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HomeMy WebLinkAbout1.03 Traffic- r COLORADO DEPARTMENT OF Tt 1SPORTATION STATE HIGHWAY ACCESS PERMIT APPLICATION issuing authority application acceptance date. Instructions: - Contact the Colorado Department of Transportation (CDOT) or your local government to determine your 'issuing authority. - Contact the issuing authority to determine what plans and other documents are required to be submitted with your application Please print Complete this form (some questions may not apply lo you) and attach all necessary documents and Submit it to the issuing authority - Submit an application for each access affected. or type - If you have any questions contact the issuing authority. - For additional information see CDOT's Access Management website at http'rlwAvw.dot-SSa-tern,us/AcceSSPentlftsfindex,htm 1) Prrty owner (Permittee) l' C_ 1-6-cH C ecauiC s Street address /6 '3 ZHgyp, City. state & zip i !SCD '7Y 7 4/3'7 E-mail address r r i c,-' n LLC,_ rt 4 3) Address of property to be servedbypermit (required) r 1 { D �. � �. } [ L �..� �lhS {- ► N>.Q Phone* 0117 &'5O /Dog 2 Agent for permittee (rfdifterent from property owner) - r e..re-dvio er�C-o.4s ruc{tor, 5-er�rc. 5, Mailing address 3 SO City, state & zip 6)R fl A t_ -t- C -v E-mail address if available 01,r'is. L Phone # (required) 3C: 7 q II- Lc 4.1 , serLACCS E -r1 8) What is the approximate date you intend to begin construction? I%07 9, Check here if you are requesting a: t new access 0 temporary access (duration anticipated: 0 change in access use ❑removal of access 10) Provide existing property use V,4t! 4 sir r4 G R j e.t t_ ry e A -z_ 11) Do ye: -:have knowledge of any State Highway access permits serving thisro Qno Ryes, if es -what are the permit number(s) and provide cop ' or adjacent properties in which you have a property interest? 1 and/or, permit date: 15 CtGa e 12) Does the propertowner own or have any interests in any adjacent property? Dno yes, if yes - please describe: 4- C� a to i.ts a1- c.S.. eo-cli 4:3{ prop-e_r{Y ) ©improvement to existing access j-elocation of an existing access (provide detail) 13) Are there other existing or dedicated public streets, roads, highways or access easements bordering or within the property? no Etyes if yes - list them on your plans and indicate the proposed and existing access points. 14) If you are requesting agricultural field access - how many acres will the access serve? 15) If you are requesting commercial or industrial access please indicate the types and number of businesses and provide the floor area square footage of each. business/land use square footage business square footage ��c -1.t. n� w�rrt,,�:��rr ,(4 nit',ltIc _ _ -_- -- -- -- �' f r. Ter. rt 1 35- i c 1 1 16) If you are requesting residential developenlent access, what is the type (sinplr• l amity apartment townhouse) and nl lrnf,r'• 411 i,nrts', type number of rrnils tYtx' ,,• h, • r, iii, r;:r .31,,r 11 It y4 Ia11 r !rrril!. OW E07,Ih HD Vr,hrlt!c; 221 ;,ve r ! I.• r1 lily Vrrlul n� •, Toldt Count ill all vr+hr4le 0 nreVIEi1,S etlrlio,rs cru rrl,sulet, arid may nUi I,e ascii I'.rgr 1 r,f 2 1:11431 Furru ta177 119 Check wrlh the issuing authority lo deler whjch of the foliovarng docurnenls are required to comr. a) Properly map indicating other access. bordering roads and streets b) Highway and driveway plan profile. c) Drainage plan showing impact to the highway right-of-way. cl) Map and letters detailing utility locations before and after development in and along the right-of-way. tee revrek4r01 your application e) Subdivision, zoning, or development plan_ f) Proposed access design. g) Parcel and ownership maps including easements. h) Traffic studies. ti) Proof of ownership, 1- It is the applicant's responsibility to contact appropriate agencies and obtain all environmental clearances that apply to their activities. Such clearances may include Corps of Engineers 404 Permits or Colorado Discharge Permit System permits, or ecological, archeological, historical or cultural resource clearances. The CDOT Environmental Clearances Information Summary presents contact information for agencies administering certain clearances, information about prohibited discharges, and may be obtained from Regional CDOT Utility/Special Use Permit offices or accessed via the CDOT Planning/Construe:tion-Environmental-Guidance webpage http:/lwww,dot.state.co.uslenvironmental/Forms.asp. 2- All workers within the State Highway right of way shall comply with their employer's safety and health policies/ procedures, and all applicable U.S. Occupational Safety and Health Administration (OSHA) regulations - including, but not limited to the applicable sections of 29 CFR Part 1910 - Occupational Safety and Health Standards and 29 CFR Part 1926 - Safety and Health Regulations for Construction. Personal protective equipment (e.g. head protection, footwear, high visibility apparel, safety glasses, hearing protection, respirators, gloves, etc.) shall be worn as appropriate for the work being performed, and as specified in regulation. At a minimum, all workers in the State Highway right of way, except when in their vehicles, shall wear the following personal protective equipment: High visibility apparel as specified in the Traffic Control provisions of the documentation accompanying the Notice to Proceed related to this permit (at a minimum, ANSIIISEA 107-1999, class 2); head protection that complies with the ANSI 289.1-1997 standard; and at all construction sites or whenever there is danger of injury to feet, workers shall comply with OSHA's PPE requirements for foot protection per 29 CFR 1910.136, 1926.95, and 1926.96. if required, such footwear shall meet the requirements of ANSI Z41-1999. Where any of the above -referenced ANSI standards have been revised, the most recent version of the standard shall apply. 3- The Permittee is responsible for complying with the Revised Guidelines that have been adopted by the Access Board under the American Disabilities Act (ADA). These guidelines define traversable slope requirements and prescribe the use of a defined pattern of truncated domes as detectable warnings at street crossings. The new Standards Plans and can be found on the Design and Construction Project Support web page at: <http://www.dot,state,co.us/DesignSuaoorti>, then click on Design Bulletins. If an access permit is issued to you, it will state the terms and conditions for its use. Any changes in the use of the permitted access not consistent with the terms and conditions listed on the permit may be considered a violation of the permit. The applicant declares under penalty of perjury in the second degree, and any other applicable state or federal laws, that all information provided on this form and submitted attachments are to the best of their knowledge true and complete. I understand receipt of an access permit does not constitute permission to start access construction work. Apel 715, signature AND 6/7 Prrinl name ,3 e:,6 z 7(--t" P.l1e if the applicant is not the owner of the property, we require their legally authorized representative (or other acceptable with this application by all owners -of -interest unless stated cases, will be listed as the permittee this application also to be signed by the property owner or written evidence). This signature shall constitute agreement in writing if a permit is issued, the property owner- in utast 1'revuouS rtle7ut rrs aro ,7bsvkeee ant} trtay not tie tp,m1 Ps+^ : IA 2 GOT F nrnt 5137 1224114 TRANSPORTATION CONSULTANTS, INC. October 2, 2006 Mr. Chris Boelke Development Construction Services, inc. 2350 G Road, Suite 240 Grand Junction, CO 81505 Dear Chris: LSC TRANSPUK IATION CONSULTANTS, INC. 1889 York Street Denver, CO 80206 (303) 333-1195 FAX (303) 333-1107 E-mail: lse@lsedenver.com Web Site: http:llwww.lycdenver.coom Re: Frac Tec Services Parachute, Colorado (LSC #061400) We have completed our traffic impact analysis of the proposed Frac Tech light industrial development located north of US 6 and east of Stone Quarry Road (County Road 300) in Garfield County, Colorado. The presently vacant site is proposed to contain 77 acres of light industrial development upon completion. Access is proposed from one full movement access to US 6. The remainder of this report presents our findings concerning the traffic impacts of the proposed development. Figure 2 illustrates the location of the proposed access to the site. Existing Roadways Figure 1, enclosed, illustrates the location of the site within the surrounding roadway network. As indicated, the site is located north of Highway 6 and east of Stone Quarry Road in Garfield County, Colorado. Major roadways in the vicinity of the site are described below with a brief discussion of anticipated future roadway improvements. US 6 is a two-lane east -west paved highway which parallels I-70 throughout the Colorado Rocky Mountains. Within the vicinity of the site, Highway 6 is posted at 50 mph and is classified as a RA highway by the Colorado Department of Trans- portation (CDOT). • Stone Quarry Road (CR 300) is a two-lane roadway with north -south continuity from US 6 on the north to CR 339 on the south. Stone Quarry Road provides the only access in the area across the Denver and Rio Grande Western (DRGW) Railroad and the Colorado River south of US 6. Mr. Chris F3oelke Page 2 October 2, 2006 Existing Traffic Conditions Figure 3 depicts existing lane geometry, traffic controls, and traffic activity near the site. The peak -hour and daily traffic volume shown on this figure are based on traffic counts conducted by Counter Measures, Inc. in September 2006. A summary of the raw count data is provided with this report. Projected Year 2026 Background Traffic In order to have a basis for determining future traffic impacts, projections of future Years 2026 traffic volumes were made. Year 2026 represents the long range projection for the area. Figure 4 illustrates Year 2026 traffic projections. These traffic projections were derived by applying a 2.0 20 -year growth factor to the existing through traffic on US 6. The growth rate was estimated based on long term forecasts on 13 Road, posted on Colorado Department of Transportation's (CDOT) web site. Note that traffic volumes turning onto and from Stone Quarry Road were not increased due to the fact that there are no other proposed developments in the area at this time. The volumes illustrated in Figure 3 constitute "background traffic", or traffic anticipated on the roadway systern without consideration of the traffic generated by the proposed development. Estimated Traffic Generation The Frac Tech development is proposed to contain 77 acres of light industrial development. Based on applicable rates cited in the 2003 edition of Trip Generation, published by the Institute of Transportation Engineers, enclosed Table 1 presents estimates of average daily and peak -hour traffic to be generated by buildout of the proposed Frac Tech development. As indicated, the Frac Tech development is projected to generate 3,989 external average weekday vehicle -trips (1,995 entering and 1,995 exiting). This total includes 480 entering and 99 exiting trips during the morning peak -hour and 123 entering and 436 exiting trips during the evening peak -hour. Estimated Traffic Distribution and Assignment A key element in the determination of the proposed project's traffic impacts is the directional distribution of its traffic onto the surrounding roadway system. The relative location of the site, the type of land use, and specific characteristics of the roadway and access system will dictate what this distribution will be. Figure 5 illustrates the distribution expected to be applicable to the proposed development. As Figure 5 shows, it is assumed that 50 percent of the traffic will be oriented to and from the west on US 6 and 50 percent will be oriented to and from the east on US 6. Application of the percentage distribution projections shown in Figure 5 to the generation estimates of Table 1 yields the assignment of site -generated traffic also shown on Figure 5. The total traffic volumes illustrated in Figure 6 and 7 represent the combination of weekday peak -hour background traffic (from Figures 3 and 4) and project - generated traffic from the proposed development (Figure 5). Mr. Chris Boelke Estimated Traffic Impacts Page 3 October 2, 2006 In order to assess the impact of the proposed project, peak -hour capacity analyses have been prepared for the US 6/Stone Quarry Road and US 6/Site Access intersections assuming existing, background and background plus site -generated traffic conditions. The methodology used is that presented in the 2000 Highway Capacity Manual, published by the Transportation Research Board of the National Academy of Sciences. The concept of Level of Service (LOS) is used as a basis for computing combinations of roadway operating conditions which accommodate various levels of traffic activity. 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 roadway. Table 2, enclosed, summarizes the results of the morning and evening peak -hour LOS analyses for the proposed development (actual computer analysis printouts are enclosed) and the following discusses the results of the capacity analysis. • US 6/Stone Quarry Road: All approaches of this unsignalized intersection presently operate at an excellent Level of Service (LOS "A") during both morning and evening peak -hours. All movements at this intersection are expected to operate at a very good Level of Service (LOS "B" or better) through Year 2026 with or without site - generated traffic. • Site Access/US 6: This access intersection is proposed to be constructed when the proposed site is developed. All approaches of this proposed unsignalized intersection are expected to operate at a good Level of Service (LOS "C") through Year 2026. No roadway improvements were assumed for the US 6/Stone Quarry intersection for this analysis. Access Recommendations The following turn lane requirements are based on the Colorado State Highway Access Code, assuming US 6 as an RA classification at 50 mph: "A left turn deceleration lane with taper and storage length is required for any access with a projected peak hour left ingress turning volume greater than 10 vph. The taper length shall be included within the required deceleration length. A right tum deceleration lane with taper is required for any access with a projected peak -hour right ingress turning volume greater than 25 uph. A right tura acceleration Iane with taper is required for any access with a projected peak hour right turning volume greater than 50 vph." Based on this criteria, the following turn lanes are recommended at the proposed Site Access/ US 6 intersection: Mr, Chris Boeike Page 4 October 2, 2006 • An eastbound left -turn deceleration lane with 740 feet of deceleration length and storage including a 180 -foot taper length; ■ A westbound right -turn deceleration lane with 500 feet of deceleration length including a 180 -foot taper length; • A southbound to eastbound right -turn acceleration lane on US 6 with 760 feet of acceleration length including a 180 -foot taper length. Conclusions and Recommendations Based on the analyses presented herein, the following conclusions and recommendations are made with respect to buildout of the proposed Frac Tech development: 1. The Frac Tec Services development is proposed to contain 77 acres of light industrial development. 2. The site is proposed to have access from one full movement access to US 6 to the south of the site, 3. The development is projected to generate 3,989 external average weekday vehicle - trips (1,995 entering and 1,995 exiting). This total includes 480 entering and 99 exiting trips during the morning peak -hour and 123 entering and 436 exiting trips during the evening peak -hour. 4. It is estimated that 50 percent of the traffic will be oriented to and from the west on US 6 and 50 percent will be oriented to and from the east on US 6. 5. All approaches of the intersections analyzed are expected to operate at a good Level of Service (LOS "C" or better) through Year 2026 with or without site -generated traffic. 6. Based on the criteria set forth in the Colorado State Highway Access Code, assuming US 6 as an RA classification at 50 mph, the following turn lanes are recommended at the proposed Site Access/ US 6 intersection: • An eastbound left -turn deceleration lane with 740 feet of deceleration length and storage including a 180 -foot taper length; • A westbound right -turn deceleration lane with 500 feet of deceleration length including a 180 -foot taper length; • A southbound to eastbound right -turn acceleration lane on US 6 with 760 feet of acceleration length including a 180 -foot taper length. 7. The traffic impacts of the proposed development are moderate and can be accommodated by the adjacent roadway network with the improvements recommended herein. Mr. Chris Boelke Page 5 October 2, 2006 We trust that this report will assist with planning for the Frac Tech Services development. Please call if we can provide additional assistance. Sincerely. LSC Transportation Consultants, Inc. Enclosures: Tables 1 and 2 Figures 1 through 7 Traffic Counts Capacity Analyses 1 \Server_01 ide_scrver\ 1,SC'y Projects \2006 \061400 \ Report \F -Frac Tec Serviccs.wpd 7 0 1 Z Q rLa g Co 0 LUC (41 W w co w L w e -U 0 0 4 [L O 1LNVU 4 72 LL utvC i— V o r {) 12 0 - U 0. . C E co H J C) LU 0 0 N Ri 0) -0 3) a) r0 i {Q y a 2 0 2 ai 0_ 0 0 0) 0) coCO Q) C7 r- coom C 0 w t as a) c 0) e w 0 a (71 T c o m LO SO _ • q) • 0 v a) a) • 0 C9 Z 0. a) c v ai • W O N CO H 11)0 0 T N Eu E to to ILII 0,1 S Q -D cyN i4 Q) 7 L c co 0 Qa < Q m m is N ce Q Q<< O 11 1 r- 1 1 I Intersection Location UnsiQnalized to to 0U N CO 0) L enN >, Rf 203 a. c 0. mac' • Q O • .0 — w 0) 0 tir 1 z w 0 w 0 32,500 Average Weekday Traffic Speed Limit AM Peak—Hour rf) ru ;a=01— PM Peak—Hour 1.9 4- 4- 4- 4- 00 O 0 i 00 4:11, < ai 7 1,0 to — CD ,41 LLJ 6w 0 1— j • Cr. 0 1- 0 _Nf 0 0 0 cL C3 z LIJ wk (I) Peak—Hour 0 1. PM Peak—Hour 1 1 1 r 1 TRAFFIC IMPACT ANALYSIS FRAC TECH GARFIELD COUNTY, COLORADO 1 r TRANSPORTATION CONSULTANTS, INC. 1 1 1 1 1 1 r 1 1 1 1 1 in • TRANSPORTATION CONSULTANTS, INC. February 1, 2007 Mr. Chris Boelke Development Construction Services, Inc. 2350 G Road, Suite 240 Grand Junction, CO 81505 Dear Mr. Boelke: LSC TRANSPORTATION CONSULTANTS, INC. 1889 York Street Denver, CO 80206 (303) 333-1105 FAX (303) 333-1107 E-mail: Ise@lsedenver.com lsedenver.com Web Site: http://www.lscdenver.com Re: Frac Tech Garfield County, CO (LSC #061400) We are pleased to submit our updated Traffic Impact Analysis for the proposed Frac Tech light industrial development located in Garfield County, Colorado. This updated report incorporates comments received from the Town of Parachute and replaces our January 11, 2007 report. Note that as per comments received from the Town of Parachute, three more intersections (Roan Creek Road/US 6; Roan Creek Road/I-70 Westbound Ramp; and Roan Creek Road/I-70 Eastbound Ramp) were analyzed in this report. This study first provides a summary of the existing roadways and traffic volumes in the vicinity of the proposed development and a summary of planned improvements to the roadway system. Next, estimates are made of the amount and directional distribution ofvehicular 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. We trust that our findings and recommendations will assist in the planning for the proposed Frac Tech development. Please call us if we can be of further assistance. Respectfully submitted, LSC Transportation Consultants, I By: 1 1 BTW/SMA/wc Serycr_O jilk_ serve rl LSCjProjects12005\061400I,Repo rt\R3-TOC Frac Tech. wpd 1 1 1 1 Traffic Impact Analysis � Frac Tech 1 r 1 1 1 1 1 1 r 1 1 Garfield County, Colorado Prepared for Development Construction Services, Inc. 2350 G Road, Suite 240 Grand Junction, CO 81505 Prepared by LSC Transportation Consultants, Inc. 1889 York Street Denver, CO 80206 (303) 333-1105 February 1, 2007 (LSC #061400) TABLE OF CONTENTS Section 1 1 1 1 1 11• 1 1 1 1 1 1 Is 1 1 Description Page A Introduction 1 B Existing Roadway and Traffic Conditions 2 C Future Traffic Conditions Without The Development 6 D Traffic Generation 10 E Traffic Distribution and Assignment 12 F Future Roadway Conditions With The Development 14 G Traffic Impacts 17 H Recommendations 22 I Conclusions 24 Appendix A: Traffic Counts Appendix a Intersection Level of Service Analysis Appendix 0: Signal Warrant Graphs LIST OF ILLUSTRATIONS Figure Description Page 1 Vicinity Map 4 2 Existing Traffic Control and Lane Geometry 5 3 Year 2007 Background Traffic 8 4 Year 2026 Background Traffic 9 5 Directional Distribution of Site -Generated Traffic 13 6 Year 2007 Total Traffic 15 7 Year 2026 Total Traffic 16 8 Year 2026 Recommended Traffic Control and Lane Geometry 21 LIST OF TABULATIONS Table Description Page Estimated Traffic Generation 11 2 Intersections Level of Service 20 r 1 1 1 1 1 1 110 1 1 1 1 1 1 1 1 SECTION A Introduction The proposed Frac Tech light industrial development is to be located north of US 6 and east of Stone Quarry Road (County Road 300) in Garfield County, Colorado. The project area is bounded by State Highway 6 on the southeast, I-70 on the northwest, light industrial (at Stone Quarry Road) on the southwest, and Kelly Gulch and vacant property to the northeast. The 77 -acre site is currently undeveloped. Upon completion, the Frac Tech facility is expected to employ 120 persons associated with industrial drilling operations. Access is proposed at one location on State Highway 6. This Traffic Impact Analysis identifies the impacts of the proposed development on the surrounding roadway system and describes its access requirements. This site is located in Garfield County, Colorado. This report has been prepared in accordance with their requirements and the Colorado Department of Transportation (CDOT) requirements for a Level .fill Traffic Assessment with the following sections: • Introduction • Historical Traffic Counts and Existing Geometry and Traffic Control • Future Roadway Traffic Conditions Without the Development - 2007 Background Traffic and Levels of Service Analysis - 2026 Background Traffic and Levels of Service Analysis Traffic Generation Traffic Distribution and Assignment • Future Roadway Traffic Conditions With the Development - 2007 Total Traffic and Levels of Service Analysis - 2026 Total Traffic and Levels of Service Analysis • Traffic Impacts • Recommendations - Roadway and Access Improvement Recommendations • Conclusions Frac Tech Services (LSC #061400] February I, 2007 LSC Transportation Consultants, Inc. 