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Home My WebLink About20081581.tiff RESOLUTION RE: APPROVE INTERGOVERNMENTAL AGREEMENT FOR STATE HIGHWAY 119 ACCESS CONTROL PLAN AND AUTHORIZE CHAIR TO SIGN WHEREAS, the Board of County Commissioners of Weld County, Colorado, pursuant to Colorado statute and the Weld County Home Rule Charter, is vested with the authority of administering the affairs of Weld County, Colorado, and WHEREAS, the Board has been presented with an Intergovernmental Agreement("IGA") for the purpose of accepting and approving the Access Control Plan for State Highway 119, between County Roads 1 and 5.5, among the County of Weld, State of Colorado, by and through the Board of County Commissioners of Weld County, the City of Longmont, and the Colorado Department of Transportation, commencing upon full execution, with further terms and conditions being as stated in said agreement, and WHEREAS, the Board deems it advisable to enter into said IGA in order to coordinate regulation of access on said portion of State Highway 119. NOW, THEREFORE, BE IT RESOLVED by the Board of County Commissioners of Weld County, Colorado, that the Intergovernmental Agreement for the purpose of accepting and approving the Access Control Plan for State Highway 119, between County Roads 1 and 5.5, among the County of Weld,State of Colorado, by and through the Board of County Commissioners of Weld County, the City of Longmont, and the Colorado Department of Transportation be, and hereby is, approved. BE IT FURTHER RESOLVED that the Chair be, and hereby is, authorized to sign said agreement. The above and foregoing Resolution was, on motion duly made and seconded, adopted by the following vote on the 2nd day of June, A.D., 2008. BOARD OF COUNTY COMMISSIONERS WELD COUNTY, COLORADO ATTEST: �� " 1 , �:" '• 11f l / W am H. Jerke, Chair Weld County Clerk to t ; J � SI Robert D. Mane Pro-Tem BY: s „ >�. � 4' a Deputy Cler to the Boar. (,/ It- Wil a• F. Garcia APPROV T M: David E. Long County Attorney EXCUSED /��/C, Douglas Rademacher Date of signature: 2008-1581 EG0058 ng : (•/7 4 S ) t?/c) ,o - /u_‘)rfr- INTERGOVERNMENTAL AGREEMENT AMONG THE CITY OF LONGMONT,WELD COUNTY, AND THE STATE OF COLORADO DEPARTMENT OF TRANSPORTATION THIS INTERGOVERNMENTAL AGREEMENT (hereinafter referred to as the "Agreement") is entered into effective as the date defined below,by and among the CITY OF LONGMONT whose address is 385 Kimbark Street, Longmont, CO 80501 and THE COUNTY OF WELD whose address is 915 10th Street, Greeley, CO 80632 (hereafter referred to collectively as the"City and County"), and the COLORADO DEPARTMENT OF TRANSPORTATION, whose address for purpose of this agreement is CDOT Region 4, 1420 2nd Street, Greeley, CO 80537 (hereinafter referred to as the "Department"), said parties being referred to collectively herein as the "Agencies." RECITALS: WHEREAS, The Agencies are authorized by the provisions of Section I8(2)(a) of Article XIV of the Colorado Constitution, and Sections 29-1-201, et. seq., C.R.S., to enter into contracts with each other for the performance of functions that they are authorized by law to perform on their own; and WHEREAS, Each Agency is authorized by Section C.R.S. § 43-2-147(1)(a), C.R.S., to regulate access to public highways within its jurisdiction; and WHEREAS, The coordinated regulation of vehicular access to public highways is necessary to maintain the efficient and smooth flow of traffic, to reduce the potential for traffic accidents, to protect the functional level and optimize the traffic capacity, to provide efficient spacing of traffic signals and accesses, and to protect the public health, safety and welfare; and WHEREAS,The Agencies are authorized pursuant to Section 2.12 of the 2002 State Highway Access Code, 2 CCR. 601-1 (the"Access Code")to issue access permits onto State Highways and to enter into a written agreement to create, adopt and implement a comprehensive and mutually acceptable access control plan for development of the pertinent segment of State Highway 119 between Weld County Road 1(MP 59.475) and Weld County Road 5.5 (MP 61.603) (hereafter referred to as the"Segment"), which is within the jurisdiction of the Agencies; and WHEREAS, the development of this Access Control Plan adheres to the requirements of the Access Code, Section 2.12; and WHEREAS, Development pressures that affect the level of service on State Highway 119 are present, and that anticipated growth in this area will likely result in increased traffic and increased likelihood for accidents; and 2008-1581 1 WHEREAS, The agencies recognize mutual benefits and advantages to be obtained by cooperatively working together to address the anticipated transportation planning issues, and therefore desire to participate with one another in the adoption of this Agreement; and NOW THEREFORE, For and in consideration of the mutual promises, covenants, and obligations herein set forth, the Agencies agree as follows: 1. The Access Control Plan, dated June 8, 2007, for the Segment (hereinafter referred to as the"Access Control Plan") is attached hereto as Exhibit A and incorporated herein. The Access Control Plan Amendment Process is attached hereto as Exhibit B, and is incorporated herein. 2. The Agencies shall regulate access to the Segments in compliance with the Access Control Plan, C.R.S. § 43-2-147 (1)(a), C.R.S., (the "Access Law"), the applicable sections of the Access Code, and this Agreement including Exhibit A ("Appendix A. SH 119 Access Control Plan")—which exhibit by this reference is hereby incorporated into this document as though fully set forth herein. Vehicular access to the Segment may be permitted only when such access is in compliance with this Agreement—including Exhibit A, the Access Law, and the applicable sections of the Access Code. Per Section 2.12 (3) of the Access Code, design waivers necessary for access design and construction within state highway right-of-way, may be approved if agreed upon by the Agencies. 3. Accesses that were in existence in compliance with the Access Law prior to the effective date of this Agreement may continue in existence until such time as a change in the access is required by the Access Control Plan, the Access Law, in the course of highway reconstruction, or as determined appropriate in the course of development or subdivision actions by the Agencies. When closure, modification, or relocation of access is necessary or required, the Agency(ies) having jurisdiction shall utilize appropriate legal process to effect such action. 4. Actions taken by any Agency with regard to transportation planning, transportation facilities, and traffic operations within the areas described in Exhibit A (the Access Control Plan) shall be in conformity with this Agreement. The Agencies agree to develop and adopt the necessary ordinances, official documents, plans and maps to fulfill their responsibilities under this agreement. 5. Parcels of real property created after the effective date of this Agreement that adjoin the Segment shall not be provided with direct access to the Segment unless the location, use and design thereof conform to the provisions of this Agreement. 6. This Agreement supersedes and controls all prior written and oral agreements and representations of the Agencies concerning regulating vehicular access to the segments. No additional or different oral representation, promises or agreement shall be binding on any Agency. This agreement may be amended or terminated only in writing executed by the Agencies with express authorization from their respective governing bodies or legally designated officials. To the extent the Access Control Plan, attached as Exhibit A to this Agreement, is modified by a change, closure, relocation, consolidation or addition of an access, the Agencies may amend the attached Exhibit A so long as the amendment to the Access Control Plan is executed in writing and amended in accord with the Access Law 2 and Access Code. The Access Control Plan Amendment Process has been included in Exhibit B. 7. By signing this Agreement, the Agencies acknowledge and represent to one another that all procedures necessary to validly contract and execute this Agreement have been performed, and that the persons signing for each Agency have been duly authorized by such Agency to do so. 8. No portion of this Agreement shall be deemed to constitute a waiver of any immunities the Agencies or their officers or employees may possess, nor shall any portion of this Agreement be deemed to have created a duty of care which did not previously exist with respect to any person not a party to this Agreement. 9. It is expressly understood and agreed that the enforcement of the terms and conditions of this Agreement, and all rights of action relating to such enforcement, shall be strictly reserved to the undersigned parties and nothing in this Agreement shall give or allow any claim or right of action whatsoever by any other person not included in this Agreement. It is the express intention of the undersigned parties that any entity other than the undersigned parties receiving services or benefits under this Agreement shall be an incidental beneficiary only. General Provisions. a. Effective Date. The Effective Date of this Agreement shall be the date of the last party to sign. b. Entire Agreement. This Agreement embodies the entire agreement about its subject matter among the Agencies and supersedes all prior agreements and understandings, if any, and may be amended or supplemented only by an instrument in writing executed by all Agencies to this Agreement. c. No Third Party Beneficiaries. The Agencies to this Agreement do not intend to benefit any person not a party to this Agreement. No person or entity, other than the Agencies to this Agreement, shall have any right, legal or equitable, to enforce any provision of this Agreement. d. Counterparts. This Agreement may be executed in counterparts, each of which shall be deemed an original and all of which together shall constitute one original Agreement. Facsimile signature shall be as effective as an original signature. e. Access Code. This Agreement is based upon and is intended to be consistent with section 43-2-147 (1)(a), C.R.S., ("Access Law") and the Access Code as now or hereafter constituted. An amendment to either the Access Law or the Access Code which becomes effective after the effective date of this Agreement and which conflicts irreconcilably with an express provision of this Agreement may be grounds for revision of this Agreement. Any such modification to this Agreement must be accepted by the Agencies hereto by and through a written amendment. 3 f. Severability. Should any section(s) or provision(s) of this Agreement be judicially determined to be invalid or unenforceable, such judgment shall not affect, impair, or invalidate the remaining provisions of this Agreement. g. Financial Obligations. This Agreement does not create any current specific financial obligation for any of the Agencies. Any future specific financial obligation of an Agency shall be subject to the execution of an appropriate encumbrance document, where required. Agencies involved in or affected by any particular or site-specific undertaking provided for herein will cooperate with each other to agree upon a fair and equitable allocation of the costs associated therewith, however, notwithstanding any provision of this Agreement, no Agency shall be required to expend its public funds for such undertaking without the express prior approval of its governing body or legally designated official. All financial obligations of the Agencies hereunder shall be contingent upon sufficient funds therefore being appropriated, budgeted, and otherwise made available as provided by law. h. Termination of Participation. Any of the Agencies may terminate their participation in this Agreement by giving at least ninety(90) days' written notice to the other parties. IN WITNESS WHEREOF, The Agencies have executed this Agreement, effective the date of the last party to sign. City of Longmont, Colorado ATTEST: Mayor, City of Longmont City Clerk APPROVED AS TO FORM: City Attorney Date County of Weld, Colorado / I P 400. 06/02/2008 William H. Jerke, Chairman i,� . / ,,,� Date Board of County Commissioners Ij N qnq ��, ;; 's?'ail ATTEST: jai _ _W4 . "NI / � `� '�', 06/02/2008 Dep a Cler f the Board i Date 4 021a—/S8/ State of Colorado, Department of Transportation Regional Transportation Director Date CONCUR: ATTEST: Chief Engineer Date Chief Clerk Date 5 "EXHIBIT -A" ACCESS CONTROL PLAN 6 "EXHIBIT B" ACCESS PLAN AMENDMENT PROCESS State Highway 119 between Weld County Road 1(MP 59.475) and Weld County Road 5.5 (MP 61.603) (date) City of Longmont, Weld County, and the State of Colorado Department of Transportation Any request for amendment must be submitted to the Colorado Department of Transportation, Region IV Access Control Manager by a signatory of the Agreement(one of the Agencies). The amendment must be located within the jurisdiction and have the written support of the submitting signatory. Amendments shall be required for any change to the Access Control Plan, including, but not limited to, changes in location of signalized intersections, full movement intersections, 'A intersections, or right-in/right-out intersections as shown in the Plan(Exhibit A), and for any new access, including, but not limited to, proposed signalized intersections, full movement intersections, 3/4 intersections, and right-in/right-out intersections. The amendment request shall include the following documents: • Description of changes requested of the Access Control Plan • Description of Access • Justification for Amendment • Supporting Traffic Analysis per State Highway Access Code • A List of Design Waivers and Corresponding Action • A Plan Clearly Depicting the Access Modification including Dimensions as Appropriate 1. The Department shall review the submittal for completeness and for consistency with the access objectives, principles, and strategies described in the State Highway 119 Access Control Plan report for this corridor and the State Highway Access Code. 2. If the amendment request is found to be complete, it will be forwarded, along with a brief report, to an Access Control Plan Advisory Committee, consisting of representatives from each Agency and the Department. Each Agency is responsible for appointing one Advisory Committee member. An Alternative Advisory Committee member may be appointed as a backup. 3. After the forwarding, each Advisory Committee member will be responsible for coordinating their agency review and providing a decision on whether to accept or decline the amendment. This must be completed within 30 days after the forwarding. The Advisory Committee members of the Agencies will submit their vote to the Department in writing, and a unanimous vote of the Agencies will be necessary to approve the amendment. The lack of response of an Agency signatory within the 30-day period will be interpreted as a"decline" decision. The Department will notify all Advisory Committee members within 15 days of receiving all votes, or following the 30 day review period, and a tally sheet documenting each agency vote will be provided. Any amendment request that results in a violation of the Access Code or is not an improvement of a substandard situation will not be considered. 4. Acceptable votes from the Agencies include: accept without modifications; accept with conditions or modifications; or disapprove. If an agency accepts with conditions or 7 modifications, the agency requesting the condition or the modification must provide supporting justification. The Department will determine if the condition or modification results in a violation of the Access Code and if not, forward the condition or modification to each Advisory Committee member to review. Advisory Committee members will have 20 days to submit a new vote to the Department in writing, and the Department will notify all Advisory Committee members within 10 days of receiving all votes, or following the 20 day review period. 8 Access Control Plan - Final Report State Highway 119 from WCR 1 to WCRS.5 Longmont, Colorado SEH No. ACLCASO7O1 .OO June 8, 2007 Prepared By: Short Elliott Hendrickson, Inc. 1375 Walnut Street, Suite 211 Boulder, CO 80302 (303)442-3130 Joe Henderson, PE, PTOE—Project Manager Jon Larson, El—Project Engineer Nick Samuelson, El—Project Engineer SEH Multidisciplined. Single Source. Trusted solutions for more than 75 years. Table of Contents Page 1.0 Introduction 1 1.1 Study Description 1 2.0 Existing Conditions 1 2.1 Circulation Network 1 2.2 Existing Traffic Volumes 1 2.3 Existing Levels of Service 2 3.0 Future Alternatives 2 3.1 Proposed Access Control Plans 2 4.0 2030 Projected Volumes 3 4.1 Development Related Traffic Volumes on SH 119 3 4.1.1 Surrounding Development- Traffic Impact Studies 3 4.1.1.1 Union 3 4.1.1.2 The Richardson P.U.D. 4 4.1.1.3 Concepts Direct 4 4.1.1.4 Sam's Club and Wal-Mart Development 4 4.1.2 Undefined Development- Surrounding Land Use 5 4.1.3 Trip Distribution and Assignment 5 5.0 Year 2030 Analysis 5 5.1 Access Plan with a Traffic Signal at WCR 5.5 —4 Lanes 6 5.2 Access Plan with a Traffic Signal at WCR 5.5 — 6 Lanes 6 5.3 Access Plan with a Traffic Signal at WCR 5 — 4 Lanes 7 5.4 Access Plan with a Traffic Signal at WCR 5 — 6 Lanes 7 5.5 Progression Analysis 8 5.6 Need for %-Turn Access at Wal-Mart/ Sam's Club Access 9 5.7 Need for the Right-in Access at the Union Development 9 6.0 Open House 10 7.0 Conclusions 10 Short Elliott Hendrickson Inc. State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8, 2007 Table of Contents (Continued) 8.0 Recommendations 11 List of Tables Table 1 — Peak Hour Intersection Level of Service and Signal Progression Summary Table 2 —Weekday Trip Generation Estimate— Surrounding Land Uses List of Figures Figure 1 — Existing Traffic Volumes Figure 2 — Proposed Access Plan Figure 3 — Development Planned Along SH 119 Figure 4 —Year 2030 Projected Volumes - 4 Lanes on SH 119 - Signal at WCR 5.5 Figure 5 —Year 2030 Projected Volumes - 6 Lanes on SH 119 - Signal at WCR 5.5 Figure 6—Year 2030 Projected Volumes - 4 Lanes on SH 119 - Signal at WCR 5 Figure 7 —Year 2030 Projected Volumes - 6 Lanes on SH 119 - Signal at WCR 5 List of Appendices Appendix A Traffic Count Data Appendix B Level of Service Analysis Worksheets Appendix C Time Space Diagrams Appendix D Open House Attendance Log and Comments Short Elliott Hendrickson Inc. ii State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont,Colorado June 8,2007 Access Control Plan - Final Report State Highway 119 1.0 Introduction 1.1 Study Description Short Elliott Hendrickson Inc. (SEH) is pleased to provide this access control plan for SH 119 east of Longmont, Colorado. This study was prepared at the request of CDOT, Weld County, and City of Longmont to evaluate alternative access along the corridor. 2.0 Existing Conditions 2.1 Circulation Network The segment of SH 119 being evaluated in this study is bounded by County Line Road (WCR 1) and WCR 5.5. The intersections of SH 119 with WCR 1 and WCR 5.5 are included in this study. SH 119 is classified in the State Highway Access Category Assignment Schedule' as an east-west expressway (E-X). The roadway has two lanes in each direction and auxiliary lanes at major intersections. The speed limit on the road is 65 MPH. Regionally, SH 119 is the major east-west roadway. I-25 to the east of the study area provides for much of the traffic. The closest east-west roads are SH 66 to the north and SH 52 to the south. Both are two lane highways and do not provide the same capacity for traffic. SH 119 west of WCR 1 leads to downtown Longmont and access to major employment centers. West of Longmont, SH 119 extends to Boulder and other major employment centers. 2.2 Existing Traffic Volumes Traffic counts and speed data were collected by Cutting Edge Traffic Data, LLC during typical weekday operations in February 2007. Figure 1 shows existing traffic volumes, lane configurations, and State Highway Access Category Assignment Schedule (State of Colorado). Transportation Commission of Colorado. January 23,2003. Short Elliott Hendrickson Inc. 1 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8,2007 control types for roadways and intersections in the study area. Count data is included in Appendix A for reference. 2.3 Existing Levels of Service To evaluate the performance of the intersections within the study area, the Level of Service (LOS) was calculated using Synchro software. This software package utilizes criteria described in the Highway Capacity Manual2. LOS is a measure used to describe operational conditions at an intersection. LOS categories ranging from A to F are assigned based on the predicted delay in seconds per vehicle for the intersection as a whole and for individual turning movements. LOS A indicates very good operations, and LOS F indicates poor, congested operations. The operations will be evaluated based on the City of Longmont's desired overall operation of LOS D. Results of the intersection LOS calculations are summarized in Table 1 and illustrated in Figure 1. The analysis indicates that the intersections within the study area are operating at an acceptable overall LOS during the morning and evening peak periods. 3.0 Future Alternatives 3.1 Proposed Access Control Plans There are two alternative access control plans summarized in Figure 2. Each plan defines the existing and proposed access points along SH 119 between WCR 1 and WCR 5.5. The plan was developed based on input from CDOT, Weld County, and the City of Longmont. In addition to the existing signals at WCR 1 and WCR 3.5, additional traffic signals are proposed under both plans at Greatwestem Drive (WCR 1.5) and Fairview/Sandstone (WCR 3). Both of these intersections fall on the 'A mile intervals. New unsignalized access is proposed at the following locations: • As part of the Wal-Mart / Sam's Club development a 3/4-turn access is proposed on the south side of SH 119 across from the existing McLane access. • At Pinnacle, a right-in/right-out access is proposed. • A right-in only access is proposed for the Union development on the north side of SH 119 between WCR 3.5 and Meadow Vale Farm. The difference between the two plans is that one proposes a traffic signal at WCR 5 and the other at WCR 5.5. Under either plan, CDOT 2 Highway Capacity Manual - Special Report 209. Transportation Research Board. National Research Council. 2000. Short Elliott Hendrickson Inc. 2 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont,Colorado June 8,2007 may reconstruct the access to eliminate or reduce the traffic movements that cause the traffic signal warrant to be met based on the requirements of the MUTCD3. 4.0 2030 Projected Volumes 4.1 Development Related Traffic Volumes on SH 119 In order to determine the traffic volumes of the year 2030 a combination of resources were used. The surrounding area for this corridor is currently largely undeveloped. Much of the future traffic for this corridor will be a result of the completion of developments along SH 119. In large part, traffic impact studies have already been completed for the future developments in the surrounding area. Theses studies account for much of the currently undeveloped land in the surrounding area. To account for the remaining undeveloped areas, the trip generation was estimated based on current land use classification and trip generation estimates contained in based on rates contained in the Institute of Transportation Engineers (ITE) trip generation manual4. The traffic generated from the surrounding developments and land uses do not account for additional traffic along the corridor resulting from general regional growth. To forecast the traffic volumes along the corridor for the year 2030, traffic projections from the WCR 28 Subarea Analysis were used to help determine the final volumes along SH 119 based on the combination of existing traffic and the estimated traffic generated for surrounding developments and land uses. 4.1.1 Surrounding Development-Traffic Impact Studies There are a number of developments planned along SH 119 that will contribute traffic to the corridor. They are described in the following sections and shown in Figure 4. 4.1.1.1 Union6 This development, also known as Life Bridge, will be located on the north side of SH 119 east of WCR 3.5 between existing residential developments. A separate section of the development is proposed between WCR 3 and an existing residential development. It is expected to generate approximately 26,165 trips during an average weekday with 2,008 trips in the morning peak period and 3,070 trips in the evening peak period. The primary access for this development is 3 Manual on Uniform Traffic Control Devices. Federal Highway Administration. 2003. 4 Trip Generation,7h Edition. Institute of Transportation Engineers. 2003. 5 WCR 28 Subarea Analysis. Felsburg Holt&Ullevig. April 4, 2007. 6 Union Traffic Impact Study. Delich Associates. November 2006. Short Elliott Hendrickson Inc. 3 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8,2007 on WCR 3.5; however, the study proposes a right-in only access on SH 119 between WCR 3.5 and WCR 5. Fairview (WCR 3) provides access to a separate section of the Union development that borders WCR 3. 4.1.1.2 The Richardson P.U.D.7 This development is located on the south side of SH 119 between Fairview/Sandstone (WCR 3) and WCR 5. It is expected to generate approximately 23,590 trips during an average weekday with 1,144 trips in the morning peak period and 2,076 trips in the evening peak period. Access is provided to this development by WCR 3, WCR 3.5 and WCR 5. 4.1.1.3 Concepts Directs This development is located on the north side of SH 119 between Greatwestern Drive and Fairview/Sandstone (WCR 3). It is expected to generate approximately 14,022 trips during an average weekday with 1,427 trips in the morning peak period and 1,989 trips in the evening peak period. Access is provided by Fairview/Sandstone (WCR 3), Right-In/Right-Out at Pinnacle and the future extension of Greatwestern Drive (WCR 1.5). 4.1.1.4 Sam's Club and Wal-Mart Development 9 This development is proposed on the south side of SH 119 between WCR 1 and Greatwestem Drive. In addition to a Sam's Club, the site development assumed in this study includes Wal-Mart, Bush Development with proposed commercial development, and residential development. The Sam's Club development is expected to generate approximately 7,038 trips during an average weekday with 200 trips in the morning peak period and 679 trips in the evening peak period. Access to the site will be through SH 119/Greatwestern Drive, a 3/4- turn intersection on SH 119, and WCR 1/Greatwestern Drive. The Wal-Mart development is expected to generate approximately 8,819 trips during an average weekday with 330 trips in the morning peak period and 694 trips in the evening peak period. Access to this site is provided by both the 3/4-turn access and Greatwestern Drive. The site can also be accessed from WCR 1 via the future extension of Greatwestem Drive. The Bush Development is expected to generate approximately 10,521 trips during an average weekday with 252 trips in the morning peak period and 919 trips in the evening peak period. Access to this site is 7 Richardson P.U.D.Traffic Impact Study. Eugene G.Coppola P.E. . June 7, 1996. 8 Concepts Direct Traffic Impact Study. Matthew J.Delich,P.E. August 1996. 9 Sam's Club Traffic Impact Study. Short Elliott Hendrickson,Inc. August 2,2006. Short Elliott Hendrickson Inc. 4 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8, 2007 provided by the future extension of Greatwestern Drive. Additional access may be provide from the 3/4-turn access via a cross access with the Sam's Club site. The residential development is expected to generate approximately 2,933 trips during an average weekday with 228 trips in the morning peak period and 299 trips in the evening peak period. Access for this development is provided by the Greatwestern Drive extension with a possible cross connection with Sam's Club site. 4.1.2 Undefined Development- Surrounding Land Use In order to determine the traffic generated by the remaining undeveloped parcels for which a traffic impact study has yet to be submitted, future traffic was estimated using trip generation rates contained in the Institute of Transportation Engineers (ITE) Trip Generation manualto Table 2 contains the estimated weekday trip generation for remaining undeveloped land based on land use classification contained in the City of Longmont Comprehensive Plan. The remaining undeveloped land is zoned for light industrial and low density residential. Together these developments are expected to generate approximately 7,344 trips during an average weekday with 923 trips in the morning peak period and 1,139 trips in the evening peak period. 4.1.3 Trip Distribution and Assignment The trip distribution percentages from the traffic impact studies for the developments described in the previous section were used to develop the trips along SH 119. They are summarized in the following bullet points. The traffic generated from land that is not included within a planned development was evenly distributed east and west on SH 119. • Union: 30% to the east and 40% to the west, the remaining traffic from the development is expected to use other routes to the north of SH 119. • The Richardson P.U.D: 50/50 split east/west on SH 119. • Concepts Direct: 66% to the west and 33% to the east of SH 119. • Sam's Club, Wall-Mart, Surplus Commercial Development and Residential Development: 15% heading north and south on WCR1, 40% to the west and 30%to the east on SH 119. 5.0 Year 2030 Analysis To evaluate the performance of the intersections within the study area, 10 Trip Generation. Institute of Transportation Engineers. 7t°Edition. 2003. Short Elliott Hendrickson Inc. 5 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8, 2007 the Level of Service (LOS) was calculated using Synchro software. This software package utilizes criteria described in the Highway Capacity Manual". LOS is a measure used to describe operational conditions at an intersection. LOS categories ranging from A to F are assigned based on the predicted delay in seconds per vehicle for the intersection as a whole and for individual turning movements. LOS A indicates very good operations, and LOS F indicates poor, congested operations. In addition to LOS analysis, signal progression was evaluated for each proposed access alternative. Table I shows the signal progression efficiency for each alterative during peak hours. 5.1 Access Plan with a Traffic Signal at WCR 5.5 —4 Lanes The LOS was calculated for the study area intersections using the Year 2030 projected traffic volumes. The results are summarized in Table 1 and illustrated on Figure 4. Appendix B contains the LOS worksheets for reference. The unsignalized intersections are expected to operate well at LOS A during the morning and evening peak periods along SH 119. However, the side street stop controlled movements are expected to experience extended delays. For minor street intersections with major roadways, it is not uncommon for the side street to operate at a poor LOS. If the delay becomes excessive it is typical for vehicles to choose an alternate route, such as an adjacent signalized intersection, to enter SH 119. The signalized intersections are expected to operate poorly with the majority of the intersections exhibiting LOS E of F during the morning and evening peak periods. The poor LOS is an indication that a four lane section along SH 119 does not have sufficient capacity to accommodate the future projected volumes. 