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UNCOMMON (310 S. COLLEGE) - PDP - PDP150013 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY
ELB EnSineerins, LLe Tra.nsporta.tionEnSineerins Solutions Transportation Impact Study 310 South College Avenue Fort Collins, Colorado July 2015 310 South College - Housing and Retail Development Transportation Impact Study Fort Collins, Colorado July 5,2015 Prepared for: Mr. Chris Johnson VP of Planning and Entitlement CA Student Living/CA Ventures 161 N. Clark - Suite 4900 Chicago, IL 60601 Prepared by: Eric L. Bracke, P.E., P.T.O.E. 5401 Taylor Lane Fort Collins, CO 80528 Office:970-988-7551 Fax:970-225-8942 ELBEngineering@lpbroadband.net This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from ELB Engineering, LLC shall be without liability to ELB Engineering, LLC. TABLE OF CONTENTS Page 1 Introduction 1 2. Agency Discussions 1 3. Existing Conditions 3 4. Project Description 7 5. Traffic Projections/Analysis 11 6. Improvements 19 8. Multimodal Analysis 20 9. Conclusions 21 List of Tables Table Page l. 2. 3. 4. 5. 6. LOS Definitions Existing Operation Trip Generation 2018 Background Capacity Analysis 2018 Total Traffic Capacity Analysis 2035 Total Traffic Capacity Analysis 5 6 8 16 17 18 Figures List of Figures Page l. 2. 3. 4. 5. 6. 7. 8. Vicinity Map Existing Peak Hour Traffic Site Plan Trip Distribution Site Distributed Traffic Year 2018 Background Traffic Year 2018 Total Traffic Year 2035 Total Traffic 2 4 8 9 12 13 14 15 APPENDIX A. Base Assumptions/Scoping Form B. Traffic Counts C. HCM Capacity Analysis - Base Condition D. HCM Capacity Analysis - Background E. HCM Capacity Analysis - 2015 Total Traffic F. HCM Capacity Analysis - 2035 Total Traffic 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 1 1.0 Introduction This transportation impact study addresses the 310 South College Avenue project located in downtown Fort Collins, Colorado. The project is a redevelopment project where an older restaurant will be razed and replaced with a 5-6 story apartment building that contains 120 units and 257 bedrooms. The first level of the structure will contain approximately 10,900 square feet of retail similar to other retail shops in the downtown area. The project is located at the southeast corner of South College Avenue and Olive Street. For analysis purposes, the project will be built in one-phase. Figure 1 on the following page is a vicinity map displaying the location of the project. 2.0 Agency Discussions Initial discussions with City staff indicated that a full Transportation Impact Study as described in Chapter 4 of the Larimer County Urban Area Streets Standards (LCUASS) would be appropriate for this particular development. The project is considered infill and redevelopment and there are no recently approved projects in the area that need to be considered in the analysis. The intersection of Mulberry/South College has been identified as an intersection of concern. Certain movements are currently failing the level of service standards. The study will address the existing condition, a 3-year background, 3-year back ground with project traffic and a 20-year horizon. It has been recommended that background traffic have a growth rate of 1% per year. Appendix A contains the form (Attachment A), which outlines the agreed to scope of the study. 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 2 Site North 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 3 3.0 Existing Conditions 3.1. Current Traffic Peak hour turning movements for the College Avenue intersections (Mulberry/Magnolia/Olive) were obtained from the City of Fort Collins Traffic Operations Department. The turning movement counts on College Avenue are just under a year old and acceptable for the analysis. The two intersections on Remington (Olive and Magnolia) were obtained in February 2015. Peak hour for the analysis periods are 7:30-8:30 AM and 4:30-5:30 PM. The raw data regarding the turning movements is provided in Appendix B. 3.2 Current Street System The project is located in the downtown area of Fort Collins within close proximity to the CSU campus. The project is located on the southeast corner of College Avenue and Olive Street. College Avenue is the main thoroughfare in Fort Collins and is also US 287. College Avenue has four lanes of through traffic, auxiliary lanes where needed, a posted speed limit of 25 mph through the downtown area. There are no bike lanes on College but wide sidewalks and heavily landscaped medians and sidewalks. The intersection of College and Mulberry is controlled by an 8-phase traffic signal, College and Magnolia by a 6-phase traffic signal, and the intersection of College and Olive is controlled by a 4- phase traffic signal. All intersections on College Avenue have crosswalks and pedestrian phases. College Avenue, north of Magnolia has diagonal parking on the outside of the roadway as well as in the central area. Remington Street is a minor arterial roadway with two lanes of traffics, bike lanes and parallel parking. Many people use Remington as a “by-pass” of College Avenue. The posted speed limit on Remington is 30 mph. Magnolia and Olive are both east-west local roads with posted speed limits of 25 mph, sidewalks, landscaping, no bike lanes, and has diagonal parking. The surrounding lane uses are commercial and residential. 3.3 Current Traffic Conditions Capacity analyses were performed at the key intersections to determine if existing deficiencies exist on the roadway network. The analyses followed the procedures of the Highway Capacity Manual 2010. Synchro files of the City’s network were provided to ELB Engineering to perform consistent analysis with City efforts. 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 4 Olive Street site Level of Service (LOS) is a qualitative term describing operating conditions and expressed in terms of delay. Table 1 below provides the definitions of LOS for both signalized and unsignalized intersections. Table 2 displays the results of the analyses. All key intersections operate at acceptable levels of service. The worksheets from the analyses can be found in Appendix C. 12/15 24/66 34/106 552/873 17/35 13/28 36/62 17/34 551/916 21/61 18/47 32/77 56/126 159/104 604/804 26/17 49/100 531/947 62/146 61/68 674/722 128/128 221/217 605/810 158/188 69/84 742/919 201/226 15/29 33/54 5/25 21/41 548/941 11/36 5/12 29/46 8/39 18/30 26/40 19/52 6/5 15/28 4/27 2/10 36/67 12/35 20/35 79/140 13/17 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 5 Table 1 Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (seconds/vehicle) Unsignalized Intersection Average Total Delay (seconds/vehicle) A <10 <10 B >10 and ≤20 >10 and ≤15 C >20 and ≤35 >15 and ≤25 D >35 and ≤55 >25 and ≤ 35 E >55 and≤ 80 >35 and ≤50 F >80 >50 With the exception of Mulberry/South College, the intersections surrounding the project are operating at acceptable levels of service. In the AM and PM peaks, the intersection of Mulberry/South College operates at LOS D (which is acceptable) from an overall condition. However in the AM peak, the eastbound through movements are operating at LOS F. In the afternoon peak hours. The southbound left turn and the northbound left turn have been calculated at LOS F. The existing analysis is also based on the timings that are currently in place in the controller at the intersection. Mulberry and South College is an intersection of two primary arterials and the southern entrance into the downtown area. There are numerous pedestrians and cyclists in the area and clearance intervals within the signal operation need to accommodate the pedestrians which affect vehicle phases. 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 6 Table 2 Existing Traffic – Capacity Analysis AM PM Intersection Movement LOS Delay(sec/vehicle) LOS Delay(sec/vehicle) College/Mulberry EBL C 27.3 C 28.3 Signal EBT/R F 81.6 E 57.3 EB APPROACH E 77.9 E 55.2 WBL D 44.9 D 46.2 WBT B 17.6 C 27.5 WBR A 6.0 B 18.8 WB APPROACH C 22.2 C 30.4 NBL E 63.7 F 81.1 NBT C 25.7 D 47.5 NBR C 23.3 C 23.9 NB APPROACH C 33.8 D 49.8 SBL E 58.8 F 150.7 SBT C 29.0 E 59.0 SBR B 11.3 C 30.9 SB APPROACH C 30.6 E 67.9 OVERALL D 40.8 D 50.4 College/Magnolia EBL C 32.3 C 26.5 Signal EBT/R C 33.9 C 28.7 EB APPROACH C 33.6 C 28.3 WBL C 34.7 C 33.4 WBT/R C 31.2 C 24.4 WB APPROACH C 31.9 C 28.0 NB L A 4.3 A 7.1 NBT/R A 3.6 A 7.3 NB APPROACH A 3.7 A 7.2 SB L A 0.3 B 1.4 SB T/R A 0.5 A 1.2 SB APPROACH A 0.5 A 1.2 OVERALL A 5.4 A 7.8 College/Olive EB APPROACH(LTR) C 21.6 C 33.7 Signal WB APPROACH(LTR) C 21.5 C 23.5 NBTR A 0.9 A 2.9 SBT/R A 0.9 C 25.3 OVERALL A 3.0 B 16.1 Olive/Remington EB APPROACH A 7.8 A 8.1 STOP sign WB APPROACH A 7.8 B 10.0 NB APPROACH A 7.3 A 8.8 SB APPROACH A 6.7 A 8.5 OVERALL A 7.4 A 8.9 Magnolia/Remington EB APPROACH A 7.1 A 8.1 STOP sign WB APPROACH A 8.2 A 9.5 NB APPROACH A 7.6 A 8.9 SB APPROACH A 7.0 A 9.0 OVERALL A 7.4 A 8.8 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 7 4.0 Project Description 4.1 Project The project consists of the redevelopment of a restaurant site (Perkins) into a 5-6 story student housing project with retail on the main level. The retail portion is expected to be retail similar to the downtown shops and will be up to 15,000 square feet. The residential portion of the project will contain 103 dwelling units composed of 264 individually rented bedrooms. Access to the site is via the alley that connects Olive to Magnolia. There is also regulated on-street parking within the area. The development will provide off-street parking according to the code but it is likely that most customers of the store will utilize the on-street parking if available due to convenience. For analysis purposes, it will be assumed that all vehicle trip ends generated by the development will utilize the alley access. The project is expected to be completed in one phase with an expected completion date in the year 2016. A preliminary site plane is displayed in Figure 3. 4.2 Trip Generation Trip generation rates for the proposed project are based on two separate sources. The student housing rates were provided by the Traffic Operations Department and based on trip generation studies they have completed independently from other high density student housing projects within the city. The retail portion is based on the Trip Generation, 9 th Edition manual prepared by the Institute of Transportation Engineers. The manual presents data from numerous trip generation studies for a variety of land uses from across the country. ITE Code 826, Specialty Retail Center was used in this analysis. No trip reductions were assumed as part of the project. The project is close to the MAX system, bus routes and bike lanes and there is a clear destination to CSU. However, a more conservative analysis is provided. Table 3 below summarizes the proposed trip generation for the project. For the entire project, during the morning peak hour, 150 trip ends can be expected and 144 trip ends can be expected from the project during the afternoon peak hours. 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 8 Table 3 – Trip Generation AM Rate AM Trips AM Rate AM Trips PM Rate PM Trips PM Rate PM Trips Use ITE CODE Size Daily Rate Daily Trips IN IN OUT OUT IN IN OUT OUT Phase I Student Apartments special 257 bedrooms 2.65 681 0.04 10 0.15 39 0.27 69 0.15 39 Specialty Retail 826 10.9 k sf 44.32 483 3.33 36 3.5 38 2.8 30 2.1 23 TOTAL 1164 46 77 99 62 North 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 9 30% 70 % 4.3 Trip Distribution Trip distribution is the process of determining where the trips are coming to and from the site. The distribution was based on the current distribution of the current traffic, the population center of Fort Collins, the fact the residents will be CSU students, and engineering judgment. The distribution is not expected to change during the long term. The short-term distribution for the project is displayed in Figure 4. Site distributed traffic is shown in Figure 4. Remington 20 % 30% Olive 40% South College Magnolia Site 10% 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 10 Olive Street Site Alley Access 65/55 25/20 4.4 Site Distributed Traffic Based on the trip generation, the project trips were then assigned to the surrounding roadway network based on the estimated trip distribution. The numbers have been rounded to the nearest “5”. These estimated project trips will be utilized by adding them to the background traffic then analyzed to estimated roadway impact. Site distributed traffic is shown below in Figure 5. 0/0 15/35 0/0 0/0 25/45 10/10 20/15 35/30 0/0 0/0 0/0 0/0 0/0 0/0 25/45 0/0 0/0 35/30 0/0 0/0 0/0 0/0 25/45 0/0 0/0 0/0 0/0 0/0 0/0 25/30 0/0 35/30 0/0 0/0 0/0 0/0 0/0 0/0 0/0 0/0 0/0 0/0 0/0 0/0 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 11 5.0 Traffic Projections/Analysis 5.1 Traffic Projections Background traffic for the year 2018 was estimated by assuming that all traffic movements would increase by 1% per year, as agreed to in the initial scoping meeting with the Traffic Operations Department. Background traffic is displayed in Figure 6. Site-generated traffic was then added to the background traffic to determine the total traffic volumes at the key intersections. Total traffic for the year 2018 is displayed in Figure 7. The 2018 total traffic projection was then projected out to the year 2035 using the same growth rate of 1% per year for all intersection movements. The 2035 total traffic is displayed in Figure 8. 