'age 1 r 1 1 1 1 1 1 r 1 1 1 1 1 1 1 1 SECTION B Existing Roadway and Traffic Conditions Existing and Future Roadway Network The area vicinity map of the proposed Frac Tech development is shown on Figure 1. Major roadways in the vicinity of the site are illustrated in Figure 2, along with existing lane geometry and traffic control. The following is a brief discussion of existing roadway network and anticipated future roadway improvements: • US 6 L State Highway 6) is a two-lane east -west paved highway which generally parallels I-70. Within the vicinity of the site, Highway 6 is posted at 50 mph and is classified as a "RA" (rural regional highway) by the Colorado Department of Transportation (CDOT). • County Road (CR) 215 (Parachute Creek Road) is a two-lane, two-way, north- east to southwest roadway that intersects with State Highway 6. CR 215 provides the primary connection between the Town of Parachute and I-70. CR 215 is posted at 30 mph near the intersection with SH 6, Stone Quarry Road (CR 300) is a two-lane roadway with north -south continuity from US 6 on the north to CR 339 on the south. Stone Quarry Road provides the only access in the area across the Denver and Rio Grande Western (DREW) Railroad and the Colorado River south of US 6 in the vicinity of the site. • Roan Creek Road is a two-lane, two-way, north -south roadway that intersects with State Highway 6 and 1-70. Roan Creek Road provides the primary connection between the Town ofDeSeque and I-70. Roan Creek Road is posted at 40 mph near the intersection with SH 6. Historical Traffic Counts and Existing Geometry and Traffic Control Turning movement traffic counts at the intersection of US 6/Stone Quarry Road and daily traffic counts on US 6 were taken by Counter Measures, Inc. in September of 2006. Turning movement traffic counts at the intersections of US 6/CR 215, CR 215/I-70 Ramps and daily traffic counts on US 6 were taken by Counter Measures in June 2004. Turning movement traffic counts at the intersections of US 6/Roan Creek Road, Roan Creek Road/I-70 Westbound Rarnp, and Roan Creek Road/I-70 Eastbound Ramp were taken by Counter Measures in January 2007. Frac Tech Services (LSC #0161400) LSC Transportation Consultants, Inc. Februarq 1, 2007 Page 2 1 Figure 2 depicts the existing lane geometry and traffic controls and historical AM and PM 1 1 1 1 1 1 11* 1 1 1 1 1 1 V 1 1 peak -hour and daily traffic volumes in the vicinity of the site. Traffic count data is provided in Appendix A. Frac Tech Services (LSC #061400) February 1, 2007 LSC Transportation Consultants, Inc. Page 3 r 1 1 1 1 Is 1 February 2, 2007 Page 4 a i {I.5C P,Mect51 1 1 1 1 r 1 1 tzo a o •E rizs rtS U cm 1 N co a S ) y3 SIP X February 1, 2007 Page 5 1 r 1 1 1 1 1 1 1 r 1 1 1 1 i 1 1 SECTION C Future Traffic Conditions Without The Development Year 2007 background traffic volumes are based on recent traffic counts. Growth of SH 6 on through movements adjacent to the site was assumed to be three percent annually, as is consistent with Colorado Department of Transportation estimates for this segment. Traffic counts performed in 2004 were factored at three percent for three years (growth factor of 1.09). Traffic counts performed in 2006 were factored at three percent for one year (growth factor of 1.03). Year 2007 background traffic volumes are depicted on Figure 3. Year 2007 Background Levels of Service Analysis The unsignalized intersection analysis technique, as published in the Highway Capacity Manual (HCM) by the Transportation Research Board, 2000, and as incorporated into the Synchro 6.0 computer program, was used to analyze Year 2007 background traffic conditions. Year 2007 Background Levels of Service are depicted on Table 2. Synchro worksheets are provided in Appendix B. Year 2026 background traffic volumes at US 6/CR 215 and CR 215/1-70 Rarnps are based on Year 2026 total traffic from the Parachute Park Traffic Impact Analysis, LSC, November 2006. Year 2026 background traffic includes the traffic generated from the pending developments of Parachute Park and Spring Lake Estates (Phase I Interim Development). Growth of SH 6 adjacent to the site was assumed a 20 -year growth factor of 2.0, consistent with the growth projected by the Colorado Department of Trans- portation for SH 6 on this segment. Traffic volumes at Roan Creek Road/US 6 and Roan Creek Road/I-70 Ramps were calculated by applying a 20 -year growth factor of 2.0 to the existing traffic. Year 2026 Background Traffic volumes are depicted on Figure 4. Year 2026 Background Level's of Service Analysis. The unsignalized intersection analysis technique, as published in the Highway Capacity Manual (HCM) by the Transportation Research Board, 2000, and as incorporated into the Frac Tech Services (LSC #06.1400) LSC Transportation Consultants, Inc. Februa 1, 2007 Page 6 1 Synchro 6,0 computer program, was used to analyze Year 2026 background g traffic conditions. Year 2026 Background Levels of Service are depicted on Table 2. Synchro worksheets are provided in Appendix B. 1 1 1 1 1 1 1 r 1 1 1 f 1 1 Frac Tech Services &SC #061460) LSC Transportation Consultants, Inc. February 1, 2007 Page 7 1 1 1 1 1 1 r 1 R 1 1 1 1 4 1 1 e fJ NIC" CO CO 7 od QIN KJ oI e A �fN �=�m Ir I? 0 © r cN I---- V L CU z U z U V � SI (J SSM MD February 1, 2007 Page 8 1 1 1 1 1 1 1 1 1 1 1 February 1, 2007 Page 9 t 1 1 1 1 1 1 1 1 1 1 1 1 SECTION D Traffic Generation Estimated Traffic Generation Trip generation from the site was estimated using the number of employees and applicable "General Heavy Industrial" land use rates cited in Trip Generation, 7th Edition, published 2003, by the Institute of Transportation Engineers, In addition, truck trips for the facility due to drilling activities were estimated based on information on the proposed business drilling operations. The drilling truck trips were then converted to a passenger car equivalent (PCE) using a ratio of 3 cars for every 1 truck. Table 1 presents estimates of average daily and peak -hour passenger car equivalent traffic as proposed to be generated by buildout of the proposed Frac Tech development. As noted in Table 1, the Frac Tech development is projected to generate 427 external average weekday vehicle -trips, 190 AM peak -hour trips (51 entering and 139 exiting), and 235 PM peak -hour trips (150 entering and 85 exiting) . Frac Tech Services LSC #06.7400) Februarq 1, 2007 LSC Transportation Consultants, Inc. Page 10 t 1 1 1 1 1 1 R fie 0 (d 0 0 fl, 0 ra. O 0 c 0) CO -o 7 N Q 0 2 0 [L 2 o. 0 z f0 0 d O 0 L 0 M) CO0 CO N 5r to co 11-) r - rO 0 r L0 In In 0) (.0 In N (0 CO gdO I` N r (y ,r. Vt f0 r O c a Q0 General Heavy Industrial (2) 0 0 Vehicle Trips including Trucks 4- L 0 0 (ci 0 5 a LJ m U `0) a C m t 0 t () (6 0 0 0) C cU (n m N E a Q 0 2 V 0_ z 0) J 0 ui W 0_1_ 4.13 -- 0 ri5 (y `i3 0 C 41) 0 SCA w LLJ = ` N- c °- 'co Z a) (a 3 Cr) 2 cvCLI c O 2 .co •— c ca o D c = c m 1— - c >c 0) O W c N E c tL ca. .? cu a 0 v 0 r 7w =t to L RS N -0 CD r E }} Q) 0 Q a q) C1 Q) N g 'C cn O co) D c0 tll CI - t) E 11 UJ CI) ¢❑IL N "c"---) �t February 1, 2007 Page 11 SECTION E Traffic Distribution and Assignment Traffic Distribution The directional distribution of site -generated vehicular traffic on the roadways providing access to and from the proposed development is an important element in planning specific access requirements and in determining its traffic impacts on surrounding road- ways and intersections. Major factors that have influenced the traffic distribution assumptions include: • The location of the site relative to nearby population centers. • The projected travel patterns of residents and employees of the region. • The roadway network serving the site. • The planned access system to the site. • The existing traffic patterns as evidenced by traffic counts. The expected distribution is depicted on Figure 5. It is estimated that 80 percent of the traffic will be oriented to and from the site to the west on US 6 and 20 percent will be oriented to and from the site to the east on US 6. At the intersections of US 6/CR 215 and I-70/CR 215, 30 percent is expected to be oriented to and from the west and 30 percent to and from the east on 1-70, five percent is projected to be oriented to and from the north and five percent to and from the south of CR 215, and ten percent will remain on US 6. At the intersection of Roan Creek Road/US 6 and Roan Creek Road/I-70 Ramps, 13 percent is expected to be oriented to and from the west, two percent to and from the east on I-70, three percent oriented to and from the north on Roan Creek Road, and the remaining two percent to and from the west on US 6. Traffic Assignment Application of the distribution to the trip generation estimates of Table 1 yields the assignment of site -generated traffic. The traffic assignment is depicted on Figure 5. Frac Tech Services (LSC #061400) Februaray I, 2007 LSC Transportation Consultants, Inc. Page 12 February 1, 2007 Page 13 SECTION F Future Roadway Conditions With the Development 2007 Total Traffic The site -generated traffic (Figure 5) was added to Year 2007 background traffic (Figure 3) to calculate the total traffic volumes for Year 2007. Total traffic for Year 2007 is illustrated on Figure 6. 2007 Total Traffic Levels of Service Analysis The unsignalized intersection analysis technique, as published in the Highway Capacity Manual (HCM) by the Transportation Research Board, 2000, and as incorporated into the Synchro 6.0 computer prograrn, was used to analyze Year 2007 total traffic conditions. Year 2007total traffic conditions Levels of Service are depicted on Table 2. Synchro work- sheets are provided in Appendix B. Year 2026 Total Traffic The site -generated traffic (Figure 5) was added to Year 2026 background traffic (Figure 4) to calculate the total traffic volumes for Year 2007. Total traffic for Year 2026 is illustrated on Figure 7. Year 2026 Background Levels of Service Analysis The unsignalized intersection analysis technique, as published in the Highway Capacity Manual (HCM) by the Transportation Research Board, 2000 and as incorporated into the Synchro 6.0 computer program, was used to analyze Year 2026 background traffic conditions. Year 2026 background traffic Levels of Service are depicted on Table 2. Synchro worksheets are provided in Appendix B. Frac Tech Services !LSC #061400) February 1, 2007 LSC Transportation Consultants, Inc. Page 14 1 1 1 1 1 1 1 1 1 1 1 1 I • 1 1 Feb neary 1, 2007 Page 75 February 1, 2007 Page 16 rg �} y.9..opel 1 r 1 1 1 1 1 1 11° 1 1 1 1 SECTION G Traffic Impacts Peak -Hour Level of Service Analyses In order to assess the impacts of the proposed development, peak -hour capacity analyses have been prepared for the key study intersections assuming background plus site - generated traffic conditions. The methodology used is that presented in the 2000 High- way Capacity Manual, published by the Transportation Research Board of the National Academy of Sciences. The concept of Level of Service (LOS) is used as a basis for computing combinations of roadway operating conditions which accommodate various levels of traffic activity. 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 roadway. Table 2 summarizes the results of the morning and evening peak -hour LOS analyses for the proposed development (actual computer analysis print- outs are enclosed). The following section discusses the results of the capacity analysis for the CR 215/State Highway 6 & 24, CR 2'15/I-70 Eastbound Ramp, CR 215/I-70 West- bound Ramp, State Highway 6/Stone Quarry, Roan Creek Road/US 6, Roan Creek Road/ 1-70 Westbound Ramp, Roan Creek Road/I-70 Eastbound Ramp, and State Highway 6/ Site Access intersections. Year 2026 "with improvements" analysis assumes the roadway geometry shown in Figure 8. CR 215/1-70 Eastbound Ramps: In the short-term, the eastbound critical approach of this intersection is expected to operate at Level of Service (LOS "D") during the morning and evening peak -hours with the addition of the traffic generated by the proposed site. By Year 2026, the eastbound approach of this intersection is expected to operate at Level of Service "F" during both morning and evening peak -hours with or without the traffic generated by the proposed site. The addition of a traffic signal and turn lanes as shown in Figure 8 would result in all approaches of this intersection operating at an acceptable Level of Service (LOS "D" or better) through Year 2026. Peak -hour signal warrants are not expected to be met in the short term (Year 2007), but are expected to be met in the long term (Year 2026). Peak -hour signal warrant graphs for this inter- section can be found in Appendix C. CR 21511-70 Westbound Ramps: In the short-term, the westbound approach of this intersection is expected to operate at a poor Level of Service (LOS "E") Frac Tech Services (LSC #061z100) Februarq 1, 2007 LSC Transportation Consultants, inc. Page 1 7 1 1 1 1 1 1 1 1 1 1 • during the PM peak -hour with or without the addition of traffic generated by the proposed site and LOS "F" with the addition of site -generated traffic. By Year 2026, the westbound approach of this intersection is expected to operate at Level of Service "F" during both morning and evening peak -hours with or without the traffic generated by the proposed site. The addition of a traffic signal and turn lanes as shown in Figure 8 would result in all approaches of this intersection operating at an acceptable Level of Service (LOS "D" or better) through Year 2026. Peak -hour signal warrants are expected to be met during the PM peak -hour in the short term (Year 2007) and during the AM and PM peak -hours in the long term (Year 2026). Peak -hour signal warrant graphs for this intersection can be found in Appendix C. CR 215/State Highway 6 8624: In the short-term background, all movements of this intersection are expected to operate at an acceptable Level of Service (LOS "D" or better) during both morning and evening peak -hours without site - generated traffic. With the addition of site -generated traffic, the westbound approach is expected to operate at LOS "F" during the PM peak -hour. By Year 2026, the westbound approach is expected to operate at a poor Level of Service (LOS "F") with or without the site -generated traffic. Converting the operation to all -way Stop and adding the turn lanes as shown in Figure 8 would result in all approaches of this intersection operating at a good Level of Service (LOS "D" or better) except for the northbound through during the PM peak -hour which is expected to operate at Level of Service "E" through Year 2026. Peak -hour signal warrants are not expected to be met in the short term (Year 2007). In the long term (Year 2026), peak -hour warrants are expected to be met during the AM and PM peak -hours with the addition of site -generated traffic. A peak -hour signal warrant graphic for this intersection can be found in Appendix C. • US 6/Stone Quarry Road: All approaches of this unsignalized intersection presently operate at an excellent Level of Service (LOS "A") during both morning and evening peak -hours. All movements at this intersection are expected to operate at a very good Level of Service (LOS "B" or better) through Year 2026 with or without site -generated traffic. • Site Access/US 6: This access intersection is proposed to be constructed when the proposed site is developed. All approaches of this proposed unsignalized intersection are expected to operate at a very good Level of Service (LOS "B") through Year 2026. • US 6/Roan Creek Road: All approaches of this unsignalized intersection presently operate at a very good Level of Service (LOS "B" or better) during both morning and evening peak -hours. All movements at this intersection are expected to operate at a good Level of Service (LOS "C" or better) through Year 2026 with or without site -generated traffic. Site -generated traffic at this inter- section will increase delay by less than four seconds during the peak -hours. Frac Tech Services (LSC # 061400) February I , 2007 LSC Transportation Consultants, Inc. Page 18 1 iD 1 1 t 1 1 ith 1 1 1 1 1 1 • 1-70 Westbound RampJRoan Creek Road: All approaches of this unsignalized intersection presently operate at an excellent Level of Service (LOS "A") during both morning and evening peak -hours. All movements at this intersection are expected to operate at a very good Level of Service (LOS "B" or better) through Year 2026 with or without site -generated traffic. Site -generated traffic at this intersection will increase delay by less than one second during the peak -hours. • I-70 Eastbound Ramp/Roan Creek Road: All approaches of this unsignalized intersection presently operate at a very good Level of Service (LOS "B" or better) during both morning and evening peak -hours. All movements at this inter- section are expected to operate at a good Level of Service (LOS "C" or better) through Year 2026 with or without site -generated traffic. Site -generated traffic at this intersection will increase delay by less than one second during the peak - hours. Frac Tech Services (LSC #061400) February 1, 2007 LSC Transportation Consultants, Inc. Page 19 1 Intersection Location US 6/Stone Query Road Eastbound Left Westbound Lek Northbound Approach Southbound Approach Critical Movement Delay(eec Iveh) US 61Site Access Eastbound Approach Westbound Approach Southbound Approach Critical Movement Delay(sec Iveh) County Road 215G-16 & 24 Eastbound Approach Westbound Approach Northbound Approach Southbound Approach Critical Movement Delay Courtly Road 218/SH ¢ & 24 Eastbound Approach Westbound Approach Northbound Left Southbound Left Cntical Movement Delay Counter Road 215/1.70 Weound Ramp Westbound Approach Northbound Approach Southbound Approach Critical Movement Delay County Road 21511-70 Westbound Ramp Westbound Approach Northbound Left Southbound Approach Critical Movement Delay County Road 215/1-70 Eastbound Ramp Eastbound Approach Northbound Approach Southbound Approach Critical Movement Delay County Road 215/1-70 Eastbound Ramp Eastbound Approach Northbound Approach Southbound Left Critical Movement Delay Roan Creek Road/US 6 Eastbound Approach Westbound Approach Northbound Left Southbound Left Critical Movement Delay Roan Creek Road/I-70 Westbound Ramp Westbound Approach Northbound Left Critical Movement Delay Roan Creek Road/I.70 Eastbound Ramp Eastbound Approach Southbound Left Critical Movement Delay Tattle 21” Intersection Levels of Service Analysis Frac Tec Services Parachute, Colorado (LSC # 061400; February, 2007) Traffic Control Unsignalized Two Way Stop nsignalized Unsionalized Two Way Stop Unsignalized All Way Stop Unsignalized Two Way Stop Signalized Unsignalized Two Way Stop Signalized Unsignalized Two Way Stop Unsignalized Two Way Stop Unsignalized Two Way Stop Year2007 Background Traffic Level of Level of Service Service AM PM Year 2007 Total Traffic Level of Level of ServVice Service AM PM Year 2026 Background Traffic Level of Level of Service Service AM PM Year 2026 Total Traffic Level of Service AM Level of Service PM A A A A A A A A 9.7 9.3 A A A A A A A A 10.0 9.6 - - A A - - A A. - A B - 5.6 10.6 8 B C D A A A A 166 26.6 B A A 12.5 E A A 43.2 B C C F A A A A 23 5 74.5 A A A A A A A A B A B A B A B B 11.1 9.5 11 1 190 - - A A - - A A - - B A - - 11.7 8.5 E F F F F F F F A A A A A A A A 796,1 - - - A A A A - - 8 B B 6 C C D E - - 8 B 8 B - - 29.1 22.1 25.7 51.1 B A A 13.3. F F F F F A A A A A A A A A A 91.5 163.9 2498 ` - - - - 0 0 0 0 - - A B A 6 - - - - A B A B - - - - 40.9 43.2 40.6. 