5.2 Access Plan with a Traffic Signal at WCR 5.5 — 6 Lanes The LOS was calculated for the study area intersections using the Year 2030 projected traffic volumes. The results are summarized in Table I and illustrated on Figure 5. Appendix B contains the LOS worksheets for reference. The unsignalized intersections are expected to operate well at LOS A during the morning and evening peak periods along SH 119. However, the side street stop controlled movements are expected to experience extended delays. For minor street intersections with major roadways, it is not uncommon for the side street to operate at a poor Highway Capacity Manual - Special Report 209. Transportation Research Board. National Research Council. 2000. Short Elliott Hendrickson Inc. 6 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8,2007 LOS. If the delay becomes excessive it is typical for vehicles to choose an alternate route, such as an adjacent signalized intersection, to enter SH 119. With a six lane section along SH 119, the operations of the signalized intersections are expected to improve to LOS D or better during the morning and evening peak periods with the exception of SH 119 / WCR 1 which is expected to operate at LOS F during the evening peak period. This is most likely due to the large future volumes assumed along WCR 1. 5.3 Access Plan with a Traffic Signal at WCR 5 —4 Lanes The LOS was calculated for the study area intersections using the Year 2030 projected traffic volumes. The results are summarized in Table 1 and illustrated on Figure 5. Appendix B contains the LOS worksheets for reference. The unsignalized intersections are expected to operate well at LOS A during the morning and evening peak periods along SH 119. However, the side street stop controlled movements are expected to experience extended delays. For minor street intersections with major roadways, it is not uncommon for the side street to operate at a poor LOS. If the delay becomes excessive it is typical for vehicles to choose an alternate route, such as an adjacent signalized intersection, to enter SH 119. The signalized intersections are expected to operate poorly with three out of the five intersections exhibiting LOS E of F during the morning and evening peak periods. The intersection at Fairview and WCR 5 are expected to operate at an acceptable LOS D during the morning and evening peak periods. The poor LOS at the other intersections is an indication that a four lane section along SH 119 does not have sufficient capacity to accommodate the future projected volumes. 5.4 Access Plan with a Traffic Signal at WCR 5 — 6 Lanes The LOS was calculated for the study area intersections using the Year 2030 projected traffic volumes. The results are summarized in Table 1 and illustrated on Figure 6. Appendix B contains the LOS worksheets for reference. The unsignalized intersections are expected to operate well at LOS A during the morning and evening peak periods along SH 119. However, the side street stop controlled movements are expected to experience extended delays. For minor street intersections with major roadways, it is not uncommon for the side street to operate at a poor LOS. If the delay becomes excessive it is typical for vehicles to choose an alternate route, such as an adjacent signalized intersection, to enter SH 119. Short Elliott Hendrickson Inc. 7 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont,Colorado June 8,2007 With a six lane section along SH 119, the operations of the signalized intersections are expected to improve to LOS D or better during the morning and evening peak periods with the exception of SH 119 / WCR 1 which is expected to operate at LOS F during the evening peak period. This is most likely due to the large future volumes assumed along WCR 1. 5.5 Progression Analysis The progression along the corridor was analyzed using Synchro software to determine the bandwidth efficiency for the four alternatives as a basis of comparison since the intersection at WCR 5.5 is not on the section line and thus does not meet the %2 spacing that is typical for signals on a CDOT roadway. The bandwidth efficiency is defined as, "The width of the through band expressed as a fraction of the entire signal cycle. A 50-percent efficiency means that 30 seconds of a 60-second signal cycle is devoted to the movement of through traffic."12 The results of the progression analysis are summarized in the following table and the time-space diagrams are contained in Appendix C. Based on the results of the analysis, all four of the alternatives will have a bandwidth efficiency of 35% or more which is typical of CDOT roadways. Progression Efficiency Alternative AM PM Signal at WCR 5.5 -4 Lanes 47% 40% Signal at WCR 5.5 -6 Lanes 46% 42% Signal at WCR 5 -4 Lanes 46% 45% Signal at WCR 5 -6 Lanes 35% 38% Results of the progression analysis show two apparent irregularities that are counterintuitive to what is expected to occur. • The progression efficiency along SH 119 is better with four through lanes than with six through lanes. It is reasonable to conclude that four through lanes does not provide enough capacity to accommodate the through traffic. As a consequence, the signal optimization allocates a higher 12 A Guidebook for Including Access Management in Transportation Planning. NCHRP Report Number 548. National Cooperative Highway Research Program. Transportation Research Board. 2005 Short Elliott Hendrickson Inc. 8 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8, 2007 percentage of the cycle length to the through movement thereby increasing the bandwidth and progression efficiency. Though the signal progression is shown as a benefit, the traffic signal operation is still unacceptable. • The results show a more favorable progression efficiency can be achieved with a traffic signal at WCR 5.5 instead of at the 'A-mile spaced intersection of WCR 5. There is lower traffic projected to utilize the side street at WCR 5.5 compared to WCR 5 when each are signalized. Therefore, a higher percentage of the cycle length must be assigned to WCR 5 to accommodate the higher traffic volumes, which reduces the overall progression efficiency. 5.6 Need for %-Turn Access at Wal-Mart/ Sam's Club Access In the Sam's Club traffic impact study dated August 2006, one scenario assumed that the proposed %-turn access east of WCR 1 would be eliminated to determine how the surrounding intersections could accommodate the volume that was previously utilizing this proposed site access. The intersection most likely to experience an adverse impact in traffic operations, due to the nature of the allowable movements at the access, would be SH 119 / Greatwestern Drive. Based on the results in the study, the year 2025 intersection LOS is expected to degrade from LOS C to LOS D with the westbound left turn and northbound right turn experiencing a significant increase in delay per vehicle. The absence of the %-movement access would also necessitate the westbound left turn movement at SH 119 / Greatwestem Drive be modified from one lane to two lanes. Therefore, the 3/4-turn is beneficial to the operation of the intersection of SH 119/Greatwestem Drive. 5.7 Need for the Right-in Access at the Union Development A right-in only access is proposed on SH 119 for the Union Development. The proposed location of this access allows for the development of the westbound right turn deceleration lane at WCR 3.5. This proposed access should be granted for the following reasons: • The required deceleration lanes at WCR 3.5 and the right-in access can be fully developed based on the requirements of the CDOT Access Code. • This access would reduce the amount of traffic passing through SH 119/WCR 3.5 and the site access on WCR 3.5. While the amount of congestion caused by right turns, likely free right turn movements, is difficult to measure, it will improve the operation of these intersections. Short Elliott Hendrickson Inc. 9 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8,2007 • This existence of this access would not be detrimental to the safety and operation of the highway because adequate right turn deceleration lanes would be developed at this access as well as at WCR 3.5. • This access is not expected to cause a hardship on the adjacent property because the adjacent property is a residential development with no direct access to SH 119. • This access is not expected to cause a hardship to the adjacent property or interfere with the location, planning, and operation of the general street system. 6.0 Open House An open house was held on April 19, 2007 at the Southwest Weld County facility located northeast of the I-25/SH 119 interchange. Displays were presented at the open house that described the study and the impacts to the corridor of the proposed access points and traffic control. Notification of the open house was by letters sent by SEH to property owners along the corridor and flyers were delivered by CDOT to businesses. An example of the letter and flyer are contained in Appendix D. Attendance at the open house was light with 1I people signing the attendance log. Most of the attendees represented businesses or property owners along the corridor. The majority of the comments received were related to the signalization of the WCR 5 or WCR 5.5 intersections. People with an interest in the Richardson PUD verbally said that they did not see the need to signalize WCR 5 because this development has signalized access at WCR 3 and WCR 3.5, however, one of the surveys that was completed prefers signalization of WCR 5. Many people also verbally commented that signalizing WCR 5.5 made sense for the development north of SH 119. Comments were positive on the proposed plan. The attendance log and comment forms are contained in Appendix D. 7.0 Conclusions Based on the analysis described in the previous sections, the following conclusions have been drawn regarding the proposed access control plan alternatives. • The projected traffic volumes on SH 119 will necessitate widening SH 119 from four to six lanes in the future to improve the level of service along the corridor. • Most advantageous progression efficiency was achieved with a signal at WCR 5.5. Short Elliott Hendrickson Inc. 10 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8,2007 • Comments received at the open house were supportive of the access control plan. 8.0 Recommendations SEH makes the following recommendations related to the access control plan alternatives for SH 119: • The 3/4-turn access at the Sam's Club /Wal-Mart development should be constructed to improve the operations at SH 119/Greatwestern Drive. • The right-in access at the Union development should be constructed to reduce the amount of traffic passing through SH 119/WCR 3.5. • The WCR 5.5 intersection should be signalized if MUTCD warrants are met to provide access to the existing and proposed developments north of SH 119. Short Elliott Hendrickson Inc. 11 State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont, Colorado June 8,2007 Tables Table 1 —Peak Hour Intersection Level of Service and Signal Progression Summary Table 2—Weekday Trip Generation Estimate—Surrounding Land Uses Short Elliott Hendrickson Inc. State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont,Colorado June 8,2007 22 - n 0 • o'2 0 6 u W a ^ W a € o a u. a 0 a m 0 a 0 a in N j II Q CIa CO a CO U a a a 6 e o s a : c K • o w aG 3 5 i ¢ v c w• a rn 0 d u a u a ❑ ❑ a ❑ a i2 a g k = -• • a LL a W a ❑ LL a ❑ a J 6 V E i e f O T E. N o 'a u O N N V e cc• yw Q p U J p • LW •• O W 5, € 0 y u < U a U U a a a N 0 J N Z d q Ti a a c, a m a m m a a a C 0 0 N c Sp N O_ 6 Q C N i < O • 0W f — 0 a 1 p a IO 0 • '• 0 2' m 0 i u a u a W ❑ a a U N 'y Y E io w ! : ; <: wW • en It � o O S 7,, W u a Z Z �, Z c c i« p N m w a ₹ ❑ a a a m , a s q 7 t, u z Y U m !. a CO 0 S a a a a Ol d 0 It CD J c o .2 0 8 y • E r a n 3 • fx Q U ii a a 3 ^ 2 ga `o a A q 0 . C q a q A Y co W tc g E LL' < 6' C o q O a t _Nd 5 D e c c u E to¢o O • O ; O 0 O O y 99, a a • 2 # i io • t 2 _ _ ¢ 03 3 3 a 1I 'ac' u• 3 rc • 3 } ! r : , ! , 12: � ! ‘a , - ! � ! § E ! ! $ ! F , ! , ! ! \ ! : : ) ) k 1 \ :0' } } ! \ ;! ; ! ! , \ ) � \ \ ! ! } ) !- , , . , / � ! ! \ / » |! !v 5 5To ri \ oioi / S ` - / _ , . )} ( ){ Figures Figure 1 — Existing Traffic Volumes Figure 2— Proposed Access Plan Figure 3— Development Planned Along SH 119 Figure 4—Year 2030 Projected Volumes-4 Lanes on SH 119 -Signal at WCR 5.5 Figure 5—Year 2030 Projected Volumes-6 Lanes on SH 119 -Signal at WCR 5.5 Figure 6—Year 2030 Projected Volumes- 4 Lanes on SH 119 -Signal at WCR 5 Figure 7—Year 2030 Projected Volumes- 6 Lanes on SH 119 -Signal at WCR 5 Short Elliott Hendrickson Inc. State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont,Colorado June 8, 2007 w 1135 tf a inou saumpA ailBJJ 6ui4six3 openoloo `4uow6uo1 z n Ue1d IW1Uoo ssaaay 661. 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'''' .... _ N csi A, _..!;Na31s3nntvaaD CI O N h 1 o O - •D f 444 cc wo — — 7� - / / ooe/egg 3 � „ 4 SL9/005 / , Set/S9E — �/ or SS4/SLz 111 , , ' svtttr e sszrot / o M i , N N 0 pi tttr ' I N o' ti H / O/- / /, r o a -t .- _ _ v ' pdn 000'9Zr 0 C per t , Appendix A Traffic Count Data Short Elliott Hendrickson Inc. State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont,Colorado June 8,2007 Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&MCLANE_AM1 Site Code : 1 Start Date : 2/21/2007 Page No : 1 Groups Printed-AM MCLANE ACCESS SH 119 SH 119 Southbound Westbound Northbound Eastbound Start Time Rµht I Thm I Left I other I An..T,.UL R:ht Thru Left other A,.Iee Reht Thm Left Omer e,. R Thru Left Other I na..n.n mt Tuml 07:00 AM 0 0 0 0 0 0 413 0 0 413 0 0 0 0 0 0 239 0 0 239 652 07:15 AM 0 0 0 0 0 0 417 0 0 417 0 0 0 0 0 0 262 0 0 262 679 07:30 AM 0 0 0 0 0 1 443 0 0 444 0 0 0 0 0 0 271 0 0 271 715 _0.7:45 AM _ 0 0 0 0, _ 0 0 541 0 0 541 0 0 0 0 0 0 298 0 0 298 839 Total 0 0 0 0 0 I 1814 0 0 1815 0 0 0 0 0 0 1070 0 0 1070 2885 08:00 AM 0 0 0 0 0 2 462 0 0 464 0 0 0 0 0 0 262 0 0 262 726 08:15 AM 0 0 0 0 0 I 419 0 0 420 0 0 0 0 0 0 255 0 0 255 675 08:30 AM 0 0 0 0 0 I 356 0 0 357 0 0 0 0 0 0 212 0 0 212 569 08:45 AM 0 0 0 0 0 0 343 0 0 343 0 0 0 0 0 0 261 0 0 261 604 Total 0 0 0 0 0 4 1580 0 0 1584 0 0 0 0 0 0 990 0 0 990 2574 Grand Total 0 0 0 0 0 5 3394 0 0 3399 0 0 0 0 0 0 2060 0 0 2060 5459 Apprch% 0 0 0 0 OA 99.9 0 0 0 0 0 0 0 100 0 0 Total% 0 0 0 0 0 OA 62.2 0 0 62.3 0 0 0 0 0 0 37.7 0 0 37.7 MCLANE ACCESS Out ET I In el I Total 51 0 0 0 0 Rght Th LaIN Other m1 -L2 North 2se en 2/21/2007 07:00 AM rn � 2/21/2007 08:66 AM q a _ O� AM ,Gy 7 41 T Le ft Thru R. 1 Other 0 0 I 01 l Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&MCLANE_AM1 Site Code : 1 Start Date : 2/21/2007 Page No : 2 MCLANE ACCESS SH 119 SH 119 Southbound Westbound Northbound Eastbound Start Time Rght I Thru I Left I Other I API,mai Rght I Thm Leh Oihcr I .,,,,I.31 Rght I Thm I Left I Other I no oai Rght I Thin I Left I Other A rtwurc.Tmal Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 0 0 0 0 0 417 0 0 417 0 0 0 0 0 0 262 0 0 262 679 07:30 AM 0 0 0 0 0 I 443 0 0 444 0 0 0 0 0 0 271 0 0 271 715 07:45 AM 0 0 0 0 0 0 541 0 0 541 0 0 0 0 0 0 298 0 0 298 839 08:00 AM 0 0 0 0 0 2 462 0 0 464 0 0 0 0 0 0 262 0 0 262 726 Total Volume 0 0 0 0 0 3 1863 0 0 1866 0 0 0 0 0 0 1093 0 0 1093 2959 %A .Total 0 0 0 0 0.2 99.8 0 0 0 0 0 0 0 100 0 0 PHI' .000 .000 .000 .000 .000 .375 .861 .000 .000 .862 ,000 .000 .000 .000 .000 .000 _917 .000 .000 .917 .882 MCLANE ACCESS I I in of I ' l I__I , I oI ol ol DI R hl Thin Lett Other 4? 1 4 Peak Hour Data o A Li t o� North m €— F-2 i i Peak Hour Begins at 07:15 AM to A e y AM � p .051 B gt I I-) Le ft Thru Roht Other L_ _J . .QL__.OL� a I ol Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&GREATWESTERN_2AM Site Code : 2 Start Date : 2/21/2007 Page No : 1 Groups Printed.AM GREAT WESTERN DR SH 119 GREAT WESTERN DR SH 119 Southbound Westbound Northbound Eastbound Start Time Rir t Thm Left Peds Thre Rirht Thm Left Ped Ar.«.i Ri ht Then Len Peds A r<N Right Then Left Ped .r.bi int.TOM! 07:00 AM 2 0 0 0 2 0 413 0 0 413 0 0 0 0 0 0 242 0 0 242 657 07:15 AM 0 0 3 0 3 0 417 0 0 417 0 0 0 0 0 0 266 0 0 266 686 07:30 AM 0 0 0 0 0 0 445 0 0 445 0 0 0 0 0 0 266 2 0 268 713 07:45 AM 0 0 0 0 0 0 541 0 0 541 0 0 0 0 0 I 297 0 0 298 839 Total 2 0 3 0 5 0 1816 0 0 1816 0 0 0 0 0 I 1071 2 0 1074 2895 08:00 AM 0 0 0 0 0 0 496 0 0 496 I 0 0 0 I 0 259 0 0 259 756 08:15 AM 0 0 0 0 0 0 417 0 0 417 0 0 0 0 0 0 253 I 0 254 671 08:30 AM 0 0 0 0 0 0 354 1 0 355 1 0 0 0 1 0 208 0 0 208 564 08:45 AM 0 0 0 0 0 0 340 I 0 341 2 0 0 0 2 1 259 I 0_ 261 604 Total 0 0 0 0 0 0 1607 2 0 1609 4 0 0 0 4 1 979 2 0 982 2595 Grand Total 2 0 3 0 5 0 3423 2 0 3425 4 0 0 0 4 2 2050 4 0 2056 5490 Apprch% 40 0 60 0 0 99.9 0.1 0 100 0 0 0 0.1 99.7 0.2 0 Total% 0 0 0.1 0 0.1 0 62.3 0 0 62.4 0.1 0 0 0 0.1 0 37.3 0.1 0 37.4 GREAT WESTERN OR Out In l Total I 41 91 2 ht Thu Le ft Pods ft 1 `i CJ. 1 A North 2/21/2007 07:00 AM — 3 co — 2/21/2007 08:45 AM rp _ V ya 1[ 4` A — m N `AM o r Left Thru Right Peds l 9J ol 41 01 I 41 I 41 I al Out In Total GRFAT WFSTFRN OR Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&GREATWESTERN_2AM Site Code : 2 Start Date : 2/21/2007 Page No : 2 GREAT WESTERN DR SH 119 GREAT WESTERN DR al 119 Southbound Westbound Northbound Eastbound Start Time Right I Thni I Left I Peds I An.met Right_lThru I LO I Peds Ins,..w Right [film I Left I Peds 14e.toe Right I Thni I Left I Peds I .or imm int.Tmal Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of I Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 0 3 0 3 0 417 0 0 417 0 0 0 0 0 0 266 0 0 266 686 07:30 AM 0 0 0 0 0 0 445 0 0 445 0 0 0 0 0 0 266 2 0 268 713 07:45 AM 0 0 0 0 0 0 541 0 0 541 0 0 0 0 0 1 297 0 0 298 839 08:00 AM 0 0 0 0 0 0 496 0 0 496 I 0 0 0 I 0 259 0 0 259 756 Total Volume 0 0 3 0 3 0 1899 0 0 1899 1 0 0 0 I I 1088 2 0 1091 2994 °o App.Total 0 0 100 0 0 100 0 0 100 0 0 0 0.1 99.7 0.2 0 _ __ PEW .000 .000 .250 .000 .250 .000 .878 .000 .000 .878 .250 .000 .000 .000 .250 .250 .916 .250 .000 .915 _.892 GREAT WESTERN DR Out tal I In al Total I sl ri oT r t Right Tr Li: Pads Peak Hour Data ,L`7 S� 1 i22 North m g—k 4-2 rte° — N te Peak Hour Begins at 07:15 AM - te t 4. ern..._ r= 8� ao "� N a o 4-1 T FD Left Thru Right Peds I 0I (pi tl of I _J [5] Lam] Out In Total ORFAT WFRTFRN PR Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&HOUSE_AM3 Site Code : 3 Start Date : 2/21/2007 Page No : 1 Groups Printed-AM PRIVATE HOUSE SH 119 SH 110 Southbound Westbound _ _ Northbound Eastbound _StertTime R_ t Thru Left Omer A,.1.1 R ht Thru LeII Other A Tolal Rht Thni Left Other , m. R:ht Th Left Oh A cr na im.Two 07:00 AM I 0 0 0 I 1 412 0 0 413 0 0 0 0 0 0 239 0 0 239 653 07:15 AM 0 0 0 0 0 0 419 0 0 419 0 0 0 0 0 0 271 0 0 271 690 07:30 AM I 0 0 0 I 0 445 0 0 445 0 0 0 0 0 0 268 0 0 268 714 07:45 AM 0 0 0 0 0 2 539 0 0 541 0 0 0 0 0 0 295 0 0 295 836 Total 2 0 0 0 2 3 1815 0 0 1818 0 0 0 0 0 0 1073 0 0 1073 2893 08:00 AM 0 0 0 0 0 0 496 0 0 496 0 0 0 0 0 0 262 0 0 262 758 08:15 AM 2 0 0 0 2 1 416 0 0 417 0 0 0 0 0 0 255 0 0 255 674 08:30 AM 0 0 0 0 0 4 349 0 0 353 0 0 0 0 0 0 202 0 0 202 555 08:45 AM 1 0 0 0 I 2 337 0 0 339 9 0 0 0 0 0 263 0 0 263 603 Total 3 0 0 0 3 7 1598 0 0 1605 0 0 0 0 0 0 982 0 0 982 2590 Grand Total 5 0 0 0 5 10 3413 0 0 3423 0 0 0 0 0 0 2055 0 0 2055 5483 Apprch% 100 0 0 0 0.3 99.7 0 0 0 0 0 0 0 100 0 0 Total% 0.1 0 0 0 0.1 0.2 62.2 0 0 62.4 0 0 0 0 0 0 37.5 0 0 37.5 PRIVATE HOUSE Out __In I 10! o IS — 0 0 0 Rght Thru It Other 1 IY a si. I _ Ng — North e — ~2' i AM — —H5__ _- 2/21/2007AM �3yy _ Ili g o 47 1' ED L-' Thru 1 •h; i10 0 0 lot 0 i of Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&HOUSE_AM3 Site Code : 3 Start Date : 2/21/2007 Page No : 2 PRIVATE HOUSESH 119 SH 110 Southbound Westbound Northbound Eastbound Sn Th Left her I + Tasi Ruht I Thn I Lett omcr +�P Rghl I Thru Left I Other I1.r.r,.hi Rght I Thru I Left I Omer Lt..near lit Tote) Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of I Peak Flour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 0 0 0 0 0 419 0 0 419 0 0 0 0 0 0 271 0 0 271 690 07:30 AM 1 0 0 0 1 0 445 0 0 445 0 0 0 0 0 0 268 0 0 268 714 07:45 AM 0 0 0 0 0 2 539 0 0 541 0 0 0 0 0 0 295 0 0 295 836 08:00 AM 0 0 0 0 0 0 496 0 0 496 0 0 0 0 0 0 262 0 0 262 758 Total Volume 1 0 0 0 I 2 1899 0 0 1901 0 0 0 0 0 0 1096 0 0 1096 2998 %A .Total 100 0 0 0 0.1 99.9 0 0 0 0 0 0 0 100 0 0 PHF .250 .000 .000 .000 .250 . .250 .881 .000 .000 .878 .000 .000 .000 .000 .000 .000 .929 .000 .000 .929 897 PRIVATE HOUSE Out 1 I inII I I tI of of of Riht Tr Loft Other t'I 1 I`i Peak Hour Data mr Tg North o i-- 4-2 r _ i Peak Hour Begins at 07:15 AM 8' > N AM -FE O: m q ml S { J . 4, T r 0 t1 1__of I of Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&FAIRVIEW_AM4 Site Code : 4 Start Date : 2/20/2007 Page No : 1 _. .. __ Groups Printed-AM FAIRVIEW SH 119 FAIRVIEW SII 119 Southbound Westbound Northbound _ Eastbound Start Time Rght Thnl Left Other ,ret 'nu Rght Thru T Len Oilier .rm,r.!„ Rght I Thni Left Other .IT.r..t4 Rght En.I Left I other {App.Toul tar.rota I 07:00 AM 0 0 0 0 0 I 325 1 0 327 0 0 0 0 0 1 231 2 0 234 561 07:15 AM I 0 0 0 1 1 391 0 0 392 0 0 0 0 0 0 251 2 0 253 646 07:30 AM 2 0 0 0 2 3 421 0 0 424 1 0 0 0 I 0 265 1 0 266 693 07:45 AM 2 0 2 0 4 2 341 2 0 345 0 0 2 0 2 2 238 2 0 242 593 Total 5 0 2 0 7 7 1478 3 0 1488 I 0 2 0 3 3 985 7 0 995 2493 08:00 AM 2 0 2 0 4 5 382 0 0 387 2 0 0 0 2 0 226 5 0 231 624 08:15 AM I 0 3 0 4 7 375 I 0 383 0 0 0 0 0 I 219 6 0 226 613 08:30 AM I 0 I 0 2 5 341 0 0 346 0 0 2 0 2 1 229 6 0 236 586 08:45 AM 4 0 I 0 5 3 452 0 0 455 1 0 0 0 1 0 212 4 0 216 677 Total 8 0 7 0 15 20 1550 1 0 1571 3 0 2 0 5 2 886 21 0 909 2500 Grand Total 13 0 9 0 22 27 3028 4 0 3059 4 0 4 0 8 5 1871 28 0 1904 4993 Apprch% 59.1 0 40.9 0 0.9 99 0.1 0 50 0 50 0 0.3 98.3 1.5 0 Total% 0.3 0 0.2 0 0.4 0.5 60.6 0.1 0 61.3 0.1 0 0.1 0 0.2 0.1 37.5 0.6 0 38.1 FAIRVIEW Out In 551 X21 1 Total 1 i____1_31 of 9l 101 Rght Thm Lift Other fJ 1 4 .1s T t ,, liO North a - 4_J m x 2/20/2007 07:00 AM �'5 i _ F-4 2/20/2007 08:45 AM to i, 1 P O5 AM 2 0 g &- __ 4, hr r' Left Thru R h Other 4 ___4 _ 4 _S 1 91 1 171 Out In Total FAIRVIFW Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&FAIRVIEW_AM4 Site Code : 4 Start Date : 2/20/2007 Page No : 2 FAIRVIEW SH 119 FAIRVIEW _. SH 119 Southbound Westbound Northbound Eastbound Starr Time Rght Thm Left Other Rght Thru Lett Other Ara wi light Thm LeR Omer .,,.r.at light Tina Leo Omcr n,,..nm m,.Teal Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of I Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM ' I 0 0 0 1 I 391 0 0 392 0 0 0 0 0 0 251 2 0 253 646 07:30 AM 2 0 0 0 2 3 421 0 0 424 I 0 0 0 1 0 265 I 0 266 693 07:45 AM 2 0 2 0 4 2 34l 2 0 345 0 0 2 0 2 2 238 2 0 242 593 08:00 AM 2 0 2 0 4 5 382 0 0 387 2 0 0 0 2 0 226 5 0 231 624 Tout Volume 7 0 4 0 II 11 1535 2 0 1548 3 0 2 0 5 2 980 10 0 992 2556 App.Total 63.6 0 36.4 0 09 99_2 0.1 0 60 0 40 0 0.2 98.8 1 0 PRE .875 .000 .500 .000 .688 .550 ;912 _250 .000 .913 .375 .000 .250 .000 .625 .250 .925 .500 .000 .932 .922 FAIRVIEW Out In Total 21 _. 11 1 321 Rghl Thru Lelft Other Peak Hour Data 416. = �$ North 4— y Peak Hour Begins at 07:15 AM 6 AM._ o 5 O N~ 4, I ED Lett Thru Rohl Other I 21 01 31 of il C I sI Out In Total FAIRVIFW Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&3.5_AM5 Site Code : 5 Start Date : 2/20/2007 Page No : 1 Groups Printed-AM WCR3.5 SH 119 WCR3.5 SH 119 Southbound Westbound Northbound Eastbound Start Time Right Thm Left Peels Ri ht Thn1 Left Peels A Tutil Right i Thni I Left I Peels I Apr too Right I The, I Left l Peds I App. 1 lilt.Tool 07:00 AM 19 0 8 0 27 2 296 0 0 298 0 0 10 0 10 7 223 2 0 232 567 07:15 AM 28 0 I I 0 39 1 355 2 0 358 0 0 8 0 8 13 228 6 0 247 652 07:30 AM 22 0 4 0 26 5 396 I 0 402 1 0 8 0 9 15 247 2 0 264 701 07:45 AM_ 31 3 6 0 40 7 292 4 0 303 3 I 8 0 12 18 213 9 0 240 595 Total 100 3 29 0 132 15 1339 7 0 [361 4 I 34 0 39 53 911 19 0 983 2515 08:00 AM 29 2 5 0 36 7 339 2 0 348 0 0 16 0 16 [5 212 3 0 230 630 08:15 AM 14 0 6 0 20 6 343 5 0 354 3 I 20 0 24 12 203 6 0 221 619 08:30 AM 17 I 6 0 24 4 315 2 0 321 I 0 8 0 9 15 212 7 0 234 588 08:45 AM 17 0 3 0 20 3 423 7 0 433 1 I 17 0 19 20 188 6 0 214 686 Total 77 3 20 0 100 20 1420 16 0 1456 5 2 61 0 68 62 815 22 0 899 2523 Grand Total 177 6 49 0 232 35 2759 23 0 2817 9 3 95 0 107 115 1726 41 0 1882 5038 Apprch% 76.3 2.6 21.1 0 1.2 97.9 0.8 0 8.4 2.8 88.8 0 6.1 91.7 2.2 0 Total% 3.5 0.1 I 0 4.6 0.7 54.8 0.5 0 55.9 0.2 0.1 1.9 0 2.1 2.3 34.3 0.8 0 37.4 WCR 3.5 pit In al g l ]1 LTot 3111 19 77 . 6i 49 0 Right Tr It Pads Si' T North m t- 8 ~2 i 2120120070]:00 AM c co 21201200708:45 AM .FS m (((( $ AM qv `t M 41 ? FD Left Thtu Ri ht Pads 95 fir) 1 1441 1t7 1 2511 Out In Total in 9S Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&3.5_AM5 Site Code : 5 Start Date : 2/20/2007 Page No : 2 WCR3.5 RI 119 WCR 3.5 SH 119 Southbound Westbound Northbound Eastbound Start Time Right i Thm I Left Beds l .or.nw Right-Fibril I Left!Pods 1 Aer._.,qi Right I Thai I Lein Pods 1 eer.T„w Right Thrn Left[reds I .rL_ In1.Tola� Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 28 0 II 0 39 I 355 2 0 358 0 0 8 0 8 13 228 6 0 247 652 07:30 AM 22 0 4 0 26 5 396 I 0 402 1 0 8 0 9 15 247 2 0 264 701 07:45 AM 31 3 6 0 40 7 292 4 0 303 3 I 8 0 12 18 213 9 0 240 595 08:00 AM 29 2 5 0 36 7 339 2 0 348 0 0 16 0 16 15 212 3 0 230 630 Total Volume 110 5 26 0 141 20 1382 9 0 1411 4 1 40 0 45 61 900 20 0 981 2578 %App.Total 78 3.5 18.4 0 1.4 97.9 0.6 0 8.9 2.2 88.9 0 6.2 91.7 2 0 PHF .887 .417 .591 .000 .881 .714 .872 .563 .000 .877 .333 .250 .625 .000 .703 .847 .911 .556 .000 .929 .919 WCR 3.5 Out In Total. 411 1 1 1 1821 Right Thru Loft Peds Peak Hour Data TA Si. T p 111 iki-o North w €.--D -k 4-2 = Peak Hour Begins at 07:15 AM 5 Am_a. a "' 4, T r L-ft Thru Ri.hl Pads 4t I 751 45 i 101 Out In Total WCR 15 Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&TRIMAC_AM6 Site Code : 6 Start Date : 2/20/2007 Page No : 1 Groups Printed-AM SH 119 TRI-MAC ACCESS SH 119 Southbound Westbound . _ Northbound __ Eastbound Start Time Rght 1_Thnt Left Omer A . r R:ht Thru Left Other A, ,,.a R ht Thru Left Omer A .,,,,n R1 it Thru Left other At fall._ Im.retal 07:00 AM 0 0 0 0 0 0 301 9 0 310 7 0 0 0 7 0 233 0 0 233 550 07:15 AM 0 0 0 0 0 0 349 13 0 362 6 0 0 0 6 0 242 0 0 242 610 07:30 AM 0 0 0 0 0 0 397 10 0 407 10 0 0 0 10 0 252 0 0 252 669 07:45 AM 0 0 0 0 0 0 294 10 0 304 4 0 I 0 5 0 226 0 0 226 535 Total 0 0 0 0 0 0 1341 42 0 1383 27 0 I 0 28 0 953 0 0 953 2364 08:00 AM 0 0 0 0 0 0 347 14 0 361 10 0 0 0 10 I 219 0 0 220 591 08:15 AM 0 0 0 0 0 0 341 7 0 348 3 0 1 0 4 2 209 0 0 2 1 1 563 08:30 AM 0 0 0 0 0 0 317 7 0 324 5 0 0 0 5 1 216 0 0 217 546 08:45 AM 0 0 0 0 0 0 428 6 0 434 2 0 0 0 2 0 192 0 0 192 628 Total 0 0 0 0 0 0 1433 34 0 1467 20 0 I 0 21 4 836 0 0 840 2328 Grand Iola) 0 0 0 0 0 0 2774 76 0 2850 47 0 2 0 49 4 1789 0 0 1793 4692 Apprch% 0 0 0 0 0 97.3 2.7 0 95.9 0 4.1 0 0.2 99.8 0 0 Total% 0 0 0 0 0 0 59.1 1.6 0 60.7 I 0 0 0 1 0.1 38.1 0 0 38.2 Out—1 I 01 In [aa Total ( l d 1 [_ ol of al of Rs6I Thru Le/t Other 2 i2 North y, a F 2j m3 212012007 07:00 AM y 212012007 08:45 AM -Fri(To 8E- ag_y � g 4l T 14 left Thru R.hl Other a �r1 I 801 4 I 1291 Out In Total TRI-MAC ACCFSS Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&TRIMAC_AM6 Site Code : 6 Start Date : 2/20/2007 Page No : 2 SII 119 TRI-MAC ACCESS SH 119 Sonthhound Westbound Northbound _ Eastbound Start Time Rght I Thni I Left I Other I .e..ru.; Rght I Thm I Left I Other i At.MIARght I Thni Left Omer_ ,,.r.r., Rght I Thni J Left I Other I Aar r,et let.retel Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak I of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 0 0 0 0 0 349 13 0 362 6 0 0 0 6 0 242 0 0 242 610 07:30 AM 0 0 0 0 0 0 397 10 0 407 10 0 0 0 10 0 252 0 0 252 669 07:45 AM 0 0 0 0 0 0 294 10 0 304 4 0 I 0 5 0 226 0 0 226 535 08:00 AM 0 0 0 0 0 0 347 14 0 361 10 0 0 0 10 1 219 0 0 220 591 Tool Volume 0 0 0 0 0 0 1387 47 0 1434 30 0 1 0 31 1 939 0 0 940 2405 °o App.Thal 0 0 0 0 0 96.7 33 0 96.8 0 3.2 0 0.1 99.9 0 0 PEW .000 .000 .000 _000 .000 .000 .873 .839 .000 .X81 .750 000_.__250 .000 .775 .250 .932 .000 .000 .933 .899, 147 Inq S1� a :gig Tr Lift Other 1I f Peak Hour Data 1. Lpt S5 North 2 m _ Peak Hour Begins at 07:15 AM A co Q-� r e 1y AM 1—ri 41 1 r Left Thal R ht th r [ 1 0 30 I 48i [Till 1—mss Out In Total TRI.RSAf:ACCFSS Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&HOMESTEAD_AM7 Site Code : 7 Start Date : 2/20/2007 Page No : 1 Groups Printed-AM _. _ HOMESTEAD PLACE SH 119 SH 119 Southbound Westbound i Northbound _ Eastbound _ Start Time _Rght I Thnt I Left i Other i Arta.'o4 Rght i Thru I Left I Other l_nrn.t.te Rght I Thru Left onc�r n is r.La Rght I Thin I Left I Other 1 trr i.i. lou-Tot• 07:00 AM 18 0 8 0 26 4 285 0 0 289 0 0 0 0 0 0 241 0 0 241 556 07:15 AM 16 0 14 0 30 2 354 0 0 356 0 0 0 0 0 0 251 4 0 255 641 07:30 AM 25 0 II 0 36 I 375 0 0 376 0 0 0 0 0 0 264 5 0 269 681 07:45 AM 18 0 5 0 23 _5 _274 0 0 279 0 0 0 0 0 0 235 3 0 238 540 Total 77 0 38 0 115 12 1288 0 0 1300 0 0 0 0 0 0 991 12 0 1003 2418 08:00 AM 13 0 10 0 23 4 332 0 0 336 0 0 0 0 0 0 227 3 0 230 589 08:15 AM 12 0 9 0 21 8 328 0 0 336 0 0 0 0 0 0 218 5 0 216 573 08:30 AM 12 0 9 0 21 9 311 0 0 320 0 0 0 0 0 0 219 I 0 220 561 08:45 AM 13 0 5 0 18 9 416 0 0 425 0 0 0 0 _ 0 0 195 6 0 201 644 Total 50 0 33 0 83 30 1387 0 0 1417 0 0 0 0 0 0 852 I5 0 867 2367 Grand Total 127 0 71 0 198 42 2675 0 0 2717 0 0 0 0 0 0 1843 27 0 1870 4785 Apprch% 64.1 0 35.9 0 1.5 98.5 0 0 0 0 0 0 0 98.6 1.4 0 Total% 2.7 0 1.5 0 4.1 0.9 55.9 0 0 56.8 0 0 0 0 0 0 38.5 0.6 0 39.1 HOMESTEAD PLACE Out 691 n9 Total R9h1 Thru Led Other fI IY n m 77 d r a m2 North m 2P—* 4—1 m ~ 2/20/2007 07430 AM 3 Co E 2/20/200708:45 AM ! : m 81 AM s a0 O 'o �6 4, T FD Left That R. t Other t 0�r11tr] I oI tr1 C@ Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&HOMESTEAD__AM7 Site Code : 7 Start Date : 2/20/2007 Page No : 2 HOMESTEAD PLACE SH 119 SH 119 Southbound - Westbound Northbound _ Eastbound Start Time Rltht i Thru I Left i Other I %m i .i RAM I Thru I Left LOthcr I A p.twt Rght 7hru Lef Othcr [.n ribt Rnht i Thni I Left I Other j ,,n,Gail u».Totd Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of l Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 16 0 14 0 30 2 354 0 0 356 0 0 0 0 0 D 251 4 0 255 641 07:30 AM 25 0 ll 0 36 1 375 0 0 376 0 0 0 0 0 0 264 5 0 269 681 07:45 AM 1 8 0 5 0 23 5 274 0 0 279 0 0 0 0 0 0 235 3 0 238 540 08:00 AM 13 0 10 0 23 4 332 0 0 _,...336 0 0 0 0 0 0 227 3 0 230 589 Toil Volume 72 0 40 0 112 12 1335 0 0 1347 0 0 0 0 0 0 977 I5 0 992 2451 %Atm.Total 64.3 0 35.7 0 0.9 99.1 0 0 0 0 0 0 0 98.5 1.5 0 PHE r .720 .000 .714 .000 .778 .600 .890 .000 .Q00 .896 .000 .CO .000 .000 .000 .000 .925 .750 .000 .922 .900 HOMESTEAD PLACE 2T 1 In J Total 1Z1 1 139l 1 721 01 1 401 Dl Rght TI Left Other Peak Hour Data Pl 1-I 4. 2 North T. g—D ~-2 1 CO I_x _— Peak Hour Begins at 07:15 AM 1 i I3 en , -, . 