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 12 Olive Street Site 15/15 25/70 35/110 570/900 20/40 15/30 40/65 20/35 25/65 565/945 20/50 35/80 60/130 165/110 625/830 30/20 50/105 545/975 65/150 65/75 695/745 130/130 230/225 625/835 165/195 75/90 965/945 210/230 15/30 35/55 5/25 25/45 565/970 15/40 5/15 30/50 10/40 20/30 30/40 20/55 10/10 15/30 5/30 5/10 40/70 15/40 25/40 80/145 15/20 10/35 20/105 5/20 5/15 30/155 5/5 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 13 Olive Street Site 15/15 25/70 35/110 570/900 45/85 15/30 40/65 20/35 25/65 565/945 20/50 35/80 60/130 165/110 650/875 30/20 50/105 580/1005 65/150 65/75 695/745 130/130 230/225 650/880 165/195 75/90 965/945 210/230 15/30 35/55 30/45 25/45 600/1000 15/40 5/15 30/50 10/40 20/30 30/40 20/55 10/10 15/30 5/30 5/10 40/70 15/40 45/75 80/145 15/20 10/35 20/105 5/20 5/15 55/175 5/5 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 14 Olive Street Site 20/20 50/125 40/130 665/1055 50/100 30/45 70/95 65/75 30/75 660/1105 25/60 40/95 70/140 190/130 760/1025 35/25 60/125 680/1175 75/175 75/90 815/870 150/150 255/265 760/1030 195/230 90/95 895/1105 245/270 20/35 40/65 35/55 30/55 700/1170 20/50 5/20 35/60 15/50 25/35 35/50 25/65 15/15 20/35 10/35 5/15 50/80 20/45 55/90 35/170 20/25 15/40 25/125 10/25 10/20 65/205 10/10 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 15 5.2 Capacity Analysis Capacity analysis was performed for all the key intersections based on the techniques of the 2010 Highway Capacity Manual. In the initial analysis of the base year, the current timing plans were utilized to determine the level of service of the movements as well as the intersections as a whole. However, in the future scenarios, ELB Engineering optimized the splits at the key intersections to obtain better LOS. This was key for the intersection of Mulberry/South College. The cycle lengths remained the same for this particular intersection at 110 seconds in the AM and 120 in the PM peak hours. Year 2018 Background Scenario: The projected growth in traffic does not affect the key intersections to any great degree for the three year period. The intersection of Mulberry/South College operates at LOS E in the PM, which is not considered acceptable without mitigation. The optimization efforts did remove the issues with LOS F on some movements that were experienced in the base condition. The results of the analysis is shown in Table 4 and the capacity worksheets are found in Appendix D. Year 2018 Total Traffic: The site generated traffic was loaded onto the 2018 network and again modeled and analyzed for deficiencies utilizing capacity techniques. The results were similar to the background analysis whereby all key intersections operate at acceptable LOS with the exception of the afternoon peak hour of Mulberry/South College. This particular intersection operates as a whole at LOS E. However, through optimization of the signal phases, the LOS F movements were removed for the key turning movements. The summary results of the analysis is displayed in Table 5 and the worksheets are found in Appendix F. Year 2035 Total Traffic: Utilizing the 20 year projected traffic, the key intersections were again modeled. Cycle lengths and phases consistent with the 2018 scenarios were carried through in the analysis. Again, all key intersections, with the exception of Mulberry/South College operate at acceptable levels of services. The intersection of Mulberry/South College fails to LOS F in the long range scenario for the PM peak hour. Multiple attempts were made to change the cycle lengths, phasing, and splits for the intersection to bring the intersection into compliance with the land use code. The natural cycle length for the PM peak was calculated at 145 seconds. Even this cycle length does not bring the LOS down to acceptable standards. It should be noted that a 145 second cycle length would not of been acceptable since it considered very high, and the adjacent intersections would not have performed at reasonable LOS with such a high cycle length. The intersection is severely constrained by existing development and expansion of the intersection is not likely possible. The summary results of the long range analysis is displayed in Table 6 and the worksheets are found in Appendix F. 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 16 Table 4 Capacity Analyses – 2015 Background Traffic AM PM Intersection Movement LOS Delay(sec/vehicle) LOS Delay(sec/vehicle) College/Mulberry EBL C 23.3 C 32.7 Signal EBT/R D 45.8 E 77.8 EB APPROACH D 44.2 E 74.4 WBL C 30.5 E 70.9 WBT B 10.5 D 54.3 WBR A 2.8 D 36.3 WB APPROACH B 13.9 E 56.2 NBL D 44.6 E 63.4 NBT C 31.3 D 52.8 NBR C 28.2 C 26.0 NB APPROACH C 33.7 D 50.5 SBL E 64.1 E 65.1 SBT D 42.0 D 54.7 SBR B 17.1 C 29.7 SB APPROACH D 42.3 D 53.8 OVERALL C 32.1 E 57.7 College/Magnolia EBL C 31.9 C 26.9 Signal EBT/R C 33.7 C 28.6 EB APPROACH C 33.4 C 28.3 WBL C 34.7 C 33.3 WBT/R C 30.8 C 24.6 WB APPROACH A 31.6 C 27.9 NB L A 4.6 A 7.4 NBT/R A 3.8 A 7.4 NB APPROACH A 4.0 A 7.4 SB L A 0.5 A 1.7 SB T/R A 0.6 A 1.3 SB APPROACH A 0.6 A 1.3 OVERALL A 5.6 A 7.8 College/Olive EB APPROACH(LTR) C 21.7 C 33.7 Signal WB APPROACH(LTR) C 21.8 C 23.5 NBTR A 1.0 A 2.9 SBT/R A 1.0 C 25.3 OVERALL A 3.2 B 16.1 Olive/Remington EB APPROACH A 8.0 A 8.3 STOP sign WB APPROACH A 7.9 B 10.3 NB APPROACH A 7.5 A 9.0 SB APPROACH A 6.9 A 8.7 OVERALL A 7.6 A 9.0 Magnolia/Remington EB APPROACH A 7.2 A 8.2 STOP sign WB APPROACH A 8.3 A 9.7 NB APPROACH A 7.7 A 9.1 SB APPROACH A 7.0 A 9.2 OVERALL A 7.5 A 9.0 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 17 Table 5 Capacity Analyses – 2015 Total Traffic AM PM Intersection Movement LOS Delay(sec/vehicle) LOS Delay(sec/vehicle) College/Mulberry EBL C 23.6 C 32.2 Signal EBT/R D 48.0 E 75.9 EB APPROACH D 46.3 E 72.6 WBL C 32.2 E 64.9 WBT B 11.0 D 54.7 WBR A 3.2 D 36.4 WB APPROACH B 14.7 E 55.4 NBL D 47.0 E 71.2 NBT C 31.4 D 54.7 NBR C 27.8 C 25.1 NB APPROACH C 34.2 D 53.1 SBL E 64.1 E 70.2 SBT B 40.5 D 53.6 SBR D 15.9 C 28.7 SB APPROACH D 40.9 D 53.5 OVERALL C 32.8 E 57.7 College/Magnolia EBL C 31.9 C 26.9 Signal EBT/R C 33.7 C 28.6 EB APPROACH C 33.4 C 28.3 WBL C 34.7 C 33.3 WBT/R C 30.8 C 24.6 WB APPROACH A 31.6 C 27.9 NB L A 4.7 A 7.4 NBT/R A 3.9 A 7.4 NB APPROACH A 3.9 A 7.4 SB L A 4.0 A 2.0 SB T/R A 0.5 A 1.4 SB APPROACH A 0.6 A 1.4 OVERALL A 5.5 A 7.8 College/Olive EB APPROACH(LTR) C 22.1 C 28.1 Signal WB APPROACH(LTR) C 23.9 C 26.5 NBTR A 1.1 A 2.5 SBT/R A 1.0 C 25.4 OVERALL A 4.5 B 16.4 Olive/Remington EB APPROACH A 7.7 A 8.5 STOP sign WB APPROACH A 7.8 B 10.5 NB APPROACH A 7.3 A 9.2 SB APPROACH A 6.9 A 8.9 OVERALL A 7.5 A 9.2 Magnolia/Remington EB APPROACH A 7.4 A 8.4 STOP sign WB APPROACH A 8.4 A 9.9 NB APPROACH A 7.9 A 9.8 SB APPROACH A 7.3 A 9.7 OVERALL A 7.7 A 9.5 Olive/Project Access WBL A 1.6 A 1.5 STOP sign NBRL/R B 10.1 B 11.5 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 18 Table 6 Capacity Analyses – 2035 Total Traffic AM PM Intersection Movement LOS Delay(sec/vehicle) LOS Delay(sec/vehicle) College/Mulberry EBL C 21.7 E 56.0 Signal EBT/R E 61.3 F 138.5 EB APPROACH E 58.5 F 132.0 WBL D 49.5 F 156.8 WBT A 8.4 E 58.5 WBR A 2.3 C 30.2 WB APPROACH B 16.1 D 74.7 NBL E 60.9 F 181.1 NBT D 42.8 E 58.8 NBR C 34.5 C 28.2 NB APPROACH D 45.2 D 75.4 SBL E 67.4 F 168.0 SBT B 52.1 E 62.3 SBR D 16.5 B 14.9 SB APPROACH D 50.9 E 70.8 OVERALL D 41.2 F 85.2 College/Magnolia EBL C 31.2 C 26.4 Signal EBT/R C 32.9 C 28.4 EB APPROACH C 32.6 C 28.0 WBL C 34.6 C 34.0 WBT/R C 29.8 C 23.6 WB APPROACH A 31.1 C 27.6 NB L A 6.1 A 9.5 NBT/R A 4.5 A 8.8 NB APPROACH A 4.8 A 8.7 SB L A 1.2 A 8.8 SB T/R A 1.0 A 3.7 SB APPROACH A 1.0 A 1.9 OVERALL A 6.0 A 8.5 College/Olive EB APPROACH(LTR) C 22.6 C 30.7 Signal WB APPROACH(LTR) C 24.9 C 29.3 NBTR A 1.4 A 3.7 SBT/R A 1.3 C 28.6 OVERALL A 4.9 B 18.7 Olive/Remington EB APPROACH A 8.0 A 9.2 STOP sign WB APPROACH A 8.1 B 11.4 NB APPROACH A 7.5 B 10.2 SB APPROACH A 7.1 A 9.9 OVERALL A 7.8 B 10.1 Magnolia/Remington EB APPROACH A 7.7 A 9.2 STOP sign WB APPROACH A 8.8 B 10.6 NB APPROACH A 8.4 B 11.4 SB APPROACH A 7.6 B 11.1 OVERALL A 8.1 B 10.8 Olive/Project Access WBL A 1.4 A 1.3 STOP sign NBRL/R B 10.4 B 12.2 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 19 6.0 Improvements 6.1. Traffic Signals Traffic signals are never installed until a warrant is satisfied under the Manual on Uniform Traffic Control Devices, 2009. The intersections of Remington/Olive and Remington/Magnolia were examined and the operation is well within acceptable with stop sign control. It is concluded that these two intersections will not require signalization in the long-range future under the growth scenarios provided in this TIS. 6.2 Auxiliary Lanes A review of the LUCASS requirements regarding auxiliary lanes was undertaken as part of this study. The review consisted of utilizing the graphs of 8.01, 8.02, and 8.03 of the LUCASS document. South College Ave is an arterial roadway and does not have right turn lanes at the intersection of Olive and Magnolia. Also, Olive and Magnolia have limited turn lanes, if any, as it approaches South College. Based on the review, the intersections operate at acceptable LOS and the turning volumes don’t meet the threshold for adding additional lanes. It would also be argued that even it did meet the threshold, the downtown is a pedestrian district and the additional lanes would not be appropriate. Based on the review, no new auxiliary lanes will be required. 6.3 Mitigating Issues The City of Fort Collins Multimodal Transportation Level of Service Manual states that when an intersection is at LOS E, mitigation is required to minimize the vehicle impact to the intersection. The intersection of Mulberry/South College will operate at LOS E in the Year 2018 with background traffic as well as with the project traffic. Although the project does not add significant traffic to the key movements that are resulting in the poor level of service, mitigation factors should be looked at in the development review process. The following should be discussed and negotiated during the approval process: Transfort passes and MAX passes for the residents of the project Provide extra bicycle parking for the residents of the project The project could provide, through its management process, a carpool matching services to residents. Charge higher parking fees to the residents to discourage automobile use. However, this may move the parking issues to the surrounding neighborhoods. 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 20 7.0. Multi-Modal Evaluation Section 4.5.3 (B) of the Larimer County Urban Area Street Standards requires that projects undergo a level of service analysis for alternative modes of transportation. The modes of transportation that must meet LOS standards are bicycles, and pedestrians. Transit service LOS must also be analyzed at the time of development review. However, transit LOS is not part of the Adequate Public Facilities test 8.1 Pedestrian Level of Service The project area was evaluated for compliance with the pedestrian level of service standards. The site is within walking distance to CSU and the commercial area that surrounds the project site. In the downtown area which is considered a pedestrian district, meets all the criteria established by pedestrian LOS. Directness – The area is constructed in a grid street pattern and directness to any destination in the down is straight forward. Continuity – The sidewalk system in place has continuity to all surrounding areas. Street Crossings – The signalized intersections in the immediate area all have pedestrian phases, crosswalks and ramps and are at current standards. The unsignalized crossings also have stop sign control, crosswalks and ramps Visual Interest and Amenity – The area in the downtown is of visual interest and is the condition upon which the standard is based. Security – The sidewalks in the area are lit and good sight distances are available as well as very wide. 8.2 Bicycles Level of Service The project meets the standard of B for bicycle LOS. There are bike lanes on Remington as well as on Mason Street. Connection to these bike lanes are made on local roadways. The connections provide excellent access to CSU, the commercial and residential areas that surround the area. 310 South College Ave ELB Engineering, LLC Transportation Impact Study 5401 Taylor Lane July 2015 Fort Collins, CO 80528 21 C. Transit Level of Service The project is located in the downtown area and is in a transit district and pedestrian district. Route 18 stops directly at the site on Olive, is one block away from MAX service, and 4 blocks walking distance to the downtown transit center. Transit opportunities are well provided at the project site. 9.0 Conclusion This TIS assessed the impacts associated with the 310 South College Avenue Project located at the corner of Olive Street and South College in downtown Fort Collins. The project is a redevelopment of an existing restaurant site and the project proposed to add 103 student apartments (264 bedrooms) and approximately 15,000 square feet of specialty retail on the ground level. The site lends itself to outstanding use of alternative modes of transportation. Based on the analyses, investigations, and findings documented in the various sections of this Transportation Impact Study, the following can be concluded. o Current operation is acceptable at all of the key intersections. o Operation at the key intersections will be acceptable under full build-out of the project. The intersection of Mulberry/South College will operate at LOS E in the afternoon peak hours and may require the project owners to provide mitigation to reduce trips. o For the entire project, during the morning peak hour, 123 trip ends can be expected and 161 trip ends can be expected from the project during the afternoon peak hours. The trip generation of the project is expected to be significantly lower due to the proximity of the site to CSU. o No new traffic signals or signal modifications will be required with the construction of the project. o No auxiliary lanes will need to be constructed with the project. o Multi-modal LOS standards can be achieved with the project. o The intersection of Mulberry/South College will fail in the long range future. The intersection is severely constrained by the existing developed properties adjacent to the intersection and expansion of the intersection is not likely to occur. Statement of Adequacy: The transportation facilities will be adequate and available to serve this development as contained in the Larimer County Urban Area Street Standards. All applicable LOS standards will be met since all transportation facilities are in place or will be in place upon issuance of a certificate of occupancy. Appendix A Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name ;'lc:> S.c:o~ Project Location Co~-if:., IO\.4~ ~ c::e~c.(L- TIS Assumptions I Type of Study Full: y"'P""'-' Intermed iate: Study Area Boundaries North: South: East: West: Study Years Short Range: '2.Cf~ Long Range: Z:c"$ Future Traffic Growth Rate (' VZ-lo IV/-.. I I Study Intersections I. All access drives 5.Ou-~ 1'B:H"..y~J, 2·Ci.x!.~ LJ., II 6..,~'\CJ<'>., ;." m.- ~= '- 3·C•.JC,<::G> '-1.,1).<:;. r:d\ a. 7. , 4·~~-"-/cl~ 8. Time Period for Study AM: 7~O-"O I PM: 4~~O I Sat Noon: Trip Generation Rates ~,\-~~5 Trip Adjustment Factors Passby: O?c I Captive Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions ~~ Committed Roadway Improvements ~-6 Other Traffic Studies t--.bJ6 Areas Requiring Special Study C<;;;o:_..;;r;::; IHc.....\!..aG'l Date: Z · I?~ -IZe!:!]~;-~"--'J -:~~7 /-+--/ ---- Traffic Engineer: ?9 ~-".f:r:;-;'-,-:;:::':_'-'--'- _ Local Entity Engineer: _ili~C>. J I') . 15' Page 4-34 Larimer County Urban Area Street Standards - Repealed and Reenacted April 1• 2007 Adopted by Larimer County. City of Loveland, Cily of Fort Collins ._-----_._ ..__._--------- Appendix B City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Turning Movement Study North/South Street: College East/West Street: Mulberry Time: AM leu Number: 14 File Name Site Code Start Date Page No : College & Mulberry 4-16-14 : 00000014 : 4/16/2014 : 1 I -College I _._ ' Southbo\l!:l~ . Start Time I Rig_htLIh~u j L(;lf\· App Total j Right 1 07:30AM! 8123 13 144113 07:45AM 11 124 17 152 21 Total 19 247 30 296 I 34 Groups Printed- Unshifted Mulberry i--- - College Mulberry Westbound i Northbound ! Eastbound I T1h;~- L~~-iAPP;~~! Ri94~I T1~~I L~~--APP;jt4 j Ri~Q;-rTr5~L--'=E!~L~e~f§ij)~~ t~~J 207 56 284 46 176 71 293 17 185 10 212' 941 380 109 523 --- -8-6 313 108 507 i 54 336 19 -409' --1735- 08:00AM 13 143 11 167 19 188 39 246 42 167 64 273 35 183 13 231 917 0815AM 17 141 21 179 16 174 53 243 30 125 49 204 39 155 29 223 849 Grand Total 49 531 62 642 69 742 201 1012 158 605 221 984 128 674 61 863 3501 Apprch % 7_6 82_7 9.7 18.31 6.8 73.3 19.9 16.1 61.5 22.5 14.8 78.1 7.1 Total % 1.4 15.2 1.8 2 21.2 5.7 28.9 4.5 17.3 6_3 28.1 3.7 19.3 1.7 24.7 : l,;ollege Out In Total f735 f(l42; i 1377 '1- -. I 49; 531'--- sgl Right Thru Left < - ~ ---- I North I 41161201407:30 AM i , 41161201408:15 AM . Unshifted r~ I I~W. Left Thru 6051 Right 1581 !