43.6 C A A 21.2 C A A 19.6 O A A 32 D A A 34 F F F F A A A A A A A A 940.1 695.5 ` ` - - 0 8 D D - - B A B A - - A A A A - - 424 19.9 422 403 A A A A B B B B A A A A A A A A 10.5 11.6 10.7 12.2 A A A B A A A A 9.7 9.8 9.7 10 B A B 6 A A A A. 10.6 9,9 10.7 19 1 B B B B B C B C A A A A A A A A 13.5 21 6 14.2 24.9 B B B B A A A A 11.8 128 11.9 13.2 O B 0 B A A A A 16.2 12 4 16 7 12.9 Note: (1) Using 2000 Highway Capacity Manual (HCM) methodology and Level of Service (LOS) definitions Delay more than 999 seconds February 1, 2007 Page 20 r 1 1 1 1 1 11 1 11 1 os 1 1 February 1, 2007 Page 21 1 1 1 1 1 1 SECTION H Recommendations Roadway and Access Improvement Recommendations US 6 is an RA classification posted near the proposed access at 50 rnph. The Colorado State Highway Access Code states the following: Section 3.8 CATEGORY R -A - Regional Highway Auxiliary Lane Requirements (5) Auxiliary turn lanes shall be installed according to the criteria below. (a) A left turn deceleration lane with taper and storage length is required for any access with a projected peak hour left ingress turning volume greater than 10 vph. The taper length will be included within the required deceleration length. (b) A right turn deceleration lane and taper length is required for any access with a projected peak hour right ingress turning volume greater than 25 vph. The taper length will be included within the required deceleration length. (c) A right turn acceleration lane and taper length is required for any access with a projected peak hour right turning volume greater than 50 vph when the posted speed on the highway is greater than 40 mph The taper length will be included within the required acceleration length. A right turn acceleration lane may also be required at a signalized intersection if a free - right turn is needed to maintain an appropriate level of service in the inter- section. (d) Right turn deceleration and acceleration lanes are generally not required on roadways with three or more travel lanes in the direction of the right turn except as provided in subsection 3.5. (e) A left turn acceleration lane may be required if it would be a benefit to the safety and operation of the roadway or as determined by subsection 3.5. A left turn acceleration lane is generally not required where the posted speed is less than 45 mph, or the intersection is signalized, or the acceleration lane would interfere with the left turn ingress movements to any other access. Based on this criteria, the following turn lanes are recommended at the proposed Site Access/US 6 intersection: • An eastbound left -turn deceleration lane with 525 feet of deceleration length and storage including a 180 -foot taper length; • A westbound right -turn deceleration lane with 500 feet of deceleration length including a 180 -foot taper length; • A southbound to eastbound left -turn acceleration lane on US 6 with 760 feet of acceleration length including a 180 -foot taper length. Frac Tech Seruices (LSC #061400] February 1, 2007 LSC Transportation Consultants, Inc. Page 22 1 In addition, the following turn lanes are recommended at the 1-70 interchange and Frontage Road intersections as regional improvements: ■ CR215/SH6&24: Eastbound right -turn lane, westbound left -turn lane, northbound left -turn lane, and southbound left -turn lane; CR 215/I-70 Westbound Ramp: Northbound left -turn lane, southbound right -turn lane, and westbound left - turn lane; CR 215/1-70 Eastbound Ramp: Northbound right -turn lane, southbound left -turn lane, and eastbound left - turn lane. In addition, signals are recommended at the I-70 Ramp intersections and the CR 215/ SH 6 intersection is recommended to be converted to All -Way Stop or possibly a signalized intersection. Figure 8 illustrates the recommended intersection improvements. It should be noted that, in our opinion, this development should not be responsible for constructing the improvements recommended at the I-70 interchange and CR 215/SH 6 intersections. Furthermore, the traffic impacts of the development's buildout are minor when compared to the existing and anticipated traffic on the area roadways. Therefore, if any contributions to regional transportation improvements are required, they should be minor and should be negotiated with the Town of Parachute, CDOT, and the other proposed developments in the area. Frac Tech. Services (LSC #061400) February 1, 2007 LSC Transportation Consultants, Inc. Page 23 1 1 I r r 1 1 1 5. The following turn lanes are recommended at the 1-70 interchange and Frontage Road intersections as regional improvements: • CR 215/ SH 6 & 24: Eastbound right -turn lane, westbound left -turn lane, northbound left -turn lane, and southbound left -turn lane; • CR 215/1-70 Westbound Ramp: Northbound left -turn lane, southbound right -turn lane, and westbound left -turn lane; • CR 21511-70 Eastbound Ramp: Northbound right -turn lane, southbound left -turn lane and eastbound left - turn lane. In addition, signals are recommended at the 1-70 Ramp intersections and the CR 215/ SH 6 86 24 intersection is recommended to be converted to All -Way Stop control or possibly a signalized intersection. Figure 8 illustrates the recommended intersection improvements. It should be noted that, in our opinion, this development should not be responsible for constructing all of the improvements recommended at the I-70 interchange and Frontage Road intersections. Furthermore, the traffic impacts of the development's buildout are minor when compared to the existing and anticipated traffic on the area roadways. Therefore, if any contributions to regional transportation improvements are required, they should be minor and should be negotiated with the Town of Parachute, CDOT, and the other proposed developments in the area. Frac Tech Services (LSC #061400) February{ 1, 2007 LSC Transportation Consultants, Inc. Page 25 r 1 1 i r 1 1 1 lo 1 1 1 1 1 1 1 1 1 1 s r 1 APPENDIX A Traffic Counts t Code : 16 STREET: STOKE QUART RD STREET: US -8 jCKTY: PARACBVTE/GARFIL Counter Measures PAGE: 1 FILE: STOXUS-6 Movements by: Vehicles DATE: 9/14/06 From Korth From East From South From West Vehicle IA RT TBRO LT RT THRO LT RT TRRO LT RT TRRO LT Total D 1 0 3 0 4 7 3 0 3 5 0 0 5 1 5 5 4 29 0 54 4 1 1 $ 24 1 53 OPAL T 0 8 1 9 12 7 1 4 10 53 1 107 0 A 1 0 3 0 12 3 7 0 1 II 550 2 0 3 3 14 6 4 6 0 37 0 1 0 2 5 0 3 6 2 1 2 2 0 45 i I3 14 6 0 1 38 1 0 1 4 15 5 6 0 2 I OTAL 5 0 9 8 54 24 24 0 7 5 6 0 45 17 16 1 165 0 A 0 0 2 1 4 8 4 0 1 50 2 0 22 0 0 2 0 6 7 9 0 5 3 5 1 38 1 Break 1 FM 4 0 3 6 5 4 7 I 5 5 3 1 4 2 7 6 1 3 3 42 8 0 6 3 5 0 45 J 4 1 7 5 4 4 8 4 0 5 0 2 0 39 1 0 5 1 3 8 6 0 7 3 2 0 36 IITAL 12 2 19 13 19 26 25 1 23 7 12 3 162 110M 1 0 5 2 3 5 8 2 4 1 1 4 4 3 0 37 P 2 0 2 1 6 2 7 0 5 7 3 0 44 0 0 5 9 0 8 2 3 0 35 1 3 2 10 0 8 i 7TAL 4 1 16 7 21 13 34 2 25 2 3 0 34 15 12 0 150 MAL 1 1 r 1 1 22 3 56 30 113 90 103 4 65 52 100 6 644 I.Code : 16 STREET: STONE NARY RD ;TREE?: CS-6 NTY: PARACHCTE/GARFIL 1 1 1 1 1 Counter Measures Movements by: Vehicles PAGE: 1 FILE: STONOS-6 DATE: 9/14106 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AN - 8:30 AM DIRECTION START PEAK ER . VOLUMES ..., PERCENTS FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6:30 AM 0.90 4 0 14 18 22 0 76 East 7:00 AM 0.90 8 54 24 86 9 63 28 South 7:30 AM 0.61 25 0 9 34 74 0 26 West 6:30 AN 0.63 20 61 2 83 24 73 2 Entire Intersection iorth 6:30 AM 0.90 4 0 14 18 22 0 76 East 0.65 4 35 21 60 7 58 35 South 0.88 19 1 8 28 68 4 29 West 0.63 20 61 2 83 24 73 2 4 0 STONE QUARY RD 14 L 18_1 N w --E S 4 60 35 1 z , L 21 1 61 83 120 i r 1 1 r-28 8 STONE QUARY RD 1 19 1 Code : 16 TREET: STONE NARY RD TREET: OS -6 NTT: PARACHUTE/GARFIL 1 1 1 1 1 1 1 Counter Measures Movements by: Vehicles PAGE: 1 FILE: STONOS-6 DATE: 9/14/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR ... VOLUMES ... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left Korth 4:00 PM 0.69 12 2 19 33 36 6 58 East 4:00 PM 0.91 13 19 26 58 22 33 45 South 5:00 P11 0.85 34 2 25 61 56 3 41 West 4:45 PM 0.68 16 11 0 27 59 41 0 Entire Intersection North 4:00 PM 0.69 12 2 19 33 36 6 58 Bast 0.91 13 19 26 58 22 33 45 South 0.88 25 1 23 49 51 2 47 West 0.69 7 12 3 22 32 55 14 12 1 1 12 22 1 1 7 1 35 STONE QUARY RD 19 33 F49 23 STONE QUARY RD 1 25 N W ----E S 13 58 19 US -6 1 1 1 1 1 1 11, 1 1 1 1 1 1 1 "49. a E 3 S ag, IV*. co red 1 b006 I10906006.PB town: PARACHUTE :ion: US -6 E/0 STONE QUARI RD +s: 1-1 1 ;tion: Bast COUNTER MEASURES ** Weekly Suiary For Week Of September 10, 2006 *** 09:08 Pg 1 Sta: 091354000000 Id: 091354000000 CouId: 01 County: GARFIELD Format: Dir 10 11 12 13 14 15 16 Sun Mon Tue Wed Thu Fri Sat Daily Wkday 6lkend Avg. Avg. Avg. 2 12 2 0 1 1 1 0 0 8 1 1 28 8 8 113 28 28 51 113 113 43 51 51 53 43 43 38 53 53 45 38 38 46 45 45 46 43 46 44 43 43 44 44 44 58 44 44 62 58 58 31 62 62 26 31 31 ' 12 26 26 18 12 12 8 18 18 2 8 8 2 2 15 - 777 777 777 tNkday - - - - 100.0 Day - 100.0 IA Hr None None None None 07:00 None None int 113 IA Hr None None None None 18:00 None None Int 62 r 1 1 1 COUNTER MEASURES 006 *f* Weekly Summary For Week Of September 10, 2006 *** 09:08 Fg 2 K0906006.PRK I(Town: PARACHUTE tion: 0S-6 EfO STOKE QUART RD f s : 2-1 ction: West Sta: 091354000000 Id: 091354000000 Coimld: 01 County: GARFIELD Format: Dir r 1 1 10 11 12 13 14 15 16 Daily Sun Kon Tne Wed Thu Fri Sat Avg. 0 0 0 0 0 0 2 2 2 5 5 5 11 11 11 32 32 32 70 70 70 55 55 55 40 40 40 31 31 31 50 50 50 55 55 55 47 47 47 66 66 66 53 53 53 56 56 56 50 50 50 19 19 1.9 13 13 13 15 15 15 12 12 12 12 12 12 2 2 2 Wkday Wkend Avg. Arg. - 697 - 697 697 0 1 Wkday 100.0 Dap 100.0 II ak Er Kone lone Kone None 08:00 one Kone II ant - - - 70 - Iak Or None one lone None 15:00 Ione None unt - - - 66 1 1 tite Code : 13 Gaunter 14easures 1/S STREET: CR -215 PAGE, 1 IR STREET: 1-70 88 OFF RAMPS FUR: CR211708 Movements by: Primary DATE: 6/03/04 'i,e legin From Korth Er THRU Lr From Bast From South Fro, West Vehicle RT THRU LT RT TRH LT R? TORO LT Total 6:30 II 6:45 R TOTAL 7:00 11M I 7:15 7:30 7:45 IR TOTAL 8:00 AM 1 8:15 0 16 27 0 0 0 68 53 0 4 0 35 203 0 18 23 0 0 0 57 50 0 6 0 37 191 0 34 50 0 0 0 125 103 0 10 0 72 394 0 29 26 0 0 0 59 29 0 1I 2 18 174 0 33 15 0 0 0 61 19 0 8 0 5 141 0 25 15 0 0 0 52 21 0 11 0 20 144 0 40 12 0 0 0 38 33 0 7 0 13 143 0 127 68 0 0 0 210 102 0 37 2 56 602 0 32 20 0 30 15 0 0 36 36 0 0 0 34 37 0 6 1 13 144 7 1 13 137 Break I4:00 PM 0 72 22 0 0 0 20 45 0 16 0 11 186 4:25 0 78 12 0 0 0 11 41 0 7 3 8 160 4:30 0 75 14 0 0 0 20 51 0 11 0 13 184 I 4:45 0 98 I7 0 0 0 22 43 0 d TOTAL 0 323 65 0 0 0 73 180 0 4 0 5 194 43 3 31 724 111110 PA 0 89 11 0 0 0 23 46 0 i:15 0 109 19 0 0 0 19 32 0 1 0 9 187 11 };30 0 94 14 0 0 0 0 P3 203 0 11 0 12 187 :45 0 112 11 0 0 0 24 32 1 I t TOTAL 0 404 55 0 0 0 83 131 00 19 0 10 190 50 0 44 767 1 T TOTAL 1 1 1 1 1 1 0 950 273 0 0 0 561 589 0 153 1 235 2768 Ito Code : 13 'S STREET: CR -215 W STREET: I-70 EB OFF RAMPS 1 1 1 1 1 1 Counter Measures Moveaents by: Priiary PAGE: 1 FILE: CR11I701 DATE: 6/03/04 PEAK PERIOD ANALYSIS FOR TEE PERIOD: 6:30 AM - 8:30 AN DIRECTION START PEAK RR .... VOLUMES .. PERCENTS ... FROM PEAK HOAR FACTOR Right Tbru Left Total Rigbt Tbru Left North 7:00 AM 0,89 0 127 69 195 0 65 35 East 7:00 AN 0.00 0 0 0 0 0 0 0 South 6:30 AN 0.82 145 151 0 396 62 38 0 West 6:30 AM 0.73 19 2 95 126 23 2 75 Entire Intersection North 6:30 AN 0.85 0 96 91 187 0 51 49 East 0.00 0 0 0 0 0 0 0 South 0.82 245 151 0 396 62 38 0 (fest 0.73 29 2 95 126 23 2 75 1 1 1 1 1-70 EB OFF RAMPS 95 96 187 2 126 1 140 1 1 29 J 12 5.; CR -215 91 0 396 151 N S 0 0 0 0 I-70 EB OFF RAMPS 245 338'` ite Code : 13 /S STREET: CR-215 iiiJW STREET: 1-70 EH OFF RAMPS IIIIP 1 1 1 1 1 1 Counter Measures Havesents by: Pritary PAGE: 1 FILE: CR21I7OE DATE: 6/03/04 PEAK PERIOD ANALYSIS FOR THB PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK ER VOLUMES .... PERCENTS ... FROM PEAK 80DR FACTOR Right Thru Left Total Right Tbru Left North 5:00 PM 0.90 0 404 55 459 0 88 12 East 5:00 PM 0.00 0 0 0 0 0 0 0 South 4:15 PM 0.90 76 181 0 257 30 70 0 West 5:00 PM 0.81 50 0 44 94 53 0 47 Entire Intersection North 4:45 PM 0.88 0 390 61 451 East 0,00 0 0 0 0 South 0.87 88 153 0 241 West 0.82 40 0 39 79 1 1 1 1 1 1 1 1-70 EB OFF RAMPS 39 1 0 0 79 40 J 390 61 451 —1 0 86 14 0 0 0 37 63 0 51 0 49 — 241 0 153 0 L 0 0 0 1-70 EB OFF RAMPS 88 149 Counter Measures Site Code : 4 PAGE: 1 RIS STREET: CR -215 FILE: CR21I70W iii,8JW STREET: 1-70 WB OFF RAMP IIIIP Movements by: Primary DATE: 6/03/04 Time From North From East From South From Best Vehicle 1 Begin RT TORO LT RT TRH LT RT THRO LT RT TERO LT Total 6:30 8 36 0 5 0 7 0 71 11 0 0 0 144 i6:45 8 34 0 13 0 7 0 79 8 0 0 0 149 BR TOTAL 16 70 0 18 0 14 0 156 19 0 0 0 293 7:00 AM 8 48 0 10 0 7 0 40 7 0 0 0 120 7:15 10 35 0 17 0 13 0 19 5 0 0 0 99 7:30 10 34 0 9 0 6 0 36 5 0 0 0 100 7:45 12 35 0 10 0 17 0 34 12 0 0 0 120 IiR TOTAL 40 152 0 46 0 43 0 129 29 0 0 0 439 8:00 AM 7 37 0 11 0 15 0 46 3 0 0 0 119 ' 8:15 6 40 0 20 0 5 0 40 10 0 0 0 121 Break I4:00 PM 20 62 0 22 0 32 0 47 9 0 0 0 192 4:15 24 44 0 27 0 46 0 37 12 0 0 0 190 4:30 18 43 0 22 0 46 0 53 11 0 0 0 193 4:45 18 72 0 36 1 43 0 36 12 0 0 0 218 .R TOTAL 80 221 0 107 1 167 0 173 44 0 0 0 793 000 PM 22 59 0 32 1 41 0 45 10 0 0 0 210 5:15 17 59 0 22 1 69 0 38 7 0 0 0 212 5:30 15 48 0 26 0 60 0 36 8 0 0 '0 193 5:45 20 56 0 53 0 67 0 26 5 0 0 0 227 I 8 TOTAL 74 222 0 132 2 237 0 145 30 0 0 0 842 1 1 1 1 1 AT TOTAL 223 742 0 334 3 481 0 689 135 0 0 0 2607 14, 1 1 Counter Measures I ite Code : 4 PAGE: 1 /5 STRER?: CR -215 PILE: CR21I70W IW STREET: 1-10 WB OFF RAMP Movements by: Primary DATE: 6/03/04 1 PEAR PERIOD AMAL!SIS FOR TBE PERIOD: 6:30 kM - 8:30 AM DIRECTION START PEAK BR VOLUMES .... PERCENTS ... FROM PEAK 6008 FACTOR Right Thru Left Total Right Thru Left North 7:00 AM 0.66 40 152 0 192 21 79 0 gist 7:15 AM 0.82 47 0 51 98 48 0 52 South 6:30 AM 0.70 0 215 31 246 0 87 13 West 6:30 AM 0.00 0 0 0 0 0 0 0 Entire Intersection North 6:30 AN 0.83 34 153 0 187 Bast 0.66 45 0 34 79 South 0.70 0 215 31 246 West 0.00 0 0 0 0 1 I-70 WB OFF RAMP 0 34 153 L 187 0 0 0 r246 7 31 215 18 82 0 57 0 43 0 87 13 0 0 0 r45 79 0 L 34 1-70 WB OFF RAMP Isite Code : 4 I/5 STREET: CR -215 ./X STREET: I-70 WB OFF RAMP 1 1 1 1 1 1 Counter Measures Moveieots by: Prieary PAGE: 1 FILE: CR2Ii70W DATE: 6/03/04 PEAK PERIOD ANALYSIS FOR TBI PERIOD: 4:45 PM - 5:45 PM DIRECTION START PEAR RR VOLUMES ,. PERCENTS ... FROM PEAR BOOR FACTOR Right Thru Left Total Right Thru Left Korth 4:45 PA 0.86 72 238 0 310 23 77 0 East 4:45 PM 0.91 115 3 213 331 35 1 64 South 4:45 PM 0.87 0 155 37 192 0 81 19 West 4:45 PM 0.00 0 0 0 0 0 0 0 Iatire Intersection Korth 4:45 PM 0.86 72 238 0 310 East 0.91 115 3 213 331 South 0,87 0 155 37 192 West 0.00 0 0 0 0 1 1 1 1 72 238 L 310 _ 0 0 0 J in 192 37 155 23 77 0 35 1 64 0 81 19 0 0 0 N W --HE 5 r 115 331 3 L. 213 1 ISite Code : 3 11/S STREET: CR -215 IliW STREET: ' 1-14 FRONTAGE RD Counter !Measures PAGE: 1 FILE: CR21I70F Movements by: Primary DATE: 6/03/04 Time 1 Begin From North RT THRU LT 6:30 I 6:45 88 TOTAL 1. 7:00 AM 7:15 7:30 7:45 18R TOTAL 8:00 AM 1 8:15 From East From South From West Vehicle RT THRO LT RT. rum LT RT TRC LT Total 5 19 4 2 0 5 12 50 20 20 4 3 144 5 26 5 2 1 3 6 65 21 13 2 3 152 10 45 9 4 1 8 18 115 41 33 6 6 296 6 29 7 2 2 6 3 30 17 21 1 4 128 5 19 15 3 2 0 2 21 13 26 2 2 110 4 18 11 6 0 1 2 26 17 25 2 6 118 2 25 4 3 2 2 0 23 21 20 5 5 112 17 91 37 14 6 9 7 100 68 92 10 17 468 1 18 4 3 14 3 1 1 0 0 22 35 26 2 3 113 3 1 0 3 31 26 32 2 3 121 I4:00 P!4 4:15 4:30 I 4:45 1R TOTAL P5: :OO PM 15 5:30 5:45 1R TOTAL 1 Breit 1 38 0 1 3 4 3 29 37 40 1 2 159 1 18 1 5 2 5 2 33 29 45 0 0 141 0 14 0 10 6 8 0 29 46 39 1 2 155 0 27 0 7 3 10 3 24 45 53 1 3 176 2 91 1 23 14 27 8 115 157 177 3 7 631 4 23 0 9 3 7 2 30 45 51 1 5 180 0 40 0 5 3 4 2 24 33 32 2 3 148 1 24 0 9 1 4 0 29 33 35 0 2 138 0 31 0 5 2 9 2 30 47 36 0 1 163 5 118 0 28 9 24 6 113 158 154 3 11 629 +AT TOTAL 1 1 1 1 1 1 38 383 54 73 32 68 42 496 485 514 26 47 2258 Counter Measures I Site Cade : 3 PAGE: 1 I/S STREET: CR -215 FILE: CR21I70F W STREET: 1-70 FRONTAGE RD MP . Movesents by: Prisary DATE: 6/03/04 1 1 1 1 1 1 1 r 1 1 PEAK PERIOD ANALYSIS FOR TOE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAR 8R VOLUMES .... PERCENTS .., FROM PEAK 8008 FACTOR Right Thru Left Total Right Thru Left North 6:45 AM 0.89 20 92 38 150 13 61 25 East 7:00 AM 0.73 14 6 9 29 48 21 31 South 6:30 AM 0.71 23 166 71 260 9 64 27 (lest 7:30 AM 0.89 103 11 17 131 79 8 13 North 6:30 AN 0.86 East 0.70 South 0.71 West 0.84 1-70 FRONTAGE RD 1 12 1 1 1 1 1 21 Entire Intersection 93 L 145 9 101 80 J CR -215 21 93 31 145 9 5 14 28 23 166 71 260 80 9 12 101 31 14 64 21 32 18 50 9 64 27 79 9 12 r260 71 166 r 9 28 5 23 14 1-70 FRONTAGE RD 63 1 ite Code : 3 /S STREET: CR -215 bSTREET: 1-70 FRONTAGE RD Counter Measures Mogeuents by: Prisary PAGE: 1 FILE: CR21I10F DATE: 6/03/04 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:45 PM - 5:45 PM DIRECTION START PEAK HR VOLUMES ..,,.,,. ..., PERCENTS .,. FROM PEAK HOUR FACTOR Right Tiro Left Total Right Thru Left North 4:45 PM 0.74 5 114 0 119 4 96 0 East 4:45 PM 0.81 30 10 25 65 46 15 38 South 4:45 PM 0.88 7 107 156 270 3 40 58 West 4:45 PH 0.82 171 4 13 188 91 2 7 North 4:45 PM East South West Retire Intersection 0,74 5 114 0 119 1 96 0 0.81 30 10 25 65 46 15 38 0,88 7 107 156 270 3 40 58 0,82 171 4 13 188 91 2 7 1-70 FRONTAGE RD 13 5 114 L 119 4 188 171 0 156 270 107 N W�E S 30 65 10 25 1-70 FRONTAGE RD f 1 i --r1116 Olaf- 47-21'5' 4 -z c : /2.,_ oft i„. -.r 1N, jetah t 1i,.) 1 1 3 'fez PJ. V 1 1 1 1 1 1 -om. "mop11.11. "WI 'Nemo dows 1 1 1 i 1 1 i 1 Of t'1 u) '3PT 67 5 f4I Y r. i 1 I 1 1 1 1 u) 115 410.6 f 1-7 /5 16) 5fa--Ef 1-7e t---.62 A 44.4475 1 1 1 1 1 1 1 T 1,1 -PT 1 IA) 1 or 1 1 1 1 1 1 1 1 AD 1 1 am a = ) > N Q a 0 = a V It aco a} a Start Point Description .r wcri LY Q $. (7i 0 re 0 0 0 0 w 0 47 CO R 0 V D 0 c') I 0 DC7 0 0 IL U) 0 � 0 0 r 0 O 0 w (D O O 2 (0 0 0 0 N (0 h -- N N +I7 2 O :ode : 16 `REST: ROAN CREEK RD 'JfEET: US -6 bTY: DEBEDUE/MESA Counter Measures PAGE: 1 FILE: ROAKOS-6 Movements by: Vehicles DATE: 1/24/07 From Worth From East From South From West Vehicle RT THRU LT RT TERU LT RT TRRU LT RT THRD LT Total 0 17 1 1 1 4 36 22 3 3 1 1 90 1 18 1 0 0 3 21 11 1 1 1 1 59 I 'AL 1 35 2 1 1 7 57 33 4 4 2 2 149 a AM 0 16 2 1 0 3 11 27 1 3 1 2 67 II 0 13 3 0 0 6 8 23 2 3 2 60 3 19 2 0 1 5 22 25 2 3 1 1 84 1 17 1 1 0 1 10 7 1 1 3 2 45 I'AL 4 65 8 2 1 15 51 82 6 10 7 5 256 Alf 2 17 0 0 0 0 9 14 3 2 0 2 49 III0 16 2 0 0 2 5 4 2 2 6 1 40 Break I FM 0 16 3 1 1 17 4 23 2 2 1 1 71 3 19 0 1 0 10 3 24 2 4 0 1 67 1 26 2 0 1 9 7 22 1 3 0 0 72 2 16 1 2 2 17 7 21 2 2 1 3 76 6 77 6 4 4 53 21 90 7 11 2 5 286 1 19 2 1 2 17 10 12 4 4 0 1 73 2 24 5 2 2 16 15 16 1 4 0 1 88 2 27 4 1 0 22 5 23 3 6 0 3 96 3 26 5 3 1 21 10 19 5 7 0 1 101 IIIAL 8 96 16 7 5 76 40 70 13 21 4 6 358 iT AL 21 306 34 14 11 153 183 293 35 50 17 21 1138 1 1 1 1 1 1 1 Code : 16 £REET: ROAN CREEK RD REST: US -6 TY: DEEEQOE/MESA 1 1 1 1 1 1 Counter Measures Movements by: Vehicles PAGE: 1 FILE: ROANUS-6 DATE: 1/24/07 1 r 1 1 1 1 1 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .,.. PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left Korth 7:30 AN 0.83 6 69 5 80 8 86 6 East 6:30 AN 0.79 2 1 16 19 11 5 84 South 6:30 AN 0.68 76 83 7 166 46 50 4 West 7:30 AM 0.67 8 10 6 24 33 42 25 Entire Intersection North 6:30 AN 0.90 1 64 7 72 East 0.79 2 1 16 19 South 0.68 76 83 7 166 West 0.79 10 5 4 19 4 5 19 10 i 1 1 ROAN CREEK RD 64 72 7 r 166 7 ROAN CREEK RD 83 1 89 10 11 5 84 46 50 4 53 26 21 N W—F— E S 2 19 1 L 16 76 US -6 III:ode : 16 PE T: ROAN CREEK RD EET: CS -6 TY, DEBEQUE/MESA 1 1 1 1 1 1 Counter Measures Movements by: Vehicles PAGE: 1 FILE: ROANOS-6 DATE: 1/24/07 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK RR .... VOLUMES ... PERCENTS .,. FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 5:00 PM 0.88 8 96 16 120 7 80 13 East 5:00 PM 0.88 7 5 76 88 8 6 86 South 5:00 PM 0.90 40 70 ,13 123 33 57 11 West 5:00 PM 0.75 21 0 6 27 78 0 22 Entire Intersection Korth 5:00 PM 0.88 8 96 16 120 7 80 13 East 0.88 7 5 76 S8 8 6 86 South 0.90 40 70 13 123 33 57 11 West 0.75 21 0 6 27 78 0 22 1 8 96 ROAN CREEK RD 16 120I r N S 7 88 5 1 s _ 76 1 1 0 27 • 1 21 J 193 ROAN CREEK RD 1 MI6 i-pieriCOA0 L-ste:k Vid 51.0-af tY2 1 1 1 1 'Tief ir„o 1 1 1 1 1 1 1.1 6 1 Code : 14 MEET: ROAN CREEK RD *rREET: I-70 NORTH RAMP EXIT #62 TY: DEBEQUE/MESA 1 Counter Measures PAGE: 1 FILE: ROANI-Iii Movements by: Vehicles DATE: 1/24/07 From North Fr©E East From South From crest Vehicle RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total 9 15 0 10 0 1 0 51 i 0 0 0 88 I 11 11 0 6 0 5 0 27 3 0 0 0 64 PAL 20 26 0 16 0 7 0 78 5 0 0 0 152 1 AM 7 15 0 11 0 5 0 28 4 0 0 0 71 1 12 0 5 1 1 0 28 2 0 0 0 59 10 17 0 12 1 2 0 37 3 0 0 0 82 8 11 0 6 0 8 0 12 3 0 0 0 48 I TAL 35 55 0 34 2 17 0 105 12 0 0 0 260 AM 7 12 0 5 0 2 0 21 1 0 0 0 48 I9 11 0 1 2 3 0 10 5 0 0 0 41 Break IPM 28 7 0 14 0 4 0 15 2 0 0 0 70 19 14 0 13 0 8 0 16 3 0 0 0 73 26 12 0 15 0 3 0 15 0 0 0 0 71 I23 12 0 14 1 i0 0 16 4 0 0 0 80 PAL 96 45 0 56 1 25 0 62 9 0 0 0 294 1111 26 14 0 11 1 12 0 15 2 0 0 0 81 30 14 0 15 0 7 Q 17 2 0 0 0 85 41 14 0 14 4 6 0 17 0 0 0 0 96 41 13 0 17 1 12 0 17 1 0 0 0 102 I PAL 138 55 0 57 6 37 0 66 5 0 0 0 364 1 1 r )TAL 305 204 0 169 11 91 0 342 37 0 0 0 1159 1 1 ICode ::14 TREET: ROAN CREEK RD TREET: I-70 NORTH RAMP EXIT 462 MONTY: DENUDE/MESA 1 1 1 Counter Measures Moverents by: Vehicles PAGE: 1 FILE: ROANI-7N DATE: 1/24/07 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AN DIRECTION START PEAK HR VOLUMES .... PERCENTS .,. FROM PEAK MDR FACTOR Right Thru Left Total Right Thru Left North 6:45 AM 0.86 38 55 0 93 41 59 0 East 7:00 AM 0,78 34 2 17 53 64 4 32 South 6:30 AM 0,68 0 134 11 145 0 92 8 West 6:30 AM 0.00 0 0 0 0 0 0 0 North 6:30 AM East South West 1 1 1 4 1-70 NORTH RAMP EXIT #62 Entire intersection 0.94 37 53 0 90 0.69 32 1 14 47 0.68 0 134 11 145 0.00 0 0 0 0 37 53 L 90 0 1 0 0 1 0 ti 1 1 67 ROAN CREEK RD 41 59 0 68 2 30 0 92 8 0 0 0 N W—J--E S 32 47 1 �- 14 1-70 NORTH RAMP EXIT #62 r145 11 ROAN CREEK RD 134 I'ode : 14 REST: ROAN CREEK RD REET: 1-70 NORTE RAMP EXIT #62 TY: DEBEQUE/MESA 1 r 1 1 r 1 Counter Measures Movements by: Vehicles PAGE: 1 FILE: ROANI-7N DATE: 1/24101 PBAR PERIOD ANALYSIS FOR TOE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK RR ........ VOLUMES ... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 5:00 PM 0,88 138 55 0 193 72 28 0 East 5:00 PM 0.83 57 6 37 100 57 6 37 South 4:45 PM 0.91 0 65 , 8 13 0 89 11 West 4:45 PM 0.00 0 0 0 0 0 0 0 Entire Intersection Korth 5:00 PM 0.88 138 55 0 193 72 28 0 East 0,83 57 6 37 100 57 6 31 South 0.93 0 66 5 71 0 93 7 West 0.00 0 0 0 0 0 0 0 1 1 1 138 i 55 193 1-70 NORTH RAMP EXIT #62 0 0 0 0 1 1 J 92 ROAN CREEL{ RD N W—F—E S 57 100 6 37 1-70 NORTH RAMP EXIT #62 r- 71 5 ROAN CREEK RD 66 0 1 " 1015 '10-'6r '1'643 1 Vid 5.rt1 •I'le) tJevit flpmt 1 1 1 1 1 1 5 1 :ode : 13 'REET: ROAN CREEK RD "REST: I-70 SOUTH RAMP EXIT 162 TY: DEBEQUEJMESA Counter Measures Movements by; Vehicles PAGE: 1 FILE: ROANI-7S DATE: 1/24/07 1 I'4L `AL AM From North From East From South From West Vehicle RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total 0 0 16 0 0 0 3 5 0 2 2 48 76 0 9 8 0 0 0 6 6 0 3 1 24 57 0 9 24 0 0 0 9 11 0 5 3 72 133 0 12 9 0 0 0 7 7 0 0 1 25 61 0 3 10 0 0 0 13 6 0 1 2 24 59 0 7 12 0 0 0 6 12 0 2 0 28 67 0 8 11 0 0 0 1 6 0 2 1 9 38 0 30 42 0 0 0 27 31 0 5 4 86 225 0 4 10 0 0 0 3 5 0 1 0 17 40 0 6 8 0 0 0 4 5 0 0 0 10 33 $PN 1 'AL 'AL 1 ITAL 1 1 1 1 1 1 Break 0 8 3 0 0 0 4 5 0 2 0 12 34 0 15 7 0 0 0 1 6 0 2 0 13 44 0 7 8 0 0 0 3 4 0 1 0 11 34 0 14 8 0 0 0 7 8 0 3 1 12 53 0 44 26 0 0 0 15 23 0 8 1 48 165 0 19 7 0 0 0 5 5 0 2 0 12 50 0 14 7 0 0 0 6 6 0 4 2 13 52 0 9 11 0 0 0 5 7 0 2 0 10 44 0 13 12 0 0 0 2 4 0 5 0 14 50 0 55 37 0 0 0 18 22 0 13 2 49 196 0 148 147 0 0 0 76 97 0 32 10 282 792 II Cade : 13 MEET: ROAN CREEK RD NrEEET: 1-70 SOUTH RAMP EXIT #62 NTY: DEBEQUE/MESA 1 1 Counter Measures Movements by: Vehicles PAGE: 1 FILE: ROAKI-7S DATE: 1/24/07 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAR HR ... VOLUMES FROM PEAR HOUR FACTOR Right Thru Left Total Right PEThruTSLeft North 7:00 AM 0.86 0 30 42 72 0 42 58 East 7:00 AM 0.00 0 0 0 0 0 0 0 South 6:45 AM 0.83 32 31 0 63 51 49 0 West 6:30 AM 0.64 6 6 121 133 5 5 91 Horth 6:30 AM 0.80 East 0.00 South 0.70 West 0.64 1 1 1 1 1 0 Entire Intersection 0 24 43 67 0 0 0 0 29 24 0 53 6 6 121 133 ROAN CREEK RD 24 43 L 67-- 1 1-70 SOUTH RAMP EXIT #62 121 l 6 133 1 1 6 .30 0 ROAN CREEK RD 145 r 0 36 64 0 0 0 55 45 0 5 5 91 N s 0 0 0 0 1-70 SOUTH RAMP EXIT #62 53 24 29 78 Lode : 13 PREET: ROAN CREEK RD REST: I-70 SOUTH RAMP EXIT #62 TY: DEBEQUE/MESA 1 1 1 1 1 Counter Measures lovenents by: Vehicles PEAK PERIOD ANALYSIS FOR THE PERIOD: 5:00 PM - 6:00 PM DIRECTION START PEAK HR .., VOLUMES FROM PEAK HOUR FACTOR Right Thru Left Total Right PEThru TSLeft North 5:00 PM 0.88 0 55 37 92 East 5:00 PM 0.000 60 40 South 5:00 PM 0.83 0 0 0 0 0 0 West 5:00 PM 0.24 18 22 , 0 40 45 555 0 13 2 49 64 20 3 77 Entire Intersection Borth 5:00 P14 0.88 East 0.00 South 0.83 West 0.84 t 0 55 0 55 37 92 0 0 0 0 18 22 0 40 13 2 49 64 ROAN CREEK RD 37 L 92 -� I-70 SOUTH RAMP EXIT #62 49 2 64 1 le 1 1 13 71 r 0 60 40 0 0 0 45 55 0 20 3 77 N W—HE S 0 PAGE: 1 FILE: ROAM -7S DATE: 1/24/07 0 0 0 1-70 SOUTH RAMP EXIT #62 r4° 0 ROAN CREEK RD 22 18 57 1 e -N 1015 1.06,r_1144,..) C*4_,oett, vid S1if..Z140), 1 1 1 1 1 1 1 1 1 1 1 1 Uf tion levelAPPEND! of Service An x s Anal s►s 1 1 1 1 1 1 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2007 AM Background 1: 1-70 Eastbound Ramp & CR 215 Movement EBL Lane Configurations Sign Control Grade Volume (veh/h) 104 Peak Hour Factor 0.86 Hourly flow rate (vph) 121 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 699 855 tC, single (s) 7.1 6.5 tC, 2 stage (s) tF (s) 3.5 4.0 p0 queue free % 63 99 cM capacity (vehfh) 325 264 EBT Stop 2 0.86 2 1/10/2007 EBR WBL WBT WBR NBL NBT NBR SBL ,SBT SBR 32 0.86 37 0 0.86 0 Stop 0% 0 0.86 0 None Free 0% 0 0 165 0.86 0.86 0.86 0 0 192 699 855 122 738 699 347 122 Direction, Lane Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary 122 738 699 347 122 6.2 7.1 6.5 6.2 4.1 3.3 96 929 EB.1; NB1 SB1 160 502 237 121 0 115 37 310 0 381 1700 1062 0.42 0.30 0.11 51 0 9 21.2 0.0 4.8 C A 21.2 0.0 4.8 C Average Delay Intersection Capacity Utilization Analysis Period (min) 3.5 4.0 100 100 292 324 3.3 2.2 100 100 696 1465 267 0.86 310 99 0.86 115 502 502 4.1 2.2 89 1062 4 Free 0% 105 0.86 122 0 0.86 0 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 5,0 53.9% 15 !CU Level of Service A 2007 AM Background Page 1 1 1 1 1 1 1 1 11, 1 1 1 1 1 1 14, 1 1 HCM Unsignalized Intersection Capacity Analysis 2007 AM Background 111012007 2:1-70 Westbound Ramp & CR 215 Movement Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (vehfh) Direction, Lane # Volume Total Volume Left Volume Right cS H Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary EBL 0 0.88 0 EBT Stop 0% 0 0.88 0 None EBR WBL WET WBR NBL NBT 4 Stop Free 0% 0% 0 37 0 49 34 234 0.88 0.88 0.88 0.88 0.88 0.88 0 42 0 56 39 266 None 610 554 211 554 575 266 232 610 554 211 554 575 266 232 7.1 6.5 6.2 7.1 6.5 6.2 4.1 3.5 100 369 4.0 100 428 3.3 100 829 WB1 NB SB1 3.5 90 433 4.0 100 416 3.3 2.2 93 97 773 1336 NBR SBL SST SBR Free 0% 0 0 167 37 0.88 0.88 0.88 0.88 0 0 190 42 266 266 4.1 2.2 100 1298 98 305 232 42 39 0 56 0 42 578 1336 1700 0.17 0.03 0.14 15 2 0 12.5 1.2 0.0 B A 12.5 1.2 0.0 B Average Delay Intersection Capacity Utilization Analysis Period (min) 2.5 40.3% 15 ICU Level of Service A KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 AM Background Page 2 1 HCM Unsignalized Intersection Capacity Analysis 3: SH 6 & CR 215 2007 AM Background . 1111f10f2007 -' c F k- 4\ t !'i \* #' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ,SBT SBR I Lane Configurations Sign controlp ee Grade S0% S0%a i Free Free I Volume (veh/h) 13 10 87 15 5 0% 0% Peak Hour Factor 101 23 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.8181 25 1 0.81 0.81 Hourly flow rate (vph) 16 12 107 19 6 12 95 223 31 42 125 28 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage IRight turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 652 667 139 765 666 239 153 vC1, stage 1 conf vol 254 vC2, stage 2 conf vol vCu, unblocked vol 652 667 139 765 666 239 153 254 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 4.1 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 p0 queue free % 95 96 88 93 98 98 93 2.2 cM capacity (veh/h) 343 343 909 254 343 800 142797 1311 Direction, Lane# EB 1 WB 1 NB 1. NB 2 SB 1 Volume Total 136 37 95 254 195 I Volume Left 16 19 95 0 42 Volume Right 107 12 0 31 28 cSH 676 349 1427 1700 1311 Volume to Capacity 0.20 0.11 0,07 0.15 0.03 Queue Length 95th (ft) 19 9 5 0 2 Control Delay (s) 11.7 16.6 7.7 0.0 1.9 Lane LOS B C A A Approach Delay (s) 11.7 16.6 2.1 1.9 Approach LOS B C Intersection Summary Average Delay 4.6 Intersection Capacity Utilization 36.3% ICU Level of Service Analysis Period (min) 15 A 1 1 1 1 1 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 AM Background Page 3 1 HCM Unsignalized Intersection Capacity Analysis 30: US 6 & Stone Quart' Road 2007 AM Background 1/10/2007 Movement EBL EBT EBR WBL WBT WBR NBL NBT MSR SBL SBT SBR Lane Configurations 4 4 Sign Control Free Free Grade ° Stop Stop 0 f° 0% 0% 0% Volume (veh/h) Peak Hour Factor 2 63 21 22 36 4 8 1 20 14 0 4 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2 68 23 24 39 4 9 1 22 15 0 4 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage IIIRight turn flare (veh) Median type Median storage veh) None None I Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 43 91 178 176 80 196 185 41 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 43 91 178 176 80 196 185 41 ItC, single (s) 4.1 4.1 tC,2stage (s) 7.1 6.5 6.2 7.1 6.5 6.2 tF (s) 2.2 2.2110 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 98 99 100 98 98 100 100 cM capacity (veh/h) 1565 1504 771 706 980 736 697 1030 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 93 67 32 20 I Volume Left 2 24 9 15 Volume Right 23 4 22 4 cSH 1565 1504 901 786 I Volume to Capacity 0.00 0.02 0.03 0.02 Queue Length 95th (ft) 0 1 3 2 Control Delay (s) 0.2 2.7 9.1 9.7 Lane LCIS A A A A Approach Delay (s) 0.2 2.7 9.1 9.7 Approach LOS A A 1 1 1 1 1 Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 20.0% ICU Level of Service Analysis Period (min) 15 A KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 AM Background Page 4 1 HCM Unsignalized intersection Capacity Analysis 8: US 6 & Roan Creek Rd 2007 AM Background 2l1r2aa7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ,SBT SSR I Lane Configurations 4 4 Sign Controlr 44 Grade Stop Stop Free Free IVolume (veh/h) 4 0 5° 10 16 0°f0 0% 4°/© Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.921 2 7 83 2 5 11 17 0.92 0.92 0.92 Hourly flow rate (vph) 41 2 8 90 83 8 70 1 Lane Width (ft) Pedestrians Walking Speed (ft/s) Percent Blockage IRight turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 235 273 70 246 233 132 71 vC1, stage 1 conf vol 173 vC2, stage 2 conf vol vCu, unblocked vol 235 273 70 246 233 132 71 tC, single (s) 7.1 6.5 6.2 7.1 173 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.33.32.2 4.0 99 99 99 97 , , 100 100 100 2.2 p0 queue free % cM capacity (vehlh) 712 627 993 690 661 91 g 1530 3.599 1404 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 10 11 18 2 180 78 I Volume Left 4 0 17 0 Volume Right 0 11 8 8 cSH © 2 83 1 2 993 688 918 1530 1404 I Volume to Capacity 0.01 0.01 0 43 0.00 0.00 0.01 Queue Length 95th (ft) 1 1 2 0 0 0 Control Delay (s) 10.5 8.7 10.4 8.9 0.3 Lane LOS B 0.8A 'a` B A A A I Approach Delay (s) 10.2 Approach LOS 9.5 A 8 0.3 0.8 1 1 1 4 1 1 Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 1.8 26.1 % 15 ICU Level of Service A KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 AM Background Page 1 1 1 1 1 1 1 1 r 1 1 1 1 1 Is 1 1 HCM Unsignalized Intersection Capacity Analysis 9: 170 WB Ram & Roan Creek Rd Movement Lane Configurations Sign Control op Grade S0%p Stop Volume vehlh 0 /0 Peak Hour Factor 0 0 0 14 1 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 0 15 1 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 283 247 78 247 267 146 98 vC1, stage 1 conf vol vC2, stage 2 conf val vCu, unblocked vol 283 247 78 247 267 146 98 tC, single (s) 7.1 6.5 6.2 7.1 6.5 tC, 2 stage (s) 6.2 4,1 tF (s) 3.5 4.0 p0 queue free % 100 100 cM capacity (veh/h) 639 650 2007 AM Background 2/1/2007 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4 Free 0% 32 11 134 0 0,92 0.92 0.92 0.92 35 12 146 0 Direction, Lane # Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 3.3 100 983 WB 1 NB 1 SB 1 51 15 35 824 0.06 5 9.7 A 9.7 A Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) KPP Frac Rec Services (LSC # 061400) LSC, Inc. 158 98 12 0 0 40 1495 1700 0.01 0.06 1 0 0.6 0.0 A 0.6 0.0 1.9 24.3% 15 3.5 98 702 4.0 100 633 3.3 2.2 96 99 901 1495 ICU Level of Service A 0 0.92 0 146 146 4.1 2,2 100 1436 Free 0% 53 0.92 58 37 0.92 40 2007 AM Background Page 2 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 10: 170 EB Ram & Roan Creek Rd 2007 AM Background Movement EBL EBT EBR WBL WBT WBR NBL Lane Configurations 44 Sign Control Grade S0%7� top Stop Volume (veh/h) 121 6 0 0 0° Peak Hour Factor 0.92 0.92 0.92 0.929 0.92 092 0.92 Hourly flow rate (vph) 132 7 70 0 0. 0 Pedestrians Lane Width (ft) Walking Speed (ft's) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 161 177 26 171 161 42 26 vC1, stage 1 conf vol 58 vC2, stage 2 conf vol vCu, unblocked vol 161 177 26 171 161 tC, single (s) 7.1 6.5 6.2 7.1 6.5 I tC, 2 stage (s) tF (s) 110 p0 queue free % cM capacity (veh/h) 2/1/2007 NBT NBR SBL ABT SBR Free 4 Free 0% 0% 24 29 43 24 0 0.92 0.92 0.92 0.92 0.92 26 32 47 26 0 1 1 1 1 1 1 1 1 3.5 4.0 3.3 83 99 99 785 695 1050 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 145 58 73 Volume Left 132 0 47 Volume Right 7 32 0 cSH 790 1700 1547 Volume to Capacity 0.18 0.03 0.03 Queue Length 95th (ft) 17 0 2 Control Delay (s) 10.6 0.0 4.8 Lane LDS 13 A Approach Delay (s) 10.6 0.0 4.8 Approach LOS B Intersection Summary 42 26 6.2 4.1 3.5 4.0 3.3 2.2 100 ,:100 100 100 764 709 1029 1588 Average Delay 6.8 Intersection Capacity Utilization 24.4% ICU Level of Service Analysis Period (min) 15 A 58 4.1 2.2 97 1547 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 AM Background Page 3 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 HCM Unsignalized intersection Capacity Analysis 1: 1-70 Eastbound Ram & CR 215 MovementEBL EBT EBR WBL WBT WBR NBL NBT •NBR SBL SBT SBR Lane Configurations Sign Control 4+ Stop 4 Grade 0 % S0% F01a Free Volume (veh/h) 43 D 0 44 0 0 0 (] /a Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0 167 96 67 425 0 Hourly flow rate (vph) 50 0 51 0 0 Pedestrians 0 0 194 112 78 494 0 Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) None Upstream signal (ft) pX, platoon unblocked vC, conflicting.voiume 900 956 494 951 900 250 494 vC 1, stage 1 conf vol 306 vC2, stage 2 conf vol vCu, unblocked vol 900 956 494 951 900 250 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 2007 PM Background 1/10/2007 3.5 4.0 80 100 247 242 3.3 91 575 Direction, Lane # EB 1 NB 1 SB Volume Total 101 3Q6 572 Volume Left 50 0 78 Volume Right 51 112 0 cSH 347 1700 1255 Volume to Capacity 0.29 0.18 0.06 Queue Length 95th (ft) 30 0 5 Control Delay (s) 19.6 0.0 1.7 Lane LOS C A Approach Delay (s) 19.6 0.0 1.7 Approach LOS C Intersection Summa Average Delay 3.0 Intersection Capacity Utilization 55.8% Analysis Period (min) 15 3.5 100 208 4.0 100 261 494 4.1 3.3 2.2 100 100 789 1069 306 4.1 2.2 94 1255 KPP Frac Rec Services (LSC # 061400) LSC, Inc. ICU Level of Service B 2007 PM Background Page 1 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2: I-70 Westbound Ram & CR 215 Y Movement Lane Configurations EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ,SBT SBR Sign Control4 4 0% Grade Stop Stop Free Free Volume (veh/h) 0 00 232 0% 0% 0% Peak Hour Factor 3 125 40 169 0 0 259 79 Hourly flow rate (vph) 0.88 0.88 0.88 0,88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0 0 0 264 Pedestrians 3 142 45 192 0 0 294 90 Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) None Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 766 622 339 622 667 192 384 vC 1, stage 1 conf vol 192 vC2, stage 2 coni vol vCu, unblocked vol 766 622 339 622 667 192 384 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 p0 queue free % 100 cM capacity (veh/h) 256 2007 PM Background , 1/10/2007 Direction, Lane* Volume Total Volume Left Volume Right cS H Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Sumrna Average Delay 17.6 Intersection Capacity Utilization 60.2% Analysis Period (min) 15 4.0 3.3 100 100 387 703 WB1 NB1 SB1 409 238 384 264 45 0 142 0 90 477 1174 1700 0.86 0.04 0.23 221 3 0 43.2 1.9 0.0 E A 43.2 1.9 0.0 E KPP Frac Rec Services (LSC # 061400) LSC, Inc. 3.5 32 387 4.0 99 365 850 3.3 83 2.2 96 1174 ICU Level of Service 192 4.1 2.2 100 1381 2007 PM Background Page 2 r 1 1 t 1 1 1 r 1 1 1 1 1 1 1 HCM Unsignailzed Intersection Capacity An 3:SH6&CR215 �Analysis 2007 PM Background 1/10/2007 Movement EBL EBT EBR Lane Configurations WBL WBT WBR NBL NBT NBR SBL SBT SBR Sign Control Stop 4 1 Grade Stop Free 0% 0% 0% Free Volume (veh/h) 14 4 186 27 0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.816 0.81170 0.81 0.81 117 8 0.810 0.81 0.81 Hourly flow rate (vph) 17 124 5 Pedestrians 5 230 33 14 19 210 144 10 0 153 6 Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None Median storage veh) None Upstream signal (ft) pX, platoon unblocked vC, conflicting.volume 746 730 156 957 728 149 159 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 746 730 156 957 728 149 159 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Direction, Lane* Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summa Average Delay Intersection Capacity Utilization Analysis Period (min) 3.5 4.0 3.3 94 98 74 277 298 889 EB1 WB1 NB1 252 17 230 747 0.34 37 12.3 a 12.3 8 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 65 33 19 232 0.28 28 26.6 D 26.6 D 3.5 78 154 4.0 95 298 N8 2 SB 1 210 154 159 210 0 1420 0,15 13 8.0 A 4.6 7.7 38.7% 15 0 0 10 6 1700 1426 0.09 0.00 0 0 0.0 0.0 0.0 3.3 2.2 98 85 897 1420 154 154 4.1 2.2 100 1426 ICU Level of Service A 2007 PM Background Page 3 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 30: US 6 & Stone Quart' Road Movement Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 36 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 36 tC, single (s) 4.1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 2007 PM Background 1/10/2007 4/ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Free Free ° Sf Stop p 3 12 7 27 20 13 24 0% 0% 0% 1 26 2 12 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.920 0.92 0.92 3 13 8 29 22 14 26 1 28 22 2 13 Direction, Lane Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summa Average Delay 6.0 Intersection Capacity Utilization 18.4% Analysis Period (min) 15 2.2 100 1575 None None 21 125 118 17 140 115 29 21 125 118 17 140 115 29 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 97 100 97 97 100 99 1595 824 757 1062 795 760 1046 EB1 WB1 NB1. SB.1 24 65 55 37 3 29 26 22 8 14 28 13 1575 1595 928 866 0.00 0.02 0.06 0.04 0 1 5 3 1.0 3.4 9.1 9.3 A A A A 1.0 3.4 9.1 9.3 A A KPP Frac Rec Services (LSC # 061400) LSC, Inc. ICU Level of Service A 2007 PM Background Page 4 HCM Unsignalized Intersection Capacity Analysis 2007 PM Background 8: US 6 & Roan Creek Rd 21112007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 rr 4+ 4+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 6 0 21 76 5 7 13 70 40 16 96 8 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 Hourly flow rate (vph) 7 0 23 83 5 8 14 76 43 17 104 9 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 280 291 109 292 274 98 113 120 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 280 291 109 292 274 98 113 120 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 po queue free % 99 100 98 87 99 99 99 99 cM capacity (veh/h) 652 606 945 633 620 958 1476 1468 Direction, Lane # EB 1 EB 2 VVB 1 WB 2 NB 1 SB 1 Volume Total 7 23 88 8 134 130 Volume Left 7 0 83 0 14 17 Volume Right 0 23 0 8 43 9 cSH 652 945 633 958 1476 1468 Volume to Capacity 0.01 0.02 0.14 0.01 0.01 0.01 Queue Length 95th (ft) 1 2 12 1 1 1 Control Delay (s) 10.6 8.9 11.6 8.8 0.9 1.1 Lane LOS B A B A A A Approach Delay (s) 9.3 11.4 0.9 1,1 Approach LOS A B Intersection Summary Average Delay 4.2 Intersection Capacity Utilization 27,0% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 PM Background Page 1 HCM Unsignalized Intersection Capacity Analysis 2007 PM Background 9: 1 70 WB Ramp & Roan Creek Rd 211/2007 ' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR_ Lane Configurations 4 4 1 Free Sign Control Stop Stop Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 37 6 57 5 66 0 0 53 138 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 Hourly flow rate (vph) 0 0 0 40 7 62 5 72 0 0 58 150 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 72 vC, conflicting volume 280 215 133 215 290 72 208 vC1, stage 1 conf vol vC2, stage 2 conf vol 72 vCu, unblocked vol 280 215 133 215 290 72 208 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 95 , . 