4 ci-, .. AM 8 m 41 t r R ht Other 0] l 0 Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&MCLANE_PM1 Site Code : 1 Start Date : 2/21/2007 Page No : 1 Groups Printed-PM MCLANE ACCESS SH 119 SIT 119 Southbound _ Westbound Northbound Eastbound Start Time R: t Thru Left Left omcr A.. R:ht Thru Left Oilier A .u,.1 R r,ht Thru Left outer A R_hi Thm L .eft other .r.,m int.Tam 04:00 PM 0 0 0 0 0 0 292 0 0 292 0 0 0 0 I) 0 351 0 0 351 643 04:15 PM 0 0 0 0 0 0 262 0 0 262 0 0 0 0 0 0 392 0 0 392 654 04:30 PM 0 0 0 0 0 0 311 0 0 311 0 0 0 0 0 0 411 0 0 411 722 04:45 PM 0 0 0 0 0 0 374 0 0 374 0 0 0 0 0 0 436 0 0 436 810 Total 0 0 0 0 0 0 1239 0 0 1239 0 0 0 0 0 0 1590 0 0 1590 2829 05:00 PM 0 0 0 0 0 0 356 0 0 356 0 0 0 0 0 0 429 0 0 429 785 05:15 PM 0 0 0 0 0 2 387 0 0 389 0 0 0 0 0 0 455 0 0 455 844 05:30 PM 0 0 0 0 0 0 339 0 0 339 0 0 0 0 0 0 449 0 0 449 788 05:45 PM 0 0 0 0 0 1 357 0 0 358 0 0 0 0 0 0 387 0 _..0 387 745 Total 0 0 0 0 0 3 1439 0 0 1442 0 0 0 0 0 0 1720 0 0 1720 3162 Grand Total 0 0 0 0 0 3 2678 0 0 2681 0 0 0 0 0 0 3310 0 0 3310 5991 Apprch% 0 0 0 0 0.1 99.9 0 0 0 0 0 0 0 100 0 0 Total% 0 0 0 0 0 0.1 44.7 0 0 44.8 0 0 0 0 0 0 55.2 0 0 55.2 MCLANE ACCESS Out Ol Inl Total l 31 1 L 0 Rght Thru Left Other 4J 1 `i 3s T ,� _o W G 2 5. . NN m F 221/200704':00 PM m i�3? to 2/212007 05:45 PM m gE PM � D 4, T ED Le Thru R.ht Other o I of Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&MCLANE_PM1 Site Code : 1 Start Date : 2/21/2007 Page No : 2 MCLANE ACCESS SH 119 SIT 119 Southbound Westbound Northbound _ Eastbound Start Time Rght I Thu I Left I Other j App.Total Rght I Thru I Left I Other At.r.ot R_ I ThruLeft Other e, t,.a R_ht Thru Left Other _tit mat m,.Tout Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of I Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 0 374 0 0 374 0 0 0 0 0 0 436 0 0 436 810 05:00 PM 0 0 0 0 0 0 356 0 0 356 0 0 0 0 0 0 429 0 0 429 785 05:15 PM 0 0 0 0 0 2 387 0 0 389 0 0 0 0 0 0 455 0 0 455 844 05:30 PM 0 0 0 0 0 0 339 0 0 339 0 0 0 0 0 0 449 0 0 449 788 Total Volume 0 0 0 0 0 2 1456 0 0 1458 0 0 0 0 0 0 1769 0 0 1769 3227 %APP.Total 0 0 0 0 0.1 99.9 0 0 0 0 0 0 0 100 0 0 PRE .000 .000 .000 .000 .000 .250 .941 .000 _.000 .937 .000 .000 000_ .000 .000 ,000 .972 .000 .000 .972 .956 MCLANE ACCESS Out In Total A 1 21 t tttttttt l ---o Pghr Thm Left Other Peak Hour Data 1 D �� 3N i-tCONoeth Oa rm c-44_—�> Nr2iPeak Hour Begins at 04:45 PM m PM �i 5 i T ED di ,erK. 1 I oI I 0I Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&GREATWESTERN_2PM Site Code : 2 Start Date : 2/21/2007 Page No : Groups Printed-PM GREAT WESTERN DR SH 119 GREAT WESTERN DR SH 119 Southbound Westbound Northbound Eastbound - � I Start Time Rill Thore A Left Peds s..n Ri ht Thnt Left redsr,ni Right Ting Left Peds m.real Right I ThruI Left I Pads I nrx w.n, im.Toed_ 04:00 PM 0 0 0 0 0 0 298 5 0 303 2 0 0 0 2 1 358 0 0 359 664 04:15 PM 0 0 I 0 I 0 265 1 0 266 0 0 0 0 0 0 392 2 0 394 661 04:30 PM 3 0 0 0 3 0 310 1 0 311 I 0 0 0 1 0 409 I 0 410 725 04:45 PM 0 0 0 0 0 1 374 0 0 375 0_. 0 2 0 2 2 432 0 0 434 811 Total 3 0 1 0 4 I 1247 7 0 1255 3 0 2 0 5 3 1591 3 0 1597 2861 05:00 PM 0 0 0 0 0 0 354 0 0 354 0 0 0 0 0 1 432 6 0 439 793 05:15 PM I 0 2 0 3 0 389 0 0 389 3 0 0 0 3 2 452 5 0 459 854 05:30 PM 0 0 I 0 I 0 343 2 0 345 0 0 1 0 I 3 449 I 0 453 800 05:45 PM 5 0 1 0 6 1 372 I 0 374 0 0 3 0 3 2 389 0 0 391 774 Total 6 0 4 0 10 I 1458 3 0 1462 3 0 4 0 7 8 1722 12 0 1742 3221 Grand Total 9 0 5 0 14 2 2705 10 0 2717 6 0 6 0 12 II 3313 15 0 3339 6082 Apprch% 64.3 0 35.7 0 0.1 99.6 0.4 0 50 0 50 0 0.3 99.2 0.4 0 Total% 0.1 0 0.1 0 02 0 44.5 0.2 0 44.7 0.1 0 0.1 0 0.2 0.2 54.5 0.2 0 54.9 GREAT WESTERN OR l Out In Total t7I al 0 5 Right Thru Left Pads 1 00 ss T t North a a e C* I 2 to 2/21/2007 04:00 PM 5 m h. 2/21/2007 05:45 PM •Fr o o L i. PM i� i6 4, T r Left Thru Right Peds I _61 01 @L-...Pi X211 2 I 331 Out In Total GRFAT WFSTFRN OR Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&GREATWESTERN_2PM Site Code : 2 Start Date : 2/21/2007 Page No : 2 GREAT WESTERN DR SH 119 GREAT WESTERN DR SH 119 Southbound Westbound Northbound Eastbound Start Time Right I Thor I Left I Peds I AN.T.AARight I Thru I Left I Peds I p, _Right Thru Len Peds n, n MIA Thru Left Peds I srr •I! Im.Tots' Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of 1 Peak Hour for Entire Intersection Begins al 04:45 PM 04:45 PM 0 0 0 0 0 I 374 0 0 375 0 0 2 0 2 2 432 0 0 434 8I I 05:00 PM 0 0 0 0 0 0 354 0 0 354 0 0 0 0 0 I 432 6 0 439 793 05:15 PM 1 0 2 0 3 0 389 0 0 389 3 0 0 0 3 2 452 5 0 459 854 05:30 PM 0 0 I 0 I 0 343 2 0 345 0 0 I 0 I 3 449 I 0 453 800 Total Volume I 0 3 0 4 I 1460 2 0 1463 3 0 3 0 6 8 1765 12 0 1785 3258 %A .Total 25 0 75 0 0.1 99.8 0.1 0 50 0 50 0 0.4 98.9 _ 0.7 0 PHF /50 .000 .375 .000 .333 .250 .938 .250 .000 .940 .250 .000 .375 .000 .500 .667 .976 .500 .000 .972 .954 GREAT WESTERN DROut In Total ,13] L 4) I 171 1—F-1— s 3 r Right Thru Leltt Peds Peak Hour Data I ? t4 North ce 2 g� 4-2 2 _ Peak Hour Begins at 0445 PM ft - m PM __ �r t-,7- p 6� P a 4, 1 r Le Thru Ri ht P d 3 L.m I is) Out In Total GRFAT WFSTFRN DR Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&HOUSE_PM3 Site Code : 3 Start Date : 2/21/2007 Page No : 1 Groups Printed-PM - PRIVATE HOUSE SH 119 SII 119 Southbound Westbound Northbound Eastbound Start Time Rht Thnt Left other A..ro..t R:hi Thm Left Oh A ma R�ht Thor Left Omer A.. .a.' RAC Thnt LeR Other Are repel m,.1 04:00 PM 2 0 0 0 2 0 295 0 0 295 0 0 0 0 0 0 351 0 0 351 648 04:15 PM 1 0 0 0 I 0 263 0 0 263 0 0 0 0 0 0 389 0 0 3R9 653 04:30 PM 0 0 0 0 0 I 315 0 0 316 0 0 0 0 0 0 411 0 0 411 727 04:45 PM 0 0 0 0 0 0 372 0 0 372 0 0 0 0 0 0 436 0 0 436 808 Total 3 0 0 0 3 I 1245 0 0 1246 0 0 0 0 0 0 1587 0 0 1587 2836 05:00 PM I 0 0 0 I 0 351 0 0 351 0 0 0 0 0 0 441 0 0 441 793 05:15 PM 0 0 0 0 0 I 393 0 0 394 0 0 0 0 0 0 455 0 0 455 849 05:30 PM I 0 0 0 I 0 346 0 0 346 0 0 0 0 0 0 451 0 0 451 798 05:45 PM 0 0 0 0 0 0 377 0 0 377. 0 0 _ 0 0 0 0 393 0 0 393 770 Total 2 0 0 0 2 1 1467 0 0 1468 0 0 0 0 0 0 1740 0 0 1740 3210 Grand Total 5 0 0 0 5 2 2712 0 0 2714 0 0 0 0 0 0 3327 0 0 3327 6046 Apprch% 100 0 0 0 0.1 99.9 0 0 0 0 0 0 0 100 0 0 Total% 0.1 0 0 0 0.1 0 44.9 0 0 44.9 0 0 0 0 0 0 55 0 0 55 PRIVATE HOUSE Out I In sI E±T I 5OI of 01 H ht Tr Left Other �( 1 `1 it r .- North N V No h J 221/2007 04.00 PM N3 in'it 221/200705:45 PM W n m' LJ �9 Q_Q��44 $g PM 4 %6 O I.o — ', rl4 Left Tint R ther I of I of Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&HOUSE_PM3 Site Code : 3 Start Date : 2/21/2007 Page No : 2 PRIVATE HOUSE SH 119 SH 119 Southbound Westbound Northbound _ Eastbound Start Time _Rght, Thru Left Other A Relit_ Thru Left Other A mm R:ht Thru Left Other 6,,66, Rght I Thin Left I Other I Arr.I.+•i tnt Tout Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of 1 Peak(lour for Entire Intersection Begins at 04:45 PM 04:45 PM 0 0 0 0 0 0 372 0 0 372 0 0 0 0 0 0 436 0 0 436 808 05:00 PM I 0 0 0 I 0 351 0 0 351 0 0 0 0 0 0 441 0 0 441 793 05:15 PM 0 0 0 0 0 I 393 0 0 394 0 0 0 0 0 0 455 0 0 455 849 _ 05:30 PM I 0 0 0 I 0 346 0 0 346 0 0 0 0 0 0 451 0 0 451 798 Total Volume 2 0 0 0 2 1 1462 0 0 1463 0 0 0 0 0 0 1783 0 0 1783 3248 %App.Total 100 0 0 0 0.1 99.9 0 0 0 0 0 0 0 100 0 0 PHF .500 000 .000 .000 .500 .250 .930 .000 .000 .928 .000 .000 .000 .000 .000 ,010 .980 .000 .000 .980 .956 PRIVATE HOUSE Out In OWI HASH 2 0 Rpm Th Ln Other Peak Hour Data g42 North c _2 m Peak Hour Begins al 04'145 PM co r• ' m _PM A g �6 i O T 4 l r' ft Tjt Other 0 0 I 01 L t I of Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&FAIRVIEW_PM4 Site Code : 4 Start Date : 2/20/2007 Page No : 1 Groups Printed-PM FAIRVIEW SH 119 FAIRVIEW SH 119 Southbound Westbound Northbound Eastbound I Start Time Relit I Tim I Left I Mho. I +r„n.., light l Thru I Left I Other I Arr.*.=i RRhl l Thru I Left I Other I Arrnm Rght I Thru I LeR1Mhai A,,.Tot! tat Tool I 04:00 PM 3 0 2 0 5 0 289 0 0 289 0 0 I 0 I 4 367 3 0 374 669 04:15 PM 2 0 2 0 4 0 310 I 0 311 0 0 6 0 6 2 399 2 0 403 724 04:30 PM 20 0 10 0 30 1 287 I 0 289 I 0 I 0 2 0 443 2 0 445 766 04:45 PM 7 0 6 0 13 0 350 I 0 351 1 0 2 0 3 I 427 I 0 429 796 Total 32 0 20 0 52 I 1236 3 0 1240 2 0 10 0 12 7 1636 8 0 1651 2955 05:00 PM 3 0 2 0 5 1 333 2 0 336 I 0 6 0 7 1 409 0 0 410 758 05:15 PM 6 0 5 0 I I 0 327 I 0 328 0 0 0 0 0 5 455 0 0 460 799 05:30 PM 2 0 5 0 7 0 331 0 0 331 3 0 3 0 6 1 483 0 0 484 828 05:45 PM 2 0 2 0 4 0 352 I 0 353 2 0 4 0 6 2 461 0 0 463 826 Total 13 0 14 0 27 1 1343 4 0 1348 6 0 13 0 19 9 1808 0 0 1817 3211 Grand Total 45 0 34 0 79 2 2579 7 0 2588 8 0 23 0 31 16 3444 8 0 3468 6166 Apprch% 57 0 43 0 0.1 99.7 0.3 0 25.8 0 74.2 0 0.5 99.3 0.2 0 Total% 0.7 0 0.6 0 1.3 0 41.8 0.1 0 42 0.1 0 0.4 0 0.5 0.3 55.9 0.1 0 56.2 FAIRVIEW Out In Total 10i I ]79I I .891 I_ 451. _..... 34.111:1 Rght Thu Left Other �3 $g North A—. 2 m m x 2/20/2007 04:00 PM rtp _ 2/20/200706A5 PM m J - �$ y rn PM a� 6 S 6 L T r h h I 231 31 I 541 Out In Total FAIRVIFW Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&FAIRVIEW_PM4 Site Code : 4 Start Date : 2/20/2007 Page No : 2 FAIRVIEW SH 119 FAIRVIEW SH 119 Southbound Westbound Northbound Eastbound Start Time Rght I Thru I Left I other I :re,.t,w Rght I Thru I Left I Other I A,r,.to., Rght I Thru I Left I Other Lam.,w -Rght I flint I Left I Other I tn.row_Im.T,wd Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 3 0 2 0 5 I 333 2 0 336 1 0 6 0 7 I 409 0 0 410 758 05:15 PM 6 0 5 0 11 0 327 I 0 328 0 0 0 0 0 5 455 0 0 460 799 05:30 PM 2 0 5 0 7 0 331 0 0 331 3 0 3 0 6 I 483 0 0 484 828 05:45 PM 2 0 2 0 4 0 352 1.._ 0 353 2 0 4 0 6 2 461 0 0 463 826 Toni Volume 13 0 14 0 27 t 1343 4 0 1348 6 0 13 0 19 9 1808 0 0 1817 3211 %App.Total 48.1 0 51.9 0 0.1 99.6 0.3 0 31.6 0 68.4 0 0.5 99.5 0 0 PHF -._;542 .000 .700 .000 .614 .250 .954 .500 .000 .955 .500 .000 .542 .000 .679 .450 .936 .000 .000 .939 .970 FAIRVIEW Out L 11 I 171 13 t 141 1 01 Rght Thru Left Other 4f 1 p Peak Hour Data tici North �c = w Peak Hour Begins at 05:00 PM I. 6 PM 41 t 1--► T th 131 , l-57 Out In Total FAIRVIFW Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&3.5_PM5 Site Code : 5 Start Date : 2/20/2007 Page No : 1 Groups Printed-PM WCR 3.5 SH 119 WCR 3.5 SR 119 Southbound Westbound Northbound _ Eastbound __ Start Time Right Thor Left Pods AOr.n•,i Right Thou Left Peds Right Thru Left Pods I , Right Thru Left Pods ,,.1 ist.Tut 04:00 PM 8 2 I 0 II 5 258 3 0 srr266 7 I 27 0 rrr35 18 338 16 0 372 684 04:15 PM 5 0 1 0 6 5 280 1 0 286 3 I 22 0 26 8 373 14 0 395 713 04:30 PM 8 0 4 0 12 7 261 3 0 271 6 0 15 0 21 10 421 19 0 450 754 04:45 PM 12 0 4 0 16 8 314 4 0 326 7 I 22 0 30 10 395 22 0 427 799 Total 33 2 10 0 45 25 1113 II 0 1149 23 3 86 0 112 46 1527 71 0 1644 2950 05:00 PM 3 0 3 0 6 9 303 9 0 321 8 0 29 0 37 7 391 15 0 413 777 05:15 PM 12 0 4 0 16 7 294 4 0 305 9 2 23 0 34 17 432 18 0 467 822 05:30 PM 10 0 4 0 14 8 299 3 0 310 10 0 20 0 30 14 442 29 0 485 839 05:45 PM 12 0 5 0 17 12 325 2 0 339 10 0 12 0 22 5 440 16 0 461 839 Total 37 0 16 0 53 36 1221 18 0 1275 37 2 84 0 123 43 1705 78 0 1826 3277 Grand Total 70 2 26 0 98 61 2334 29 0 2424 60 5 170 0 235 89 3232 149 0 3470 6227 Apprch% 71.4 2 26.5 0 2.5 96.3 1.2 0 25.5 2.1 72.3 0 2.6 93.1 4.3 0 Total% LI 0 0.4 0 1.6 1 37.5 0.5 0 38.9 I 0.1 2.7 0 3.8 1.4 51.9 2.4 0 55.7 WCR 3.5 Out In 215i Total I Lau' 70 2 —26 0 'iyht Thru Lefft Pads 1 m g w North w' 1—r �z m 2/20/200704:00 PM 2/20/200705:45 PM > ,o PM dLi`J3 n ao N� 41ILD Left That R.ht Pads 70 5 L 12J 235 I 3551 Out In Total WCR A5 Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&3.5_PM5 Site Code : 5 Start Date : 2/20/2007 Page No : 2 WCR 7.5 SH 119 WCR 3.5 SH 119 _ Southbound Westbound Northbound __Eastbound Start Time Right I Thni I Left I Pecs I Ass.noa Right I Hint I Left I Peds I .er Right I Thni I Left I Peds I err ma Right [TRm[LefI Peds lii� 6n.ravel Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak 1 of I Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 3 0 3 0 6 9 303 9 0 321 8 0 29 0 37 7 391 15 0 413 777 05:15 PM 12 0 4 0 16 7 294 4 0 305 9 2 23 0 34 17 432 18 0 467 822 05:30 PM 10 0 4 0 14 8 299 3 0 310 10 0 20 0 30 14 442 29 0 485 839 05:45 PM 12 0 5 0 17 12 325 2 0 339 10 0 12 0 22 5 440 16 U 461 839 Total Volume 37 0 16 0 53 36 1221 IS 0 1275 37 2 84 0 123 43 1705 78 0 1826 3277 %App.Total 69.8 0 30.2 0 2.8 95.8 14 0 30.1 1.6 68.3 0 2.4 93.4 4.3 0 PHF ,771 .000 .800 .000 .779 .750 .939 .500 .000 .940 .925 .250 .724 .000 .831 .632 .964 - .672 .000 .941 .976 WCR 3.5 Out In Total L 1161 4 I I leol I air of 76I 01 Rlpht T Lett Peds Peak Hour Data 2 North m ft— 1-2 f_n Peak Hour Begins at 05:00 PM ro S K y PM — a i, 1 r LR Its RI. I P-ds tili7�fl 0 I 611 P1 I 1841 Out In Total WrR 10 Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&TRIMAC_PM6 Site Code : 6 Start Date : 2/20/2007 Page No : 1 Groups Printed-PM SFl 119 TM-MAC ACCESS SEI 119 Southbound Westbound Northbound _ Eastbound Start Time Rght I Thm I Left I Omed nrr.r,.,,i Rght {flint I LeR I Other I Ae..Mm Rght I Thm I Leal Other I App*w3- Rght I Thrn I Left I Other I 3,-ea mt T„wi] 04:00 PM 0 0 0 0 0 0 264 6 0 270 10 0 0 0 10 2 347 0 0 349 629 04:15 PM 0 0 0 0 0 0 291 4 0 295 6 0 0 0 6 0 379 0 0 379 680 04:30 PM 0 0 0 0 0 0 269 2 0 271 7 0 0 0 7 I 433 0 0 434 712 04:45 PM 0 0 0 0 0 0 328 6 0 334 12 0 0 0 12 0 404 0 0 404 750 Total 0 0 0 0 0 0 1152 18 0 1170 35 0 0 0 35 3 1563 0 0 1566 2771 05:00 PM 0 0 0 0 0 0 305 5 0 310 10 0 0 0 10 0 410 0 0 410 730 05:15 PM 0 0 0 0 0 0 310 6 0 316 14 0 I 0 15 0 446 0 0 446 777 05:30 PM 0 0 0 0 0 0 295 6 0 301 7 0 0 0 7 0 452 0 0 452 760 05:45 PM 0 0 0 0 0 0 329 3 0 332 6 0 0 0 6 0 457 0 0 457 795 Total 0 0 0 0 0 0 1239 20 0 1259 37 0 I 0 38 0 1765 0 0 1765 3062 Grand Total 0 0 0 0 0 0 2391 38 0 2429 72 0 I 0 73 3 3328 0 0 3331 5833 Apprch% 0 0 0 0 0 98.4 1.6 0 98.6 0 1.4 0 0.1 99.9 0 0 Total% 0 0 0 0 0 0 41 0.7 0 41.6 1.2 0 0 0 1.3 0.1 57.1 0 0 57.1 Out In Total I 01 1 Ol 01 e Ol or 9I F41ht Them Left Other f�f' 1 '-f !i—i. 3 North ~2 x m 2/20/2007 04:00 PM S.. — m 2/20/2007 05:45 PM • m n f a •Fam �iL"n_]r] PM s �g Ni ,. Thm R06t 01her 7�]L_LS Out In Total Tm-MAC ACCGSS Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 • 303-502-7343 File Name : 119&TRIMAC_PM6 Site Code : 6 Start Date : 2/20/2007 Page No : 2 SH 119 TR[-MAC ACCESS SH 119 Southbound Westbound Northbound Eastbound Start Time Rght J Thru Left Other m..t Rght Thm Left Other T.,r.r,..l Rght I TThruI Left I OIhcrT l &.r.Lk, Rght I Thou I Left I Other I Au..re, m.morl Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 305 5 0 310 10 0 0 0 10 0 410 0 0 410 730 05:15 PM 0 0 0 0 0 0 310 6 0 316 14 0 I 0 15 0 446 0 0 446 777 05:30 PM 0 0 0 0 0 0 295 6 0 301 7 0 0 0 7 0 452 0 0 452 760 05:45 PM 0 0 0 0 0 _0329 3 0 332 6 0 0 0 6, 0 457 0 0 457 795 Total volume 0 0 0 0 0 0 1239 20 0 1259 37 0 I 0 38 0 1765 0 0 1765 3062 %App.Total 0 0 0 0 0 98.4 1.6 0 97.4 0 2.6 0 0 100 0 0 PHF .000 .000 .000 .000 .000 MOO .941. .833 .000 .948 .661 .000 .250 .000 .633 .000 .966 .000 .000 .966. .963 iSst0 In o1 I Tota01 1 I 01 01 01 of R ht Thm Left Other 4I 1 L, Peak Hour Data 1 2 North — q L-✓1 -22 Peak Hour Begins at 05:00 PM t r 6 + PM 4-1 T r 1 . lllllf� "a 7 fir] I_. 201 8 I 581 Out In Total • • TRl-MAr AOPFSS Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada,CO 80004 303-502-7343 File Name : 119&HOMESTEAD_PM7 Site Code : 7 Start Date : 2/20/2007 Page No : 1 Groups Printed-PM HOMESTEAD PLACE SH 119 SH 119 Southbound Westbound Northbound Eastbound Start Time Rght I Thru I Lef Lothcr Lnrg r.gi .Rght L Thru I LeftlOthcr I y.,..n.I]i Rght I Thru I Left I Other I Ana-rot Rght Thru I Left I other I n,r.',sr: int.Tend 04:00 PM 9 0 6 0 15 7 259 0 0 266 0 0 0 0 0 0 355 14 0 369 650 04:15 PM 6 0 4 0 10 4 287 0 0 291 0 0 0 0 0 0 382 16 0 398 699 04:30 PM 3 0 4 0 7 8 263 0 0 271 0 0 0 0 0 0 435 20 0 455 733 04:45 PM 10 0 2 0 12 10 315 0 0 325 0 0 0 0 0 0 408 17 0 425 762 Total 28 0 16 0 44 29 1124 0 0 1153 0 0 0 0 0 0 1580 67 0 1647 2844 05:00 PM 7 U 4 0 II 9 297 0 0 306 0 0 0 0 0 0 414 13 0 427 744 05:15 PM II 0 7 0 IS 12 301 0 0 313 0 0 0 0 0 0 453 14 0 467 798 05:30 PM 12 0 4 0 16 13 281 0 0 294 0 0 0 0 0 0 451 20 0 471 781 05:45 PM 12 0 5 0 17 12 31100 _-_3230 0 0 0 0 0 459 IS 0 477 817 Total 42 0 20 0 62 46 1190 0 0 1236 0 0 0 0 0 0 1777 65 0 1842 3140 Grand Total 70 0 36 0 106 75 23(4 0 0 2389 0 0 0 0 0 0 3357 132 0 3489 5984 Apprch% 66 0 34 0 1.1 96.9 0 0 0 0 0 0 0 96.2 18 0 Total% 1.2 0 0.6 0 1.8 1.3 38.7 0 0 39.9 0 0 0 0 0 0 56.1 2.2 0 58.3 HOMESTEAD PLACE Out 1 2 In Total 07f I 1061 I 3131 1 701 01 361 Of Rght Thru Le( Other ♦J i North a 'n N i 2/20/2007 09:00 PM 3 w h 2/20/200705:45 PM Q m _ a O A PM O ti I 14 T • -r 1 01 sI 1 01 Out In Total Cutting Edge Traffic Data LLC 12970 W 63rd Circle Unit B Arvada, CO 80004 303-502-7343 File Name : 119&HOMESTEAD_PM7 Site Code : 7 Start Date : 2/20/2007 Page No : 2 HOMESTEAD PLACE SII 119 SH 119 Southbound Westbound Northbound Eastbound Start Time Rght l Thad Left l oihcr l ..m.nal Rght l Thru [Lef f other I a..IotaRht Thm Left Omer A n,.a R ht Thn1 FLet11.0thed Ae,,.rotal mt.Tma i Peak Hour Analysis From 04:00 PM to 05:45 PM-Peak I of Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 7 0 4 0 11 9 297 0 0 306 0 0 0 0 0 0 414 13 0 427 744 05:15 PM II 0 7 0 18 12 301 0 0 313 0 0 0 0 0 0 453 14 0 467 798 05:30 PM 12 0 4 0 16 13 281 0 0 294 0 0 0 0 0 0 451 20 0 471 781 05:45 PM 12 0 5 0 17 12 311 0 0 323 000 0 0 0 459 18 0 477 817 Total Volume 42 0 20 0 62 46 1190 0 0 1236 0 0 0 0 0 0 1777 65 0 1842 3140 %APP.Total 67.7 0 32.3 0 _ 3.7 963 _0 0 0 0 0 0 0 96.5 3.5 0 PHF .875 .000 .714 000 .861 .885 .957 .000 .000 .957 .000 .000 .000 .000 .000 .000 .968 .813 .000 .965 _961 HOMESTEAD PLACE I 111 l62i 1 1731 I 421 • 2t 0 R hl Tire Leg Other 4� L, Peak Hour Data Zd North ti+ — i Peak Hour Begins at 05:00 PM PM oo ti O i 1 r Left Th ther 0 Ol I Ol Out In Total Cutting Edge Traffic Data LLC Page 1 12970 W 63rd Circle Unit B Arvada, CO 80004 Site Code: 1 303-502-7343 Station ID: 1 SH 119 BET MCLANE&GREAT WESTERN DR Latitude: 0'0.000 Undefined Start 20-Feb-0 Time Tue WB 12:00 AM 118 01:00 68 02:00 57 03:00 62 04:00 113 05:00 318 06:00 879 07:00 1082 08:00 1548 09:00 1089 10:00 938 11:00 927 12:00 PM 946 01:00 955 02:00 1019 03:00 1151 04:00 1294 05:00 1380 06:00 1165 07:00 687 08:00 439 09:00 439 10:00 360 11:00 210 Total 17844 AM Peak 07:00 Vol. 1682 PM Peak 17:00 Vol. 1380 ._ Grand 17844 Total ADT Not Calculated yQ � C�WM CCOCOO co n 000n r n O 000100 N.COOMOON 00(O 0OO On a �j 0 0 a CD -[rtrt w c re- w� ~ y 0 CO U)n 0 n CO N CO m n n CO CO CO aa M M 0 Yf yyN 0 0 09) 0.mt0[O O CO CO n 0 COO C0L0O CO tO tOOOO COO O CONO 1- o 0 C7 jiti ~0r t0pN(NOrN OtON 0o ONE N 0Or GI ryt0NrtCOO O 0 C9 Nn .. 100 On' CO) CO ea o W co Z O rn o o o r r o'M M d`0 o d N O N r r N r N r N rn 0 ` d,0 0 n O) m 0 o r o) (.0 o o o o U 2 ON NOV)nr 1010 CAW V IOMEO0�0 N M d CO CO O)nn O CO 0 CO n CO N.A- r NMMMdNdMNNdNrNrr N 0 0 0 0 N o M 0) r r (/)I MO �drnO aro(OOM u)r M d co 02 d NNO d O M N(OO OMNOe TN▪ O a 0 O N e "et yy pp ttpp r r a, Ni rn e r- (ONr.n-r NNO)000O00NeNNtOMONrO 0C(0010 0 0 0 100 O o r d MNNNNNNN NNrrrr 0.1^ ^ d Uj N 0 U? N O N O 00rnr0(- O M O) d 0 N M MN CO Or)ny tOtdONNT nr^ 0 on 0 N Cr) N N O N r r (-NCO O M M N N N N N N N N 1`)N r r r CON r) N N II m d a O d N M a E p p O o0 NO dd rtOntOA. ON 0 1.0 0 m`CO W 0) v0)0 m C0OO)OO0 O On) o th m a N O M r r r r N O n tO () V N N N N M N r r M W n• N R M M CO CD L No- ,... O W Von I. 'O U os F N S0 COe 0 N O a) co a° c," d 0 r (C)in 0 co oar CI (0 U C) N r r N N r r cote or co N rn 10 9 3 m r o O o r AT W o Q n C N 00 Mr Or O O)CMd 0 n 0 n rn 100 CO NO 0 n d M 0) 0 0 n n o C N s M CO OO 00)0 dr Al Mr 0 01 0 0 M La r na R 0 r n r Y O 7 O coo,-r r 0O r co co co n d Nr O OM M O 0) O M 0 nr o 0 co 0 O) e e Md MNr —NN ril r O Co) O O O d 0 CO r N r �MOr00000O e.n0,)rnO000d On00 NOON MOOo to O M O 0 0 a aaaa a In�iva rt. .n- r r 02222 a0No02 O O 0 0 0 0 0 N d r 0 0 d if)OnDIC LC) CO N N0NrrONrOr'nM0000r00MN,NN'N* 0 LO 0 11 0 CO N ooe AI a p 0 O a N N N U (L) Sit 0 ea 03 NNOrOON000O)OO OON OOO OOd rNr O N O O 00 d CO C t ≤NO > d oaaaa $ """¢ O m as d A A v£)o ttoo in I mo "°) 0 0orn d Za3.VI (DOOMOOOOOOrtOOOOOOOOOOONOOOr a? 0 r 0 Al a? N N 0 1- 0 N ii O r CO N O N O O 2 qq `0 c rr NNOOOd Nn C)d N MNN'Mf O MrNM dN NoQ O0 0) O 0 Nee D0 ppp pp 011 •• 00 000 !(0 hNj ZO. O O O O O S O O O O S O a 0 0 0 S 0 0 0 0 0 0 0 to C Q ro>a m j c O '� N a ••Nt7 co coRto Oidr• t+j V toi NW0jO NO-03 N x 0 0 0 00000r 0 0 0 r r N NN N N a a a 0~ )a. N >>?>?>?>? 0 Cutting Edge Traffic Data LLC Page 1 12970 W 63rd Circle Unit B Arvada, CO 80004 Site Code: 1.5 303-502-7343 Station ID: 1.5 SH 119 BET MCLANE ENT&GREAT WESTERN Latitude: 0'0.000 Undefined Start 20-Feb-0 Time Tue EB 12:00 AM 133 01:00 90 90 02:00 79 03:00 74 04:00 117 05:00 340 06:00 743 07:00 1058: 08:00 991 09:00 864 10:00 751 11:00 867 12:00 PM 945 01:00 943 02:00 1011 03:00 1252 04:00 1595 05:00 ...1730`. 06:00 1323 07:00 919 08:00 659 09:00 520 10:00 325 11:00 195 Total 17524 AM Peak 07:00 Vol. 1058 PM Peak 17:00 Vol. 1730 Grand 17524 Total ADT Not Calculated en 0) mlw, C'- N NN lO co 0 0 N-CO W co co co!O co to(O(O 10 fO(O CO(O(O f0 10 CO N Now W O) ` a o o� c a 0w a) Y3 =oZngo) (g(t°022``°83333383(8o3((nr,Mo3(4o(238 co co 0 a o O o MOp)d'n OM V n iO Mr N iO O M O MOO 0ON 0 M 0 0 N �i .OMOInnr V^O A0O0n OMO�N ONNncNOa 0 CV 0 0 0 r N F- J F r n o � n z w J r w CO 0)000 roN 0rr0r r0 V 0MrOrr V'000 re O N 0 O r Le, Z n 0 N O O N JQ 0 O 0 O C) M I- r(0 O M O 0 0 n .N et-' O O N(O n n C. M O)a O N O r O CO e 0 V0 N O e w nn Nn 0 r O r N n m 0 0 1J O) yypp yy CON. (ONLOO(y0 W COO N COO(O N n nN N S.00 Sn10()MrN 0 0 0 r N pp�� r n yy n (O COM a MNNMo CD CO0 e-M NrO COM 00))0)(0r(nOOO 0 00) 0 O 0 a r N N N N N N N N N M N N N N N r y . N 0 M O N• N 0 N u coon 0000(O MOON r(O COOrr 0)O CO(0 r 00(O)1'ID O N. O (O co e J IO(OM rrrM0 <MVDNnOrMNOn MNrLOO)(00 0 (O 0 C0 0 a m VI M N MMMM V N <MNr CO , m ` CD 0 a co 0 cS Y !_ CO c o d 3 C� IONS rr 003 Nr C CO CO n N r O n L01.•O1Mn S LO 0 0 n 0 a NN CO r r rr N MM p)O CO 0)ONO(0(3 V 0)00(0 V CO O (h O CO CO aa r N NM V M r r 0 R N R O O) E P 2 M M ry 0 M N ta UOIN N I . � V ° (0OOOO(0U0rC0NI0MNnr Nr O)0 n e-WNW O r c 0 n 0 0 0 e r, aU)rrr rNUO O)V el V(On N r 1-•CO r80 O N 0 N O O -csr C0 r O'- CO co rr W O Q Ca caa C N ay MMMMM N CO CO 0 r' O r r i0 CO N 0 n M 00 co co CO r 3c 0 V o N r« r r r O N IC Y Z V 00v-el 'N N r M O M 0 N' N 0 O N O M r O N O O M r 0 e 0 M 0 M 0 Ng N Ui (0 o O 2522 2 No oa°2 (r, O rOr rr000000000000000000r Oa., O 0 r O r N *gin_*gin_as a. Nin c`:,.0. o o222 p2� 2 8 oir N.2 0 O N ON CO N coy CO 0rON ID N M 1.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e 0 e 0 O 0 o .. .. .. .. .. .. N.. .. .. .. N N 0 N -8 8 U 2^y c..c c c 0 1D a.(L CD a° a P. $ 8 m ca�� II N N O O O O O O O O O O O O O O O O O O O O O O O O O 0 toN > O oaaaa ycA'�a u$)ooLA) a iti Eeoo�v) LOmm a D0 (-5y co N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e0 e 2 o N C 0 0 O > It O O 002 Ica ag ran oon ornm(o<(oo(nrm m(on(o Meeo 0 n 0 0) mm E N N r r NN NM OH0N V e-v- iO O N O i0 N 7 m a N •O• r V to lV Za 0000000000000.0000000000 (3 c<mja. 5ry-a5Cop er tcO N(+) to co n m gar Ma l!)tC l�m mO (V O2< d>a gJNO :co E N O O O a O O O O O r r N N N N H O a a Ur F N m ~a a a 0 Cutting Edge Traffic Data LLC Page 1 12970 W 63rd Circle Unit B Arvada,CO 80004 Site Code:2 303-502-7343 Station ID: 2 SH 119 BET FAIRVIEW&3.5 Latitude:0'0.000 Undefined Start 20-Feb-0 Time Tue WB 12:00 AM 115 01:00 62 02:00 58 03:00 62 04:00 107 05:00 309 06:00 862 07:00 169;; 08:00 1601 09:00 1233 10:00 917 11:00 889 12:00 PM 889 01:00 941 02:00 982 03:00 1092 04:00 1176 05:00 ".1305? 06:00 1130 07:00 672 08:00 422 09:00 429 10:00 356 11:00 208 Total 17446_. ., AM Peak 07:00 Vol. 1629 PM Peak 17:00 Vol 1305 Grand 17446 Total ADT Not Calculated 1- NNN D .. o r rNO-3OOO 0000 co oa)co CO room a)co N Oh N N -to r-r n n n n tr t`O CO I.I--CO ILL CO CO CO CD 1`0 0 O 01 0 V O 4 0 a CO a c.) o 3 v 0- a c m m W O ap ISO Nttpp fO CCpp NEON N(aNNCC Y)HNN (n (l) 5 00 E '2 to-t0 CD CON CO 2 2 2 2 O O CO CO t0 cO CO I CO t0 2 O Q u_ o a H o W �a O N CO N N`ONO)v-N h CD 0)r NN O I0 ONN0 CO 0 0) 0 0O N ca Er O O O O M a 0000l00NO)2NNNO�CWOM0-4-QM ^O' (NO r0' c0l NI- m m H r r r o r r n r o = J CO CO W 000 r O N 00 r O N N N NCO N O r NM,-t-r OO 0 0 0 O O a rN Lt 0 0 V CO O O 6 6 O • Or-3-3-3 M O)Nr of Nr OD LO I.0 CO r CO O M-3Na0 0 r 0 O N v I---I-- NMd MNrrN, Nrr Cl 0 O -3 0 N tO 0 Cyyy CCpp yy a y cV 0 p� p Cl 00'ODW rN CO N N co 00)el COm m r co 00col-<O co)N NN 0 CO 0 CO N N r r NN p N • O0)hWWy N-3 r I. W 0Nh M 0000)0 OC0O c0 0 r 0 LO 0 e CD CO r r No PL N CCpp CO CD t0 CD CD L-M W CO MO-3-3 0n O O O CD CO NOCOOC)NNNNO+)OINNN Nrrr r W 0 &, M N W N O N U ID ON.-el ODO r OO{p Mitt"CO O CONGO)y pp 0)V O ON 0 CO o 0 CO 0 CO o a OC0MNr NOO MQ Q IL-MCOW 00100 OIL NN COODO O 0 V O O CO co, NO<< cJNNNNNNV OMr r r cOa 0 ' a 0 m m V N 0 N LI la c O Det, Or O CO n 0)00001 W r O V 0MW COO 01 C 00 NO o O O O 0 00 en NON N 0 N CO O CO 00'to O CO N N N Cv)tO COW M AO 0 N 0 0) Cn0 �? e ` O 7,) r NC0 0 N CO W RI 12 O Q N if yy all f' 01 - 10 .4.0 MrO-3MW d-3O N. 10if O N CO CO CON M N IL- NO coCya 0 0 00 0 CO d0' V CI O N ` r O t0 al v 31CD r0 W o a CO I,- O) cr, r O 0 co No o N M W r in MN CNOOON CO. WON-W C0 0 0 0 r CO a? C 04 -3-3 r< Nr r r r r Md O -3 O -3 N r, 0 m U 0000000.rN N.r ONO M pr OD 010r ONr W° 0 N O 0) e M-3 r 0 O O N O O O rro O 0 0 0 0 0 0 0 o V N O N O -3 N• -3 N-3 r-3 O O O O O W 0 0 0 W 2222 2 c2' -to-2 a a a a a 0 r a MM MN o n e) c°0I2222 2 orr�i2 O OU N(O0(WO CO OrI,co 0 0 0 O O O O O O N r r N r 0 0. O r r O r O O O O r o O O O N O . M r N r r O 0 rO a'aaa 2 8aaarn cote a a.a 2 2 E N in in 0000000000. r0rN0000r000Oa? 00 r 0 0 Cl CO e ccoo 2 CO CCOOj Otri o a a a�a a z N^y 55£5 E ` r rt00 0 0) a J 0)DZ O 0 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 r 0 0 0 N 0 0 0 0 0 0 r 0 N -3 °r 2 1E N 0C '-Cl 0 0 O• A 00 0 >> co `00 CDCO `E c r Nr OOr ON N 101(1-3 N r M p N co M d Q.G ONG Na 0 CO 0 V N ° E NM •O r• 0 C') Zd 0000000000004 o 909099$o90t9 Ohm o2 moci c a � O O�N co to o N`ea Ci C ' co V CO CO C:Coot O�cc..l,6 a 8 a co>aN> 2a8 0 mEt-180080000o— r N N N N N a R R (7 F co a. u) 0 Cutting Edge Traffic Data LLC Page 1 12970 W 63rd Circle Unit B Arvada, CO 80004 Site Code: 2.5 303-502-7343 Station ID: 2.5 SH 119 BET FAIRVIEW&CR 3.5 Latitude: 0'0.000 Undefined Start 20-Feb-0 Time Tue EB 12:00 AM 134 01:00 94 02:00 84 03:00 73 04:00 118 05:00 362 06:00 742 07:00 1050:! 08:00 971 09:00 848 10:00 757 11:00 891 12:00 PM 956 01:00 937 02:00 1001 03:00 1273 04:00 1584 05:00 1804 06:00 1371 07:00 917 08:00 674 09:00 535 10:00 339 11:00 201 Total 17725 AM Peak 07:00 Vol. 1059 PM Peak 17:00 Vol. 1804 Grand 17725 � . Total ADT Not Calculated N LJ D L N O M M n M M M M N O O r O O N O r O o M N r O 0I (N N M tat W §Co CO o o CO CO CO co co 010 CO GO C0 to CO CO m(D CO(O(D(0 00 0 Q voU� a a c o cv 7 E0 0 0 0 o o o co O o m m o rn co ol0 r CO CO CO a O)O O (O 00 00moo(Ot0*0 CD CO*0 LI IO N N N N N N N L)L)CO ID N V) N M W o o u cc O a 0 oyyM W NNO nr r t0 S r M aayy 1�LI10 W rLI 0 0) 0 0 0 LL y �maa, rto LIhna NO)L)noN-W Oh r r M MON 0 L) 0 a N F p 0r r 01 SOO)con CO)0)ONLDGOMO)CONON tN R O 0 I� W J F n a 03 0) J (003000000e-0000000000r000000N0 00 r 00 r CO O 2 r0 O CO O O 03 C.-• 1--000000rN00r r0N000rNOO0C Ore 0 0 0 N 0 N r e r 0 O 0 O CO o O r O N N co Met1AA AT SIN.. r S.CONN O'SOLI LI O N 0 0 .LI- 0 0 N 0) d? co c0pp y o IL: O 0 CD orsr Ar- L-Nnn CO NN(OLIN V LO N CO At 01 J CO rrM V^LI 0 r 0 0) m a A- W O r to j co O CO S O M P.-N LI LOA 0)AI W n 0)O)r V)co r N r co N S M 0 V) 0 co CO e N CO'(*INN'C O L)CO )A r r L)At0 L)M O N.r M(0 O)L)(0 co O W 0 0 (0 co J MMNNNNNMMNtNNNr NO ^ M ! ' N O A CO N O N M W CO p O NOM iDNMNNrco(co'r N 003 101co MM V a co M LO)C0 S. V CD 0)� ^O' co N- O) O O o r (D tD 0) ` � M O M RI A tn es VON y • CO L) M �cr, OLO)Nr00)I-C))i0Ol 0100001 V N 10D N M CCD M CD CO 01 00 Lt At rW N M pm O 0) 9 M O M 'p o N CO r N lt) 9 3 2 M W o ' r I.-- O1a) M0N.0(O tD n NANO,-0)CO r r M 01000p3�Nr M rr 0 CO 0 0) e C N �LI r 01 , -0 L)CO N r rNr N O N O N N jn r N (O N Y 7 U N• OLIroLI rrarrr LINrr LIN00 LIL)rONrL CAl O• 0 eto 0 1(( o O Q t- O =Sri x Mo LIo x r Ifl 0000000 r 0 MNNLIM N N r 01 At M N r Or O 0 O 0) N MM inon Q a ") 0a aaa a CO2 on MN2t0) ° rt0(Odd r O M O Oa At 01 p N N N C,)• C".-OOr O 00 r M 0'A01 S M'CO CO N N0 O O O CO o O 9 0 N- 0 CDN Se M M Or N A- CD m 0 01 O 0 N=_3 • 0000000000r 0 0 0 0 0 0 o or ,- ,-or N M N O O O r O O O N o O r O N 0 0 0 0 to a r U 61 N N r ' C C r0 0 N oaaaa N � CNNQ L L L L a n N N V)oNCO = jdvdd 83 r NcoO) a Za9UN co N 0 0 0 0 0 O 0 0 0 0 0 0 o N r r O 0 0 0 0 O 0 O LI O 0 0 N LI o 2 N N 0 M 0 1 O O 01 O O M in' n NN 0 CO 0 N N E • r 0 4 tO 'N LIMLIt-OrO) 0)LILINr ON 0 CO 9 CM O N D N r(0 o r r A- • Z. za 0000000000000a000000000000 cQ'00mM Cro 0 ta r ENO 0 O O 0 0 0 O O r r N...........co n co F d a> a i- 12 y l= m NF'0 a a 0 W Cutting Edge Traffic Data LLC Page 1 12970 W 63rd Circle Unit B Arvada, CO 80004 Site Code:3 303-502-7343 Station ID:3 SH 119 BET CR 3.5&TRI-MAC ENTRANCE Latitude:0'0.000 Undefined Start 20-Feb-0 Time Tue _ EB 12:00 AM 127 01:00 86 02:00 72 03:00 72 04:00 117 05:00 365 06:00 685 07:00 1057 08:00 904 09:00 816 10:00 765 11:00 807 12:00 PM 886 01:00 870 02:00 991 03:00 1156 04:00 1481 05:00 1730 06:00 1413 07:00 835 08:00 612 09:00 485 10:00 304 11:00 187 Total 16823 AM Peak 07:00 Vol. 1057 PM Peak 17:00 Vol. 1730 Grand 16823 Total ADT Not Calculated MMLLI E a y O ONO"VO N O O N Or Or N O)0 0 0 M NN N d Q z C 41 c n n r n n n n r r n r n n r r n CO r n n r n r CI' 0 CO It 9 0- 0 c 03 in O,'Lc' Nn Cc ca NI CD O 00 O 03 N OCOCOO CCOOCOOO 03 OCNOOO CCOOCOO CD CO 03 CDr 00< o a b r'IS P. Nfonn ON r 1OON<O 7,OM NNN yyn o n o • d NWrnrcO tON OrCOOtOr NMr MrapO O Y) O n I- D or r no coOOU n co m m op r a'V OD V Mr ^ Or N N ab ~ r r 0 N ra- c+j J ^�MNr�Oy CDrCON^G1 thNNn r N N M VNN No O 0 O Ca r N LAI () O r c° N ,- I- LEI r. CO CO LO MO M N OO CDY)Op N N rUOCOD)r O Mnyyn r OM O CO o M u r.nrrr N M CO cD n c0 N M Or a N M O fo NONNr PP O co O N O O N c, .- N I wool CO COON M 0 Of p N COr Mn CO 03 0)0 0 0 0) 0 (0 0 e 0ON ON r N.1 O)Of N LID Nr aUO 0 Co 0 VI c)t)CO NN r 0 CO 0 O) r N r NN r 0 m N r M eG Nnr t0 co 0)COOOr MrNONNMCOOr rNONNNO 0 0 r a- o COCONNrr n^O OO coOr to cm cO M to gO N TO) 0)N O O a 0) N N r N r N N CV 1-N MO1 N r r . O N R co M co N V oOOO N W N M M LO CO M CO D)c0 CO MO M Nt0 CO a)NY)N0a° 8 01 00 M a J NCONr Mr 03 01 cO O M M Mr CO N N NN CO CO CON M O M 0) a N m Cl Ca A m r 01 c Y = S.a D �o CO CO CO n M co N M O i0 co M 00 O N CO Ml 0 ONi N 0)M NN O O 0 O N U WOM NiO COONNnaONN0O),-Nr N� co N ` 0l rm 0) co or A V Q N ttpp pp y t� r • MUla O N m r to M O M NCA OrmroCON N 3 O III N 4ON Or O° S C') O O Y a VV in 0 r r M co O O r- N O oo W 0 Z I-- < _ Of 0) NNrLO0rO'Ill nn O)MNtorrtoMNOrorCOaODNaE O N 0 CO N a° C N 00 NC`)^I�NCO O N.Or r N N.MID r N O r 0 N- Of O • r r c0 p N. r co Y V COOTONrr CD CO MON O 0)0)O r O WCOOCOr N r CO a? 0 0 0 CO ,0 co O d r N N N r r r r V V .-N e- r M O O O O et Cl O n r 0 r rio O 0000 N M 0 M N I,.CO 0)03 NOLa 0Nr000O r Oe 0 0) O M O a?aaaa a OO�D UMiMa MM MN O O r 00 N�� M f2r'3Nn a r OCOOWN Orton O co co r N CO NOON 0000000001-00000 rOnrrOOCAQ 0 0 r N O r co e, DI r O r Cn O N 0) 0 N 8 C8_= m a 0) CO N a a Cr) • u)000000000000000000000oo0oa; o ae G 0 rn as 222 c c ) N N O O N m N N C) �N CN > o oO.O.O.O. t0 m c A a --- N 0 N IL) =6 It E2005 ?-3. Timm a Za?3orn CO o 0 0 0 0 0 0 0 0 0 0 o O o o O o 0 0 o O o 0 0 0 o a? 0 0 0 » • N O O co O O r o O 2 a WC r 000MO00,tM N MMN(00)r000o� M0)nrrr nay 0 Cl) 0 O n z E ` Nrr co NNM OMr NO O M O Y) O O n0 N r ro N Z p p p p p •• y OONOo)�00)O'OSSOSSO�COOyOSOOSSSSO o.�. C NO� NO�� ay w>a > o CO N F a 0 0 0 0 0 0 0 0 r N r r r to r r r r N N N N f a a a 0~ e co W o Cutting Edge Traffic Data LLC Page 1 12970 W 63rd Circle Unit B Arvada,CO 80004 Site Code:3.5 303-502-7343 Station ID: 3.5 SH 119 BET CR 3.5&TRI-MAC ENTRANCE Latitude: 0'0.000 Undefined Start 20-Feb-0 Time Tue WB 12:00 AM 111 01:00 67 02:00 53 03:00 63 04:00 114 05:00 314 06:00 876 07:00 1559 08:00 1469 09:00 1160 10:00 999 11:00 872 12:00 PM 880 01:00 917 02:00 916 03:00 1041 04:00 1127 05:00 1223 06:00 1048 07:00 666 08:00 412 09:00 406 10:00 351 11:00 206 Total 16850 _. AM Peak 07:00 Vol. 1559 PM Peak 17:00 Vol. _ 1223 Grand 16850 Total ADT Not Calculated r inUIII aL (0010 N No o)o)or ciao)co bmmNMeNO NNN 4) (M <MU dN c b b Ng to N N N(0 b b 00 b 0 t00 b to 000(0 0 CD •C0 b At � Z we C0 0.1 CD U oI"- D _ Z NNNWdaNNNN N N cy d Op CO N CO a M M N rd ,�d„ NW ONO N N N N N N 0 N N(0 O to b(0 8 co co in in(0N co N co (D 03 C..) 8 c CD o a b eNaCI b o a 0 r (0 I— 'n 5.-(01.0 O r r N in co O a r-b r r d N r 0 co r co in o co o to o co 06 FrrMb in ,t o)b(0a a 0 rr Oda MN m c 0 r NO3 r to M J Et Nmor0rONNrNOoN0 rr Nr0Nr rotorN° 0 N 0 N N ° S. 04 8 U °) NCI in o 0 I-- a] m OO nnorMMrtONNO)N(O,100SOaNM(0ONMN(� 8 N 8 A 01 O VV o 2 N y DC ry C0 r r Is ra O N NN ON 0 A DI O N d N o)DI D. r N° 0 CON 0 N N ° O COO. W 0 r r M CO r0 NC CO 03 DI N 0 CO a N IONS-N COOS b 0 N N N d b a N 0 a 0 N N o ON.