----: :860' ' ~84! -----w44 --oLit In Total' C:olI"nR City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Turning Movement Study North/South Street: College East/West Street: Mulberry Time: PM ICU Number: 14 File Name Site Code Start Date Page No : College & Mulberry 4-16-14 : 00000014 : 4/16/2014 : 1 Groups Printed- Unshifted College Mulberry College Mulberry Southbound Westbound Northbound Eastbound Start Time Right ThruT~Teft App. Total Right I Thru _ Left 1~p'p,J~",I_ ~J.9...hlLJlJ.r~j .Left IApp TOlal . Right;· Thru Left I App Tolai I~t.Total I 04:30 PM 17 212 28 257 18 194 61 273 47 220 52 319 24 151 15 190 1039 04:45 PM 26 243 42 311 23 235 58 316 i 43 198 51 292 40 191 19 250 i 1169 Total 43 455 70 568 ~~--41- 429 119 589 ! 90 41-8 103 611 ! 64 342 34 440 I 2208 05:00 PM 27 255 35 317 22 225 60 307 60 204 58 322 27 180 10 217 1163 05:15 PM 30 237 41 308 21 265 47 333 38 188 56 282 37 200 24 261 1184 Grand Total 100 947 146 1193 84 919 226 1229 188 810 217 1215 128 722 68 918 4555 Apprch % 84 79.4 12.2 6.8 74.8 184 15.5 66.7 17.9 13_9 78.6 7.4 Total % 22 20.8 3.2 26.2 1.8 20.2 5 27 4.1 17.8 4.8 26.7 2.8 15.9 1.5 20.2 . Unshifted .••. -"l.~'.r! ~.Ol I ~-"-:'v -1 i 0 li~~ii) 0>- ollege Out In Total 962 I~ 21551 -1- i 100! 947: 1461 Rig~h-t_. T~ru~'~Leit ~ +-' -> North i 4/16/20140430 PM ! 4116/20140515 PM ~- A I !-> Left Thru..E.illbL -~1810[ 188[ I _____ ---:-:c-----'G=-:r-Prillted- =o~ur.p""_Unshjft:_s ..:.e:=cd=:-:-:- _ ~ College Magnolia College i Southbound ,Westbound Northbound Start TimeTRigl1~ 1 Thru Left I App To;.; fRight ITi"lru J --~eft i App. Tola' I I3l9ht Thru I Left i APRl~':':' Right J 07:30AM! 4122 0 1261 1 5 1 7' 7123 27 157: 12 07:'-'-45 -'-=AM To!'ct"!I f-"-a'----!4 -J -:'8'--146 --:2'-='6""3 8-------'3-279 153 · -I' 2 3 10 5 2 1 15: 8 ' 15 8 30384 180 57 2451 402 23 11 North/South Street: College EaSt/West Street: Magnolia Time: AM ICU Number 15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Turning Movement Study File Name Site Code Start Date Page No : College & Magnolia 6-5-13 : 00000015 : 6/5/2013 : 1 Magnolia Eastbound i Thru _ Left lApP_ To",1Inl Total I 6 3 21 : 311 8 3 22 i 42~_ 14 6 43' 739 08:00AM 7 153 3 163 1 8 5 14 6 154 42 202 13 10 5 28 407 08:15 AM 6 127 5 138 1 11 1 13 5 147 33 185 ' 20 8 7 35 371 Grand Total i 21 548 11 580 5 29 8 42· 26 604 159 789 i I 56 32 18 106 ' 1517 Apprch % I 3.6 94.5 1.9 1 38.2 i 11.9 69 19 281 3.3 76.6 20.2 52.8 30.2 17 Total % I 1.4 36.1 0.7 0.3 1.9 0_5 1.7 39.8 10.5 52 ; 3.7 2.1 1.2 7: College Out In Total _ 1 .JRII ~80' ~ I 21 548 11 .Right -J Thru i Left ! North I 615/201307:30 AM I 615/201308:15 AM Unshifted _ Left Thru Right I 159-604[ 26~ _1- __Jmi _ 1 789 1 140( Out In Total North/South Street: College East/West Street: Magnolia Time: PM ICU Number: 15 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Turning Movement Study File Name Site Code Start Date Page No : College & Magnolia 6-5-13 : 00000015 : 6/5/2013 : 1 Groups Printed- Unshifted i College I I--'~---:-I-~:~-I~OlJthbound --T I Start Time 'I Rlghtl Thru Left 0430 PM 12 233 8 0445 PM 1 7 226 7 App. Total 253 240 Right 3 3 Magnolia College Magnolia Westbound Northbound Eastbound Thru Left App. Total i Right I Thru Left App TotaIIR,i-':g:-:ht'--'!--'-T'-Chr'=u'----._-~__'L"'e,T-,::oft-ol",al+'-I.!"2~"-ln,",~p",-t.-,'. ::To,=ta~11 6 8 17, 4218 21 243' 23 17 10 50 563 8 10 ~1 6 181 2=_0_ --'2=-:0'-':7,'_-':3-"-0_----:'-1-':-Y_----:-14-'----_-,-6"-1'--------:--"'52=--9:___ Total I 19 459 15 493 6 14 18 38 10 399 41 450 I 53 34 24 111 1092 05:00 PM 12 263 9 284 ! 3 17 17 37 4 185 25 214 36 24 13 73 608 05:15 PM 10 219 12 241 ' 3 15 4 22 3 220 38 261 37 19 10 66 590 Grand Total 41 941 36 1018 I 12 46 39 97 17 804 104 925 126 77 47 250 2290 Apprch % I 4 92.4 3.5 44.51 12.4 47.4 40.2 1.8 86.9 11.2 50.4 30.8 18.8 Total % 1.8 41.1 1.6 0.5 2 1.7 4.2 O.Y 35.1 4.5 40.4 i 5.5 3.4 2.1 10.9 College Out _'_n_ Total_ I 863, ~ ~ 41 941 ' 36: .Right - Thru Left -~ .•.. I North I~~ ..•.. I -----~~---,.Q).>.J - - . 61512013 04:30 PM i 6151201305:15 PM I UJll'mlfted . Left ThrJLBigbL i -- 104i .804j ...- I' 17 I 1106 1-9251 =-20311 Out In Total r~lI"m North/South Street: College EastlWest Street: Olive Time: AM ICU Number:16 City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Turning Movement Study File Name Site Code Start Date Page No : College & Olive 6-18-13 : 00000016 : 6/18/2013 : 1 Grou~rinted- Unshifted I College Olive College Olive I Southbound Westbound I Northbound Eastbound I I , Start Time i Right Thru Left I App Total Right i Thru Left App. Totat ! Right i Thru Left Right ---------l~-· .--~ ! ! App. Total Thru I Left· App. Talal i tnt. TOlal ' 07:30 AM: 5 109 0 114 0 10 1 11 ! 4 123 0 127 8 2 6 161 268 07:45 AM 5 161 1 167 3 5 3 11 : 3 170 0 173 9 6 4 19 370 ---TOtail-'10 270 1 281 3 15 4 22 ' 7 293 0 300 17 8 10 351 638 08:00 AM 4 142 0 146 ' 3 9 6 18 6 131 1 138 8 12 0 20 : 322 08:15 AM 7 139 0 146 7 12 7 26 4 128 0 132 9 4 2 15 319 Grand Total 21 551 1 573 13 36 17 66 17 552 1 570 34 24 12 70 1279 Apprch % 3.7 96.2 0.2 19.7 54.5 25.8 3 96.8 0.2 48.6 34.3 17.1 Total % 1.6 43.1 0.1 44.8 1 2.8 1.3 5.2 1.3 43.2 0.1 44.6 2.7 1.9 0.9 5.5 College Out In ToW 577 ~ ~ 21 551! 11 Right Thru Left ~- ... I_~ North , 6/18/201307:30 AM 6/18/201308:15 AM f- ~ Left Thru Right 1 5521 17 --_ ... ----------- City of Fort Collins Traffic Operations 626 Linden Street, PO Box 580 Fort Collins, CO 80522-0580 Turning Movement Study NorthlSouth Street: College East/West Street: Olive Time: PM ICU Number: 16 File Name Site Code Start Date Page No : College & Olive 6-18-13 : 00000016 : 6/18/2013 : 1 Groups Printed- Unshifted College Olive, College Olive , -c-.--=SC'"o",u~th;..u". "cn.,-,b,.,.d"..o ---- -"-W=e,stbound I Northbound Eastbound [Sta:=ri Tjrn£;lj~igbiLlhru j Left App. Total . RighL Thru r-Left l~pp Tolal 1Right Thru! Left: App. TOlal u ~igiliLThrll l_Left . App. T,-,:O~I~'+"-',In,'To",,-t. ,ta:--,' 04:30PM' 5 193 0 198 4 10 9 23' 8203 0 211 26 20 4 50 482 04:45 PM I 23 202 1 226 6 16 7 29 12 236 _-"0'------'2=:.4""8"------=2"'9__-_ -'1"'4 4='-_----='4'--7+--"550 Total I 28 395 1 424 I 10 26 16 52 20 439 ° 459 55 34 8 97 1032 05:00 PM 05:15 PM Grand Total Apprch % Total % . 13 239 20 282 61 916 6.2 93,7 2.8 41,7 o o 1 0.1o 252 5 302 13 978 28 22.6 44.5· 1.3 r--I o ~E~i .....J 17 12 19 6 62 34 50 27.4 2.8 1.5 34 38 124 10 194 5 240 35 873 3.9 96.1 1.6 39.7 o o All Traffic Data Services, Inc. 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net File Name Site Code Start Date Page No : #2 REMINGTON&OLlVEAM : 00000000 : 2/24/2015 :2 REMINGTON ST OLIVE ST REMINGTON ST OLIVE ST Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I Peds I ••p, rota Right I Thru I Left I Peds I App. To," Right I Thru I Left I Peds I App. Tol.' Right I Thru I Left I Peds I App. Tot" Int Total I Peak Hour AnalYSIS From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30AM 1 1 1 0 3 0 9 5 1 15 3 14 2 2 21 3 6 1 0 10 49 07:45 AM 4 10 0 0 14 0 7 2 1 10 5 28 5 1 39 0 8 7 0 15 78 08:00AM 2 5 0 0 7 1 11 4 0 16 4 18 9 1 32 0 14 4 1 19 74 08:15AM 2 1 2 2 7 1 9 1 1 12 1 19 4 1 25 2 5 3 0 10 54 Total Volume 9 17 3 2 31 2 36 12 3 53 13 79 20 5 117 5 33 15 1 54 255 % Aoo. Total 29 54.8 9.7 6.5 3.8 67.9 22.6 57 11.1 67.5 17.1 4.3 9.3 61.1 27.8 1.9 PHF .563 .425 .375 .250 .554 .500 .818 .600 .750 .828 .650 .705 .556 .625 .750 .417 .589 .536 .250 .711 .817 Peak Hour Data -~ '" ~--.t .•. U ~~ o~ "'~ I- -' I :T -N ""::l North --I I- -e- (1')..c-, +------2" ~ 0 en wE > '" "'E I- -< r- Peak Hour Begins at 07:30 A ",::lm ::; r !W (j) 0 80 U Class 1 .r-~,~ --I ~<fI '0 ('U J) ~~ QJ 0. 0- <flu> "'- All Traffic Data Services,lnc. 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net File Name Site Code Start Date Page No : #2 REMINGTON&OLlVEPM : 00000000 : 2/24/2015 :2 REMINGTON ST OLIVE ST REMINGTON ST OLIVE ST Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I Peds I App. Tot" Right I Thru I Left I Peds I App. To'" Right I Thru I Left I Peds I App. 'rota Right I Thru I Left I Peds I 'pp. Tot" Int. Total I Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 4 15 3 1 23 4 14 3 3 24 3 23 5 2 33 3 12 4 0 19 99 04:45 PM 8 17 2 3 30 2 12 6 1 21 7 39 8 2 56 6 12 3 1 22 129 05:00 PM 10 33 2 1 46 3 21 12 1 37 5 32 11 4 52 8 15 7 0 30 165 05:15 PM 13 36 5 1 55 1 20 14 1 36 2 46 11 2 61 8 15 15 0 38 190 Total Volume 35 101 12 6 154 10 67 35 6 118 17 140 35 10 202 25 54 29 1 109 583 % Aco. Total 22.7 65.6 7.8 3.9 8.5 56.8 29.7 5.1 8.4 69.3 17.3 5 22.9 49.5 26.6 0.9 PHF .673 .701 .600 .500 .700 .625 .798 .625 .500 .797 .607 .761 .795 .625 .828 .781 .900 .483 .250 .717 .767 & REMINGTON In ST Total 179 ~ em 35 101 121 6 Right Thru Left Peds ~ 1 4 Peak Hour Data -B r-r- "'''" g: ~-.J' t .••. ;;0 ~N r- ~~ L...,g. "-"~ 0 North ~=[} ~~-----; ~ f- (j) 0 ~ f-----2" ~ ~=>~ ~£~ "'- I Peak Hour Begins at 04:30 Pi I--' I~ m N"" r- I"" 0 U Class 1 (j) ~~~ ~ o~ -~ ~I/) ~d L- "n, a> 0 ~![ ~ T ~ Left Thru Richl Peds I 351 1401 171 101 c:Out :IDJ~CillJ In Total C::T All Traffic Data Services,lnc. 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net File Name Site Code Start Date Page No : #1 REMINGTON&MAGNOLlAAM : 00000000 : 2/24/2015 :2 REMINGTON ST MAGNOLIA ST REMINGTON ST MAGNOLIA ST Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I Peds I .pp. To'" Right I Thru I Left I Peds I.,,· reta Right I Thru I Left I Peds I .". rete Right I Thru I Left I Peds I.,,· tete Int. Total I Peak Hour Anatysts From 07:30 AM to 08:15 AM· Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30AM 0 9 0 0 9 1 4 1 1 7 1 16 7 1 25 0 4 2 0 6 47 07:45 AM 2 13 1 0 16 1 3 1 0 5 3 32 10 0 45 3 5 8 4 20 86 08:00AM 1 4 0 1 6 2 6 1 0 9 6 30 13 0 49 7 12 4 2 25 89 08:15AM 2 4 3 2 11 2 2 1 0 5 1 24 3 2 30 9 5 4 6 24 70 Total Volume 5 30 4 3 42 6 15 4 1 26 11 102 33 3 149 19 26 18 12 75 292 % ADD. Total 11.9 71.4 9.5 7.1 23.1 57.7 15.4 3.8 7.4 68.5 22.1 2 25.3 34.7 24 16 PHF .625 .577 .333 .375 .656 .750 .625 1.00 .250 .722 .458 .797 .635 .375 .760 .528 .542 .563 .500 .750 .820 "~h N<'- J) ~"O Q) Q. Peak Hour Data North t Peak Hour Begins at 07:30 A lass 1 All Traffic Data Services,lnc. 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net File Name Site Code Start Date Page No : #1 REMINGTON&MAGNOLIAPM : 00000000 : 2/24/2015 :2 REMINGTON ST MAGNOLIA ST REMINGTON ST MAGNOLIA ST Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I Peds I App. Tot" Right I Thru I Left I Peds I App. rete! Right I Thru I Left I Peds I Ap~ To",' Right I Thru I Left I Peds I App. To'" Int Total I Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 3 23 0 3 29 0 5 6 0 11 2 29 2 1 34 10 14 3 6 33 107 04:45 PM 2 25 0 1 28 3 8 5 0 16 3 38 11 5 57 10 6 11 2 29 130 05:00 PM 10 51 0 1 62 1 10 6 0 17 4 40 14 4 62 11 9 9 8 37 178 05:15 PM 3 49 2 4 58 1 5 10 0 16 6 55 5 2 68 21 11 7 6 45 187 Total Volume 18 148 2 9 177 5 28 27 0 60 15 162 32 12 221 52 40 30 22 144 602 %ADD. Total 10.2 83.6 1.1 5.1 8.3 46.7 45 0 6.8 73.3 14.5 5,4 36.1 27.8 20.8 15.3 PHF ,450 .725 .250 .563 .714 ,417 .700 .675 .000 .882 .625 .736 .571 .600 .813 .619 .714 .682 .688 .800 .805 REMINGTON 8T c:Out :::::mClilll In 0Z1l Total 1 148: 1 1 181 21 91 Right Thru Left Peds ~ 1 4 Peak Hour Data -~ g'$~ t u 15~ I- ~~ f-- ---' ;;!:CJ1 f-- ~ ~-----+ ~ « - ---,c~ =..[.•. . } f-- North f-----2" ., !t;5 {-].J :;;;~ : 0- z I Peak Hour Begins at 04:30 Pi o "N_ ,.r: r- m"o r » U Ctass 1 l£hrv ~-0 :J ~ . N"N'O , ..•• "<D U -.J I- ~.,~ ., a. ~9. ~Il> ~ a. "'0 -.J- ~ Left Thru i Rinht r Peds 32 162 15 12 c::::mJ c::b:TI ~ Out In "Total T Appendix C -- - - ----_._------ -_ .._------------- ------------------ HCM 2010 Signalized Intersection Summary 14: College (US 287) & Mulberry 3/4/2015 / ,. ~ ~ '- "\ t I" \. ....• + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '.'."., (J'/;~'(. -s-, ,.~ r;.., :~..':,:', : ;~') ,:,,'~;;;~ ("'":' v- '-/:. ;, t:'~ ; (,";1 ~: Li :J i C U ~ Volume (veh/h) 61 674 128 201 742 69 221 605 158 62 531 49 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hnn 1676 1676 1642 1676 1676 1676 1676 1676 1676 1676 1676 1676 Adj Flow Rate, veh/h 66 725 138 216 798 74 238 651 170 67 571 53 Adj No. of Lanes 1 2 0 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh 243 714 136 254 1070 473 296 1297 571 97 1144 506 Arrive On Green 0.07 0.36 0.36 0.24 0.67 0.67 0.10 0.41 0.41 0.06 0.36 0.36 Sat Flow, veh/h 1597 2663 507 1597 3185 1407 3097 3185 1402 1597 3185 1410 Grp Volume(v), veh/h 66 433 430 216 798 74 238 651 170 67 571 53 Grp Sat Flow(s},veh/h/ln 1597 1593 1578 1597 1593 1407 1549 1593 1402 1597 1593 1410 Q Serve(g_s), s 3.2 29.5 29.5 10.5 18.1 1.5 8.3 16.7 9.0 4.5 15.4 1.9 Cycle Q Clear(9_c), s 3.2 29.5 29.5 10.5 18.1 1.5 8.3 16.7 9.0 4.5 15.4 1.9 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 243 427 423 254 1070 473 296 1297 571 97 1144 506 V/C Ratio(X) 0.27 1.01 1.02 0.85 0.75 0.16 0.80 0.50 0.30 0.69 0.50 0.10 Avail Cap(c_a}, veh/h 279 427 423 254 1070 473 296 1297 571 145 1144 506 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.95 0.95 0.95 0.92 0.92 0.92 1.00 1.00 1.00 0.98 0.98 0.98 Uniform Delay (d), s/veh 26.7 35.4 35.4 23.5 15.0 5.9 48.7 24.3 22.0 50.6 27.5 10.9 Incr Delay (d2), s/veh 0.6 46.2 46.6 21.4 2.7 0.1 14.9 1.4 1.3 8.2 1.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%},vehnn 1.4 18.4 18.2 6.1 8.1 0.6 4.1 7.6 3.7 2.2 7.0 0.8 LnGrp Delay(d),s/veh 27.3 81.6 82.0 44.9 17.6 6.0 63.7 25.7 23.3 58.8 29.0 11.3 LnGrp LOS C F F D B A E C C E C B Approach Vol, veh/h 929 1088 1059 691 Approach Delay, s/veh 77.9 22.2 33.8 30.6 Approach LOS E C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 44.0 16.0 35.0 9.7 49.3 8.5 42.5 Change Period (Y+Rc), s 5.5 5.5 4.0 6.5 4.0 5.5 4.0 6.5 Max Green Setting (Gmax), s 9.5 38.5 12.0 28.5 9.0 40.5 7.0 33.5 Max Q Clear Time (g_c+11), s 10.3 17.4 12.5 31.5 6.5 18.7 5.2 20.1 Green Ext Time (p_c), s 0.0 2.4 0.0 0.0 0.0 4.4 0.0 5.9 Intersection Summary HCM 2010 Ctrl Delay 40.8 HCM 2010 LOS D 310 S College 8:00 am Year 2015 - AM ELB Engineering, LLC HCM 2010 Signalized Intersection Summary 15: College (US 287) & Magnolia 3/4/2015 ~ --+ t of +- '- , f ". \. ~ .,.I Movement EBL EBT EBR WBL WBT WBR' NBL NBT NBR SBL SBT SBR Lane Configurations ",:".~ '1-".:.~.~ c; .:~; ~' ~':/\D; ';~j;t, '.