 0 4 05:30 PM 2 1 1 0 4 0.56 COUNTER MEASURES INC. 1889 YORK STREET DENVERCOLORADO 303-333-7409 File Name : CRI3CR6 Site Code : 00000005 Start Date : 7/26/2016 Page No : 2 CR-6 iCR-13 • CR-6 F Westbound _ Northbound _ Eastbound J. _ Rig Pets [App. left -thr j Rig : Pell App. !-e # ! 'hr ( iZt9 r p'a'd 1 App.! Int. ht + s j Total] u ht : s 1 Total .. ICJ__ u a ht ._ ___s .. _Total .1 Total 2 1 2 0 40. 20. 40. 0 I 0 0 0 'hr 1 0 1 O 05:00 PM 0 1 51 1 4 1 0 16, 66. 10. 0.0 0 0 0 0 05:00 PM 'I 0 2 . 1 1 0.62 I 5' 6 0 2 0 0 0.0 100 0.0 0.0 22 0 1 0 0 1 7 0;786 05:00 PM 1 0 3 0 1 0.50 0 0 0 1 0.50 0€ .a�.a sa-ca— • V•m a__aa..14..,M� ♦,— . v.r -.--- to i 115 L'm4 Lin J out r a! Right Thru CR-13 In Total 15 i - i i 2' Oj t.ei�t ' Preis S North 1[712612016 4:4&OO PM _ 712512016 5:30:00 PM 1 LARGE TRUCKS _ Left Thai Right Peels 11,_1 1 __Jas I 81 81 Out In Total G QQ\-73 ; 1 e C 0 N/S STREET: 1-25 EAST FRONTAGE RD ENV STREET: CR-6 CITY: FIRESTONE COUNTY: WELD I I Start Time 06:60 Am r 5 w...... 06:45 AM 4 Natal 9 COUNTER MEASURES INC, 1889 YORK STREET DENVER.DOLORADO 303-333-7409 groups Printed-' EHICLEE -- ...__....... 1-25 EAST FRONT.AGE [ CR-5 -25 EAST -FRONTAGE Fla. MGR 07.00 AM 07:15 AM 07:30 AM 07:45 AM 08:00 AM 08:15 AM File Name Site Code Start Date Page No Southbound Westbound Northbound Eastbound r Left Thru Right Peds Left' Thru Right Peds i Left l� Thru Right . Peds Left ► Thrill Right Pods 1r t. • : I25FCR6 : 00000010 : 7/26120/6 :1 1 .._ 1.0 1.0 - .o KC -To _x_ ..1 �0ar_ 1.0 --#17.6171.01 tor , 'l .0 �' .011.�1. rs _ Y..___ ► ti 3 0 8 01 2 5 0 0 1 1 1 0 37 .... �.__4. 0 7 12 12 0, 2 8 1 �0 3 4 2 0 8O 3 4 8 8 5 5 2 3 0 5 223 9 8 15 2 _ 2 5 1 0 0 0 0 1 2 0 0 2 4 .0 0 Total 3 6 o 01- 04:00 PM 04:15 PM 04:3€ PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total % 13 3 0 7 3 2 '13 2 3 11 3 1 44. - 1'1 6 1[2 5 2 9 6 2 7 4 4 11_ 3 5 3g 18 41- 10 4 0� 3 10 0 1 4 5 0! 6 6 0 23 25 0 I 7 5 11 0 I 4 0 6 01 11 5 17 01 1 1 1 2 0 1 1 1 r3 24_- 5 0 7 7 5 3 8 1 3 0 5 0 0 0 2 0 1 0 4 2 2 0 3 6 0 0 5 0 2 1 0 7 14 0 1 0 2 3 1 0 2 0 i 2 3 1 0 '. 8 3- rn 6 2 7 3 7 0 0 8 2 3 7 0 0 10 9 2 5 0+ 3 7 2 0 10 01.. 0 5 20 8 29__ 0. t 3 30 1 3 0. 4 0 2 0 5 1 14 118 40 31 1 59.3 24.6 15.6 0.5 16.3 6.8 4.3 0.1 7 10. 7 6 6 8 4 3 24 27 Q1 3 9 0( 3 10 0 2 6 0. 3 6 2 0 C 11 31 12 Cr sege 42 47 33 41 163 37 29 0 j 66 3 0 3 7 2 0' 2 0 0 7 0 0 0 0 1 6 1 0, 0 0I 2 0 1 0 4 0 4 0 2 .0 67 72 110 0; 20 101 26 26.9 28.9 44.2 0.0 : 13,6 68.7 17.7 9.3 10.0 15.2 0.0 I 2.8 14.0 3.6 3 4 1 0 2 8 0 0 3 10 2 0. 5 3 1 0x 13 25 4 0 0 33 68 26 0 0.0 26.0 53.5 20.5 0.0 0.0 4.6 9.4 3M 0.0 56 43 52 41 192 64 61 56 51 232 722 NIS STREET: I-25 EAST FRONTAGE RD EMI I STREET: CR-6 CITY: FIRESTONE COUNTY: WELD COUNTER MEASURES INC. 1889 YORK STREET DENVER.COLORADO 303-333-7409 File Name Site Code Start Date Page No I25FCR6 R6 : 00000010 : 7/26/2016 :2 I-25 EAST FRONTAGE RD ' CR-6 ET FRITA�E RD R OR -8 i _Southbound Westbound Northbound E_a_stbound _ } Start Left 1 Thr-1 -7:7 Ped APP.Left thr jRig Pod : App. Thr ' Rig : Ped--r App. --- am I This F lung kid App.. Int. Time ! _; u � ht 1 s Total. u kit : s [ Total _ �e u '• ht ' s Total Tj u ht s Total Total ft Peak Hour From 00:30 AM to 07:15 AM - Peak 1 of 1 Intersecti on Volume Percent 07:15 Volume Peak Factor High it. 07:15 AM Volume 4 2 Peak Factor 06:30 AM 16 12 41. 30. 0 8 4 2 z e 1 11 0 30 15 25 26 0 66 4 28, 0.0 21 37. 39. 0.0 13. 2 7 9 4 18 5 0 11 3 3 10 0 16' 1 5 0 11 0.88 6 21 4 72. 13. 4 8 0 29 5 9 10 0 20. 37. 41 0.0 8 5 y 0 0 6 2 0 9 2 3 6 0 07:O0 AM 07:00 AM 5 10 4 0 19 1 7 0.86 8 ..r•.—Y4umn, s. -..3 —coo t. uses.. Yr. ..1 yI...N..1a 1 31w I2 ir I Out jn Total F-01 i 91 161 Oi Right Thru Left Peds r S North 17/26/2016 6:30:00 AC 17/26/20161:15:00 AM 1 VEHICLES 14 Llift Thru Ri L. Ti- --gi 4 1 2:L �In Total _LI-ZgyeAsTERP111Acg 1 0 9 0.80 6 I • i 24 I 158 11 47 I 0.840 07:15 AM 2 3 6 0 11 0.54 a Apr' _ ICI- 4- g CD O. 1O • 5 I NUS STREET: I-25 EAST FRONTAGE RD ENV STREET: CR-6 CITY: FIRESTONE COUNTY: WELD 1-26 EAST FRONTAGE RD _ ; Southbound Start ± sei Left thr F Rig 1 PWt App. __ Ftt Taal Peak Hour From 04:45 PM to 05:30 Phi - Peak -1 of 1 Intersects on Volume Percent 05:00 Volume Peak Factor High Int. 05:00 PM Volume 12 5 Peak Factor 04:45 PM 39 18 9 58. 26, 13, 2 9 4 12 5 2 1 1 1.5 67 20 COUNTER MEASURES INC, 1889 YORK STREET DENVER.COLOI DO 303-333-7409 File Name : t25F R6 Site Code : 00000010 Start Date : 7126/2016 Page No : 2 R i 1-25 EAST FRONTAGE RD � R-6 . .._ I. Westbound I Northbound _ Eastbound Left hr Rig 1 Ped App. I L$ Thr 1 Rig Ped App. ; Le t1 Thr.. Rig Ped ..l App. �"•.. int. i I U fit 7 s ! Total yi u j ht s Total .i..._ .. �..i U .E_.....ht i. el Total Total 11 20 34 0 65 8 30 10 0 16. 30. 52. a.0 16. 62. 20.. 0.0 9 8 3 7 5 8 3 7 10 0 20 3 9 4 F05:00 PM 2 1 20 3 7 10 0.83 8 05:15 PM 0 201 3 1.0 4 0.81 I 3I 48 10 28 4 23. 66. 5 7 0 16 3 4 1 9.5 05:30 PM 17 3 10 2 0.70 (0:N-. O: NTAGE RD Out In Total L_: 74. a li? L___. 141 t i8F 391 Right Thri Left Peels North 7/26/2016 4:45:06 PM I 7/26/2016 5:30:00 PM I [valiciEs,..-_ 4-1 T � Left Thru Right Pads - [1 Out In 'rag - 1 t. --a'' giten :1 1 2 , r' c _".ot52ii zlaQ (at 0.0 0 42 I 222 1 8 1 64 0.$67 0 15 0.70 0 Peat' • • N/S STREET: I-25 EAST FRONTAGE RD ENV STREET: CR-6 CITY: FIRESTONE COUNTY: WELD Start Time ' _ rata&& i 06:30 AM :45 AM Total 07:00 AM 07:15 AM 07:30 AM 07:45 AM Total 08:00 AM 08:15 AM COUNTER MEASURES INC. 1 889 YORK STREET DENVER. COLORADO 303-333-7409 Groups Printed- LARGE TRUCKS 1-25 EAST FRONTAGE RCS f CR-6 I- a EAST FRONTAGE RID_ Southbound Westbouncl . Northbound Eastbound Total 04:00 PM 04:15 PM 04:30 PM 94:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total % File Name :125FCR6 Site Code : 00000010 Start Date : 7/26/2016 Page No : 1 Left Thru Right ' Peds I Left ; 4 Thru : Right e Peds - Left i Thru' Right 1 Peds ► Left i Thru 1 Right . Peds 1-! .L__. _1.�0 i _1.0 1.0 --. '1.9 ° _1.0 1- 1.0 1:0_' 1.0-f . 'l.0~f - f..-0 1 'I.0 `.._ 1.!o --- 1;01±:1-.0 : to 0i. 1 0 0 0 0 0 s 0 1 0 1 0 1 0 s 0 3 0 0 a� 2 0 0, 3 0 0 0� 3 0 0 i 0 0 0 i 2 0 0 0 0 0I 1 0 0' 5 0 0 0 5 1 0 0 1 0 0 0 4 0 0 0 1 0 0 0 11 1 0 0 1 0 0 0 1 0 0 0 4 0 0 0 0 0 0 0 6 { 0 1 5 0 0 0 0 0f 0 1 '11 0r. 0 1 1 0 0 0 1 10 0' 0 0 2 3 0 0 0 0 3 0: 0 0 4 17 0 • 0 0 0 0 4 0 0 1 1 0 2 0 0 0 0 6 0 0 1 0 1 0 0 o o o 1 4 0 2 0 1 0 1 0 8 o 0 0 0 0 0 0 1 0 0 1 0 4 2 2 t 0 . 0 0 Int. Total r - 0- •- 0 11 0 6 0• 17 0 0 0 0 0 0 5 0 0 0 0 1 0 15 0 0 0 0 0 0 6 0 a. 0 0 0 0 0 5 0 0' 0 0 1 OF 31 0 0 1 0 0 0 9 0 0 1 0 0 0 6 0 01 . 2 0 0 0 15 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 i 0 0 0 0 0 0 0 0* 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29 1 0 0 7 8 44 0 0 1 0 0` 3 96.7 3.3 0.0 0.0 11.9 13.6 74.6 0.0 ; 0.0 100.0 0.0 0.0 75.0 30.9 1.1 0.0 0.01 7.4 8.5 46.8 0.0 ' 0.0 1.1 0.0 0.0 3.2 0 0 0 0 ' 11 �� T 0 0 01 3 0 0 0 0. 5 0 0 0 0, 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 3 1 5 1 10 0 1 0; 94 0.0 25.0 �0. j0 0.0 1.1 0.0 NIS STREET: 1-25 EAST FRONTAGE RD Ems' STREET: CR-6 CITY: FIRESTONE COUNTY: WELD COUNTER MEASURES INC. 1 880 YORK STREET DENVER,COLORADO 303-333-7409 1-25 EAST FRONTAGE RD CRy-6 I I Southbound _ _ ' - --' Westbound _ _ '1, w Marti Thr - Rig � Ped A , ` : _ .. _-�-�.-��-.�--.-.. _ _ � ._ I 'Thr r --Rig T Ped 'Thr i Rig Ped , A T hthr R1 : Pert hit. LeftP1� , Left N I 0 APP• Lei# ; ; App. Left 9 = PP' I Time u ht s ; Total , __y_1 _ ht : _ s Total u .l _ _ _ht _ s Toil .... ___:_( . _ . u : ht s ; Total. Total Peak Hour From 06:30 AM to 08:30 AM '- Peak 1 of Interseoti on Volume File Name : 125FCR6 Site Code : 00000010 Start Date : 7126/2016 Page No : 2 4 Percent 07:15 Volume Peak Factor High Int. Volume Peak Factor iiq.v4+h+Y man. ,•?"!, yt:.: i 06:30 AM 5 0 0 0 5 5 a 100 6. 0.0 a0 0.0 1 .0 7 1 0 0 0 1 2 3 10. 0 22 73. 3 1 10 07:00 AM 107:15 AIM 3 0 0 0 3 2 1 0.41 7. 10 r 1-25 EAST FRONTAGE RD CR-6 Northbound Eastbound 0 30: 0 0 0 0 0.0 0.0 0,0 0.0 0.0 0 13 0 0 0 0 0 13 0.57 7 6:15:00 AM 0 0 0 0 1 0 1 0 50. 0.0 50. 0.0 • 0 0 0 1 0 06:30 AM 1 0 0 0 1 0.50 0 Out _ '211 a Total s: fa** r -r --a•-. -.-_... L- VI -.or-5., O. Right Thru Left Peas � e a North 7/26/2016 6:30:00 AM ?12812016 7':15:00 AM LLARGE TRUCKS j 4-1 r Left Thru _6l L Out in Tart F,?5 VZST F$QNThGE RD Rtght Pew 0L _ci _a] ...,.t. . ,- •r.-. a,.::..t..Y _..... . a r....._....,.......•_•____....nee— I-... , . 37 1' 5 0.617 E �._ 1-25 EAST FRONTAGE RD la . .. CR-6 Southbound Westbound Start . Left Thr Rig Ped T A►pp P- ! Thr' Rig : Midi Al F Time _ u tit . si Total Left _ .- _ t t , Total ,. �.._...�___ h t To l Peak Hour From 04.45 PM to 05:30 PM - Peak 1 of 1 interseoti on Volume Percent 05:30 Volume Peak Factor High I nt. 05:30 PM Volume 4 0 Peak Factor it^M'n••V;•NY•• 04:45 PM 7 100 .0 0 0 0 7 0 0.0 o.a 0.0 (. o.o 4 0 0 0 4I 0 0 0 4 0.43 8 1 25. 0 3 75. 0 File Name Site Code : Start Date : Page No : I-25 EAST FRONTAGE RD CR-6 _ Northbound Eastbound Le t� thr Rig Ped ' App. a Left I Thr ; Rig Red App. u �.. j u a 1)t: s Total 0 4i 0 0.0 1 0 0 1 05:00 PM 0 0 2 0 2 0.50 0, 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 NIS STREET: 1-25 EAST FRONTAGE RD EAN STREET: R-6 CITY: FIRESTONE COUNTY: WELD --- COUNTER MEASURES INC, 1889 YORK STREET DENVER.COLOR O 303-333-7409 0 0.0 0 0 0 0.0 0,0 0.0 01 0 0 0 0 0 earist ' 1 _ i ' r f r'o'as a. tS Right I-75 EAST FRONTAGE RD Out In { . 1 7 F Total ..�. 101 t 27 ix] Thru Left Pads a North �f7�12612bi 4:45:04 Fir 1tt ' V/26/2016 5:30:00 PM 1 LARGE TRUCKS 11/4 I 1 r4 fi Left Thru Right r I 0 01 Pads L9] ; 9J ` e ..7131 Out In Total - $ EAST FRONTAGE RD - --- — r�+.r�r��si�Y�i�S[f�sr��lrrfi�i4tiri irrl�elrrr,erFlirr��etser_ p xis. teasel:, -a vile 0 • 125FCR0 00000010 7/26/2016 2 Int. Total , 11 6 0.550 Page 1 Location: CR-13 NJO CR-S City: FIRESTONE ONE County: WELD Direction: NORTHBOUND -SOUTHBOUND NB SAWA cars 2 Axle T Bikes Trailers Long rr_�.•F.YY11T ®...r. --..44.44 07127/16 0 6 01:00 0 02:00 0 ... 03:00. 1 04:00 0 05:00 06:00 0 07:00. 08:00 3 09:00 10:00 0 11:0►; 12 PM 1.3.00. 14:00 18:00 19:00 20:00 21:00. 22:00 23:300 Day Total Percent AM Peak PM Peak Vol. Grand Total Percent 0 1 4 2 5 7 20. 50 85 58 43 41 47: 48 74 75 8' 134 188- 110 01 46 34 19 2 2 1 4 13 30 19 15 16 20 14 20 17 34 32 61 36 1;7- 14 4 0 12 0 :. 45 2.3% 1258 412 _53.4% 47:00 07:00 _ 4 85 1 8:OCR w 5 45 2.3% 1 1. 2 0 1 0. 2 0 0 0 Buses era 0 0 0 0 COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80206 3034334409 2 Axle _ 3 le v� 4 Axle <6 A 1_ 5 Axle . �.. a- >6 A x1 <5 Axl 6 Axle 6 Tire 1 1e ....._�._ Em i ' Double Double Double Hula ry..._._..___Multi 0 0 0 0 0 0 0 1 2 0 1 J 3 0 12 11. 16 8 8 8 7 5 10 17 13 I 3 0 11 162 0 3 2 2 22 2 7 0 36 20.8% 0.6% 8.2% 1.1% 0.0% "06:60 10:00 08:00 11:00 30 2 16 4 17:00 17:00 14:00 17:00 a --'13:56—"-----1- 188 61 2 19 3 1258 412 63.4% 20.8% 11 162 0.6% 8.2% 22 0 1.1% 0,0% 3 4 5 38 0 0 1.8% 1.0 /x_..__�... 0.0% 08:00 10:00 _ _ .. 4 . _.�._ . �5 . . 1.4:1056"13:00 7 5 36 38 1.8% 1.9% 0 0 0 0 0 0. 0 0 0 0 0 0 0 0.0% 0.0% ►0.0' 0 0 0 0.o% 0.0% 0.0% 0.0% 0 :0 0 Site Code: 072606 Station ID: 072606 >6 Axl Multi Total 0 9 0 0■� 4 0 V 6 0 7 0 12 O 37 0 95 127 0 103 0 81 0 79 0 O 81 0 0 0 0 0 85 107 0 137 1$8; 187 0 0 23 C �__. " 13 0 0 1984 07:00 127 17:00 274 0 0 1984 .. . . ..n ..6d..1.1..adt0.,9i3 1.6 4.. .1r. y r .. .: d.:..1.:4• !1-.."A1111a.g .CY1. w�..\ .....v . ......yTf1_4.1 M1L. 4"14gLNdi1L:J.+l�eve - �4. L4...:n d.. MAY4".YW e.MW.dtN'.•....A.M.• .•°a...w..d.YN......1...�..n 44.'14 •. • n4.blfn.•�-.4-irwr•SA.11.1M.41•.4::.4 n..l.. t..r.�. .... � ..-..n..•.kcr.L:J.:WM.IwRtM.:`...d..J�.a..dA+M1o.li9�r.i1.C•....eW^rL-A.L�••i.b1...t..1.L.h4i:T'J.._..+rJ.:wW:a.-+11.}:le;a�.A...•-,. .i-n _.�.•L. J.•_rY .•`�.•.,u .f. y......_... . Page 2 Location: CR-13 N/C) CR-6 City: FIRESTONE County: WELD Direction: NORTHBOUND -SOUTHBOUND f! -Starts ----- Time 07/27/16 • .01:00 02:00 03:00 04:00. 05:00 06:00 07:.00. 08:00 00 10:00 ::11 :t0 12 PM 14:00 15.Q0 16:00 17:00. 18:00 20:00 21:00 22:00 .23:00 Day Total Percent Al'! Peak Vol. PM :.Peak Grand Total Percent Cars & 2 Axl6 Bikes Trailers 6 0 4 0 .. 1 10 3,5 90 73 55 0 54 1 65 0 61 0 52 _, 0 78 104.: 2 143 178 0 140 2 01 o 54 1 33 1 22 2 7 15 0.8% 4. 04:00 _1 15:00 2 15 0.8% Lyng 0 0. 0 1 4 15 27 36. 22 19. 14 14 23 20 12 27 44 46 30 14 12 COUNTER MEASURES INC. Buses 1436 387 71.9% 19.4% 07:00 07:00 104 36 17:00 17:00 178 46 1436 387 71.9% 19.4% 0 0 0 0 1 73 1889 YORK STREET DENVER,COLORADO 80206 303-3334409 Site Code: 072606 Station ID: 072606 .s•...+-, •.F -. �F.•Ir.•\b .••W -s4... - ♦.+-l. ..•rrs .L �Isa .�s.�_a s,n.l• .1 ••-c.atw _ 2 Axle 3 Axle 4 Axle <5 .r l 5 Axle >6 1 <6 l 6 Axle >6 l 6 Tire Single Single Double Double _ Double e- Multi Multi Multi. Total 0 ? 0 0 0:-.: ' 0 4 0 0 0 0 0 0 0 0 0 4 0 0 0 0. �. 0`4 0 0 0 0 0 0 0 l 15 0 0 0 0 0 `}. :0: - :*2 0 0 0 1 0 0 0 0 123 10 0 q: 0 • ( , !:: 6 3 0 3 3 0 { 0 0 111 4 0 0 3 4 0 o0 85.•. 4 3 0 2 1 0 0 0 0 78 6 2 0 2 4 0 0 0 94 4 6 0 1 2 0 0 0 € 97 4 1 0 0 5 0 0 :, 0 0 82 6 3 1 1 3 0 0 0 0 104 7 8 0 1 1 0 + :0 : :.. 150 3 4 0 2 3 0 0! 0 0 201 2 0 1 0 0 0 :. 239 0 0 0 0 0 0 0 178 o 0 0 0 0 0 0 81 0 0 0 0 0 0 66 0 0 .0 0 0 41:: 0 0 0 0 0 0 0 25 0 0 ..::J' r �i 0 +0 l 0 1997 • 36 1 17 31 0.1% 3.7% 1.8% , 0.1% .... .._ .0.9% 1.6% 08:00 07:00 03700 08:00 09:00 1 6 3 3 4 _ .a •.�.._a 'Yr —i3•a�.e_.N�.n •.-14:00 . _ - aJu..• rar.�ur+.._.�•.u.a.s, ... .uus. 15:00 15 : 00 14 : 00 16:00 13:00 7 8 1 2 5 1 73 36 0.1% 3.7% 1.8% 1 17 0.1% 0.9 % 0 0.0% 0.0% 0.0% 0.0% 4.. _ .+ed.i.ti 0 0 0 31 0 0 1.6% 0.0% 0.0% 07:00 147 •'•_+u•uY.+•.4a..XYll 4.Y..• ry_.•._ arum _..r_...♦....+IeM . 4 17:00 239 0 0 1997 0.0% 0.0% . ..... .-. •..:,: iz. !.`.' :. ._ . .- - .. �. .wr.v'r. :y...l. :i.'±.�il:.A •..1: >-': wrn•.JJ..