-D-N N CO N M M Nr r03 NNra NOD N NN V NO° 0 N 0 CO a a c0 b 0 r M 03 r J (0p NNrr 0(0O r r N0 M N M N N a CO CO rMMM de 0 M o a d o b N N r r r M tO DI CO d b M M DI CO N b d at b NN Dr ON •O• N 0 MO N J o) N N 0 r r N N-: A Y ' R C C1 D LONNN(0NMN�y ...OrN NOD r r M a M brr NN(04 0 N 0 b CO o N CO CO hNNr NN(0r 0)c0 NOD Oar bODb W(CIS CO NM�N N O 0) N N o t. U0 'Cr r0) 0 r r a R UON V N P U o b COCON O N N DINOO N N ba CO a(NU-NOS DI d CO*B 0 N O N b a? • CO N d 0r N r NOD � N N b N N O d d N. (0 N N N r D- 0 b 0 b N O e 3 ° �is CO W o Q Lt a C N DI DI'NNNrd a D.- N N a CO Of CO N.MSS N Is CO CO N N M NN° 0 00)) O w N Nvt r O r N Is Y U V COO.* COCO 0 4 0 0 (0 o CO DI r M CO N r[O N b NN CO 00'N M M M Nq O N- O ^ N M N CO r r N • NO N r Or N ar Nr a r CO 0 0 N 0M NM rN Nr 0 0 N e=___ I L- LD) 0) M M N d d N N La N M CO N M a N N r r r O N 0 N O g 2 2 2 g Va)N to N O. N r N CO Ca NN�00 N N M da b 0 in NOOr0000 of NrOMrOMNNO MNdMO 0 N 0 M 0 e N CO d•N M CO Mr MM N N rNN N° 0 d0 N N N O N co r N a o N N N U N U) _ c'c'cNE No m (mlaaO • N OOOOOOrb Nrb'N aMybM bNr Nn0 513.6.2 O b O M (O NNU � to , _0_CL c) NN rM r Mt")d rN DI O M O r Nd Nadda 8 C CNNQ L- 0 N 2 N ^ ^ U O)o IOL()) a E L' v SO r Nba a zaa 0 zco 00000000 ON MN N b 0NMN N MN r 0000(0°° 0 N 0 M (0 -Itr2 LE • N N r r N N M CO M N 0 N 0 (0 N N S O C N N R O N 0 oog p m C r`ON rr N O O`COO NomN 0)O Is DI rr Head r in co co r rd CD ID O O O N a Jo) ro 0 0 Z 0 000000000000000000000000000000 0 O5 C•� (000. 01 CC5 � N a t�N 0 $a O> d> L N EN0000000000 N<IVNu)^mm NNNNrd a a (�~ m R 3OIi=0 r a a in Appendix B Level of Service Analysis Worksheets Short Elliott Hendrickson Inc. State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont,Colorado June 8,2007 Existing Conditions 1 : SH 119 & WCR 1 AM Peak Period 4/12/2007 s) er I ,— 4\ tt ' 1 ' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) fit r li tat r '1 I 'I t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0. 85 1 .00 1 .00 0.85 1 .00 0.95 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1778 1770 1863 1583 Flt Permitted 0.07 1 .00 1 .00 0.29 1 .00 1 .00 0.62 1 .00 0.28 1 .00 1 .00 Satd. Flow (perm) 135 3539 1583 535 3539 1583 1148 1778 523 1863 1583 Volume (vph) 50 750 70 70 1530 300 90 115 50 330 210 340 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 54 815 76 76 1663 326 98 125 54 359 228 370 RTOR Reduction (vph) 0 0 35 0 0 134 0 15 0 0 0 0 Lane Group Flow (vph; 54 815 41 76 1663 192 98 164 0 359 228 370 Turn Type pm+pt Perm pm+pt Perm Perm pm+pt Free Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 2 6 6 8 4 Free Actuated Green , G (s) 57.0 52.3 52.3 56.8 53.7 53.7 13.3 13.3 31 .3 31 .3 101 .7 Effective Green, g (s) 60.0 55.3 55.3 56.8 53.7 53.7 13.3 13.3 31 .3 31 . 3 101 .7 Actuated g/C Ratio 0.59 0.54 0.54 0.56 0. 53 0.53 0. 13 0. 13 0. 31 0.31 1 .00 Clearance Time (s) 4.0 7.0 7.0 4.0 4.0 4.0 4.0 4.0 6.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 155 1924 861 336 1869 836 150 233 333 573 1583 v/s Ratio Prot 0.02 0.23 0.01 c0.47 0. 10 c0. 15 0. 12 v/s Ratio Perm 0. 19 0.05 0. 12 0.21 0.09 c0. 18 0.23 v/c Ratio 0.35 0.42 0.05 0.23 0.89 0.23 0.65 0.70 1 .08 0.40 0.23 Uniform Delay, dl 18.8 13.8 10.9 10.8 21 .4 12.9 42.0 42.3 32. 1 27.8 0.0 Progression Factor 1 .00 1 .00 1 . 00 1 .00 1 .00 1 .00 1 .00 1 . 00 1 .00 1 .00 1 .00 Incremental Delay, d2 1 .4 0.7 0. 1 0.3 6.8 0.6 9. 8 9. 3 71 .7 0. 5 0. 3 Delay (s) 20.2 14.4 11 .0 11 . 1 28.2 13.5 51 .8 51 .6 103.8 28.2 0.3 Level of Service CBBBCBDD F C A Approach Delay (s) 14.5 25.3 51 .7 45.8 Approach LOS B C D D Intersection Summary HCM Average Control Delay 29.2 HCM Level of Service C HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 101 .7 Sum of lost time (s) 8.0 Intersection Capacity Utilization 95.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 3 : SH 119 & McLaine Access AM Peak Period 4/12/2007 eik —* i '— 4\ t /* If I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1 tt r. Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 1093 0 0 1863 3 0 0 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) 0 1188 0 0 2025 3 0 0 0 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 2028 1188 2201 3216 594 2619 3213 1012 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2028 1188 2201 3216 594 2619 3213 1012 tC, single (s) 4. 1 4. 1 7.5 6.5 6.9 7.5 6.5 6.9 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 % 100 100 100 100 100 100 100 100 cM capacity (veh/h) 276 583 25 10 448 12 10 237 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 594 594 1012 1012 3 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 3 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.35 0.35 0.60 0.60 0.00 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 4: SH 119 & Great Western Drive AM Peak Period 4/12/2007 f —0 -N* C 4— aks- 4\ t t \* IL I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r '1 'H r 4 r 41+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 2 1088 1 0 1899 0 0 0 1 3 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) 2 1183 1 0 2064 0 0 0 1 3 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 2064 1184 2219 3251 591 2661 3252 1032 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2064 1184 2219 3251 591 2661 3252 1032 tC, single (s) 4. 1 4. 1 7.5 6.5 6.9 7.5 6.5 6.9 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 % 99 100 100 100 100 70 100 100 cM capacity (veh/h) 267 586 24 9 450 11 9 230 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 NB 2 SB 1 Volume Total 2 591 591 1 0 1032 1032 0 0 1 3 Volume Left 2 0 0 0 0 0 0 0 0 0 3 Volume Right 0 0 0 1 0 0 0 0 0 1 0 cSH 267 1700 1700 1700 1700 1700 1700 1700 1700 450 11 Volume to Capacity 0.01 0.35 0.35 0.00 0.00 0.61 0.61 0.00 0.00 0.00 0. 30 Queue Length 95th (ft) 1 0 0 0 0 0 0 0 0 0 18 Control Delay (s) 18.6 0.0 0.0 0.0 0.0 0.0 0. 0 0.0 0.0 13.0 444.6 Lane LOS C A B F Approach Delay (s) 0.0 0.0 13. 0 444.6 Approach LOS B F Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 5: SH 119 & Private Home AM Peak Period 4/12/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations II ft ft+ Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 1096 1899 2 0 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0. 92 Hourly flow rate (vph) 0 1191 2064 2 0 1 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 2066 2661 1033 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2066 2661 1033 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 266 18 229 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 0 596 596 1376 690 1 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 2 1 cSH 1700 1700 1700 1700 1700 229 Volume to Capacity 0.00 0.35 0.35 0.81 0.41 0.00 Queue Length 95th (ft) 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 20.8 Lane LOS C Approach Delay (s) 0.0 0.0 20.8 Approach LOS C Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 6: SH 119 & Sandstone AM Peak Period 4/12/2007 f --0' c 4— ak's 44\ t i* \* d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r II 4414 r ) t r 4' r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 10 1080 2 2 1890 11 2 0 3 4 0 7 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 1174 2 2 2054 12 2 0 3 4 0 8 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 2066 1176 2235 3266 587 2671 3257 1027 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2066 1176 2235 3266 587 2671 3257 1027 tC, single (s) 4. 1 4. 1 7.5 6.5 6.9 7.5 6.5 6.9 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 % 96 100 90 100 99 58 100 97 cM capacity (veh/h) 266 590 22 8 453 10 9 232 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 NB 2 NB 3 SB 1 Volume Total 11 587 587 2 2 1027 1027 12 2 0 3 4 Volume Left 11 0 0 0 2 0 0 0 2 0 0 4 Volume Right 0 0 0 2 0 0 0 12 0 0 3 0 cSH 266 1700 1700 1700 590 1700 1700 1700 22 1700 453 10 Volume to Capacity 0.04 0.35 0.35 0.00 0.00 0.60 0.60 0.01 0. 10 0.01 0.01 0.42 Queue Length 95th (ft) 3 0 0 0 0 0 0 0 7 0 1 24 Control Delay (s) 19. 1 0.0 0.0 0.0 11 . 1 0.0 0.0 0.0 187.5 0.0 13.0 513.7 Lane LOS C B F A B F Approach Delay (s) 0.2 0.0 82.8 200.2 Approach LOS F F Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 7 : SH 119 & WCR 3.5 AM Peak Period 4/12/2007 -I --, f 4- k 4\ t , \* 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 tt r ) tt ri 'I t r 4 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4. 0 4. 0 4.0 4.0 4.0 4. 0 4.0 4. 0 Lane Util. Factor 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.96 1 .00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1787 1583 Flt Permitted 0.09 1 .00 1 .00 0.22 1 .00 1 .00 0.74 1 .00 1 .00 0.77 1 .00 Satd. Flow (perm) 167 3539 1583 405 3539 1583 1370 1863 1583 1434 1583 Volume (vph) 20 1000 61 9 1832 20 40 1 4 26 5 110 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 22 1087 66 10 1991 22 43 1 4 28 5 120 RTOR Reduction (vph) 0 0 23 0 0 4 0 0 3 0 0 103 Lane Group Flow (vph) 22 1087 43 10 1991 18 43 1 1 0 33 17 Turn Type pm+pt Perm pm+pt Perm Perm Perm Perm Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 2 6 6 8 8 4 4 Actuated Green, G (s) 42.9 41 .6 41 .6 42.7 41 .5 41 .5 8. 1 8. 1 8. 1 8. 1 8. 1 Effective Green, g (s) 47.9 44.6 44.6 47.7 44.5 44. 5 10. 1 10. 1 10. 1 10. 1 10. 1 Actuated g/C Ratio 0.69 0.64 0.64 0.68 0.64 0.64 0. 14 0. 14 0. 14 0. 14 0. 14 Clearance Time (s) 6.0 7.0 7.0 6.0 7.0 7.0 6.0 6.0 6.0 6. 0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3. 0 3.0 3.0 3.0 3. 0 3.0 Lane Grp Cap (vph) 190 2258 1010 339 2253 1008 198 269 229 207 229 v/s Ratio Prot c0.01 0.31 0.00 c0.56 0.00 v/s Ratio Perm 0.07 0.04 0.02 0.01 0.03 0.00 0.02 0.08 v/c Ratio 0. 12 0.48 0.04 0.03 0.88 0.02 0.22 0.00 0.00 0. 16 0.08 Uniform Delay, dl 10.9 6.6 4.7 4.0 10.6 4.7 26.4 25.6 25.6 26.2 25.9 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 0.3 0.7 0. 1 0.0 5.5 0.0 0.6 0. 0 0. 0 0.4 0. 1 Delay (s) 11 .2 7.3 4.8 4. 0 16.0 4.7 27.0 25.6 25.6 26.5 26.0 Level of Service B A A A B A CCC C C Approach Delay (s) 7.3 15.9 26.8 26. 1 Approach LOS A B C C Intersection Summary HCM Average Control Delay 13.5 HCM Level of Service B HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 69.9 Sum of lost time (s) 12.0 Intersection Capacity Utilization 71 .6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 8 : SH 119 & AM Peak Period 4/12/2007 k. `► .rl Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 0 0 0 0 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 am 0 0 0 vC 1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3. 3 p0 queue free % 100 100 100 cM capacity (veh/h) 1622 1023 1084 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 0 0 0 0 0 0 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 9: SH 119 & WCR 5 AM Peak Period 4/12/2007 Movement EBT EBR WBL WBT NBL NB L. _ — Lane Configurations 'H' r Ili ft ' Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1010 1 47 1835 1 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0. 92 Hourly flow rate (vph) 1098 1 51 1995 1 33 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 1099 2197 549 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1099 2197 549 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 92 97 93 cM capacity (veh/h) 631 35 480 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 549 549 1 51 997 997 1 33 Volume Left 0 0 0 51 0 0 1 0 Volume Right 0 0 1 0 0 0 0 33 cSH 1700 1700 1700 631 1700 1700 35 480 Volume to Capacity 0.32 0. 32 0.00 0.08 0.59 0. 59 0.03 0.07 Queue Length 95th (ft) 0 0 0 7 0 0 2 5 Control Delay (s) 0.0 0.0 0.0 11 .2 0.0 0.0 110.6 13. 1 Lane LOS B F B Approach Delay (s) 0.0 0.3 16.2 Approach LOS C Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 10: SH 119 & Homestead Place (WCR 5. 5) AM Peak Period 4/12/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +1' +1' r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 15 1015 1787 12 40 77 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 16 1103 1942 13 43 84 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 1955 2527 971 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1955 2527 971 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3. 3 p0 queue free % 94 0 67 cM capacity (veh/h) 295 21 252 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 16 552 552 971 971 13 43 84 Volume Left 16 0 0 0 0 0 43 0 Volume Right 0 0 0 0 0 13 0 84 cSH 295 1700 1700 1700 1700 1700 21 252 Volume to Capacity 0.06 0.32 0.32 0.57 0.57 0.01 2.03 0.33 Queue Length 95th (ft) 4 0 0 0 0 0 141 35 Control Delay (s) 17.9 0.0 0.0 0.0 0.0 0. 0 858.6 26.2 Lane LOS C F D Approach Delay (s) 0.3 0.0 310.8 Approach LOS F Intersection Summary Average Delay 12.4 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 1 : SH 119 & WCR 1 PM Peak Period 4/12/2007 .1 -► C 4— k- 4\ t , ' 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r ) tt r ' 1 T ) t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 0.96 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1797 1770 1863 1583 Flt Permitted 0. 15 1 .00 1 .00 0.09 1 .00 1 .00 0.67 1 .00 0.20 1 .00 1 .00 Satd. Flow (perm) 270 3539 1583 162 3539 1583 1255 1797 373 1863 1583 Volume (vph) 225 1450 80 25 990 465 70 195 60 270 120 123 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 245 1576 87 27 1076 505 76 212 65 293 130 134 RTOR Reduction (vph) 0 0 36 0 0 201 0 10 0 0 0 0 Lane Group Flow (vph) 245 1576 51 27 1076 304 76 267 0 293 130 134 Turn Type pm+pt Perm pm+pt Perm Perm pm+pt Free Protected Phases 5 2 1 6 8 7 4 Permitted Phases 2 2 6 6 8 4 Free Actuated Green, G (s) 66.6 59.0 59.0 55.2 51 .6 51 .6 16.0 16.0 29.0 29.0 106.6 Effective Green, g (s) 69.6 62.0 62.0 55.2 51 .6 51 .6 16.0 16.0 29.0 29.0 106.6 Actuated g/C Ratio 0.65 0.58 0.58 0.52 0.48 0.48 0. 15 0. 15 0.27 0.27 1 .00 Clearance Time (s) 4.0 7.0 7.0 4.0 4.0 4.0 4. 0 4.0 6.0 4.0 Vehicle Extension (s; 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 373 2058 921 138 1713 766 188 270 219 507 1583 v/s Ratio Prot c0.09 c0.45 0.01 0.30 0. 15 c0. 11 0.07 v/s Ratio Perm 0.34 0.05 0.09 0.32 0.06 c0.25 0.08 v/c Ratio 0.66 0.77 0.05 0.20 0.63 0.40 0.40 0.99 1 .34 0.26 0.08 Uniform Delay, dl 13.4 16.8 9.6 15.5 20.4 17.6 41 .0 45.2 36.0 30.4 0.0 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 4. 1 2.8 0. 1 0.7 1 .8 1 . 5 1 .4 51 .0 179.6 0. 3 0. 1 Delay (s) 17.5 19.6 9.8 16.2 22. 1 19. 1 42.4 96.2 215.6 30.6 0. 1 Level of Service BB A BCBD F F C A Approach Delay (s) 18.9 21 . 1 84.6 120.6 Approach LOS B C F F Intersection Summary HCM Average Control Delay 37.7 HCM Level of Service D HCM Volume to Capacity ratio 0.93 Actuated Cycle Length (s) 106.6 Sum of lost time (s) 12.0 Intersection Capacity Utilization 103.0% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 3 : SH 119 & McLaine Access PM Peak Period 4/12/2007 if —* fa '~ &" ttt1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t4 tt r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 1769 0 0 1456 3 0 0 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) 0 1923 0 0 1583 3 0 0 0 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 1586 1923 2714 3509 961 2544 3505 791 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1586 1923 2714 3509 961 2544 3505 791 tC, single (s) 4. 1 4. 1 7.5 6.5 6.9 7.5 6.5 6.9 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 °/0 100 100 100 100 100 100 100 100 cM capacity (veh/h) 410 303 10 6 256 13 6 332 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 961 961 791 791 3 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 3 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0. 57 0. 57 0.47 0.47 0.00 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 52.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 4 : SH 119 & Great Western Drive PM Peak Period 4/12/2007 J -} I 4- 4 4\ tp \ * iv 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 '9 r ) tt r 4 r 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 12 1765 12 2 1460 1 3 0 3 3 0 1 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 1918 13 2 1587 1 3 0 3 3 0 1 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 1588 1932 2743 3537 959 2580 3549 793 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1588 1932 2743 3537 959 2580 3549 793 tC, single (s) 4. 1 4. 1 7.5 6. 5 6.9 7.5 6.5 6.9 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 % 97 99 64 100 99 73 100 100 cM capacity (veh/h) 409 301 9 6 257 12 6 331 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 NB 2 SB 1 Volume Total 13 959 959 13 2 793 793 1 3 3 4 Volume Left 13 0 0 0 2 0 0 0 3 0 3 Volume Right 0 0 0 13 0 0 0 1 0 3 1 cSH 409 1700 1700 1700 301 1700 1700 1700 9 257 16 Volume to Capacity 0.03 0.56 0.56 0.01 0.01 0.47 0.47 0.00 0.36 0.01 0.27 Queue Length 95th (ft) 2 0 0 0 1 0 0 0 20 1 19 Control Delay (s) 14. 1 0.0 0.0 0.0 17.0 0.0 0.0 0.0 547. 1 19.2 300.8 Lane LOS B C F C F Approach Delay (s) 0. 1 0.0 283. 1 300.8 Approach LOS F F Intersection Summary Average Delay 1 .0 Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 5: SH 119 & Private Home PM Peak Period 4/12/2007 f -4- k. \* d Movement EBL EBT WBT WBR SBL SBR Lane Configurations '1 14 +14 r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 1783 1462 1 0 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1938 1589 1 0 2 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 1590 2559 795 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1590 2559 795 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 99 cM capacity (veh/h) 409 22 330 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 SB 1 Volume Total 0 969 969 1059 531 2 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 1 2 cSH 1700 1700 1700 1700 1700 330 Volume to Capacity 0.00 0.57 0. 57 0.62 0. 31 0.01 Queue Length 95th (ft) 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 16.0 Lane LOS C Approach Delay (s) 0.0 0.0 16.0 Approach LOS C Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 6: SH 119 & Sandstone PM Peak Period 4/12/2007 sfr 44— k" 4\ t tfr \*% 4! 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tit r 'fi` r 4 r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 1808 9 4 1462 1 13 0 6 14 0 13 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 1965 10 4 1589 1 14 0 7 15 0 14 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 1590 1975 2783 3564 983 2587 3573 795 vC 1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1590 1975 2783 3564 983 2587 3573 795 tC, single (s) 4. 1 4. 1 7.5 6.5 6.9 7.5 6.5 6.9 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 0 100 97 0 100 96 cM capacity (veh/h) 409 289 8 6 248 12 5 331 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 NB 2 NB 3 SB 1 Volume Total 0 983 983 10 4 795 795 1 14 0 7 15 Volume Left 0 0 0 0 4 0 0 0 14 0 0 15 Volume Right 0 0 0 10 0 0 0 1 0 0 7 0 cSH 1700 1700 1700 1700 289 1700 1700 1700 8 1700 248 12 Volume to Capacity 0.00 0. 58 0.58 0.01 0.02 0.47 0.47 0.00 1 .70 0. 01 0.03 1 .27 Queue Length 95th (ft) 0 0 0 0 1 0 0 0 67 0 2 65 Control Delay (s) 0.0 0.0 0.0 0.0 17.6 0.0 0.0 0.0 1194.9 0.0 19.9 783.5 Lane LOS C F AC F Approach Delay (s) 0.0 0.0 823.8 414. 1 Approach LOS F F Intersection Summary Average Delay 8. 1 Intersection Capacity Utilization 66.6% ICU Level of Service C - Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 7: SH 119 & WCR 3. 5 PM Peak Period 4/12/2007 --14 —0. s's. C 4— 4N- 4\ t fi \*? 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations II tt r "1 1ft r '1 t r 4 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4.0 4.0 4. 0 4.0 4.0 4. 0 4. 0 4. 0 4.0 Lane Util. Factor 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 0.85 Fit Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1583 Fit Permitted 0. 11 1 .00 1 .00 0.07 1 .00 1 .00 0.75 1 .00 1 .00 0.76 1 .00 Satd. Flow (perm) 202 3539 1583 139 3539 1583 1390 1863 1583 1409 1583 Volume (vph) 78 1705 43 18 1325 36 84 2 37 16 0 37 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 85 1853 47 20 1440 39 91 2 40 17 0 40 RTOR Reduction (vph) 0 0 9 0 0 11 0 0 34 0 0 34 Lane Group Flow (vph) 85 1853 38 20 1440 28 91 2 6 0 17 6 Turn Type pm+pt Perm pm+pt Perm Perm Perm Perm Perm Protected Phases 5 2 1 6 8 4 Permitted Phases 2 2 6 6 8 8 4 4 Actuated Green, G (s) 62.4 55.8 55.8 51 .8 50.5 50.5 9.9 9.9 9.9 9.9 9.9 Effective Green, g (s) 66. 1 58.8 58.8 56.8 53.5 53.5 11 .9 11 .9 11 .9 11 .9 11 .9 Actuated g/C Ratio 0.77 0.68 0.68 0.66 0.62 0.62 0. 14 0. 14 0. 14 0. 14 0. 14 Clearance Time (s) 6.0 7.0 7.0 6.0 7. 0 7.0 6. 0 6. 0 6. 0 6. 0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 312 2420 1082 154 2202 985 192 258 219 195 219 v/s Ratio Prot c0.03 c0. 52 0.00 0.41 0.00 v/s Ratio Perm 0. 18 0.03 0.08 0.02 c0.07 0.03 0.01 0.03 v/c Ratio 0.27 0.77 0.04 0. 13 0.65 0.03 0.47 0.01 0.03 0.09 0.03 Uniform Delay, dl 6.7 9.0 4.4 8.3 10.4 6. 3 34.2 32.0 32.0 32.3 32.0 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 0.5 2.4 0. 1 0.4 1 .5 0. 1 1 .8 0.0 0. 0 0.2 0. 0 Delay (s) 7.2 11 .4 4. 5 8.7 11 .9 6. 3 36.0 32.0 32. 1 32.5 32. 1 Level of Service A B A A B A D C C C C Approach Delay (s) 11 . 1 11 .7 34.8 32.2 Approach LOS B B C C Intersection Summary HCM Average Control Delay 12.5 HCM Level of Service B HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 86.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 72.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH. Inc. Existing Conditions 8 : SH 119 & PM Peak Period 4/12/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 'H +1" r r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0. 92 Hourly flow rate (vph) 0 0 0 0 0 0 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 0 0 0 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 0 0 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 1622 1023 1084 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 0 0 0 0 0 0 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.00 0.00 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0. 0 Lane LOS A Approach Delay (s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 9: SH 119 & WCR 5 PM Peak Period 4/12/2007 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ' ` r tat r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1765 0 20 1375 1 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1918 0 22 1495 1 40 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 1918 2709 959 vC 1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1918 2709 959 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3. 3 p0 queue free % 93 93 84 cM capacity (veh/h) 305 16 257 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 959 959 0 22 747 747 1 40 Volume Left 0 0 0 22 0 0 1 0 Volume Right 0 0 0 0 0 0 0 40 cSH 1700 1700 1700 305 1700 1700 16 257 Volume to Capacity 0.56 0.56 0.00 0.07 0.44 0.44 0.07 0. 16 Queue Length 95th (ft) 0 0 0 6 0 0 5 14 Control Delay (s) 0.0 0.0 0.0 17.7 0.0 0.0 250. 1 21 .6 Lane LOS C F C Approach Delay (s) 0.0 0.3 27.6 Approach LOS D Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 58.8% ICU Level of Service B. Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Existing Conditions 10: SH 119 & Homestead Place (WCR 5.5) PM Peak Period 4/12/2007 4— Movement EBL EBT WBT WBR SBL SBR Lane Configurations I ft ft r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 65 1777 1350 46 20 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 71 1932 1467 50 22 46 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 1517 2574 734 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1517 2574 734 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3. 3 p0 queue free % 84 0 87 cM capacity (veh/h) 436 18 363 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 71 966 966 734 734 50 22 46 Volume Left 71 0 0 0 0 0 22 0 Volume Right 0 0 0 0 0 50 0 46 cSH 436 1700 1700 1700 1700 1700 18 363 Volume to Capacity 0. 16 0. 57 0. 57 0.43 0.43 0.03 1 .23 0. 13 Queue Length 95th (ft) 14 0 0 0 0 0 78 11 Control Delay (s) 14.8 0.0 0.0 0.0 0.0 0.0 602.6 16.3 Lane LOS B F C Approach Delay (s) 0.5 0.0 205.5 Approach LOS F Intersection Summary Average Delay 4.2 Intersection Capacity Utilization 59. 1 % ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 1 : SH 119 & WCR 1 Signal at WCR 5.5 - 4 lanes (55 mph) 5/10/2007 -/ f 4- k \ tt ' l 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vii tt r vivi tt r ti tt r vvil Tt r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4. 0 Lane Util. Factor 0.97 0.95 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 At Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Volume (vph) 240 2085 145 70 1820 515 275 500 80 400 850 365 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 261 2266 158 76 1978 560 299 543 87 435 924 397 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 67 0 0 0 Lane Group Flow (vph) 261 2266 158 76 1978 560 299 543 20 435 924 397 Turn Type Prot Free Prot Free Prot Perm Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free Actuated Green, G (s) 8.0 63.0 120.0 4.0 59.0 120.0 8.0 18.0 18.0 15.0 25.0 120.0 Effective Green, g (s) 9.0 64.0 120.0 5.0 60.0 120.0 9.0 19.0 19.0 16.0 26.0 120.0 Actuated g/C Ratio 0.08 0.53 1 .00 0.04 0.50 1 .00 0.08 0. 16 0. 16 0. 13 0.22 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5. 0 5. 0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 257 1887 1583 143 1770 1583 257 560 251 458 767 1583 v/s Ratio Prot 0.08 c0.64 0.02 c0.56 c0.09 0. 15 0. 13 c0.26 v/s Ratio Perm 0. 10 0.35 0.05 0.25 v/c Ratio 1 .02 1 .20 0. 10 0.53 1 . 12 0.35 1 . 16 0.97 0.08 0.95 1 .20 0.25 Uniform Delay, dl 55.5 28.0 0.0 56.4 30.0 0.0 55.5 50.2 43.0 51 .6 47.0 0.0 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 . 00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 60.2 95.8 0. 1 3.8 61 .2 0.6 107.6 30.0 0. 1 29.3 104.3 0.4 Delay (s) 115.7 123.8 0. 1 60. 1 91 .2 0.6 163. 1 80.3 43.2 80.9 151 .3 0.4 Level of Service F F A E F A F F D F F A Approach Delay (s) 115.7 70.9 103.4 99.7 Approach LOS F E F F Intersection Summary HCM Average Control Delay 96. 1 HCM Level of Service F HCM Volume to Capacity ratio 1 .21 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 106.5% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 3: SH 119 & Sam's Club Signal at WCR 5. 5 - 4 lanes (55 mph) 5/10/2007 -�► eNtI .— "'\ /'' Movement EBT EBR WBL WBT NBL NBR Lane Configurations tt '9 tt Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2440 125 90 2405 0 70 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0. 92 Hourly flow rate (vph) 2652 136 98 2614 0 76 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 2788 4155 1326 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 2788 4155 1326 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3.5 3. 3 p0 queue free % 84 100 48 cM capacity (veh/h) 598 1 146 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 1326 1326 136 98 1307 1307 76 Volume Left 0 0 0 98 0 0 0 Volume Right 0 0 136 0 0 0 76 eamsaab cSH 1700 1700 1700 598 1700 1700 146 Volume to Capacity 0.78 0.78 0.08 0. 16 0.77 0.77 0.52 Queue Length 95th (ft) 0 0 0 15 0 0 63 Control Delay (s) 0.0 0.0 0.0 12.2 0.0 0.0 53.9 Lane LOS B F Approach Delay (s) 0.0 0.4 53.9 Approach LOS F Intersection Summary _ Average Delay 0.9 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 4 : SH 119 & Great Western Drive Signal at WCR 5. 5 - 4 lanes (55 mph) 5/10/2007 --) -- -% . 1 4- k- 4\ t fi \* il• 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations li +4 r li +4' t vi + r '1 4 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 0.56 1 .00 1 .00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1863 1863 1583 1049 1863 1583 Volume (vph) 250 2230 30 110 2355 135 80 5 115 60 5 60 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 272 2424 33 120 2560 147 87 5 125 65 5 65 RTOR Reduction (vph) 0 0 9 0 0 39 0 0 0 0 0 61 Lane Group Flow (vph) 272 2424 24 120 2560 108 87 5 125 65 5 4 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 4 Actuated Green, G (s) 16.9 80.9 80.9 7.0 71 .0 71 .0 7.2 2. 1 120.0 17.0 7.0 7.0 Effective Green, g (s) 17.9 81 .9 81 .9 8.0 72.0 72.0 9.2 3. 1 120.0 18. 1 8.0 8.0 Actuated g/C Ratio 0. 15 0.68 0.68 0.07 0.60 0.60 0.08 0.03 1 . 00 0. 15 0.07 0.07 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5. 0 5.0 5. 0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 264 2415 1080 118 2123 950 138 48 1583 224 124 106 v/s Ratio Prot 0. 15 c0.68 0.07 c0.72 c0.03 0.00 0.03 0.00 v/s Ratio Perm 0.02 0.09 0.02 0.08 0.02 0.04 v/c Ratio 1 .03 1 .00 0.02 1 .02 1 .21 0. 11 0.63 0. 10 0.08 0.29 0.04 0.04 Uniform Delay. dl 51 .0 19.0 6. 1 56.0 24.0 10.3 53.8 57. 1 0.0 45.0 52.4 52.4 Progression Factor 1 .00 1 .00 1 .00 0.80 0.50 0.35 1 .00 1 . 00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 63.5 19.2 0.0 48.0 94.0 0. 1 9.0 1 .0 0. 1 0.7 0. 1 0.2 Delay (s) 114.5 38.3 6.2 92.9 106.0 3.7 62.8 58. 1 0. 1 45.7 52.5 52.6 Level of Service F D A F F A E E A DDD Approach Delay (s) 45.5 100. 1 26.6 49.3 Approach LOS D F C D Intersection Summary HCM Average Control Delay 71 .0 HCM Level of Service E HCM Volume to Capacity ratio 1 . 11 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16. 0 Intersection Capacity Utilization 100.0% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 5: SH 119 & Pinnacle Signal at WCR 5. 5 - 4 lanes (55 mph) 5/10/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt if i Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2405 2550 135 0 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 2614 2772 147 0 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1309 pX, platoon unblocked 0. 33 0. 33 0. 33 vC, conflicting volume 2918 4079 1386 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 4787 8309 136 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 81 cM capacity (veh/h) 7 0 292 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 1307 1307 1386 1386 147 54 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 147 54 cSH 1700 1700 1700 1700 1700 292 Volume to Capacity 0.77 0.77 0.82 0.82 0.09 0. 19 Queue Length 95th (ft) 0 0 0 0 0 17 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 20. 1 Lane LOS C Approach Delay (s) 0.0 0.0 20. 1 Approach LOS C Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 6 : SH 119 & Fairview (WCR 3) Signal at WCR 5.5 - 4 lanes (55 mph) 5/10/2007 i —3* -NV ie 4— kil 4\ it P \* 1 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ti tt i* ) tt r ) t r vivi t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1 .00 1 .00 0.95 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 425 1840 140 255 2470 360 85 5 25 155 5 130 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 462 2000 152 277 2685 391 92 5 27 168 5 141 RTOR Reduction (vph) 0 0 51 0 0 83 0 0 0 0 0 0 Lane Group Flow (vph) 462 2000 101 277 2685 308 92 5 27 168 5 141 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 Free Actuated Green, G (s) 13.0 68.9 68.9 25. 1 81 .0 81 .0 6.0 1 .0 120.0 6.0 1 .0 120.0 Effective Green, g (s) 14.0 69.9 69.9 26. 1 82.0 82.0 8. 0 2.0 120.0 8.0 2.0 120.0 Actuated g/C Ratio 0. 12 0.58 0.58 0.22 0.68 0.68 0.07 0.02 1 .00 0.07 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5. 0 5.0 5. 0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 401 2061 922 385 2418 1082 232 31 1583 232 31 1583 v/s Ratio Prot c0. 13 0.57 0. 16 c0.76 0.02 0.00 c0.04 0.00 v/s Ratio Perm 0. 10 0.25 0.01 0.02 c0.01 0.09 v/c Ratio 1 . 15 0.97 0. 11 0.72 1 . 11 0.28 0.40 0. 16 0.02 0.72 0. 16 0.09 Uniform Delay, dl 53.0 24. 1 11 .2 43.6 19.0 7. 5 53.7 58.2 0.0 55.0 58.2 0.0 Progression Factor 0.88 0.74 1 .45 1 .23 0.27 0.04 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 80.5 7.6 0. 1 0.6 50.4 0. 1 1 . 1 2.4 0. 0 10.7 2.4 0. 1 Delay (s) 127.3 25.3 16.3 54.2 55.4 0.4 54.8 60.6 0.0 65.6 60.6 0. 1 Level of Service F C B D E A D E A E E A Approach Delay (s) 42.8 48.9 43. 1 36. 1 Approach LOS D D D D Intersection Summary HCM Average Control Delay 45.7 HCM Level of Service D HCM Volume to Capacity ratio 1 .09 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 101 .5% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 7: SH 119 & WCR 3. 5 Signal at WCR 5. 