99 94 100 100 cM capacity (veh/h) 623 680 917 739 618 991 1363 1528 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 109 77 208 Volume Left 40 5 0 Volume Right 62 0 150 cSH 852 1363 1700 Volume to Capacity 0.13 0.00 0.12 Queue Length 95th (ft) 11 0 0 Control Delay (s) 9.8 0.6 0.0 Lane LOS A A Approach Delay (s) 9.8 0.6 0.0 Approach LOS A Intersection Summa Average Delay 2.8 Intersection Capacity Utilization 23.8% Analysis Period (min) 15 ICU Level of Service A KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 PM Background Page 2 HCM Unsignalized Intersection Capacity Analysis 2007 PM Background 10: 170 EB Ramp & Roan Creek Rd 2/1/2007 Movemen - - 4 \ P \ 4/ EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL, SBT SBR Lane Configurations 4 1 4 Sign Control Stop Stop Free Free a Grade 0% 0% 0% 0% Volume (veh/h) 49 2 13 0 0 0 0 22 18 37 55 0 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 Hourly flow rate (vph) 53 2 14 0 0 0 0 24 20 40 60 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 43 vC, conflicting volume 174 184 60 189 174 34 60 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 174 184 60 189 174 34 60 43 tC, single (s) 7.1 6,5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 93 100 99 100 100 100 100 97 cM capacity (veh/h) 773 692 1006 744 701 1040 1544 1565 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 70 43 100 Volume Left 53 0 40 Volume Right 14 20 0 cSH 808 1700 1565 Volume to Capacity 0.09 0.03 0.03 Queue Length 95th (ft) 7 0 2 Control Delay (s) 9.9 0.0 3.1 Lane LOS A A Approach Delay (s) 9.9 0.0 3.1 Approach LOS A Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 21.9% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 PM Background Page 3 11, 1 1 1 1 1 1 1 r HCM Unsignalized Intersection Capacity Analysis 2026 AM Background 1: 1-70 Eastbound Ramp & CR 215 1/9/2007 ' t r c 4\ t t 4 I Movement EBL EBT EBR WBL WBT WeR NBL NBT NBR SBL ,SBT SBR Lane Configurations 4+ T.04 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 200 0 80 0 0 0 0 350 500 180 285 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0,86 Hourly flow rate (vph) 233 0 93 0 0 0 0 407 581 209 331 0 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1448 1738 331 1541 1448 698 331 988 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1448 1738 331 1541 1448 698 331 988 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 100 87 100 100 100 100 70 cM capacity (vehfh) 84 61 710 63 92 441 1228 699 Direction, -Lane # EB 1 NB 1 SB 1 Volume Total 326 988 541 Volume Left 233 0 209 Volume Right 93 581 0 cSH 112 1700 699 Volume to Capacity 2.90 0.58 0.30 Queue Length 95th (ft) 767 0 31 Control Delay (s) 940.1 0.0 7.6 Lane LOS F A Approach Delay (s) 940.1 0.0 7.6 Approach LOS F Intersection Summary Average Delay 167.2 Intersection Capacity Utilization 100.0% ICU Level of Service F Analysis Period (min) 15 III KPP 2026 AM Background IFrac Rec Services (LSC # 061400) Page 1 LSC, Inc. 1 HCM Unsignalized Intersection Capacity Analysis 2: 1-70 Westbound Ramp & CR 215 2026 AM Background 1/912007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NSR SBL SBT SBR. Lane Configurations 4+ 4 T.) Sign Control Stop Stop Free Free Grade 0%© 0% 0% 0% Volume (veh/h) 0 0 0 120 5 120 100 470 0 0 345 70 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 0 0 0 136 6 136 114 534 0 0 392 80 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1332 1193 432 1193 1233 534 472 534 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1332 1193 432 1193 1233 534 472 534 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 9 96 75 90 100 cM capacity (veh/h) 88 167 624 151 158 546 1090 1034 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 278 648 472 Volume Left 136 114 0 Volume Right 136 0 80 cSH 234 1090 1700 Volume to Capacity 1.19 0.10 0.28 Queue Length 95th (ft) 335 9 0 Control Delay (s) 163.9 2.6 0.0 Lane LOS F A Approach Delay (s) 163.9 2.6 0.0 Approach LOS F Intersection Su mat), Average Delay 33.9 Intersection Capacity Utilization 76.9% ICU Level of Service D Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Background Page 2 1 r 1 1 1 1 1 1 1, 1 1 1 1 ilip 1 1 HCM Unsignalized Intersection Capacity Analysis 2026 AM Background 1/912007 3: SH 6 & CR 215 Movement Lane Configurations Sign Control Grade Volume (veh/h) 20 Peak Hour Factor 0.81 Hourly flow rate (vph) 25 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1364 1364 222 1549 1364 500 247 525 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1364 1364 222 1549 1364 500 247 525 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 69 78 76 0 78 94 82 93 cM capacity (veh/h) 80 113 817 48 113 571 1319 1042 Direction, Lane # EB 1 WB 1_ NB 1 NB 2 SB 1 Volume Total 247 167 235 525 321 Volume Left 25 105 235 0 74 Volume Right 198 37 0 49 49 cSH 321 68 1319 1700 1042 Volume to Capacity 0.77 2.46 0.18 0.31 0.07 Queue Length 95th (ft) 151 406 16 0 6 Control Delay (s) 45.5 796.1 8.3 0.0 2.6 Lane LOS E F A A Approach Delay (s) 45.5 796.1 2.6 2.6 Approach LOS E F Intersection Summary Average Delay 98.2 Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15 f EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ,SBT SBR 4+ 4+ IS I 4+ Stop Stop Free Free 0% 0% 0% 0% 20 160 85 20 30 190 385 40 60 160 40 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 25 198 105 25 37 235 475 49 74 198 49 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Background Page 3 1 1 1 1 1 1 t r 1 1 r 1 1 1 HCM Unsignalized Intersection Capacity Analysis 30: US 6 & Stone Qua Road 1 'IJ --. -• ( 4- 4\ t P �i Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBS SBR Lane Configurations 4 4+ 4+ Free Stop Sign Control Free Stop top 0% 0% Grade 10 5 20 15 5 10 Volume (vehlh) 5 120 20 20 70 5 Peak Hour Factor 0.92 0.92 0.92 0.992 0.922 0.92 0.92 0.9 11 2 0.92 0.922 0.92 0.92 Hourly flow rate (vph) 5 130 22 2026 AM Background 1/9/2007 Pedestrians Lane Width (ft) Walking Speed (ills) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked 152 vC, conflicting volume 82 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 82 152 52 tC, single (s) 4,1 4.1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 158 103 38 33 Volume Left 5 22 11 16 Volume Right 22 5 22 11 cSH 1516 1429 766 708 Volume to Capacity 0.00 0.02 0.05 0.05 Queue Length 95th (ft) 0 1 4 4 Control Delay (s) 0.3 1.7 9.9 10.3 Lane LOS A A A B Approach Delay (s) 0.3 1.7 9.9 10.3 Approach LOS A B 2.2 2.2 100 98 1516 1429 1 None None 288 277 141 299 285 79 288 277 141 299 285 79 7.1 6.5 6.2 7.1 6.5 6.2 3.5 4.0 3.3 3.5 4.0 3.3 98 99 98 97 99 99 643 619 907 624 612 982 Intersection Summar Average Delay 2.8 ICU Level of Service A Intersection Capacity Utilization 23.4%15 Analysis Period (min) KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Background Page 1 r1 i 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2026 AM Background 8: US 6 & Roan Creek Rd 2/1/2007 • Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 r. 44 44 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 8 10 20 32 2 4 14 166 152 14 128 2 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 Hourly flow rate (vph) 9 11 22 35 2 4 15 180 165 15 139 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 470 547 140 491 465 263 141 346 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 470 547 140 491 465 263 141 346 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 97 98 92 100 99 99 99 cM capacity (veh/h) 491 434 908 459 483 776 1442 1213 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 20 22 37 4 361 157 Volume Left 9 0 35 0 15 15 Volume Right 0 22 0 4 165 2 cSH 458 908 460 776 1442 1213 Volume to Capacity 0.04 0.02 0.08 0.01 0.01 0.01 Queue Length 95th (ft) 3 2 7 0 1 1 Control Delay (s) 13.2 9.1 13.5 9.7 0.4 0.9 Lane LOS B A B A A A Approach Delay (s) 11.0 13.1 0.4 0.9 Approach LOS B B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 36.4% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Background Page 1 I HCM Unsignalized Intersection Capacity Analysis 2026 AM Background 9: l 70 WB Ramp & Roan Creek Rd 2/112007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR I Lane Configurations' Free Sign Control Stop Stop FO4 r%p O /a Grade 0% Volume (veh/h) 0 0 0 28 2 64 22 268 0 0 106 74 I 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 Hourly flow rate (vph) 0 0 0 30 2 70 24 291 0 0 115 80 Pedestrians Lane Width (ft) Walking Speed (fits) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) I pX, platoon unblocked 291 vC, conflicting.volume 565 495 155 495 535 291 196 vC1, stage 1 conf vol I vC2, stage 2 conf vol 291 vCu, unblocked vol 565 495 155 495 535 291 196 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 letC, 2 stage (s) tF (s) 3.5 4,0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 94 100 91 98 100 cM capacity (veh/h) 388 468 890 479 444 748 1377 1270 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 102 315 196 Volume Left 30 24 0 I Volume Right 70 0 80 cSH 633 1377 1700 Volume to Capacity 0.16 0,02 0.12 I Queue Length 95th (ft) 14 1 0 Control Delay (s) 11.8 0.7 0.0 Lane LOS 8 A I Approach Delay (s) 11.8 0.7 0.0 Approach LOS B Intersection Summary S Average Delay 2.3 Intersection Capacity Utilization 41.0% ICU Leve! of Service A Analysis Period (min) 15 1 1 4 KPP 2026 AM Background Frac Rec Services (LSC # 061400) Page Z LSC, Inc. I HCM Unsignafized Intersection Capacity Analysis 2026 AM Background 10: 170 EB Ramp & Roan Creek Rd ID f -. C .- 4\ it P `a" EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement �, 4Lane Configurations Free Sign Control Stop Stop Free Free Grade 0% O% Volume (veh/h) 242 12 12 0 0 0 0 48 58 $648 0 Peak Hour Factor 0.92 0.92 0.92 0.920 0.92 0.920 0.920 0.92 0.92 52 63 0.93 0.92 0.92 9 Houry flow rate (vph) 263 13 13 Pedestrians 1 Lane Width. (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) None Median type None Median storage veh) Upstream signal (ft) I pX, platoon unblocked 115 vC, conflicting volume 323 354 52 342 323 84 52 vC1, stage 1 conf vol 1 vC2, stage 2 conf vol vCu, unblocked vol 323 354 52 342 323 84 52 115 15 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4,1 4.1 leltC, 2 stage (s) 2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 94 p0 queue free % 56 98 99 100 100 100 100 1474 cM capacity (vehlh) 600 535 1015 564 557 976 1554 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 289 115 146 Volume Left 263 0 93 Volume Right 13 63 0 cSH 607 '1700 1474 Volume to Capacity 0.48 0.07 0.06 I Queue Length 95th (ft) 64 0 5 Control Delay (s) 16.2 0.0 5.1 Lane LOS 0 A Approach Delay (s) 16.2 0.0 5.1 Approach LOS C Intersection Summary I Average Delay 9.9 A Intersection Capacity Utilization 35.41 ICU Level of Service Analysis Period (rain) 1 I I ID 2026 AM Background KP"? Page 3 Frac Rec Services (LSC # 061400) LSC, Inc- 11 1 1 1 1 11 1 1 1 4 1 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Background 1:1-70 Eastbound Ramp & CR 215 1/9/2007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ I 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 80 0 105 0 0 0 0 365 220 145 830 0 Peak. Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 93 0 122 0 0 0 0 424 256 169 965 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent dockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1855 1983 965 1977 1855 552 965 680 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1855 1983 965 1977 1855 552 965 680 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 100 61 100 100 100 100 82 cM capacity (veh/h) 49 50 309 24 60 533 713 912 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 215 680 1134 Volume Left 93 0 169 Volume Right 122 256 0 cSH 93 1700 912 Volume to Capacity 2.31 0.40 0.18 Queue Length 95th (ft) 485 0 17 Control Delay (s) 695.5 0.0 5.0 Lane LCIS F A Approach Delay (s) 695.5 0.0 5.0 Approach LOS F Intersection Summa Average Delay 76.6 Intersection Capacity Utilization 105.2% Analysis Period (rein) 15 ICU Level of Service G KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Background Page 1 1 1 1 1 1 1r 1 1 1 1 1 1 r 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Background 2: 1-70 Westbound Ramp & CR 215 1/9/2007 ``r 4_ - t /' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ,SBT SBR Lane Configurations 44 4 1 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 450 5 230 95 350 0 0 525 155 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 0 0 0 511 6 261 108 398 0 0 597 176 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1562 1298 685 1298 1386 398 773 398 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1562 1298 685 1298 1386 398 773 398 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 0 95 60 87 100 cM capacity (veh/h) 47 141 448 125 125 652 842 1161 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 778 506 773 Volume Left 511 108 0 Volume Right 261 0 176 cSH 171 842 1700 Volume to Capacity 4.54 0.13 0.45 Queue Length 95th (ft) Err 11 0 Control Delay (s) Err 3.4 0.0 Lane LOS F A Approach Delay (s) Err 3.4 0.0 Approach LOS F Intersection Summary Average Delay 3785.0 Intersection Capacity Utilization 110.0% ICU Level of Service H Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Background Page 2 HCM Unsignalized Intersection Capacity Analysis 2026 PM Background 1/9/2007 3: SH 6 & CR 215 Movement f EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4+ 14 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 25 10 345 105 25 30 330 260 10 5 200 10 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 31 12 426 130 31 37 407 321 12 6 247 12 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting,volume 1454 1414 253 1840 1414 327 259 333 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu,unblocked vol 1454 1414 253 1840 1414 327 259 333 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 47 87 46 0 67 95 69 99 cM capacity (veh/h) 59 94 786 18 94 714 1305 1226 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total 469 198 407 333 265 Volume Left 31 130 407 0 6 Volume Right 426 37 0 12 12 cSH 391 26 1305 1700 1226 Volume to Capacity 1.20 7.52 0.31 0.20 0.01 Queue Length 95th (ft) 474 Err 34 0 0 Control Delay (s) 142.2 Err 9.0 0.0 0,2 Lane LCIS F F A A Approach Delay (s) 142.2 Err 5.0 0.2 Approach LOS F F Intersection Summary Average Delay 1222.8 Intersection Capacity Utilization 75.2% ICU Level of Service D Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Background Page 3 II HCM Unsignalized Intersection Capacity Analysis 2026 PM Background 30: US 6 & Stone Quary Road 1/9/2007 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 1 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ,SBT SBR Lane Configurations 4+ 44 4+ 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 5 25 10 25 40 15 25 5 25 20 5 25 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 Hourly flow rate (vph) 5 27 11 27 43 16 27 5 27 22 5 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 60 38 179 158 33 179 155 52 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 60 38 179 158 33 179 155 52 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 98 96 99 97 97 99 97 cM capacity (veh/h) 1544 1572 745 719 1041 746 722 1016 Direction, Lane # EB 1 WB 1 NB 1 SB 1 . Volume Total 43 87 60 54 Volume Left 5 27 27 22 Volume Right 11 16 27 27 cSH 1544 1572 853 857 Volume to Capacity 0.00 0.02 0,07 0.06 Queue Length 95th (ft) 0 1 6 5 Control Delay (s) 0.9 2.4 9.5 9,5 Lane LOS A A A A Approach Delay (s) 0.9 2.4 9.5 9.5 Approach LOS A A Intersection Summary Average Delay 5,5 intersection Capacity Utilization 19.9% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Background Page 4 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Background 8: US 6 & Roan Creek Rd 2/1/2007 ID.."4 --m. -Nir c 1-- k. 4\ t /fr \*. i' 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 if 4 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 12 0 42 152 10 14 26 140 80 32 192 16 IPeak 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 Hourly flow rate (vph) 13 0 46 165 11 15 28 152 87 35 209 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) I pX, platoon unblocked vC, conflicting volume 560 583 217 585 548 196 226 239 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 560 583 217 585 548 196 226 239 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 97 100 94 57 97 98 98 97 cM capacity (veh/h) 408 404 822 385 423 846 1342 1328 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 13 46 176 15 267 261 Volume Left 13 0 165 0 28 35 Volume Right 0 46 0 15 87 17 cSH 408 822 387 846 1342 1328 Volume to Capacity 0.03 0.06 0.45 0.02 0.02 0.03 Queue Length 95th (ft) 2 4 58 1 2 2 Control Delay (s) 14.1 9.6 21.8 9.3 1.0 1.2 Lane LOS B AC A A A Approach Delay (s) 10.6 20.8 1.0 1.2 Approach LOS B C Intersection Summary 1 1 1 1 r 1 1 1 1 1 r Average Delay 6.7 Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 KPP I Frac Rec Services (LSC # 061400) LSC, Inc. 1 2026 PM Background Page 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Background 9: 170 WB Ramp & Roan Creek Rd 21t2o07 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4I+Lane Configurations Free Free Sign Control Stop St060% 0% Grade 0% ° Volume (veh/h) 0 0 0 74 12 114 10 132 0 0 106 276 U 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 Hourly flow rate (vph) 0 0 0 80 13 124 11 143 0 0 115 300 Pedestrians I Lane Width (ft) Walking Speed (fUs) Percent Blockage II Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1 pX, platoon unblocked 143 vC, conflicting volume 561 430 265 430 580 143 415 vC1, stage 1 conf vol I vC2, stage 2 conf vol 143 vCu, unblocked vol 561 430 265 430 580 143 415 4.1 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tC, 2 stage (s) 2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 85 97 86 99 143910 el cM capacity (vehfh) 367 513 773 531 ''421 904 1144 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 217 154 415 Volume Left 80 11 0 I Volume Right 124 0 300 cSH 681 1144 1700 Volume to Capacity 0.32 0.01 0.24 1 Queue Length 95th (ft) 34 1 0 Control Delay (s) 12.8 0.7 0.0 Lane LOS 8 A Approach Delay (s) 12.8 0.7 0.0 Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15 1 1 b2026 PM Background KPP I Frac Rec Services (LSC # 061400) Page 2 LSC, Inc. 1 110 1 1 1 1 1 1 r 1 1 1 1 1 1 r 1 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Background 10: 1 70 EB Ramp & Roan Creek Rd 2/1/2007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 98 4 26 0 0 0 0 44 36 74 110 0 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 Hourly flow rate (vph) 107 4 28 0 0 0 0 48 39 80 120 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 348 367 120 378 348 67 120 87 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 348 367 120 378 348 67 120 87 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 82 99 97 100 100 100 100 95 cM capacity (veh/h) 582 532 932 536 545 996 1468 1509 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 139 87 200 Volume Left 107 0 $0 Volume Right 28 39 0 cSH 628 1700 1509 Volume to Capacity 0.22 0.05 0.05 Queue Length 95th (ft) 21 0 4 Control Delay (s) 12.4 0.0 3.3 Lane LOS B A Approach Delay (s) 12.4 0.0 3.3 Approach LOS B Intersection Summary Average Delay 5.6 Intersection Capacity Utilization 30.4% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Background Page 3 1 HCM Signalized Intersection Capacity Analysis 1:1-70 Eastbound Ram & CR 215 1 1 1 1 1 1 401. Movement EBL EBT Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Ad.', Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g!C Ratio Clearance Time (s) Vehicle Extension s Lane Grp Cap (vph) Ws Ratio Prot vis Ratio Perm vic Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Sumrna HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1P 1 1 1 1 1 1 r 1 111 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 200 0.86 233 0 233 Perm 4 16.4 16.4 0.18 4.0 3.0 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 0 0.86 0 76 2026 AM Background With Improvements 1/9/27 c r k- 4\ t t 4/ EBR WBL WBT WBR NBL NBT NB R SBL SBT SBR 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.95 1.00 1863 1583 1770 1863 1.00 1.00 0.42 1.00 1863 1583 789 1863 350 500 180 285 0.86 0.86 0.86 0.86 407 581 209 331 0 240 0 0 407 341 209 331 1900 1900 1900 1900 80 0 0 0 0 0.86 0.86 0.86 0.86 0.86 93 0 0 0 0 0 0 0 0 0 17 0 0 4 16.4 16.4 0.18 4.0 3.0 323 288 0.01 00.13 0.72 0.06 34.6 30.4 1.00 1.00 7.7 0.1 42.4 30.5 D C 39.0 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 14.1 0.44 90.0 62.0% 15 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service 2 52.9 52.9 0.59 4.0 3.0 1095 00.22 0.37 9.8 1.00 1.0 10.8 B 10.8 B Perm prn+pt 1 6 2 6 52.9 65.6 65.6 52.9 65.6 65.6 0.59 0.73 0.73 4.0 4.0 4.0 3.0 3.0 3.0 930 670 1358 00.03 0.18 0.22 0.20 0.37 0.31 0.24 9.8 4.6 4.0 1.00 1.19 1.02 1.1 0.3 0.4 10.9 5.7 4.5 B A A 5.0 A 12.0 B 0 0.86 0 0 0 2026 AM Background With Improv meets 1 r 1 1 1 1 1 1 r 1 1 1 1 1 1 r 1 1 HCM Signalized Intersection Capacity Analysis 2026 AM Background With Improvements 2: I-70 