{L.L M1+Pad••'bI-tirn6vL�,Gq:o1Fl:il�+L}v�NYip Mlwyt..>rNb:..rqr..•M'-ia;•..nS.•,w=..y1.41y...1..r;.i rt...wwwu.t��..,.`•4:••••-,•••••••..i..... b.n.,.. :...r. .n.t•_..i.hdl. i4.Ll..,t•.P.J J.]_.C_1..74 • S....-iSV•!^JI r�Y..•tirV!•.17ai!•Y[WIL.t41idYJf:L1.iF.iK:i'lh.l %a-.0:-'•1g� LSi�'.+-'•.'-x••41.-k c:^ �i••.LL•+V�.SVI•SV.Y1.1.+..tiM441A�CSirlwt•''.'S+M�-(eAL.:-�r..1u..(..�n.._.•.b+x.'F_.S.../..WVwLK9f.J_:..1�.1N {.i.•n.NJ. J.u•I �IfL.�.:.tY./. •It •01+14,M •" Page 2 Location: CR-13 SlO CR-6 City: FIRESTONE County: WELD Direction: SOUTHBOUND -NORTHBOUND NB Time 07 71' 18 02:00 0:00 04:00 .05:00 00 06:00 0700 08:00 10:00 12 PM 14:00 7:00 18:00 5 136 32. 19:00 20:00 21:00 22:00 �... _23:00 ___ Clay Total Cars ikes Trailers �._... ..... 0 1 4 8 65 2 Axle Lint 2 29 49 1452 COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLO DO 80206 303-333-7409 .. V.... ...ru... I... . •• .+r.v .3 Axis 4 p..uu.. ...yau.ya.pap+aVi� a...•••+a-.u.i ..v.n...ar..1.•,,.......-4........-• ... .4assa• .• _ w _ y_ .. .r.,..i.. . •••••••••••••••••••••••••••.•• .+ um -es .. _..•... 2 Axle Axle <5 Axl 5 Axle >6 Axl <6 Axl Buses .._ 6 Tire_ - _ Sim!, ... Sir e Double Double Double Multi 0 1 0 0 0 0 0 0 .0. 2 11 458 14 155 0 a a 0 0 0 0 a 0 0 5 0 0 0 0. 0. 0 0 0 a 1 37 0 0 0 • .. 1 32 11 90 0 0 l 1 0 0 0 Site Code: 072603 Station ID: 072603 6 Axle >8 . xl". Multi Multi 0 0 Percent 2.1% 63.5% 20.0% 0.6% 6.8% 1.6% 0,0% 1.4% 3.9% 0.0% ^ l 11 e k 07:00 - Q7�vt, . .._._ ,�, _'• ••.,._z _ . _..__,.._ _.__.. �_ .a .._.__,.._..5- ..... ._ ... .._,..._• 06:00! 11:00 07:00 08:00� 08:00 10:00 11:00 1 1. 4 86 29 3 11 6 4 11 1 .n-�a..r.uarYlwuRYiYh6.•rn .w:.•..a -. a • ... _-P'•W-Yu' � . v_ �17: a0 12:O0 17:00 Vol. Grand Total Percent 17:0►0 5 213 49 2.1% 1452 63.5% 12:00 56 2 18 5 458 20.0% 14 155 0.6% 6.8% 37 1.6% 18:00 13:00 6 13 0 32 0.0% 1.4% 90 3.9% 0 0.0% 1 0 0.0% a.0% • .- .• 0 a.0% 0 0 0 C Total `1 7 5 16 4 102 29 122 88 05. 121 157 1'5.. 219. 295 193 100r 79 57.: 27 0 2288 0.0% 07:00 129 17:00 295 0 2288 0.0% •- - r. •.•. •fa-Y.'q.,fi+1. a. w�.axnin.WlJltrS.:.Ll.n.ar56442 .Krr I hJ1.Y1A.ii •la.� -Jr^ la.}..1C4R.iLRRNi.Y'r\r+.1,.":“rtF“:y. LJrLtalnLajl'.ltcl'.lfr.LLY.W. iu Lc.Y•ade5Y.i..ra.lsll..aK6n...a'4.1•wlriTALai" ..LYLI[.YiAM.•n1-a:f'F+.H"4•Lud4M q+frfi./.i..Ir/•A.Yft..lhi/If.J'.1i..4s•l,'.KLfi.V.51Y i:..•.J•.:'•:R_Vf.w..IhR• r-L-1-*•'•-1n%'n•M.1lMYn1N•nJ'..T'V441f 15.f.rai.Mi«WiW'..N'L•Vn*•u......Y.YM•..wR•J.Y.'.M4Y.•444.1h M.Mf•4 i.aawni.:.w--- .. Page 1 Location: C R-'13 S/O CR-6 City: FIRESTONE County: WELD Direction: SOUTHBOUND -NORTHBOUND SB Cars & Time Bikes Trailers 07/27/10 0 4 OP0. 02:00 03:00 04:00 0:00. 06:00 07:00 08:00 09:00 10:00 1 t00 12 PM 1:?Q' 14:00 1 16:00 17:00 18:00 9:00 20:00 22:00 Days Total Percent Ate' Feuk PM Peak Vol. Grand Total Percent 32% 10:00 5 15:00 9 72 3.2% 153 1339 58.6% 2 Axle __Long Buses 1 0 28 20 23 20' 33 23 13 33 44 58 47 2 07':00 35 --17.00 58 479 21.0% COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80206 3034334409 Site Code: 07 603 Station HD: 072603 .r..4•'4f�.. -. s1, .'e. .. • . 1•.n. sa. 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Pod <6 Axl 6 Axle >6 A l _i_.! Tir _-r� r Ie Double Double Double Multi Multi._ Multi... Total 0 0 ( 0 0 0 0 0 207 31 1 37 101 0.7% 9.1% 1.4% 0.0% 1. % 4.4% 11:00 06:00 0:00 08:00 11:00 _ })(yR4 _1_0 4 4 11 17.00 1 ,00 �1 X4.00 15.00 13.06 • 12: 00 3 25 5 1 4 14 1 17 207 0/% 9.1% 31 1 37 1.4% 0►.0% 1.6% 101 4.4% 1 0 0.0% 0.0% 1 0 0 0 0 0. 0 ( 0 0 0 0.0% 0.0'a 0.0% 0.0% •,+e•-.i•.a.w:• .+wee -. 2285 07:00 165 17:00 253 0 0 2285 0.0% 0.0% -`'--•"•'-^,,•-1.-r-t44T.'l..e.•1. arKP.+Rft'F:s:n• Z•ohi el.•.rx. b�.ntcr. x:01,-•. ,..r y . . r . . .• L..c t u n�ta1•a/.•ti ',she 1 L�, a. w! curia n1uX�1[MaJ....M 1N.YA4. 1� Mn/-i.� tn........1....,.w.n ....--.--..•... 4.. •i.:.Yt.tJ V..+lr.'.i b'.1M1i l:Lht�:. L4 {.v. r— val.. 1 h.t" .1.1..4.1.1.4L ' {W.W aG:a..mn i� t. t'.ar. " L .. '1° •y �4�.,'u�/IUYfM.ii•.:i.•I/�l•i1N%�f.NGI't14t,Si1..,i.lp..;:d36n:.nuA;rc:.r...:i�t•...ixl•...a�.•o•.aL.�i.•u..n ref_.6.n•-.,:.n�..;rs,v?asY•L�rr u-b.�•AscJ,,\..r'r�1L.\...-.nl Sn..nri..f..:f...V��.1.,a0.n...fd�14..IW.•.1^.MNN 4'4 rV•i•• 1• Page 2 Location: +CR-6 DO CR-13 City: FIRESTONE County: WELD Direction: WESTBOUND -EASTBOUND EB _ to ar 84- 2 Axle Trailers 2 0 Time 07/27/16 01:00 02:00 03:00 04:00 e. O5:00 06:00 0 07:00 08:00 3 t . 09:00 0 10:00 0 11:00 1 12PM 1 1300 ! 0 14:00 . , 2 15:00 ' 16:00 3 .-:17:00 3 18:00 0 19.00 0 20:00 0 21:00 22:00 Bikes a a 0 0 0 0 1 6 13 22 19 18 19. 20 1 15 10 7 11 8 .00 1 . .3 1 Day Total Percent AM Peak Vol rr M yR• e_ ��y/� F ak Vol. Grand Total Percent 16 1.4'°. 08:00 3._ 17:00 3 83 567 50.0% 06:00 40 16 567 1.4% 50.9% 235 21.1% 06:00 19 16:00 28 235 21.1% COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80206 303-333-7409 2 Axle Buses 6 Tire 0 0 t 40 19 0 2 0.2% Site Code: 072602 Station ID: 072602 3 Axle 4 Axle <5 A►xl .�.5 Axle >6 Ail <6 Asti _ - 6 Axle >6—Axl Single a__ Single Double Double Double Multi Multi Multi } 0 0 0 V 1 1. 0 0 0 0 0 0 a 0 0 0 0 0 0. 0 0 0 0 1 I 0 124 19 69 63 1 17 0 0 0 7 6 20 13 1 9 16.•• 11 7 2 4 2 0 0 1 1 0 2 2 0 0 1 1 1 1 6.2% 5.7% 0.1% 1.5% 11.1% 1.7% 11:00 09:00 08:00 - 08:00 r 11:00► 08:00 08:00 1 9 9 1 _3 20 2 12:00 15:00 12:00 12:CI0 13:00 15:00 1 8 9 2 16 2 2 69 63 1 17 124 0.2% 6.2% 5.7% 0.1% 1.5% 11.1% 19 1.7% 0 o 0 a a a �0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0.0% 0.0% _ 0 0 0.0% 0.0% 0 0 0 0 0 0 r ' 0 a 0 Total 3 5. 3 2 9 29 71 54 70 55. 49 64 53 67. 71 78•: 116 76.. 44- 32 23 15 0.1% 09:00 06:60 1 71 17:60.r 119 1 1114 0.1 % .. ,....r --.w •••••••,, ...4...._r,f. rl' ..- 0,- eh ».• .s.N.ktnr4N.f'• atta: c.r._=trr..M.iu�aA.:ul..rJ.+n.'.:e�:..1b...S,s.p.x+r-.. Ie.W.i.==.:f.'4.:ar.$.44 s44.aA4 .Arun •I or-1Lv41.Sle.Sa%4 up,aroti-wan-e.a<.t .. .,n,,:... ::....srL:.t.IJJAtJYy'{'Y.M1rFai.C..tit,. �.ii.. tLCTgiLTn rF�f.4�wlei.;1.1P.faY4•.9s.{ld.S.l:4ri/.fiY,1e4Z.s's%F•rv�'a:-era a4e6n:.c:A:Rks..S�'e r3K'-•.�!J.'..Jf.9'J✓J{�4'.M1t.U�n`!�-lh,:!.N'.�/A'.J. 1'��'f L.S•xo•.. -.L.•..v.ti� ..:J::...a 4•.:�--.•:•mot:=F.Ni=-ra'5. .. .. r.d.. rJ ....ra..t...SYir..Jk.15...V11. WJA ni..J uNJ ii...1—.....•.a • Page 1 Location: cR-6 DO CR-13 City: FIRESTONE County: WELD Direction: WESTBOUND -EASTBOUND TBcUND Start Time _ 07;'7/16 01:00 02:00 03:00 04:00 Cars & Bikes Trailers 05:00 1 06:00 3 07.0. 0 1 08:00 0.9:00 10:00 11-.00: PM 13:00 14:00 15:00 0 16:00 .17:00 18:00 19.00 2 0: 00 1:00 22:00 3:00 Day Total 18 635 0 0 .0 0 :f 5 8 27 COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80206 303433-7409 2 Axle 2 Axle 3 Axle 4 Axle <5 4x1 -5-Axle >6 Jr x! <6 AxI 6 Axle Long._ Buses 6 Tire _ Single „�- SingI ublle Double Double . Multi _Multi .. 0 0._ 0 1 0- 0 0 0 0 6 16 22 0 0 0 4 0 0 0 0 0 0 2 0 0► 238 0 50 71 1 12 146 Percent 1.5% 53..9% _ 20.2% 0.0% 4,2% 6.0% 0.1% 1.0% 1 .4% AM Peak ---..11:00 0.7:00 _... 07:00 - .� .._.,_..._....... - . 09:00 09: 00 _. " 07:00- - .� r Vol. 4 83 PM Peak 16:00 40 bonam-an —1_ ':00 _ 12:00 Vol. 2 52 33 6 Grand Total Percent 18 635 1.5% 53.9% 238 20.2% 0 50 0.0% 4.2% 28 6 9 2 19 8 0 Site Code: 072602 Station ID: 072602 >6 ,Ax I Multi 0 0 0 0 1179 0.7% 0.0% 0.0% 0.0% _ m_ ... 0:00 _...._. _.._ �.._....___.- 0:00 1 13:00 13:00 14:00 13:00 12:00 _... 9 1 4 71 1 '12 6.0% 0.1% 1.0% 12 1 146 12.4% 8 0 0.7% 0.0% 0.0% 0.0% 134 17:00 94 0 0 1179 • • • •••••_...LL.•.,.f.:ya...l'ru,'. 4.4LS'<"tint. ;WO .2.Y...'..:"Ce*C '.84444;1?fidlib•J2Jrltak4I Li1•�Y ��. -+ , - r . • ,.t ss- f-r.+RJ.}-a.:a.u.u,•wisp •.•%`'tv.ti7.•.+:rir.•=4•in+SAdieA•1.LL..IiMrNY../Jq...1I.�9.•w[iM..1111H.�•N�ni .+..-.J......—w.�.•.«...1•._..•.._••».'. - •-. A r�•r3 •*.f�...'+•+.;I Inf.', �1�Wq.Cja'••::.IOJd..-.:$-AP.c..:nr+nV:clJoa3.t• .�a:.+:1..4-a:.l.u.-fs:.�.:...as.4-• uJ.x�1. •f• •w..:s :.J.•::rtrcu.=:s.:..:.a nd.t. a u•.J. S--,A.i .s:, l.Qa iF E..U. 4.w. .n. rrnr •..:r, :.,& j�.' •,:- • s• ••:wt.•ts.-r.:,C_td-u.s✓Lr Uws �f'tr.�.aa,Ci5:.:..acrk•��. r'#Y �Yi;•-r- .S e ' Page 1 Location: DR -S W/O CR-13 City: FIRESTONE County: WELD Direction: EASTBOUND -WESTBOUND ES Start Cars & 2 Axle Time fillies Trailers ._.....V,.IY..I.�.y..fer�sa. 07/2711 0 0 01:00 02:00 03.00 04:00 .048..0"0 06:00 07.00 03:00 09:00 10:00 11:00. 12 PM 13:00 0 14:00 15:00 16:00 17:00 18:00 19.00 20:00 21.00 22:00 23.00 1 Day 23 Total Percent 43.7% AKAPear 08;0} Vol. 4 a. �.®a W-� arW.s rw. P h- Peak 1o:00 Vol. 5 Grand Total Percent 302 LoRga 0 120 COUNTER MEASURES INC. 1889 YORK STREET D€NVER,GOLORAaO 80206 303-333-7409 2 Axle Buses 6 Tire 0 0 1 67 3 Axle n 4 Ale <5 Axi 5 Axle >6 MI Single Skt9le Double Double Double 0 0 0 0 1 Site Code: 072916 Station ID: 072616 NMf+-11 ,..41 44_44_. _.. <6 AxI.. 6 Axle >6 AxI Multi Multi Multi Total .Nsap ,r.aysauna - -.i a ........ eR... • 0n 0 0 1 0 0 3 0 0 �.•• 1 0 0 _ •1-�•+fw1.Rn.r .s.rT.+-s. v.r. r.+-�_r-e. �. »r.— � Y- --. • 27 2 37 98 17.4% 0.1% 9.7% 3.9% 0.3% 5.4% 06:00 09.00 _.. 08:00 w 08 00- 08:00 - 11.00- 19 _ .�.__. 7 8 4 1 4 �1 17:00 :00 19:00 14:00- 15:00 . 80 19 1 7 4 23 302 3.3% 43.7 120 17.4% 1 67 0.1% 9.7% 27 2 3.9% 0.3% 14:00 9 13 0 691 0 141% 1.9% 0.0% 0.0% 11:00 12 13:00► 15 37 98 5.4% 14.2% 4' 08:00 2 15:00 2 13 1,9% 0 0 0.0% 0.0% 22 42 39 47 56 56 77 0.1% 09.01 11:00 42 18:00 77 1 691 0.1% . 1... :.ri.Y. .'w•'.r.:.... L:.._J.." •..1•"."141..%.• �.,a}.. _ -- .Il.-1; nrNiu4..w.✓..IM.wti1}.1.9a4o:'%c-t 4.�P ......:-•...'1 n14n+.1.ntI.U/..:Y:"frradS!`8.:.:'1ii$Anin"•?1 �'�i4:•K:i.+..4..'..I. J.I13S,.!-I.: v'. _.. 4444 . .'y.. ... - -. I.'!: .j• al fJ•i•K14.�itvLVFlE.�1+4f.-y.sa WA.iJ.Y..irl«Y.•L•y�Kl.r�l+K•+.�JV..n�.�. :1-11T 7.YI•�Ihf..VY'lH..c.4ti�+Fa+M.#E'lt....'•by..`v.t-.a��•..1�..n.nA..nin..i.....41L../'..A'dLir'.14.\s wSi�... •. •.-.•.! �. a .n. .. ...-.44.1...IM.1..MwbMb0.1:.5L4Udid.ir•a•R k hlllv.4.4 .ib.[ALsR'r.•.b.m.. R'.•i f.-+-•.. .. -. Page 2 Location: CR-6 W/O CR-13 City: FIRESTONE County: WELD Direction: EASTBOUND -WESTBOUND COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80206 3034334409 Site Code: 072916 Station ID: 072616 WB Cars& 2 Aire 2 Axle 3 ie S Axi 5 Artie >6 Axi - Time Bikes Trailers Long_ Buses n. 6 Tire Single Single Double Double Double w Multi Multi Multi 0 07/27/"16 - 02:00 !03:00 04:00 ■, 05:06:00 08:00 0:00: 10:00 11:00 12 PM 13:00 14:00 15:0Q 16:00 17:00 18:00 1:00 20:00 22:00 :00 Day Total Percent Am Peak Vol. PM Peak Vol. Grand Total Percent 2 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 4 0 1 0 0 0 11 11 0 7 18 0 11 1 5 10 37 48 38 '10. 13 13 16 1. 22 16 21 30 10 3 10 6 4: 6 3 5 6 7 345 136 0.9% 44.1% 17.4% 06.00 07:00 07:00 _2 -548 1' 8 16:00 17_:00 � ....17:00 1 30 7 345 0.9% 44.1% 0 3 9.4% 8 6 7 2 1 0 0 0 1 0 0 0 c 72 68 2 1 3 3 3 1 0 e1 Q. 0 1 11 12 12 13 6 10 14 8 10 8 783 19 123 0 2 1 0 0 9.2% 8.7% 0.3% 2.4% 15.7% 1.0% 07:00 09:00 07:00 07:00 03:00 8 10 2 13 2 14:00►14:00 1 5.00 .._. 13:00 12.00 rr_.r 14:00 16 1 8 8 1 3 14 136 17.4% 3 0.4% 72 9.2% 68 8.7% 0.3% 19 123 2.4% 15.7% 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% 1 8 1.0% -iarw_.'-- -- _**,. y.Ld..lu. ..w_..,.._ _._.. Total 2 59 77 41 42 42 4 61 45 49 53: 27 33- 17 07:00 92 •... -. '.,Wtl...,.1.AL__._...r .eent\........ 0 0 0.0% 0.0% 14:00 61 0 783 0.0% ..b... S V,a)-. • i14.•.4 .uy,lt..•••,• .. 4..-ii•Jr.. b. I .L:• •. 1 i• J.3a t•• . ... & !1., �""-t.rt?C .0 I•.t n*.,--fr 'AS"'..c .a .....•N M1Y_.(.r.1_.....�...Y...4pyA r•n••x.•i•.a., tt,l.•aR...➢.:.d T}it.•i:.\r' .--. 7L1d .w..b sw.Iin.. la'3 ..i N?'iY111A4i./.TtwlkY�.•c$U•1Z{1t14/•4�ii N{�:{•I.�]: iti e�i:X'3:+11J![.i....r.i]S,f.Eel..r.'1.�9RLl-L•SAY...A.I•..C«tW�•::..i•.1.•�:.[i..ti.K.11.�Y..'.•:h:eri..!-t\R.".�:a,�:.qtr'.I•.it�RtISI1Cl•.T!.T'..1.:-1•:l:-Ir•:.G-'.fw:... lAwa..r- ..A4.:e•rfw... f N.M..• w.l ..f �14f '/.. r4 f Appendix B Level of Service Analysis Synchro Printouts Year 2016 Existing AM and PM Peak -Hour Level of Service Analysis (Synchro Printouts) HCM 2010 TWSC 1: WCR 13 & Summit Blvd. 10/12/2016 Intersection Int Delay, s/vela Movement 1.7 Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor LanLane/Mlor Mvmt Capacity (veh/h) HCM Lane VAC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) EEL EBT EBR -WEILT WE3R 4 11 0 4 11 0 0 0 0 Stop Stop Stop - - None go 92 0 4 M - 0 0 92 0 12 92 0 0 Marior2 365 360 199 202 202 - 163 158 - 7.1 6.5 6.2 6.1 5.5 6.1 5.5 3.5 4 3.3 595 570 847 805 738 844 771 - M 571 552 847 571 552 779 738 805 746 Es 11.7 B 0 0 0 9 1 9 1 0 0 Stop Stop Stop - None 92 0 0 Minorl - 0 0 92 11 10 M 92 0 1 366 401 73 158 158 208 243 7.1 6.61 6.2 6.1 5.61 6.1 5:61 3.5 4.099 3.3 594 524 995 849 750 799 688 - - 570 507 995 570 507 822 726 786 688 S 11.9 B NBL NBT NBR EBLOWBLn 1 SBL SBT SBR 1320 - 0.032 7.8 A 0.1 M - 557 533 1540 0.029 0.02 0.001 - 11.7 11.9 7.3 - B B A 0.1 0.1 0 M ye Ss l`BL NBT NBR 39 67 0 39 67 0 0 0 0 Free Free Free - None 725 - 725 0 0 92 92 92 3 9 0 42 73 0 Majorl 241 4.13 2.227 1320 M 1320 IN NB 2.9 0 NIP M - SB1.. BT SBR 1 145 77 1 145 77 0 0 0 Free Free Free - None 405 0 0 92 92 0 6 1 158 Major2 73 - 4.1 IP 2.2 1540 - 1540 SB 0 0 M a 92 1 84 a - - MI a 2016 AM Peak -Hour Existing Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 1 HCM 2010 TWSC 2: )NCR 13 &WCR6 10/12/2016 Intersection Int Delay, siveh 5.3 Movement - ESL EBIEBR WBL WBT WBR lBT 1:. RT SBR Traffic Vol, veh,h Future Vol, vehlh Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 1 29 6 1 29 6 0 0 0 Stop Stop Stop - None 92 0 1 0 0 92 14 32 92 17 7 33 70 42 33 70 42 0 0 0 Stop Stop Stop - None - 92 7 36 0 0 92 2 76 - - 92 10 46 15 73 26 15 73 26 0 0 0 Free Free Free - None 725 - 725 92 0 16 0 0 92 0 79 - 92 15 28 17 130 7 17 130 7 0 0 0 Free Free Free - None 725 - 725 0 - 0 92 92 92 18 2 14 18 141 8 Major/Minor M it r1 Major) Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 351 290 141 178 178 173 112 7.1 6.64 6.37 6.1 5.64 6,1 5.64 - 3.5 4.126 3.453 608 601 869 828 730 834 780 r - 514 587 869 514 587 819 721 710 771 w 309 112 197 7.17 6.17 6,17 3.563 634 881 793 290 79 112 178 6.52 5.52 5.52 4.018 620 803 752 - 6.3 - 3139 960 141 0 0 IND 4.1 2.2 1455 593 605 960 1455 593 605 871 794 743 742 - - MO - - - 79 0 0 4.28 2.362 1424 IS 1424 Oa - - - - a a - A D roach EB B NB SB HCM Control Delay, s HCM LOS Minor Lane/Major-Mvmt Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) RCM Lane LOS HCM 95th %tile Q(veh) 11.2 B 12 B NBL NBT NBR EBLn I V B_Lr •BT $13R 1 0.8 1455 0.011 7.5 0 618 674 1424 -0.0630.2340.013 - 11.2 12 7.6 - B B A - 0.2 0.9 0 - - 2016 AM Peak -Hour Existing Traffic Volumes Synchro 9 Light Report ASC1 Multi -Use Commercial Development Page 2 HCM 2010 TWSC 6: 1-25 Frontage Rd. &'klVCR 10/12/2016 intersection Int Delay, s veh Movement Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, itihr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 7.1 EBL EBT EBR 6 9 11 6 9 11 0 0 0 Stop Stop Stop - Nona - 92 17 7 0 0 92 0 10 a .. 