5 - 4 lanes (55 mph; 5/10/2007 -I s ' C 4-- 4\ t /* 4 I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ti +1 r vi t r vi t r vii t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4. 0 Lane Util. Factor 0.97 0.95 1 .00 0.97 0.95 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 490 1240 290 270 2650 265 145 5 50 165 5 290 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 533 1348 315 293 2880 288 158 5 54 179 5 315 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 533 1348 315 293 2880 288 158 5 54 179 5 315 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 22.0 79.0 120.0 15.0 72.0 120.0 6.0 1 .0 120.0 6.0 1 .0 120.0 Effective Green, g (s) 23.0 80.0 120.0 16.0 73.0 120.0 8.0 2.0 120.0 8.0 2.0 120.0 Actuated g/C Ratio 0. 19 0.67 1 .00 0. 13 0.61 1 .00 0.07 0.02 1 .00 0.07 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5. 0 5.0 5.0 5. 0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3. 0 3.0 3.0 Lane Grp Cap (vph) 658 2359 1583 458 2153 1583 232 31 1583 232 31 1583 v/s Ratio Prot c0. 16 0.38 0.09 c0.81 0.03 0.00 c0.04 0.00 v/s Ratio Perm 0.20 0. 18 0.01 0.03 c0.01 0.20 v/c Ratio 0.81 0.57 0.20 0.64 1 .34 0. 18 0.68 0. 16 0.03 0.77 0. 16 0.20 Uniform Delay, dl 46.4 10.8 0.0 49. 3 23.5 0.0 54.8 58.2 0.0 55. 1 58.2 0.0 Progression Factor 1 . 17 0. 12 1 .00 0.85 0.67 1 .00 1 .00 1 . 00 1 . 00 1 .00 1 .00 1 .00 Incremental Delay, d2 3.2 0.4 0. 1 0.3 152.2 0.0 8.0 2.4 0.0 14.6 2.4 0.3 Delay (s) 57.5 1 .7 0. 1 42.0 168. 1 0.0 62.8 60.6 0.0 69.8 60.6 0.3 Level of Service E A A D F A E E A E E A Approach Delay (s) 15.0 143.4 47. 1 25.8 Approach LOS B F D C Intersection Summary HCM Average Control Delay 86.7 HCM Level of Service F HCM Volume to Capacity ratio 1 . 18 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 108.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 8 : SH 119 & Union Access Signal at WCR 5. 5 - 4 lanes (55 mph) 5/10/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ft ft F Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 1455 3185 210 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1582 3462 228 0 0 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 3690 4253 1731 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3690 4253 1731 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 59 1 77 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 791 791 1731 1731 228 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 228 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.47 0.47 1 .02 1 .02 013 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 91 .4% ICU Level of Service F Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 9: SH 119 & WCR 5 Signal at WCR 5.5 - 4 lanes (55 mph) 5/10/2007 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ft r vi ft ' r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1350 105 10 3385 10 160 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1467 114 11 3679 11 174 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 1582 3329 734 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 1582 3329 734 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3.5 3.3 p0 queue free % 98 0 52 cM capacity (veh/h) 691 6 363 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 734 734 114 11 1840 1840 11 174 Volume Left 0 0 0 11 0 0 11 0 Volume Right 0 0 114 0 0 0 0 174 cSH 1700 1700 1700 691 1700 1700 6 363 Volume to Capacity 0.43 0.43 0.07 0.02 1 .08 1 .08 1 .78 0.48 Queue Length 95th (ft) 0 0 0 1 0 0 58 62 Control Delay (s) 0.0 0.0 0.0 10.3 0.0 0.0 1479.6 23.7 Lane LOS B F C Approach Delay (s) 0.0 0.0 109.4 Approach LOS F Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 103.6% ICU Level of Service G Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 10: SH 119 & Homestead Place (WCR 5. 5) Signal at WCR 5.5 - 4 lanes (55 mph) 5/10/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt r r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4. 0 4.0 4.0 Lane Util. Factor 1 .00 0.95 0.95 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 1 .00 0.85 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 1 .00 0.95 1 .00 Satd. Flow (prot) 1770 3539 3539 1583 1770 1583 Flt Permitted 0.95 1 .00 1 .00 1 .00 0.95 1 .00 Satd. Flow (perm; 1770 3539 3539 1583 1770 1583 Volume (vph) 30 1470 3270 10 40 85 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 1598 3554 11 43 92 RTOR Reduction (vph) 0 0 0 2 0 54 Lane Group Flow (vph) 33 1598 3554 9 43 38 Turn Type Prot Perm Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Actuated Green, G (s) 3.0 105.0 97.0 97.0 5.0 5.0 Effective Green, g (s) 4.0 106.0 98.0 98.0 6.0 6.0 Actuated g/C Ratio 0.03 0.88 0.82 0.82 0.05 0.05 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 59 3126 2890 1293 89 79 v/s Ratio Prot 0.02 c0.45 c1 .00 0.02 v/s Ratio Perm 0.01 0.06 v/c Ratio 0.56 0.51 1 .23 0.01 0.48 0.48 Uniform Delay, dl 57. 1 1 .5 11 .0 2.0 55.5 55. 5 Progression Factor 1 . 13 1 .21 1 .00 1 . 00 1 .00 1 .00 Incremental Delay, d2 9.7 0.5 106.6 0.0 4. 1 4.5 Delay (s) 74.5 2.3 117.6 2.0 59.6 60.0 Level of Service E A F A E E Approach Delay (s) 3.8 117.3 59.9 Approach LOS A F E Intersection Summary HCM Average Control Delay 81 . 1 HCM Level of Service F HCM Volume to Capacity ratio 1 .21 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12. 0 Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 1 : SH 119 & WCR 1 Signal at WCR 5.5 - 4 lanes (55 mph) 5/14/2007 -) -* eNt Ir '- 4 4\ tp ' 1 I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi tt r livi ' ` r » tt r » t ` r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Volume (vph) 255 1840 285 60 2150 550 455 875 80 570 900 325 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 277 2000 310 65 2337 598 495 951 87 620 978 353 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 57 0 0 0 Lane Group Flow (vph) 277 2000 310 65 2337 598 495 951 30 620 978 353 Turn Type Prot Free Prot Free Prot Perm Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free Actuated Green, G (s) 8.0 59.0 120.0 4.0 55.0 120.0 12.0 22.0 22.0 15.0 25.0 120.0 Effective Green, g (s) 9.0 60.0 120.0 5.0 56.0 120.0 13.0 23.0 23.0 16.0 26.0 120.0 Actuated g/C Ratio 0.08 0.50 1 .00 0.04 0.47 1 .00 0. 11 0. 19 0. 19 0. 13 0.22 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 257 1770 1583 143 1652 1583 372 678 303 458 767 1583 v/s Ratio Prot 0.08 c0.57 0.02 c0.66 0. 14 0.27 c0. 18 c0.28 v/s Ratio Perm 0.20 0.38 0.05 0.22 v/c Ratio 1 .08 1 . 13 0.20 0.45 1 .41 0.38 1 .33 1 .40 0. 10 1 .35 1 .28 0.22 Uniform Delay. dl 55.5 30.0 0.0 56.2 32.0 0.0 53.5 48.5 40.0 52.0 47.0 0.0 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 78.4 66. 3 0.3 2.3 190.2 0.7 166.2 190.0 0. 1 173.0 133.9 0.3 Delay (s) 133.9 96.3 0.3 58.5 222.2 0.7 219.7 238.5 40. 1 225.0 180.9 0.3 Level of Service F F A E F A F F D F F A Approach Delay (s) 88.8 174.5 221 .2 162.2 Approach LOS F F F F Intersection Summary HCM Average Control Delay 155.3 HCM Level of Service F HCM Volume to Capacity ratio 1 . 30 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 120.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 3: SH 119 & Sam's Club Signal at WCR 5.5 - 4 lanes (55 mph) 5/14/2007 I .— 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations +ik r ) H o lir Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2190 300 250 2760 0 255 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2380 326 272 3000 0 277 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 2707 4424 1190 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 2707 4424 1190 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3.5 3.3 p0 queue free % 55 100 0 cM capacity (veh/h) 602 1 180 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 1190 1190 326 272 1500 1500 277 Volume Left 0 0 0 272 0 0 0 Volume Right 0 0 326 0 0 0 277 cSH 1700 1700 1700 602 1700 1700 180 Volume to Capacity 0.70 0.70 0. 19 0.45 0.88 0.88 1 .54 Queue Length (ft) 0 0 0 58 0 0 448 Control Delay (s) 0.0 0.0 0.0 15.8 0.0 0.0 315.3 Lane LOS C F Approach Delay (s) 0.0 1 .3 315.3 Approach LOS F Intersection Summary Average Delay 14.7 Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 4: SH 119 & Great Western Drive Signal at WCR 5.5 - 4 lanes (55 mph) 5/14/2007 di -- .N't I 4— IL 44\ t iir \* iv Ni Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations .ci ++ r 11 tt r ) 1 r ) t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4. 0 4. 0 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 4. 0 4.0 Lane Util. Factor 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 0.67 1 .00 1 .00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1863 1863 1583 1242 1863 1583 Volume (vph) 165 2190 90 295 2575 85 205 5 290 230 5 230 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 179 2380 98 321 2799 92 223 5 315 250 5 250 RTOR Reduction (vph) 0 0 28 0 0 23 0 0 0 0 0 107 Lane Group Flow (vph) 179 2380 70 321 2799 69 223 5 315 250 5 143 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 4 Actuated Green, G (s) 9.0 65.0 65.0 17.0 73.0 73.0 8.0 1 .0 120.0 23.0 11 .0 11 .0 Effective Green, g (s) 10.0 66.0 66.0 18.0 74.0 74.0 10.0 2.0 120.0 24.0 12.0 12.0 Actuated g/C Ratio 0.08 0.55 0.55 0. 15 0.62 0.62 0.08 0.02 1 .00 0.20 0. 10 0. 10 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 148 1946 871 266 2182 976 149 31 1583 328 186 158 v/s Ratio Prot 0. 10 c0.67 0. 18 c0.79 c0. 10 0.00 0. 11 0.00 v/s Ratio Perm 0.06 0.06 0.02 0.20 0.04 0. 16 v/c Ratio 1 .21 1 .22 0.08 1 .21 1 .28 0.07 1 .50 0. 16 0.20 0.76 0.03 0.90 Uniform Delay, dl 55.0 27.0 12.7 51 .0 23.0 9.2 55.0 58.2 0.0 44.8 48.7 53.4 Progression Factor 1 .00 1 .00 1 .00 0. 86 0.67 0.42 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 141 .2 105.2 0.2 110. 5 129.2 0. 1 255.4 2.4 0. 3 10.0 0. 1 44.5 Delay (s) 196.2 132.2 12.9 154.4 144.6 3.9 310.4 60.6 0.3 54.8 48.8 97.9 Level of Service F F B F F A F E ADD F Approach Delay (s) 132. 1 141 .6 128.2 76. 1 Approach LOS F F F E Intersection Summary HCM Average Control Delay 132. 1 HCM Level of Service F HCM Volume to Capacity ratio 1 .35 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 109.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 5: SH 119 & Pinnacle Signal at WCR 5. 5 - 4 lanes (55 mph) 5/14/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tt tt 1 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2710 2755 85 0 200 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0. 92 Hourly flow rate (vph) 0 2946 2995 92 0 217 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1309 pX, platoon unblocked 0.38 0. 38 0.38 vC, conflicting volume 3087 4467 1497 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 4858 8489 678 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 0 cM capacity (veh/h) 7 0 150 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 1473 1473 1497 1497 92 217 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 92 217 cSH 1700 1700 1700 1700 1700 150 Volume to Capacity 0.87 0.87 0.88 0.88 0.05 1 .45 Queue Length (ft) 0 0 0 0 0 354 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 290.5 Lane LOS F Approach Delay (s) 0.0 0.0 290.5 Approach LOS F Intersection Summary Average Delay 10. 1 Intersection Capacity Utilization 95.2% ICU Level of Service F Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 6: SH 119 & Fairview (WCR 3) Signal at WCR 5.5 - 4 lanes (55 mph) 5/14/2007 -*/ ar k- 4\ t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 't ft r t r 41) t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4. 0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1 .00 1 .00 0.95 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 1863 1583 3433 1863 1583 Fit Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 330 2265 115 205 2020 265 455 5 145 520 5 365 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 359 2462 125 223 2196 288 495 5 158 565 5 397 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 359 2462 125 223 2196 288 495 5 158 565 5 397 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 11 .0 68.0 120.0 20.0 77.0 120.0 12.0 1 .0 120.0 12.0 1 .0 120.0 Effective Green , g (s) 12.0 69.0 120.0 21 .0 78.0 120.0 14.0 2.0 120.0 14.0 2.0 120.0 Actuated g/C Ratio 0. 10 0. 57 1 .00 0. 18 0.65 1 .00 0. 12 0.02 1 .00 0. 12 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3. 0 3.0 Lane Grp Cap (vph) 343 2035 1583 310 2300 1583 404 31 1583 404 31 1583 v/s Ratio Prot 0. 10 c0.70 0. 13 c0.62 0. 12 0.00 c0. 14 0.00 v/s Ratio Perm 0.08 0. 18 0.02 0. 10 c0.02 0.25 v/c Ratio 1 .05 1 .21 0.08 0.72 0.95 0. 18 1 .23 0. 16 0. 10 1 .40 0. 16 0.25 Uniform Delay, dl 54.0 25.5 0.0 46.7 19.4 0.0 53. 1 58.2 0.0 53. 1 58.2 0.0 Progression Factor 0.77 0.46 1 .00 1 .26 0.61 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 28.7 94.9 0.0 4.2 6. 5 0. 1 121 .6 2.4 0. 1 193.8 2.4 0.4 Delay (s) 70. 1 106.7 0.0 63.2 18.3 0. 1 174.6 60.6 0. 1 246.9 60.6 0.4 Level of Service E F A E B A F E A F E A Approach Delay (s) 97.7 20. 1 131 .9 144.7 Approach LOS F C F F Intersection Summary HCM Average Control Delay 78.2 HCM Level of Service E HCM Volume to Capacity ratio 1 .20 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 105.5% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 7: SH 119 & WCR 3.5 Signal at WCR 5 . 5 - 4 lanes (55 mph) 5/14/2007 er dt— 4~- 4\ t fi Tif Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r t f t r tr* Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 4. 0 Lane Util. Factor 0.97 0.95 1 .00 0.97 0.95 1 .00 0. 97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 580 2135 215 215 1560 295 430 5 315 355 5 500 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 630 2321 234 234 1696 321 467 5 342 386 5 543 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 630 2321 234 234 1696 321 467 5 342 386 5 543 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 27.9 74.0 120.0 13.0 59. 1 120.0 13.4 1 .4 120.0 12.6 1 .0 120.0 Effective Green, g (s) 28.9 75.0 120.0 14.0 60. 1 120.0 15.4 2.4 120.0 14.6 2.0 120.0 Actuated g/C Ratio 0.24 0.62 1 .00 0. 12 0.50 1 .00 0. 13 0.02 1 .00 0. 12 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 827 2212 1583 401 1772 1583 444 37 1583 421 31 1583 v/s Ratio Prot c0. 18 c0.66 0.07 0.48 c0. 11 0.00 0. 10 0.00 v/s Ratio Perm 0. 15 0.20 c0.02 0.22 0.02 0. 34 v/c Ratio 0.76 1 .05 0. 15 0. 58 0.96 0.20 1 .05 0. 14 0.22 0.92 0. 16 0.34 Uniform Delay, dl 42.3 22. 5 0.0 50.2 28.7 0.0 52.4 57.8 0.0 52.2 58.2 0.0 Progression Factor 1 .03 1 . 11 1 .00 1 . 17 0.93 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 0.4 23.6 0.0 1 .2 8.6 0.2 57.0 1 .7 0. 3 24.4 2.4 0.6 Delay (s) 44.0 48.7 0.0 60. 1 35.4 0.2 109.4 59.4 0.3 76.6 60.6 0.6 Level of Service DD A ED A F E A E E A Approach Delay (s) 44.2 33.0 63.2 32.3 Approach LOS D C E C Intersection Summary HCM Average Control Delay 41 .3 HCM Level of Service D HCM Volume to Capacity ratio 0.99 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 94. 1 % ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 8 : SH 119 & Union Access Signal at WCR 5. 5 - 4 lanes (55 mph) 5/14/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +1 +1 r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2805 2070 110 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 3049 2250 120 0 0 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 2370 3774 1125 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2370 3774 1125 tC, single (s) 4. 1 6. 8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 202 3 199 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 1524 1524 1125 1125 120 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 120 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.90 0.90 0.66 0.66 0.07 Queue Length (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 9 : SH 119 & WCR 5 Signal at WCR 5. 5 - 4 lanes (55 mph; 5/14/2007 Nt c ,— 4\ /* Movement EBT EBR WBL WBT NBL NBR Lane Configurations +4 iv '1 +1 iv Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2695 110 10 2170 10 420 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2929 120 11 2359 11 457 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 3049 4130 1465 vC 1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 3049 4130 1465 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3. 5 3. 3 p0 queue free % 98 0 0 cM capacity (veh/h) 588 2 117 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 1465 1465 120 11 1179 1179 11 457 Volume Left 0 0 0 11 0 0 11 0 Volume Right 0 0 120 0 0 0 0 457 cSH 1700 1700 1700 588 1700 1700 2 117 Volume to Capacity 0.86 0.86 0.07 0.02 0.69 0.69 6.74 3.89 Queue Length (ft) 0 0 0 1 0 0 Err Err Control Delay (s) 0.0 0.0 0.0 11 .2 0.0 0.0 Err Err Lane LOS B F F Approach Delay (s) 0.0 0. 1 Err Approach LOS F Intersection Summary Average Delay 794.0 Intersection Capacity Utilization 107.2% ICU Level of Service G Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 10 : SH 119 & Homestead Place (WCR 5. 5) Signal at WCR 5 .5 - 4 lanes (55 mph) 5/14/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations '1 tt tt Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.95 0.95 1 .00 1 .00 1 .00 Frt 1 . 00 1 .00 1 .00 0.85 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 1 .00 0.95 1 .00 Satd. Flow (prot) 1770 3539 3539 1583 1770 1583 Flt Permitted 0.95 1 .00 1 .00 1 .00 0.95 1 .00 Satd. Flow (perm) 1770 3539 3539 1583 1770 1583 Volume (vph) 105 3000 2080 45 20 80 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 114 3261 2261 49 22 87 RTOR Reduction (vph) 0 0 0 12 0 83 Lane Group Flow (vph; 114 3261 2261 37 22 4 Turn Type Prot Perm Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Actuated Green, G (s) 9.7 105.0 90.3 90.3 5.0 5.0 Effective Green, g (s) 10.7 106.0 91 .3 91 .3 6.0 6.0 Actuated g/C Ratio 0.09 0.88 0.76 0.76 0.05 0.05 Clearance Time (s) 5.0 5.0 5.0 5.0 5. 0 5.0 Vehicle Extension (s; 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 158 3126 2693 1204 89 79 v/s Ratio Prot 0.06 c0.92 0.64 0.01 v/s Ratio Perm 0.03 0.05 v/c Ratio 0.72 1 .04 0.84 0.03 0.25 0.06 Uniform Delay, dl 53.2 7.0 9.5 3.5 54.8 54. 3 Progression Factor 1 . 18 0.73 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 9.3 25.7 3.3 0.0 1 .5 0. 3 Delay (s) 72.0 30.8 12.8 3.6 56.3 54.6 Level of Service EC B A ED Approach Delay (s) 32. 1 12.6 54.9 Approach LOS C B D Intersection Summary HCM Average Control Delay 24.8 HCM Level of Service C HCM Volume to Capacity ratio 1 .05 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 93.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 1 : SH 119 & WCR 1 Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 4— 4~- 4\ t P it• Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi ttt �' i ttt r tfi r Vi ft r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 0.97 0.91 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Fit Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Volume (vph) 240 2085 145 70 1820 515 275 500 80 400 850 365 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 261 2266 158 76 1978 560 299 543 87 435 924 397 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 261 2266 158 76 1978 560 299 543 87 435 924 397 Turn Type Prot Free Prot Free Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free Free Free Actuated Green, G (s) 9.0 47.0 105.0 4.0 42.0 105.0 8.0 19.2 105.0 14.8 26.0 105.0 Effective Green, g (s) 10.0 48.0 105.0 5.0 43.0 105.0 9.0 20.2 105.0 15.8 27.0 105.0 Actuated g/C Ratio 0. 10 0.46 1 .00 0.05 0.41 1 .00 0.09 0. 19 1 .00 0. 15 0.26 1 .00 Clearance Time (s) 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension ;s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 327 2325 1583 163 2082 1583 294 681 1583 517 910 1583 v/s Ratio Prot 0.08 c0.45 0.02 c0. 39 c0.09 0. 15 c0. 13 c0.26 v/s Ratio Perm 0. 10 0.35 0.05 0.25 v/c Ratio 0.80 0.97 0. 10 0.47 0.95 0.35 1 .02 0.80 0.05 0.84 1 .02 0.25 Uniform Delay, dl 46.5 27.9 0.0 48.7 30.0 0.0 48.0 40.4 0.0 43.4 39.0 0.0 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 12.7 13.6 0. 1 2. 1 11 .0 0.6 56.9 6.5 0. 1 11 .8 33.7 0.4 Delay (s) 59.2 41 .5 0. 1 50.8 41 .0 0.6 104.9 46.9 0. 1 55.2 72.7 0.4 Level of Service ED A DD A F D A E E A Approach Delay (s) 40.8 32.6 61 .2 52.0 Approach LOS D C E D Intersection Summary HCM Average Control Delay 43.0 HCM Level of Service D HCM Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 89. 1 % ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 3: SH 119 & Sam's Club Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 — c ÷- 4\ t Movement EBT EBR WBL WBT NBL NBR Lane Configurations +1 r 11 ttt Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2440 125 90 2405 0 70 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0. 92 Hourly flow rate (vph) 2652 136 98 2614 0 76 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 2788 3719 884 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 2788 3719 884 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3. 5 3. 3 p0 queue free % 84 100 74 cM capacity (veh/h) 598 3 288 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 Volume Total 884 884 884 136 98 871 871 871 76 Volume Left 0 0 0 0 98 0 0 0 0 Volume Right 0 0 0 136 0 0 0 0 76 cSH 1700 1700 1700 1700 598 1700 1700 1700 288 Volume to Capacity 0.52 0.52 0.52 0.08 0. 16 0.51 0.51 0.51 0.26 Queue Length (ft) 0 0 0 0 15 0 0 0 26 Control Delay (s) 0.0 0.0 0.0 0.0 12.2 0.0 0.0 0.0 21 .9 Lane LOS B C Approach Delay (s) 0.0 0.4 21 .9 Approach LOS C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 4: SH 119 & Great Western Drive Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 4\ t 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 14444 r vi ttt jc t r vi t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4.0 4.0 4.0 4.0 4. 0 4. 0 4.0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.91 1 .00 1 .00 0.91 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 FIt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 1863 1583 1770 1863 1583 FIt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 0.67 1 .00 1 .00 Satd. Flow (perm) 1770 5085 1583 1770 5085 1583 1863 1863 1583 1242 1863 1583 Volume (vph) 250 2230 30 110 2355 135 80 5 115 60 5 60 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0. 92 0.92 Adj. Flow (vph) 272 2424 33 120 2560 147 87 5 125 65 5 65 RTOR Reduction (vph) 0 0 14 0 0 59 0 0 0 0 0 60 Lane Group Flow (vph) 272 2424 19 120 2560 88 87 5 125 65 5 5 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 4 Actuated Green, G (s) 18. 1 61 .0 61 .0 13.0 55.9 55.9 5.0 1 .0 105.0 16.0 7.0 7.0 Effective Green, g (s) 19. 1 62.0 62.0 14.0 56.9 56.9 7. 0 2.0 105.0 17.0 8.0 8.0 Actuated g/C Ratio 0. 18 0.59 0.59 0. 13 0.54 0.54 0.07 0.02 1 .00 0. 16 0.08 0.08 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5. 0 5. 0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3. 0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 322 3003 935 236 2756 858 120 35 1583 256 142 121 v/s Ratio Prot 0. 15 c0.48 0.07 c0. 50 c0.03 0.00 0.03 0.00 v/s Ratio Perm 0.02 0.09 0.01 0.08 0.01 0.04 v/c Ratio 0.84 0.81 0.02 0.51 0.93 0. 10 0.72 0. 14 0.08 0.25 0.04 0.04 Uniform Delay, dl 41 .5 16.8 8.9 42.3 22.2 11 .7 48. 1 50.7 0.0 38.4 44.9 44.9 Progression Factor 1 .00 1 .00 1 .00 0.65 0. 33 0. 14 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 18.0 2.4 0.0 1 . 1 4.7 0.2 19.4 1 . 9 0. 1 0. 5 0. 1 0. 1 Delay (s) 59.5 19.3 9.0 28.7 12.0 1 .8 67.5 52.5 0. 1 38.9 45.0 45. 1 Level of Service E B A C B A ED A DDD Approach Delay (s) 23.2 12.2 28.3 42. 1 Approach LOS C B C D Intersection Summary HCM Average Control Delay 18.5 HCM Level of Service B HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 5: SH 119 & Pinnacle Signal at WCR 5. 5 - 6 lanes (55 mph; 5/14/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttt r r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2405 2550 135 0 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 2614 2772 147 0 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1309 pX, platoon unblocked 0. 53 0.53 0. 53 vC, conflicting volume 2918 3643 924 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2846 4212 0 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free °AI 100 100 91 cM capacity (veh/h) 69 1 576 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 SB 1 Volume Total 871 871 871 924 924 924 147 54 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 147 54 cSH 1700 1700 1700 1700 1700 1700 1700 576 Volume to Capacity 0.51 0.51 0.51 0.54 0.54 0.54 0.09 0.09 Queue Length (ft) 0 0 0 0 0 0 0 8 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0. 0 11 .9 Lane LOS B Approach Delay (s) 0.0 0.0 11 .9 Approach LOS B Intersection Summary Average Delay 0. 1 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 6: SH 119 & Fairview (WCR 3) Signal at WCR 5.5 - 6 lanes ;55 mph) 5/14/2007 -• '- \* 4\ tt ' 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ttt r ttt r 1 r t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 1 .00 0.91 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 FIt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 1770 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd . Flow (perm) 3433 5085 1583 1770 5085 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 425 1840 140 255 2470 360 85 5 25 155 5 130 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 462 2000 152 277 2685 391 92 5 27 168 5 141 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 462 2000 152 277 2685 391 92 5 27 168 5 141 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 16.0 59.5 105.0 19.4 62.9 105.0 5.0 1 .0 105.0 7.2 2. 1 105.0 Effective Green, g (s) 17.0 60.5 105.0 20.4 63.9 105.0 7.0 2.0 105.0 9.2 3. 1 105.0 Actuated g/C Ratio 0. 16 0.58 1 .00 0. 19 0.61 1 .00 0.07 0.02 1 .00 0.09 0.03 1 .00 Clearance Time (s) 5. 0 5.0 5.0 5. 0 5.0 5.0 5.0 5.0 Vehicle Extension (s 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 556 2930 1583 344 3095 1583 232 35 1583 306 55 1583 v/s Ratio Prot c0. 13 0.39 0. 16 c0.53 0.02 0.00 c0.03 0.00 v/s Ratio Perm 0. 10 0.25 0.01 0.02 c0.02 0.09 v/c Ratio 0.83 0.68 0. 10 0.81 0.87 0.25 0.40 0. 14 0.02 0.55 0.09 0.09 Uniform Delay, dl 42.6 15.5 0.0 40.4 17.0 0.0 47.0 50.7 0.0 46.0 49.6 0.0 Progression Factor 0.68 0.38 1 .00 0.88 0.86 1 .00 1 .00 1 . 00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 7.4 0.9 0. 1 7.7 2. 1 0.2 1 . 1 1 . 9 0.0 2.0 0.7 0. 1 Delay (s) 36.5 6.8 0. 1 43.4 16.7 0.2 48. 1 52.5 0.0 48.0 50.3 0. 1 Level of Service D A A D B A DD A DD A Approach Delay (s) 11 .7 17.0 37.8 26.5 Approach LOS B B D C Intersection Summary HCM Average Control Delay 15.7 HCM Level of Service B HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 7: SH 119 & WCR 3. 5 Signal at WCR 5.5 - 6 lanes (55 mph) 5/14/2007 -1 —4. " T C k- 4\ t 1 I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ttt r ttt r i' + r ti t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 0.97 0.91 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 3433 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 3433 5085 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 490 1240 290 270 2650 265 145 5 50 165 5 290 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 533 1348 315 293 2880 288 158 5 54 179 5 315 RTOR Reduction (vph) 0 0 117 0 0 94 0 0 0 0 0 0 Lane Group Flow (vph) 533 1348 198 293 2880 194 158 5 54 179 5 315 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 Free Actuated Green, G (s) 16.0 65.0 65.0 14.0 63.0 63.0 6.0 1 .0 105.0 6.0 1 .0 105.0 Effective Green, g (s) 17.0 66.0 66.0 15.0 64.0 64.0 8.0 2.0 105.0 8.0 2.0 105.0 Actuated g/C Ratio 0. 16 0.63 0.63 0. 14 0.61 0.61 0.08 0.02 1 .00 0.08 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5. 0 5.0 5.0 5.0 5. 0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 556 3196 995 490 3099 965 265 35 1583 265 35 1583 v/s Ratio Prot c0. 16 0.27 0.09 c0.57 0.03 0.00 c0.04 0.00 v/s Ratio Perm 0.20 0. 18 0.01 0.03 c0.01 0.20 v/c Ratio 0.96 0.42 0.20 0.60 0.93 0.20 0.60 0. 14 0.03 0.68 0. 14 0.20 Uniform Delay, dl 43.7 9.9 8.3 42.2 18.5 9. 1 47.0 50.7 0.0 47.3 50.7 0.0 Progression Factor 1 . 18 0. 14 0.21 1 . 12 0.58 0.27 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay. d2 23.4 0.3 0.3 1 . 1 3.7 0.3 3.6 1 . 9 0. 0 6. 7 1 .9 0.3 Delay (s) 74.8 1 .7 2. 1 48.2 14.5 2.8 50.5 52.5 0.0 53.9 52.5 0.3 Level of Service E A A D B A DD A DD A Approach Delay (s) 19.5 16.4 38.0 20.0 Approach LOS B B D C Intersection Summary HCM Average Control Delay 18.5 HCM Level of Service B HCM Volume to Capacity ratio 0. 88 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 86.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 8: SH 119 & Union Access Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt 'sett r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 1455 3185 210 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1582 3462 228 0 0 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 3690 3989 1154 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3690 3989 1154 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) tF (s) 2.2 3.5 3. 3 p0 queue free % 100 100 100 cM capacity (veh/h) 59 2 190 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 Volume Total 527 527 527 1154 1154 1154 228 Volume Left 0 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 228 cSH 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.31 0.31 0.31 0.68 0.68 0.68 0. 13 Queue Length (ft) 0 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 9 : SH 119 & WCR 5 Signal at WCR 5.5 - 6 lanes (55 mph) 5/14/2007 -�► f 4-- 4\ r' Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r '� Het �S r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1350 105 10 3385 10 160 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0. 92 Hourly flow rate (vph) 1467 114 11 3679 11 174 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 1582 2716 489 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 1582 2716 489 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3.5 3. 3 p0 queue free % 98 34 67 cM capacity (veh/h) 691 17 525 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 NB 2 Volume Total 489 489 489 114 11 1226 1226 1226 11 174 Volume Left 0 0 0 0 11 0 0 0 11 0 Volume Right 0 0 0 114 0 0 0 0 0 174 cSH 1700 1700 1700 1700 691 1700 1700 1700 17 525 Volume to Capacity 0.29 0.29 0.29 0.07 0.02 0.72 0.72 0.72 0.66 0.33 Queue Length (ft) 0 0 0 0 1 0 0 0 42 36 Control Delay (s) 0.0 0.0 0.0 0.0 10.3 0.0 0.0 0.0 411 .6 15.2 Lane LOS B F C Approach Delay (s) 0.0 0.0 38.5 Approach LOS E Intersection Summary Average Delay 1 . 3 Intersection Capacity Utilization 75.4% ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. AM Peak Hour 10 : SH 119 & Homestead Place (WCR 5. 5) Signal at WCR 5.5 - 6 lanes (55 mph) 5/14/2007 k. Movement EBL EBT WBT WBR SBL SBR Lane Configurations 14+ ft+ r r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4. 0 4.0 4. 0 4. 0 Lane Util. Factor 1 .00 0.91 0.91 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 1 .00 0.85 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 1 .00 0.95 1 .00 Satd. Flow (prot) 1770 5085 5085 1583 1770 1583 Flt Permitted 0.95 1 .00 1 .00 1 .00 0.95 1 .00 Satd. Flow (perm; 1770 5085 5085 1583 1770 1583 Volume (vph) 30 1470 3270 10 40 85 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 1598 3554 11 43 92 RTOR Reduction (vph) 0 0 0 2 0 63 Lane Group Flow ;vph) 33 1598 3554 9 43 29 Turn Type Prot Perm Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Actuated Green, G (s) 3.0 91 .0 83.0 83.0 4.0 4.0 Effective Green, g (s) 4.0 92.0 84.0 84.0 5.0 5.0 Actuated g/C Ratio 0.04 0.88 0.80 0. 80 0.05 0.05 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5. 0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 67 4455 4068 1266 84 75 v/s Ratio Prot 0.02 c0.31 c0.70 0.02 v/s Ratio Perm 0.01 0.06 v/c Ratio 0.49 0.36 0.87 0.01 0.51 0.39 Uniform Delay, dl 49.5 1 .2 7.0 2. 1 48.8 48.5 Progression Factor 1 . 17 0.87 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 5. 3 0.2 2.9 0.0 5.2 3.3 Delay (s) 63.0 1 .2 9.9 2. 1 54.0 51 .8 Level of Service E A A A D D Approach Delay (s) 2.5 9.9 52.5 Approach LOS A A D Intersection Summary HCM Average Control Delay 8.7 HCM Level of Service A HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 105.