Westbound Ramp & CR 215 Movement EBL EBT EBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prof) Flt Permitted Satd. Flow (perm) Volume (vph) 0 0 0 Peak -hour factor, PHF 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 0 0 Tum Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vis Ratio Prot vis Ratio Perrn vlc Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 0.0 A WBL WBT WBR NBL NBT 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 0.86 1,00 1.00 0.95 1.00 0.95 1.00 1770 1595 1770 1863 0.95 1.00 0.46 1.00 1770 1595 861 1863 120 5 120 100 470 0.88 0.88 0.88 0.88 0.88 136 6 136 114 534 0 118 0 0 0 136 24 0 114 534 Perm pm+pt 8 5 2 2 11.7 70.3 70.3 11.7 70.3 70,3 0.13 0.78 0.78 4.0 4.0 4.0 3.0 3.0 3.0 230 207 733 1455 0.01 0.01 c0.29 c0.08 0.11 0.59 0.11 0.16 0.37 36.9 34.6 2.7 3.0 1.00 1.00 0.77 0.97 4.0 0.2 0.1 0.6 40.9 34.8 2.2 3.6 D C A A 37.8 3.3 D A 6 11.7 11.7 0.13 4.0 3.0 NBR SBL 1900 1900 0 0 0.88 0.88 0 0 0 0 0 0 119/2007 l SBT 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 345 0,88 392 0 392 4/ SBR r 1900 4.0 1.00 0,85 1.00 1583 1.00 1583 70 0.88 80 26 54 Perm 6 60.3 60,3 0.67 4.0 3.0 1248 0.21 0.31 6.2 1.00 0.7 6.9 A 6.6 A 6 60.3 60.3 0.67 4.0 3.0 1061 0.03 0.05 5.1 1.00 0.1 5.2 A 11.3 0.40 90.0 62.0% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service €3 8.0 B KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Background With Improvements Page 2 HCM Unsignalized Intersection Capacity Analysis 2026 AM Background With Improvements 3: SH 6 & CR 215 1/9/2007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r li 1 '1 t li I+ Sign Control Stop Stop Stop Stop Volume (vph) 20 20 160 85 20 30 190 385 40 60 160 40 Peak Hour Factor 0,81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 25 25 198 105 25 37 235 475 49 74 198 49 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 49 198 105 62 , 235 525 74 247 Volume Left (vph) 25 0 105 0 235 0 74 0 Volume Right (vph) 0 198 0 37 0 49 0 49 Hadj (s) 0.13 -0.57 0.53 -0.39 0.53 -0.03 0.53 -0.11 Departure Headway (s) 7.4 3.2 7.7 6.7 6.3 5.7 6.8 6.2 Degree Utilization, x 0.10 0.18 0.22 0.12 0.41 0.83 0.14 0.42 Capacity (vehih) 453 1121 444 499 563 622 505 563 Control Delay (s) 11.2 6,9 11.7 9.4 12.3 29.1 9,7 12.4 Approach Delay (s) 7.7 10.8 23.9 11.8 Approach LOS A B C 8 intersection Summary Delay 17.2 HCM Level of Service C Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Background With Improvements Page 3 11 1 1 1 1 1 1e 1 1 1 1 1 1 1 1 HCM Signalized Intersection Capacity Analysis 1: 1-70 Eastbound Ramp & CR 215 Movement Lane Configurations ideal Flow (vphpl) Total Lost time (s) Lane Util, Factor F rt Flt Protected Satd. Flow (prat) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) _ Lane Grp Cap (vph) vls Ratio Prot vis Ratio Perm v!c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS EBL EBT 11 1900 1900 4.0 4.0 1.00 1.00 1.00 0.85 0.95 1.00 1770 1583 0.95 1.00 1770 1583 80 0 0.86 0.86 93 0 0 72 93 50 Perm 4 4 6.6 6.6 6.6 6.6 0.14 0.14 4.0 4.0 3.0 3.0 243 218 0.03 c0.05 0.38 0.23 18.8 18.4 1.00 1.00 1.0 0.5 19.9 19.0 B B 19.3 B Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group EBR WBL 4- WBT 2026 PM Background With Improvements 1/9/2007 WBR NBL 1900 1900 1900 1900 1900 105 0 0 0 0 0.86 0.86 0.86 0.86 0.86 122 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.4 0.68 48.0 81.8% 15 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service NBT NBR SBL SBT SBR it 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.95 1.00 1863 1583 1770 1863 1.00 1.00 0.37 1.00 1863 1583 690 1863 365 220 145 830 0 0.86 0.86 0.86 0.86 0.86 424 256 169 965 0 0 132 0 0 0 424 124 169 965 0 Perm prn+pt 2 1 6 2 6 23.2 23.2 33.4 33.4 23.2 23.2 33.4 33.4 0.48 0.48 0.70 0.70 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 900 765 620 1296 0.23 0.04 c0.52 0.08 0.15 0.47 0.16 0.27 0.74 8.3 6.9 3.2 4.6 1.00 1.00 1.00 1.00 1.8 0.5 0.2 3.9 10.1 7.4 3.4 8.5 B A A A 9.1 7.8 A A A 8.0 D KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Background With Improvements Page 1 1 r 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 HCM Signalized Intersection Capacity Analysis 2:1-70 Westbound Ram & CR 215 Movement Lane Configurati Ideal Flow (vphp Total Lost time (s Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, Adj. Flow (vph) RTOR Reduction ( Lane Group Flow (v Turn Type Protected Phases Permitted Phases Actuated Green, G ( Effective Green, g (s Actuated gIC Ratio Clearance Time (s) Vehicle Extension s Lane Grp Cap (vph) vis Ratio Prot vis Ratio Perm vic Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summa HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group ons 0 } PHF vph) ph) s) 2026 PM Background With Improvemen _ s 1/9/2007 EEL EBT EBR WBL WET IIVSR NEL DIST NBR SBL SST SSR 1900 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 1900 1900 1900 1900 1.00 1.00 4.0 4.er0 1.00 1.00 4.0 4.0 1.00 0.85 1.00 1.00 1.00 1.00 0.'95 1.00 0.95 1.00 1.00 0.85 1770 1590 1770 1863 1.00 1.00 0.95 9.001863 1583 1770 1590 0.23 1.00 420 1863 1.00 1.00 450 23 1863 1583 0 95 350 0.88 0 3 0 0 525 155 511 Q.88 0.88 0.88 0.88 0.88 0.88 261 108 398 0 0 597 176 00 0 0 0 0 108 398 n 0 91 8 pm*pt 0 597 85 5 2 Perm 2 6 52.5 52.5 52.5 52.5 0.58 0.58 4.0 4.0 3.0 3.0 320 1087 0.Q2 c0,21 0.18 0.34 0.37 11.7 9.9 1.00 1.00 0.6 1.0 12.4 10.9 0.0 B B A 11.2 0 0 0.88 0.88 0 0 0 0 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 0 0.88 0 0 0 511 Perm 5 0.88 6 0 175 92 8 29.5 29.5 29.5 29.5 0.33 0.33 4.0 4.0 3.0 3.0 580 521 0.06 c0.29 0.88 28.6 1.00 14.6 43.2 D 0.18 21.6 1.00 0.2 21.7 c 35.8 D 23.7 0.73 90.0 81.8% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 12.0 D 43.5 43.5 0.48 4.0 3.0 900 c0.32 0.66 17.7 1.00 3.8 21.5 C 19.6 B 6 43.5 43.5 0.48 4.0 3.0 765 0.05 0.11 12.7 1.00 0.3 13.0 S 2026 PM Background With Improvements Page 2 HCM Unsignalized Intersection Capacity Analysis 2026 PM Background With Improvements 1/912007 3:SH6&CR215 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r li 1 ) / 15 .4 Sign Control Stop Stop Stop Stop Volume (vph) 25 10 345 105 25 30 330 260 10 5 200 10 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 31 12 426 130 31 37 407 321 12 6 247 12 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 43 426 130 68 407 333 6 259 Volume Left (vph) 31 0 130 0 407 0 6 0 Volume Right (vph) 0 426 0 37 0 12 0 12 Hadj (s) 0.18 -0.57 0.53 -0.35 0.53 0.01 0.53 0.00 Departure Headway (s) 7.4 3.2 7.5 6.7 6.3 5.7 6.9 6.4 Degree Utilization, x 0.09 0.38 0.27 0.13 0.71 0.53 0.01 0.46 Capacity (veh/h) 445 1114 440 502 560 615 494 546 Control Delay (s) 11.1 8.1 12.1 9.4 22.0 13.9 8.8 13.4 Approach Delay (s) 8.4 112 18.3 13.3 Approach LOS A B C B Intersection Summary Delay 13.9 HCM Level of Service B Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Background With Improvements Page 3 1 HCM Unsignalized Intersection Capacity Analysis 2007 AM Total , 1: 1-70 Eastbound Ramp & CR 215 1/10/2007 MO....fr -Pi. -.`, c 4- ak.. 4\ t t \* 11‘ 41/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ISBT SBR I Lane Configurations4+ To 4 Sign Control Stop Stop Free Free Grade O% 0% 0% 0% Volume (veh/h) 119 2 32 0 0 0 0 174 267 141 112 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 138 2 37 0 0 0 0 202 310 164 130 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) I Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 816 971 130 854 816 358 130 513 vC1, stage 1 conf vol i vC2, stage 2 conf vol vCu, unblocked vol 816 971 130 854 816 358 130 513 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 IlitC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 47 99 96 100 , 100 100 100 84 cM capacity (veh/h) 260 213 919 234 263 687 1455 1053 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 178 513 294 IVolume Left 138 0 164 Volume Right 37 310 0 cSH 305 1700 1053 Volume to Capacity 0.58 0.30 0.16 I Queue Length 95th (ft) 86 0 14 Control Delay (s) 32.0 0.0 5.7 Lane LOS D A IApproach Delay (s) 32.0 0.0 5.7 Approach LOS 0 Intersection Summary I Average Delay 7.5 Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period (min) 15 1 1 r KPP 2007 AM Total Frac Rec Services (LSC # 061400) Page 1 LSC, Inc. 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2: 1-70 Westbound Ram • & CR 215 Movement Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Direction, Lane # Volume Total Volume Left Volume Right cS H Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS intersection Summary 4 - EBL EBT EBR WBL WBT 4+ Stop 0% 0 0.88 0 0 0.88 0 Stop 0% 0 0.88 0 None 0 0.88 0 37 0.88 42 None WBR NBL 2007 AM Total 1/10/2007 I p 4, NBT NBR SBL SBT SBR 4 Free Free 0% 0% 64 34 252 0 0 216 79 0.88 0.88 0.88 0.88 0.88 0.88 0.88 73 39 286 0 0 245 90 727 654 290 654 699 286 335 727 654 290 654 699 286 335 7.1 6.5 6.2 7.1 6.5 6.2 4.1 3.5 100 299 4.0 100 374 3.3 100 749 WB1 NB SB1 3.5 89 371 4.0 100 352 3.3 90 753 2.2 97 1224 286 286 4.1 2.2 100 1276 115 325 335 42 39 0 73 0 90 546 1224 1700 0.21 0.03 0.20 20 2 0 13.3 1.2 0.0 B A 13.3 1.2 0.0 B Average Delay Intersection Capacity Utilization Analysis Period (min) 2.5 47.3% 15 ICU Level of Service A KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 AM Total Page 2 1 HCM Unsignalized Intersection Capacity Analysis 2007 3: SH 6 & CR 215 AM Total a • 1 1 1 1 1 1 r 1 1 1 1 1 1 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 ' T+ 4+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 20 23 178 15 10 10 110 181 25 34 101 26 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 25 28 220 19 12 12 136 223 31 42 125 32 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 738 751 141 969 751 239 157 254 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vof 738 751 141 969 751 239 157 254 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 91 90 76 88 ' 96 98 90 97 p0 queue free % 97 cM capacity (vehfh) 288 298 907 148 297 800 1423 1311 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total 273 43 136 254 199 Volume Left 25 19 136 0 42 Volume Right 220 12 0 31 32 cSH 644 238 1423 1700 1311 Volume to Capacity 0.42 0.18 0.10 0.15 0.03 Queue Length 95th (ft) 53 16 8 0 2 Control Delay (s) 14.6 23.5 7.8 0.0 1.9 Lane LOS B C A A Approach Delay (s) 14.6 23.5 2.7 1.9 Approach LOS 6 C Intersection Summa Average Delay 7.1 Intersection Capacity Utilization 43.4% Analysis Period (min) 15 1/1012007 _ 1 .- k 4\ t 1 \. i 4' ICU Level of Service A KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 AM Total Page 3 1 1 1 1 1 1 1 r 1 1 1 1 1 1 r 1 1 HCM Unsignalized Intersection Capacity Analysis 7: US 6 & Site Access Move n Lane Configurations Sign Control Volume (vph) Peak Hour Factor Hourly flow rate (vph) f EBL EBT WBT WBR SBL SBR Stop Stop Stop 10 97 62 41 111 28 0.92 0.92 0.92 0.92 0.92 0.92 11 105 67 45 121 30 2007 AM Total 1/10/2007 Direction, Lane # EB 1 WB 1 SB 1 SB 2 Volume Total (vph) 116 112 121 30 Volume Left (vph) 11 0 121 0 Volume Right (vph) 0 45 0 30 Hadj (s) 0.05 -0.20 0.53 -0.67 Departure Headway (s) 4.5 4.2 5.6 4.4 Degree Utilization, x 0.14 0,13 0.19 0.04 Capacity (veh/h) 773 807 623 785 Control Delay (s) 8.2 7.9 8.6 6.3 Approach Delay (s) 8.2 7.9 8.2 Approach LOS A A A Intersection Summary Delay 8.1 HCM Level of Service A Intersection Capacity Utilization 25.1% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc, 2007 AM Totai Page 4 1 1 1 1 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2007 AM Total 30: US 6 & Stone Quary Road 1/10/2007 }A 'fit C #- .. I * P \*' 4, "/ Movement EBL EBT EBR . WBL WBT WBR NBL NBT NBR SBL ISBT SBR Lane Configurations 43 4 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 2 73 21 22 64 4 8 1 19 14 0 4 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 Hourly flow rate (vph) 2 79 23 24 70 4 9 1 21 15 0 4 Pedestrians Lane Width (ft) Walking Speed (ft's) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 74 102 219 217 91 236 226 72 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 74 102 219 217 91 236 226 72 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 98 99 100 98 98 100 100 cM capacity (veh/h) 1526 1490 724 669 967 693 661 991 Direction, Lane # EB 1 WB t NB 1 SB 1 Volume Total 104 98 30 20 Volume Left 2 24 9 15 Volume Right 23 4 21 4 cSH 1526 1490 870 743 Volume to Capacity 0.00 0.02 0.03 0.03 Queue Length 95th (ft) 0 1 3 2 Control Delay (s) 0.2 1.9 9.3 10.0 Lane LOS A A A A Approach Delay (s) 0.2 1.9 9.3 10.0 Approach LOS A A Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 21.5% ICU Level of Service A Analysis Period (min) 15 KPP 2007 AM Total Frac Rec Services (LSC # 061400) Page 5 LSC, Inc. 1 HCM Unsignalized Intersection Capacity Analysis 2007 AM Total 211/2007 8: US 6 & Roan Creek Rd b...fr _.. --.. ."- ...._ ks. 4 \ t /* \w' I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations` Fr 4+ Free See Sign Control St°4P top 0% 0°/° Grade 0% Volume (vehlh) 4 6 10 37 4 6 7 $3 84 9 64 1 Peak Hour Factory h 0.92 0.92 0,92 0.92 11 0.92 0.92 0.928 0.9290.9290.927 0.920 0.92 Hourly flow rate(p ) Pedestrians I Lane Width (ft) Walking Speed (ft/s) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) I Upstream signal (ft) pX, platoon unblocked 182 vC, conflicting volume 249 286 70 255 241 136 71 vC1, stage 1 conf vol I vC2, stage 2 conf vol vCu, unblocked vol 249 286 70 255 241 136 71 182 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 I tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.22 elp7 queue free °/0 99 99 99 94 99 99 100 1394 cM capacity (vehlh) 689 616 993 679 652 913 1530 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 11 11 45 7 189 80 I Volume Left 4 0 D 8 10 Volume Right 0 11 040 7 91 1 cSH 643 993 676 913 1530 1394 Volume to Capacity 0.02 0.01 0.07 0.01 0,00 0.01 I Queue Length 95th (f#) 1 1 5 1 0 1 Control Delay (s) 10.7 8.7 10.7 9.0 0.3 1.0 Lane LOS B A B A A A 1 Approach Decay (s) 9.7 10.5 0.3 1.0 Approach LOS A B Intersection Summar! I Average Delay 2.6 Intersection Capacity Utilization 26.2°/° ICU Level of Service A Analysis Period (min) 15 1 1 2007 AM Total KPP Page 1 Frac Rec Services (LSC # 061400) LSC, Inc. 111 HCM Unsignalized Intersection Capacity Analysis 9:1 70 WB Ramp & Roan Creek Rd 1110 ..), ._... --, .-- 1-- 4.... Is\ t P \it. i 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 I Lane Configurations Free 4 Sign Control Stop Stop4Free Free Grade 0% 0% I Volume (vehlh) 55 Peak Hour Factor 0.92 0.92 0.92 0.922 0.92 0.920.92 0.92 0.92 0.922 0.92 60 0.92 00 0 14 1 33 11 141 0 0 56 6 Hourly flow rate (vph) 0 0 0 Pedestrians I Lane Width (ft) Walking Speed (ft/s) Percent Blockage I Right turn flare (veh) None Median type None Median storage veh) Upstream signal (ft) I pX, platoon unblocked 153 vC, conflicting volume 304 268 91 268 298 153 121 vC1, stage 1 cont vol I vC2, stage 2 conf vol vCu, unblocked vol 304 268 91 268 298 153 121 4 153 3 .1 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 I tC, 2 stage (s) tF (s) II 2.2 3.5 4.0 3.3 3.5 4.0 3.3 2.2 100 p0 queue free % 100 100 100 98 100 96 99 1427 cM capacity (wehlh) 617 633 967 680 609 893 1467 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 52 165 121 I Volume Left 15 12 0 Volume Right 36 0 60 cSH 611 1467 1700 Volume to Capacity 0.06 0.01 0.07 I Queue Length 95th (ft) 5 1 0 Control Delay (s) 9.7 0.6 0.0 Lane LOS A A I Approach Delay (s) 9.7 0.6 0.0 Approach LOS A Intersection Summa I Average Delay 1.8 Intersection Capacity Utilization 24.7% ICU Level of Service A Analysis Period (min) 15 2007 AM Tctal 2/112007 1 1 111/ 2007 AM Total KPP Page 2. I Frac Ree Services (LSC # 061400) LSC, Inc I HCM Unsignalized intersection Capacity Analysis 2007 AM Total 10: 1 70 EB Ramp & Roan Creek Rd - ---► '%iv c 1- '� 4\ t t \* ,` I EBT EBR WBL WBT WBR Movement EBL NBL NBT NSR SBL SBT SBRI 4 Lane Configurations Free 14 Free SignControl Stop Stop Grade 0% 0% 0% 0% I Volume (vehlh) 128 6 6 0 0 0 0 24 29 46 24 Peak Hour Factor 00 .92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0.92 0.92 Hourly flow rate (vph) 139 7 7 0 0 0 0 26 32 50 26 0 Pedestrians I Lane Width (ft) Walking Speed (fits) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) I pX, platoon unblocked 58 vC, conflicting volume 168 184 26 178 168 42 26 vC1, stage 1 conf vol I vC2, stage 2 conf vol vCu, unblocked vol 168 184 26 178 168 42 26 58 58 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 I tC, 2 stage (s) tF (s) II 2.2 3.5 4.0 3.3 3.5 4.0 3.3 2.2 97 p0 queue free °/0 82 99 99 100 100 100 100 1547 cM capacity (vehlh) 776 688 1050 755 701 1029 1588 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 152 58 76 I Volume Left 139 0 50 Volume Right 7 32 0 cSH 781 1700 1547 Volume to Capacity 0.19 0.03 0.03 I Queue Length 95th (ft) 18 0 3 Control Delay (s) 10.7 0.0 4.9 Lane LOS B A I Approach Delay (s) 10.7 0.0 4.9 Approach LOS B Intersection Summary I Average Delay 7.0 Intersection Capacity Utilization 24.9% ICU Level of Service A Analysis Period (min) 15 1 1 2007 AM Total KPP Page 3 Frac Rec Services (LSC # 061400) LSC, Inc. IHCM Unsignalized Intersection Capacity Analysis 2007 PM Total 1: 1-70 Eastbound Ram & CR 215 1/10/2007 b.."41 -.• '‘.1, c 4- k- 4\ t ifr \* d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL iSBTT SBR I Lane Configurations Free Sign Control Stop Stop Free Grade 0% 0% 0% 0% Volume (veh/h) 88 0 44 0 0 0 0 174 96 93 429 0 Peak Hour Factor 0.86 0.86 0.86 0.866 0.86 0.86 0.86 286 86 0.2 86 0.86 0.1868 499 0.86 Hourly flow rate (vph) 102 0 51 Pedestrians Lane Width (ft) Walking Speed (ftrs) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 314 vC, conflicting volume 973 1029 499 1024 973 258 499 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 973 1029 499 1024 973 258 499 314 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 p0 queue free % 53 100 91 100 , ,100 100 100 91 cM capacity (vehfh) 216 213 572 182 230 780 1065 1246 1 1 1 t 1f Direction, Lane # EB 1 NB 1 SB 1 Volume Total 153 314 607 I Volume Left 102 0 108 Volume Right 51 112 0 cSH 273 1700 1246 Volume to Capacity 0.56 0.18 0.09 Queue Length 95th (ft) 80 0 7 Control Delay (s) 34.0 0.0 2.3 Lane LOS D A Approach Delay (s) 34.0 0.0 2.3 Approach LOS D 1 1 1 1 Intersection Summary Average Delay 6.1 Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2007 PM Total Page 1 HCM Unsignalized Intersection Capacity Analysis 2007 PM Total 1r10/20a7 2: 1-70 Westbound Ramp & CR 215 b-,11 -6. '‘if C 1- k- 4\ t t li'`* 1r 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations ` Free 4 Free Sign Control Stop Stop ree Grade 0% 0% 0% I Volume (veh/h) 0 0 0 232 3 170 40 221 0 0 289 104 Peak Hour Factor 0.880 0.80 0.80 284 0.883 i 93 0.45 0.8258 0.881 0 0.88 328 .88 0188 Hourly flow rate (vph) I Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage I Right turn flare (veh) None Median type None Median storage veh) I Upstream signal (ft) pX, platoon unblocked 251 vC, conflicting. volume 924 730 388 730 789 251 447 vC1, stage 1 conf vol I vC2, stage 2 conf vol 51 vCu, unblocked vol 924 730 388 730 789 251 447 251 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 I tC, 2 stage (s)2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free ala110 100 100 100 20 99 75 96 1314 cM capacity (veh/h) 181 335 661 328 310 788 1114 Direction, Lane # WB 1' NB 1 .SB 1 100 Volume Total 460 297 447 I Volume Left 264 45 0 Volume Right 193 0 118 cSH 434 1114 1700 Volume to Capacity 1.06 0.04 0.26 Queue Length 95th (ft) 372 3 0 Control Delay (s) 91.5 1.6 0.0 Lane LOS F A I Approach Delay (s) 91.5 1.6 0.0 Approach LOS F Intersection Summary I Average Delay 35.'4 0 Intersection Capacity Utilization 68.8°/4 ICU Level of Service Analysis Period (min) 15 1 1 2007 PM Total KPP Page 2 Frac Rec Services (LSC # 061400) LSC, Inc. 1 r 1 1 1 1 1 1 1 r 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2007 PM Total ,1110/2007 3:SH6&CR 215 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL iSBT SBR Lane Configurations 4 Free Free Sign Control Stop°Stop 0% 0°l° Grade Volume (vehlh) 18 13 241 27 30 15 267 117 8 0 124 13 Peak Hour Factor 0.81 0.81 298 0.81 33 0.81 37 0.89 3301 1 ©84 81 0.81 0.81 0.10 0 81 0.816 Hourly flow rate (vph) 22 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) None Metiian type None Median storage veh) Upstream signal (ft) pX, platoon unblocked 154 vC, conflicting volume 1002 975 161 1275 978 149 169 vC1, stage 1 conf vol vC2,stage 2 conf vol 154 vCu, unblocked vol 1002 975 161 � 5 6.2 1 771 5 X78 149 6.5 6.2 4.1 4`1 tC, single (s) tC, 2 stage (s) 2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 85 92 66 55 81 98 77 '142610 cM capacity (vehlh) 152 193 884 73 192 897 1408 f Direction, Lane # EB 1 WB 1 . NB 1 NB 2 SB 1 . Volume Total 336 89 330 154 169 Volume Left 22 33 330 0 0 Volume Right 298 19 0 10 16 cSH 593 133 1408 1700 1426 Volume to Capacity 0.57 0.67 0.23 0.09 0.00 Queue Length 95th (ft) 88 91 23 0 0 Control Delay (s) 18.7 74.5 8.3 0.0 0.0 Lane LOS C F A Approach Delay (s) 18.7 74.5 5.7 0.0 Approach LOS C F Intersection Summary Average Delay 14.5 A Intersection Capacity Utilization 49.0% ICU Level of Service Analysis Period (min) 2007 PM Total KPP Page 3 Frac Rec Services (LSC # 061400) LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2007 PM Total 7: US 6 & Site Access 1/10/2007 b..A __Iii. 4_ 4,... \ii* 4/1! Movement EBL EBT WET WBR SBL SBR 4 Lane Configurations Sign ControlFree Free Stop Grade 0% 0% 0% I Volume (veh/h) 30 58 60 120 68 17 Peak Hour Factor 0.92 0.92 0.92 4.92 0.92 0.92 Hourly flow rate (vph) 33 63 65 130 74 18 II Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage I Right turn flare (veh) Median type None Median storage veh) I Upstream signal (ft) pX, platoon unblocked 259 130 vC, conflicting'volume 196 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 196 259 130 tC, single (s) 4.1 6.4 6.2 I tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 98 90 98 cM capacity (veh/h) 1377 713 919 Direction, .Lane # EB.1. WB 1 SB 1: , SB 2 Volume Total 96 196 74 18 1 Volume Left 33 0 74 0 Volume Right 0 130 0 18 cSH 1377 1700 713 919 I Volume to Capacity 0.02 0.12 0.10 0.02 Queue Length 95th (ft) 2 0 9 2 Control Delay (s) 2.7 0.0 10.6 9.0 Lane LDS A B A I Approach Delay (s) 2.7 0.0 10.3 Approach LOS B intersection Summary I Average Delay 3.2 Intersection Capacity Utilization 29.0% ICU Level of Service A Analysis Period (min) 15 1 1 111. 