92 9 12 BL WBT WBR 20 28 48 20 28 48 0 0 0 Stop Stop Stop - None - 92 20 22 NBL ITT . NEAR 4 21 4 4 21 4 0 0 0 Free Free Free - None 0 0 0 0 92 92 92 92 92 11 46 0 0 0 30 52 4 23 4 SQL SBT SBR 21 12 11 21 12 11 0 0 0 Free Free Free - None r 92 24 23 0 0 92 0 13 92 0 12 Major/Minor M nor.2 Minor1 Maior1. Mai r2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 140 65 75 7.27 6.27 6.27 3.653 797 909 898 101 19 65 36 6.5 6.29 5.5 - 5.5 - 4 3.381 793 1039 845 869 - 719 778 1039 719 778 906 831 815 866 E$ - 110 34 76 7.3 6.3 6.3 3.68 828 938 890 HCM Control Delay, s HCM LOS Minor Lane/M Mvrnt . Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %file Q(veh) 9.4 A 9.9 105 25 34 71 6.61 5.61 5.61 4.099 768 849 818 6.66 3.714 937 IMI 25 0 4.1 2.2 1603 799 753 937 1603 799 753 935 846 855 805 NB 0 27 0 4.34 - 2.416 1455 1455 SB - - - MP MIII a A 1 3.6 1603 0.003 7.3 A 0 - - 0 A - 852 846 1455 - 0.033 0,123 0.016 - 9.4 9.9 7.5 - AAA - 01 0.4 0 - 0 A MIll a 2016 AM Peak -Hour Existing Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 3 HCM 2010 TW 1:'WCR. 13 Summit Blvd. 10/12/2016 Intersection I nt Delay, slveh 4.6 Movement EBL • BT EBR WBL WBT WBR NBL N BT NBA °SW.. Sf3T SBR Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvrnt Flow 102 9 60 102 9 60 0 0 0 3 0 3 0 0 0 Stop Stop Stop - None 92 1 111 0 0 92 11 10 Ma 92 5 65 Stop Stop r 92. 0 0 0 0 92 0 3 0 0 0 Stop None 92 0 0 28 193 0 28 193 0 0 0 0 Free Free Free - None 1 137 1 137 0 0 Free Free 725 - 725 405 ✓ 0 0 92 92 92 7 4 0 30 210 0 r - 0 0 92 92 0 6 1 149 31 31 0 Free None 92 0 34 MajoriMinor. Minor lndri Masjorl Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cep -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 440 168 272 7.11 6.11 6.11 3.509 529 836 736 517 517 818 716 439 166 168 271 6.61 6.25 5.61 5.61 - 4.099 3.345 498 871 743 669 - 487 871 487 742 654 476 456 271 271 205 185 7.1 6.5 6.1 5.5 6.1 5.5 3.5 4 503 504 739 689 802 751 450 450 723 732 493 493 674 750 210 6.2 - 3.3 835 r 835 183 0 4.17 - 2.263 1362 ✓ 1362 0 ✓ - r 210 0 0 r 4.1 2.2 1373 IMP r 1373 IMP - Approach EB 12.4 B SB HCM Control Delay, s HCM LOS 13.6 B B 1 Minor L0ejd,Mv'.t. _. N NET L BT B Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1362 0.022 7.7 A 0.1 2016 PM Peak -Hour Existing Traffic Volumes ASCI Multi -Use Commercial Development - 601 493 1373 - 0.309 0.007 0.001 - 13.6 12.4 7.6 - B B A 1.3 0 0 r r - Synchro 9 Light Report Page 1 HCM 2010 TWSC 2. Y Y CR 1 & CR 10/12/2016 Intersection int Delay, slveh Movement Traffic Vol, vehlh Future Vol, vehlh Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow a r/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver May Cap -2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS 4.1 Miror Lane/Major Mvmt Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) ESL EBB EBR 8 41 16 8 41 16 0 0 0 Stop Stop Stop None 92 0 9 0 0 92 5 45 Min0r2 509 475 240 240 269 235 7.1 6.55 6.1 5.55 6.1 5.55 3.5 4.045 478 484 768 701 741 705 419 419 761 667 ES 13 B 92 0 17 BL WBT WI3R 29 43 20 29 43 20 0 0 0 Stop Stop Stop - None 92 7 32 Minorl 177 506 235 271 6.2 7.17 6.17 6.17 3.3 3.563 871 469 757 724 a Wm 468 871 468 684 698 0 0 92 2 47 475 235 240 6.52 5.52 5.52 4.018 488 710 707 Fl. 92 10 22 . NBT N8 12 192 46 12 192 46 0 0 0 Free Free Free f - None 725 725 0 0 92 92 92 8 2 2 13 209 50 Magorl 209 177 0 6.3 3.39 812 OP 418 a 2272 1364 415 472 812 1364 415 472 750 703 647 690 B 14.1 B NBL NET NBR EBLn1WEILni SEL SST SBR 1364 0.01 7.7 A 0 - 520 496 1333 - 0.136 0.202 0.024 - 13 14.1 7.8 B B A 0.5 0.7 0.1 a lell NB 0.4 _ a a IMPS SBL SBT SBR 29 163 6 29 163 6 0 0 0 Free Free Free - None 725 - 725 0 0 92 92 92 7 2 50 32 177 7 a. 209 IMP 4.17 2,263 1333 1333 PPP SS 1.1 a _ PP P I f OMP IPS PP f 2016 PM Peak -Hour Existing Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 2 HCM 2010 TWSC 6: le25 Frontage Rd. VAC6 10/12/2016 Intersection Int Delay, slveh 6.5 Mc:vernent EBL EBT EBR WEL WBT WBR NBL NBT NCR Set SBT SBR Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 10 28 4 10 28 4 0 0 0 Stop Stop Stop - None 0 0 92 92 o 0 11 30 92 0 4 11 21 37 11 21 37 0 0 0 Stop Stop Stop - None 92 0 12 0 0 92 5 23 9.2 8 40 8 30 10 8 30 10 0 0 0 Free Free Free - None 92 0 9 0 0 92 0 33 IS 92 0 11 46 18 46 18 0 0 Free Free 92 15 50 0 0 92 0 20 9 9 0 Free None 92 0 10 Molor/MiflOr Minor2 Minorl. Major1 lea&cr2. Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwwry Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 211 185 24 124 124 87 61 7.1 6.5 6.2 6.1 5.5 6.1 5.5 3.5 4 3.3 750 713 1058 885 797 926 848 681 681 880 860 - _ 685 1058 685 770 843 - 197 184 38 55 55 142 129 7.1 6.55 6.28 6.1 5.55 6.1 5.55 - 3.5 4.045 3.372 766 705 1017 962 843 866 784 .. s 715 677 1017 715 677 956 838 800 757 29 0 4.1 2.2 1597 _ 1597 _ - lob 0 43 0 Y - 4.25 - 2.335 1486 - _ 1486 _ - IMP _ - 0 - _ - - _ �. roach 10.4 WB NB 4.7 HCM Control Delay, s HCM LOS S 9.7 A 1.2 Minor. Lane/Major ivmt NIBL NBT - BR -B 1 WBLni _ _ BL 3T Capacity (veh/h) HCM Lane VIC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1597 0.005 7.3 A 0 0 A - 708 833 1486 - 0.064 0.09 0.034 - 10.4 9.7 7.5 - B A A - 0.2 03 0.1 • 2016 PM Peak -Hour Existing Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 3 Year 2018 Background AM and PM Peak -Hour Level of Service Analysis (Synchro Printouts) HCM 2010 TWSC 1: WCR 13 & Summit Blvd. 10/11/2016 Intersection kit Delay, s/veh 1.7 Movement :ESL EBB' gaR_ WBL SST R NBL NBR. Traffic Vol, vehlh Future Vol, veh/h Conflicting Reds, #ihr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 4 12 0 4 12 0 0 0 0 Stop Stop Stop - None 4111 _ 92 0 4 0 0 92 0 13 92 0 0 0 9 1 0 9 1 0 0 0 Stop Stop Stop - None _ 92 0 0 0 0 92 92 11 0 10 1 a O NO 41 71 0 41 71 0 0 0 0 Free Free Free - None 725 - 725 92 2 45 0 0 92 8 77 - 92 0 0 1 153 82 1 153 82 0 0 0 Free Free Free - None 405 0 - 0 92 92 92 0 5 1 1 166 89 _ Major/Minor Minor2 Minorl Majorl j Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor LaneiM torMvmt Capacity (veh/h) HCM Lane' WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 385 379 213 213 172 166 7.1 6.5 6.1 5.5 6.1 5.5 as 4 577 556 794 730 835 765 552 537 834 552 537 767 730 794 739 EB 11.9 B NBL N 1310 0.034 7.8 A 0.1 _ 211 386 424 77 166 166 - 220 258 6.2 7.1 6.61 6.2 6.1 5.61 6.1 5.61 3.3 3.5 4.099 3.3 834 576 508 990 841 744 787 678 r i 255 0 4.12 2.218 1310 - 550 490 990 1310 550 490 812 718 772 678 we 12.1 B R: 8L 1. tri/Blanl BL - 541 516 1535 - 0.032 0.021 0.001 - 11.9 12.1 7.3 - B B A - 0.1 0.1 0 r Mg NB 2.9 0 - - 77 OM 4.1 - - 2.2 1535 - 1535 a B 0 0 - s r 0 _ _ - al _ 2018 AM Peak -Hour Background Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 1 HCM 2010 TWSC 2:WCR 13& WCR6 10/11/2016 Intersection Int Delay, s/veh 5.7 Movement Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #ffir Sign Control RT Channeiized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow EBL EBT EBR 1 32 6 1 32 6 0 0 0 Stop Stop Stop - None 1,1 - 0 0 92 92 0 13 1 35 o. 92 17 7 WBL 'B T 44 75 35 44 75 35 0 0 0 Stop Stop Stop - None 92 27 48 0 0 92 30 82 92 14 38 NBL NBT NBR 16 77 27 16 77 27 0 0 0 Free Free Free - None 725 - 725 0 0 92 92 92 0 0 15 17 84 29 SBL SBT SBR 18 138 7 18 138 7 0 0 0 Free Free Free None 725 - 725 0 - 0 92 92 92 17 1 14 20 150 8 Major/Minor Minor2 Minorl Ma or1 Ma or2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 367 307 150 189 189 178 118 7.1 6.63 6.37 6.1 5.63 6.1 5.63 - 3.5 4.117 3.453 593 589 858 817 724 828 777 - 495 574 858 495 574 807 714 699 768 SEP 328 118 210 7.37 6.37 6.37 3.743 580 829 738 307 84 150 118 189 - 6.8 6.34 4.1 5.8 - 5.8 - 4.27 3.426 2.2 563 943 1444 747 - 694 - 538 549 943 1444 538 549 819 738 687 684 - 0 0 w MEN 84 0 4.27 2.353 1423 - 1423 a EEO a GIN Approach EB WE NB SB HCM Control Delay, s HCM LOS 11.4 B 13.2 B 1 0.8 Minor Lane/Moor Mvrnt NBL NBT NBR BL 14'uBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1444 0.012 7.5 A 0 NIB - T - 602 603 1423 - 0.07 0.278 0.014 - 114 13.E 7.6 - B B A - 0,2 1.1 0 INS - 2018 AM Peak -Hour Background Traffic Volumes ASCI Multi -Ise Commercial Development Synchro 9 Light Report Page 2 HCM 2010 TWSC 6: 1-25 Frontage Rd. & WCR 10/11/2016 Intersection Int Delay, s/veh 7.1 Movement Eel. EBT EB Va INBT WE3R NBL NBJ B SFr SBR Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % My mt Flow 6 10 12 6 10 12 0 0 0 Stop Stop Stop None 92 17 7 0 0 92 92 0 8 11 13 - 21 30 51 21 30 51 0 0 0 Stop Stop Stop - None 92 24 23 0 0 92 10 33 92 45 55 4 22 4 4 22 4 0 0 0 Free Free Free - None 92 0 4 0 0 92 0 24 r 92 0 4 22 13 22 13 0 0 Free Free 92 22 24 - 0 0 92 0 14 12 12 0 Free None 92. 0 13 Major/Minor Minor2 linorl Major1 Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 147 68 79 7.27 6.27 6.27 3.653 788 906 894 105 21 68 37 /.� 6.5 6.28 5.5 5.5 - 4 3.372 789 1039 842 868 706 773 1039 706 773 903 828 806 865 115 35 80 7.34 6.34 6.34 3.716 813 927 877 110 26 27 0 0 35 - 75 6.6 6.65 4.1 6.6 5.6 - 4.09 3.705 2.2 765 939 1600 850 817 re 782 750 939 1600 782 750 924 847 840 803 ME VII - IMO s - A a 28 0 4.32 2.398 1465 1465 MS - a Approach ES WB HCM Control Delay, s HCM LOS 9.4 A 9.9 A 1 3.5 Minor Lane/Major. Mvmt N k. NaT _ Bi 8Ln 1 BLn 1 —SBL.Sep' R Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1600 0.003 7.3 A 0 0 A IMP - 849 842 1465 - 0.036 0.132 0.016 - 9.4 9.9 7.5 - AAA - 0.1 0.5 0.1 0 A MO 2018 AM Peak -Hour Background Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 3 HCM 2010 TWSC 1: WCR 13 & Summit Blvd. 10/11/2016 intersection Int Delay, slveh 4.8 Movement EBL BBT EBR 1 BL WST JV'Bf NBL NIBT NBRL S " SBR Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 A . , :roach HCM Control Delay, s HCM LOS Minor Lane/Ma'e.r Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 108 9 63 108 9 63 0 0 0 Stop Stop Stop - None 92 1 117 0 0 92 92 11 5 10 68 467 465 176 178 178 289 287 7.11 6.61 6.25 6.11 5.61 6.11 5.61 - 3.509 4.099 3.345 508 482 859 826 735 721 658 a 496 470 859 496 470 806 734 700 642 14.3 B 141 0 0 0 Stop a 92 0 0 3 0 3 0 0 0 Stop Stop - None 0 0 92 0 3 92 0 0 504 483 222 287 287 217 196 7.1 6.5 6.2 j6,1 5.5 6. 1 5.5 3.5 4 3.3 482 486 823 725 678 790 742 a a 30 204 0 30 204 0 0 0 0 Free Free Free - None 725 - 725 _0!y - 0 92 92 92 7 3 0 33 222 0 193 a 4.17 2.263 1351 428 474 823 1351 428 474 707 661 717 741 12.6 B BL NBT e EBLfl iWB141 6L. B _ S8R IS 1 a 114 a 0 a dna a 1 145 33 1 145 33 0 0 0 Free Free Free - None 405 - - 0 - 0 92 92 92 0 6 0 1 158 36 222 411 4.1 2.2 1359 1359 a 0 a 44 MB VS a a 1351 0.024 7.7 A 0.1 VP 2018 PM Peak -Hour Background Traffic Volumes ASCI Multi -Use Commercial Development B B - 1.5 0 - 580 474 1359 - 0.337 0.007 0.001 - 14.3 12.6 7.7 A 0 a Synchro 9 Light Report Page 1 HCM 2010 TWSC 2: Y YCR 13 & WCR 10/11/2016 inters on lnt Delay, slveh Movement Traffic Vol, veh/h Future Vol, vehlh Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 4.2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Sig 1 Critical Hdwy Sig 2 Follow-up Hdwy Poi Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 i roach- HCM Control Delay, s HCM LOS ESL: DT _ EBR 8 43 17 8 43 17 0 0 0 Stop Stop Stop None 92 0 9 0 0 92 5 47 finor2, 540 504 255 255 285 249 7.1 6.55 6.1 5.55 6.1 5.55 3.5 4.045 456 466 754 691 727 695 Minar:LanefMajar Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 395 395 746 650 EB 13.4 S 449 449 673 688 92 t 18 188 6.2 3.3 859 859 ^VBL. WBT !BR 31 45 21 31 45 21 0 0 0 Stop Stop Stop None - 92 6 34 Winc1 537 249 288 7.16 6.16 6.16 3.554 449 746 711 0 0 92 2 49 504 249 255 6.52 5.52 5.52 4.018 470 701 696 92 10 23 NBL NBT 13 203 13 203 0 0 Free Free 725 - 0 0 92 92 8 2 w 14 221 hitabral 221 188 6.3 4.18 3.39 2.272 799 1351 - 393 453 799 1351 393 453 738 694 631 678 IIIP 0.4 Nit NBT - NBR Ln1 Ln1 BL SBT SBR 1351 0.01 7.7 A 0 - s - 501 474 1325 - 0.148 0.222 0.025 13.4 14.8 7.8 - B g A - 0.5 0.8 0.1 - a r NBR Sala SBT 49 49 0 Free None 725 92 2 53 0 a - a 31 173 6 31 173 6 0 0 0 Free Free Free None 725 - 725 r 0 - 0 92 92 92 6 2 50 34 188 7 tort 0 221 OM 4.16 2.254 1325 1325 1.1 0 - a 2018 PM Peak -Hour Background Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 2 HCM 2010 TWSC 6:1-25 Fronta e Rd. & WCR 6 10/11/2016 Intersection Int Delay, slveh 6.5 Movement BBL . BT EBR BL INST. BR N BL BT NBR. SBL SST SI3Ft Traffic Vol, vehlh Future Vol, veh/h Conflicting Reds, #Ihr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 11 30 4 11 30 4 0 0 0 StopStop Stop - None a a 92 0 12 0 0 92 0 33 92 0 4 12 22 39 12 22 39 0 0 0 Stop Stop Stop Gone 92 0 13 ✓ a 0 0 92 92 5 8 24 42 a 8 32 11 8 32 11 0 0 0 Free Free Free - None 92 a 9 - 0 0 92 0 35 r 92 0 12 48 19 10 48 19 10 0 0 0 Free Free Free - - None a a 92 15 52 0 0 92 92 0 0 21 11 Major/ or Minor2 Mined Madd Me'or2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Awe HCM Control Delay, s HCM LOS Ninon Lane/Major Ittivmt Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %file Q{veh) 221 194 26 130 130 91 64 7.1 6.5 6.2 6.1 5.5 6.1 5.5 3.5 4 3.3 739 705 1056 878 792 921 846 IMI 667 676 1056 667 676 873 763 852 841 BB 10.6 B 1593 0.005 7.3 0 A A 0 207 194 58 58 149 136 7.1 6.55 6.1 5.55 6.1 5.55 3.5 4.045 3.372 755 696 1013 959 841 858 778 41 6,28 al 32 a 4.1 mist 2.2 1593 a 701 667 1013 1593 701 667 953 836 789 750 9.8 A MO a NB 1.1 NET. :N BR EBLn 1 Lnt ;$BT..s.