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 75. 1 % ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 1 : SH 119 & WCR 1 Signal at WCR 5.5 - 6 lanes (55 mph) 5/14/2007 -• 1 tt ' I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt4' rt ° ttt r r i tt r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4. 0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 0.97 0.91 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Volume (vph) 255 1840 285 60 2150 550 455 875 80 570 900 325 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 277 2000 310 65 2337 598 495 951 87 620 978 353 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 277 2000 310 65 2337 598 495 951 87 620 978 353 Turn Type Prot Free Prot Free Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free Free Free Actuated Green, G (s) 8.0 61 .0 120.0 4. 0 57.0 120.0 15.0 20.0 120.0 15.0 20.0 120.0 Effective Green, g (s) 9. 0 62.0 120.0 5.0 58.0 120.0 16.0 21 .0 120.0 16.0 21 .0 120.0 Actuated g/C Ratio 0.08 0.52 1 .00 0.04 0.48 1 .00 0. 13 0. 18 1 .00 0. 13 0. 18 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5. 0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 257 2627 1583 143 2458 1583 458 619 1583 458 619 1583 v/s Ratio Prot c0. 08 0.39 0.02 c0.46 0. 14 0.27 c0. 18 c0.28 v/s Ratio Perm 0.20 0.38 0.05 0.22 v/c Ratio 1 .08 0.76 0.20 0.45 0.95 0.38 1 .08 1 .54 0.05 1 .35 1 .58 0.22 Uniform Delay, dl 55.5 23. 1 0.0 56.2 29.6 0.0 52.0 49.5 0.0 52.0 49.5 0.0 Progression Factor 1 .00 1 . 00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 . 00 1 .00 1 .00 1 .00 Incremental Delay, d2 78.4 2. 1 0.3 2.3 9.8 0.7 65.5 249.4 0. 1 173.0 268.7 0.3 Delay (s) 133.9 25.2 0.3 58.5 39.4 0.7 117.5 298.9 0. 1 225.0 318.2 0.3 Level of Service F C A ED A F F A F F A Approach Delay (s) 33.9 32. 1 223.4 231 . 1 Approach LOS C C F F Intersection Summary HCM Average Control Delay 107.7 HCM Level of Service F HCM Volume to Capacity ratio 1 . 15 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 102.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 3 : SH 119 & Sam's Club Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 Movement EBT EBR WBL WBT NBL NBR Lane Configurations + 4 ttt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2190 300 250 2760 0 255 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2380 326 272 3000 0 277 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 2707 3924 793 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 2707 3924 793 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3.5 3. 3 p0 queue free % 55 100 16 cM capacity (veh/h) 602 1 331 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 Volume Total 793 793 793 326 272 1000 1000 1000 277 Volume Left 0 0 0 0 272 0 0 0 0 Volume Right 0 0 0 326 0 0 0 0 277 cSH 1700 1700 1700 1700 602 1700 1700 1700 331 Volume to Capacity 0.47 0.47 0.47 0. 19 0.45 0.59 0.59 0.59 0.84 Queue Length (ft) 0 0 0 0 58 0 0 0 184 Control Delay (s) 0.0 0.0 0.0 0.0 15.8 0.0 0.0 0. 0 52.9 Lane LOS C F Approach Delay (s) 0.0 1 . 3 52.9 Approach LOS F Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 4 : SH 119 & Great Western Drive Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 -� -• est 4— 4N- 4\ tt14' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +'mu r IS ttt r vitrifitr Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4. 0 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4. 0 4.0 Lane Util. Factor 1 .00 0.91 1 .00 1 .00 0.91 1 .00 1 . 00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 1770 5085 1583 1770 5085 1583 1863 1863 1583 1863 1863 1583 Volume (vph) 165 2190 90 295 2575 85 205 5 290 230 5 230 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 179 2380 98 321 2799 92 223 5 315 250 5 250 RTOR Reduction (vph) 0 0 34 0 0 30 0 0 0 0 0 0 Lane Group Flow (vph) 179 2380 64 321 2799 62 223 5 315 250 5 250 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 Free Actuated Green, G (s) 16.9 71 .0 71 .0 15.0 69. 1 69. 1 14.0 1 .0 120.0 14.0 1 .0 120.0 Effective Green, g (s) 17.9 72.0 72.0 16.0 70. 1 70. 1 16.0 2.0 120.0 16.0 2.0 120.0 Actuated g/C Ratio 0. 15 0.60 0.60 0. 13 0.58 0. 58 0. 13 0.02 1 .00 0. 13 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3. 0 3.0 3.0 3.0 Lane Grp Cap (vph) 264 3051 950 236 2970 925 238 31 1583 238 31 1583 v/s Ratio Prot 0. 10 c0.47 c0. 18 c0.55 0. 11 0.00 c0. 12 0.00 v/s Ratio Perm 0.06 0.06 0.02 0.20 c0.02 0. 16 v/c Ratio 0.68 0.78 0.07 1 .36 0.94 0.07 0.94 0. 16 0.20 1 .05 0. 16 0. 16 Uniform Delay, dl 48.3 18.0 10.0 52.0 23. 1 10.8 51 .6 58.2 0.0 52. 1 58.2 0.0 Progression Factor 1 .00 1 . 00 1 .00 0.81 0.48 0. 19 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 6.7 2. 1 0. 1 181 .7 6. 1 0. 1 40. 9 2.4 0.3 72.2 2.4 0.2 Delay (s) 55. 1 20. 1 10. 1 224.0 17.2 2.2 92.5 60.6 0.3 124.3 60.6 0.2 Level of Service ECBF B A F E A F E A Approach Delay (s) 22. 1 37.5 38.7 62.2 Approach LOS C D D E Intersection Summary HCM Average Control Delay 33.5 HCM Level of Service C HCM Volume to Capacity ratio 1 .02 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 5: SH 119 & Pinnacle Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2710 2755 85 0 200 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 2946 2995 92 0 217 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1309 pX, platoon unblocked 0.67 0.67 0.67 vC, conflicting volume 3087 3976 998 vC1 , stage 1 conf vol vC2, stage 2 conf vol - - . I J vCu , unblocked vol 3129 4452 23 tC, single (s) 4. 1 6. 8 6.9 - - tC, 2 stage (s) tF (s) 2.2 3. 5 3.3 p0 queue free % 100 100 69 cM capacity (veh/h) 67 1 705 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 SB 1 Volume Total 982 982 982 998 998 998 92 217 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 92 217 cSH 1700 1700 1700 1700 1700 1700 1700 705 Volume to Capacity 0.58 0. 58 0.58 0.59 0. 59 0.59 0.05 0. 31 Queue Length (ft) 0 0 0 0 0 0 0 33 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.4 Lane LOS B Approach Delay (s) 0.0 0.0 12.4 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 6: SH 119 & Fairview (WCR 3) Signal at WCR 5.5 - 6 lanes (55 mph) 5/14/2007 —* C k- 4\ t ,* \t 1 ,� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'I ttt r '9 ttt t + f Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 Lane Utii. Factor 0.97 0.91 1 .00 1 .00 0.91 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 1770 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 1770 5085 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 330 2265 115 205 2020 265 455 5 145 520 5 365 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 359 2462 125 223 2196 288 495 5 158 565 5 397 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 359 2462 125 223 2196 288 495 5 158 565 5 397 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 14.0 63.2 120.0 19.8 69.0 120.0 16.8 1 .0 120.0 17.2 1 .2 120.0 Effective Green, g (s) 15.0 64.2 120.0 20.8 70.0 120.0 18.8 2.0 120.0 19.2 2.2 120.0 Actuated g/C Ratio 0. 12 0.54 1 .00 0. 17 0.58 1 .00 0. 16 0.02 1 .00 0. 16 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s; 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 429 2720 1583 307 2966 1583 541 31 1583 553 34 1583 v/s Ratio Prot 0. 10 c0.48 0. 13 c0.43 0. 13 0.00 c0. 14 0.00 v/s Ratio Perm 0.08 0. 18 0.02 0. 10 c0. 02 0.25 v/c Ratio 0.84 0.91 0.08 0.73 0.74 0. 18 0.91 0. 16 0. 10 1 .02 0. 15 0.25 Uniform Delay, dl 51 .3 25.2 0.0 46.9 18.3 0.0 49. 9 58.2 0.0 50.5 58.0 0. 0 Progression Factor 0.80 0.56 1 .00 0.78 1 . 13 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 9.5 4.0 0. 1 6.9 1 .4 0.2 20. 1 2.4 0. 1 43.9 2. 0 0.4 Delay (s) 50.5 18.0 0. 1 43.3 22.2 0.2 70.0 60.6 0. 1 94.3 60.0 0.4 Level of Service D B A DC A E E A F E A Approach Delay (s) 21 .2 21 .6 53. 1 55.6 Approach LOS C C D E Intersection Summary HCM Average Control Delay 28.8 HCM Level of Service C HCM Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 86.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 7: SH 119 & WCR 3. 5 Signal at WCR 5.5 - 6 lanes (55 mph) 5/14/2007 ` —P► et C '- AN.% 4\ tp ' i I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +tt r +14 r )19 t r t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 0.97 0.91 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 3433 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 3433 5085 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 580 2135 215 215 1560 295 430 5 315 355 5 500 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 630 2321 234 234 1696 321 467 5 342 386 5 543 RTOR Reduction (vph) 0 0 83 0 0 149 0 0 0 0 0 0 Lane Group Flow (vph) 630 2321 151 234 1696 172 467 5 342 386 5 543 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 Free Actuated Green, G (s) 18.0 69.4 69.4 12.0 63.4 63.4 19.2 1 .6 120.0 18.0 1 .0 120.0 Effective Green, g (s) 19.0 70.4 70.4 13.0 64.4 64.4 21 .2 2.6 120.0 20.0 2.0 120.0 Actuated g/C Ratio 0. 16 0.59 0.59 0. 11 0.54 0.54 0. 18 0.02 1 .00 0. 17 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 544 2983 929 372 2729 850 610 40 1583 575 31 1583 v/s Ratio Prot c0. 18 c0.46 0.07 0. 33 c0. 12 0.00 0. 10 0.00 v/s Ratio Perm 0. 15 0.20 0.02 0.22 0.01 0.34 v/c Ratio 1 . 16 0.78 0. 16 0.63 0.62 0.20 0.77 0. 12 0.22 0.67 0. 16 0. 34 Uniform Delay, dl 50.5 18.9 11 .3 51 .2 19.3 14.5 47. 1 57.6 0.0 46.9 58.2 0.0 Progression Factor 1 . 12 0.46 0.37 1 . 16 0.52 0.81 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 81 .4 1 .0 0.2 2.7 0.9 0.4 5.7 1 .4 0. 3 3. 1 2.4 0.6 Delay (s) 138.0 9.7 4.4 62. 1 10.9 12. 1 52.8 59.0 0.3 50.0 60.6 0.6 Level of Service F A A EBBDE A D E A Approach Delay (s) 34.7 16.4 30.8 21 .3 Approach LOS C B C C Intersection Summary HCM Average Control Delay 26.8 HCM Level of Service C HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 8 : SH 119 & Union Access Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations tatt ttt Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2805 2070 110 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0. 92 Hourly flow rate (vph) 0 3049 2250 120 0 0 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 2370 3266 750 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2370 3266 750 tC, single (s) 4. 1 6. 8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 202 7 354 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 Volume Total 1016 1016 1016 750 750 750 120 Volume Left 0 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 120 cSH 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.60 0.60 0.60 0.44 0.44 0.44 0.07 Queue Length (ft) 0 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 9 : SH 119 & WCR 5 Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 —to c 4— 4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r '1 ttt Vref Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2695 110 10 2170 10 420 Peak Hour Factor 0.92 0.92 0.92 0.92 0. 92 0. 92 Hourly flow rate (vph) 2929 120 11 2359 11 457 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 3049 3737 976 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 3049 3737 976 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3. 5 3. 3 p0 queue free % 98 0 0 cM capacity (veh/h) 588 3 250 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 NB 2 Volume Total 976 976 976 120 11 786 786 786 11 457 Volume Left 0 0 0 0 11 0 0 0 11 0 Volume Right 0 0 0 120 0 0 0 0 0 457 cSH 1700 1700 1700 1700 588 1700 1700 1700 3 250 Volume to Capacity 0.57 0.57 0.57 0.07 0.02 0.46 0.46 0.46 3.50 1 .82 Queue Length (ft) 0 0 0 0 1 0 0 0 Err 781 Control Delay (s) 0.0 0.0 0.0 0.0 11 .2 0.0 0. 0 0.0 Err 419.3 Lane LOS B F F Approach Delay (s) 0.0 0. 1 642. 1 Approach LOS F Intersection Summary Average Delay 51 .0 Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. PM Peak Hour 10 : SH 119 & Homestead Place (WCR 5.5) Signal at WCR 5. 5 - 6 lanes (55 mph) 5/14/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations "I ttt +44 r 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.91 0.91 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 1 .00 0.85 1 .00 0.85 Flt Protected las 0.95 1 .00 1 .00 1 .00 0.95 1 .00 Satd. Flow (prot) 1770 5085 5085 1583 1770 1583 Flt Permitted 0.95 1 .00 1 .00 1 .00 0.95 1 .00 Satd. Flow (perm) 1770 5085 5085 1583 1770 1583 Volume (vph) 105 3000 2080 45 20 80 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 114 3261 2261 49 22 87 RTOR Reduction (vph) 0 0 0 13 0 82 Lane Group Flow (vph) 114 3261 2261 36 22 5 Turn Type Prot Perm Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 Actuated Green, G (s) 12.8 103.8 86.0 86.0 6.2 6.2 Effective Green, g (s) 13.8 104.8 87.0 87.0 7.2 7.2 Actuated g/C Ratio 0. 12 0.87 0.72 0.72 0.06 0.06 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5. 0 Vehicle Extension ;s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 204 4441 3687 1148 106 95 v/s Ratio Prot 0.06 c0.64 0.44 0.01 v/s Ratio Perm 0.03 0.05 v/c Ratio 0.56 0.73 0.61 0.03 0.21 0.05 Uniform Delay, dl 50.2 2.7 8.2 4.6 53.7 53.2 Progression Factor 1 .26 0.79 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 2.7 0.9 0.8 0. 1 1 .0 0.2 Delay (s) 65.9 3.0 8.9 4.7 54.7 53.4 Level of Service E A A ADD Approach Delay (s) 5. 1 8.9 53.7 Approach LOS A A D Intersection Summary HCM Average Control Delay 7.5 HCM Level of Service A HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 1 : SH 119 & WCR 1 Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 f -- -N.* C 4- &- 4\ t /* \* Tly 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations lili `Pt r VI tt if ¶1 ft r vii tt r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4. 0 4. 0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 4. 0 4. 0 Lane Util. Factor 0.97 0.95 1 .00 0.97 0.95 1 . 00 0.97 0.95 1 .00 0.97 0.95 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Volume (vph) 240 2085 145 70 1820 515 275 500 80 400 850 365 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 261 2266 158 76 1978 560 299 543 87 435 924 397 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 261 2266 158 76 1978 560 299 543 87 435 924 397 Turn Type Prot Free Prot Free Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free Free Free Actuated Green, G (s) 8.0 63.0 120.0 4.0 59.0 120.0 8.0 18.0 120.0 15.0 25.0 120.0 Effective Green , g (s) 9.0 64.0 120.0 5.0 60.0 120.0 9.0 19.0 120.0 16.0 26.0 120.0 Actuated g/C Ratio 0.08 0.53 1 .00 0. 04 0.50 1 .00 0.08 0. 16 1 .00 0. 13 0.22 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 257 1887 1583 143 1770 1583 257 560 1583 458 767 1583 v/s Ratio Prot 0.08 c0.64 0.02 c0.56 c0.09 0. 15 0. 13 c0.26 v/s Ratio Perm 0. 10 0.35 0.05 0.25 v/c Ratio 1 .02 1 .20 0. 10 0.53 1 . 12 0.35 1 . 16 0.97 0.05 0.95 1 .20 0.25 Uniform Delay, dl 55.5 28.0 0.0 56.4 30.0 0.0 55.5 50.2 0.0 51 .6 47.0 0.0 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 60.2 95.8 0. 1 3.8 61 .2 0.6 107.6 30.0 0. 1 29.3 104.3 0.4 Delay (s) 115.7 123.8 0. 1 60. 1 91 .2 0.6 163. 1 80.3 0. 1 80.9 151 .3 0.4 Level of Service F F A E F A F F A F F A Approach Delay (s) 115.7 70.9 99.4 99.7 Approach LOS F E F F Intersection Summary HCM Average Control Delay 95.6 HCM Level of Service F HCM Volume to Capacity ratio 1 .21 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 106.5% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 3 : SH 119 & Sam's Club Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Tt r It t* Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2440 125 90 2405 0 70 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2652 136 98 2614 0 76 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 2788 4155 1326 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 2788 4155 1326 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3. 5 3. 3 p0 queue free % 88 100 48 cM capacity (veh/h) 803 1 146 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 1326 1326 136 98 1307 1307 76 Volume Left 0 0 0 98 0 0 0 Volume Right 0 0 136 0 0 0 76 cSH 1700 1700 1700 803 1700 1700 146 Volume to Capacity 0.78 0.78 0.08 0. 12 0. 77 0.77 0. 52 Queue Length 95th (ft) 0 0 0 10 0 0 63 Control Delay (s) 0.0 0.0 0.0 10. 1 0.0 0. 0 53.9 Lane LOS B F Approach Delay (s) 0.0 0.4 53.9 Approach LOS F Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 4 : SH 119 & Great Western Drive Signal at WCR 5 - 4 Lanes :55 mph) 5/10/2007 --rfr -Nt 4— k's 4\ t P Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1 r vi tt r ) t r vi t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4. 0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1863 1583 Fit Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1863 1863 1583 1863 1863 1583 Volume (vph) 250 2230 30 110 2355 135 80 5 115 60 5 60 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 272 2424 33 120 2560 147 87 5 125 65 5 65 RTOR Reduction (vph) 0 0 7 0 0 39 0 0 0 0 0 0 Lane Group Flow (vph) 272 2424 26 120 2560 108 87 5 125 65 5 65 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 Free Actuated Green, G (s) 22.9 86.9 86.9 7.0 71 .0 71 .0 7.2 2. 1 120.0 5.0 1 .0 120.0 Effective Green, g (s) 23.9 87.9 87.9 8.0 72.0 72.0 9.2 3. 1 120.0 7.0 2.0 120.0 Actuated g/C Ratio 0.20 0.73 0.73 0.07 0.60 0.60 0.08 0.03 1 .00 0.06 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5. 0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 353 2592 1160 118 2123 950 138 48 1583 105 31 1583 v/s Ratio Prot 0. 15 c0.68 0.07 c0.72 c0.03 0.00 0.03 0.00 v/s Ratio Perm 0.02 0.09 c0.02 0.08 0.01 0.04 v/c Ratio 0.77 0.94 0.02 1 .02 1 .21 0. 11 0.63 0. 10 0.08 0.62 0. 16 0.04 Uniform Delay, dl 45.5 13.6 4.4 56.0 24.0 10.3 53.8 57. 1 0.0 55.2 58.2 0.0 Progression Factor 1 .00 1 .00 1 .00 0.82 0.51 0.67 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 10.0 7.9 0.0 29.2 93. 1 0.0 9.0 1 .0 0. 1 10.4 2.4 0.0 Delay (s) 55.4 21 .5 4.4 75.0 105.4 6.9 62.8 58. 1 0. 1 65.6 60.6 0.0 Level of Service EC A E F A E E A EE A Approach Delay (s) 24.7 99.0 26.6 33.9 Approach LOS C F C C Intersection Summary HCM Average Control Delay 60.5 HCM Level of Service E HCM Volume to Capacity ratio 1 . 08 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 100.0% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 5 : SH 119 & Pinnacle Signal at WCR 5 - 4 Lanes (55 mph; 5/10/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ft ft r r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2405 2550 135 0 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0. 92 0.92 Hourly flow rate (vph) 0 2614 2772 147 0 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1309 pX, platoon unblocked 0. 33 0. 33 0. 33 vC, conflicting volume 2918 4079 1386 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 4773 8277 146 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3. 3 p0 queue free % 100 100 81 cM capacity (veh/h) 7 0 290 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 1307 1307 1386 1386 147 54 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 147 54 cSH 1700 1700 1700 1700 1700 290 Volume to Capacity 0.77 0.77 0.82 0.82 0.09 0. 19 Queue Length 95th (ft) 0 0 0 0 0 17 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 20.3 Lane LOS C Approach Delay (s) 0.0 0.0 20.3 Approach LOS C Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 6: SH 119 & Fairview Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 sis —• - C I.— k- 4\ t t \ 1 I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VI tt r '9 +1 rill) t rill t rF Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1 .00 1 .00 0.95 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 . 00 0.85 1 .00 1 .00 0. 85 FIt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 1863 1583 3433 1863 1583 FIt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3614 1863 1583 3442 1863 1583 Volume (vph) 425 1840 140 95 2520 360 35 5 25 155 5 130 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 462 2000 152 103 2739 391 38 5 27 168 5 141 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 462 2000 152 103 2739 391 38 5 27 168 5 141 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 13.0 82.6 120.0 11 .2 80.8 120.0 4.0 1 .0 120.0 8.4 3.2 120.0 Effective Green, g (s) 14.0 83.6 120.0 12.2 81 .8 120.0 6.0 2.0 120.0 10.4 4.2 120.0 Actuated g/C Ratio 0. 12 0.70 1 .00 0. 10 0.68 1 .00 0.05 0.02 1 .00 0.09 0.04 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 401 2466 1583 180 2412 1583 175 31 1583 298 65 1583 v/s Ratio Prot c0. 13 0.57 0.06 c0.77 0.01 0.00 c0.03 0.00 v/s Ratio Perm 0. 10 0.25 0.00 0.02 c0.02 0.09 v/c Ratio 1 . 15 0.81 0. 10 0.57 1 . 14 0.25 0.22 0. 16 0.02 0.56 0.08 0.09 Uniform Delay, dl 53.0 12 .7 0.0 51 .4 19. 1 0.0 54.8 58.2 0.0 52.6 56. 0 0.0 Progression Factor 0.86 0.59 1 .00 1 .21 0. 34 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 82.5 1 .5 0. 1 0.4 61 .6 0.0 0.6 2.4 0.0 2.4 0. 5 0. 1 Delay (s) 128. 1 9.0 0. 1 62.5 68. 1 0.0 55.4 60.6 0.0 55. 1 56.5 0. 1 Level of Service F A A E E A E E A E E A Approach Delay (s) 29.5 59.7 34.4 30.4 Approach LOS C E C C Intersection Summary HCM Average Control Delay 45.3 HCM Level of Service D HCM Volume to Capacity ratio 1 .07 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 102.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 7: SH 119 & WCR 3. 5 Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 4\ tp \' 1 .� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +1 r '� tt + r r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4. 0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 4. 0 Lane Util. Factor 0.97 0.95 1 .00 1 .00 0.95 1 .00 0.97 1 .00 1 . 00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 490 1240 290 195 2590 265 95 5 50 165 5 290 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 0.92 Adj. Flow (vph) 533 1348 315 212 2815 288 103 5 54 179 5 315 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 533 1348 315 212 2815 288 103 5 54 179 5 315 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 22.0 72.0 120.0 22.0 72.0 120.0 6.0 1 .0 120.0 6.0 1 .0 120.0 Effective Green, g (s) 23.0 73.0 120.0 23.0 73.0 120.0 8.0 2. 0 120.0 8.0 2.0 120.0 Actuated g/C Ratio 0. 19 0.61 1 .00 0. 19 0.61 1 .00 0.07 0.02 1 .00 0.07 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 658 2153 1583 339 2153 1583 232 31 1583 232 31 1583 v/s Ratio Prot c0. 16 0.38 0. 12 c0. 80 0.02 0.00 c0.04 0.00 v/s Ratio Perm 0.20 0. 18 0.01 0.03 c0.01 0.20 v/c Ratio 0.81 0.63 0.20 0.63 1 .31 0. 18 0.44 0. 16 0.03 0.77 0. 16 0.20 Uniform Delay, dl 46.4 14.9 0.0 44.5 23.5 0.0 53.9 58.2 0.0 55. 1 58.2 0.0 Progression Factor 1 . 13 0.56 1 .00 0.97 0.93 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 4.7 0.9 0.2 0.3 138.7 0.0 1 .4 2.4 0.0 14.6 2.4 0. 3 Delay (s) 57.4 9.2 0.2 43.5 160.5 0.0 55.2 60.6 0.0 69.8 60.6 0. 3 Level of Service E A A D F A E E A E E A Approach Delay (s) 19.6 139. 1 37.0 25.8 Approach LOS B F D C Intersection Summary HCM Average Control Delay 84.8 HCM Level of Service F HCM Volume to Capacity ratio 1 . 16 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 106.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 8: SH 119 & Union Access Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 'Ft tt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 1455 3050 210 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1582 3315 228 0 0 Pedestrians Lane Width (ft) i + a 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 3543 4106 1658 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3543 4106 1658 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 68 2 a 87 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 - - - Volume Total 791 791 1658 1658 228 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 228 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.47 0.47 0.98 0.98 0. 13 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 9: SH 119 & WCR 5 Signal at WCR 5 - 4 Lanes (55 mph; 5/10/2007 c .- 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations r ft r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1 .00 1 .00 0.95 0.97 1 .00 Frt 1 .00 0.85 1 .00 1 .00 1 .00 0.85 Flt Protected 1 .00 1 .00 0.95 1 .00 0.95 1 .00 Satd. Flow (prot) 3539 1583 1770 3539 3433 1583 Fit Permitted 1 .00 1 .00 0.95 1 .00 0.95 1 .00 Satd. Flow (perm) 3539 1583 1770 3539 3433 1583 Volume (vph) 1350 105 245 3150 110 160 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1467 114 266 3424 120 174 RTOR Reduction (vph) 0 39 0 0 0 0 Lane Group Flow (vph) 1467 75 266 3424 120 174 Turn Type Perm Prot Free Protected Phases 2 1 6 8 Permitted Phases 2 Free Actuated Green, G (s) 78.0 78.0 22.0 105.0 5.0 120.0 Effective Green, g (s) 79.0 79.0 23.0 106.0 6.0 120.0 Actuated g/C Ratio 0.66 0.66 0. 19 0.88 0.05 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2330 1042 339 3126 172 1583 v/s Ratio Prot 0.41 0. 15 c0.97 c0.03 v/s Ratio Perm 0.07 0. 11 v/c Ratio 0.63 0.07 0.78 1 . 10 0.70 0. 11 Uniform Delay, dl 12 .0 7.4 46. 1 7.0 56. 1 0.0 Progression Factor 0. 30 0. 16 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 1 .0 0. 1 11 .3 48.7 11 .7 0. 1 Delay (s) 4.6 1 .3 57.4 55.7 67.8 0. 1 Level of Service A A EE E A Approach Delay (s) 4.3 55.8 27.7 Approach LOS A E C Intersection Summary HCM Average Control Delay 39.7 HCM Level of Service D HCM Volume to Capacity ratio 1 .07 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 97.9% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 10 : SH 119 & Homestead Place (WCR 5.5) Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 sefr Movement EBL EBT WBT WBR SBL SBR Lane Configurations '� ft ft r r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 30 1470 3270 10 40 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0. 92 0.92 Hourly flow rate (vph) 33 1598 3554 11 43 92 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 3565 4418 1777 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3565 4418 1777 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3.3 p0 queue free % 51 0 0 cM capacity (veh/h) 66 1 72 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 33 799 799 1777 1777 11 43 92 Volume Left 33 0 0 0 0 0 43 0 Volume Right 0 0 0 0 0 11 0 92 cSH 66 1700 1700 1700 1700 1700 1 72 Volume to Capacity 0.49 0.47 0.47 1 .05 1 .05 0.01 84.36 1 .29 Queue Length 95th (ft) 49 0 0 0 0 0 Err 183 Control Delay (s) 103.0 0.0 0.0 0.0 0.0 0.0 Err 302.6 Lane LOS F F F Approach Delay (s) 2. 1 0.0 3405.4 Approach LOS F Intersection Summary Average Delay 87.4 Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 1 : SH 119 & WCR 1 Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 ` �► 44 - ,- .\ t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi +1 r Vi tt tr Vi ft r Vs r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4. 0 4. 0 4.0 4. 0 4. 0 4. 0 4.0 4.0 4.0 4.0 4. 0 Lane Util. Factor 0.97 0.95 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 . 00 0.85 1 .00 1 .00 0.85 FIt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Volume (vph) 255 1840 285 60 2150 550 455 875 80 570 900 325 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 277 2000 310 65 2337 598 495 951 87 620 978 353 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 277 2000 310 65 2337 598 495 951 87 620 978 353 Turn Type Prot Free Prot Free Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free Free Free Actuated Green, G (s) 8.0 59.0 120.0 4.0 55.0 120.0 12.0 22.0 120.0 15.0 25.0 120.0 Effective Green, g (s) 9.0 60.0 120.0 5.0 56.0 120.0 13.0 23.0 120.0 16.0 26.0 120.0 Actuated g/C Ratio 0.08 0.50 1 .00 0.04 0.47 1 .00 0. 11 0. 19 1 .00 0. 13 0.22 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5. 0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 257 1770 1583 143 1652 1583 372 678 1583 458 767 1583 v/s Ratio Prot 0.08 c0.57 0.02 c0.66 0. 14 0.27 c0. 18 c0.28 v/s Ratio Perm 0.20 0.38 0.05 0.22 v/c Ratio 1 .08 1 . 13 0.20 0.45 1 .41 0.38 1 .33 1 .40 0.05 1 .35 1 .28 0.22 Uniform Delay, dl 55.5 30.0 0.0 56.2 32.0 0.0 53.5 48.5 0.0 52.0 47.0 0.0 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 78.4 66. 3 0. 3 2.3 190.2 0.7 166.2 190.0 0. 1 173.0 133.9 0.3 Delay (s) 133.9 96.3 0.3 58.5 222.2 0.7 219.7 238.5 0. 1 225.0 180.9 0.3 Level of Service F F A E F A F F A F F A Approach Delay (s) 88.8 174.5 218.9 162.2 Approach LOS F F F F ftersection Summary HCM Average Control Delay 154.9 HCM Level of Service F HCM Volume to Capacity ratio 1 .30 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 120.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 3 : SH 119 & Sam's Club Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 --► I 1- 441 p Movement EBT EBR WBL WBT NBL NBR Lane Configurations ft r tt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2190 300 250 2760 0 255 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0. 92 Hourly flow rate (vph) 2380 326 272 3000 0 277 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 2707 4424 1190 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 2707 4424 1190 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3.5 3.3 p0 queue free % 66 100 0 cM capacity (veh/h) 808 1 180 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 Volume Total 1190 1190 326 272 1500 1500 277 Volume Left 0 0 0 272 0 0 0 Volume Right 0 0 326 0 0 0 277 cSH 1700 1700 1700 808 1700 1700 180 Volume to Capacity 0.70 0. 70 0. 19 0.34 0.88 0.88 1 .54 Queue Length 95th (ft) 0 0 0 37 0 0 448 Control Delay (s) 0.0 0.0 0.0 11 .7 0.0 0.0 315.3 Lane LOS B F Approach Delay (s) 0.0 1 .0 315.3 Approach LOS F Intersection Summary Average Delay 14.5 Intersection Capacity Utilization 83.0% ICU Level of Service E Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 4 : SH 119 & Great Western Drive Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 sis --0" C k` 4\ t , ', 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi tt r vittroviatrvitr Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4.0 4.0 4.0 4.0 4. 0 4.0 4. 0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 . 00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1863 1583 Fit Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1863 1863 1583 1863 1863 1583 Volume (vph) 165 2190 90 295 2575 85 205 5 290 230 5 230 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 179 2380 98 321 2799 92 223 5 315 250 5 250 RTOR Reduction (vph) 0 0 24 0 0 23 0 0 0 0 0 0 Lane Group Flow (vph) 179 2380 74 321 2799 70 223 5 315 250 5 250 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 Free Actuated Green, G (s) 17.0 74.0 74.0 17.0 74.0 74.0 9.0 1 .0 120.0 9.0 1 .0 120.0 Effective Green, g (s) 18.0 75.0 75.0 18.0 75.0 75.0 11 .0 2.0 120.0 11 .0 2.0 120.0 Actuated g/C Ratio 0. 15 0.62 0.62 0. 15 0.62 0.62 0.09 0.02 1 .00 0.09 0.02 1 .00 Clearance Time (s) 5.0 5,0 5.0 5.0 5.0 5. 0 5. 0 5. 0 5. 0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 266 2212 989 266 2212 989 164 31 1583 164 31 1583 v/s Ratio Prot 0. 10 c0.67 0. 18 c0.79 0. 10 0.00 c0. 11 0.00 v/s Ratio Perm 0.06 0.06 0.02 0.20 c0.03 0. 16 v/c Ratio 0.67 1 .08 0.08 1 .21 1 .27 0.07 1 .36 0. 16 0.20 1 .52 0. 16 0. 16 Uniform Delay, dl 48.2 22.5 8.9 51 .0 22.5 8.8 54.6 58.2 0.0 54.6 58.2 0.0 Progression Factor 1 .00 1 .00 1 .00 0.87 0.69 1 .03 1 .00 1 .00 1 .00 1 .00 1 .00 1 . 00 Incremental Delay, d2 6.6 43.3 0. 1 111 . 1 121 .5 0. 1 196. 1 2.4 0.3 264.4 2.4 0.2 Delay (s) 54.8 65.8 9.0 155.7 137. 1 9.2 250.7 60.6 0.3 319.0 60.6 0.2 Level of Service DEA F F A F E A F E A Approach Delay (s) 62.9 135.3 103.7 158.6 Approach LOS E F F F Intersection Summary HCM Average Control Delay 106.7 HCM Level of Service F HCM Volume to Capacity ratio 1 .28 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16. 0 Intersection Capacity Utilization 109.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 5: SH 119 & Pinnacle Signal at WCR 5 - 4 Lanes (55 mph; 5/10/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ft t r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2710 2755 85 0 200 Peak Hour Factor 0.92 0.92 0.92 0.92 0. 92 0.92 Hourly flow rate (vph) 0 2946 2995 92 0 217 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1309 pX, platoon unblocked 0. 35 0. 35 0. 