-': ':?Jt~ Volume (veh/h) 18 32 56 8 29 5 159 604 26 11 548 21 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh ° ° a 0 a a ° 0 0 ° 0 a Ped-Bike Adj(A_pbT) 0,99 0,97 0,99 0,96 1.00 0,99 1.00 0,99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hlln 1676 1744 1642 1676 1676 1642 1676 1676 1642 1676 1676 1642 Adj Flow Rate, vehlh 20 36 63 9 33 6 179 679 29 12 616 24 Adj No, of Lanes 1 1 0 1 1 0 1 2 0 1 2 a Peak Hour Factor 0,89 0,89 0,89 0,89 0,89 0,89 0.89 0.89 0.89 0,89 0,89 0,89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 225 74 130 174 183 33 622 2347 100 544 2358 92 Arrive On Green 0.13 0.13 0,13 0,13 0,13 0.13 0.75 0,75 0,75 1.00 1.00 1.00 Sat Flow, veh/h 1210 557 976 1149 1372 249 706 3112 133 662 3125 122 Grp Volume(v), veh/h 20 a 99 9 a 39 179 347 361 12 314 326 Grp Sat Flow(s),veh/hlln 1210 0 1533 1149 0 1622 706 1593 1652 662 1593 1654 Q Serve(g_s), s 1.2 0,0 4,8 0,6 0,0 1.7 6.7 5,5 5,5 0,1 0.0 0.0 Cycle Q Clear(g_c), s 2,9 0,0 4,8 5.4 0.0 1.7 6.7 5.5 5.5 5,6 0.0 0.0 Prop In Lane 1.00 0,64 1.00 0,15 1.00 0,08 1.00 0,07 Lane Grp Cap(c), veh/h 225 0 204 174 0 216 622 1201 1246 544 1201 1248 V/C Ratio(X) 0,09 0,00 0.49 0,05 0,00 0,18 0,29 0.29 0,29 0.02 0,26 0.26 Avail Cap(c_a), veh/h 503 a 556 438 a 588 622 1201 1246 544 1201 1248 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.88 0.88 0.88 0.95 0.95 0.95 Uniform Delay (d), s/veh 32,1 0.0 32.1 34,6 0.0 30.8 3.2 3.1 3,1 0.3 0,0 0,0 Incr Delay (d2), s/veh 0.2 0,0 1.8 0,1 0.0 0.4 1.0 0.5 0,5 0.1 0,5 0.5 Initial Q Delay(d3),s/veh 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0,0 2.1 0,2 0,0 0.8 1.5 2.5 2.6 0.0 0,2 0.2 LnGrp Delay(d),s/veh 32.3 0,0 33.9 34.7 0.0 31.2 4.3 3.6 3.6 0.3 0,5 0,5 LnGrp LOS C C C C A A A A A A Approach Vol, veh/h 119 48 887 652 Approach Delay, s/veh 33.6 31.9 3.7 0,5 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 64,4 15.6 64.4 15.6 Change Period (Y+Rc), s 5.0 6.0 5.0 6,0 Max Green Setting (Gmax), s 41,0 28,0 41.0 28.0 Max Q Clear Time (g_c+11), s 7.6 6.8 8.7 7.4 Green Ext Time (p_c), s 7,6 0.5 7,6 0.5 Intersection Summary HCM 2010 Ctrl Delay 5.4 HCM 2010 LOS A 310 S College 8:00 am Year 2015 - AM ELB Engineering, LLC HCM 2010 Signalized Intersection Summary 16: College (US 287) & Olive 3/4/2015 ..J- -+- " .f +- '- ~ t ~ ~ + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ':'\J -:?~.'. ~. <~?0r Volume (veh/h) 12 24 34 17 36 13 a 552 17 a 551 21 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb),veh a a a a a a a a a a a a Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.96 1.00 0.99 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hlln 1642 1744 1642 1642 1744 1642 a 1676 1642 a 1676 1642 Adj Flow Rate, veh/h 7 28 40 20 42 15 a 642 20 a 641 24 Adj No. of Lanes a 1 0 a 1 a a 2 0 a 2 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 a 2 2 a 2 2 Cap, vehlh 67 193 241 145 278 89 a 1911 60 a 1894 71 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.00 1.00 1.00 0.00 1.00 1.00 Sat Flow, vehlh 61 657 821 300 947 302 0 3236 98 a 3207 117 Grp Volume(v), veh/h 75 0 0 77 0 a a 324 338 0 327 338 Grp Sat Flow(s),veh/hlln 1539 0 a 1549 a a a 1593 1658 a 1593 1648 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.9 0.0 0.0 2.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.09 0.53 0.26 0.19 0.00 0.06 0.00 0.07 Lane Grp Cap(c), vehlh 501 a 0 512 0 0 a 966 1005 0 966 999 V/C Ratio(X) 0.15 0.00 0.00 0.15 0.00 0.00 0.00 0.34 0.34 0.00 0.34 0.34 Avail Cap(ca), veh/h 501 a a 512 0 a a 966 1005 0 966 999 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.0 0.0 0.0 20.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.0 0.6 0.0 0.0 0.0 0.9 0.9 0.0 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i1eBackOfQ(50%),veh/ln 1.3 0.0 0.0 1.4 0.0 0.0 0.0 0.3 0.3 0.0 0.3 0.3 LnGrp Delay(d),s/veh 21.6 0.0 0.0 21.5 0.0 0.0 0.0 0.9 0.9 0.0 0.9 0.9 LnGrp LOS C C A A A A Approach Vol, veh/h 75 77 662 665 Approach Delay, s/veh 21.6 21.5 0.9 0.9 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 52.0 28.0 52.0 28.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 47.5 22.5 47.5 22.5 Max Q Clear Time (g_c+I1), s 2.0 4.9 2.0 4.7 Green Ext Time (p_c), s 5.3 0.4 5.3 0.4 Intersection Summary HCM 2010 Ctrl Delay 3.0 HCM 2010 LOS A 310 S College 8:00 am Year 2015 - AM ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM Unsignalized Intersection Capacity Analysis 1= Remington & Olive 3/4/2015 ..J. .. -tit- l- of +- -, "\ t ~ '. + ..I Movement EBl EBT EBR WBl WBT WBR NBl NBT NBR SBl SBT SBR lane Configurations 4:1< ~'f,. '1 t:~ ~ ~, Sign Control Stop Stop Stop Stop Volume (vph) 15 33 5 12 36 2 20 79 13 3 17 9 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 18 39 6 14 42 2 24 93 15 4 20 11 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 62 59 24 108 4 31 Volume Left (vph) 18 14 24 0 4 0 Volume Right (vph) 6 2 0 15 0 11 Hadj (s) 0.03 0.06 0.53 -0.06 0.53 -0.21 Departure Headway (s) 4.4 4.4 5.4 4.8 5.4 4.7 Degree Utilization, x 0.08 0.07 0.03 0.14 0.01 0.04 Capacity (veh/h) 787 782 652 733 636 738 Control Delay (s) 7.8 7.8 7.3 7.3 7.3 6.7 Approach Delay (s) 7.8 7.8 7.3 6.7 Approach LOS A A A A Intersection Summary Delay 7.4 level of Service A Intersection Capacity Utilization 18.5% ICU level of Service A Analysis Period (min) 15 310 S College 8:00 am 3/6/2008 Year 2015 - AM ELB Engineering, uc Synchro 9 Light Report Page 1 ----- ----------------- HCM Unsignalized Intersection Capacity Analysis 4: Remington & Magnolia 3/4/2015 ~ -+ ••••• ~ 04- '- , t I'" ~ + -tI Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ?~ u .~ o.;~ ~o t~ to ~1 .~~ Sign Control Stop Stop Stop . Stop Volume (vph) 18 26 19 4 15 6 33 102 11 4 30 5 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 21 31 22 5 18 7 39 120 13 5 35 6 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 21 53 29 39 133 5 41 Volume Left (vph) 21 0 5 39 0 5 0 Volume Right (vph) 0 22 7 0 13 0 6 Hadj (5) 0.53 -0.26 -0.08 0.53 -0.03 0.53 -0.07 Departure Headway (s) 5.6 4.8 5.0 5.3 4.8 5.4 4.8 Degree Utilization, x 0.03 0.07 0.04 0.06 0.18 0.01 0.06 Capacity (veh/h) 611 715 677 655 734 637 716 Control Delay (s) 7.6 6.9 8.2 7.5 7.6 7.3 6.9 Approach Delay (s) 7.1 8.2 7.6 7.0 Approach LOS A A A A Intersection Summary Delay 7.4 Level of Service A Intersection Capacity Utilization 19.8% ICU Level of Service A Analysis Period (min) 15 310 S College 8:00 am Year 2015 - AM ELB Engineering, LLC Synchro 9 Light Report Page 1 ---_.. ..---- --.--- ...--. ---------- HCM 2010 Signalized Intersection Summary 14: College (US 287) & Mulberry 3/4/2015 .",. -+ l- ~ +- -, ~ t I" \. ~ 4' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ l~~~ )0 , fi<il ."l' 0 d [" 't:f~1 ~l~~t~f! , ~il1 ..~ <A,>,f'!~~lo>. t rr Volume (veh/h) 68 722 128 226 919 84 217 810 188 146 947 100 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh a a a a a a a a a a a a Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1676 1676 1642 1676 1676 1676 1676 1676 1676 1676 1676 1676 Adj Flow Rate, vehlh 71 752 133 235 957 88 226 844 196 152 986 104 Adj No. of Lanes 1 2 0 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 211 866 153 276 1237 538 258 995 435 140 1022 447 Arrive On Green 0.03 0.22 0.22 0.16 0.52 0.52 0.08 0.31 0.31 0.09 0.32 0.32 Sat Flow, veh/h 1597 2691 476 1597 3185 1386 3097 3185 1394 1597 3185 1394 Grp Volume(v), veh/h 71 445 440 235 957 88 226 844 196 152 986 104 Grp Sat Flow{s),vehlh/ln 1597 1593 1575 1597 1593 1386 1549 1593 1394 1597 1593 1394 Q Serve{g_s), s 3.5 32.3 32.4 11.4 29.0 4.0 8.7 29.7 10.7 10.5 36.5 6.6 Cycle Q Clear(g_c), s 3.5 32.3 32.4 11.4 29.0 4.0 8.7 29.7 10.7 10.5 36.5 6.6 Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 211 513 507 276 1237 538 258 995 435 140 1022 447 V/C Ratio(X) 0.34 0.87 0.87 0.85 0.77 0.16 0.88 0.85 0.45 1.09 0.96 0.23 Avail Cap(c_a), veh/h 237 538 531 276 1237 538 258 995 435 140 1022 447 HCM Platoon Ratio 0.67 0.67 0.67 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.91 0.91 0.91 0.90 0.90 0.90 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 27.4 44.6 44.6 26.2 24.8 18.7 54.4 38.6 20.6 54.7 40.1 29.9 Incr Delay (d2), s/veh 0.9 12.7 12.9 20.0 2.8 0.1 26.7 8.9 3.3 96.0 18.9 1.0 Initial Q Delay{d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ( 50%), veh/ln 1.6 16.1 15.9 6.5 13.1 1.5 4.7 14.2 4.5 8.3 18.7 2.7 LnGrp Delay(d),s/veh 28.3 57.3 57.5 46.2 27.5 18.8 81.1 47.5 23.9 150.7 59.0 30.9 LnGrp LOS C E E D C B F D C F E C Approach Vol, veh/h 956 1280 1266 1242 Approach Delay, s/veh 55.2 30.4 49.8 67.9 Approach LOS E C D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.0 43.0 17.0 44.1 15.0 42.0 9.0 52.1 Change Period (Y+Rc), s 5.0 5.5 4.0 6.5 5.5 5.5 4.0 6.5 Max Green Setting (Gmax), s 9.0 37.5 13.0 39.5 9.5 36.5 7.0 45.5 Max Q Clear Time (g_c+11), s 10.7 38.5 13.4 34.4 12.5 31.7 5.5 31.0 Green Ext Time (p_c), s 0.0 0.0 0.0 3.3 0.0 2.0 0.0 6.9 Intersection Summary HCM 2010 Ctrl Delay 50.4 HCM 2010 LOS D 310 South College 4:30 pm 3/4/2015 Year 2015 PM ELB Engineering, LLC Synchro 9 Light Report Page 1 --~~~-~-~. -~---~ HCM 2010 Signalized Intersection Summary 15: College (US 287) & Magnolia 31712015 ~ -+ "'). ~ ...- '- "\ t I" '-. ~ ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations \) • 1~) ~ , (ij' ~ '9 ~t~ w i ~r~' Volume (veh/h) 47 77 126 39 46 12 104 804 17 26 940 41 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.95 0.98 0.96 0.99 0.94 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1676 1744 1642 1676 1676 1642 1676 1676 1642 1676 1676 1642 Adj Flow Rate, veh/h 50 82 134 41 49 13 111 855 18 28 1000 44 Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 332 137 224 204 300 80 402 2071 44 386 2015 89 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.65 0.65 0.65 1.00 1.00 1.00 Sat Flow, veh/h 1173 577 942 1029 1264 335 480 3185 67 567 3099 136 Grp Volume(v), veh/h 50 0 216 41 0 62 111 427 446 28 514 530 Grp Sat Flow(s),vehlh/ln 1173 0 1519 1029 0 1599 480 1593 1660 567 1593 1643 Q Serve(g_s), s 2.8 0.0 10.1 3.0 0.0 2.5 8.4 10.3 10.3 0.8 0.0 0.0 Cycle Q Clear(g_c), s 5.3 0.0 10.1 13.1 0.0 2.5 8.4 10.3 10.3 11.1 0.0 0.0 Prop In Lane 1.00 0.62 1.00 0.21 1.00 0.04 1.00 0.08 Lane Grp Cap(c), veh/h 332 0 360 204 0 379 402 1036 1079 386 1036 1068 VlC Ratio(X) 0.15 0.00 0.60 0.20 0.00 0.16 0.28 0.41 0.41 0.07 0.50 0.50 Avail Cap(c_a), vehlh 420 0 475 281 0 500 402 1036 1079 386 1036 1068 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.46 0.46 0.46 0.72 0.72 0.72 Uniform Delay (d), s/veh 26.3 0.0 27.1 32.9 0.0 24.2 6.4 6.7 6.7 1.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 1.6 0.5 0.0 0.2 0.8 0.6 0.5 0.3 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 4.4 0.9 0.0 1.1 1.2 4.6 4.7 0.2 0.4 0.4 LnGrp Delay(d),s/veh 26.5 0.0 28.7 33.4 0.0 24.4 7.1 7.3 7.2 1.4 1.2 1.2 LnGrp LOS C C C C A A A A A A Approach Vol, veh/h 266 103 984 1072 Approach Delay, s/veh 28.3 28.0 7.2 1.2 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 56.0 24.0 56.0 24.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 45.0 24.0 45.0 24.0 Max Q Clear Time (g_c+11), s 13.1 12.1 12.3 15.1 Green Ext Time (p_c), s 11.7 1.1 11.8 1.0 Intersection Summary HCM 2010 Ctrl Delay 7.8 HCM 2010 LOS A 310 South College 4:30 pm 3/6/2015 Year 2015 PM -EXISTING ELB Engineering, LLC Synchro 9 Light Report Page 1 --- ---- ---- ,,-- -- .. HCM 2010 Signalized Intersection Summary 16: College (US 287) & Olive 3/4/2015 ~ --+ "" of <t- "- -, t I" \.. + ~ Movement EBl EBT EBR WBl WBT WBR NBl NBT NBR SBL SBT SBR Lane Configurations .; "0" ~':.-; ~;~~b Volume (veh/h) 15 66 106 34 62 28 a 873 35 a 916 61 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh a a a a a a a a a a a a Ped-Bike Adj(A_pbT) 0.95 0.90 0.96 0.91 1.00 0.92 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1642 1744 1642 1642 1744 1642 a 1676 1642 a 1676 1642 Adj Flow Rate, veh/h 17 74 119 38 70 31 a 981 39 a 1029 69 Adj No. of lanes a 1 a 0 1 a a 2 a a 2 a Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 a 2 2 a 2 2 Cap, veh/h 65 170 244 149 251 98 a 1886 75 a 1831 123 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.00 1.00 1.00 0.00 0.20 0.20 Sat Flow, veh/h 56 578 830 312 855 335 a 3194 124 a 3105 203 Grp Volume(v), vehlh 210 a a 139 a a a 502 518 a 542 556 Grp Sat Flow(s),veh/h/ln 1464 a a '1502 a a a 1593 1642 a 1593 1631 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 24.6 24.6 Cycle Q Clear(g_c), s 9.3 0.0 0.0 5.2 0.0 0.0 0.0 0.0 0.0 0.0 24.6 24.6 Prop In Lane 0.08 0.57 0.27 0.22 0.00 0.08 0.00 0.12 Lane Grp Cap(c), veh/h 479 a a 498 a a 0 966 995 a 966 989 V/C Ratio(X) 0.44 0.00 0.00 0.28 0.00 0.00 0.00 0.52 0.52 0.00 0.56 0.56 Avail Cap(c_a), veh/h 479 a a 498 a a a 966 995 a 966 989 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 0.33 0.33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.2 0.0 0.0 21.8 0.0 0.0 0.0 0.0 0.0 0.0 22.4 22.4 Incr Delay (d2), s/veh 2.9 0,0 0.0 1.4 0.0 0.0 0.0 2.0 1.9 0.0 2.4 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 4.2 0.0 0,0 2.5 0.0 0.0 0.0 0.5 0.5 0.0 11.4 11.7 LnGrp Delay(d),s/veh 26.1 0.0 0.0 23.2 0.0 0.0 0.0 2.0 1.9 0.0 24.8 24,7 LnGrp LOS C C A A C C Approach Vol, veh/h 210 139 1020 1098 Approach Delay, s/veh 26.1 23.2 2,0 24.8 Approach LOS C C A C Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 52.0 28.0 52.0 28.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 47.5 22.5 47.5 22.5 Max Q Clear Time (g_c+I1), s 26.6 11.3 2.0 7.2 Green Ext Time (p_c), s 9.1 1.0 11.3 1.2 Intersection Summary HCM 2010 Clrl Delay 15.4 HCM 2010 LOS B 310 South College 4:30 pm 3/4/2015 Year 2015 PM ElB Engineering, LLC Synchro 9 Lighl Report Page 1 -- '-- ._-- ._.- _. ------ HCM Unsignalized Intersection Capacity Analysis 1: Remington & Olive 3/4/2015 ,)- -+ -,. .f -+- •••••• -, t I'" '. + ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations i;'> ,1(:.,. (;~~, ;~.~ O(f':" I{",r U i/~~ Sign Control Stop Stop Stop Stop Volume (vph) 29 54 25 35 67 10 35 140 17 12 101 35 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 32 60 28 39 74 11 39 156 19 13 112 39 Direction, Lane # EB 1 EB2 WB1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 32 88 124 39 174 13 151 Volume Left (vph) 32 0 39 39 0 13 0 Volume Right (vph) 0 28 11 0 19 0 39 Hadj (s) 0.53 -0.19 0.04 0.53 -0.04 0.53 -0.15 Departure Headway (s) 6.2 5.4 5.7 5.9 5.3 6.0 5.3 Degree Utilization, x 0.06 0.13 0.20 0.06 0.26 0.02 0.22 Capacity (veh/h) 543 616 594 581 644 570 646 Control Delay (s) 8.3 8.1 10.0 8.1 9.0 7.9 8.6 Approach Delay (s) 8.1 10.0 8.8 8.5 Approach LOS A B A A Intersection Summary Delay 8.9 Level of Service A Intersection Capacity Utilization 34.5% ICU Level of Service A Analysis Period (min) 15 310 South College 4:30 pm 3/4/2015 Year 2015 PM ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM Unsiqnalized Intersection Capacity Analysis 6: Remington & Magnolia 3/4/2015 .J- --. t .f +- '- ""\ t /'" \. + ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ (~ ~ (~~ ~ 011\ ~]i Sign Control Stop Stop Stop Stop Volume (vph) 30 40 52 27 28 5 32 162 15 2 148 18 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 33 44 58 30 31 6 36 180 17 2 164 20 Direction, Lane # EB 1 EB2 WB1 NB1 NB2 SB 1 SB 2 Volume Total (vph) 33 102 67 36 197 2 184 Volume Left (vph) 33 a 30 36 0 2 0 Volume Right (vph) 0 58 6 0 17 0 20 Hadj (s) 0.53 -0.36 0.07 0.53 -0.03 0.53 -0.04 Departure Headway (s) 6.2 5.3 5.8 5.8 5.2 5.9 5.3 Degree Utilization, x 0.06 0.15 0.11 0.06 0.29 0.00 0.27 Capacity (veh/h) 542 633 570 595 660 585 654 Control Delay (s) 8.3 8.0 9.5 8.0 9.1 7.7 9.0 Approach Delay (s) 8.1 9.5 8.9 9.0 Approach LOS A A A A Intersection Summary Delay 8.8 Level of Service A Intersection Capacity Utilization 32.7% ICU Level of Service A Analysis Period (min) 15 310 South College 4:30 pm 3/4/2015 Year 2015 PM ELB Engineering, LLC Synchro 9 Light Report Page 1 Appendix. D ELF:Jt17qiik'1Cniiq UC ~f3rch;?CY!3 ----------_ ...__._----- -- HCM 2010 Signalized Intersection Summary 14: College (US 287) & Mulberry 3/7/2015 ". "t ~ -+- '- -, t ~ \. ! --+- .I Movement EBL EST EBR WBL WBT WBR NBL NST NBR SBL SST SBR Lane Configurations ~~;~ tt'~"~~) r~;'t ~t~! :~!~ WI! %~%~ 'i\l;!~ 9~/ \.~ t~L&1'~ ~y u b ~ r Volume (veh/h) 65 695 130 210 765 75 220 625 165 65 545 50 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1676 1676 1642 1676 1676 1676 1676 1676 1676 1676 1676 1676 Adj Flow Rate, veh/h 70 747 140 226 823 81 237 672 177 70 586 54 Adj No. of Lanes 1 2 0 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.93 D.