$BR - 696 824 1481 - 0.07 0.096 0.035 - 10.6 9.8 7.5 B A A - 0.2 0.3 0.1 0 A a a 0 0 a r a - r a 47 4.25 2.335 1481 1481 - 4,7 ✓ a - - a a a - a a 2018 PM Peak -Hour Background Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 3 Year 2018 Total AM and PM Peak -Hour Level of Service Analysis (Synchro Printouts) HCM 2010 TWSC 1: WCR 13 & Summit Blvd. 10/16/2016 tnt+orsction lnt Delay, s/veh 1.7 Movement EBL .E51- HEW WBL. WBT VVBR l t T NOR .-$13T. • .$B Traffic Vol, veh/h Future Vol, vehlh Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 4 12 0 4 12 0 0 0 0 Stop Stop Stop - None NM 92 0 4 0 0 92 0 13 92 0 0 0 9 1 0 9 1 0 0 0 Stop Stop Stop - None 92 0 0 0 0 92 92 11 0 10 1 41 75 0 41 75 0 0 0 0 Free Free Free - None 725 - 725 92 2 45 0 0 92 13 82 IMI 92 0 0 1 162 82 1 162 82 0 0 0 Free Free Free - None 405 - 0 - - 0 - 92 92 92 0 9 1 1 176 89 Macy/Minor Min r-.2 MirsOr Major = or Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % May Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 399 394 221 223 223 176 171 7.1 6.5 6.2 6.1 5.5 6.1 5.5 3.5 4 3.3 565 546 824 784 723 831 761 a 541 527 824 541 527 757 723 790 735 400 438 82 265 0 0 171 171 229 267 71 6.61 6.2 4.12 6.1 5.61 - 6.1 5.61 - 3.5 4.099 3.3 564 499► 983 836 740 - 778 672 539 481 983 539 481 807 714 763 672 - 2.218 1299 1299 - T 82 0 0 4.1 a 2.2 1528 1528 Approach e HCM Control Delay, $ HCM LOS 12 B 12.3 B 2.8 0 Minor Lane/Major Mvmt NBL NAT BR E8 n 1 Mani. SEA T Capacity (veh/h) HCM Lane VAC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1299 0.034 7.9 A 0.1 a - 530 507 1528 - 0.033 0.021 0.001 - 12 12.3 7.4 - B B A - 0.1 0.1 0 MI - a 2018 AM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 1 HCM 2010 TWSC 2. WCR 1 CR 6 10/16/2016 Inters lnt Delay, shah 6 Movement BBL Ear _EBEZ Traffic Vol, veh/h Future Vol, vehlh Conflicting Peds, #dhr Sign Control RT Cha.nnetized Storage Length Veh in Median Storage, ft Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 5 32 10 5 32 10 0 0 0 Stop Stop Stop - None 14 92 80 5 0 0 92 16 35 to 1.1 92 50 11 44 75 35 44 75 35 0 0 0 Stop Stop Stop - None on 92 27 48 0 0 92 29 82 IMP _ 92 14 38 25 77 27 25 77 27 0 0 0 Free Free Free - None 725 - 725 0 0 92 92 92 25 0 15 27 84 29 i 18 138 16 18 138 16 0 0 0 Free Free Free _ None 725 - 725 0 0 92 92 92 17 1 44 20 150 17 Major t pr, Minor2 Minor1 Majorl Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 387 327 189 189 198 138 7.9 6.66 6.9 5.66 6.9 5.66 4122 4.144 454 569 662 718 654 756 150 6.7 _ 3.75 784 _ 374 549 784 374 549 648 708 545 740 EB 350 138 212 7.37 6.37 6.37 3.743 560 809 736 327 84 138 189 8.79 6.34 5.79 - 5.79 4.261 3.426 550 943 733 696 M 150 _ 4.35 2.425 1302 _ 512 531 943 1302 512 531 792 718 680 686 wE _ - 0 0 84 _ 4.27 2.363 1423 - 1423 SB 0 a - al 0 _ _ HCM Control Delay, s HCM LOS Minor LanefMaiCu Mvmt Capacity (vehTh) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °tile Q(veh) 12.1 B 1302 0.021 7.8 A 0.1 Mt 13.6 B NBR Wan 1 Slit - 557 583 1423 • 0.092 0.287 0.014 - 12.1 13.6 7.6 - B B A - 0.3 1.2 0 1.5 0.8 2018 AM Peak -Hour Total Traffic Volumes Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 2 HCM 2010 TVVSC 4: Access B & WC R 10/16/2016 Intersection Int Delay, s/veh 0.4 Movement FBT EBR WBL WBT NBL NB Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, St/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 46 10 46 10 0 0 Free Free - None 0 0 92 28 50 U PI 92 0 11 7 109 7 109 0 0 Free Free - None - 0 0 92 92 0 32 8 118 1 1 0 Stop 0 0 0 92 0 1 1 1 0 Stop None a _ 92 0 1 Major/Minor laar1 _ Major Minori Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 _ - elm a - MEI INI IIIIM 61 0 - 4.1 2.2 1555 1555 a 189 55 55 134 6.4 6.2 5.4 5.4 3.5 3.3 805 1018 973 897 - 800 1018 800 973 892 IME w OPP Appro EB NB HCM Control Delay, s HCM LOS 0 0.4 9 A Minor Lan a° Nan 1 EST:; 'EBB_.. t..... War Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %ti1e Q(veh) 896 0.002 9 A 0 2018 AM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development - 1555 - - 0.005 - 7.3 0 - Ay A Synchro 9 Light Report Page 3 HCM 2010 TWSC 5: Access A & WC R 10/16/2016 Intersection 1nt Delay, slveh 1.5 Ivtvvement LBT EBR VVBL V1BT NBL NBR Traffic Vol, vehlh Future Vol, vehlh Conflicting Peds, #fhr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 48 17 48 17 0 0 Free Free - None - 0 0 92 92 10 100 52 18 - 11 99 11 99 0 0 Free Free - None 0 - 92 92 100 23 12 108 11 41 0 Stop 0 0 0 92 100 12 8 8 0 Stop None - - 92 100 9 Ajor l nor - I ajor1 Major2_ - lir1. Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 - - - 71 0 5.1 — 3.1 1083 1083 193 61 132 7.4 6.4 6.4 4.4 618 762 701 611 611 762 693 61 7.2 - - 4.2 786 786 SE Approach . - LB WB NB HCM Control Delay, s HCM LOS 0 0.8 10.5 B lino L major.. Mor t NBLn1 E T EBB: WB1, INBT Capacity (vehlh) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %file Q(veh) 674 0.031 10.5 B 0.1 2018 AM Peak -Hour Total Traffic Volumes - 1083 -0,011 - 8.4 0 A A - 0 Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 4 HCM 2010 TWSC 6: 1-25 Frontage Rd. & WCR 10/16/2016 Intersection lnt Delay, s/veh 7.6 Movement .E13.1„ EBT EB VVBL WBT VVR NBL NBT NBR. Bt. SET _SBl Traffic Vol, venlh Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 6 10 12 6 10 12 0 0 0 Stop Stop Stop - None 92 17 7 0 0 92 92 0 8 11 13 21 30 21 30 0 0 Stop Stop - - 92 24 23 0 0 92 10 33 63 63 0 Stop None 92 54 68 4 22 4 4 22 4 0 0 0 Free Free Free None 92 0 4 0 0 92. 0 24 92 0 4 47 13 47 13 0 0 Free Free - 0 _ 0 92 92 45 0 51 14 12 12 0 Free None IND 92 0 13 Major/Minor Mnor2 Minorl Majorl Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 208 123 85 727 6.27 6.27 3.653 718 846 887 160 21 123 37 - 6.5 6.28 5.5 - 5.5 4 3.372 736 1039 798 868 620 706 1039 620 706 843 768 787 865 - 170 35 135 7.34 6.34 6.34 3.716 747 927 818 164 26 27 0 0 35 - - 129 _ - 6.6 6.74 4.1 5.6 5.6 - 4,09 3.786 2.2 714 918 1600 850 774 - 706 685 918 1600 706 685 924 847 766 745 Y. Imo a IOW 28 4.55 2.605 1347 1347 SDI A proach EB B NB B HCM Control Delay, s HCM LOS 9.7 A 10.3 B 1 5.1 Minor Lan Major Mvrnt NBL. . l .BT NBR EBLni1 WE Ln 1. .S.BL SBBT • .SBR. Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tilE Q(veh) 1600 0.003 7.3 A 0 - 791 802 1347 - 0.038 0.155 0.038 0 - 9.7 10.3 7.8 A - ABA - 0.1 0.5 0.1 0 A w 2018 AM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 eight Report Page 5 HCM 2010 TVVSC 1: WCR 13 & Summit Blvd. 10/16/2016 intersection. lnt Delay, slveh 4.8 Movement BBL Ear EBR ' £ . W ' BR • NBT NBR BBL . -SBT SBR Traffic Vol, vehlh Future Vol, vehlh Conflicting Peds, #/hr Sign Control RT Cha.nnelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 108 9 108 9 0 0 Stop Stop Int OP 92 1 117 0 0 92 92 11 5 10 68 63 63 0 Stop None 0 3 0 3 0 0 Stop Stop _ - 0 - 0 92 92 0 0 0 3 0 0 0 Stop None 92 0 0 30 214 0 30 214 0 0 0 0 Free Free Free - None 725 725 - 0 - 0 92 92 92 7 7 0 33 233 0 1 150 33 1 150 33 0 0 0 Free Free Free - None 405 0 - 0 92 92 0 8 1 163 — 92 0 36 IVIajoriMinor Minor2 Minor Major1: Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 482 481 181 183 183 299 298 - 7.11 6.61 6.25 6.11 5.61 6.11 5.61 - 3.509 4.099 3.345 496 472 854 821 732 712 651 - 484 460 854 484 460 801 731 691 635 ant 520 298 222 7.1 6.1 6.1 3.5 470 715 785 499 233 298 201 6..5 6.2 5.5 5,5 4 3.3 476 811 671 739 - — 199 0 0 on 4.17 2.263 1344 - 417 464 811 1344 417 464 697 655 712 738 - Illt - — 233 0 4.1 2.2 1346 1346 0 - Approach EB RCM Control Delay, s HCM LOS 14.6 B 12.8 B 1 Q Minor Lan aj r Mvmt et. I NBA ELn 1 SBL SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %$le Q(veh) 1344 0.024 7.7 A 0.1 569 464 1346 - 0.344 0.007 0.001 - 14.6 12.8 7.7 - B B A - 1.5 0 0 INF - 2018 PM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 1 HCM 2010 TWSC 2: WCR 13 & V CR 6 10/16/2016 Int Delay, slveh 4.6 Movement EBL EBT EBR was Y:YBT B Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #1hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 18 43 27 18 43 27 0 0 0 Stop Stop Stop - None - 92 39 20 0 0 92 5 47 92 26 29 31 45 31 45 0 0 Stop Stop 92 6 34 0 0 92 2 49 21 21 0 Stop None - 92 10 23 18 203 49 18 203 49 0 0 0 Free Free Free - None 725 - 725 0 92 92 92 28 2 2 20 221 53 31 173 11 31 173 11 0 0 0 Free Free Free - - None 725 ^- 725 0 - 0 92 92 92 6 2 64 34 188 12 Major nor Mir 1nI 188 0 0 221 0 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 551 515 188 255 256 296 260 7.49 6.55 6.46 6.49 5.55 6.49 5.55 .- 3.851 4.045 3.534 393 459 796 674 691 640 687 _ r 339 440 796 339 440 663 673 568 676 me 553 260 293 7.16 6.16 6.16 3.554 438 736 707 515 221 260 255 6.52 5.52 6.52 4.018 3.39 464 799 693 696 - 6.3 4.38 2.452 1244 376 446 799 1244 376 445 724 682 617 678 - a — 4.16 2.254 1325 - 1325 0 A Approach WB HCM Control Delay, s HCM LOS 14.5 B 15.1 0.5 1.1 Minor Lane/la or Mt NBL NEiT NBA EBt_h1 BLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1244 0.016 7.9 A 0 - 476 462 1325 - - 0.201 0.228 0.025 - 14.5 15.}1' 7.8 - B 7/ A - 0.7 0.9 0.1 TIN - 2018 PM Peak -Hour Total Traffic Volumes ASC1 Multi -Use Commercial Development Synchro 9 Light Report Page 2 HCM 2010 TWSC 4: Access B & WCR 10/16/2016 Intersection Int Delay, slveh 0.8 Movement BT ERR WBL 'BT NBL NBR Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #lhr Sign Control RT Channelized Storage Length Veh in Median Storage, Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 82 2 82 2 a o Free Free - None a a 92 20 89 - as 92 0 2 1 73 1 73 0 0 Free Free None r 0 0 92 92 0 16 1 79 9 8 9 6 a a Stop Stop None 0 0 0 92 a 10 92 0 7 Majorl 1**r2 Minor' Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 - We as a - 0 a 91 - 4.1 2.2 1517 1517 S 0 a 172 90 82 6.4 5.4 5.4 3.5 823 939 946 822 822 939 945 90 a 6.2 3.3 973 - 973 Approach EB HCM Control Delay, s HCM LOS 0 0.1 9.2 A Minor Lane/Major M mt NBLn1 EBT EBR V IBT Capacity (vehfh) 876 HCM Lane WC Ratio 0.019 HCM Control Delay (s) 9.2 RCM Lane LOS A HCM 95th Motile Q(veh) 0.1 - 1517 - 9.001 - 7,4 0 A A 0 2018 PM Peak -Hour Total Traffic Volumes Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 3 HCM 2010 TWSC C 5: Access A &WCR 6 10/16/2016 tntertn. lnt Delay, s/veh 2.1 #kvement E T EBR wBL VVE31. NIBL NBR Traffic Vol, veh/h 70 10 7 75 20 14 Future Vol, vehlh 70 10 7 75 20 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0 Veb in Median Storage, # 0 - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 100 100 7 100 100 Mvmt Flow 76 11 8 82 22 15 an Major/Minor Majorl Major2 n� Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 87 0 179 82 82 - - 97 - 6.1 - 7.4 7.2 - - — 6.4 - - — — 0.4 - - - 3.1 - 4.4 4.2 1066 631 763 - - - - 743 - - - - 730 - _ - - - 1066 - 626 763 - - - - 626 a - - 743 - - 724 Approach .;. EB WB NS HCM Control Delay, s 0 0,7 10.6 HCM LOS B Minor Lane/Major Mvnit NE301 EBT EBR vvpi. W T Capacity (veh/h) 676 HCM Lane WC Ratio 0.055 HCM Control Delay (s) 10.6 HCM Lane LOS B HCM 95th %tile Q(veh) 0.2 - 1066 - 0.007 - 8.4 0 A A - 0 - 2018 PM Peak -Hour Total Traffic Volumes Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 4 HCM 2010 TWSC 6: 1-25 Frontage Rd. WCR 10/16/2016 Intersection Int Delay, s/veh 7.1 Movement EBL : �BT ERR. Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 11 30 4 11 30 4 0 0 0 Stop Stop Stop - - None 92 0 12 0 0 92 0 33 92 0 4 12 12 0 Stop 92 0 13 22 22 0 Stop 68 68 0 Stop - None 0 0 92 5 24 - i 92 34 74 8 8 0 Free 92 0 9 32 11 32 11 0 0 Free Free - None 0 92 0 35 92 f 12 61 19 10 61 19 10 0 0 0 Free Free Free - None 92 30 66 IMP 0 0 92 0 21 92 0 11 Major/Minor M_irbt2 I inor1 Mat0rt Jajor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 266 223 26 159 159 107 64 7.1 6.5 6.2 6.1 5.5 6.1 5.5 3.5 4 3.3 691 679 1056 848 770 903 846 593 593 843 804 E B r 643 1056 643 733 841 235 222 41 32 0 0 58 58 177 164 7.1 6.55 6.54 4.1 6.1 5.55 6.1 5.55 - 3.5 4.045 3.606 2.2 724 671 946 1593 959 841 829 757 a - - 665 635 946 1593 665 635 953 836 751 721 B NB ma - - a - r 47 0 0 4.4 2.47 1398 Y 1398 B — - Omo - HCM Control Delay, s HCM LOS Minor rielh ?tor holvnit Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh} 11 B 10.1 B NEIL . NET NBREBLn10113Lnal. SBL 1593 0.005 7.3 A 0 0 A 2018 PM Peak -Hour Total Traffic Volumes - 652 - 0.075 - 11 - B 819 1398 0.135 0.047 10.1 7.7 B A - 0.2 0.5 0.1 SST SBR 0 A 1.1 5.2 Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 5 Year 2038 Background AM and PM Peak -Hour Level of Service Analysis (Synchro Printouts) HCM 2010 TWSC 1: WCR 13 & Summit Blvd. 10/12/2O16 Intersection Int Delay, slveh Movement Traffic Vol, veh/h Future Vol, vehlh Conflicting Peds, /hr Sign Control FAT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 2.3 ESL EBT EBR 5 20 5 5 20 5 0 0 O Stop Stop Stop - None 92 2 5 0 0 92 2 22 r 92 2 5 BBL VtiBT : E R 5 15 5 5 15 5 0 0 0 Stop Stop Stop - - None 92 2 5 w O 0 92 2 16 92 2 5 N L HBO. NBR 75 130 5 75 130 5 O 0 0 Free Free Free - None 725 A- 725 a 0 _ 0 92 92 92 2 8 2 82 141 5 - SL SBA' SBR 5 270 145 5 270 145 0 0 0 Free Free Free - None 4O5 - - 0 92 92 92 2 4 2 5 293 158 Iviajor/Minor Minor2 Minorl hajorl Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Dap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 698 687 372 383 383 315 304 7.12 6.52 6.22 612 5.52 6.12 5.52 - 3.518 4.018 3.318 355 37O 674 640 612 696 663 fl 319 341 674 319 341 593 610 624 614 701 766 304 304 397 462 7.12 6.52 6.12 5.52 6.12 5.52 3.518 40}18 353 333 705 663 629 565 141 a a 6.22 MI 3.318 907 314 307 907 314 307 653 614 600 563 a 451 - 4.12 2.218 1109 1109 0 a - — a a — a 2.218 1442 a 1442 0 a a r r S 0 a a s - - Ille OPP roach EB B NB SB HCM Control Delay, s HCM LOS 15.8 C 15.9 C 3 0.1 Minor Lre/MajorMvrmt. BBL BT . NBA iSBI. SBI Capacity (veh/h) HCM Lane VIC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1109 0.074 8.5 A 0.2 - 367 356 1442 - -0.0890.0760.004 - 15.8 15.9 7.5 C C A - 0.3 0.2 O 2038 AM Peak -Hour Background Traffic Volumes ASCI Mules -Use Commercial Development a a Synchro 9 Light Report Page 1 HCM 2010 TWSC 10/12/2016 Intersection Int Delay, slveh Movement Traffic Vol, vehlh Future Vol, vehlh Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Ma'or1Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 11 Approach. HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt. Capacity (vehlh) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) EBL E.BT EBR 5 57 10 5 57 10 0 0 0 Stop Stop Stop - None 92 2 5 0 0 92 92 11 2 62 11 - Minor2 655 554 272 337 337 318 217 7.12 6.61 6.22 6.12 5.61 6.12 5.61 - 3.518 4.099 3.318 379 428 767 677 625 693 707 246 407 767 246 407 660 61O 497 689 EB 15.7 C WBL WBT 75 126 75 126 0 O Stop Stop - - 0 0 92 92 20 24 82 137 WBR 60 6O O Stop None 92 8 65 Minorl 590 554 152 217 217 373 337 7,3 6.74 6.28 6.3 5.74 6.3 5.74 - 3.68 4.216 3.372 394 411 879 746 684 613 604 330 391 879 330 391 727 667 530 589 wB 29.3 D NBL NBT NBR EBLniWBLn1 1291 - 0.025 7.9 A 0.1 2038 AM Peak -Hour Background Traffic Volumes ASCI Multi -Use Commercial Development - 415 422 - 0.189 0.672 - 15.7 29.3 C D NBL 144BT NBR. 30 140 45 30 140 45 O 0 0 Free Free Free - None 725 - 725 0 - 0 92 92 92 2 2 11 33 152 49 M81 272 BBL SBT SBR. 1342. 0.024 7.7 A 0.7 4.8 0.1 a OP 4.12 2.218 1291 — 1291 NB 1.1 U - - a MI a a Ills - SBL SBT SBR 30 250 10 30 250 10 0 O 0 Free Free Free - None 725 - 725 0 - 0 92 92 92 17 2 2 33 272 11 Mac 152 4.27 2.353 1342 s 1342 BB 0.8 r 0 - imp - - MID Synchro 9 Light Report Page 2 HCM 2010 TWSC 6: 1-25 Frontage Rd. & WCR 6 10/12/2016 Intersection Int Delay, s/veh 7.6 Movement EBL. EBT ELI: WBL WBT WBR NBL NBT NBR SBL: SEIT BR Traffic Vol, vehlh Future Vol, veh/h Conflicting Peds, #/hr Sign Control ITT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Molt t Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile C (veh) 10 20 20 10 20 20 0 0 0 Stop Stop Stop - - None a 92 2 11 Minor: 258 114 144 7.12 6.12 6.12 3.518 695 891 859 572 572 885 716 EB 10.1 B 0 0 92 2 22 190 114 76 6.52 5.52 5.52 4.018 705 801 832 92 2 22 38 6.22 3.318 1034 a 682 1034 682 - 780 826 N M Nee 35 55 35 55 0 0 Stop Stop a a 92 14 38 r�cr1 0 0 92 9 60 207 196 71 71 136 125 7.24 6.59 6.24 5.59 6.24 5.59 - 3.626 4.081 3.642 725 687 926 910 822 839 779 80 80 0 Stop None a 92 38 87 49 6.58 675 664 926 675 664 904 816 778 759 WB Free Free Free - - None a a 0 0 92 92 2 2 11 43 Majorl 49 a 4.12 2.218 1558 a 1558 a NB 11.2 B NBL NBT NBREBIan1WBLn1 SBL SBT SBR 1558 0.007 73 A 0 a 0 A - 756 769 1478 - 0.072 0.24 0.026 - 10.1 11.2 7.5 - B B A 0.2 0.9 0.1 a 0 A 1.2 — - a a a 92 2 11 a a a — 10 40 10 10 40 10 35 25 20 35 25 20 0 0 0 0 0 0 Free Free Free - None r a 92 14 38 hr. 54 a 4.24 2.326 1478 a 1478 a OM SB 3.3 0 0 92 2 27 a 92 2 22 0 0 a a a ME a a a a - 2038 AM Peak -Hour Background Traffic Volumes Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 3 HCM 2010 TWSC 1: WCR 13 & Summit Blvd. 10/12/2016 Intersection Int Delay, slveh 28.8 Movement Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Minor Lane/1\410r r Mvmt Capacity (veh/h) HCM Lane VIC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) ?L EBT ESR 195 15 115 195 15 115 0 0 0 Stop Stop Stop - None w 92 2 212 0 0 92 92 2 5 16 125 a Minor 848 842 315 326 326 522 516 712 6.52 6.25 612 5.52 6.12 5.52 - 3.518 4.018 3.345 281 301 718 687 648 538 534 PI - 263 284 718 263 284 652 645 501 507 ER 94,3 F r L vT 5 5 5 5 0 0 Stop Stop OS 92 2 5 Mined 913 516 397 7.12 612 6.12 3.518 254 542 629 0 0 92 2 5 We 5 5 0 Stop None 92 2 5 NEIL. N.1T NBR. 55 365 5 55 365 5 0 0 0 Free Free Free - None 725 - 725 _ 0 - 92 92 92 9 3 2 60 397 5 Masorl 875 397 348 516 - 359 6.52 6.22 4.19 5.52 5.52 - 4.018 3.318 2.281 288 652 1173 534 627 192 272 652 192 272 514 507 504 624 WB 18.2 C r NSL NST NBR EE LrtiWBL t BL SST SE R: 1173 0.051 8.2 A 0.2 w - 341 288 1162 - 1.036 0.057 0.005 - 94,3 18.2 8.1 - F C A - 12.3 0.2 0 a i ..r w 1173 — NB 1.1 397 - a sol w vas _ at - BL $BT SBR 5 260 60 5 260 60 0 0 0 Free Free Free - None 405 0 - 0 92 92 2 4 5 283 a10 4.12 2.218 1162 1162 SB Sla w 92 2 65 a 0.1 2038 PM Peak -Hour Background Traffic Volumes Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 1 HCM 2010 TWSC 2: VVCR 13 & WCR 10/12/2016 Intersection_ Int Delay, slveh 14.8 Movemnt EEL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Mar/Minor Conflicting Flow All. Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Sty 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked; % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach. HCM Control Delays s HCM LOS Minor Lane/Ma'or Mvrnt Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 13 7 0 Stop 92 2 16 Minor2 972 467 505 7.12 6.12 6.12 3.518 232 576 549 80 30 80 30 0 0 Stop Stop - None 0 0 92 6 87 92 2 33 907 337 467 440 6.56 5.56 5.56 4.054 271 555 571 6.22 I- 3.318 706 151 251 705 151 251 566 523 426 561 EB 30.9 D PIM 60 79 60 79 0 0 Stop Stop 92 8 65 Minorl f 0 92 2 86 967 907 440 440 527 467 7.18 6.52 6.18 5.52 6.18 5.52 - 3.572 4.018 3.417 228 276 629 584 578 524 562 40 40 0 Stop None 92 13 43 397 6.33 150 255 629 150 255 573 568 393 530 WB 69.8 F r Mak NBL NBT NBR EBLn 1WBLn 1 SBL SBT SBR 1222 - - 271 231 1130 - 0.018 - - 0.501 0.842 0.058 8 - - 30.9 69.8 8.4 A - - D F A 0.1 - - 2.6 6.6 0.2 2038 PM Peak -Hour Background Traffic Volumes ASCI Multi -Use Commercial Development a 20 365 85 20 365 85 0 0 0 Cite Free Free - None 725 - 725 _ 0 - 0 92 92 92 2 2 2 22 397 92 laorl 337 4.12 2.216 1222 1222 NB 0.3 OEM - 60 310 5 60 310 5 0 0 0 Free Free Free None 725 - 725 — 0 - 0 92 92 8 2 65 337 Majbr2 397 4.18 2.272 1130 1130 SB 1,3 92 n 2 5 0 a Pr Synchro 9 Light Report Page 2 HCM 2010 TWSC 6: 1-25 Frontage Rd. & WCR 10/12/2016 Intersection Int Delay, slveh Movement Traffic Vol, vehlh Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 roach HCM Control Delay, s HCM LOS Minor Lanela or Mvmt Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 7.5 1544 0.011 7.4 A 0 ESL • EBT 20 55 20 55 0 0 Stop Stop MIS 92 2 22 Mnor.. 402 234 168 7.12 6.12. 6412 3.518 559 769 834 0 0 92 2 60 EBR 10 10 0 Stop None - 92 2 11 354 49 234 - 120 6.52 6.22 5.52 5.52 4.018 3.318 571 1020 711 796 IMP r 455 527 1020 455 527 761 664 719 787 WBL WI3T WBR 20 40 70 20 40 70 0 0 0 Stop Stop Stop - None 92 2 22 t inorl 378 109 269 7.12 6.12 6.12 3.518 580 896 737 0 0 92 2 43 92 7 76 NBL N1314 ,NBR BBT. SB 15 60 20 15 60 20 0 0 0 Free Free Free - None 92 2 16 I ajor1 354 76 60 109 245 6.52 5.52 5.52 - 4.018 3.363 571 971 805 70 3 — 6.27 le MIMI 494 527 971 494 527 886 796 620 657 wB 11.6 B EL NBT NBA E,BLAMBI.n1 SBL SBT SBR - 538 690 1448 - 0.172 0.205 0.064 - 0 - 13.1 11.6 7.7 0 A -BB A A - 0.6 0.8 0.2 - SIP 4.12 2.218 1544 0 0 92 2 65 r - 1544 NB 1,2 MEI MED PIP 92 2 22 IMP Y IS - 85 35 85 35 0 0 Free Free w IFNI 92 12 92 1r 87 4.22 2.308 1448 1448 SB 4.6 0 0 92 2 38 20 20 0 Free None 92 2 22 Si 2038 PM Peak -Hour Background Traffic Volumes Synchro 9 Light Report ASCI Multi -Use Commercial Development Page Year 2038 Total AM and PM Peak -Hour Level of Service Analysis (Synchro Printouts) HCM 2010 TWSC C 1: WCR 13 Summit Blvd. 10/16/2016 intersection Int Delay, s/veh 2.2 Movement SL EBT EBR WBL WET WBR sisj SBT__ Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, It/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 5 20 5 5 20 5 0 0 0 Stop Stop Stop - None IN 92 2 5 0 0 92 2 22 WM 92 2 5 5 15 5 15 0 0 Stop Stop - r a 92 2 5 0 0 92 2 16 5 5 0 Stop None 92 2 5 75 134 5 75 134 5 0 0 0 Free Free Free - None 725 725 0 0 92 92 92 2 8 2 82 146 5 NO 5 279 145 5 279 145 0 0 0 Free Free Free - - None 405 0 0 92 92 92 2 5 2 5 303 158 Maior/Minor Minor, Major1. ajar2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 713 702 382 393 393 320 309 7.12 6.52 6.22 6.12 5.52 - 6.12 5.52 3,518 4.018 3.318 347 362 665 632 606 692 660 a a 311 334 665 311 334 585 604 620 611 716 781 146 309 309 407 472 7.12 6.52 6.22 6.12 5.52 6,12 5.52 3.518 4.018 3.318 345 326 901 701 660 621 559 a 306 301 901 306 301 649 611 592 557 r 461 0 0 4.12 2.218 1100 - 1100 a - a r S - 146 0 a a 4.12 - 2.218 1436 - 1436 ala a a a r .. Approach WB SB HCM Control Delay, s HCM LOS 16 C 16.2 C 3 0.1 Minor LaneiNS Ivivrnt 1Ni t_ NBT NBA BLn1 fBt n 1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio RCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1100 0.074 8.5 A 0.2 a - 359 349 1436 - 0.091 0.078 0.004 - 16 16.2 7.5 C C A 0.3 0.3 0 MB 2038 AM Peak -Hour Total Traffic Volumes Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 1 HCM 2010 TWSC 2: WCR R 1 & W'C R 10/16/2016 Intersection Int Delay, slveh 11.8 Movement El ERR VVBL.: WBT VVER NBL NBT NBR SBL SBT_$BR Traffic Vol, vehlh Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 9 57 9 57 0 0 Stop Stop 92 44 10 0 0 92 11 62 13 13 0 Stop None 92 31 14 75 126 75 126 0 0 Stop Stop - i 0 0 92 92 19 24 82 137 60 60 0 Stop None 92 8 65 38 140 45 38 140 45 0 0 0 Free Free Free - None 725 - 725 0 - 92 92 92 16 2 11 41 152 49 30 250 19 30 250 19 0 0 0 Free Free Free - None 725 725 i 0 0 92 92 92 17 2 32 33 272 21 Mirtor2 272 0 M?jor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 NOM Control Delay, s HCM LOS 673 572 272 337 337 336 235 7.54 6.61 6,51 6.54 5.61 6.54 5,61 - 3.896 4.099 3.579 318 418 702 598 625 599 694 203 394 702 203 394 578 610 423 671 ES 17.2 C 610 572 152 235 235 375 337 7.29 634 6.28 6.29 5.74 - 6.29 5.74 - 3.671 4.216 3.372 383 401 879 731 672 613 604 316 316 706 526 B 31.6 D - - 378 879 378 649 589 - 4.26 2.344 1215 1215 1.4 0 - 162 0 0 4.27 2.353 1342 - 1342 MEI 0.8 Mindy Lanvrnt- ��' Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %the Q(veh) 1215 0.034 8.1 A 0.1 - 381 - 0.225 - 17.2 - C - 0.9 408 0.695 31.6 D 5.1 1342 0.024 7.7 A 0.1 2038 AM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 1 HCM 2010 TWSC 4: Access B & WCR 10/16/2016 I to se Int Delay, s/veh 0.3 Movement EST EBR WI31.weir NBR Traffic Vol, veh/h Future Vol, vehlh Confiding Peds, Sign Control ITT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 78 10 78 10 0 0 Free Free - None 0 0 92 17 85 r 92 0 11 7 176 7 176 0 0 Free Free - None 0 - 0 92 92 0 23 8 191 1 1 0 Stop 0 0 0 92 0 1 1 1 0 Stop None 92 0 1 • Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 HCM Control Delay, s HCM LOS 0 0 Mil - 96 4.1 2.2 1510 1510 - — 0.3 0 w 297 90 207 6.4 5.4 5.4 3.5 698 939 832 694 694 939 827 9.5 A 90 6.2 r MB 3.3 973 973 - Minor Lae ajor Mvnit la MT Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th °lotile Q(veh) 810 0.003 9.5 A 0 NM - - 1510 - 0.005 7.4 A 0 - 0 A 2038 AM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 3 HCM 2010 TWSC 5: Access A & WCR 6 10/16/2016 Intersection Int Delay, siveh 1 Movement. E:f EBB WBL, WBT MBA NBR Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 81 15 81 15 0 0 Free Free - None i 0 0 92 92 6 100 88 16 10 167 10 167 0 0 Free Free - None SO 0 0 92 92 100 18 11 182 10 7 10 7 0 0 Stop Stop None 0 0 0 92 100 11 T 92 100 8 Major/Minor Majorl Major2 M norl Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 IMO 104 5.1 3.1 1048 1048 0 299 96 203 7.4 6.4 6.4 4.4 528 731 644 522 522 731 636 96 T 71 r 4.2 748 748 Approach. ES. V 'B HCM Control Delay, s HCM LOS 0 0.5 11.2 B Minor Lane/Major My:Mt dL1 EBT EBR'AGE, WBT Capacity (veh/h) 696 HCM Lane V/C Ratio 0.031 HCM Control Delay (s) 11,2 HCM Lane LOS B HCM 95th %tile Q(veh) 0.1 - 1048 - 0.01 - 8,6 A 0 0 A 2038 AM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 4 HCM 2010 TWSC 6: 1-25 Frontage Rd. & WCR 6 10/16/2016 Intersection Int Delay, slveh 8.1 Movement EBL, EBT.. EBR e.. WBT VVBR NBT BR SBA. SeT SBA Traffic Vol, vehlh Future Val, vehth Conflicting Peds, #/hr Sign Control RT Channelzed Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 10 20 10 20 0 0 20 20 0 Stop Stop Stop - None 92 2 11 0 0 92 2 22 92 2 22 36 35 0 Stop a a 92 14 38 55 55 0 Stop 0 0 92 9 60 92 92 0 Stop None 92 45 100 10 40 10 10 40 10 0 0 0 Free Free Free - None a a 0 0 92 92 2 2 11 43 a 92 2 11 62 25 62 25 0 0 Free Free - 92 27 67 0 0 92 2 27 20 20 0 Free None a. 92 2 22 Major/Minor Minor2 Minor Minn . Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2. Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % May Capa1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS Capacity (vehm) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 324 173 151 7.12 6.12 6.12 3.518 629 829 851 249 38 173 76 - 6.52 6.22 6.52 - 5.52 - 4.018 3.318 654 1034 756 - 832 496 618 1034 496 618 823 719 697 826 10.6 S 1558 0.007 T3 A 0 a a 0 A a 696 - 0.078 - 10.6 a g - 0.3 266 71 195 7.24 6.24 6.24 3.626 663 910 780 255 71 184 6.59 5.59 5.59 4.081 637 822 734 49 6.65 3.705 910 a 605 602 910 605 602 904 816 704 698 11.8 S 727 0.272 11.8 S 1,1 1406 0.048 71 0 IMO a A A 0.2 MO a 49 0 a 4.12 2.218 1558 1558 - - GIs 1.2 a a Ell 0 a a a a la ina goof 54 0 4.37 a 2.443 1406 1406 4.5 a MB ONI a 0 a r a OM a 111 2038 AM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 5 HCM 2010 TWSC 1: WCR 13 & Summit Blvd. 10/16/2016 Intersection Int Delay, slveh 30.9 Mpvnt_. Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow ESL. E BT EBR - 195 15 115 195 15 115 0 0 0 Stop Stop Stop - None 92 2 212 0 0 92 92 2 4 16 125 WB1., _. (81 8 . 5 5 5 5 5 5 0 0 0 Stop Stop Stop - None 11.1 a 92 2 5 0 0 92 2 5 a 92 r 2 5 NBL Mill NBR 55 375 5 55 375 5 0 0 0 Free Free Free - None 725 - 725 - 0 0 92 92 92 9 4 2 60 408 5 SEL ST SBR 5 265 60 5 265 60 0 0 0 Free Free Free - None 405 - - a 0 - 92 92 92 2 5 2 5 288 65 r r Majoritvitnor Minor2 Minorl Major' Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Dap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 865 859 332 332 533 527 7.12 6.52 6.12 5.52 6.12 5.52 3.518 4.018 274 294 681 644 531 528 256 256 646 494 321 6.24 3.336 715 IMP 278 715 278 641 501 a 929 891 408 527 527 402 364 7.12 6.52 6.22 6.12 5.52 6.12 5.52 - 3.518 4.018 3.318 248 282 643 535 528 625 624 187 187 508 500 266 266 501 621 a 643 353 GM 4.19 2.281 1168 1168 0 a .. a a - 408 0 4.12 _ 2.218 1151 a 1151 NO roach ER We NB. HCM Control Delay, s HCM LOS 102.6 F 18.6 C 1 01 Minor Lane/Ma rM-vl t NBL .NBT. $RE&Lni• BLl I BL B ' Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %stile Q(veh) 1168 0.051 8.2 A 0.2 - 333 281 1151 - 1.061 0.058 0.005 102.6 18.6 8.1 F C A - 12.8 0.2 0 A• om 2038 PM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 1 H C i' 2010 TWSC C 2: WCR 1&WCR6 10/16/2016 Intellection ant Delay, s/veh 17.3 Movement • ESQ= BT ERR Wit ' ET Wei ., NBA` Traffic Vol, veh/h Future Vol, vehlh Conflicting Peds, #!hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 25 80 40 25 80 40 0 0 0 Stop Stop Stop - None 92 28 27 0 0 92 6 87 w 92 18 43 60 79 40 60 79 40 0 0 0 Stop Stop Stop - None 92. 8 65 - 0 0 92 2 86 92 13 43 25 365 85 25 365 85 0 0 0 Free Free Free - None 725 - 725 0 - 0 92 92 92 16 2 2 27 397 92 Ille 60 310 10 60 310 10 0 0 0 Free Free Free - None 725 - 725 - 0 - 0 92 92 92 8 2 40 65 337 11 l aj r Minor Minor2 Majorl Major? Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hwy Pot Cap -1 Maneuver Stage 1 Stage 2. Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 HCM Control Delay, s HCM LOS 983 467 516 7.38 6.38 6.38 3.752 204 530 497 131 131 518 382 40.5 E 918 467 451 6.56 5.56 5.56 4.054 267 555 564 246 246 523 551 337 w 6.38 w 3.462 670 MO 670 le NIL 984 451 533 7.18 6.18 6.18 3.572 222 576 520 918 451 467 6.52 5.52 5.52 4.018 272 571 562 397 6.33 a 3.417 629 a 337 0 0 a 4.26 a a 2.344 1148 142 250 629 1148 142 250 562 558 382 530 77.1 F 0.4 a a a a a Sir - Ila tmo a a - r a a a 397 0 0 4.18 2.272 1130 a 1130 a 1.3 a a — Ilel a a a a a OM a ib-t Lc Orivilvrpt. Ri EBLn1: Sa.n . SBL. SST SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1148 0.024 8.2 A 0.1 a a - 252 223 1130 - 0.625 0.872 0.058 - 40.5 77.1 8.4 - E F A - 3.8 6,9 0.2 4,1 a 2038 PM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 2 HCM 2010 Twsc 4: Access B & WCR 10/16/2016 intersection Int Delay, slveh 0.6 Movement EBT EBB WBL WBT NBL., NBR Traffic Vol, veh/h Future Vol, vehlh Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 139 2 139 2 o 0 Free Free - None - - 0 o - 92 92 14 0 151 2 1 113 1 113 0 0 Free Free - None 0 - 92 92 0 5 1 123 9 9 0 Stop 0 0 0 92 0 10 6 6 0 Stop None 92 0 7 Major/Minor fvlajori t*r2. Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 - S 0 ✓ _ IMO OP 153 0 4.1 2.2 1440 1440 s - 277 152 125 5.4 5.4 5.4 3.5 717 881 906 716 716 881 905 152 - 6.2 _ 3.3 900 900 NB HCM Control Delay, s HCM LOS 0 0.1 9.7 A Miter Lane/Major Want NBLn_1 EBT WBL WBT _ Capacity (veh/h) HCM Lane WC Ratio HCM Control Delay (s) HCM Lane LOS MCM 95th %tile Q(veh) 780 0.021 9.7 A 0.1 - 1440 - 0.001 - 7.5 A 0 0 A 2038 PM Peak -Hour Total Traffic Volumes ASC1 Multi -Use Commercial Development Synchro 9 Light Report Page 3 HCM 2010 T SC 5: Access A WCR 10/16/2016 Intersection Int Delay, s/veh 1.5 Movement EBT E L WBT lt__ NB Traffic Vol, vehfh Future Vol, vehlh Confiding Peds, #1hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 127 1.1 127 11 0 0 Free Free None a 0 0 92 92 4 100 138 12 7 115 7 115 0 4 Free Free - None 0 0 92 92 100 2 8 125 20 20 0 Stop 0 0 0 92 100 22 14 14 0 Stop None MI 92 100 15 Major/Minor Mari Major2 Minorl Conflicting Flow All Stage Al Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 a a a - a 0 r r 150 _ a 5.1 — a 3.1 1001 1001 a a a a a 284 144 140 7.4 6.4 6.4 4.4 540 691 694 535 535 691 688 144 a i 7.2 a 4.2 698 a 698 a Appmach EB B HCM Control Delay, s HCM LOS 0 0.5 11.5 B Minor LAnql:MS...,Nittfnl NB01 EST_ E1 WEL WE3T Capacity (veh/h) HCM Lane VIC Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 592 0.062 11.5 B 0.2 �. - 1001 - 0.008 - 8.6 a A 0 r 0 A 2038 PM Peak -Hour Total Traffic Volumes Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 4 13.8 HCM 2010 TWSC 6: 1-25 Frontage Rd. ' VCR 6 10/16/2016 Intersection Int Delay, slveh 8 Movement EBL EBT ERA SBT SBR Traffic Vol, vehlh Future Vol, vehlh Conflicting Peds, #1hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvrnt Flow 20 55 10 20 55 10 0 0 0 Stop Stop Stop None - - 92 2 22 is 0 0 92 2 60 92 2 11 20 40 99 20 40 99 0 0 0 Stop Stop Stop - None a a 92 2 22 0 0 92 92 2 25 43 108 15 60 20 15 60 20 0 0 0 Free Free Free - None WO a 92 2 16 a 0 0 92 2 65 a 92 2 22 98 35 20 98 35 20 0 0 0 Free Free Free - None 0 0 92 92 21 2 107 38 92 2 22 Major/ or Mint r2 Minorl Major' Major2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 446 382 49 262 262 184 120 7.12 6.52 6.22 6.12 5.52. 6.12 5.52 - 3.518 4.018 3.318 523 551 1020 743 691 818 796 Nth 403 502 1020 403 502 735 636 676 787 a 406 382 76 109 109 297 273 7.12 6.52 6.45 6.12 5.52 6.12 5.52 - 3.518 4.018 3.525 555 551 925 896 805 712 684 a - - - a 466 502 925 466 502 886 796 588 630 a a 60 0 MI 4.12 - 2.218 1544 - w 1544 a - - MN a - MB 0 a - - a a w 87 0 0 w 431 2.389 1397 a 1397 a a - - B 5 HCM Control Delay, s HCM LOS B 11.9 B 1.2 Mirror TL*e/Major 1*r t . NBL NAT NBR_EBLn1 WB .rl1 . SBL SBT SBR. Capacity (veh/h) HCM Lane V1C Rao HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1544 0.011 7.4 A 0 0 A 2038 PM Peak -Hour Total Traffic Volumes ASCI Multi -Use Commercial Development - 503 692 1397 - 0.184 0.25 0.076 13.8 11.9 7.8 B B A 0.7 1 0.2 W 0 A a a a Synol ro 9 Light Report Page 5 Years 2038 Background AM and PM PeaksHours With Mitigation Measures Level of Service Analysis (Synchro Printouts) HCM 2010 AWSC 1: WCR 13 & Summit Blvd. 10/12/2016 Intersection Intersection Delay, s/veh 13.2 Intersection LOS B Movement EBU EBL. EBT EBR VISU :V BL . 'BTU WBR # BU . a dBt= . NBT NBR Traffic Vol, vehih 0 5 20 5 0 5 15 5 0 75 130 5 Future Vol, vehT 0 5 20 5 0 5 15 5 0 75 130 5 Peak Hour Factor 0..92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 8 2 Mvrnt Flow 0 5 22 5 0 5 16 5 0 82 141 5 Number of Lanes 0 0 1 0 0 0 1 0 0 1 1 1 Approach EB WB Opposing Approach WB Opposing Lanes 1 Conflicting Approach Left SB Conflicting Lanes Left 2 Conflicting Approach Right NB Conflicting Lanes Right 3 HCM Control Delay 9.3 HCM LOS A Lang Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X Departure Headway (Hd) Convergence, YON Cap Service Time HCM Lane VIC Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q EB 1 NB 3 SB 2 9.2 A NBLnI NBLn2 EBLn1 Lnt� SBLn2 100% 0% 0% 17% 20% 100% 0% 0% 100% 0% 67% 60% 0% 65% 0% 0% 100% 17% 20% 0% 35% Stop Stop Stop Stop Stop Stop Stop 75 130 5 30 25 5 415 75 0 0 5 5 5 0 0 130 0 20 15 0 270 0 0 5 5 5 0 145 82 141 5 33 27 5 451 7 7 7 7 7 8 8 0.126 0.203 0.007 0.056 0.046 0.009 0.626 5.579 5.179 4.372 6.133 6.138 5105 4.992 Yes Yes Yes Yes Yes Yes Yes 642 691 816 580 679 627 722 3.322 2.921 2.114 3.914 3.92 3.443 2.73 0.128 0.204 0.006 0.057 0.047 0.008 0.625 9.1 9,2 7.1 9.3 9.2 8.5 15,8 A A A A A A C 0.4 0.8 0 0.2 0.1 0 4,4 SB 2 EB 1 WB 1 9.1 A 2038 AM Peak -Hour Background Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 1 HCM 2010 AWSC 1: ' VCR 13 Summit Blvd. 10/12/2016 Intersection Intersection Delay, slveh Intersection LOS Movement SBU SET SBR Traffic Vol, vehfh 0 5 270 145 Future Vol, veh/h 0 5 270 145 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 4 2 Mvrnt Flow 0 5 293 158 Number of Lanes 0 1 1 0 Approach SB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right ER Conflicting Lanes Right 1 HCM Control Delay 15.7 HCM LOS C Lane 2038 AM Peak -Hour Background Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 2 C p HCM 2010 AWSC 2: IBCR. 13 & WCR 10/12/2016 131 Intersection Delay, slveh Intersection LOS Movement . Traffic Vol, veh/h Future Vol, vehlh Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Late B U 0 0 0.92 2 0 0 Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (I -Id) Convergence, YIN Cap Service Time HCM Lane WC Ratio HCM Control Delay HCM Lane LOS HCM 95th -the Q EBL EBT EBR 5 57 10 5 57 10 0.92 0.92 0.92 2 11 2 5 62 11 0 1 0 EB WB 1 SB 3 NB 3 10.4 B I WBL .B= 0 75 126 0 75 126 0.92 0.92 0.92 2 20 24 0 82 137 0 0 1 fBLn1 NBLn2 NBL3• EBLn1 100% 0% 0% 7% 0% 100% 0% 79% 0% 0% 100% 14% Stop Stop Stop. Stop 30 140 45 72 30 0 0 5 0 140 0 57 0 0 45 10 33 152 49 78 7 7 7 7 0.062 0.266 0.078 0.142 6.792 6.281 5.723 6.544 Yes Yes Yes Yes 526 571 624 545 4.547 4.036 3.477 4.31 0.063 0.266 0.079 0.143 10 11.3 9 104 B A B 0.2 11 0.3 0.5 VVB EB 1 NIB 3 SB 3 15.8 C BR 60 60 0.92 8 65 0 WaL 1 SBLr 1 SBLn2 SBLn3 29% 100% 0% 0% 48% 0% 100% 0% 23% 0% 0% 100% Stop Stop Stop Stop 261 30 250 10 75 30 0 0 126 0 250 0 60 0 0 10 284 33 272 11 7 7 7 7 0.509 0.063 0.464 0.016 6.463 6.913 6.143 5.429 Yes Yes Yes Yes 556 518 584 657 4.213 4.665 3.894 3.18 0.511 0.064 0.466 0.017 15.8 10.1 14.1 8.3 CBB A 2.9 0,2 2.4 0 NBL IBT NBR 30 140 45 30 140 45 0.92 0.92 0.92 2 2 11 33 152 49 1 1 1 SB 3 EB 1 WB 1 10.6 B 2038 AM Peak -Hour Background Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 3 HCM 2010 AWSC 2: WCR 13 &WCR6 10/12/2016 frtEfSect1Oh Intersection Delay, se/A/eh Intersection LOS Movement SBU SBL SBA SBR Traffic Vol, v hlh 0 30 250 10 Future Vol, vehlh 0 30 250 10 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 17 2 2 Mvmt Flow 0 33 272 11 Number of Lanes 0 1 1 1 Approach SG Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right BB Conflicting Lanes Right 1 HCM Control Delay 13.5 HCM LOS B Lane 2038 AM Peak -Hour Background Traffic Volumes with Mitigation Measures Bynchro 9 Light Report ASCI Multi -Use Commercial Development Page 4 HCM 2010 AVMsC 1: WCR 13 & Summit Blvd. 10/12/2016 Intersection Intersection Delay, sAveh Intersection LOS Movement Traffic Vol, vehil Future Vol, vehlh Peak Hour Factor Heavy Vehicles: % Mvmt Flow Number of Lanes Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Lane Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane WC Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 24.6 C EBU EBL EDT EBR WBU 0 0 0.92 2 0 0 195 15 195 15 0.92 0.92 2 2 212 16 0 1 EB WB 1 SB 2 NB 3 24.8 C 115 0 115 0 0.92 0.92 5 2 125 0 0 0 NBLn1 NBLn2 NBLn3 E•BLn1 100% 0% 0% 60% 0% 100% 0% 5% 0% 0% 100% 35% Stop Stop Stop Stop 55 365 5 325 55 0 0 195 0 365 0 15 0 0 5 115 60 397 5 353 7 7 7 7 0.122 0.741 0.009 0.699 7.342 6.726 5.991 7.122 Yes Yes Yes Yes 488 540 597 509 5.086 4.469 3.734 4.861 0.123 0.735 0.008 0.694 11.1 26.4 8.8 24.8 BD A C 0.4 6.3 0 5.4 WEL VVBT WBR BL NBT NBR 5 5 5 0 5 5 5 0 0.92 0.92 0.92 0.92 2 2 2 2 5 5 5 0 0 1 0 0 B EB 1 NB 3 SB 2 112 B Witn1 SBLn1 SBLn2 33% 100% 0% 33% 0% 81% 33% 0% 19% Stop Stop Stop 15 5 320 5 5 0 5 0 260 5 0 60 16 5 348 7 8 8 0.037 0.012 0.705 8.134 7.909 l : 295 Yes Yes Yes 439 452 494 5.905 5.658 5.043 0.036 0.011 0.704 11.2 10.8 25.7 B B D 0.1 0 5.5 55 55 0.92 9 60 1 NB SB 2 EB 1 WB 1 24.2 C 365 5 365 5 0.92 0.92 3 2 397 5 1 1 2038 PM Peak -Hour Background Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 1 HCM 2010 AWSC 1: WCR 13 & Summit Blvd. 10/12/2016 Intersection Intersection Delay, slveh Intersection LOS Movement B SBL $BT SBR Traffic Vol, veh/h Future Vol, vehlh Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes 0 5 260 60 0 5 260 60 0.92 0.92 0.92 6.92 2 2 4 2 0 5 283 65 0 1 1 0 Approach _ SB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 25.5 HCM LOS D Lane 2038 PM Peak -Hour Background Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 2 HCM 2010 AWSC 2: WCR 13 & !