35 vC, conflicting volume 3087 4467 1497 vC1 , stage 1 conf vol vC2, stage 2 conf vol - — vCu, unblocked vol 5066 8960 582 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 0 cM capacity (veh/h) 6 0 162 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 1473 1473 1497 1497 92 217 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 92 217 cSH 1700 1700 1700 1700 1700 162 Volume to Capacity 0. 87 0.87 0.88 0.88 0. 05 1 .34 Queue Length 95th (ft) 0 0 0 0 0 329 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 244.0 Lane LOS F Approach Delay (s) 0.0 0.0 244.0 Approach LOS F Intersection Summary Average Delay 8.5 Intersection Capacity Utilization 95.2% ICU Level of Service 'M F Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 6 : SH 119 & Fairview Signal at WCR 5 - 4 Lanes (55 mph: 5/10/2007 le 4— k- 4\ t t 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r +1 vs) t r 'II t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4.0 4.0 4.0 4. 0 4. 0 4. 0 4. 0 4. 0 4.0 4.0 Lane Util. Factor 0.97 0.95 1 .00 1 .00 0.95 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 3539 1583 1770 3539 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 3539 1583 1770 3539 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 330 2265 115 75 2255 265 220 5 145 520 5 365 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 359 2462 125 82 2451 288 239 5 158 565 5 397 RTOR Reduction (vph) 0 0 33 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 359 2462 92 82 2451 288 239 5 158 565 5 397 Turn Type Prot Perm Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 Free 8 Free 4 Free Actuated Green, G (s) 10.0 77.5 77.5 10.5 78.0 120.0 11 .6 1 . 0 120.0 12.4 1 .4 120.0 Effective Green, g (s) 11 .0 78.5 78.5 11 .5 79.0 120.0 13.6 2.0 120.0 14.4 2.4 120.0 Actuated g/C Ratio 0.09 0.65 0.65 0. 10 0.66 1 .00 0. 11 0.02 1 .00 0. 12 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 315 2315 1036 170 2330 1583 392 31 1583 416 37 1583 v/s Ratio Prot 0. 10 c0.70 0.05 c0.69 0.06 0.00 c0. 14 0.00 v/s Ratio Perm 0.08 0. 18 0.01 0. 10 c0.03 0.25 v/c Ratio 1 . 14 1 .06 0.09 0.48 1 .05 0. 18 0.61 0. 16 0. 10 1 .36 0. 14 0.25 Uniform Delay, dl 54.5 20.8 7.6 51 .4 20.5 0.0 50.7 58.2 0.0 52.9 57.8 0.0 Progression Factor 0.80 0.39 0.42 1 .25 0.32 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 72.6 31 .4 0.0 1 .0 29.0 0. 1 2.7 2.4 0. 1 176.2 1 .7 0.4 Delay (s) 116.0 39.5 3.2 65.2 35.5 0. 1 53.4 60.6 0. 1 229. 1 59.4 0.4 Level of Service F D A ED A D E A F E A Approach Delay (s) 47.3 32.8 32.5 134.3 Approach LOS D C C F Intersection Summary HCM Average Control Delay 52.5 HCM Level of Service D HCM Volume to Capacity ratio 1 .05 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 103.2% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 7: SH 119 & WCR 3.5 Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 -1 C '- 4\ t , 1d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r + ti 4 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4.0 4. 0 4. 0 4.0 4. 0 4. 0 4.0 4.0 4. 0 4.0 Lane Util. Factor 0.97 0.95 1 .00 0.97 0.95 1 .00 0. 97 1 .00 1 .00 0.91 0.91 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 0.96 1 .00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 1863 1583 3221 1620 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 0.62 0.64 1 .00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3614 1863 1583 2119 1092 1583 Volume (vph) 580 2135 215 155 1665 295 430 5 315 355 5 500 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 Adj. Flow (vph) 630 2321 234 168 1810 321 467 5 342 386 5 543 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 630 2321 234 168 1810 321 467 5 342 326 65 543 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 22.4 74.8 120.0 6.2 58.6 120.0 13.4 1 .4 120.0 24.0 24.0 120.0 Effective Green, g (s) 23.4 75.8 120.0 7.2 59.6 120.0 15.4 2.4 120.0 25.0 25.0 120.0 Actuated g/C Ratio 0. 19 0.63 1 .00 0. 06 0.50 1 .00 0. 13 0.02 1 .00 0.21 0.21 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 669 2235 1583 206 1758 1583 444 37 1583 612 309 1583 v/s Ratio Prot c0. 18 c0.66 0.05 0.51 c0. 11 0.00 c0.08 0.03 v/s Ratio Perm 0. 15 0.20 0.02 0.22 c0.03 0.01 0.34 v/c Ratio 0.94 1 .04 0. 15 0.82 1 .03 0.20 1 .05 0. 14 0.22 0.53 0.21 0.34 Uniform Delay, dl 47.6 22. 1 0.0 55.7 30.2 0.0 52.3 57.8 0.0 41 .9 39.3 0.0 Progression Factor 1 .07 0.65 1 .00 1 .03 0.91 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 3.2 19. 1 0.0 14.6 25.3 0.2 57.0 1 .7 0.3 0.9 0.3 0.6 Delay (s) 54.2 33.4 0.0 72. 1 52.9 0.2 109.3 59.4 0.3 42.8 39.7 0.6 Level of Service DC A ED A F E A DD A Approach Delay (s) 35.0 46.9 63.2 18.0 Approach LOS D D E B Intersection Summary HCM Average Control Delay 39.8 HCM Level of Service D HCM Volume to Capacity ratio 0.98 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 92.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 8 : SH 119 & Union Access Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ft ft Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2805 2115 110 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 3049 2299 120 0 0 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 2418 3823 1149 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2418 3823 1149 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 193 3 192 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 Volume Total 1524 1524 1149 1149 120 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 120 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.90 0.90 0.68 0.68 0.07 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 9: SH 119 & WCR 5 Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 •Ni 4-- 4\ /* Movement EBT EBR WBL WBT NBL NBR Lane Configurations ' t r ' +1' rf Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4. 0 4.0 4.0 Lane Util. Factor 0.95 1 .00 1 .00 0.95 0.97 1 .00 Frt 1 .00 0.85 1 .00 1 .00 1 .00 0.85 Flt Protected 1 .00 1 .00 0.95 1 .00 0.95 1 .00 Satd. Flow (prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1 .00 1 .00 0.95 1 .00 0.95 1 .00 Satd. Flow (perm; 3539 1583 1770 3539 3433 1583 Volume (vph) 2695 110 200 1980 245 420 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2929 120 217 2152 266 457 RTOR Reduction (vph) 0 26 0 0 0 0 Lane Group Flow (vph) 2929 94 217 2152 266 457 Turn Type Perm Prot Free Protected Phases 2 1 6 8 Permitted Phases 2 Free Actuated Green, G (s) 86.0 86.0 12.0 103.0 7.0 120.0 Effective Green , g (s) 87.0 87.0 13.0 104.0 8.0 120.0 Actuated g/C Ratio 0.72 0.72 0. 11 0.87 0.07 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5. 0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2566 1148 192 3067 229 1583 v/s Ratio Prot c0.83 c0. 12 0.61 c0.08 v/s Ratio Perm 0.08 0.29 v/c Ratio 1 . 14 0.08 1 . 13 0.70 1 . 16 0.29 Uniform Delay, dl 16.5 4.8 53.5 2.7 56.0 0.0 Progression Factor 0.74 1 .56 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 66.4 0. 1 104.3 1 .4 110.0 0.5 Delay (s) 78.7 7.6 157.8 4. 1 166.0 0.5 Level of Service E A F A F A Approach Delay (s) 75.9 18.2 61 .4 Approach LOS E B E Intersection Summary HCM Average Control Delay 51 .9 HCM Level of Service D HCM Volume to Capacity ratio 1 . 14 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 102.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 10 : SH 119 & Homestead Place (WCR 5.5) Signal at WCR 5 - 4 Lanes (55 mph) 5/10/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ` t tt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 105 3000 2080 45 20 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 114 3261 2261 49 22 87 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 2310 4120 1130 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu , unblocked vol 2310 4120 1130 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3. 3 p0 queue free c/0 47 0 56 cM capacity (veh/h) 214 1 198 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 114 1630 1630 1130 1130 49 22 87 Volume Left 114 0 0 0 0 0 22 0 Volume Right 0 0 0 0 0 49 0 87 cSH 214 1700 1700 1700 1700 1700 1 198 Volume to Capacity 0.53 0. 96 0.96 0.66 0.66 0.03 27.92 0.44 Queue Length 95th (ft) 70 0 0 0 0 0 Err 51 Control Delay (s) 39.7 0.0 0.0 0.0 0.0 0.0 Err 36.8 Lane LOS E F E Approach Delay (s) 1 .3 0.0 2029.3 Approach LOS F Intersection Summary Average Delay 38.9 Intersection Capacity Utilization 92.9% ICU Level of Service F Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 1 : SH 119 & WCR 1 Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 el —÷ I 4— iks- 4\ t P \* J, I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ifill ttt 1 vivi ttt 1 vi 'H 1 is) +1 1w Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 0.97 0.91 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Volume (vph) 240 2085 145 70 1820 515 275 500 80 400 850 365 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0. 92 0.92 0.92 Adj. Flow (vph) 261 2266 158 76 1978 560 299 543 87 435 924 397 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 261 2266 158 76 1978 560 299 543 87 435 924 397 Turn Type Prot Free Prot Free Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free Free Free Actuated Green, G (s) 9.0 50.0 110.0 4.0 45.0 110.0 9.0 20.3 110.0 15.7 27.0 110.0 Effective Green, g (s) 10.0 51 .0 110.0 5.0 46.0 110.0 10.0 21 .3 110.0 16.7 28.0 110.0 Actuated g/C Ratio 0.09 0.46 1 .00 0.05 0.42 1 .00 0.09 0. 19 1 .00 0. 15 0.25 1 .00 Clearance Time (s) 5.0 5.0 5.0 5. 0 5.0 5.0 5.0 5.0 Vehicle Extension (s: 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 312 2358 1583 156 2126 1583 312 685 1583 521 901 1583 v/s Ratio Prot 0.08 c0.45 0.02 c0.39 0.09 0. 15 c0. 13 c0.26 v/s Ratio Perm 0. 10 0.35 0.05 0.25 v/c Ratio 0.84 0.96 0. 10 0.49 0.93 0.35 0.96 0.79 0.05 0.83 1 .03 0.25 Uniform Delay, dl 49.2 28.5 0.0 51 .2 30.5 0.0 49.8 42.2 0.0 45. 3 41 .0 0.0 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 17.4 11 .4 0. 1 2.4 8.8 0.6 39.4 6.3 0. 1 11 . 1 36.6 0.4 Delay (s) 66.6 39.9 0. 1 53.6 39.3 0.6 89.2 48.5 0. 1 56.4 77.6 0.4 Level of Service E D A D D A F D A E E A Approach Delay (s) 40.2 31 .4 57. 1 54.9 Approach LOS D C E D Intersection Summary HCM Average Control Delay 42.5 HCM Level of Service D HCM Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 89. 1 % ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 3 : SH 119 & Sam's Club Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 1— 4\ P Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt ttt Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2440 125 90 2405 0 70 Peak Hour Factor 0. 92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2652 136 98 2614 0 76 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 2788 3719 884 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 2788 3719 884 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3. 5 3. 3 p0 queue free % 88 100 74 cM capacity (veh/h) 803 3 288 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB 1 Volume Total 884 884 884 136 98 871 871 871 76 Volume Left 0 0 0 0 98 0 0 0 0 Volume Right 0 0 0 136 0 0 0 0 76 cSH 1700 1700 1700 1700 803 1700 1700 1700 288 Volume to Capacity 0.52 0. 52 0.52 0.08 0. 12 0. 51 0.51 0. 51 0.26 Queue Length (ft) 0 0 0 0 10 0 0 0 26 Control Delay (s) 0.0 0.0 0.0 0.0 10. 1 0.0 0.0 0.0 21 .9 Lane LOS B C Approach Delay (s) 0.0 0.4 21 .9 Approach LOS C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 4: SH 119 & Great Western Drive Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 -1 —÷ aN' T i 4— k- 4\ t fi \* il? 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations el ttt r ) ttt f vi t riri tr Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4.0 4.0 4. 0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.91 1 .00 1 .00 0.91 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 1770 5085 1583 1770 5085 1583 1863 1863 1583 1863 1863 1583 Volume (vph) 250 2230 30 110 2355 135 80 5 115 60 5 60 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 272 2424 33 120 2560 147 87 5 125 65 5 65 RTOR Reduction (vph) 0 0 11 0 0 52 0 0 0 0 0 0 Lane Group Flow (vph) 272 2424 22 120 2560 95 87 5 125 65 5 65 Turn Type Prot Perm Prot Perm pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free 4 Free Actuated Green, G (s) 21 . 1 71 .0 71 .0 14.0 63.9 63.9 5.0 1 .0 110.0 5.0 1 .0 110.0 Effective Green, g (s) 22. 1 72.0 72.0 15.0 64.9 64.9 7.0 2.0 110.0 7.0 2.0 110.0 Actuated g/C Ratio 0.20 0.65 0.65 0. 14 0.59 0.59 0.06 0.02 1 .00 0.06 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5. 0 5.0 5.0 5. 0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 356 3328 1036 241 3000 934 114 34 1583 114 34 1583 v/s Ratio Prot 0. 15 c0.48 0.07 c0.50 c0.03 0.00 0.03 0.00 v/s Ratio Perm 0.02 0.09 c0.01 0.08 0.01 0.04 v/c Ratio 0.76 0.73 0.02 0.50 0.85 0. 10 0.76 0. 15 0.08 0.57 0. 15 0.04 Uniform Delay, dl 41 .5 12.5 6.7 44.0 18.6 9.8 50.7 53.2 0.0 50. 1 53.2 0.0 Progression Factor 1 .00 1 .00 1 .00 0.64 0.20 0.08 1 .00 1 .00 1 .00 1 .00 1 .00 1 . 00 Incremental Delay, d2 9.4 1 .4 0.0 1 .0 2. 1 0. 1 25.6 2. 0 0. 1 6.7 2.0 0. 0 Delay (s) 50.9 14.0 6.7 29.0 5.8 0. 9 76.3 55.2 0. 1 56.8 55.2 0.0 Level of Service D B A C A A E E A E E A Approach Delay (s) 17.6 6.6 31 .9 29.4 Approach LOS B A C C Intersection Summary HCM Average Control Delay 13. 1 HCM Level of Service B HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 5: SH 119 & Pinnacle Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ' ' ' ttt Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2405 2550 135 0 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 2614 2772 147 0 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1309 pX, platoon unblocked 0.51 0. 51 0. 51 vC, conflicting volume 2918 3643 924 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu , unblocked vol 2841 4256 0 tC, single (s) 4. 1 6. 8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3. 3 p0 queue free % 100 100 90 cM capacity (veh/h) 67 1 555 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 SB 1 Volume Total 871 871 871 924 924 924 147 54 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 147 54 cSH 1700 1700 1700 1700 1700 1700 1700 555 Volume to Capacity 0.51 0.51 0.51 0. 54 0.54 0.54 0.09 0. 10 Queue Length (ft) 0 0 0 0 0 0 0 8 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.2 Lane LOS B Approach Delay (s) 0.0 0.0 12.2 Approach LOS B Intersection Summary Average Delay 0. 1 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 6 : SH 119 & Fairview Signal at WCR 5 - 6 Lanes ;55 mph; 5/3/2007 f —* -Nit I -4-- ke 4\ t "fr \* I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ti ttt r ) ttt ? ) op rim 4' r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4. 0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 4. 0 4.0 Lane Util. Factor 0.97 0.91 1 .00 1 .00 0.91 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 1770 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 1770 5085 1583 3614 1863 1583 3442 1863 1583 Volume (vph) 425 1840 140 95 2520 360 35 5 25 155 5 130 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 462 2000 152 103 2739 391 38 5 27 168 5 141 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 462 2000 152 103 2739 391 38 5 27 168 5 141 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 17.0 73.2 110.0 10.6 66.8 110.0 4.0 1 .0 110.0 8.4 3.2 110.0 Effective Green, g (s) 18.0 74.2 110.0 11 .6 67.8 110.0 6.0 2. 0 110.0 10.4 4.2 110.0 Actuated g/C Ratio 0. 16 0.67 1 .00 0. 11 0.62 1 .00 0.05 0.02 1 .00 0. 09 0.04 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 562 3430 1583 187 3134 1583 191 34 1583 325 71 1583 v/s Ratio Prot c0. 13 0.39 0.06 c0. 54 0.01 0.00 c0.03 0.00 v/s Ratio Perm 0. 10 0.25 0.00 0.02 c0.02 0.09 v/c Ratio 0.82 0.58 0. 10 0.55 0.87 0.25 0.20 0. 15 0.02 0.52 0.07 0.09 Uniform Delay, dl 44.5 9.6 0.0 46.7 17.5 0.0 49.7 53.2 0.0 47.4 51 .0 0.0 Progression Factor 0.81 0.71 1 .00 1 .29 0.25 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 7.3 0.6 0. 1 1 .8 2.0 0.2 0. 5 2. 0 0.0 1 .4 0.4 0. 1 Delay (s) 43.2 7.4 0. 1 62. 1 6.5 0. 2 50.2 55.2 0.0 48.8 51 .4 0. 1 Level of Service D A A E A A D E A DD A Approach Delay (s) 13.3 7.5 31 .2 27.0 Approach LOS B A C C Intersection Summary HCM Average Control Delay 11 . 1 HCM Level of Service B HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 81 .9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 7: SH 119 & WCR 3. 5 Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 iti -a* °Nt I i4 4\ t P \* I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ¶1 ttt r li ttt r ti t r )'I 4' r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4. 0 4.0 4.0 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 1 .00 0.91 1 .00 0.97 1 .00 1 .00 0.91 0.91 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 0.96 1 .00 Satd. Flow (prot) 3433 5085 1583 1770 5085 1583 3433 1863 1583 3221 1624 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 0.67 0.63 1 .00 Satd. Flow (perm) 3433 5085 1583 1770 5085 1583 3614 1863 1583 2260 1063 1583 Volume (vph) 490 1240 290 195 2590 265 95 5 50 165 5 290 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 533 1348 315 212 2815 288 103 5 54 179 5 315 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph; 533 1348 315 212 2815 288 103 5 54 142 42 315 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 18.8 62.8 110.0 17.2 61 .2 110.0 6.0 1 .0 110.0 14.0 14.0 110.0 Effective Green, g (s) 19.8 63.8 110.0 18.2 62.2 110.0 8.0 2.0 110.0 16.0 16.0 110.0 Actuated g/C Ratio 0. 18 0.58 1 .00 0. 17 0.57 1 .00 0.07 0. 02 1 .00 0. 15 0. 15 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 618 2949 1583 293 2875 1583 253 34 1583 416 206 1583 v/s Ratio Prot c0. 16 0.27 0. 12 c0.55 0.02 0.00 c0.03 0.02 v/s Ratio Perm 0.20 0. 18 0.01 0.03 c0.02 0.01 0.20 v/c Ratio 0.86 0.46 0.20 0.72 0.98 0. 18 0.41 0. 15 0.03 0.34 0.20 0.20 Uniform Delay, dl 43.8 13.2 0.0 43.5 23.3 0.0 48.8 53.2 0.0 42. 1 41 .4 0.0 Progression Factor 1 . 19 0.43 1 .00 0.90 1 .41 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 10.2 0.4 0.2 5.2 8.9 0. 1 1 . 1 2. 0 0.0 0.5 0. 5 0. 3 Delay (s) 62.2 6. 1 0.2 44.5 41 .6 0. 1 49.8 55.2 0.0 42.6 41 .9 0. 3 Level of Service E A A D D A D E A D D A Approach Delay (s) 18.9 38.2 33.4 15.8 Approach LOS B D C B Intersection Summary HCM Average Control Delay 29.4 HCM Level of Service C HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 8 : SH 119 & Union Access Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 1455 3050 210 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1582 3315 228 0 0 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 3543 3842 1105 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3543 3842 1105 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3. 3 p0 queue free % 100 100 100 cM capacity (veh/h) 68 3 205 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 Volume Total 527 527 527 1105 1105 1105 228 Volume Left 0 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 228 cSH 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.31 0.31 0.31 0.65 0.65 0.65 0. 13 Queue Length (ft) 0 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 9: SH 119 & WCR 5 Signal at WCR 5 - 6 Lanes ;55 mph) 5/3/2007 la 4— 4\ p Movement EBT EBR WBL WBT NBL NBR Lane Configurations +4+ r '1 +4+ r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1 .00 1 .00 0.91 0.97 1 .00 Frt 1 .00 0.85 1 .00 1 .00 1 .00 0.85 Flt Protected 1 .00 1 .00 0.95 1 .00 0.95 1 .00 Satd. Flow (prot) 5085 1583 1770 5085 3433 1583 Flt Permitted 1 .00 1 .00 0.95 1 .00 0.95 1 .00 Satd. Flow (perm) 5085 1583 1770 5085 3433 1583 Volume (vph) 1350 105 245 3150 110 160 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1467 114 266 3424 120 174 RTOR Reduction (vph) 0 45 0 0 0 0 Lane Group Flow (vph) 1467 69 266 3424 120 174 Turn Type Perm Prot Free Protected Phases 2 1 6 8 Permitted Phases 2 Free Actuated Green, G (s) 65.2 65.2 21 .0 91 .2 8.8 110.0 Effective Green, g (s) 66.2 66.2 22.0 92.2 9.8 110.0 Actuated g/C Ratio 0.60 0.60 0.20 0.84 0.09 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 3060 953 354 4262 306 1583 v/s Ratio Prot 0.29 0. 15 c0.67 c0.03 v/s Ratio Perm 0.07 0. 11 v/c Ratio 0.48 0.07 0.75 0.80 0.39 0. 11 Uniform Delay, dl 12.3 9. 1 41 .4 4.4 47.3 0.0 Progression Factor 0. 56 0.73 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 0.5 0. 1 8.7 1 .7 0. 8 0. 1 Delay (s) 7.4 6.8 50. 1 6. 1 48. 1 0. 1 Level of Service A A D A D A Approach Delay (s) 7.4 9.3 19.7 Approach LOS A A B Intersection Summary HCM Average Control Delay 9.3 HCM Level of Service A HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71 .7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 AM Peak Hour 10: SH 119 & Homestead Place (WCR 5.5) Signal at WCR 5 - 6 Lanes (55 mph; 5/3/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 1Pi 141 'HAP iki Yi r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 30 1470 3270 10 40 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 33 1598 3554 11 43 92 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 3565 4152 1185 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3565 4152 1185 tC, single (s) 4. 1 6. 8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3. 3 p0 queue free % 51 0 49 cM capacity (veh/h) 66 1 182 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 SB 1 SB 2 Volume Total 33 533 533 533 1185 1185 1185 11 43 92 Volume Left 33 0 0 0 0 0 0 0 43 0 Volume Right 0 0 0 0 0 0 0 11 0 92 cSH 66 1700 1700 1700 1700 1700 1700 1700 1 182 Volume to Capacity 0.49 0.31 0.31 0.31 0.70 0.70 0.70 0.01 53.91 0.51 Queue Length (ft) 49 0 0 0 0 0 0 0 Err 63 Control Delay (s) 103.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Err 43.7 Lane LOS F F E Approach Delay (s) 2. 1 0.0 3229.4 Approach LOS F Intersection Summary Average Delay 82.9 Intersection Capacity Utilization 75. 1 % ICU Level of Service D Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 1 : SH 119 & WCR 1 Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 4— 4\ t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ttt r ttt r vi) tt r )19 tt r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4. 0 4.0 4.0 4. 0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 0.97 0. 91 1 .00 0.97 0.95 1 .00 0.97 0.95 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 FIt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 3433 5085 1583 3433 3539 1583 3433 3539 1583 Volume (vph) 255 1840 285 60 2150 550 455 875 80 570 900 325 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 277 2000 310 65 2337 598 495 951 87 620 978 353 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 277 2000 310 65 2337 598 495 951 87 620 978 353 Turn Type Prot Free Prot Free Prot Free Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free Free Free Actuated Green, G (s) 12.0 56.0 120.0 4.0 48.0 120.0 15.0 25.0 120.0 15.0 25.0 120.0 Effective Green, g (s) 13.0 57.0 120.0 5.0 49.0 120.0 16.0 26.0 120.0 16.0 26.0 120.0 Actuated g/C Ratio 0. 11 0.48 1 .00 0.04 0.41 1 .00 0. 13 0.22 1 .00 0. 13 0.22 1 .00 Clearance Time (s) 5.0 5.0 5.0 5. 0 5.0 5.0 5.0 5. 0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 372 2415 1583 143 2076 1583 458 767 1583 458 767 1583 v/s Ratio Prot 0.08 c0.39 0.02 c0.46 0. 14 0.27 c0. 18 c0.28 v/s Ratio Perm 0.20 0.38 0.05 0.22 v/c Ratio 0.74 0.83 0.20 0.45 1 . 13 0.38 1 .08 1 .24 0.05 1 .35 1 .28 0.22 Uniform Delay, dl 51 .9 27.3 0.0 56.2 35.5 0.0 52.0 47.0 0.0 52.0 47.0 0.0 Progression Factor 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 7.9 3.4 0. 3 2. 3 63. 5 0.7 65.5 119.0 0. 1 173.0 133.9 0.3 Delay (s) 59.8 30.7 0.3 58. 5 99.0 0.7 117.5 166.0 0. 1 225.0 180.9 0.3 Level of Service EC A E F A F F A F F A Approach Delay (s) 30.2 78.5 140.9 162.2 Approach LOS C E F F Intersection Summary HCM Average Control Delay 93.3 HCM Level of Service F HCM Volume to Capacity ratio 1 . 14 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 102.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 3: SH 119 & Sam's Club Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 —► le 4--- 4\ Movement EBT EBR WBL WBT NBL NBR Lane Configurations 44+ r '5 ttt Pt Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 2190 300 250 2760 0 255 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 2380 326 272 3000 0 277 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 2707 3924 793 vC1 , stage 1 conf vol 0 vC2, stage 2 conf vol 0 vCu, unblocked vol 2707 3924 793 tC, single (s) 4. 1 6. 8 6.9 tC, 2 stage (s) 3. 1 tF (s) 2.2 3.5 3.3 p0 queue free % 66 100 16 cM capacity (veh/h) 808 2 331 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 NB Volume Total 793 793 793 326 272 1000 1000 1000 277 .� Volume Left 0 0 0 0 272 0 0 0 0 Volume Right 0 0 0 326 0 0 0 0 277 cSH 1700 1700 1700 1700 808 1700 1700 1700 331 Volume to Capacity 0.47 0.47 0.47 0. 19 0.34 0.59 0.59 0. 59 0.84 Queue Length (ft) 0 0 0 0 37 0 0 0 184 Control Delay (s) 0.0 0.0 0.0 0.0 11 .7 0.0 0.0 0.0 52.9 Lane LOS B F Approach Delay (s) 0.0 1 .0 52.9 Approach LOS F Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 64.8% ICU Level of Service C f Analysis Period (min) 15 alMEL HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 4 : SH 119 & Great Western Drive Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 k" 4\ t , * 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ttt ttt er ) + r r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1 .00 0.91 1 .00 1 .00 0.91 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 1770 5085 1583 1770 5085 1583 1863 1863 1583 1863 1863 1583 Volume (vph) 165 2190 90 295 2575 85 205 5 290 230 5 230 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 179 2380 98 321 2799 92 223 5 315 250 5 250 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 179 2380 98 321 2799 92 223 5 315 250 5 250 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 16.9 63.0 120.0 23.0 69. 1 120.0 14.0 1 .0 120.0 14.0 1 .0 120.0 Effective Green, g (s) 17.9 64.0 120.0 24.0 70. 1 120.0 16.0 2.0 120.0 16.0 2.0 120.0 Actuated g/C Ratio 0. 15 0.53 1 .00 0.20 0.58 1 .00 0. 13 0.02 1 .00 0. 13 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5. 0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 264 2712 1583 354 2970 1583 238 31 1583 238 31 1583 v/s Ratio Prot 0. 10 c0.47 0. 18 c0.55 0. 11 0.00 c0. 12 0.00 v/s Ratio Perm 0.06 0.06 0.02 0.20 c0.02 0. 16 v/c Ratio 0.68 0.88 0.06 0.91 0.94 0.06 0.94 0. 16 0.20 1 .05 0. 16 0. 16 Uniform Delay, dl 48.3 24.6 0.0 46.9 23. 1 0.0 51 .6 58.2 0.0 52. 1 58.2 0.0 Progression Factor 1 .00 1 .00 1 .00 0.76 0.45 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 6.7 4.4 0. 1 20.8 6.0 0. 1 40.9 2.4 0.3 72.2 2.4 0.2 Delay (s) 55. 1 29.0 0. 1 56.3 16.5 0. 1 92.5 60.6 0.3 124.3 60.6 0.2 Level of Service EC A E B A F E A F E A Approach Delay (s) 29.7 20.0 38.7 62.2 Approach LOS C B D E Intersection Summary HCM Average Control Delay 28.2 HCM Level of Service C HCM Volume to Capacity ratio 0.96 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 5: SH 119 & Pinnacle Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt +44 r r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2710 2755 85 0 200 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 2946 2995 92 0 217 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1309 pX, platoon unblocked 0.57 0. 57 0. 57 vC, conflicting volume 3087 3976 998 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 3152 4703 0 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) tF (s) 2.2 3. 5 3. 3 p0 queue free % 100 100 65 cM capacity (veh/h) 56 0 622 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 SB 1 Volume Total 982 982 982 998 998 998 92 217 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 92 217 cSH 1700 1700 1700 1700 1700 1700 1700 622 Volume to Capacity 0. 58 0.58 0.58 0. 59 0.59 0.59 0.05 0.35 Queue Length (ft) 0 0 0 0 0 0 0 39 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.9 Lane LOS B Approach Delay (s) 0.0 0.0 13.9 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 6: SH 119 & Fairview Signal at WCR 5 - 6 Lanes (55 mph; 5/3/2007 4— 41/4- 4\ t "fr \* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ttt r ttt r t r t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4. 0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 1 .00 0.91 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0. 85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 1770 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 1770 5085 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 330 2265 115 75 2255 265 220 5 145 520 5 365 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 359 2462 125 82 2451 288 239 5 158 565 5 397 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 359 2462 125 82 2451 288 239 5 158 565 5 397 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 14.0 71 .2 120.0 9.8 67.0 120.0 17.2 1 .0 120.0 20.8 2.8 120.0 Effective Green, g (s) 15.0 72.2 120.0 10.8 68.0 120.0 19.2 2.0 120.0 22.8 3.8 120.0 Actuated g/C Ratio 0. 12 0.60 1 .00 0.09 0.57 1 .00 0. 16 0.02 1 .00 0. 19 0.03 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 429 3059 1583 159 2882 1583 552 31 1583 658 59 1583 v/s Ratio Prot 0. 10 c0.48 0.05 c0.48 0.06 0.00 c0. 14 0.00 v/s Ratio Perm 0.08 0. 18 0.01 0. 10 c0.03 0.25 v/c Ratio 0.84 0.80 0.08 0.52 0.85 0. 18 0.43 0. 16 0. 10 0.86 0.08 0.25 Uniform Delay, dl 51 .3 18.5 0.0 52. 1 21 .7 0.0 45.5 58.2 0.0 47. 1 56.4 0.0 Progression Factor 0.71 0.33 1 .00 1 .26 0.70 1 .00 1 .00 1 .00 1 .00 1 .00 1 . 00 1 .00 Incremental Delay, d2 8.4 1 .4 0. 1 2. 1 2.6 0.2 0. 5 2.4 0. 1 10.8 0.6 0.4 Delay (s) 44.9 7.5 0. 1 68.0 17.8 0.2 46. 1 60.6 0. 1 57.9 57.0 0.4 Level of Service D A A E B A D E A E E A Approach Delay (s) 11 .8 17.5 28.2 34.3 Approach LOS B B C C Intersection Summary HCM Average Control Delay 18.0 HCM Level of Service B HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 84.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 7 : SH 119 & WCR 3.5 Signal at WCR 5 - 6 Lanes (55 mph; 5/3/2007 is —0' ftr I .*— k- 4\ t fi \*. I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ti 44+ r is t+t r VI 44 r livi t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4. 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.91 1 .00 1 .00 0.91 1 .00 0.97 1 .00 1 .00 0.97 1 .00 1 .00 Frt 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 1 .00 1 .00 0.85 Flt Protected 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 0.95 1 .00 1 .00 Satd. Flow (prot) 3433 5085 1583 1770 5085 1583 3433 1863 1583 3433 1863 1583 Flt Permitted 0.95 1 .00 1 .00 0.95 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 Satd. Flow (perm) 3433 5085 1583 1770 5085 1583 3614 1863 1583 3614 1863 1583 Volume (vph) 580 2135 215 155 1665 295 430 5 315 355 5 500 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 630 2321 234 168 1810 321 467 5 342 386 5 543 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 630 2321 234 168 1810 321 467 5 342 386 5 543 Turn Type Prot Free Prot Free pm+pt Free pm+pt Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Free Free 8 Free 4 Free Actuated Green, G (s) 25.9 66.0 120.0 17.0 57. 1 120.0 17.2 1 .2 120.0 16.8 1 .0 120.0 Effective Green, g (s) 26.9 67.0 120.0 18.0 58. 1 120.0 19.2 2.2 120.0 18.8 2.0 120.0 Actuated g/C Ratio 0.22 0.56 1 .00 0. 15 0.48 1 .00 0. 16 0.02 1 .00 0. 16 0.02 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s; 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 770 2839 1583 266 2462 1583 553 34 1583 541 31 1583 v/s Ratio Prot 0. 18 c0.46 0.09 c0. 36 c0. 12 0.00 0. 10 0.00 v/s Ratio Perm 0. 15 0.20 0.02 0.22 0.01 0.34 v/c Ratio 0.82 0.82 0. 15 0.63 0.74 0.20 0.84 0. 15 0.22 0.71 0. 16 0.34 Uniform Delay, dl 44.2 21 .5 0.0 47.9 24.8 0.0 49.0 58.0 0.0 48. 1 58.2 0.0 Progression Factor 1 . 12 0.62 1 .00 1 .09 1 . 18 1 .00 1 .00 1 .00 1 .00 1 .00 1 . 00 1 . 00 Incremental Delay, d2 4.3 1 .7 0. 1 4. 1 1 .7 0.2 11 .3 2.0 0.3 4.4 2.4 0.6 Delay (s) 53.8 15. 1 0. 1 56.6 30.9 0.2 60.3 60.0 0.3 52.5 60.6 0.6 Level of Service D B A EC A E E A D E A Approach Delay (s) 21 .7 28.5 35. 