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 291 841 158 291 1228 543 451 1131 497 101 825 364 Arrive On Green 0.07 0.42 0.42 0.24 0.77 0.77 0.15 0.36 0.36 0.06 0.26 0.26 Sat Flow, veh/h 1597 2672 501 1597 3185 1409 3097 3185 1399 1597 3185 1404 Grp Volume(v), veh/h 70 445 442 226 823 81 237 672 177 70 586 54 Grp Sat Flow(s),vehlhlln 1597 1593 1580 1597 1593 1409 1549 1593 1399 1597 1593 1404 Q Serve(g_s), s 3.2 28.5 28.5 10.2 13.5 1.0 7.8 19.0 10.3 4.7 18.4 2.3 Cycle Q Clear(g_c), s 3.2 28.5 28.5 10.2 13.5 1.0 7.8 19.0 10.3 4.7 18.4 2.3 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 291 501 497 291 1228 543 451 1131 497 101 825 364 V/C Ratio(X) 0.24 0.89 0.89 0.78 0.67 0.15 0.53 0.59 0.36 0.70 0.71 0.15 Avail Cap(c_a), veh/h 326 528 524 329 1289 570 451 1131 497 116 825 364 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.95 0.95 0.95 0.92 0.92 0.92 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 22.9 30.2 30.2 21.3 9.3 2.7 43.5 29.0 26.2 50.5 37.0 16.2 IncrDelay (d2), s/veh 0.4 15.6 15.7 9.2 1.2 0.1 1.1 2.3 2.0 13.6 5.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.4 14.6 14.5 5.1 5.9 0.3 3.4 8.7 4.3 2.5 8.6 1.0 LnGrp Delay(d),s/veh 23.3 45.8 45.9 30.5 10.5 2.8 44.6 31.3 28.2 64.1 42.0 17.1 LnGrpLOS C D D C 8 A D C C E D B Approach Vol, veh/h 957 1130 1086 710 Approach Delay, s/veh 44.2 13.9 33.7 42.3 Approach LOS D B C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 20.5 33.0 16.4 40.1 9.9 43.6 8.6 47.9 Change Period (Y+Rc), s 5.5 5.5 4.0 6.5 4.0 5.5 4.0 6.5 Max Green Setting (Gmax), s 10.5 27.5 15.0 35.5 7.0 32.5 7.0 43.5 Max Q Clear Time (g_c+11), s 9.8 20.4 12.2 30.5 6.7 21.0 5.2 15.5 Green Ext Time (p_c), s 0.1 1.6 0.2 3.1 0.0 3.6 0.0 8.1 Intersection Summary HCM 2010 Ctrl Delay 32.1 HCM 2010 LOS C 310 S College 8:00 am 3/6/2015 Year 2018 - AM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 Signalized Intersection Summary 15: College (US 287) & Magnolia 3/6/2015 .,J --. ,. t' +- '- "\ t I'" ~ + ..I Movement ESl EST ESR WSl WST WSR NSl NST NBR SBl SBT SSR lane Configurations 'Cc" '~'.(.:, ,".•., "-:.( i;:~> "'II ~'~'~"~) Volume (veh/h) 20 35 60 10 30 5 165 625 30 15 565 25 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.97 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1676 1744 1642 1676 1676 1642 1676 1676 1642 1676 1676 1642 Adj Flow Rate, veh/h 22 39 67 11 34 6 185 702 34 17 635 28 Adj No. of lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh 232 78 135 176 192 34 606 2315 112 526 2326 103 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.75 0.75 0.75 1.00 1.00 1.00 Sat Flow, veh/h 1209 565 970 1143 1380 243 691 3092 150 646 3107 137 Grp Volume(v), vehlh 22 0 106 11 0 40 185 361 375 17 325 338 Grp Sat Flow(s),veh/h/ln 1209 0 1535 1143 0 1623 691 1593 1649 646 1593 1651 Q Serve(g_s), s 1.3 0.0 5.1 0.7 0.0 1.7 7.4 5.9 5.9 0.2 0.1 0.1 Cycle Q Clear(g_c), s 3.0 0.0 5.1 5.8 0.0 1.7 7.5 5.9 5.9 6.1 0.1 0.1 Prop In lane 1.00 0.63 1.00 0.15 1.00 0.09 1.00 0.08 Lane Grp Cap(c), vehlh 232 0 213 176 0 225 606 1192 1234 526 1192 1236 VIC Ratio(X) 0.10 0.00 0.50 0.06 0.00 0.18 0.31 0.30 0.30 0.03 0.27 0.27 Avail Cap(c_a), veh/h 502 0 556 431 0 588 606 1192 1234 526 1192 1236 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.88 0.88 0.88 0.94 0.94 0.94 Uniform Delay (d), s/veh 31.8 0.0 31.9 34.6 0.0 30.4 3.5 3.3 3.3 0.4 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 1.8 0.1 0.0 0.4 1.1 0.6 0.6 0.1 0.5 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 2.3 0.2 0.0 0.8 1.6 2.7 2.8 0.1 0.2 0.2 LnGrp Delay(d),s/veh 31.9 0.0 33.7 34.7 0.0 30.8 4.6 3.8 3.8 0.5 0.6 0.6 LnGrp LOS C C C C A A A A A A Approach Vol, veh/h 128 51 921 680 Approach Delay, s/veh 33.4 31.6 4.0 0.6 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), S 63.9 16.1 63.9 16.1 Change Period (Y+Rc), S 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 41.0 28.0 41.0 28.0 Max Q Clear Time (g_c+I1), s 8.1 7.1 9.5 7.8 Green Ext Time (p_c), s 8.1 0.6 8.1 0.6 Intersection Summary HCM 2010 Ctrl Delay 5.6 HCM 2010 LOS A 310 S College 8:00 am 3/6/2015 Year 2018 - AM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 Signalized Intersection Summary 16: College (US 287) & Olive 3/6/2015 .J- l- (' +- '- "\ f !" \. --+- ! .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ·'n> ~f;/~~ Volume (veh/h) 15 25 35 20 40 15 0 570 20 0 565 25 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 a a 0 a a 0 a a Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.96 1.00 0.99 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1642 1744 1642 1642 1744 1642 0 1676 1642 0 1676 1642 Adj Flow Rate, veh/h 9 29 41 23 47 17 0 663 23 0 657 29 Adj No. of Lanes a 1 0 a 1 0 0 2 0 0 2 a Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 0 2 2 0 2 2 Cap, veh/h . 75 192 234 147 275 89 0 1903 66 0 1879 83 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.00 1.00 1.00 0.00 1.00 1.00 Sat Flow, veh/h 85 653 796 307 937 302 0 3224 109 0 3183 137 Grp Volume(v), veh/h 79 0 0 87 0 0 0 336 350 0 337 349 Grp Sat Flow(s),veh/hlln 1534 0 a 1546 0 a 0 1593 1656 a 1593 1643 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.0 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.11 0.52 0.26 0.20 0.00 0.07 0.00 0.08 Lane Grp Cap(c), vehlh 501 0 0 511 0 0 0 966 1004 a 966 996 V/C Ratio(X) 0.16 0.00 0.00 0.17 0.00 0.00 0.00 0.35 0.35 0.00 0.35 0.35 Avail Cap(c_a), veh/h 501 a 0 511 0 0 0 966 1004 0 966 996 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.0 0.0 0.0 21.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.7 0.0 0.0 0.0 1.0 1.0 0.0 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ( 50%), veh/ln 1.4 0.0 0.0 1.5 0.0 0.0 0.0 0.3 0.3 0.0 0.3 0.3 LnGrp Delay(d),s/veh 21.7 0.0 0.0 21.8 0.0 0.0 0.0 1.0 1.0 0.0 1.0 1.0 LnGrp LOS C C A A A A Approach Vol, veh/h 79 87 686 686 Approach Delay, s/veh 21.7 21.8 1.0 1.0 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 52.0 28.0 52.0 28.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), S 47.5 22.5 47.5 22.5 Max Q Clear Time (g_c+I1), s 2.0 5.0 2.0 5.1 Green Ext Time (p_c), S 5.6 0.5 5.6 0.5 Intersection Summary HCM 2010 Ctrl Delay 3.2 HCM 2010 LOS A 310 S College 8:00 am 3/6/2015 Year 2018 - AM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM Unsignalized Intersection Capacity Analysis 1: Remington & Olive .» --+ " .f +- '- "'\ t I" '. + 3/6/2015 ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ 4, ~ 'r~!> t; ~-.'" , ~ Sign Control Stop Stop Stop Stop Volume (vph) 30 35 5 15 40 5 25 80 15 5 20 10 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 35 41 6 18 47 6 29 94 18 6 24 12 Direction, Lane # EB 1 WB1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 82 71 29 112 6 35 Volume Left (vph) 35 18 29 0 6 0 Volume Right (vph) 6 6 0 18 0 12 Hadj (s) 0.08 0.03 0.53 -0.08 0.53 -0.20 Departure Headway (s) 4.5 4.5 5.4 4.8 5.5 4.8 Degree Utilization, x 0.10 0.09 0.04 0.15 0.01 0.05 Capacity (vehlh) 768 762 638 719 621 716 Control Delay (s) 8.0 7.9 7.5 7.5 7.4 6.8 Approach Delay (s) 8.0 7.9 7.5 6.9 Approach LOS A A A A Intersection Summary Delay 7.6 Level of Service A Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period (min) 15 310 S College 8:00 am 3/6/2015 Year 2018 - AM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM Unsignalized Intersection Capacity Analysis 4: Remington & Magnolia 3/6/2015 ~ ,. .f +- '- ~ f ,.... \.. --. ! ot/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations q (f~~; 1-:;' }~, "'r.:", .~-~ ""''',j ~~) Sign Control Stop Stop Stop Stop Volume (vph) 20 30 20 5 15 10 35 105 15 5 30 5 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 24 35 24 6 18 12 41 124 18 6 35 6 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 24 59 35 41 141 6 41 Volume Left (vph) 24 0 6 41 0 6 0 Volume Right (vph) 0 24 12 0 18 0 6 Hadj (s) 0.53 -0.25 -0.13 0.53 -0.05 0.53 -0.07 Departure Headway (s) 5.6 4.8 5.0 5.4 4.8 5.5 4.9 Degree Utilization, x 0.04 0.08 0.05 0.06 0.19 0.01 0.06 Capacity (veh/h) 607 707 677 649 729 629 707 Control Delay (s) 7.6 7.1 8.3 7.5 7.7 7.3 7.0 Approach Delay (s) 7.2 8.3 7.7 7.0 Approach LOS A A A A Intersection Summary Delay 7.5 Level of Service A Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period (min) 15 310 S College 8:00 am 3/6/2015 Year 2018 - AM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 -----------~-- ..------- HCM 2010 Signalized Intersection Summary 14: College (US 287) & Mulberry 31712015 .". --+- ~ .( ...- '- "" t I" \. + ..I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ;.~:~ {~~t~) .~.. .", J':"~:"~~~ 1'. /~ ["j ::~.~ &-~? l: " -~~"G' "'~ L: ;~.tu~ . ':~/"i Volume (veh/h) 75 745 130 230 945 80 225 835 195 150 975 105 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hlln 1676 1676 1642 1676 1676 1676 1676 1676 1676 1676 1676 1676 Adj Flow Rate, veh/h 78 776 135 240 984 83 234 870 203 156 1016 109 Adj No. of Lanes 1 2 0 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 178 825 144 257 1172 510 306 969 424 202 1070 469 Arrive On Green 0.02 0.10 0.10 0.04 0.12 0.12 0.10 0.30 0.30 0.13 0.34 0.34 Sat Flow, veh/h 1597 2699 469 1597 3185 1384 3097 3185 1393 1597 3185 1396 Grp Volume(v), veh/h 78 458 453 240 984 83 234 870 203 156 1016 109 Grp Sat Flow(s),veh/hlln 1597 1593 1575 1597 1593 1384 1549 1593 1393 1597 1593 1396 Q Serve(g_s), s 4.0 34.3 34.3 12.6 36.3 6.4 8.8 31.4 11.5 11.4 37.3 6.8 Cycle Q Clear(g_c), s 4.0 34.3 34.3 12.6 36.3 6.4 8.8 31.4 11.5 11.4 37.3 6.8 Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 178 487 482 257 1172 510 306 969 424 202 1070 469 V/C Ratio(X) 0.44 0.94 0.94 0.93 0.84 0.16 0.77 0.90 0.48 0.77 0.95 0.23 Avail Cap(c_a), vehlh 198 487 482 257 1172 510 310 969 424 204 1070 469 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.91 0.91 0.91 0.90 0.90 0.90 1.00 1.00 1.00 0.84 0.84 0.84 Uniform Delay (d), s/veh 31.1 52.9 52.9 35.2 49.2 36.1 52.7 40.0 22.1 50.8 38.9 28.7 Incr Delay (d2), s/veh 1.5 25.0 25.2 35.7 5.0 0.1 10.7 12.8 3.8 14.3 15.8 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.8 18.5 18.3 10.5 16.9 2.5 4.2 15.5 4.9 5.8 18.7 2.7 LnGrp Delay(d),s/veh 32.7 77.8 78.0 70.9 54.3 36.3 63.4 52.8 26.0 65.1 54.7 29.7 LnGrp LOS C E E E D D E D C E D C Approach Vol, veh/h 989 1307 1307 1281 Approach Delay, s/veh 74.4 56.2 50.5 53.8 Approach LOS E E D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.8 44.8 17.0 42.2 19.6 41.0 9.5 49.7 Change Period (Y+Rc), s 5.0 5.5 4.0 6.5 5.5 5.5 4.0 6.5 Max Green Setting (Gmax), s 11.0 39.3 13.0 35.7 14.3 35.5 7.0 41.7 Max Q Clear Time (g_c+11), s 10.8 39.3 14.6 36.3 13.4 33.4 6.0 38.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.6 1.1 0.0 2.5 Intersection Summary HCM 2010 Ctrl Delay 57.7 HCM 2010 LOS E 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Background Only ELB Engineering, LLC HCM 2010 Signalized Intersection Summary 15: College (US 287) & Magnolia 3/7/2015 ~ "). .f +- -, ~ t I'" \.. + ......••. ..I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~i ~' "i~ ~ '~p ~I~ ~l~~) ~1 i'Vt~ Volume (veh/h) 50 80 120 40 50 15 110 830 20 40 970 45 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(AJlbT) 0.98 0.95 0.98 0.96 0.99 0.94 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hlln 1676 1744 1642 1676 1676 1642 1676 1676 1642 1676 1676 1642 Adj Flow Rate, vehlh 53 85 128 43 53 16 117 883 21 43 1032 48 Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 326 144 217 207 290 87 392 2065 49 374 2010 93 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.65 0.65 0.65 1.00 1.00 1.00 Sat Flow, veh/h 1166 609 916 1031 1222 369 465 3175 76 551 3090 144 Grp Volume(v), veh/h 53 0 213 43 0 69 117 443 461 43 532 548 Grp Sat Flow(s),veh/hlln 1166 0 1525 1031 0 1591 465 1593 1658 551 1593 1641 Q Serve(g_s), s 3.0 0.0 9.9 3.1 0.0 2.8 9.4 10.8 10.8 1.5 0.0 0.0 Cycle Q Clear(g_c), s 5.8 0.0 9.9 13.0 0.0 2.8 9.4 10.8 10.8 12.2 0.0 0.0 Prop In Lane 1.00 0.60 1.00 0.23 1.00 0.05 1.00 0.09 Lane Grp Cap(c), veh/h 326 0 361 207 0 377 392 1036 1078 374 1036 1067 VlC Ratio(X) 0.16 0.00 0.59 0.21 0.00 0.18 0.30 0.43 0.43 0.11 0.51 0.51 Avail Cap(c_a), veh/h 414 0 477 285 0 497 392 1036 1078 374 1036 1067 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.46 0.46 0.46 0.72 0.72 0.72 Uniform Delay (d), s/veh 26.7 0.0 27.1 32.8 0.0 24.3 6.5 6.8 6.8 1.3 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 1.5 0.5 0.0 0.2 0.9 0.6 0.6 0.4 1.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.0 0.0 4.3 0.9 0.0 1.2 1.3 4.8 5.0 0.3 0.4 0.4 LnGrp Delay(d),s/veh 26.9 0.0 28.6 33.3 0.0 24.6 7.4 7.4 7.3 1.7 1.3 1.3 LnGrp LOS C C C C A A A A A A Approach Vol, veh/h 266 112 1021 1123 Approach Delay, s/veh 28.3 27.9 7.4 1.3 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 56.0 24.0 56.0 24.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 45.0 24.0 45.0 24.0 Max Q Clear Time (g_c+11), s 14.2 11.9 12.8 15.0 Green Ext Time (p_c), s 12.5 1.2 12.8 1.0 Intersection Summary HCM 2010 Ctrl Delay 7.8 HCM 2010 LOS A 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 Signalized Intersection Summary 16: College (US 287) & Olive 3/6/2015 ,J- --+ ""). • +- -\. ~ t ~ \.. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations (s1~ ~J·i~·: r;. {~'~~' ~\t;!,; Volume (veh/h) 15 70 110 35 65 30 0 900 140 0 945 65 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.95 0.90 0.96 0.91 1.00 0.92 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hlln 1642 1744 1642 1642 1744 1642 0 1676 1642 0 1676 1642 Adj Flow Rate, veh/h 17 79 124 39 73 34 0 1011 157 0 1062 73 Adj No. of Lanes 0 1 0 0 1 a a 2 0 a 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 a 2 2 a 2 2 Cap, veh/h 64 172 243 144 246 101 a 1653 256 a 1828 126 Arrive On Green 0.10 0.10 0.10 0.29 0.29 0.29 0.00 1.00 1.00 0.00 0.20 0.20 Sat Flow, veh/h 54 586 826 295 838 344 a 2811 423 a 3099 207 Grp Volume(v), veh/h 220 a 0 146 0 0 a 590 578 0 561 574 Grp Sat Flow(s),veh/hlln 1466 a a 1477 a 0 a 1593 1557 0 1593 1630 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.5 25.5 Cycle Q Clear(g_c}, s 11.2 0.0 0.0 5.6 0.0 0.0 0.0 0.0 0.0 0.0 25.5 25.5 Prop In Lane 0.08 0.56 0.27 0.23 0.00 0.27 0.00 0.13 Lane Grp Cap(c}, veh/h 479 0 a 491 a a 0 966 944 a 966 988 V/C Ratio(X} 0.46 0.00 0.00 0.30 0.00 0.00 0.00 0.61 0.61 0.00 0.58 0.58 Avail Cap(c_a}, veh/h 479 a a 491 a 0 0 966 944 a 966 988 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 2.00 2.00 1.00 0.33 0.33 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.6 0.0 0.0 21.9 0.0 0.0 0.0 0.0 0.0 0.0 22.8 22.8 Incr Delay (d2), s/veh 3.1 0.0 0.0 1.5 0.0 0.0 0.0 2.9 3.0 0.0 2.5 2.5 Initial Q Delay(d3},s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 5.0 0.0 0.0 2.7 0.0 0.0 0.0 0.8 0.8 0.0 11.9 12.2 LnGrp Delay(d},s/veh 33.7 0.0 0.0 23.5 0.0 0.0 0.0 2.9 3.0 0.0 25.3 25.3 LnGrp LOS C C A A C C Approach Vol, veh/h 220 146 1168 1135 Approach Delay, s/veh 33.7 23.5 2.9 25.3 Approach LOS C C A C Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 52.0 28.0 52.0 28.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 47.5 22.5 47.5 22.5 Max Q Clear Time (g_c+I1), s 27.5 13.2 2.0 7.6 Green Ext Time (pc), s 10.1 1.0 13.4 1.2 Intersection Summary HCM 2010 Ctrl Delay 16.1 HCM 2010 LOS B 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 ----_.--------- ------- --- -------- . ------------ ----- ----------- HCM Unsignalized Intersection Capacity Analysis 1: Remington & Olive 3/6/2015 .,,!