111 2007 PM Total KPP Page 4 Frac Rec Services (LSC # 061400) LSC, Inc IHCM Unsignalized intersection Capacity Analysis 2007 PM Total, 30; (JS 6 & Stone Quary Road 1/10/2007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL 7 SBT SBR I Lane Configurations 4+ 4+Sto 4+ 4+ Sign Control Free Free Stop p Grade 0% 0% 0% 0% Volumeur Fa) 3 42 7 27 37 13 24 1 26 20 2 12 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 Hourly flow rate (vph) 3 46 8 29 40 14 26 1 28 22 2 13 I Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) I Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 54 53 176 169 49 191 166 47 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 54 53 176 169 49 191 166 47 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 IIP tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 98 97 100 97 97 100 99 cM capacity (vehlh} 1551 1552 762 709 1019 735 712 1022 Direction Lane# EB 1 WE 1 NB 1 SB 1 Volume Total 57 84 55 37 Volume Left 3 29 26 22 Volume Right 8 14 28 13 cSH 1551 1552 873 814 Volume to Capacity 0.00 0.02 0.06 0.05 Queue Length 95th (ft) 0 1 5 4 Control Delay (s) 0.4 2.7 9.4 9.6 Lane LOS A A A A I Approach Delay (s) 0.4 2.7 9.4 9.6 Approach LOS A A Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 20.9% ICU Level of Service A Analysis Period (min) 15 1 2007 PM Total KPP Page 5 Frac Rec Services (LSC # 061400) LSC, Inc. 1 IHCM Unsignalized Intersection Capacity Analysis 8. US 6 & Roan Creek Rd lb...fr , NJ, i 4- ks. 4\ t /fr \* I/. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL . SBT SBR I Lane Configurations 4 r 4 Free 44. Free Sign Control StopSt0% Oap 0% 0%Grade Volume (veh/h) 6 3 21 89 7 10 13 70 63 21 96 8 IPeak Hour Factor 0.92 0.92 0.92 0.929 0.922 0.92 0.9 11 2 0.922 0.92 0.92 104 0.92 0.92 Hourly flow rate (vph) 1 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage I Right turn flare (veh) None Median type None Median storage veh) I Upstream signal (ft) pX, platoon unblocked 145 vC, conflicting volume 308 327 109 317 297 110 113 vC1, stage 1 conf vol I vC2, stage 2 conf vol 4545 vCu, unblocked vol 308 327 109 317 297 110 113 1 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6,2 4.1 4.1 tC, 2 stage (s) 2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 99 99 98 84 99 99 99 1438 98 le p0 queue free % cM capacity (veh/h) 619 576 945 605 599 943 1476 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 10 23 104 11 159 136 I Volume Left 7 0 97 0 14 23 Volume Right 0 23 0 11 68 9 cSH 604 945 605 943 1476 1438 Volume to Capacity 0.02 0.02 0.17 0.01 0.01 0.02 Queue Length 95th (ft) 1 2 15 1 1 1 Control Delay (s) 11.1 8.9 12.2 8.9 0.7 1.4 Lane LOS B A B A A A I Approach Delay (s) 9.5 11.9 0.7 1.4 Approach LOS A B Intersection Summary I Average Delay 4.5 Intersection Capacity Utilization 29.7% ICU Level of Service A Analysis Period (min) 15 1 2007 PM Total 2/1/2007 4, 1 1110 2007 PM Total KPP Page 1 Frac Rec Services (LSC # 061400) LSC, Inc. fHCM Unsignalized Intersection Capacity Analysis 9: 1 70 WB Ramp & Roan Creek Rd b , -iii. ir 4- '\ t P i' SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NB4 T NBR SBL1+Lane Configurations' Free Sign Control Stop Stop Free 0% e Grade 0% 0% Volume (veh/h) I Peak Hour Factor 0.922 0.922 0.922 0.922 0.92. 0.92 0.922 0.992 0.922 0.92 0.9922 0.92 0 0 0 37 6 60 5 86 0 0 55 149 92 Hourly flow rate (vph) I Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage I Right turn flare (veh) None Median type None Median storage veh) I Upstream signal (ft) pX, platoon unblocked 93 vC, conflicting volume 314 245 141 245 326 93 222 vC1, stage 1 conf vol I vC2, stage 2 conf vol vCu, unblocked vol 314 245 141 245 326 93 222 9 93 3 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 I tC, 2 stage (s) 2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3,3 2.2 2.2 p0 queue free %100 100 100 94 99 93 100 1501 ecM capacity (vehfh) 589 654 907 706 590 964 1347 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 112 99 222 I Volume Left 40 5 0 Volume Right 65 0 162 cSH 825 1347 1700 I Volume to Capacity 0.14 0.00 0.13 Queue Length 95th (ft) 12 0 0 Control Delay (s) 10.0 0.5 0.0 Lane LOS B A I Approach Delay (s) 10.0 0.5 0.0 Approach LOS B Intersection Summary 1 Average Delay 2.7 Intersection Capacity Utilization 24.8% ICU Level of Service A Analysis Period (min) 15 1 2007 PM Total 2/1/2007 1 i 2007 PM Total KPP Page 2 • Frac Rec Services (LSC # 061400) LSC, Inc. I HCM Unsignalized Intersection Capacity Analysis 2007 PM Total 10; 170 EB Ramp & Roan Creek Rd 2/1/2007 lb , --ii. -."1, 1r 4- Ak, 4\ t ". \. 4/ SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL 4 Lane ConI figurations Frei Free Sign Control Stop Stop Grade 0% 0% 0% 0°/° I Volume (veh/h) 69 2 13 0 0 0 0 22 18 39 55 0 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 Hourly flow rate (vph) 75 2 14 0 0 0 0 24 20 42 60 0 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) I Upstream signal (ft) pX, platoon unblocked 43 vC, conflicting volume 178 188 60 193 178 34 60 vC1, stage 1 conf vol I vC2, stage 2 conf vol vCu, unblocked vol 178 188 60 193 178 34 60 4 43 3 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tC, 2 stage (s) 2.2 le tF (s) 3.5 4.0 3.3 3,5 4.0 3.3 2.2 97 p0 queue free % 90 100 99 100 100 100 100 1565 cM capacity (veh/h) 768 687 1006 738 696 1040 1544 Direction, Lane # LB 1 NB 1 SB 1 Volume Total 91 43 102 I Volume Left 75 0 42 Volume Right 14 20 0 cSH 794 1700 1565 I Volume to Capacity 0,11 0.03 0.03 Queue Length 95th (ft) 10 0 2 Control Delay (s) 10.1 0.0 3.2 Lane LOS B A I Approach Delay (s) 10.1 0.0 3.2 Approach LOS B Intersection Summary I Average Delay 5.3 Intersection Capacity Utilization 23.1 % ICU Level of Service A Analysis Period (min) 15 1 1 111. 2007 PM Total KPP Page 3 Frac Rec Services (LSC # 061400) LSC, Inc. 1 HCM Unsignalized Intersection Capacity Analysis 2026 AM Total, 1:1-70 Eastbound Ramp & CR 215 1/9/2007 b--. moi► ir 4- 4,. I , `'* I Movement EBL EBT EBR WBL WBT WBR NBL NBT NSR SBL 'SBT SBR 1 Lane Configurations 4+ ' Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% I Volumeur Fa) 215 0 80 0 0 0 0 358 500 222 292 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 486 586 258 .66 6 0.86 6 Hourly flow rate (vph) 250 0 93 0 0 Pedestrians I Lane Width (ft) Walking Speed (ft/s) Percent Blockage I Right tum flare (veh) Median type None None Median storage veh) I Upstream signal (ft) pX, platoon unblocked 998 vC, conflicting volume 1563 1853 340 1656 1563 707 340 I vC1, stage 1 conf vol vC2, stage 2 conf vol 998 vCu, unblocked vol 1563 1853 340 1656 1563 707 340 4 1 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 0 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %ip 0 100 87 100 100 100 100 63 cM capacity (vehlh) 64 46 703 48 70 435 1220 694 Direction, Lane # EB 1 N8 1 581 Volume Total 343 998 598 II Volume Left 250 0 258 Volume Right 93 581 0 eSH 86 1700 694 I Volume to Capacity 4.01 0.59 0.37 Queue Length 95th (ft) Err 0 43 Control Delay (s) Err 0.0 9.2 Lane LOS F A I Approach Delay (s) Err 0.0 9.2 Approach LOS F I Intersection Summary Average Delay 1772.3 Intersection Capacity Utilization 103.9% ICU Level of Service G Analysis Period (min) 15 I 1 11. 2026 AM Total KPP Page 1 Frac Ree Services (LSC # 061400) LSC, Inc. IHCM Unsignalized Intersection Capacity Analysis 2026 AM Total 2: 1-70 Westbound Ramp & CR 215 v9r2aQ7 --imi. ,moi► C 4-- !. 4\ T P \F 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL S T SBR I Lane Configurations 4+ Free Free Sign Control Stop Stop Grade 0% 0% 0% 0% I Volume (veh/h) 0 0 0 120 5 135 100 488 0 0 394 112 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 0 0 0 136 6 153 114 555 0 0 448 127 I Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) I Upstream signal (ft) pX, platoon unblocked 555 vC, conflicting' volume 1449 1293 511 1293 1357 555 575 vC1, stage 1 conf vol I vC2, stage 2 conf vol vCu, unblocked vol 1449 1293 511 1293 1357 555 575 tC, single (s) I tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 100 0 96 71 1. cM capacity (vehfh) 68 144 562 127 132 532 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 295 668 575 I Volume Left 136 114 0 Volume Right 153 0 127 cSH 211 998 1700 I Volume to Capacity 1.40 0.11 0.34 Queue Length 95th (ft) 427 10 0 Control Delay (s) 249.8 2.8 0.0 Lane LOS F A I Approach Delay (s) 249.8 2.8 0.0 Approach LOS F Intersection Summa 1 Average Delay 49.2 Intersection Capacity Utilization 83.9% Analysis Period (min) 15 1 7.1 6.5 6.2 7.1 6.5 6.2 4.1 1 ti KPP Frac Rec Services (LSC # 061400) LSC, Inc. 1 2.2 89 998 ICU Level of Service E 555 4.1 2.2 100 1016 2026 AM Total Page 2 HCM Unsignalized Intersection Capacity Analysis 6: US 6 & Site Access Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 t r Sign Control Free Free Stop Grade 0% 0% 0% Volume (vehlh) 10 180 135 40 110 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 196 147 43 120 33 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting'volume 190 386 168 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 190 386 168 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 99 80 96 cM capacity (vehlh) 1384 612 876 Direction, Lane # EB 1 WB 1 SB 1 SB 2 Volume Total 207 190 120 33 Volume Left 11 0 120 0 Volume Right 0 43 0 33 cSH 1384 1700 612 876 Volume to Capacity 0.01 0.11 0.20 0.04 Queue Length 95th (ft) 1 0 18 3 Control Delay (s) 0.5 0.0 12.3 9.3 Lane LOS A B A Approach Delay (s) 0.5 0.0 11.7 Approach LOS B Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 30.4% ICU Level of Service A Analysis Period (min) 15 2026 AM Total 1/9/2007 KPP 2026 AM Total Frac Rec Services (LSC # 061400) Page 4 LSC, Inc. IHCM Unsignalized Intersection Capacity Analysis 2026 AM Total, 30: US 6 & Stone Quart' 'Road 1/9/2007 Lane111, ...), _Ii.. --ip 1r 4- k.... 4\ t P \' 1 4/ avement EBL EBT EBR WBL WBT WBR NBL NBT NRR SBL 'S T SBR 111 Configurations " Stop Control Free Free Stop Stop Grade 0% 0% 0% I Valumeur Fa) 10 130 20 20 100 15 10 5 20 15 5 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.9222 0.922 0.92 0.92 92 Hourly flow rate (vph) 11 141 22 22 109 16 11 5 I Pedestrians Lane Width (ft) Walking Speed (ft/s) I Percent Blockage Right turn flare (veh) None None Median type Median storage veh) I Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 125 163 342 342 152 359 345 117 I vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 125 163 342 342 152 359 345 117 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 iftC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 98 98 99 98 97 99 99 cM capacity (veh/h) 1462 1416 593 567 894 568 565 935 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 174 147 38 27 I Volume Left 11 22 11 16 Volume Right 22 16 22 5 cSH 1462 1416 728 616 I Volume to Capacity 0.01 0,02 0.05 0.04 Queue Length 95th (ft) 1 1 4 3 Control Delay (s) 0.5 1.2 10.2 11.1 Lane LOS A A B B Approach Delay (s) 0.5 1.2 10.2 11.1 Approach LOS B B I Intersection Surrimary Average Delay 2.5 Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15 I 1 2026 AM Total KPP Page 5 Frac Rec Services (LSC # 061400) LSC, Inc. 1 1 HCM Unsignalized Intersection Capacity Analysis 8: US 6 & Roan Creek Rd NBT NBR SBL SRT SBR WBL WBT WBR NBL IVlovement EBL EBT EBR � I Lane Configurations rFree Free Sign Control Stop Stop 4 Free Fret Grade 0% 0% Volume (veh/h) 8 11 20 53 5 8 14 166 160 16 128 2 I Peak Hour Factor 0.922 0.92 0.922 0.922 0.92 0.922 0.92 09922 0.92 0.92 0.92 0.92 Hourly flow rate (vph) Pedestrians 1 Lane Width (ft) Walking Speed (Ws) Percent Blockage It Right turn flare (veh) Median type None None Median storage veh) If Upstream signal (ft) pX, platoon unblocked 354 vC, conflicting volume 484 560 140 501 474 267 141 I vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 484 560 140 501 474 267 141 354 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 I tC, 2 stage (s) 2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 P 99 p0 queue free % 98 97 98 87 9 `99 1204 cM capacity (veh/h) 474 426 908 451 477 771 1442 99 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 21 22 63 9 370 159 Volume Left 9 0 58 0 15 17 I Volume Right 0 22 0 9 174 2 cSH 445 908 453 771 1442 1204 Volume to Capacity 0.05 0.02 0.14 0.01 0.01 0.01 I Queue Length 95th (ft) 4 2 12 1 1 1 Control Delay (s) 13.5 9.1 14.2 9.7 0.4 1.0 Lane LOS B A 6 A A A I Approach Delay (s) 11.2 13.7 0.4 1.0 Approach LOS B B 2026 AM Total 2/1/2007 intersection Summary I Average Delay 2.7 Intersection Capacity Utilization 38.0°/° ICU Level of Service A Analysis Period (min) 15 1 1 I PP Frac Rec Services (LSC # 061400) LSC, Inc. 1 2026 AM Total Page 1 HCM Unsignalized Intersection Capacity Analysis 2026 AM Total 9: 1 70 WB Ramp & Roan Creek Rd 2rvzoo7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 Sign Control Stop Stop e Fre0©e e Free Grade 0% 0% Volume (veh/h) 0 0 0 28 2 65 22 275 0 0 109 92 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 Hourly flow rate (vph) 0 0 0 30 2 71 24 299 0 0 118 100 Pedestrians Lane Width (ft) Walking Speed (firs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked 299 vC, conflicting volume 587 515 168 515 565 299 218 vC1, stage 1 conf vol vC2, stage 2 conf vol 99 vCu, unblocked vol 587 515 168 515 565 299 2182 99 tC, single (s) 7.1 6,5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 93 , 99 90 98 12621 cM capacity (veh/h) 374 455 876 464 426 741 1351 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 103 323 218 Volume Left 30 24 0 Volume Right 71 0 100 cSH 622 1351 1700 Volume to Capacity 0.17 0.02 0.13 Queue Length 95th (ft) 15 1 0 Control Delay (s) 11.9 0.7 0.0 Lane LOS B A Approach Delay (s) 11.9 0.7 0.0 Approach LOS B Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 42.7% Analysis Period (min) 15 ICU Level of Service A KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Total Page 2 1 1 1 1 1 1 r r } 1 1 1 1,11 HCM Unsignalized intersection Capacity Analysis 2026 AM Total 10: l 70 EB Ramp & Roan Creek Rd 211/2007 -1 -it,. '-‘t Yr 4-- 4\ t P 4' 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 F Sign Control StopoStop Free Free ree Grade 48 58 89 48 0 Volume (veh/h) 249 12 12 0 0 0 0 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 Hourly flow rate (vph) 271 13 13 0 0 0 0 52 63 97 52 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked i 15 vC, conflicting volume 329 361 52 349 329 84 52 vC 1, stage 1 conf vol vC2, stage 2 conf vol 51 vCu, unblocked vol 329 361 52 349 329 84 52 11 tC, single (s) 7.1 6,5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) 2.2 tF (s) 3.5 4.0 3.3 3.5 4.0 3,3 2.2 .2 p0 queue free % 54 98 99 100 100 100 100 1474 cM capacity (veh/h) 593 529 1015 557 551 976 1554 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 297 115 149 Volume Left 271 0 97 Volume Right 13 63 0 cSH 600 1700 1474 Volume to Capacity 0.49 0.07 0.07 Queue Length 95th (ft) 68 0 5 Control Delay (s) 16.7 0.0 5.1 Lane LOS C A Approach Delay (s) 16.7 0.0 5.1 Approach LOS C Intersection Summary Average Delay 10.2 Intersection Capacity Utilization 35.9% ICU Level of Service A Analysis Period (min) 15 2026 AM Total KPP Frac Rec Services (LSC # 061400) Page 3 LSC, Inc. f 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Total, 1: 1-70 Eastbound Ramp & CR 215 1/912007 f- c 4- 4\ t P 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4) t' 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (vehlh) 125 0 105 0 0 0 0 372 220 171 834 0 Peak Hour Factor 0.86 0-86 0.86 0.86 0.86 0-86 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 145 0 122 0 0 0 0 433 256 199 970 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1928 2056 970 2050 1928 560 970 688 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1928 2056 970 2050 1928 560 970 688 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 100 60 100 ,. 100 100 100 78 cM capacity (vehfh) 42 43 307 21 52 528 711 906 Direction ,Lane # EB 1 NB 1 SB 1 Volume Total 267 688 1169 Volume Left 145 0 199 Volume Right 122 256 0 cSH 69 1700 906 Volume to Capacity 3.88 0.40 0.22 Queue Length 95th (ft) Err 0 21 Control Delay (s) Err 0.0 6.0 Lane LOS F A Approach Delay (s) Err 0.0 6.0 Approach LOS F Intersection Summary Average Delay 1262.1 Intersection Capacity Utilization 109.7% ICU Level of Service H Analysis Period (min) 15 KPP 2026 PM Total Frac Rec Services (LSC # 061400) Page 1 LSC, Inc. 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Total 2: 1-70 Westbound Ramp & CR 215 1/912007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 I Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (vehlh) 0 0 0 450 5 275 95 402 0 0 555 180 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 0 0 0 511 6 312 108 457 0 0 631 205 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right tum flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting'volume 1721 1406 733 1406 1508 457 835 457 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1721 1406 733 1406 1508 457 835 457 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 p0 queue free %Q 100 100 100 0 95 48 86 cM capacity (vehlh) 29 120 421 105 104 604 798 Direction, Lane # WB 1 NB 1 SB.1 Volume Total 830 565 835 Volume Left 511 108 0 Volume Right 312 0 205 cSH 152 798 1700 Volume to Capacity 5.46 0.14 0.49 Queue Length 95th (ft) Err 12 0 Control Delay (s) Err 3.5 0.0 Lane LOS F A Approach Delay (s) Err 3.5 0.0 Approach LOS F Intersection Summary Average Delay 3721.2 Intersection Capacity Utilization 118.6% ICU Level of Service H Analysis Period (min) 15 4.1 2.2 100 1104 KP P Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Total Page 2 HCM Unsignalized Intersection Capacity Analysis 2026 PM Total , 3: SH 6 & CR 215 1/9/2007 f 4- t 4\ t ' \► i 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT MBR SBL .SBT SBR Lane Configurations 4+ 4+ ) T 4+ Sign Control Stop Stop , Free Free Grade 0% 0% 0% 0% Volume (vehlh) 30 19 400 105 40 30 427 260 10 5 200 18 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 37 23 494 130 49 37 527 321 12 6 247 22 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1707 1658 258 2157 1663 327 269 333 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1707 1658 258 2157 1663 327 269 333 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 p0 queue free % 0 59 37 0 14 95 59 cM capacity (veh/h) 13 58 781 6 57 714 1294 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB.1 Volume Total 554 216 527 333 275 Volume Left 37 130 527 0 6 Volume Right 494 37 0 12 22 cSH 146 10 1294 1700 1226 Volume to Capacity 3.81 22.37 0.41 0.20 0.01 Queue Length 95th (ft) Err Err 50 0 0 Control Delay (s) Err Err 9.7 0.0 0.2 Lane LOS F F A A Approach Delay (s) Err Err 5.9 0.2 Approach LOS F F Intersection Summatr Average Delay 4043.8 Intersection Capacity Utilization 86.0% ICU Level of Service E Analysis Period (min) 15 4.1 2.2 99 1226 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Total Page 3 1 r 1 1 1 1 1 1 1• 1 1 HCM UnsignaUized Intersection Capacity Analysis 2026 PM Total 6: US 6 & Site Access 1/9/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Sign Control Volume (vph) Peak Hour Factor Hourly flow rate (vph) 4 14 r Stop Stop Stop 30 125 100 120 70 15 0.92 0.92 0.92 0.92 0.92 0.92 33 136 109 130 76 16 Direction, Lane # EB 1 WB 1 SB 1 SB 2 Volume Total (vph) 168 239 76 16 Volume Left (vph) 33 0 76 0 Volume Right (vph) 0 130 0 16 Hadi (s) 0.07 -0.29 0.53 -0.67 Departure Headway (s) 4.5 4.1 5.9 4.7 Degree Utilization, x 0.21 0.27 0.13 0.02 Capacity (veh/h) 778 852 569 703 Control Delay (s) 8.7 8.6 8.6 6.6 Approach Delay (s) 8.7 8.6 8.2 Approach LOS A A A Intersection Summary__ _ _ Delay 8.5 HCM Level of Service A Intersection Capacity Utilization 34.7% ICU Level of Service A Analysis Period (min) 15 KPP 2026 PM Total Frac Rec Services (LSC # 061400) Page 4 LSC, Inc. 1 1 1 1 1 1 1 If 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 30: US 6 & Stone Query Road Movement Lane Configurations Sign Control Grade Volume (veh/h) 10 Peak Hour Factor 0.92 Hourly flow rate (vph) 11 Pedestrians Lane Width (ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked EBL 1 2026 PM Total 1/9/2007 t P 4 EBT EBR •WBL WBT WBR NBL NBT NBR 4 4 Free Free I Stop Stop 0% 0% 0% 0% 60 10 25 55 20 25 5 25 20 5 15 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 65 11 27 60 22 27 5 27 22 5 16 SBL SBT SBR None None vC, conflicting volume 82 76 236 228 71 247 223 71 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 82 76 tC, single (s) 4.1 4,1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 236 228 71 247 223 71 7.1 6.5 6.2 7.1 6.5 6.2 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 99 98 96 99 97 97 99 98 1516 1523 688 655 992 670 659 992 Direction, .Lane #: EB 1 WB 1 NB 1 SB 1. Volume Total 87 109 60 43 Volume Left 11 27 27 22 Volume Right 11 22 27 16 cSH 1516 1523 795 761 Volume to Capacity 0.01 0.02 0.08 0.06 Queue Length 95th (ft) 1 1 6 5 Control Delay (s) 1.0 2.0 9.9 10.0 Lane LOS A A A B Approach Delay (s) 1.0 2.0 9.9 10.0 Approach LOS A g Intersection Summary Average Delay 4.4 Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15 KPP 2026 PM Total Frac Rec Services (LSC # 061400) Page 5 LSC, Inc. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Total 8: US 6 & Roan Creek Rd 211/2007 & 4 t t 4/ Movement EBL EBT EBR WBL WBT WBR NBL NST NBR SBL SBT SBR Lane Configurations 4 P. r 4 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 12 3 42 165 12 17 26 140 103 37 192 16 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 Hourly flow rate (vph) 13 3 46 179 13 18 28 152 112 40 209 17 Pedestrians Lane Width (ft) Walking Speed (fls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 588 618 217 610 571 208 226 264 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 588 618 217 610 571 208 226 264 tC, single (s) 7.1 6.5 6,2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 97 99 94 51 97 98 98 97 cM capacity (veh/h) 386 384 822 367 409 832 1342 1300 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 16 46 192 18 292 266 Volume Left 13 0 179 0 28 40 Volume Right 0 46 0 18 112 17 cSH 385 822 369 832 1342 1300 Volume to Capacity 0.04 0.06 0.52 0.02 0.02 0.03 Queue Length 95th (ft) 3 4 72 2 2 2 Control Delay (s) 14.8 9.6 24.9 9.4 0.9 1.4 Lane LOS B A C A A A Approach Delay (s) 11.0 23.5 0.9 1.4 Approach LOS B C Intersection Summary Average Delay 7.6 Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15 KPP 2026 PM Total Frac Rec Services (LSC # 061400) Page 1 LSC, Inc. IHCM Unsignalized Intersection Capacity Analysis 2026 PM Total 9: 1 70 WB Ramp & Roan Creek Rd 2/112007 b,fr -Po -Nif c .4- 4,, 4\ t "" ‘* 4" 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR S3L SBT SBR I Lane Configurations 4 4 Free Control Stop Stop 14 Free Grade 0% 0% 0% 0% 'Paloma Hour Fa) 0 0 0 74 12 117 10 152 0 0 108 287 Peak 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 Hourly flow rate (vph) 0 0 0 80 13 127 11 165 0 0 117 312 Pedestrians Lane Width (ft) Walking Speed (ftfs) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) I Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 594 460 273 460 616 165 429 165 vC1, stage 1 conf vol 1 vC2, stage 2 conf vol vCu, unblocked vol 594 460 273 460 616 165 429 165 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 l tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 ip po queue free % 100 100 100 84 97 86 99 '00 cM capacity (veh/h) 345 493 765 508 402 879 1130 11.13 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 221 176 429 II Volume Left 80 11 0 Volume Right 127 0 312 cSH 658 1130 1700 Volume to Capacity 0.34 0.01 0.25 I Queue Length 95th (ft) 37 1 0 Control Delay (s) 13.2 0.6 0.0 Lane LOS B A I Approach Delay (s) 13.2 0.6 0.0 Approach LOS B Intersection Summary 1 Average Delay 3.7 Intersection Capacity Utilization 41.9% ICU Level of Service A Analysis Period (min) 15 1 1 11110 KPP 2026 PM Total Frac Rec Services (LSC # 061400) Page 2 LSC, 'Inc. 1 1 HCM Unsignalized Intersection Capacity Analysis 10: 170 EB Ramp & Roan Creek Rd NBLb......4 .11P '." C 411. 4‘... 4 \ t P \ * 4/ NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR Lane Configurations Free Sign Control Stop Stop Free 4D% 0% 0% 0°/0 Grade 1 Volume (veh/h) 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 0.92 118 4 26 0 0 0 0 44 36 76 110 0 Hourly flow rate (vph) 128 4 28 0 0 0 0 48 39 83 120 0 1 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage II Right turn flare (veh) Median type None None Median storage veh) I Upstream signal (ft) pX, platoon unblocked 87 vC, conflicting volume 352 372 120 383 352 67 120 vC1, stage 1 conf vol I vC2, stage 2 conf vol vCu, unblocked vol 352 372 120 383 352 67 120 87 87 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) Ir tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 p0 queue free % cM capacity (yehlh} 78 99 97 100 100 100 100 577 528 932 531 541 996 1468 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 161 87 202 I Volume Left 128 0 83 Volume Right 28 39 0 cSH 617 1700 1509 I Volume to Capacity 0.26 0.05 0.05 Queue Length 95th (ft) 26 0 4 Control Delay (s) 12.9 0.0 3.3 Lane LOS B A I Approach Delay (s) 12.9 0.0 3.3 Approach LOS B Intersection Summary I Average Delay 6.1 Intersection Capacity Utilization 31.7°!o ICU Level of Service A Analysis Period (min) 15 1 2026 PM Total 2/112007 1 1 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 1 2.2 95 1509 2026 PM Total Page 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HCM Signalized Intersection Capacity Analysis 2026 AM Total With Improvements 1: 1-70 Eastbound Ramp & CR 215 1/9/2007 Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Mil. Factor Frt Flt Protected Satd. Flow (prat) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj, Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated gIC Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vis Ratio Prot vis Ratio Perm vic Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS EBL EBT 1900 1900 4.0 4.0 1.00 1.00 1.00 0.85 0.95 1.00 1770 1583 0.95 1.00 1770 1583 215 0 0.86 0.86 250 0 0 75 250 18 Perm 4 4 17.3 17.3 17.3 17.3 0.19 0.19 4.0 4.0 3.0 3.0 340 304 0.01 c0.14 0.74 0.06 34.2 29.7 1.00 1.00 8.0 0.1 42.2 29.8 D C 38.8 D Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group C `- 4.- 4\ EBR WBL WBT WBR NBL 1900 1900 1900 1900 1900 80 0 0 0 0 0.86 0.86 0.86 0.86 0.86 ',93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14.8 0.46 90.0 65.2% 15 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service 4/ NBT NBR SBL ,SBT SBR tri 1900 1900 1600 1900 1900 4.0 4.0 4.0 4.0 1.00 1.00 1 00 1.00 1.00 0,85 100 1.00 1.00 1.00 0 95 1.00 1863 1583 1770 1863 1.00 1.00 0 41 1.00 1863 1583 756 1863 358 500 222 292 0 0.86 0.86 0 86 0.86 0.86 416 581 258 340 0 0 255 0 0 0 416 326 258 340 0 Perm pm 4 -pt 2 1 6 2 6 50.5 50.5 64.7 64.7 50.5 50.5 64.7 64.7 0.56 0.56 0.72 0.72 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 1045 888 fi58 1339 0.22 c0.04 0.18 0.21 c0.24 0.40 0.37 0.39 0.25 11.2 10.9 5.2 4.4 1.00 1.00 1.39 0.74 1.1 1.2 0.4 0.4 12.3 12.1 7.6 3.7 BBA A 12.2 5.4 B A B 8.0 C KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Total With Improvements Page 1 HCM Signalized Intersection Capacity Analysis 2026 AM Total With Improvements 2:1-70 Westbound Ramp & CR 215 007 Movement EBL EBT EBR WBL WBT WEIR NBL NBT IBR SBL SBT SBR 4/ Lane Configurations Ideal Flow (vphpl) 1900 1900 Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) 0 0 0 Peak -hour factor, PHF 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 0 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated gfC Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vfs Ratio Prot v/s Ratio Perm vlc Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) 0.0 Approach LOS A 111 1900 1900 1900 1900 1900' 1900 4.0 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 0.86 1.00 1.00 0.95 1.00 0.95 1.00 1770 1594 1770 1863 0.95 1.00 0.43 1.00 1770 1594 793 1863 120 5 135 100 488 0.88 0.88 0.88 0.88 0.88 136 6 153 114 555 0 133 0 0 0 136 26 0 114 555 Perm pm+pt 8 5 2 8 2 11.8 11.8 70.2 70.2 11.8 11.8 70.2 70.2 0.13 0.13 0.78 0.78 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 232 209 686 1453 0.02 0.01 c0.30 Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 12.4 0.41 90.0 65.2% 15 c0.08 0.59 36.8 1.00 3.7 40.6 D 0.12 34.5 1.00 0.3 34.8 C 37.5 D 0.12 0.17 0.38 3.0 3.1 1.85 1.73 0.1 0.7 5.6 6.0 A A 5.9 A HCM Level of Service Sum of lost time (s) ICU Level of Service 1900 1900 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 1900 4.0 1.00 0.85 1,00 1583 1.00 1583 0 0 0.88 0.88 0 0 0 0 0 0 B 8.0 C 394 0.88 448 0 448 112 0.88 127 42 85 Perrn 6 6 60.0 60.0 60.0 60.0 0.67 0.67 4.0 4.0 3.0 3.0 1242 1055 0.24 0.05 0.36 0.08 6.6 5.3 1.00 1.00 0.8 0.1 7.4 5.4 A A 7.0 A KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Total With Improvements Page 2 1 1 1 1 1 1 1 1, 1 1 1 1 1 1 14 1 HCM Unsignalized Intersection Capacity Analysis 2026 AM Total With Improve1s encs 3: SH 6 & CR 215 t+► Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 'iii T vi Ti ) T Sign Control Stop Stop Stop Stop Volume (vph) 30 33 251 85 25 30 ' 223 385 40 60 160 18 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.131 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 37 41 310 105 31 37 275 475 49 74 198 22 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 78 310 105 68 275 525 74 220 Volume Left (vph) 37 0 105 0 275 0 74 0 Volume Right (vph) 0 310 0 37 0 49 0 22 Hadj (s) 0.13 -0.57 0.53 -0,35 0.53 -0.03 0.53 -0.04 Departure Headway (s) 7.4 3.2 7.8 6.9 6.4 5.8 7.0 6.5 Degree Utilization, x 0.16 0.28 0:23 0.13 0.49 0.85 0.14 0.39 Capacity (veh/h) 457 1112 438 489 553 609 486 533 Control Delay (s) 11.8 7.4 11.9 9.8 14.2 31.8 10.0 12.4 Approach Delay (s) 8.3 11.0 25.7 11.8 Approach LOS A B D B Intersection Summary Delay 17.6 HCM Level of Service C Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Total With Improvements Page 3 HCM UnsignaIized Intersection 6: US 6 & Site Access Capacity Analysis 2026 AM Total With Improvements 1/9/2007 Movement EBL Lane Configurations Sign Control Grade Volume (vehlh) 10 Peak Hour Factor 0.92 Hourly flow rate (vph) 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 190 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 190 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 p0 queue free % 99 cM capacity (vehlh) 1384 Direction, Lane* Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS EBT WBT WBR SBL SBR r r Free Free Stop 0% 0% 0% 180 135 40 110 30 0.92 0.92 0.92 0.92 0.92 196 147 43 120 33 EB 1 EB 2 WB 1 WB 2 11 196 147 43 11 0 0 0 0 0 0 43 1384 1700 1700 1700 0,01 0,12 0.09 0.03 1 0 0 0 7.6 0.0 0.0 0.0 A 0.4 0.0 Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) KPP Frac Rec Services (LSC # 061400) LSC, Inc. 3.3 22.2% 15 None 364 147 364 147 6.4 6.2 3.5 3.3 81 96 630 900 SB 1 SB 2 120 33 120 0 0 33 630 900 0.19 0.04 17 3 12.0 9.1 B A 11.4 B ICU Level of Service A 2026 AM Total With Improvements Page 4 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2026 AM Total With Improvements 30: US 6 & Stone Query Road 119f2007 ' _ f C .- k. 4\ t P k I 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Si3L SBT SBR Lane Configurations 4 4 4+ 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 10 130 20 20 100 15 10 5 20 15 5 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 Hourly flow rate (vph) 11 141 22 22 109 16 11 5 22 16 5 5 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) None None Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 125 163 342 342 152 359 345 117 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 125 163 342 342 152 359 345 117 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 98 , 98 99 98 97 99 99 cM capacity (vehfh) 1462 1416 593 567 894 568 565 935 Direction, Lane # EB 1 WB 1 NB 1 SBI Volume Total 174 147 38 27 Volume Left 11 22 11 16 Volume Right 22 16 22 5 cSH 1462 1416 728 616 Volume to Capacity 0.01 0.02 0.05 0.04 Queue Length 95th (ft) 1 1 4 3 Control Delay (s) 0.5 1.2 10.2 11.1 Lane LOS A A BB Approach Delay (s) 0.5 1.2 10.2 11.1 Approach LOS B B Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 AM Total With Improvements Page 5 1 1 1 1 1 1 1 1 1 1 1 1 V 1 1 HCM Signalized Intersection Capacity Analysis 2026 PM Total With Improvements 1: 1-70 Eastbound Ramp & CR 215 1/9/2007 Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util, Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flaw (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Tum Type Protected Phases Permitted Phases 4 Actuated Green, G (s) 12.4 Effective Green, g (s) 12.4 Actuated g/C Ratio 0.14 Clearance Time (s) 4.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 244 v/s Ratio Prot v/s Ratio Perm 00.08 vlc Ratio 0.59 Uniform Delay, di 36.4 Progression Factor 1.00 Incremental Delay, d2 3.9 Delay (s) 40.3 Level of Service D Approach Delay (s) Approach LOS Intersection Summary f EBL 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 125 0.86 145 0 145 Perm EBT EBR WBL 1900 1900 1900 1900 1900 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 4- 4\ WBT WBR NBL HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 0 105 0 0 0 0 0.86 0.86 0.86 0.86 0.86 0.86 0 122 0 0 0 0 105 0 0 0 0 0 17 0 0 0 0 0 4 12.4 12.4 0.14 4.0 3.0 218 0.01 0.08 33.8 1.00 0.2 34.0 C 37.4 D 11.2 0.66 90.0 83.7% 15 0.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service t p NBT NBR 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 372 0.86 433 0 433 2 57.4 57.4 0.64 4.0 3.0 1188 0.23 0.36 7.7 1.00 0.9 8.6 A 8.0 A 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 220 0.86 256 93 163 Perm SBL SBT SBR 1900 1900 1900 4.0 4.0 1.00 1.00 1.00 1.00 0.95 1.00 1770 1863 0.42 1.00 791 1863 2 57.4 57.4 0.64 4.0 3.0 1010 0.10 0.16 6.6 1.00 0.3 6.9 A B 8.0 E 171 834 0 0.86 0.86 0.86 199 970 0 0 0 0 199 970 0 prn+pt 1 6 6 69.6 69.6 419.6 69.6 0.77 0.77 4.0 4.0 3.0 3.0 701 1441 0.03 c0.52 0.19 0.28 0.67 3.4 4.8 1.21 1.25 0.1 1.6 4.2 7.6 A A 7.0 A KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Total With Improvements Page 1 HCM Signalized Intersection Capacity Analysis 2026 PM Total With Improvements 2: 1-70 Westbound Ramp & CR 215 1/912007 Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane lib!. Factor Frt Fit Protected Satd. Flow (prat) Fit Permitted Satd. Flow (perm) 1_ EBL EBT EBR WBL 1900 1900 1900 1900 4.0 1.00 1.00 0,95 1770 0.95 1770 450 0.88 511 0 511 Perm Volume (vph) 0 0 0 Peak -hour factor, PHF 0.88 0.88 0.88 Adj, Flow (vph) 0 0 0 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 0 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g!C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) Ws Ratio Prot vis Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary 0.0 A WBT WBR NBL NBT 1900 1900 1900 1900 4.0 4.0 4.0 1.00 1.00 1.00 0.85 1.00 1.00 1.00 0.95 1.00 1589 1770 1863 1.00 0.21 1.00 1589 384 1863 NBR SBL 1900 1900 8 29.4 29.4 0.33 4,0 3.0 578 5 275 95 402 0.88 0.88 0.88 0.88 6 312 108 457 210 0 0 0 108 0 108 457 pm+pt 8 5 2 2 29.4 52.6 52.6 29.4 52.6 52.6 0.33 0.58 0.58 4.0 4.0 4.0 3.0 3.0 3.0 SBT SBR r 1900 1900 4.0 4.0 1.00 1.00 1.00 0.85 1.00 1.00 1863 1583 1.00 1.00 1863 1583 0 0 0.88 0.88 0 0 0 0 0 0 c0.29 0.88 28.7 1.00 14.9 43.6 D 519 294 1089 0.07 0.02 c0.25 0.20 0.21 0.37 0.42 21.9 12.2 10.3 1.00 0.98 0.82 0.2 0.7 1.1 22.1 12.7 9.5 C B A 35.4 10.1 D B HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 23.1 0.76 90.0 83.7% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service C 12.0 E 555 180 0.88 0.88 631 205 0 105 631 100 Perm 6 44.1 44.1 0.49 4.0 3.0 6 44.1 44.1 0.49 4.0 3.0 913 776 c0.34 0.69 17.7 1.00 4.3 22.0 C 19,7 B 0.06 0.13 12.5 1.00 0.3 12.8 B KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Total With Improvements Page 2 IHCM Unsignalized Intersection Capacity Analysis 2026 PM Total With Improvements 3: SH5&CR215 1/9/2007 b....A _,.. --,, '0°- 4- k. 4\ t t \* 4, 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR 5;BL SBT SBR I Lane Configurations 4 'iSign Control Stop Stop Stop 111 T) Stop Volume (vph) 30 19 400 105 40 30 427 260 10 5 200 18 II Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 37 23 494 130 49 37 527 321 12 6 247 22 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 I Volume Total (vph) 60 494 130 86 527 333 6 269 Volume Left (vph) 37 0 130 0 527 0 6 0 Volume Right (vph) 0 494 0 37 0 12 0 22 Hadi (s) 0.16 -0.57 0.53 -0.27 0.53 0.01 0.53 -0.02 IDeparture Headway (s) 7.7 3.2 7.9 7.1 6.5 6.0 7.3 6.7 Degree Utilization, x 0.13 0.44 0.28 0.17 0.95 0.55 0.01 0.50 Capacity (veh/h) 443 1115 442 488 548 595 477 524 1 Control Delay (s) 11.8 8.7 12.8 10.3 51.1 14.9 9.2 15.1 Approach Delay (s) 9.0 11.8 37.0 15.0 Approach LOS A B E B 1 Intersection Summary Delay 22.9 HCM Level of Service C Intersection Capacity Utilizationlir 57.8% ICU Level of Service B Analysis Period (min) 15 1 1 1 1 1 1 4 I KPP 2026 PM Total With Improvements Frac Rec Services (LSC *061400) Page 3 LSC, inc. 1 1 1 1 1 1 1 111 1 1 1 1 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Total With Improvements 1/9/2007 6: US 6 & Site Access Movement EBL EBT WBT WBR SBL SBR Lane Configurations vi4 tri vir Sign Control Stop Stop Stop Volume (vph) 30 125 100 120 70 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 33 136 109 130 76 16 Direction, Lane # EB 1 EB 2 WB 1 WB 2 SB 1 SB 2 Volume Total (vph) 33 136 109 130 76 16 Volume Left (vph) 33 0 0 0 76 0 Volume Right (vph) 0 0 0 130 0 16 Hadj (s) 0.53 0.03 0.03 -0.67 0.53 -0.67 Departure Headway (s) 5.5 5.0 5.0 4.3 5.9 4.7 Degree Utilization, x 0.05 0.19 015 0.15 0.13 0.02 Capacity (veh/h) 637 698 702 818 571 703 Control Delay (s) 7.6 8.0 7.6 6.8 8.6 6.6 Approach Delay (s) 7.9 7.2 8.2 Approach LOS A A A Intersection Summary Delay 7.6 HCM Level of Service A Intersection Capacity Utilization 15.9% ICU Level of Service A Analysis Period (min) 15 KPP Frac Rec Services (LSC # 061400) LSC, Inc. 2026 PM Total With Improvements Page 4 1 HCM Unsignalized Intersection Capacity Analysis 2026 PM Total With Improvements 30: US 6 & Stone Query Road 1/9/2007 b, -..... -'t c 4- 4k'' 4\ t P \* i'' d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR I Lane Configurations 4+ 4 4+ Sign Control Free Free Stag Stop Grade 0% 0% 0% 0% I Volume (vehfh) 10 60 10 25 55 20 25 5 25 20 5 15 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 Hourly flow rate (vph) 11 65 11 27 60 22 27 5 27 22 5 16 111 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage I Right turn flare (veh) Median type None None Median storage veh) I Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 82 76 236 228 71 247 223 71 vC1, stage 1 conf vol IvC2, stage 2 conf vol vCu, unblocked vol 82 76 236 228 71 247 223 71 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 I tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Pp0 queue free % 99 98 96 99 97 97 99 98 cM capacity (vehlh) 1516 1523 688 655 992 670 659 992 Direction, Lane # EB 1 . WB 1 NB 1 S8 1 Volume Total 87 109 60 43 I Volume Left 11 27 27 22 Volume Right 11 22 27 16 cSH 1516 1523 795 761 I Volume to Capacity 0.01 0.02 0.08 0.06 Queue Length 95th (ft) 1 1 6 5 Control Delay (s) 1.0 2.0 9.9 10.0 Lane LDS A A A B I Approach Delay (s) 1.0 2.0 9.9 10.0 Approach LOS A B Intersection Su mag I Average Delay 4.4 Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15 1 1 1 1 KPP Frac Rec Sery ces (LSC # 061400) LSC, Inc. 2026 PM Total With Improvements Page 5 1 r 11 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 f• 1 1 APPENDIX C Signal Warrant Graphs 1 1 1 1 1 1 1 r 1 1 1 1 U CIJ LL �. 41. 2 41. 0 I—CV II E L Lr c 00 IL ars cd CC L g N CO ca 0 0 R °d z I - ( ❑ - v 0 0 0 0 0 0 0 0 0 0 if] V f'7 N T Hdn - xavoxddv 3I1n1O% HIWH LaSd.LS HONIiti 0 0 ev 0 rn 0 0 0 0 0 d 0 E d Y MAJOR 0 0 ❑ 3 t CS) u 0 0 co 0 0 0 0 0 0 0 0 C ° o att2 o 1 b 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 ƒ 7 ® A o } g § o ƒ CC ct /0©g 0 01_ . m 222\ CV 0 0 in u � y q b / � ▪ o O � o / 0 z e{ 0 0 a 0 H# -u»71.4# mme mm Gaa »ew 0 0 0 0 m \ \ 0 0 0 0 \ 0 \ 0 0 > 0 %51 0 0 f 0 1 1 1 1 1 1 1 1 1 1 1 1 1 \ LO , 0 0 0 0 0 0 \ 9z 0 7 o 0 1— D / 0 \ 0 H+ -.&a,# mm« qm Lases &mw \ 0 r- 0 0 0 0 0 r 1 b 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 : ■ U_ 0 M � $ Q § g g k- %« � ) Ng Dc 4371 L— OD 0:1 / k0- d�cri} 4 O Q 0 0 in * * 1 &o •{ CO < 0 z 0 / 0 Rn - £m;gl aga : gaav 0 0 0 0 z 0 \ 0 o a 0 \ \ eifk EBI7Cd0.1115Aq 1!31,1X117401 :6M 1 b 1 1 1 1 1 1 1 1 1 1 � 1 1 1 0 }• o 0 0 0 _ 0 0 0 (0 0 O 0 w 7 0 0 0 n 0 0 Rw-rwaaam2lRom Ga#.o, 0 0 \ 0 0 Co 0 0 0 0 0 0. /0 1 1 1 1 I r 1 1 1 1 1 1 0 0 co i n 0 11:14) N CC 0 _0 elCV 6 �_ s co i 03 0 G coal C ai CD vJ 0 1- a 0 w z z a 0 O O 0 0 0 0 O 0 2• •0 0 O O O O Q Q 0 MAJOR STREET - O O 0 O O N 4 HdA - H.7VO fddtl 3PitTIOA H9I11 13.3HJS 2foijfi+1