1 22.4 Approach LOS C C D C Intersection Summary HCM Average Control Delay 25.4 HCM Level of Service C HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 8: SH 119 & Union Access Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ttt ttt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 2805 2115 110 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 3049 2299 120 0 0 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 2418 3315 766 vC1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2418 3315 766 tC, single (s) 4. 1 6.8 6. 9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 193 6 345 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 WB 4 Volume Total 1016 1016 1016 766 766 766 120 Volume Left 0 0 0 0 0 0 0 Volume Right 0 0 0 0 0 0 120 cSH 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.60 0.60 0.60 0.45 0.45 0.45 0.07 Queue Length (ft) 0 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 0.0 Approach LOS Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 9: SH 119 & WCR 5 Signal at WCR 5 - 6 Lanes ;55 mph) 5/3/2007 f 4--- 4\ p Movement EBT EBR WBL WBT NBL NBR Lane Configurations t `' r ttt "ii r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.91 1 .00 1 .00 0.91 0.97 1 .00 Frt 1 .00 0.85 1 .00 1 .00 1 .00 0.85 Flt Protected 1 .00 1 .00 0.95 1 .00 0.95 1 .00 Satd. Flow (prot) 5085 1583 1770 5085 3433 1583 Flt Permitted 1 .00 1 .00 0.95 1 .00 0.95 1 .00 Satd. Flow (perm) 5085 1583 1770 5085 3433 1583 Volume (vph) 2695 110 200 1980 245 420 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2929 120 217 2152 266 457 RTOR Reduction (vph) 0 37 0 0 0 0 Lane Group Flow (vph) 2929 83 217 2152 266 457 Turn Type Perm Prot Free Protected Phases 2 1 6 8 Permitted Phases 2 Free Actuated Green, G (s) 76.0 76.0 18.0 99.0 11 .0 120.0 Effective Green, g (s) 77.0 77.0 19.0 100.0 12.0 120.0 Actuated g/C Ratio 0.64 0.64 0. 16 0.83 0. 10 1 .00 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s; 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 3263 1016 280 4238 343 1583 v/s Ratio Prot c0.58 c0. 12 0.42 c0.08 v/s Ratio Perm 0.08 0.29 v/c Ratio 0.90 0.08 0.78 0.51 0.78 0.29 Uniform Delay, dl 18.2 8. 1 48.4 2.9 52.7 0.0 Progression Factor 1 .50 1 .54 1 .00 1 .00 1 .00 1 .00 Incremental Delay, d2 3. 1 0. 1 12.6 0.4 10.5 0.5 Delay (s) 30.4 12.6 61 .0 3.3 63.2 0.5 Level of Service C B E A E A Approach Delay (s) 29.7 8.6 23.5 Approach LOS C A C Intersection Summary HCM Average Control Delay 20.9 HCM Level of Service C HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 80. 1 % ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis SEH, Inc. 2030 PM Peak Hour 10 : SH 119 & Homestead Place (WCR 5.5) Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 k. Movement EBL EBT WBT WBR SBL SB atil Lane Configurations ttt ttt r r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 105 3000 2080 45 20 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 114 3261 2261 49 22 87 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 2310 3576 754 vC 1 , stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2310 3576 754 tC, single (s) 4. 1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3. 5 3. 3 p0 queue free % 47 0 75 cM capacity (veh/h) 214 2 352 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 WB 4 SB 1 SB 2 Volume Total 114 1087 1087 1087 754 754 754 49 22 87 Volume Left 114 0 0 0 0 0 0 0 22 0 Volume Right 0 0 0 0 0 0 0 49 0 87 cSH 214 1700 1700 1700 1700 1700 1700 1700 2 352 Volume to Capacity 0.53 0.64 0.64 0.64 0.44 0.44 0.44 0.03 11 . 31 0.25 Queue Length (ft) 70 0 0 0 0 0 0 0 Err 24 Control Delay (s) 39.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Err 18.6 Lane LOS E F C Approach Delay (s) 1 .3 0.0 2014.6 Approach LOS F Intersection Summary Average Delay 38.6 Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis SEH, Inc. Appendix C Time-Space Diagrams Short Elliott Hendrickson Inc. State Highway 119 — Access Control Plan — Final Report ACLCAS0701 .00 Longmont, Colorado June 8, 2007 AM Peak Hour Progression Signal at WCR 5.5 - 4 lanes (55 mph) 5/3/2007 Main Street Cross Street Approach 20 40 60 80 100 120 140 160 180 200 220 240 260 Offset iiitlttttltiltalit / toillttttlttttlttttlittiliittlttttlttttltartalitltiltllilthmltellllistliminithiiiliiiiltettliiiilmiliiii SH 119 -r-J Illit• MK INK\ @ WCR 1 E / UV WB A erial Ba d 61 s 9 SH119 @ 4E- aValikagr SH 119 3 @ Sam's Club E* II / SH 119 EB • rterial Ba • 51 s @ Great Western Drive * WB . erial Bend 61 s 88 SH 119 AdILA A A @ Pinnacle * f SH 119 / lr a EB Arterial Ba ' d 51 s / @ Fairview (WCR 3) E Arterial Ban 61 s' 76 SH 119 * EB Arteri . Sand 51 s it 1 @ WCR 3.5 4 WB Arte • : : and 61 s 19 A AIWA. , SH 119 @ Union Access 4E- SH 119 vallba 3 A - I 1 @WCR5 * WSW lir SH119 :1,51 s i, @ Homestead Place ( Ee 104 PM Peak Hour Progression Signal at WCR 5.5 - 4 lanes (55 mph) 5/3/2007 Main Street Cross Street Approach 20 40 60 80 100 120 140 160 180 200 220 240 260 Offset iiiiliiiilittilineliiiiliiiiliiiilmiliiiiliiisloitiliiiiliiiiliiiiluseliiiiliiiiliitilmiliiiiliiiilliiiliiishiiiliiiiliiiiliiii S H 119 -3 E7 ...\ \ l @ WCR 1 E W Arteria Ban • 48 s 113 SH 119 @ E SH 119 lleilralle .3 • @ Sam's Club E V SH 119 3 EB Arte al Band 47 - / @ Great Western Drive E Ala WB A - rial Band 48 s 54 SH 119 @ Pinnacle E SH 119 ,t EB A erial Band 47 sue, @ Fairview (WCR 3) EV WB Art : rial Band 48 1 .7 56 SH 119 NIA : : Arterial : an • 47 s I @ WCR 3.5 E Arteri . Ban • • 8 s 6 i S H 119 t a ' @ Union Access E SH119 t \ A @ WCR 5 E - SH 119 -3 EB Arterial :±Le 47 s @ Homestead Place ( E 84 AM Peak Hour Progression Signal at WCR 5.5 - 6 lanes (55 mph) 5/3/2007 Main Street Cross Street Approach 20 40 60 80 100 120 140 160 180 200 220 240 260 Offset hilllilthiiiliiiolulliinliiidiniliinliiiiliiiihinliiiiliiiihiiilnfilluthinlniilinihinlniilsulhiiiliiiilinihin S H 119 - @WCR1 E \WBArterlalBa d46s 91 S H 119 9► / IL @ ' WaValnaVallir SH 119 9 @ Sam's Club * y mil' v.. B Art ial Band 5 AL SH 119 f @ Great Western Drive * WB Arte 'al Band •� 6 s 46 SH119 * • • @Pinnacle E SH 119 ► lircir EB Arteril Ban • 51 s @ Fairview (WCR 3) 4E B Arte ial Band • 6 s ; 42 AA SH 119 B Arter : l Band 51 s A ,i, @ WCR 3.5 * V WB Arteria Sand 46 103 s' im I r A SH119 9 SAl @ Union Access E TA kVA WA klr SH 119 9 \ 1 @WCR5 * V WIIB \\ Art: ial Band 5, SH119 i @ Homestead Place ( *E 63 PM Peak Hour Progression Signal at WCR 5.5 - 6 lanes (55 mph) 5/3/2007 Main Street Cross Street Approach 20 40 60 80 100 120 140 160 180 200 220 240 260 Offset iiiiliiiiliiiiliiiiiliiiliiiil , i , iliiiiliiiilii , , I , , , , Iitttlttttlttttltttilitiiliittltiiiliiitlittiliiiih , , , liiiihilil , , , il , ml „ ii SH 119 * , ii WCR 1 4 WB Art : ial Ba 1 d 51 s 12 SH119 Walli ALWA•SH119 A A @ Sam's Club alE SH119 \ A E : Arterial B " d 49 s @ Great Western Drive 4 Ira : A rterial : and 51 s 73 SH119 * AA I ILA A A A @ Pinnacle WAilkSH119 -> / 1W7E : "Arterial :: nd49s @ Fairview (WCR 3) V Vir / : Arterial B d 51 s 67 EB Arte " . I Band 49 s S H 119 A ;:] --��_ '! U @ WCR 3.5 E vigp WB Arteri . Sand 51 s 17 it SH 119 * A As A / @ Union Access 4e , VAKSH 119 * A A @WCR5 E fliArterialB SH119 a► A d 49 s @ Homestead Place ( * 89 2030 AM Peak Hour Progression Signal at WCR 5 - 4 Lanes (55 mph) 5/3/2007 Main Street Cross Street Approach 20 40 60 80 100 120 140 160 180 200 220 240 260 Offset t t t t 1 1111111111 t t t t I t t t t t i t t t l t t t t l t t t t 1 t t t t t t t t t I t t t t 11111 I t t t t I t t t t I t i t t 1 t t I t I t t I t I t t t t t t t t I I t t I I I t t I t 11111111 t t 1 t t t 11 t t t t 1 t t t t 1 t t t t SH 119 7 1 -S7011/4 I \I 1 @ WCR 1 4 WB • eria Band 65 s 8 SH119 * A @ 4. A I I&Ira I Ery SH 119 @ Sam's Club 4V lay y SH 119 -)► A EB Arterial Ba . 46 @ Great Western Drive •tE• WB Arterial B d 65 s 80 SH119 * • ilk at @ Pinnacle •E. Is icA SH119 3 EB • rte 'al Band 46s • • 1 @ Fairview E W : Arteri . I Band 65 - 73 SH 119 * EB A I eri • Band 46 - A @WCR3.5 * WB Art: aIBand65s 118 SH 119 * AlaA @ Union Access sie / / / SH 119 * - %EB Arterial Band , c s @WCR5 E rif 28 SH119 * rilitAMMITIMI/ @ Homestead Place ( * 2030 PM Peak Hour Signal at WCR 5 - 4 Lanes (55 mph) 5/3/2007 Main Street Cross Street Approach 20 40 60 80 100 120 140 160 180 200 220 240 260 Offset iiiiliiillliltlineltsiilllllliinlitiiliiiiliiiiliiiiliiiiliiiiliiiillllllamlitiiliiiiliiiiliiiiliiiiliiiiliiisltiiiliiiiliiiiliiii SH 119 -> ` �r @ WCR 1 E A a A WBArterial = - d53s 17 SH 119 U @ 4E WA 1 111 r Ail I nal r SH 119 * @ Sam's Club E V SH 119 A ,3; rterial Band s NMI @ Great Western Drive 4 • B £ erial Band 53 s 79 SH 119 -> _ _ @ Pinnacle 4 v v y / SH 119 t EB Art• 'rial Ba • 54 s -I IA I 1 @ Fairview E. WB A ' erial Ban 53 s 88 SH 119 * EB Arterl : I Ban • 4 s St _ I @ WCR 3.5 E WB Arteria Bar • 53 s 34 Ian SH119 * - @ Union Access 4 lirAgalrSH 119 B A, . erial Band 54 r -- c- ' - I @WCR5 4E 47 SH119 - - 11JIMMIIMIll @ Homestead Place ( 4 2030 AM Peak Hour Progression Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 Main Street Cross Street Approach 20 40 60 80 100 120 140 160 180 200 220 240 260 Offset i , i, Iii , iliiiili iiliiiiliiitltuiili1111siiiliiiiliisilimIuu , , liiiiliiiilsousliiiiliiiiliiialiiutliutiliiutliittliiiiliiiiliiiiliiii SH119 ..- Nigamm7tr I f I @ WCR 1 E WB • rteri . l Ban • 39 s 99 SH 119 @ .e, war rawa raw SH119 ->, @ Sam's Club * A B Arterial Ba • 39 s SH 119 �/ @ Great Western Drive E V WB Arterial Ban • 9 56 SH119 . ,, A A A A @ Pinnacle E V eV SH119 * i A Illr A Wand 39s A @ Fairview E WB limir Band 39 s 46 SH119 * A LI IA Lt a . e rialA • 39s _ @ WCR 3.5 E ~ • � � WB • - Ban • 39s 5 SH 119 * AII la A @ Union Access 'EV V SH 119 * A 1 DA B Arterial Ba d 39 s / 1! @WCR5 E 54 SH 119 -> / @ Homestead Place ( * 2030 PM Peak Hour Progression Signal at WCR 5 - 6 Lanes (55 mph) 5/3/2007 Main Street Cross Street Approach 20 40 60 80 100 120 140 160 180 200 220 240 260 Offset iniliiiiIiiiiliiisIuiiilsiiilstiiliiiiliia,Iiiiiliiiiliiiilmiliiiil , , iiliiiiIiaiiliiiiiiiiiiiiiiiiiiiliinliiuilit ; ; Ituiti ; iiiliiii SH 119 sr t @ WCR 1 'E 7 B • rterial Band 46 s / W 53 SH119 SH 119 * A A idingr SO 1 @Sam's Club E r1 ASH 119 A • B Arterial -S• 45 s @ Great Western Drive * : Arteria : $ 46 s 108 SH119 A - @ Pinnacle E \ IltrirSH 119 ► = Arterial ; 45 s @ Fairview 4 V B Arterial Ord 46 s Mir\ I 113 SH 119 * B ; rterial Band 45 s @WCR3.5 Ee a IT:wArterial Band 46 s 46 , ' A SH 119 -> A @ Union Access 4Ma IFF SH 119 .► A EB Arteria : an ' 45 s WAWA I UMW IIMM / @WCR5 •'E- 1 , 118 SH 119 -> air @ Homestead Place ( 4 Appendix D Open House Attendance Log and Comments Short Elliott Hendrickson Inc. State Highway 119—Access Control Plan—Final Report ACLCAS0701.00 Longmont,Colorado June 8, 2007 SEH April 5,2007 RE: SH 119 Access Control Plan SEH No. ACLCAS0701.00 Property Owner Street Address City,State Zip Dear Name of Property Owner: An access control plan is being prepared for SH 119 from Weld County Road 1 to Weld County Road 5.5. The City of Longmont,Weld County,and CDOT are participating in the development of this plan. SH 119 is an important resource for this area and the best way to preserve its ability to continue to carry traffic in the future is to clearly define the access along the corridor. The changes that could result from this plan include: • Removing access points • Moving access locations ▪ Restricting left turns • Traffic signals at locations that warrant such control • Other access control techniques An open house will be held from 4:00 p.m. to 7:00 p.m.on April 19,2007 at the Southwest Weld County Services Complex. The address of the complex is 4209 Weld County Road 24.5 and a map is attached for your convenience. The proposed access control plan will be available for comment at the open house. A recommended access plan will be provided to CDOT based on the technical merits of the various options and comments received at the open house. Feel free to call me at 303.441.5401 with questions. I look forward to seeing you at the open house on April 19th Sincerely, SHORT ELLIOTT HENDRICKSON INC. 14< Joseph L. Henderson,PE,PTOE Senior Professional Engineer jlh c: Joe Olson,City of Longmont Gloria Hice-Idler,Colorado Department of Transportation Scot Lewis,Weld County Steve Wiens,CLC Associates p:\ae\ckleas\070 100\project\word\open house letter.doc Short Elliott Hendrickson Inc.,1375 Walnut Street,Suite 211,Boulder,CO 80302-5263 SEH is an equal opportunity employer I www.sehinc.com I 303.442.3130 I 303.442.3139 fax ' From Southbound Interstate 25 Take Exit 240 Turn Lefton State Nway 119 (State Highway 119 becomesigh Weld County Road 24) Travel East for 2.5 tenths on a mile. Turn Left at the Interstate 25 Frontage Road. �\ Travel North for 5 tenths of a Mile. ' Southwest Weld County Turn Right at Weld County Road 24 'h 5ervi€es Complex For 2.3 tenths of a mile. 4209 Weld County Rd 24 1a Turn Left Travel North 1 .6 tenths of a Mile. Kitiurn Left and Enter the parking lot. / �� (720) X652-4200 J s Exit ?�,� 2401 tee 4 doe a 119 Weld County Road 24 (FromNorthbound Interstate 25 Take Exit 240 il1:: "llL'Turn Right on Weld county Road 24 Exit Travel East for 1 tenth on a mile. 240 N Turn Left at the Interstate 25 Frontage Road. Travel North for 5 tenths of a Mile. Turn Right at Weld County Road 24 'h For 2.3 tenths of a mile. W F Turn Left Travel North 1 .6 tenths of a Mile. Turn Left and Enter the parking lot. , ' 1. 2 S A I OT =M= SH 119 Access Control Plan April 19 , 2007 Open House Invitation 4 :00 p. m . to 7 : 00 p. m . An access control plan is being prepared for SH 119 from Southwest Weld County Weld County Road I to Weld County Road 5.5. The City Services Complex of Longmont, Weld County, and CDOT are participating in the development of this plan. SH 119 is an important 4209 Weld County Road 24. 5 resource for this area and the best way to preserve its ability (see attached below) to continue to carry traffic in the future is to clearly define the access along the corridor. Objectives of the Access Control Plan tri • Keep traffic moving " II " • • Make the road safer e The changes that could result from .2 �/ 4 ` rbd. this plan include: `u'" ' SW Sett 2 19 • Removing access points IT gir r ii • Moving access locations 87 aurc _ )\ er-C • Restricting left turns —7. • Traffic signals at locations that warrant such control • Other access control techniques 4' aid .."--- Comments From Southbound Interstate 25 Take Exit 240 The proposed access control plan will be available for Turn Left on State Highway 119 comment at the open house. (State Highway 119 becomes Weld County Road 24) Travel East for 2.5 tenths on a mile Turn Left at the Interstate 25 Frontage Road Questions about the project Travel North for 5 tenths of a mile Joe Henderson Turn Right at Weld County Road 24.5 For 2.3 tenths of a mile Project Manager Turn Left Travel North 1 .6 tenths of a mile Turn Left and Enter the parking lot Short Elliott Hendrickson, Inc. 303.441 .5401 From Northbound Interstate 25 Take Exit 240 Henderson@sehinc.com Turn Right on Weld County Road 24 Travel East for I thnth on a mile Turn Left at the Interstate 25 Frontage Road Travel North for S tenths of a mile_...P Turn Right at Weld County Road 24.5 For 2.3 tenths of a mile Turn LeftTi�avel North 1 .6 tenths of a mile SE N Turn Left and Enter the parking lot SEH ATTENDANCE ROSTER Re: SH 119 Access Control Plan Date of Meeting: Thursday,April 19,2007 City of Longmont,CO Time of Meeting: 4:00 PM to 7:00 PM Project Manager: Joe Henderson Location: SW Weld County Facility SEH No.: ACLCAS0701 Please Print Name: }y1 ACCTI e I ccw Name: Representing: 1rtrine, Ira'-) i Atvu(iw-4 Representing: c'fl-) / Address: Ic i01 U.w7I 19 I ,Th-..->k S Address: Telephone: Zoo 3SZ—'CIO Telephone: FAX: 30 3 (082-- O 15 1 FAX: Mobile: 72.(3 . ?e`i - 54,1 2- Mobile: e-mail: /�l nnyte\octr0\rya c., Cett> e-mail: Name: l'. 1 S l 0Y -e C Name: Representing: eaY bn' ,t�.�loV l U rte-- 1 U l(31 c4 JRepresenting: Address: I0 On 1O'1.'6ii'.e `�T Address: 1I Telephone: 3 I -3. . I U - I Telephone: FAX: FAX: Mobile: 7a U d-32-/ 3 7'> Mobile: e-mail: --re et rTC 9? E->A01 , corn e-mail: Name: _itself 1407-7-11.040S Name: Representing: frtasti4,0ivj 4.07/si-,_trirlii,g Representing: Address: iwy O4 C q Address: Telephone: x702 4g,Z 1433 / Telephone: FAX: FAX: Mobile: Mobile: e-mail: "AC Ma rr{.,, S 3fl.f-ers(<gp.C,Yrge-mail: /�/' Name: AC U //G D/(a, Name: Representing: D' e/e ie e r/' ' Representing: Address: /5 9 o v St— Address: if-/q, j PIG ITG3"-/ Telephone: 3a 3 7 77_— 3z-O d Telephone: FAX: Jc 3 G 5-/ -/37 d FAX: Mobile: Mobile: e-mail: p y e,C' r.4-/ WCO>cr C, e-mail: p:aecc b'050810 pro,ci word alentleme rester-II-IS-06dx 100 Short Elliott Hendrickson Inc.,1375 Walnut Street,Suite 211,Boulder,CO 80302-5263 SEH is an equal opportunity employer I www.sshinc.com I 303.442.3130 I 303.442.3139 fax SEH ATTENDANCE ROSTER Re: SH 119 Access Control Plan Date of Meeting: Thursday, April 19,2007 City of Longmont,CO Time of Meeting: 4:00 PM to 7:00 PM Project Manager. Joe Henderson Location: SW Weld County Facility SEH No.: ACLCAS0701 Please Print Name: �:�, �/t •Ofd y7C�� Name: Representing: ‘ A- }E/ 777(';(1/J/70/4 C; ),i4/epresenting: Address: 6, / /1' 6.5 Address: LUAJC rf , Co FCSO3 Telephone: 36 6,7,f - 3'x,3 / Telephone: FAX: 3013 -6 7k - FAX: Mobile: Mobile: e-mail: Ai/Vic)/4�/VM/JC /L 4 VW Co 4,1 e-mail: Name: f-L er1-1 re,E S 4W Name: Representing: -t--f? M`[A,4E Representing: Address: 2 i°C C. Hfr-'1 1 f`1 W�' Address: 1,,,,a14 cS0`f Telephone: 3 a - b 2- 7 S C I Telephone: FAX: - 2 -7 5r 7 FAX: Mobile: Mobile: e-mail: (W( Pt Akst J( / LkJCUo. •'- e-mail: Name: je,-( Name: Representing: 7-J :3 C{ ,, t— Representing: Address: 2(0 CL L t fir- Address: ( c-, SOsO3 Telephone: 3 5.?. C- Telephone: FAX: '3 7<-2'2 U5 FAX: Mobile: Mobile: e-mail: kY St C,Q ( c. . <<:, e-mail: Name: Name: Representing: Representing: Address: Address: Telephone: Telephone: FAX: FAX: Mobile: Mobile: e-mail: e-mail: p.x c codot 050810 pmjecr ors auadence roster-I I-15-06 doc t 04 Short Elltott Hendrickson Inc., 1375 Walnut Street,Suite 211,Boulder.CO 80302-5263 SEH Is an equal opportunity employer I www.sehInc.com I 303.442.3130 I 303.442.3139 fax SEH ATTENDANCE ROSTER Re: SH 119 Access Control Plan Date of Meeting: Thursday,April 19,2007 City of Longmont,CO Time of Meeting: 4:00 PM to 7:00 PM Project Manager: Joe Henderson Location: SW Weld County Facility SEH No.: ACLCAS0701 Please Print Name: �cs an tai Name: Representing: ecast- ttstp(--, vtc& Representing: Address: (19 2.2 St«7 SAM bit. S:aares firer Address: LvNC earof Telephone: ((305)48c-1445 Telephone: FAX: FAX: Mobile: (3v3').S-13I - 4 Mobile: e-mail: lZ.ck4 .F. l -PSSI c, l4jrs.nrc, Coif e-mail: Name: -1 t-vc C JIPOSL Name: Representing: Av.( w",- ,,vvc-sn,,,t,,.k. Vs-r1 Representing: Address: J/6/ 1nrae)ctyw Address: icmicsmcsan CO gU'St Telephone: -cos 772/A ey. Telephone: FAX: FAX: Mobile: Mobile: e-mail: e-mail: Name: '�tc5. Xdrr'i ‘ Name: fit `]t`] M o. n 4.( Si AIMS Representing: Address: f 7 ta, vte —'r. (ifr Address: LaAsvt = Co b in1' Telephone: 11-t_ -z tnf.1 Telephone: FAX: FAX: Mobile: Mobile: e-mail: e-mail: Name: Name: Representing: Representing: Address: Address: Telephone: Telephone: FAX: FAX: Mobile: Mobile: e-mail: e-mail: p:ee c coda r050810.ptojM'.aar4attendance rosier.'I-I5.06.doc 1,04 Short Elliott Hendrickson Inc.,1375 Walnut Street,Suite 211,Boulder,CO 80302-5263 SEH is an equal opportunity employer I enwehlnc.com I 303.442.3130 I 303.442.3139 fax SH 119 Access Control Plan Questionnaire Welcome! The City of Longmont, Weld County, and CDOT have invited you to this meeting because they value your input. Please take a moment to answer the following questions and provide comments related to this project. I. How often do you drive along the SH 119 Corridor? ❑ Daily 0 Weekly ❑ Other 2. Which alternate signal location do you prefer? ❑ Weld County Road 5 ❑ Weld County Road 5.5 ❑ No Preference Please give us your comments about the proposed access plan: //C/f 5 aped //Y' (SE ea, Ace %l€O Gx�u;dU� �J A //9 / /re s,� / dim &41 / tin c �� id& d4c / (( 9-7 -O -Co j a tinrno • r Optional Information . Name /OW y a/it/V/0 Phone ,303— 676F f ' c5 2)/ Email %/'9*?°y )/tJ4,VC ya//or(/.CON SEH Page I April 19,2007 SH 119 Access Control Plan Questionnaire Welcome! The City of Longmont, Weld County, and CDOT have invited you to this meeting because they value your input. Please take a moment to answer the following questions and provide comments related to this project. I. Flow oft do you drive along the SH 119 Corridor? Daily ❑ Weekly ❑ Other 2. Which alternate signal location do you prefer? ❑ Weld County Road 5 XWeld County Road 5.5 ❑ No Preference Please give us your comments about the proposed access plan: 7:+- 6,..:50\d6 le Ve_kkr- gr AAA( kr.,i'ves5 46 5,‘3,,_/ 4) .s .,,,, << 3 , cl, 5 ,, 14 , I / J a. J`.-5 Alof-e 'fLwy, �7 c . Optional Information Name A, VoTrilATI �1 Phone 3 03 Y) Z z B8 • Email A S E H Page 1 April 19,2007 SH 119 Access Control Plan Questionnaire Welcome! The City of Longmont, Weld County, and CDOT have invited you to this meeting because they value your input. Please take a moment to answer the following questions and provide comments related to this project. 1. How often do you drive along the SH 119 Corridor? Daily ❑ Weekly ❑ Other 2. Which alternate signal location do you prefer? Weld County Road 5 O Weld County Road 5.5 ❑ No Preference Please give us your comments about the proposed access plan: ( &r (0Dr\O—CV-teL 'S 4V ko_vr'7 (,5eL.,C 1 t . a\. 5 YYr v a r+e% ccCP`--•i t S en-- cgs . !L•sj3. - r . C��srC9-r_v� �r C�c-csS5 YY�r 9 ', c.k 6- tco-y bvs-O4,2_5s. Optional Information Name (r\ L,. rc\car �vl rc Sj Jtsrm .c Ierw.:� \ne- ‘4tf n Phone 3c.,3 a82 040 /Coq -7-z -z81-5G-IZ Email VVTre koa v @r[rrrsccc. C°JRL , SEH Page 1 April 19, 2007 "EXHIBIT B" ACCESS PLAN AMENDMENT PROCESS State Highway 119 between Weld County Road 1(MP 59.475) and Weld County Road 5.5 (MP 61.603) (date) City of Longmont, Weld County, and the State of Colorado Department of Transportation Any request for amendment must be submitted to the Colorado Department of Transportation, Region IV Access Control Manager by a signatory of the Agreement(one of the Agencies). The amendment must be located within the jurisdiction and have the written support of the submitting signatory. Amendments shall be required for any change to the Access Control Plan, including, but not limited to, changes in location of signalized intersections, full movement intersections, '/< intersections, or right-in/right-out intersections as shown in the Plan(Exhibit A), and for any new access, including, but not limited to,proposed signalized intersections, full movement intersections, '/ intersections, and right-in/right-out intersections. The amendment request shall include the following documents: • Description of changes requested of the Access Control Plan • Description of Access • Justification for Amendment • Supporting Traffic Analysis per State Highway Access Code • A List of Design Waivers and Corresponding Action • A Plan Clearly Depicting the Access Modification including Dimensions as Appropriate 1. The Department shall review the submittal for completeness and for consistency with the access objectives,principles, and strategies described in the State Highway 119 Access Control Plan report for this corridor and the State Highway Access Code. 2. If the amendment request is found to be complete, it will be forwarded, along with a brief report, to an Access Control Plan Advisory Committee, consisting of representatives from each Agency and the Department. Each Agency is responsible for appointing one Advisory Committee member. An Alternative Advisory Committee member may be appointed as a backup. 3. After the forwarding, each Advisory Committee member will be responsible for coordinating their agency review and providing a decision on whether to accept or decline the amendment. This must be completed within 30 days after the forwarding. The Advisory Committee members of the Agencies will submit their vote to the Department in writing, and a unanimous vote of the Agencies will be necessary to approve the amendment. The lack of response of an Agency signatory within the 30-day period will be interpreted as a"decline" decision. The Department will notify all Advisory Committee members within 15 days of receiving all votes, or following the 30 day review period, and a tally sheet documenting each agency vote will be provided. Any amendment request that results in a violation of the Access Code or is not an improvement of a substandard situation will not be considered. 4. Acceptable votes from the Agencies include: accept without modifications; accept with conditions or modifications; or disapprove. If an agency accepts with conditions or 7 modifications, the agency requesting the condition or the modification must provide supporting justification. The Department will determine if the condition or modification results in a violation of the Access Code and if not, forward the condition or modification to each Advisory Committee member to review. Advisory Committee members will have 20 days to submit a new vote to the Department in writing, and the Department will notify all Advisory Committee members within 10 days of receiving all votes, or following the 20 day review period. 8 Donna Bechler From: Donna Bechler Sent: Friday, March 25, 2011 9:38 AM To: Elizabeth Relford Subject: 85 Access Control Plan IGA Hi Elizabeth, Just thought I would touch base with you and see if CDOT has done anything with this plan yet? It is from June, 2008. Let me know if you want me to send it as an attachment. Hope you have a good weekend. Donna Bechler Deputy Clerk to the Board 915 10th Street Greeley, Colorado 80631 970-336-7215 164 , 1011 r W E O U N1Y u Confidentiality Notice:This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately notify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. / 377 Donna Bechler From: Bruce Barker Sent: Friday, October 15, 2010 9:33 AM To: Elizabeth Relford Cc: Donna Bechler Subject: RE: 85 access control plan IGA Thanks! I will let Donna know. Original Message From: Elizabeth Relford Sent: Friday, October 15, 2010 9:30 AM To: Bruce Barker Subject: Re: 85 access control plan IGA I'm sitting at CDOT HQ and the answer is "No" they have not yet adopted the ACP. They told me it they would look into it on Thurs. of next week and follow up with us! Original Message From: Bruce Barker To: Elizabeth Relford Sent: Fri Oct 15 08:23:56 2010 Subject: FW: 85 access control plan IGA Elizabeth: Any word on this agreement? Thanks! Bruce. Original Message From: Donna Bechler Sent: Thursday, October 14, 2010 4:33 PM To: Bruce Barker Subject: 85 access control plan IGA Hi Bruce, I'm still holding an agreement from June, 2008, that hasn't been signed. In May of 2009, Elizabeth Relford said it hadn't been finalized by the state yet. Do you know if CDOT has done anything with this yet? The document number is 2008-1581. I'll send it as an attachment. Thanks, Donna 1 o'4W- %Sa7/ DONNA BECHLER Deputy Clerk to the Board Weld County, Colorado 915 10th Street Greeley, Colorado 80631 (970) 336-7215 Ext. 4227 (970) 352-0242 (fax) 2 Donna Bechler From: Donna Bechler Sent: Thursday, October 14, 2010 4:33 PM To: Bruce Barker Subject: 85 access control plan IGA Attachments: 85 Access.pdf Hi Bruce, I'm still holding an agreement from June, 2008,that hasn't been signed. In May of 2009, Elizabeth Belford said it hadn't been finalized by the state yet. Do you know if CDOT has done anything with this yet? The document number is 2008- 1581. I'll send it as an attachment. Thanks, Donna DONNA BECHLER Deputy Clerk to the Board Weld County, Colorado 915 10th Street Greeley, Colorado 80631 (970)336-7215 Ext. 4227 (970)352-0242 (fax) t Donna Bechler From: Elizabeth Relford Sent: Thursday, October 22, 2009 4:38 PM To: Donna Bechler Subject: Re: 85 Access Control Plan IGA Hi Donna, Nothing has changed. CDOT will continue to pursue the matter. I'll let you know when I hear anything. Elizabeth From: Donna Bechler To: Elizabeth Relford Sent: Thu Oct 22 11:37:27 2009 Subject: 85 Access Control Plan IGA Hi Elizabeth, Last May we received an e-mail between you and Bruce Barker regarding the Intergovernmental Agreement for the State Highway 119 Access Control Plan that was approved by the County Commissioners on June 2, 2008. In May,you stated CDOT had responded to you by saying it had not been finalized by the State yet. Do you know if any more progress has been made on this? If you need to look up the document, it is 2008-1581. Thank you. Donna Bechler Deputy Clerk to the Board 1 1._/SS l r Bruce Barker From: Elizabeth Relford Sent: Wednesday, May 13, 2009 4:09 PM To: Bruce Barker; Esther Gesick; Monica Mika Cc: Wayne Howard; Janet Carter; Pat Persichino; Donna Bechler Subject: RE: 85 Access Control Plan IGA Bruce, According to CDOT that one has not been "finalized" by the state yet. CDOT is trying to get 119, 392, 60 and 287 together to present to the Commission at the same time. They will send us the executed copies when the Commission approves them. Elizabeth Original Message From: Bruce Barker Sent: Wednesday, May 13, 2009 3:37 PM To: Elizabeth Relford; Esther Gesick; Monica Mika Cc: Wayne Howard; Janet Carter; Pat Persichino; Donna Bechler Subject: RE: 85 Access Control Plan IGA Elizabeth: Thanks! Could you ask your source at CDOT for the same sort of copy for the Highway 119 Access Control IGA? The Board of County Commissioners approved that agreement back on June 2, 2008, but we never got a signed copy. Bruce. Original Message From: Elizabeth Belford Sent: Wednesday, May 13, 2009 3:21 PM To: Bruce Barker; Esther Gesick; Monica Mika Cc: Wayne Howard; Janet Carter; Pat Persichino Subject: 85 Access Control Plan IGA I finally tracked down a fully executed IGA from CDOT. I thought it may behoove us to have in our files too. : ) Elizabeth Elizabeth Belford Transportation Planner Weld County Public Works Dept 1111 H Street PO Box 758 Greeley, CO 80632-0758 erelford@co.weld.co.us <mailto:erelford@co.weld.co.us> Office: (970) 304-6496 EXT. 3748 Fax: (970) 304-6497 www.co.weld.co.us <http://www.co.weld.co.us/> 1 Page 1 of 1 Donna Bechler From: Donna Bechler Sent: Monday, December 08, 2008 2:38 PM To: Bruce Barker Subject: Highway 119 Access Control Plan Attachments: HWY 119.tif Hi Bruce, We have another agreement with the City of Longmont and CDOT that we haven't received the original signed agreement back from. This one was approved June 2, 2008, and I have included an attachment of the Agreement. Could you please check to see if they have this one signed and can send it to us. Thanks, Donna 12/8/2008 Page 1 of 1 • Donna Bechler From: Donna Bechler Sent: Thursday, October 02, 2008 12:17 PM To: Bruce Barker Subject: Hwy 119 Access Control Plan Attachments: agrmtp.tif Hi Bruce. Thanks for sending the e-mail to George Barton this morning. We have another one in the temporary file from June 2, 2008, that we haven't gotten an original back on. It is the Intergovernmental Agreement for State Highway 119 Access Control Plan. Could you also check on this one for me. I am attaching a copy of the agreement. Thanks, Donna 10/2/2008 sirt-----;\\Ho WELD COUNTY ATTORNEY'S OFFICE 915 TENTH STREET P.O. BOX 758 GREELEY, CO 80632 Wile WEBSITE: www.co.weld.co.us PHONE: (970) 336-7235 FAX: (970) 352-0242 COLORADO June 26, 2008 Nick Wolfrum City of Longmont Development Services Center 385 Kimbark Street Longmont, CO 80501 VIA OVERNIGHT EXPRESS DELIVERY Dear Nick: Enclosed are three signed originals of the Intergovernmental Agreement Among the City of Longmont, Weld County, and the State of Colorado Department of Transportation. It is my understanding that you will seek approval and signature by the City of Longmont, then send to Gloria Hice-Idler for approval and signature by CDOT. Please ask them to send Weld County's original to me at: P.O. Box 758, 915 10`h Street, Greeley, CO 80632. Please feel free to call me at (970) 356-4000, ext. 4390, if I may be of further assistance. Sirs erc ely, ,-Biuce TO /-7-'L-----C___ Weld County Attorney --- Enc. pc: Clerk to the Board Hello