►VCR 10/12/2016 Intersection Intersection Delay, s/veh 18.7 intersection LOS C Movement_ EBU EBL EBT EBR VVBU WBL WBT WBJ NBA NBL HBT NBR Traffic Vol, vehlh Future Vol, vehth Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Lane Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane WC Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 0 0 0.92 2 0 0 15 15 0.92 2 16 0 BB. WB 1 SB 3 NB 3 13.3 B 80 80 0.92 6 87 1 30 30 0.92 2 33 0 0 0 0.92 2 0 0 60 60 0.92 8 65 0 l Ln 1 NBLn2 NBLn3 EBLril 100% 0% 0% 0% 100% 0% 0% 0% 100% Stop Stop Stop 20 365 85 20 0 0 0 365 0 0 0 85 22 397 92 7 7 7 0.043 0.726 0.151 7.097 6.585 5.867 Yes Yes Yes 505 548 611 4.837 4.325 3.607 0.044 0.724 0.151 10.2 24.9 9.7 B C A 0.1 6 0.5 12% 64% 24% Stop 125 15 80 30 136 7 0.284 7.531 Yes 477 5.285 0.285 13.3 B 1.2 2038 PM Peak -Hour Background Traffic Volumes with Mitigation Measures ASCI Multi -Use Commercial Development B. EB 1 NB 3 SB 3 15.4 C 79 40 79 40 0.92 0.92 2 13 86 43 1 0 0 20 365 85 4 20 365 85 0.92 0.92 0.92 0.92 2 2 2 2 0 22 397 92 0 1 1 1 'BLn1 SBLn1 SBLf2 SBLf3 34% 100% 0% 0% 44% 0% 100% 0% 22% 0% 0% 100% Stop Stop Stop Stop 179 60 310 5 60 60 0 0 79 0 310 0 40 0 0 5 195 65 337 5 7 7 7 7 0.408 0.133 0.629 0.009 7.549 7.332 6.715 5.997 Yes Yes Yes Yes 477 489 539 596 5.297 5.076 4.458 3.74 0.409 0.133 0.625 0.008 15.4 11.2 20.2 8.8 C BC A 2 0.5 4.3 0 NB SB 3 EB 1 WB 1 21.5 C Synchro 9 Light Report Page 3 HCM 2010 AWSC 2:WCR13&WCR6 10/12/2016 Intersection Intersection Delay, sfveh Intersection LOS Movement SBA SBL SB1 SBR Traffic Vol, vehlh 0 60 310 5 Future Vol, veh/h 0 60 310 5 Peak Hour Factor 0.92 9,92 0.92 0.92 Heavy Vehicles, % 2 8 2 2 Mvmt Flow 0 65 337 5 Number of Lanes 0 1 1 1 Approach SB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 1 Confiding Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 18.6 HCM LOS C Lane 2038 PM Peak -Hour Background Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 4 Years 2038 Total AM and PM Peak -Hours With Mitigation Measures Level of Service Analysis (Synchro Printouts) HCM 2010 AWSC 1: WCR 13 & Summit Blvd. 10/16/2016 Intersection_ Intersection Delay, s/veh 13.6 Intersection LOS Movement. EBU EBT EBR Wati WBL WBT WBR NBU NBL N T NBR Traffic Vol, veh/h Future Vol, vehlh Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Lana Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Row Rate Geometry Grp Degree of Lilt (X) Departure Headway (Hd) Convergence, YIN Cap Service Time HCM Lane WC Ratio HCM Control Delay RCM Lane LOS 1-4CM 95th -tile 0 0 0.92 2 0 4 5 5 0.92 2 5 0 WB 1 SB 2 NB 3 9.3 A 20 5 20 5 0.92 0.92 2 2 22 5 1 0 4 0 0.92 2 0 0 5 5 0.92 2 5 0 EB 1 NB 3 SB 2 9.3 A 15 5 15 5 0.92 0.92 2 2 16 5 1 0 $ pt NeLn2 NBLn3BLp1 ii\SLn1 SBLn1 .SBLrk? 100% 0% 0% Stop 75 75 0 0 82 7 0.127 5.589 Yes 640 3.335 0.128 9.2 A 0.4 0% 100% 0% Stop 134 0 134 0 146 7 0.21 5.189 Yes 690 2.934 0.212 9.3 A 0.8 0% 0% 100% Stop 5 0 0 5 5 7 0.007 4.382 Yes 813 2.127 0.006 7.2 A 0 17% 67% 17% Stop 30 5 20 5 33 7 0.056 6.171 Yes 576 3.955 0.057 9.3 A 0.2 20% 60% 20% Stop 25 5 15 5 27 7 0.047 6.176 Yes 575 3.961 0.047 9.3 A 0.1 100% 0% 0% Stop 5 5 0 0 5 8 0.009 5.713 Yes 625 3.456 0,008 8.5 A 0 0% 66% 34% Stop 424 0 279 145 461 8 0.643 5.023 Yes 719 2.766 0.641 16.4 C 4.7 0 0 0.92 2 0 0 75 75 0.92 2 82 1 SB 2 B 1 WB 1 9.2 A 134 134 0.92 8 146 1 5 5 0 . 92 2 5 1 2038 AM Peak -Hour Total Traffic Volumes with Mitigation Measures ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 1 HCM 2010 AWSC 1: WCR 13 & Summit Blvd. 10/16/2016 Intersection Intersection Delay, s/veh Intersection LOS Mc. vement SBU SBL SBR Traffic Val, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes a 5 279 145 9 5 279 145 0.92 0.92 0.92 0.92 2 2 5 2 0 5 303 158 a 1 1 0 Approach SB Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 16.3 HCM LOS C Lane 2038 AM Peak -Hour Total Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 2 HCM 2010 AWSC 2: i/ YCR 13 & Y YCR 6 10/16/2016 Intersection Intersection Delay, slveh 13.5 Intersection LOS B Movement EBU EBL EBT SR WBU WBL Wl3T WBR NBU L NBTR Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes 0 9 57 13 0 0 9 57 13 0 0.92 0.92 0.92 0.92 0.92 2 44 11 31 2 0 10 62 14 0 0 0 1 0 0 75 75 0.92 19 82 0 126 60 126 60 0.92 0.92 24 8 137 65 1 0 0 0 0.92 2 0 0 38 38 0.92 16 41 1 140 140 0.92 2 152 1 45 45 0.92 11 49 1 Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS WB 1 SB 3 NB 3 117 B EB 1 NB 3. SB 3 16.1 C SB 3 EB 1 WB 1 10.8 B Lane: 1B1 t- NBLn2 rttIBLii3 E.BL,n1 VVBLn1 : :B Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/11 Cap Service Time HCM Lane VIC Ratio HCM Control Delay HCM Lane LOS I HCM 95th he Q 100% 0% 0% Stop 38 38 0 0 41 7 0.082 7.134 Yes 501 4.899 0.082 10.5 B 0.3 0% 100% 0% Stop 140 0 140 0 152 7 0.27 6.38 Yes 562 4.143 0.27 115 B 1.1 0% 0% 100% Stop 45 0 0 45 49 7 0.079 5.82 Yes 613 3.583 0.08 9.1 A 0.3 11% 72% 16% Stop 79 9 57 13 86 7 0.175 7.345 Yes 487 5.119 0.177 11.7 B 0.6 29% 100% 48% 0% 23% 0% Stop Stop 261 30 75 30 126 0 60 0 284 33 7 7 0.516 0.063 6.548 7.009 Yes Yes 550 510 4.303 4.768 0.516 0.065 16.1 10.2 C B 2.9 0.2 0% 100% 0% Stop 250 0 250 0 272 7 0.471 6.238 Yes 576 3.997 0.472 14.5 B 2.5 0% 0% 100% Stop 19 0 0 19 21 7 0.035 6.044 Yes 590 3.803 0.036 9 A 0.1 2038 AM Peak -Hour Total Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 3 HCM 2010 AWSC 2: W 1 \ 13 & WC R 6 10/16/2016 Intersection Intersection Delay, s/veh intersection LOS Movement 8B11 BBB SBT SBIR Traffic Vol, vehlh 0 30 250 19 Future Vol, vehth 0 30 250 19 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 17 2 32 Mvmt Flow 0 33 272 21 Number of Lanes 0 1 1 1 Approach- Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right BB Conflicting Lanes Right 1 HCM Control Delay 13.7 HCM LOS B 2038 AM Peak -Hour Total Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 4 HCM 2010 AWSC 1: WCR 13 & Summit Blvd, 10/16/2016 Intersection Intersection Delay, s/veh 25.9 Intersection LOS D event EBU EBI EBR BU wBL II'BR _ -NBL C BT BR Traffic Vol, vehdh Future Vol, vehthh Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes 0 195 15 115 0 5 5 5 0 55 375 5 0 195 15 115 0 5 5 5 0 55 375 5 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 4 2 2 2 2 2 9 4 2 0 212 16 125 0 5 5 5 0 60 408 5 0 0 1 0 0 0 1 0 0 1 1 1 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS WB 1 SB 2 NB 3 25.4 C EB 1 NB 3 SB 2 11.3 B SB 2 EB 1 WB 1 26.1 D Last . N BLn NBL03 EBLn• VB n .: 3L 1 Lr1 Vol Left, %. Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of U it (X Departure Headway (hid) Convergence, YIN Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS RCM 95th -the 0 100% 0% 0% Stop 55 55 0 0 60 7 0122 7.375 Yes 486 5.12 0.123 44.E B 0.4 0% 100% 0% Stop 375 0 375 0 408 7 0.767 6.776 Yes 534 4.521 0.764 28.5 D 6.8 0% 0% 100% Stop 5 0 0 5 5 7 0.009 6.024 Yes 593 3.769 0M08 8.8 A 0 2038 PM Peak -Hour Total Traffic Volumes with Mitigation Measures ASCI Multi -Use Commercial Development 60% 5% 35% Stop 325 195 15 115 353 7 0.705 7.182 Yes 505 4.923 0.699 25.4 D 5.5 33% 33% 33% Stop 15 5 5 5 16 7 0.037 8.227 Yes 434 6 0.037 14.3 B 0.1 100% 0% 0% Stop 5 5 0 0 5 8 0.012 7.961 Yes 450 5.709 0.011 10.8 B 0 0% 82% 18% Stop 325 0 265 60 353 8 0.723 7.366 Yes 491 5.114 0.719 27.4 D 5.8 Synchro 9 Light Report Page 1 HCM 2010 AWSC WCR 13 & Summit Blvd. 10/16/2016 Intersection Intersection Delay, slveh Intersection LOS overlent SOS S.BL T Traffic Vol, vehlh 0 5 265 60 Future Vol, veh/h 0 5 265 60 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 5 2 Mvmt Flow 0 5 288 65 Number of Lanes 0 1 1 0 Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS NB 3 VVB 1 EB 1 26.9 D 2038 PM Peak -Hour Total Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 2 HCM 2010 AWSC 2:WCR 13 & WCR6 10/16/2016 Intersection Intersection Delay, slveh 20 Intersection LOS C Movement ent EB EBL . BT EBR WB11 WeL INE31- VVBR D Traffic Vol, vehlh Future Vol, veflh Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Lane Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, YIN Cap Service Time HCM Lane WC Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile 0 0 0 0.92 2 0 0 24 24 0.92 28 26 0 ES WB 1 SB 3 NB 3 15.2 C 80 40 80 40 0.92 022 6 18 87 43 1 0 NLt t NBLn2 N B LO 100% 0% 0% 0% 100% 0% 0% 0% 100% Stop Stop Stop 24 365 85 24 0 0 0 365 0 0 0 85 26 397 92 7 7 7 0.055 0.747 0.156 7.538 6.779 6.06 Yes Yes Yes 475 532 590 5.288 4.529 3.809 0.055 0.746 0.156 10.7 27 9.9 B D A 0.2 6.4 0.5 0 J� 0 O $2 2 0 0 BLnst 17% 56% 28% Stop 144 24 80 40 157 7 0.351 8.073 Yes 445 5.834 0.353 15.2 C 1.6 60 60 0.92 8 65 0 B EB 1 NB 3 SB 3 16 C 79 40 79 40 0.92 0.92 2 13. 86 43 1 0 0 0 0.92 2 0 0 VVE301 S8Ln 1 SBLn2 SBLn3 34% 44% 22% Stop 179 60 79 40 195 7 0.418 7.737 Yes 465 5.495 0.419 16 C 2 100% 0% 0% 0% 100% 0% 0% 0% 100% Stop Stop Stop 60 310 10 60 0 0 0 310 0 0 0 10 65 337 11 7 7 7 0.137 0.647 0.021 7.536 6.917 6.861 Yes Yes Yes 475 522 521 5.289 4.669 4.614 0.137 0.646 0.021 11.5 21.6 9.8 B C A 0.5 4.6 0.1 24 24 0.92 16 26 1 N SB 3 EB 1 WB 1 23.1 C 365 365 0.92 2 397 1 85 85 0.92 2 92 1 2038 PM Peak -Hour Total Traffic Volumes with Mitigation Measures ASCI Multi -Use Commercial Development Synchro 9 Light Report Page 3 HCM 2010 AWSC 2: WCR 13 &WCR6 10/16/2016 Intersection Intersection Delay, sfveh Intersection LOS Movement SBU SBL Traffic Vol, veh/h 0 60 Future Vol, veh/h 0 60 Peak Hour Factor 0.92 0.92 Heavy Vehicles, % 2 8 Mvmt Flow 0 65 Number of Lanes 0 1 Approach B Opposing Approach NB Opposing Lanes 3 Conflicting Approach Left WB Conflicting Lanes Left 1 Conflicting Approach Right EB Conflicting Lanes Right 1 HCM Control Delay 19.7 HCM LOS C 310 310 0.92 2 337 1 10 10 0.92 40 11 1 Lane. 2038 PM Peak -Hour Total Traffic Volumes with Mitigation Measures Synchro 9 Light Report ASCI Multi -Use Commercial Development Page 4 0, 2008 CAPA Membership Dire 111111111111111111111111111111111' z 0 51) ..a O w o C a 0 C w E V) 2 O < _ C a' IL" < J >- 0 E cc O _E O _O ..) _4' O o) O C E 4 O N 3a) 47 cn o c c 0 a) �O 7 v 0 O7TJ<ng a) L ii GccnQ . 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Q O C 12 2008 CAPA Membership Directory EXPLANATION OF OPERATION: The operational process for the storage and transfer of AC is a relatively simple one, but because it is an operation that has not been previously employed in Colorado, there are questions as to potential environmental and safety issues surrounding this petroleum product and the operation. We are including the discussion on asphalt liners, as ASCI is, in effect, creating an asphalt liner at its facility on Lot 17 simply by the filling and emptying of AC in the vessel. See Photo 3. AC is inert and insoluble in water. It is what makes up the pavement on asphalt paved roads with the addition of aggregate. If there were questionable environmental problems with asphalt pavement, roads would not be paved with asphalt. The same qualities that make asphalt pavement inert and environmentally safe, are the same qualities of the AC stored in the containment structure on Lot 17. Each time AC is filled and then removed from the vessel, a new layer of "liner' is added. The initial liner of AC that has adhered to the sides of the vessel only penetrated the compacted soils approximately 1/10`1' of an inch. It is waterproof and does not migrate outward or downward. It does not interface with any groundwater at our site. When the time comes to remove this structure from Lot 17, all remaining AC will be allowed to harden and will be excavated and recycled into our asphalt mixes. It is much too valuable a commodity to waste. The AC vessel was constructed of moist clean fill dirt, compacted with heavy equipment (a trackhoe) with 3:1 side -slopes. See Photos 1 and 2. It was primarily built-up from onsite fill, not excavated down into the original surface of the property. The bottom of the excavation extends to approximately less than 5ft. below the original grade of the property. The east end of Lot 17 rises fairly rapidly in elevation compared to the west end of the Lot. There is about a 10 ft. gain in elevation from west to east over a distance of about 1200 ft. The vessel will safely hold about 2.0 - million gals. of AC. AC is brought to our storage facility from refineries located in either Wyoming or Commerce City in 23 -ton (5500 gal.) tanker trucks in a heated and liquid condition. AC is temperature controlled as to its viscosity and can go from rock -hard in outside cold temperatures to a very liquid state when heated. AC is heated to about 280 degrees to flow freely. Tanker trucks back-up to the discharge location and heated AC is gravity fed into the vessel. It takes about 20 -minutes to offload a full tanker truck. See Photo 2. The intent is to fill the vessel in winter and early spring when prices and demand are lower for AC and pump from our secondary storage tank during the construction season for paving in the summer and fall. During periods of filling, 6 to 12 tanker trucks will offload daily at the facility. ASCI primarily uses its own tanker trucks and drivers. Within the AC containment vessel is a floating, semi -mobile heater that heats surrounding AC to about 280 degrees, at and below the surface of the stored AC, and pumps it to a secondary storage tank for offloading into tanker trucks located to the west of the vessel. See Photo 6. The best way to describe the floating heater operation is similar to the Freon operation in the freezer portion of a refrigerator or a radiator in a vehicle. Hot oil, similar to vegetable oil called "heat transfer oil", is heated from a separate burner -heater arrangement and pumped through a closed -piping system to heat the AC in the vessel. This oil is heated to about 340 degrees. The heat transfer oil never makes contact with the AC. Only a localized area of AC approximately 12 ft. in diameter around the heater is heated. The rest of the stored AC can become hardened. It has no negative effect on the heater. The intake of the pump on the floating heater is approximately 3.5 ft. above the bottom of the frame of the heater. The base of the frame has feet to rest on. The heater creates convection currents around it to pull in AC to be heated closer to the pump intake and pumped to the storage tank. The AC at the base of the vessel will never go to an entirely liquid state, as the pump and heater will never go below about 3.5 ft. from the bottom of the vessel. The pump on the floating heater pumps at about 35 gals./minute to fill the storage tank located to the west. The final stage in the operation is to fill and then empty a secondary storage tank located to the west of the containment vessel. This storage tank is the same type that is used at asphalt plants to store and feed AC into the asphalt mix. It is a 30,000 gal. double -walled tank erected upright on a concrete base. See Photos 4 and 5. The inner tank is '/ in. steel and the outer skin is aluminum. Between the tank and the skin is fiberglass insulation to