- -+ 't .f +- -, "\ f I'" '. + .; Movement EBl EBT EBR WBl WBT WBR NBl NBT NBR SBL SBT SBR Lane Configurations ~..;' '1'.. -C:: i2 L; \"{, ' .~) Sign Control Stop Stop Stop Stop Volume (vph) 30 55 25 40 70 10 40 145 20 15 105 35 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 33 61 28 44 78 11 44 161 22 17 117 39 Direction, lane # EB 1 EB2 WB1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 33 89 133 44 183 17 156 Volume Left (vph) 33 0 44 44 0 17 0 Volume Right (vph) 0 28 11 0 22 0 39 Hadj (s) 0.53 -0.18 0.05 0.53 -0.05 0.53 -0.14 Departure Headway (s) 6.2 5.5 5.7 6.0 5.4 6.0 5.4 Degree Utilization, x 0.06 0.14 0.21 om 0.27 0.03 0.23 Capacity (veh/h) 535 603 586 575 638 563 637 Control Delay (s) 8.4 8.2 10.3 8.2 9.2 8.0 8.8 Approach Delay (s) 8.3 10.3 9.0 8.7 Approach LOS A B A A Intersection Summary Delay 9.0 Level of Service A Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 ~- -~--~---~--~~---- HCM Unsignalized Intersection Capacity Analysis 6: Remington & Magnolia 3/6/2015 ~ -+- "'). -('" ....- '- , t ". \.. ~ .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations \P. ~ r~~l~; fi~~ \~ ~ ;f~, ~:~ u ,';£.C', sr' Sign Control Stop Stop Stop Stop Volume (vph) 30 40 55 30 30 10 35 165 15 5 155 20 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 33 44 61 33 33 11 39 183 17 6 172 22 Direction, Lane # EB 1 EB2 WB1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 33 106 78 39 200 6 194 Volume Left (vph) 33 0 33 39 0 6 0 Volume Right (vph) 0 61 11 0 17 0 22 Hadj (s) 0.53 -0.37 0.03 0.53 -0.02 0.53 -0.05 Departure Headway (s) 6.3 5.3 5.8 5.9 5.3 5.9 5.3 Degree Utilization, x 0.06 0.16 0.13 0.06 0.29 0.01 0.29 Capacity (veh/h) 534 622 567 587 651 578 646 Control Delay (s) 8.4 8.1 9.7 8.1 9.3 7.8 9.3 Approach Delay (s) 8.2 9.7 9.1 9.2 Approach LOS A A A A Intersection Summary Delay 9.0 Level of Service A Intersection Capacity Utilization 33.4% ICU Level of Service A Analysis Period (min) 15 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 -------,,------------ Appendix ~ ---------------------------------- HCM 2010 Signalized Intersection Summary 14: College (US 287) & Mulberry 3/7/2015 ~ -+ "'). .f +- -, -, t I'" '. ~ .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'r~ , ~\1::~2~ , 1~'::~\ j;§ 1](! ;"[1 , t1~ f1 ~~~ If,!?-1 'S~ ~ Volume (veh/h) 65 695 130 210 765 75 220 650 165 65 580 50 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hfln 1676 1676 1642 1676 1676 1676 1676 1676 1676 1676 1676 1676 Adj Flow Rate, veh/h 70 747 140 226 823 81 237 699 177 70 624 54 Adj No. of Lanes 1 2 0 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 288 832 156 288 1216 538 408 1142 502 101 880 388 Arrive On Green 0.07 0.41 0.41 0.24 0.76 0.76 0.13 0.36 0.36 0.06 0.28 0.28 Sat Flow, veh/h 1597 2672 501 1597 3185 1409 3097 3185 1399 1597 3185 1405 Grp Volume(v), veh/h 70 445 442 226 823 81 237 699 177 70 624 54 Grp Sat Flow(s),veh/hlln 1597 1593 1580 1597 1593 1409 1549 1593 1399 1597 1593 1405 Q Serve(g_s), s 3.2 28.7 28.7 10.3 13.9 1.0 7.9 19.8 10.2 4.7 19.4 2.3 Cycle Q Clear(g_c), s 3.2 28.7 28.7 10.3 13.9 1.0 7.9 19.8 10.2 4.7 19.4 2.3 Prop In Lane 1.00 0.32 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 288 496 492 288 1216 538 408 1142 502 101 880 388 V/C Ratio(X) 0.24 0.90 0.90 0.78 0.68 0.15 0.58 0.61 0.35 0.70 0.71 0.14 Avail Cap(c_a), veh/h 322 515 511 311 1234 546 408 1142 502 116 880 388 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.96 0.96 0.96 0.92 0.92 0.92 1.00 1.00 1.00 0.97 0.97 0.97 Uniform Delay (d), s/veh 23.2 30.6 30.6 21.5 9.7 3.1 44.9 29.0 25.9 50.5 35.8 15.2 Incr Delay (d2), s/veh 0.4 17.4 17.6 10.7 1.3 0.1 2.1 2.5 1.9 13.6 4.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.4 14.8 14.8 5.3 5.9 0.4 3.5 9.1 4.2 2.5 9.1 1.0 LnGrp Delay(d),s/veh 23.6 48.0 48.2 32.2 11.0 3.2 47.0 31.4 27.8 64.1 40.5 15.9 LnGrp LOS C D D C B A D C C E D B Approach Vol, veh/h 957 1130 1113 748 Approach Delay, s/veh 46.3 14.7 34.2 40.9 Approach LOS D B C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.0 34.9 16.4 39.7 9.9 43.9 8.6 47.5 Change Period (Y+Rc), s 5.5 5.5 4.0 6.5 4.0 5.5 4.0 6.5 Max Green Setting (Gmax), s 10.5 29.4 14.0 34.6 7.0 34.4 7.0 41.6 Max Q Clear Time (g_c+I1), s 9.9 21.4 12.3 30.7 6.7 21.8 5.2 15.9 Green Ext Time (p_c), s 0.1 1.8 0.1 2.5 0.0 3.8 0.0 7.9 Intersection Summary HCM 2010 Ctrl Delay 32.8 HCM 2010 LOS C 310 S College 8:00 am 3/6/2015 Year 2018 - AM - FULL ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 Signalized Intersection Summary 15: College (US 287) & Magnolia 3/7/2015 ..J- -+ 't .f -tit- '- "\ t /'" \.. ! ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ ~ "~.[1\. , t:.? -.~ '7~~ ~~\1:~:> '~-~ lG':,o~~;~> Volume (veh/h) 50 80 120 40 50 15 110 830 20 40 970 45 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.95 0.98 0.96 0.99 0.94 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1676 1744 1642 1676 1676 1642 1676 1676 1642 1676 1676 1642 Adj Flow Rate, veh/h 53 85 128 43 53 16 117 883 21 43 1032 48 Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 326 144 217 207 290 87 392 2065 49 374 2010 93 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.65 0.65 0.65 1.00 1.00 1.00 Sat Flow, veh/h 1166 609 916 1031 1222 369 465 3175 76 551 3090 144 Grp Volume(v), veh/h 53 0 213 43 0 69 117 443 461 43 532 548 Grp Sat Flow(s),veh/hlln 1166 0 1525 1031 0 1591 465 1593 1658 551 1593 1641 Q Serve(g_s), s 3.0 0.0 9.9 3.1 0.0 2.8 9.4 10.8 10.8 1.5 0.0 0.0 Cycle Q Clear(g_c), s 5.8 0.0 9.9 13.0 0.0 2.8 9.4 10.8 10.8 12.2 0.0 0.0 Prop In Lane 1.00 0.60 1.00 0.23 1.00 0.05 1.00 0.09 Lane Grp Cap(c), veh/h 326 0 361 207 0 377 392 1036 1078 374 1036 1067 V/C Ratio(X) 0.16 0.00 0.59 0.21 0.00 0.18 0.30 0.43 0.43 0.11 0.51 0.51 Avail Cap(c_a), veh/h 414 0 477 285 0 497 392 1036 1078 374 1036 1067 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.46 0.46 0.46 0.72 0.72 0.72 Uniform Delay (d), s/veh 26.7 0.0 27.1 32.8 0.0 24.3 6.5 6.8 6.8 1.3 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 1.5 0.5 0.0 0.2 0.9 0.6 0.6 0.4 1.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %i1e BackOfQ(50%),vehfln 1.0 0.0 4.3 0.9 0.0 1.2 1.3 4.8 5.0 0.3 0.4 0.4 LnGrp Delay(d),s/veh 26.9 0.0 28.6 33.3 0.0 24.6 7.4 7.4 7.3 1.7 1.3 1.3 LnGrp LOS C C C C A A A A A A Approach Vol, veh/h 266 112 1021 1123 Approach Delay, s/veh 28.3 27.9 7.4 1.3 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 56.0 24.0 56.0 24.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 45.0 24.0 45.0 24.0 Max Q Clear Time (g_c+11), s 14.2 11.9 12.8 15.0 Green Ext Time (p_c), s 12.5 1.2 12.8 1.0 Intersection Summary HCM 2010 Ctrl Delay 7.8 HCM 2010 LOS A 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Background Only ELB Engineering, LLC Synchro 9 Light Report Page 1 ~~~-"----~~~- -----.---,.-~~~~~- HCM 2010 Signalized Intersection Summary 16: College (US 287) & Olive 3/7/2015 ~ ---to- ••• t'" +- '- ~ t /' \.. + ./ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~r'P "'~ +'~ ·t~ Volume (veh/h) 15 40 35 55 60 25 0 570 45 0 565 25 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(AJ)bT) 0,99 0.97 0.99 0.96 1.00 0.99 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1642 1744 1642 1642 1744 1642 0 1676 1642 0 1676 1642 Adj Flow Rate, veh/h 9 47 41 64 70 29 0 663 52 0 657 29 Adj No. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 0 2 2 0 2 2 Cap, veh/h 67 248 195 207 211 77 0 1813 142 0 1879 83 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.00 1.00 1.00 0.00 1.00 1.00 Sat Flow, vehlh 62 845 664 492 719 262 0 3075 234 a 3183 137 Grp Volume(v), veh/h 97 0 0 163 0 0 a 353 362 0 337 349 Grp Sat Flow(s),veh/h/ln 1570 a 0 1472 0 0 0 1593 1632 0 1593 1643 Q Serve(g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.7 0.0 0.0 6.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.09 0.42 0.39 0.18 0.00 0.14 0.00 0.08 Lane Grp Cap(c), veh/h 510 a 0 495 0 0 0 966 990 0 966 996 V/C Ratio(X) 0.19 0.00 0.00 0.33 0.00 0.00 0.00 0.37 0.37 0.00 0.35 0.35 Avail Cap(c_a), vehlh 510 0 0 495 0 0 a 966 990 0 966 996 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.2 0.0 0.0 22.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.0 1.8 0.0 0.0 0.0 1.1 1.0 0.0 1.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 1.7 0.0 0.0 3.1 0.0 0.0 0.0 0.3 0.3 0.0 0.3 0.3 LnGrp Delay(d),s/veh 22.1 0.0 0.0 23.9 0.0 0.0 0.0 1.1 1.0 0.0 1.0 1.0 LnGrp LOS C C A A A A Approach Vol, veh/h 97 163 715 686 Approach Delay, s/veh 22.1 23.9 1.1 1.0 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 52.0 28.0 52.0 28.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 47.5 22.5 47.5 22.5 Max Q Clear Time (g_c+11), s 2.0 5.7 2.0 8.5 Green Ext Time (p_c), s 5.8 0.8 5.8 0.7 Intersection Summary HCM 2010 Clrl Delay 4.5 HCM 2010 LOS A 310 S College 8:00 am 3/6/2015 Year 2018 - AM - FULL ELB Engineering, LLC Synchro 9 Light Report Page 1 ~----~------- HCM Unsignalized Intersection Capacity Analysis 1: Remington & Olive 31712015 ..J- --+- 't .f ...- "- "\ t ~ '. + -cI Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4:;. (¥ ~ ~~ S ~ ! ~ Sign Control Stop Stop Stop Stop Volume (vph) 15 35 30 15 40 5 45 30 15 5 20 10 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 18 41 35 18 47 6 53 35 18 6 24 12 Direction, Lane # EB 1 WB1 NB 1 NB2 SB 1 SB 2 Volume Total (vph) 94 71 53 53 6 35 Volume Left (vph) 18 18 53 0 6 0 Volume Right (vph) 35 6 0 18 0 12 Hadj (s) -0.15 0.03 0.53 -0.20 0.53 -0.20 Departure Headway (s) 4.2 4.4 5.5 4.7 5.5 4.8 Degree Utilization, x 0.11 0.09 0.08 0.07 0.01 0.05 Capacity (veh/h) 828 789 636 732 622 718 Control Delay (s) 7.7 7.8 7.7 6.9 7.4 6.8 Approach Delay (s) 7.7 7.8 7.3 6.9 Approach LOS A A A A Intersection Summary Delay 7.5 Level of Service A Intersection Capacity Utilization 21.4% ICU Level of Service A Analysis Period (min) 15 310 S College 8:00 am 3/6/2015 Year 2018 - AM - FULL ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM Unsignalized Intersection Capacity Analysis 4: Remington & Magnolia 3f712015 ..J- --+ ••••• .f +- '- -, t I" \. + ..,J Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 7;~? ~-2; ~~:~ ,:;, ";j u ~"jl Sign Control Stop Stop Stop Stop Volume (vph) 20 30 20 5 15 10 35 125 15 5 55 5 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 24 35 24 6 18 12 41 147 18 6 65 6 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 24 59 35 41 165 6 71 Volume Left (vph) 24 0 6 41 0 6 0 Volume Right (vph) 0 24 12 0 18 0 6 Hadj (s) 0.53 -0.25 -0.13 0.53 -0.04 0.53 -0.02 Departure Headway (s) 5.7 5.0 5.1 5.4 4.8 5.5 5.0 Degree Utilization, x 0.04 0.08 0.05 0.06 0.22 0.01 0.10 Capacity (veh/h) 590 684 656 645 723 625 698 Control Delay (s) 7.8 7.2 8.4 7.6 8.0 7.4 7.3 Approach Delay (s) 7.4 8.4 7.9 7.3 Approach LOS A A A A Intersection Summary Delay 7.7 Level of Service A Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period (min) 15 310 S College 8:00 am 3/6/2015 Year 2018 - AM - FULL ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 TWSC 592: Alley Access & Olive 3/6/2015 Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 45 40 20 75 65 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 MvmtFlow 53 47 24 88 76 29 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 100 0 211 76 Stage 1 76 Stage 2 135 Critical Hdwy 4.12 6.42 6.22 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1493 777 985 Stage 1 947 Stage 2 891 Platoon blocked, % Mov Cap-1 Maneuver 1493 764 985 Mov Cap-2 Maneuver 764 Stage 1 947 Stage 2 876 Approach EB WB NB HCM Control Delay, s 0 1.6 10.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 815 - 1493 HCM Lane VIC Ratio 0.13 - 0.016 HCM Control Delay (s) 10.1 7.5 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.4 0 310 S College 8:00 am 3/6/2015 Year 2018 - AM - FULL ELB Engineering, LLC Synchro 9 Light Report Page 1 • 0 00 0 _ HCM 2010 Signalized Intersection Summary 14: College (US 287) & Mulberry 31712015 .,}- --+ ~ # +- '- -, t I" \.. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~.~.":., ~ /~'~b .~-~ (- ,,:. ,' ',,'- '-/ ~~'~;>J ~~::.~.~~ .-·of ..~: .• itl'~~~ f1 Volume (veh/h) 75 745 130 230 945 80 225 880 195 150 1005 105 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hlln 1676 1676 1642 1676 1676 1676 1676 1676 1676 1676 1676 1676 Adj Flow Rate, vehlh 78 776 135 240 984 83 234 917 203 156 1047 109 Adj No. of Lanes 1 2 0 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 178 798 139 266 1166 507 284 995 435 193 1102 483 Arrive On Green 0.05 0.30 0.30 0.04 0.12 0.12 0.09 0.31 0.31 0.12 0.35 0.35 Sat Flow, vehlh 1597 2698 469 1597 3185 1384 3097 3185 1394 1597 3185 1397 Grp Volume(v), veh/h 78 458 453 240 984 83 234 917 203 156 1047 109 Grp Sat Flow(s),veh/h/ln 1597 1593 1575 1597 1593 1384 1549 1593 1394 1597 1593 1397 Q Serve(g_s), s 4.0 34.1 34.1 13.0 36.3 6.5 8.9 33.4 11.3 11.4 38.4 6.6 Cycle Q Clear(g_c), s 4.0 34.1 34.1 13.0 36.3 6.5 8.9 33.4 11.3 11.4 38.4 6.6 Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 178 471 466 266 1166 507 284 995 435 193 1102 483 V/C Ratio(X) 0.44 0.97 0.97 0.90 0.84 0.16 0.82 0.92 0.47 0.81 0.95 0.23 Avail Cap(c_a), veh/h 197 471 466 266 1166 507 284 995 435 193 1102 483 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 0.83 0.83 0.83 Uniform Delay (d), s/veh 30.5 41.8 41.8 36.1 49.4 36.3 53.5 39.8 21.5 51.4 38.2 27.8 Incr Delay (d2), s/veh 1.7 34.2 34.4 28.8 5.3 0.1 17.6 14.9 3.6 18.8 15.4 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 19.5 19.3 10.1 16.9 2.5 4.5 16.7 4.8 6.0 19.2 2.7 LnGrp Delay(d),s/veh 32.2 75.9 76.2 64.9 54.7 36.4 71.2 54.7 25.1 70.2 53.6 28.7 LnGrp LOS C E E E D D E D C E D C Approach Vol, veh/h 989 1307 1354 1312 Approach Delay, s/veh 72.6 55.4 53.1 53.5 Approach LOS E E D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 46.0 18.0 41.0 19.0 42.0 9.6 49.4 Change Period (Y+Rc), s 5.0 5.5 4.0 6.5 5.5 5.5 4.0 6.5 Max Green Setting (Gmax), s 10.0 40.5 14.0 34.5 13.5 36.5 7.0 41.5 Max Q Clear Time (93+11), s 10.9 40.4 15.0 36.1 13.4 35.4 6.0 38.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.1 0.6 0.0 2.3 Intersection Summary HCM 2010 Ctrl Delay 57.7 HCM 2010 LOS E 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Project Traffic ELB Engineering, LLC HCM 2010 Signalized Intersection Summary 15: College (US 287) & Magnolia 3/6/2015 ,J --. l- ~ +- '- "\ f r \. + ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ s 7;;, "'" ~'.~ .~~ ~;1 'H~· 'i~ ~~ t1~J Volume (veh/h) 50 80 120 40 50 15 110 875 20 40 1000 45 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.95 0.98 0.96 0.99 0.94 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1676 1744 1642 1676 1676 1642 1676 1676 1642 1676 1676 1642 Adj Flow Rate, vehlh 53 85 128 43 53 16 117 931 21 43 1064 48 Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 326 144 217 207 290 87 383 2068 47 357 2013 91 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.24 0.65 0.65 0.65 1.00 1.00 1.00 Sat Flow, veh/h 1166 609 916 1031 1222 369 451 3180 72 527 3095 140 Grp Volume(v}, veh/h 53 0 213 43 0 69 117 466 486 43 547 565 Grp Sat Flow(s},veh/h/ln 1166 0 1525 1031 0 1591 451 1593 1659 527 1593 1642 Q Serve(g_s), s 3.0 0.0 9.9 3.1 0.0 2.8 9.8 11.6 11.6 1.7 0.0 0.0 Cycle Q Clear(g_c), s 5.8 0.0 9.9 13.0 0.0 2.8 9.8 11.6 11.6 13.2 0.0 0.0 Prop In Lane 1.00 0.60 1.00 0.23 1.00 0.04 1.00 0.09 Lane Grp Cap(c), veh/h 326 0 361 207 0 377 383 1036 1079 357 1036 1068 VIC Ratio(X} 0.16 0.00 0.59 0.21 0.00 0.18 0.31 0.45 0.45 0.12 0.53 0.53 Avail Cap(c_a}, veh/h 414 0 477 285 0 497 383 1036 1079 357 1036 1068 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.38 0.38 0.38 0.72 0.72 0.72 Uniform Delay (d), s/veh 26.7 0.0 27.1 32.8 0.0 24.3 6.6 6.9 6.9 1.5 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 1.5 0.5 0.0 0.2 0.8 0.5 0.5 0.5 1.4 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ( 50%), veh/ln 1.0 0.0 4.3 0.9 0.0 1.2 1.3 5.2 5.4 0.3 0.4 0.4 LnGrp Delay(d),s/veh 26.9 0.0 28.6 33.3 0.0 24.6 7.4 7.4 7.4 2.0 1.4 1.3 LnGrp LOS C C C C A A A A A A Approach Vol, veh/h 266 112 1069 1155 Approach Delay, s/veh 28.3 27.9 7.4 1.4 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 56.0 24.0 56.0 24.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 45.0 24.0 45.0 24.0 Max Q Clear Time (g_c+11), s 15.2 11.9 13.6 15.0 Green Ext Time (p_c), s 13.1 1.2 13.4 1.0 Intersection Summary HCM 2010 Ctrl Delay 7.8 HCM 2010 LOS A 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Project Traffic ELB Engineering, LLC Synchro 9 Light Report Page 1 -------.----- -- -- --------- HCM 2010 Signalized Intersection Summary 16: College (US 287) & Olive 3/6/2015 ..J- •••••• .f +- -, "\ t I" ......• \.. + ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations d~b «;;) b{', 0y~,:) f~'~~ Volume (veh/h) 15 105 110 65 80 40 a 900 85 a 945 65 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh a a a a a a a a a a a a Ped-Bike Adj(A_pb T) 0.96 0.90 0.96 0.91 1.00 0.92 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hlln 1642 1744 1642 1642 1744 1642 a 1676 1642 a 1676 1642 Adj Flow Rate, vehlh 17 118 124 73 90 45 a 1011 96 a 1062 73 Adj No. of Lanes a 1 a a 1 a a 2 0 a 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 a 2 2 a 2 2 Cap, veh/h 62 216 211 173 198 86 a 1767 168 a 1824 125 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.00 1.00 1.00 0.00 0.20 0.20 Sat Flow, veh/h 47 735 719 382 672 291 a 2998 277 a 3093 207 Grp Volume(v), veh/h 259 a a 208 a a a 552 555 a 562 573 Grp Sat Flow(s),veh/hlln 1501 a a 1346 a 0 a 1593 1598 a 1593 1623 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.6 25.6 Cycle Q Clear(g_c), s 11.6 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0 25.6 25.6 Prop In Lane 0.07 0.48 0.35 0.22 0.00 0.17 0.00 0.13 Lane Grp Cap(c), veh/h 489 a a 456 a a a 966 969 a 966 984 V/C Ratio(X) 0.53 0.00 0.00 0.46 0.00 0.00 0.00 0.57 0.57 0.00 0.58 0.58 Avail Cap(c_a), veh/h 489 a 0 456 a a a 966 969 a 966 984 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 0.33 0.33 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 24.0 0.0 0.0 23.2 0.0 0.0 0.0 0.0 0.0 0.0 22.8 22.8 Incr Delay (d2), s/veh 4.1 0.0 0.0 3.3 0.0 0.0 0.0 2.5 2.5 0.0 2.6 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 5.4 0.0 0.0 4.2 0.0 0.0 0.0 0.7 0.7 0.0 11.9 12.2 LnGrp Delay(d),s/veh 28.1 0.0 0.0 26.5 0.0 0.0 0.0 2.5 2.5 0.0 25.4 25.3 LnGrp LOS C C A A C C Approach Vol, veh/h 259 208 1107 1135 Approach Delay, s/veh 28.1 26.5 2.5 25.4 Approach LOS C C A C Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 52.0 28.0 52.0 28.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 47.5 22.5 47.5 22.5 Max Q Clear Time (9_c+11), s 27.6 13.6 2.0 12.0 Green Ext Time (p_c), s 9.6 1.3 12.7 1.4 Intersection Summary HCM 2010 Ctrl Delay 16.4 HCM 2010 LOS B 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Project Traffic ELB Engineering, LLC Synchro 9 Light Report Page 1 _..'-_ ..- .__ ...._---------- HCM Unsignalized Intersection Capacity Analysis 1: Remington & Olive 3/6/2015 ~ --+ " of +- -, ~ t I" ~ ! ../ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ {O'i€+ ~ flY , 1? Sign Control Stop Stop Stop Stop Volume (vph) 30 55 45 40 70 10 75 145 20 15 105 35 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 33 61 50 44 78 11 83 161 22 17 117 39 Direction, Lane # EB 1 EB2 WB1 NB 1 NB2 SB 1 SB 2 Volume Total (vph) 33 111 133 83 183 17 156 Volume Left (vph) 33 0 44 83 0 17 0 Volume Right (vph) 0 50 11 0 22 0 39 Hadj (s) 0.53 -0.28 0.05 0.53 -0.05 0.53 -0.14 Departure Headway (s) 6.4 5.5 5.9 6.0 5.5 6.2 5.5 Degree Utilization, x 0.06 0.17 0.22 0.14 0.28 0.03 0.24 Capacity (veh/h) 524 601 570 568 629 549 620 Control Delay (s) 8.6 8.5 10.5 8.8 9.3 8.2 9.0 Approach Delay (s) 8.5 10.5 9.2 8.9 Approach LOS A B A A Intersection Summary Delay 9.2 Level of Service A Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Project Traffic ELB Engineering, LLC Synchro 9 Light Report PagH 1 HCM Unsignalized Intersection Capacity Analysis 6: Remington & Magnolia 3/6/2015 ~ --+ " .f +- '- ~ t ~ '. ~ ./ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ {;i;f.\:,. ) .•••••.r.g:1:.••• • ."._'. ~ ~] (u-~.' ,., ~~'n .~ Sign Control Stop Stop Stop Stop Volume (vph) 30 40 55 30 30 10 35 200 15 5 175 20 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 33 44 61 33 33 11 39 222 17 6 194 22 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 33 106 78 39 239 6 217 Volume Left (vph) 33 0 33 39 0 6 0 Volume Right (vph) 0 61 11 0 17 0 22 Hadj (s) 0.53 -0.37 0.03 0.53 -0.01 0.53 -0.04 Departure Headway (s) 6.4 5.5 6.0 5.9 5.4 6.0 5.4 Degree Utilization, x 0.06 0.16 0.13 0.06 0.36 0.01 0.33 Capacity (veh/h) 516 599 547 583 646 572 638 Control Delay (s) 8.6 8.4 9.9 8.1 10.1 7.8 9.8 Approach Delay (s) 8.4 9.9 9.8 9.7 Approach LOS A A A A Intersection Summary Delay 9.5 Level of Service A Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period (min) 15 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Project Traffic ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 TWSC 5: Alley Access & Olive 3/6/2015 Intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 110 80 35 145 55 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign .~nChannelized Control Free - None Free Free - None Free Stop None Stop Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 MvmtFlow 122 89 39 161 61 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 211 0 406 167 Stage 1 167 Stage 2 239 Critical Hdwy 4.12 6.42 6.22 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1360 601 877 Stage 1 863 Stage 2 801 Platoon blocked, % Mov Cap-1 Maneuver 1360 582 877 Mov Cap-2 Maneuver 582 Stage 1 863 Stage 2 776 Approach EB WB NB HCM Control Delay, s 0 1.5 11.5 HCM LOS B Minor Lane/Major Mvmt NSLn1 EST ESR WBL WBT Capacity (veh/h) 639 - 1360 HCM Lane V/C Ratio 0.13 - 0.029 HCM Control Delay (s) 11.5 7.7 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.4 0.1 310 South College 4:30 pm 3/6/2015 Year 2018 PM - Project Traffic ELB Engineering, LLC Synchro 9 Light Report Page 1 _. __ ._--------_.------ .. _._------- ----.-.-.~~~- Appendix f ELl) uc /Il/arc:/! 2Gb HCM 2010 Signalized Intersection Summary 14: College (US 287) & Mulberry 31712015 .,,;. -+ ~ t' +- '- "'. t I" '. + ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume Lane Configurations (veh/h) 75 ~ , t~ltJ; 815 150 245 'li" fi 895 ~'i'Hr~ 90 if} l 255 1#~~\~ 760 .~~li·'~ 195 ~1 u 75 \i~ 680 t~1~t~ 60 ," ',fi Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1,00 0.99 1,00 0,99 1,00 0.98 tOO 0.98 Parking Bus, Adj tOO 1,00 tOO 1,00 1,00 tOO tOO tOO 1,00 1,00 1.00 tOO Adj Sat Flow, veh/h/ln 1676 1676 1642 1676 1676 1676 1676 1676 1676 1676 1676 1676 Adj Flow Rate, veh/h 81 876 161 263 962 97 274 817 210 81 731 65 Adj No. of Lanes 1 2 0 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 292 900 165 291 1326 587 341 992 435 114 825 364 Arrive On Green 0.07 0.45 0.45 0.27 0.83 0.83 0.11 0.31 0.31 0.07 0.26 0.26 Sat Flow, veh/h 1597 2682 493 1597 3185 1411 3097 3185 1395 1597 3185 1404 Grp Volume(v), veh/h 81 520 517 263 962 97 274 817 210 81 731 65 Grp Sat Flow(s),veh/h/ln 1597 1593 1582 1597 1593 1411 1549 1593 1395 1597 1593 1404 Q Serve(g_s), s 3.6 35.2 35.2 12.1 14.1 0.9 9.5 26.1 13.4 5.5 24.3 2.8 Cycle Q Clear(g_c), s 3.6 35.2 35.2 12.1 14.1 0.9 9.5 26.1 13.4 5.5 24.3 2.8 Prop In Lane tOO 0.31 1,00 iro tOO 1,00 1,00 1.00 Lane Grp Cap(c), vehlh 292 534 531 291 1326 587 341 992 435 114 825 364 V/C Ratio(X) 0.28 0.97 0.97 0.90 0.73 0.17 0.80 0.82 0.48 0.71 0.89 0.18 Avail Cap(c_a), veh/h 319 534 531 291 1326 587 341 992 435 116 825 364 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1,00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.92 0.92 0.92 1,00 1,00 1.00 0.96 0.96 0.96 Uniform Delay (d), s/veh 21.2 30.0 30.0 21.7 6.6 2.1 47.8 35.1 30.7 50.0 39.2 15.5 Incr Delay (d2), s/veh 0.5 31.3 31.5 27.8 1.9 0.1 13.1 7.7 3.8 17.4 12.9 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ( 50%), veh/ln 1.6 20.0 19.9 9.7 5.9 0.3 4.7 12.5 5.6 3.0 12.1 1.2 LnGrp Delay(d),s/veh 21.7 61.3 61.5 49.5 8.4 2.3 60.9 42.8 34.5 67.4 52.1 16.5 LnGrp LOS C E E D A A E D C E D B Approach Vol, veh/h 1118 1322 1301 877 Approach Delay, s/veh 58.5 16.1 45.2 50.9 Approach LOS E B D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.6 33.0 18.0 42.4 10.8 38.8 9.1 51.3 Change Period (Y+Rc), s 5.5 5.5 4.0 6.5 4.0 5.5 4.0 6.5 Max Green Setting (Gmax), s 11.1 27.5 14.0 35.9 7.0 33.1 7.0 42.9 Max Q Clear Time (g_c+11), s 11.5 26.3 14.1 37.2 7.5 28.1 5.6 16.1 Green Ext Time (p_c), s 0.0 0.5 0.0 0.0 0.0 2.5 0.0 10.0 Intersection Summary HCM 2010 Ctrl Delay 41.2 HCM 2010 LOS D 310 S College 8:00 am 31712015 Year 2035 - AM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 Signalized Intersection Summary 15: College (US 287) & Magnolia 31712015 ..J- --+ "'). .f' +- '- "\ t !" '. ~ ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ .~;;~ ;. '1 1;:~ I>~ 1\'~ III tf'~~· Volume (veh/h) 25 40 70 15 35 5 190 760 35 20 700 30 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.97 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1676 1744 1642 1676 1676 1642 1676 1676 1642 1676 1676 1642 Adj Flow Rate, veh/h 28 45 79 17 39 6 213 854 39 22 787 34 Adj No. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 247 86 151 180 218 33 522 2274 104 443 2281 99 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.73 0.73 0.73 0.98 0.98 0.98 Sat Flow, vehlh 1206 557 978 1126 1412 217 596 3101 142 558 3110 134 Grp Volume(v), veh/h 28 0 124 17 0 45 213 439 454 22 403 418 Grp Sat Flow(s),veh/h/ln 1206 0 1536 1126 0 1630 596 1593 1650 558 1593 1652 Q Serve(9_s), s 1.7 0.0 5.9 1.1 0.0 1.9 12.3 8.1 8.1 0.5 0.8 0.8 Cycle Q Clear(9_c), s 3.6 0.0 5.9 7.1 0.0 1.9 13.0 8.1 8.1 8.6 0.8 0.8 Prop In Lane 1.00 0.64 1.00 0.13 1.00 0.09 1.00 0.08 Lane Grp Cap(c), veh/h 247 0 237 180 0 251 522 1168 1210 443 1168 1211 V/C Ratio(X) 0.11 0.00 0.52 0.09 0.00 0.18 0.41 0.38 0.38 0.05 0.34 0.35 Avail Cap(c_a), veh/h 498 0 557 414 0 591 522 1168 1210 443 1168 1211 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.58 0.58 0.58 0.91 0.91 0.91 Uniform Delay (d), s/veh 31.0 0.0 31.1 34.4 0.0 29.4 4.7 3.9 3.9 1.1 0.3 0.3 Incr Delay (d2), s/veh 0.2 0.0 1.8 0.2 0.0 0.3 1.4 0.5 0.5 0.2 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehfln 0.6 0.0 2.6 0.4 0.0 0.9 2.2 3.7 3.8 0.1 0.5 0.5 LnGrp Delay(d),s/veh 31.2 0.0 32.9 34.6 0.0 29.8 6.1 4.5 4.4 1.2 1.0 1.0 LnGrp LOS C e e C A A A A A A Approach Vol, veh/h 152 62 1106 843 Approach Delay, s/veh 32.6 31.1 4.8 1.0 Approach LOS C e A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 62.7 17.3 62.7 17.3 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 41.0 28.0 41.0 28.0 Max Q Clear Time (g_c+11), s 10.6 7.9 15.0 9.1 Green Ext Time (p_c) , s 11.1 0.7 10.5 0.7 Intersection Summary HCM 2010 etrl Delay 6.0 HCM 2010 LOS A 310 S College 8:00 am 31712015 Year 2035 - AM - FULL BUILDOUT ELB Engineering, LLe Synchro 9 Light Report Page 1 -------------- - - --- ---------- -- HCM 2010 Signalized Intersection Summary 16: College (US 287) & Olive 31712015 .,)- "'). • 00II- -, "\ t ~ \. -+ + ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ,'''~'''' .li}.\,. ('~;.~~;. {:~I'jb iJ~(~~~ Volume (vehlh) 20 50 40 65 70 30 0 665 50 0 660 30 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 0.99 0.97 0.99 0.96 1.00 0.99 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1642 1744 1642 1642 1744 1642 0 1676 1642 0 1676 1642 Adj Flow Rate, veh/h 12 58 47 76 81 35 0 773 58 0 767 35 Adj No. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 0 2 2 0 2 2 Cap, veh/h 71 255 185 209 208 79 0 1820 136 0 1875 86 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.00 1.00 1.00 0.00 1.00 1.00 Sat Flow, veh/h 73 867 631 496 706 268 0 3085 225 0 3177 141 Grp Volume(v), veh/h 117 0 0 192 0 0 0 410 421 0 395 407 Grp Sat Flow(s),veh/hlln 1570 0 0 1471 0 0 0 1593 1634 0 1593 1642 Q Serve(g_s), s 0.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.4 0.0 0.0 7.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.10 0.40 0.40 0.18 0.00 0.14 0.00 0.09 Lane Grp Cap(c), veh/h 511 0 0 495 0 0 0 966 991 0 966 995 V/C Ratio(X) 0.23 0.00 0.00 0.39 0.00 0.00 0.00 0.42 0.42 0.00 0.41 0.41 Avail Cap(c_a), veh/h 511 0 0 495 0 0 0 966 991 0 966 995 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 2.00 2.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.5 0.0 0.0 22.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.0 2.3 0.0 0.0 0.0 1.4 1.3 0.0 1.3 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 2.1 0.0 0.0 3.7 0.0 0.0 0.0 0.4 0.4 0.0 0.3 0.3 LnGrp Delay(d),s/veh 22.6 0.0 0.0 24.9 0.0 0.0 0.0 1.4 1.3 0.0 1.3 1.2 LnGrp LOS C C A A A A Approach Vol, veh/h 117 192 831 802 Approach Delay, s/veh 22.6 24.9 1.4 1.3 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 52.0 28.0 52.0 28.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 47.5 22.5 47.5 22.5 Max Q Clear Time (g_c+11), s 2.0 6.4 2.0 9.9 Green Ext Time (p_c), s 7.2 1.0 7.2 0.9 Intersection Summary HCM 2010 Ctrl Delay 4.9 HCM 2010 LOS A 310 S College 8:00 am 31712015 Year 2035 - AM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM Unsignalized Intersection Capacity Analysis 1: Remington & Olive 31712015 .,)- ~ "'). of +- '- "\ t I" '. ~ ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~f,} 'i'i 1~ vi t-) Sign Control Stop Stop Stop Stop Volume (vph) 20 40 35 20 55 5 55 35 20 10 25 15 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 24 47 41 24 65 6 65 41 24 12 29 18 Direction, Lane # EB 1 WB 1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 112 94 65 65 12 47 Volume Left (vph) 24 24 65 0 12 0 Volume Right (vph) 41 6 0 24 0 18 Hadj (s) -0.14 0.05 0.53 -0.22 0.53 -0.23 Departure Headway (s) 4.3 4.5 5.6 4.8 5.7 4.9 Degree Utilization, x 0.13 0.12 0.10 0.09 0.02 0.06 Capacity (veh/h) 795 750 618 711 603 697 Control Delay (s) 8.0 8.1 8.0 7.1 7.6 7.0 Approach Delay (s) 8.0 8.1 7.5 7.1 Approach LOS A A A A Intersection Summary Delay 7.8 Level of Service A Intersection Capacity Utilization 23.1% ICU Level of Service A Analysis Period (min) 15 310 S College 8:00 am 31712015 Year 2035 - AM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Ught Report Page 1 HCM Unsignalized Intersection Capacity Analysis 4: Remington & Magnolia 3f112015 --" --+- 't -('" +- '- "" t I"" \.. + ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ if~ 4~, ~~ l~ 1 ~ ~ • Sign Control Stop Stop Stop Stop Volume (vph) 25 35 25 10 20 15 40 145 20 10 65 10 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 29 41 29 12 24 18 47 171 24 12 76 12 Direction, Lane # EB 1 EB2 WB1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 29 71 53 47 194 12 88 Volume Left (vph) 29 0 12 47 0 12 0 Volume Right (vph) 0 29 18 0 24 0 12 Hadj (s) 0.53 -0.26 -0.12 0.53 -0.05 0.53 -0.06 Departure Headway (s) 5.9 5.1 5.3 5.5 5.0 5.7 5.1 Degree Utilization, x 0.05 0.10 0.08 0.07 0.27 0.02 0.12 Capacity (veh/h) 569 657 629 627 703 605 678 Control Delay (s) 8.0 7.5 8.8 7.8 8.6 7.6 7.6 Approach Delay (s) 7.7 8.8 8.4 7.6 Approach LOS A A A A Intersection Summary Delay 8.1 Level of Service A Intersection Capacity Utilization 24.7% ICU Level of Service A Analysis Period (min) 15 310 S College 8:00 am 3/7/2015 Year 2035 - AM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Light Report Page 1 -- -_ ..... _-- HCM Unsignalized Intersection Capacity Analysis 592: Alley Access & Olive 3/7/2015 -+ "'). -# +- , ~ Movement EBT EBR WBL WBT NBL NBR Lane Configurations l~ <~" ~f!.t1 , Volume (veh/h) 60 40 20 100 65 25 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate (vph) 71 47 24 118 76 29 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 205 pX, platoon unblocked vC, conflicting volume 118 259 94 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 118 259 94 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 pO queue free % 98 89 97 cM capacity (veh/h) 1471 718 963 Direction, Lane # EB 1 WB1 NB 1 Volume Total 118 141 106 Volume Left 0 24 76 Volume Right 47 0 29 cSH 1700 1471 773 Volume to Capacity 0.07 0.02 0.14 Queue Length 95th (ft) 0 1 12 Control Delay (s) 0.0 1.4 10.4 Lane LOS A B Approach Delay (s) 0.0 1.4 10.4 Approach LOS B Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 24.8% ICU Level of Service A Analysis Period (min) 15 310 S College 8:00 am 31712015 Year 2035 - AM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 Signalized Intersection Summary 14: College (US 287) & Mulberry 3/7/2015 ~ -+ "'). .f +- -, '" t I" \.. ! ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t; -tt" ~ ~rlrc r,..~ 1~ 'H' 1i ~ , e ;r-•• , ;~lr , ;JJ Volume (veh/h) 90 870 150 270 1105 95 265 1030 230 175 1175 125 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hlln 1676 1676 1642 1676 1676 1676 1676 1676 1676 1676 1676 1676 Adj Flow Rate, veh/h 94 906 156 281 1151 99 276 1073 240 182 1224 130 Adj No. of Lanes 1 2 0 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 138 792 136 248 1208 525 235 1153 506 160 1241 545 Arrive On Green 0.06 0.29 0.29 0.12 0.38 0.38 0.08 0.36 0.36 0.10 0.39 0.39 Sat Flow, veh/h 1597 2703 465 1597 3185 1385 3097 3185 1398 1597 3185 1400 Grp Volume(v), veh/h 94 534 528 281 1151 99 276 1073 240 182 1224 130 Grp Sat Flow(s),veh/hlln 1597 1593 1576 1597 1593 1385 1549 1593 1398 1597 1593 1400 Q Serve(g_s), s 6.5 42.5 42.5 18.0 50.9 6.9 11.0 47.0 16.1 14.5 55.2 6.2 Cycle Q Clear(g_c), s 6.5 42.5 42.5 18.0 50.9 6.9 11.0 47.0 16.1 14.5 55.2 6.2 Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 138 467 462 248 1208 525 235 1153 506 160 1241 545 V/C Ratio(X) 0.68 1.14 1.14 1.13 0.95 0.19 1.17 0.93 0.47 1.14 0.99 0.24 Avail Cap(c_a), vehlh 138 467 462 248 1208 525 235 1153 506 160 1241 545 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 43.1 51.2 51.3 61.7 43.7 30.1 67.0 44.5 25.0 65.3 43.9 14.1 Incr Delay (d2), s/veh 12.9 87.2 87.6 95.1 14.7 0.2 114.1 14.3 3.2 102.7 18.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 3.3 30.0 29.7 16.5 24.9 2.7 8.4 22.9 6.6 10.9 27.5 2.5 LnGrp Delay(d),s/veh 56.0 138.5 138.9 156.8 58.5 30.2 181.1 58.8 28.2 168.0 62.3 14.9 LnGrp LOS E F F F E C F E C F E B Approach Vol, veh/h 1156 1531 1589 1536 Approach Delay, s/veh 132.0 74.7 75.4 70.8 Approach LOS F E E E Timer 1 2 3 4 5 6 7 8 ASSigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 61.0 23.5 48.0 19.0 57.0 11.0 60.5 Change Period (Y+Rc), s 5.0 5.5 6.5 *6.5 5.5 5.5 4.0 6.5 Max Green Setting (Gmax), s 10.0 55.5 17.0 • 42 13.5 51.5 7.0 51.5 Max Q Clear Time (g_c+11), s 13.0 57.2 20.0 44.5 16.5 49.0 8.5 52.9 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.0 Intersection Summary HCM 2010 Ctrt Delay 85.2 /<-(<)-- HCM 2010 LOS F ~:'-LI:::::--~~~2~ .-~-.. , ,~. Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 310 South College 4:30 pm 31712015 Year 2035 PM - FULL BUILDOUT Synchro 9 Light Report HCM 2010 Signalized Intersection Summary 15: College (US 287) & Magnolia 3/7/2015 ,}- -+ '\- .f +- -, "\ t ~ \.. + .,.I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~, 1 fw \') 'i~ "1 f~ ~ , ~;;,~, Volume (veh/h) 60 95 140 50 60 20 130 1025 25 50 1170 55 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh a a 0 0 0 a a 0 a 0 0 0 Ped-Bike Adj(A-pbT) 0.98 0.95 0.99 0.96 0.99 0.94 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1676 1744 1642 1676 1676 1642 1676 1676 1642 1676 1676 1642 Adj Flow Rate, veh/h 64 101 149 53 64 21 138 1090 27 53 1245 59 Adj No. of Lanes 1 1 a 1 1 0 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 337 159 234 202 307 101 327 2000 50 288 1947 92 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.63 0.63 0.63 1.00 1.00 1.00 Sat Flow, veh/h 1152 618 912 999 1195 392 376 3171 79 452 3087 146 Grp Volume(v), veh/h 64 0 250 53 a 85 138 547 570 53 642 662 Grp Sat Flow(s),veh/h/ln 1152 0 1530 999 a 1587 376 1593 1657 452 1593 1640 Q Serve(g_s), s 3.7 0.0 11.6 4.0 0.0 3.4 17.1 15.5 15.5 3.5 0.0 0.0 Cycle Q Clear(g_c), s 7.1 0.0 11.6 15.6 0.0 3.4 17.1 15.5 15.5 19.0 0.0 0.0 Prop In Lane 1.00 0.60 1.00 0.25 1.00 0.05 1.00 0.09 Lane Grp Cap(c), veh/h 337 0 393 202 a 408 327 1004 1045 288 1004 1034 V/C Ratio(X) 0.19 0.00 0.64 0.26 0.00 0.21 0.42 0.54 0.55 0.18 0.64 0.64 Avail Captc a), veh/h 402 a 478 257 0 496 327 1004 1045 288 1004 1034 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 0.21 0.21 0.21 0.57 0.57 0.57 Uniform Delay (d), s/veh 26.1 0.0 26.4 33.3 0.0 23.3 8.6 8.3 8.3 2.9 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 2.0 0.7 0.0 0.3 0.8 0.4 0.4 0.8 1.8 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 5.1 1.1 0.0 1.5 1.8 6.8 7.1 0.5 0.5 0.5 LnGrp Delay(d),s/veh 26.4 0.0 28.4 34.0 0.0 23.6 9.5 8.8 8.7 3.7 1.8 1.8 LnGrp LOS C C C C A A A A A A Approach Vol, veh/h 314 138 1255 1357 Approach Delay, s/veh 28.0 27.6 8.8 1.9 Approach LOS C C A A Timer 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 54.5 25.5 54.5 25.5 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 45.0 24.0 45.0 24.0 Max Q Clear Time (g_c+11), s 21.0 13.6 19.1 17.6 Green Ext Time (p_c), s 15.2 1.3 15.9 1.0 Intersection Summary HCM 2010 Ctrl Delay 8.5 HCM 2010 LOS A 310 South College 4:30 pm 3/7/2015 Year 2035 PM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 Signalized Intersection Summary 16: College (US 287) & Olive 31712015 ..,}- "'). ~ +- -, ~ t r \. ~ -+ .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~, ($..... t~~ t~ {i;'~ Volume (veh/h) 20 125 130 75 95 45 0 1055 100 0 1105 75 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.96 0.90 0.97 0.91 1.00 0.92 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hnn 1642 1744 1642 1642 1744 1642 0 1676 1642 0 1676 1642 Adj Flow Rate, veh/h 22 140 146 84 107 51 0 1185 112 0 1242 84 Adj No. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 0 2 2 0 2 2 Cap, veh/h 65 219 213 164 192 79 0 1768 167 0 1827 123 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.00 1.00 1.00 0.00 0.20 0.20 Sat Flow, veh/h 58 745 724 351 653 268 0 3000 275 0 3097 203 Grp Volume(v), veh/h 308 0 0 242 0 0 0 646 651 0 655 671 Grp Sat Flow(s),veh/h/ln 1527 0 0 1272 0 0 0 1593 1599 0 1593 1624 Q Serve(g_s), s 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.5 30.6 Cycle Q Clear(g_c), s 13.8 0.0 0.0 13.6 0.0 0.0 0.0 0.0 0.0 0.0 30,5 30.6 Prop In Lane 0.07 0.47 0.35 0.21 0.00 0.17 0.00 0.13 Lane Grp Cap(c), veh/h 497 0 0 434 0 0 0 966 969 0 966 984 V/C Ratio(X) 0.62 0.00 0.00 0.56 0.00 0.00 0.00 0.67 0.67 0.00 0.68 0.68 Avail Cap(c_a), veh/h 497 0 0 434 0 0 0 966 969 0 966 984 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 0.33 0.33 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 25.0 0.0 0.0 24.2 0.0 0.0 0.0 0.0 0.0 0.0 24.8 24.8 Incr Delay (d2), s/veh 5.7 0.0 0.0 5.1 0.0 0.0 0.0 3.7 3.7 0.0 3.8 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehiln 6.8 0.0 0.0 5.3 0,0 0.0 0.0 1.0 1.0 0.0 14.4 14.8 LnGrp Delay(d),s/veh 30.7 0.0 0.0 29.3 0.0 0.0 0.0 3.7 3.7 0.0 28.6 28.7 LnGrp LOS C C A A C C Approach Vol, veh/h 308 242 1297 1326 Approach Delay, s/veh 30.7 29.3 3.7 28.6 Approach LOS C C A C Timer 2 3 4 5 6 7 8 ASSigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 52.0 28.0 52.0 28.0 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 47.5 22.5 47.5 22.5 Max Q Clear Time (g_c+I1), s 32.6 15.8 2.0 15.6 Green Ext Time (pc), s 9.8 1.3 17.2 1.3 Intersection Summary HCM 2010 Ctrl Delay 18.7 HCM 2010 LOS B 310 South College 4:30 pm 31712015 Year 2035 PM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM Unsignalized Intersection Capacity Analysis 1: Remington & Olive 3/7/2015 .,}- -+ ~ .f ...- '- ~ t !" \,. + ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ 1}) ~) "'" '~ ~ '1 I ~ Sign Control Stop Stop Stop Stop Volume (vph) 35 65 55 45 80 15 90 170 25 20 125 40 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 39 72 61 50 89 17 100 189 28 22 139 44 Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 SB 1 SB2 Volume Total (vph) 39 133 156 100 217 22 183 Volume Left (vph) 39 0 50 100 0 22 0 Volume Right (vph) 0 61 17 0 28 0 44 Hadj (s) 0.53 -0.29 0.03 0.53 -0.06 0.53 -0.14 Departure Headway (s) 6.7 5.9 6.2 6.3 5.7 6.5 5.8 Degree Utilization, x 0.07 0.22 0.27 0.18 0.34 0.04 0.30 Capacity (veh/h) 497 566 542 544 601 521 585 Control Delay (s) 9.0 9.3 11.4 9.5 10.5 8.6 10.0 Approach Delay (s) 9.2 11.4 10.2 9.9 Approach LOS A B B A Intersection Summary Delay 10.1 Level of Service B Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 310 South College 4:30 pm 3/7/2015 Year 2035 PM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM Unsignalized Intersection Capacity Analysis 6: Remington & Magnolia 31712015 ."J --+ "")- .f ......- '- , t ". '. + ./ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ·t~ ~j\", 6~; t~ '-;:-1_ 1"~~ e '~ ~;;;I I ;1-9 Sign Control Stop Stop Stop Stop Volume (vph) 35 50 65 35 35 15 40 235 20 10 205 25 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 39 56 72 39 39 17 44 261 22 11 228 28 Direction, Lane # EB 1 EB2 WB1 NB 1 NB2 SB 1 SB2 Volume Total (vph) 39 128 94 44 283 11 256 Volume Left (vph) 39 0 39 44 0 11 0 Volume Right (vph) 0 72 17 0 22 0 28 Hadj (s) 0.53 -0.36 0.01 0.53 -0.02 0.53 -0.04 Departure Headway (s) 6.8 5.9 6.3 6.2 5.6 6.3 5.7 Degree Utilization, x 0.07 0.21 0.17 0.08 0.44 0.02 0.40 Capacity (veh/h) 488 561 515 557 618 546 609 Control Delay (s) 9.1 9.2 10.6 8.5 11.8 8.2 11.3 Approach Delay (s) 9.2 10.6 11.4 11.1 Approach LOS A B B B Intersection Summary Delay 10.8 Level of Service B Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 310 South College 4:30 pm 31712015 Year 2035 PM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Light Report Page 1 HCM 2010 TWSC 5: Alley Access & Olive 31712015 Intersection lnt Delay, s/veh 2.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 145 80 35 175 55 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 MvmtFlow 161 89 39 194 61 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 250 0 478 206 Stage 1 206 Stage 2 272 Critical Hdwy 4.12 6.42 6.22 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1316 546 835 Stage 1 829 Stage 2 774 Platoon blocked, % Mov Cap-1 Maneuver 1316 528 835 Mov Cap-2 Maneuver 528 Stage 1 829 Stage 2 748 Approach EB WB NB HCM Control Delay, s 0 1.3 12.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 585 - 1316 HCM Lane V/C Ratio 0.142 - 0.03 HCM Control Delay (s) 12.2 7.8 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.5 0.1 310 South College 4:30 pm 31712015 Year 2035 PM - FULL BUILDOUT ELB Engineering, LLC Synchro 9 Light Report Page 1 -- -_ .. -----------------------_. HCM 2010 Signalized Intersection Summary 14: College (US 287) & Mulberry 3/7/2015 ,}- --to- "'). • +- -, "\ t ,. \. + ..I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ lrr~~, t." i¥~i~ rr~ ~f1 tf~·~ {1J ~~ -"e , • i-~~:' (1 Volume (veh/h) 90 870 150 270 1105 95 265 1030 230 175 1175 125 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1676 1676 1642 1676 1676 1676 1676 1676 1676 1676 1676 1676 Adj Flow Rate, veh/h 94 906 156 281 1151 99 276 1073 240 182 1224 130 Adj No. of Lanes 1 2 0 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 166 777 134 246 1141 496 232 1128 495 153 1208 530 Arrive On Green 0.07 0.29 0.29 0.04 0.12 0.12 0.08 0.35 0.35 0.10 0.38 0.38 Sat Flow, veh/h 1597 2703 465 1597 3185 1384 3097 3185 1397 1597 3185 1399 Grp Volume(v}, vehlh 94 534 528 281 1151 99 276 1073 240 182 1224 130 Grp Sat Flow(s),vehlh/ln 1597 1593 1576 1597 1593 1384 1549 1593 1397 1597 1593 1399 Q Serve(g_s), s 5.4 34.5 34.5 14.0 43.0 7.8 9.0 39.4 13.0 11.5 45.5 5.2 Cycle Q Clear(g_c), s 5.4 34.5 34.5 14.0 43.0 7.8 9.0 39.4 13.0 11.5 45.5 5.2 Prop In Lane 1.00 0.30 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c}, vehlh 166 458 453 246 1141 496 232 1128 495 153 1208 530 VlC Ratio(X) 0.56 1.17 1.17 1.14 1.01 0.20 1.19 0.95 0.48 1.19 1.01 0.25 Avail Cap(c_a), vehlh 166 458 453 246 1141 496 232 1128 495 153 1208 530 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 0.71 0.71 0.71 Uniform Delay (d), s/veh 35.8 42.8 42.8 56.0 52.9 37.4 55.5 37.7 19.7 54.2 37.3 11.9 Incr Delay (d2), s/veh 4.4 96.0 96.4 97.9 27.3 0.2 119.3 17.4 3.4 121.8 25.1 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 2.6 27.3 27.1 14.9 23.3 3.0 7.7 20.0 5.4 10.2 24.2 2.1 LnGrp Delay(d},s/veh 40.2 138.8 139.2 153.8 80.2 37.5 174.8 55.1 23.0 176.0 62.4 12.7 LnGrp LOS D F F F F D F E C F F B Approach Vol, veh/h 1156 1531 1589 1536 Approach Delay, s/veh 130.9 91.0 71.1 71.6 Approach LOS F F E E Timer 1 2 3 4 5 6 7 8 ASSigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 50.0 19.5 40.0 16.0 47.0 11.0 48.5 Change Period (Y+Rc), s 5.0 5.5 6.5 * 6.5 5.5 5.5 4.0 6.5 Max Green Setting (Gmax), s 8.0 44.5 13.0 * 34 10.5 41.5 7.0 39.5 Max Q Clear Time (g_c+11), s 11.0 47.5 16.0 36.5 13.5 41.4 7.4 45.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 88.4 f'"...--,~ HCM 2010 LOS F &Zc C7C-('<-i:;;~-0U 4~·[:j' GL. Notes ~--....-''------ * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 310 South College 4:30 pm 31712015 Year 2035 PM - FULL BUILDOUT Synchro 9 Light Report ELB Engineering, LLC Page 1 ---_._- -_._---- ELB Engineering, LLC Page 1 ----- ._------- ...--._---_. Synchro 9 Light Report Page 1 ----------,-,--,-- Synchro 9 Light Report Page 1 -~-- .~--- ~~---------~-- ----- ---~----- Synchro 9 Light Report Page 1 ---_._--_._ .•._-- Synchro 9 Light Report Page 1 ---_. __ ., _..-_ __ _._ -_.._---.- - -.-~-- .._--._----_. __ •... o o o 204 35 18 245 16 14 908 106 66 56.7 35.3 41.3 4.8 3 2 5 15 8 0.7 55 35 187 545 620 2197 5.6 8.5 College ----Out -gj6! In 978_ - Totsl J~94: 61 916' 1 Right T~ru Left ~ ,.. --+ North .c-•. -;<u~ §:UI I,,_~ ~I~ ~~'.': ,..... I ! 1~15~ l~j ct> r' i ~i(..)·--J , -{ .•. l=-_ :fg:[ 611812013 04:30 PM I . 61181201305:15 PM Uns,hifled ~-; 1--+ Left Thru Right __ .O.L 8731 351 . I I 10561 ~ , 1964 Out In Total rntlpcp 40/40 145/235 20/20 Magnolia Mulberry College Avenue Remington North Alley Access 65/55 25/20 60/145 40/80 100/175 20/35 35/35 125/200 15/15 Magnolia Mulberry College Avenue Remington North Alley Access 65/55 25/20 45/110 40/80 75/45 20/35 35/35 105/165 15/15 Magnolia Mulberry College Avenue Remington North 0/0 20/35 0/0 0/0 0/0 0/0 0/0 0/0 25/30 0/0 0/0 20/35 0/0 Magnolia Mulberry College Avenue Remington North 0/0 40/80 0/0 20/35 9/35 17\101 5/18 3/12 30/148 4/2 33/32 102/162 11/15 Magnolia Mulberry College Avenue Remington North