help maintain the AC in a heated, liquid state. Within the tank are enclosed heat transfer oil pipes in a closed -system to heat the AC within the tank, as at the floating heater. The AC within the tank can be allowed to harden or heated and maintained in a liquid state at about 300 degrees. The tank is filled from the top to the bottom and has a float gauge and a warning and shut-off mechanism to prevent overfilling. There are also numerous manually -controlled valves to shut off the flow of AC and/or drain the piping. All piping to and from the storage tank is double -walled with heat transfer oil surrounding the inner AC piping to maintain the AC in a liquid state. The average amount held in the tank at any one time is between 15 and 25,000 gals. Both the heat transfer oil for the floating heater and the heat transfer oil within the storage tank are heated by a burner -heater arrangement to the north of the storage tank. See Photo 5. This burner is fired by a diesel powered genset. The diesel tank holds 2,000 gals. of fuel which is also utilized as the fuel for the burner itself. The transfer and storage system for this portion of the operation was tested numerous times before actual filling of the storage tank. A driver backs up to the tanker loadout location and backs underneath the frame where AC is pumped into the tanker. The driver climbs up the frame and inserts the discharge hose into the dome of the tanker, similar to loading operations at refineries, and then turns on the pump and fills the tanker. Again, it takes approximately 20 minutes to fill the tanker. The tanker then leaves the site and goes to one of three ASCI asphalt plants and fills the AC storage tanks at the sites for asphalt production. ASCI does not re -sell any AC and only uses the product internally for its own production of asphalt. Page 1 of 1 Rob Laird From: Rob Laird Sent: Thursday, May 14, 2009 11:34 AM To: 'Carol Maclennan' Subject: RE: Asphalt Specialties CUP; 9900 Emporia Street, Case #87-09, TCHD #2159 Carol: Thanks for your involvement and f look forward to working with you in the future. Rob From: Carol Maclennan [mailto:cmaclenn@tchd.org] Sent: Thursday, May 14, 2009 10:12 AM To: Jennifer Mason (]mason@c3gov.com) Cc: Warren Brown; Hope Dalton; Monte Deatrich; Rob Laird Subject: Asphalt Specialties CUP; 9900 Emporia Street, Case #87-09, TCHD #2159 5/14/09 Jenny, Because the applicant has satisfactorily addressed the issues Tri-County Health Department (TCHD) identified in our 3/09 letter, TCHD has no objection to the City approving the application, Carol Maclennan Environmental Health Policy Coordinator Tri-County Health Department 7100 E. Belleview Avenue, Suite 102 Greenwood Village, CO 80111 (303) 846-6232 (w) (303) 741-4021 (fax) 5/14/2009 Tri-County Health Department April 10, 2013 Steve Timms City of Commerce City Community Development Department 7887 East 60th Avenue Commerce City, CO 80022 RE: Asphalt Specialties — 9900 Emporia Street Case No. CU -87-09 TCHD ID 2111 Dear Mr. Timms: I am writing to you in regard to the property located at 9900 Emporia Street in Commerce City and a condition of approval that was included in a Conditional Use Permit (CUP) approval for Case No. CU -87-09 dated August 3, 2009. In 2009, Tri-County Health Department (TCHD) commented on an application for a CUP for an Asphaltic Cement Storage Vessel on the property located at 9900 Emporia Street and recommended the following: "Prior to closure of the storage vessel, the applicant will submit to Tri-County Health Department for their approval, a plan for soil testing in the area of the vessel to confirm that contamination is not present at regulatory levels." The intent of this recommendation was to provide an opportunity to review the applicant's procedure for closure and assess for any potential contamination. The applicant contacted TCHD on April 2, 2013 prior to closure of the storage vessel. After discussion with Rob Laird, Resource Manager for Asphalt Specialties, and a site visit conducted by TCHD, TCHD recommended that the applicant prepare a storage closure letter for TCHD's review. TCHD has reviewed a closure letter dated April 8, 2013 and has concluded that the applicant has met the intent of condition F in the CUP approval. Please feel free to contact me at (720) 200-1571 or slynch@tchd.org if you have any questions. Sincerely, 44 Sheila Lynch Land Use Program Coordinator Tri-County Health Department Encl: Closure letter from Rob Laird dated April 8, 2013 CC: Warren Brown, Hope Dalton, Vanessa Richardson, Monte Deatrich, TCHD Serving Adams, Arapahoe and Douglas Counties v Richard L. Vogt, MD, Executive Director r www.tchd.org 6152 S. Willow Dr., Suite 100 v Greenwood Village, CO 80111 r 303-220-9200 April I, 2009 Ms. Jennifer Jones, City Planner Community Development Services Commerce City, Colorado 80022 RE: Approval of Development Plan for Fire Protection Issues, Case No. CU -87-09, Asphalt Cement Storage Vessel, Asphalt Specialties Co., Inc. Dear Ms. Jones: Upon review of the referenced Development Plan, MSDS sheet for the product being stored, and discussions with the applicant, Asphalt Specialties Co., Inc. (ASCI), the South Adams County Fire Department approves of the design and operation of the asphalt cement storage vessel and loadout facilities as constructed and operated at 9900 Emporia St., Commerce City. ASCI will maintain an all-weather paved road to the vessel and will maintain an all- weather access road up onto the discharge location of the vessel for fire fighting purposes. There is ample room and road width for fire equipment to access this location. In the unlikely event that the stored material should ever become ignited, the burning asphalt cement can be extinguished with water. There is also a hydrant located in the southwest area of the lot near the shop building. If you have any other concerns, please contact me at (303) 288-0835. Sincerely, Kevin Vince], Deputy Fire Marshall cc: file Asphalt Specialties Co., Inc. SOUTH ADAMS COUNTY FIRE MARSHALS OFF APPROVED BY DATE PLAN# STATE OF COLORADO Bill Ritter, Jr Governor Jarnes B- Martin, Executive Director Dedicated to protecting and improving the health and environment of the people of Colorado 4300 Cherry Creek Dr S. Denver, Colorado 80246-1530 Phone (303) 692-2000 TOD Line (303) 691-7700 Located in Glendale, Colorado http://www.cdohe.state.cc.us Laboratory Services Division 6100 Lowry Blvd Denver, Colorado 80230-6928 (303) 692-3090 Asphalt Specialties Co., Inc. Attn.: Rob Laird, Resource Manager t,,-1-9.0--I�a� I� - t- €441114nne-ree C ity C_Q .8110.22 JJE hdL A j. Action: Colorado Department of Public Health and Environment APEN Exempted Permit Exempted Re: Air Pollutant Emission Notice (APEN) No. 09AD0418; (AIRS Point ID: 001/1756/001) One (I) CEI Enterprises, Inc., Model: 3600-C, Serial No.: CO8-076, distillate fuel oil (DD,ael Fuel No. 2) fired hot oil heat, heat input rated at 4.23 MMBTU per hour Heated hot oil is used to heat asphalt cenient3This is located at 9900 Emporia S tree , ommerce City, dams County, Colorado. Dear Mr. Laird, The Colorado Air Pollution Control Division has reviewed the APEN for the above emission source. The above emission source is exempt from filing an Air Pollution Emission Notice (APEN) as the emissions arc less than APEN thresholds. (Regulation No. 3. Part A, II. D. 1. a.) The emission source is also exempt from Construction Permit requirements. (Regulation No. 3, Part B, II. D. La.) This exemption is issued in reliance upon the accuracy and completeness of information supplied by the applicant and is conditioned upon construction. installation and operation in accordance with this information and with representations made by the applicant or applicant's agents.. Specifically, this exemption has been granted provided that the following information is accurate and complete: Fuel use rate does not exceed 80,000 gallons per year. Records of actual fuel use rate shall be maintained, and made available to the Division for inspection upon request. AIRS POINT ID: 0011 756'001 Colorado Department of Public Health and Environment Air Pollution Control Division Asphalt Specialties Co.. Inc. - Emporia Street Facility APEN No. 09AD0418 APEN Exempted / Permit Exempted At the requested fuel use rate of 80,000 gallons per year, the emissions are estimated at (tons per year, tpy): Pollutant Particulate Matter (PM) Nitrogen Oxides Carbon Monoxide r 0.14 tpy 0.80 I 0.20 Pollutant PM10(PM <10um) Volatile Organic Compounds Sulfur Dioxide tpy 0.14 H 0.02 0.29 It should he noted although exempted sources may not need permits, they still are required to meet all applicable standards and regulations of the Colorado Air Quality Control Commission, including: Visible emissions shall not exceed twenty percent (20%) opacity during normal operation of the source. During periods of startup, process modification. or adjustment of control equipment visible emissions shall not exceed 30% opacity for more than six minutes in any sixty consecutive minutes. Opacity shall be measured by EPA Method 9. (Reference: Regulation No. 1; Section II.A.1. & 4.) This source is subject to the odor requirements of Regulation No. 2. (State only enforceable) Any changes with respect to the original submittal that would result in increases in either emissions or ambient air impacts, or that would result in the emission of any pollutants not listed in the original submittal. automatically nullifies this exemption. Before actually making any such change, you must apply to the Division for a new exemption based on the anticipated change. If the Division denies the exemption, you will have to obtain a permit before implementing the change. Sincerely, Ram N. Seetharam Permit Review Engineer Construction Permits Unit Stationary Sources Program Air Pollution Control Division AIRS POINT II): 001/1756,001 SOLID WASTE INSPECTION WORKSHEET Agency: Date: Site: Inspectors: File: Colorado Department of Public Health and Environment Hazardous Materials and Waste Management Division July 21, 2008 Asphalt Specialties 10100 Dallas Street Henderson, CO 80640 Darrell Dearborn SW/ADM/GEN 1.8 Times: 10:00 AM —12:00 PM Operator: Gary Stillmunkes Ph. No; (303) 289-7707 Inspection: Complaint investigation On July 21, 2008, Darrell Dearborn an inspector with the Solid Waste and Material Management Unit of the Hazardous Materials and Waste Management Division (Division) conducted a announced complaint investigation on a property located at 10100 Dallas Street in Henderson, CO. The complaint alleges improper storage and disposal of an oily substance into a large excavation at the site. Asphalt Specialties Company owns the property and operates sand/gravel and asphalt operations. Upon arrival to the site Mr. Dearborn met with Mr. Gary Stillmunkes, one of the managers for Asphalt Specialties Company. Mr. Stillmunkes said that the oily substance is not a waste but is asphalt cement that is mixed to form a hard asphalt road surface. The company decided to store the asphalt cement in an effort to hedge against future cost increases. He further stated that the storage pond was not engineered, designed or permitted prior to construction in early June 2008. No site -specific geologic and hydrogeology characterization was performed at this location. The pond is approximately one -quarter acre in size and about 12 feet in depth. It is surrounded by a berm that is approximately twenty feet in height. It appears to be about half full of asphalt cement. No significant spills were observed in the vicinity of the pond. Prior to construction of the pond Asphalt Specialties stored the asphalt cement in 30,000 -gallon tanks. According to Mr. Stillmunkes the asphalt cement is a semi -solid above 220° F. It is insoluble in water. He also said that as the liquid cools to ambient temperatures it solidifies and as the liquid seeps into the soil and becomes solid it forms an impervious liner for the pond. He also said that a synthetic liner is not practical for this use, as the high temperatures of the asphalt cement would melt the liner. A portable heater is used to heat the product so that it may be pumped from the pond when needed. He provided a copy of the MSD sheet for the material and a memorandum dated June 16, 2008 from Tri-County Health Department. In this memo from Tri-County inspector, Deanne Kelly, she described contacting Joe Schieffelin with the Hazardous Materials and Waste Management Compliance Program for technical assistance. He told her that since the product is not a waste there is no regulatory oversight other than to assure that once it is used there is no groundwater contamination residuals or other environmental contamination left behind. Mr. Stillmunkes stated that Asphalt Specialties will excavate the surface of the pond and used all of the soil embedded with asphalt cement in the asphalt plant. None of the cement material will be left behind. Mr. Stillmunkes said that he has contacted Trevor Jurick in Weld County about building a similar facility for storage in Weld County. He further stated that company has constructed no other ponds to store liquid materials in Colorado but that other companies in other states have similar containments for asphalt cement storage. He requests that this information be kept confidential. Based upon observations made on this date and information provided by the property manager and our current understanding of the operations; the facility is not in violation of the Solid Waste Act 30 -20 -Part I C.R.S. or the Solid Waste Regulations 6 CCR 1007-2. Hello