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HomeMy WebLinkAboutTraffic Impact Study 01.2006ELK MEADOWS TRAFFIC IMPACT STUDY Prepared for: Elk Meadows LLC P.O. Box 4569 Eagle, CO 81631 Prepared by: Felsburg Holt & Ullevig 6300 South Syracuse Way, Suite 600 Centennial, CO 80111 303/721-1440 Project Manager: Jeff Ream, P.E., PTOE FHU Reference No. 05-088 January, 2006 Elk Meadows Traffic Impact Study TABLE OF CONTENTS I. INTRODUCTION Page 1 II. EXISTING CONDITIONS 4 A. Surrounding Land Uses 4 B. Existing Roadway Network 4 C. Existing Traffic Volumes and Operations 4 III. PROJECT TRAFFIC A. Site Trip Generation B. Trip Distribution and Assignment 7 7 7 IV. FUTURE TRAFFIC CONDITIONS 9 A. Background Traffic Volumes 9 B. Short -Term Background Conditions 9 C. Short -Term Conditions with Project 9 D. Long -Term Background Conditions 12 E. Long -Term Conditions with Project 13 F. Auxiliary Lane Needs 14 IV. SUMMARY AND RECOMMENDATIONS 18 APPENDIX A APPENDIX B TRAFFIC COUNTS TRAFFIC ANALYSIS WORKSHEETS . FELSBURG C• HOLT & ULLEVIG Elk Meadows Traffic Impact Study LIST OF FIGURES Page Figure 1. Vicinity Map 2 Figure 2. Site Plan 3 Figure 3. Existing Traffic Conditions 6 Figure 4. Site Trip Distribution and Assignment 8 Figure 5. 2007 Background Traffic Conditions 10 Figure 6. 2007 Total Traffic Conditions 11 Figure 7. 2030 Background Traffic Conditions 13 Figure 8. 2030 Total Traffic Conditions 15 LIST OF TABLES Table 1. Trip Generation 7 Table 2. Recommended Turn Lane Lengths 14 FELSBURG 1.4 H O LT & ULLEVIG Elk Meadows Traffic Impact Study I. INTRODUCTION The purpose of this traffic analysis is to analyze the traffic impacts associated with Elk Meadows, a proposed 189 -unit residential development located on Four Mile Road, approximately 1.25 miles south of Airport Road in Garfield County, Colorado. The site currently is ranch land, with several historic barns and out buildings located near Four Mile Road. Access to the site would be provided via a full movement driveway in the vicinity of the existing access. An approximately'/a mile section of Four Mile Road through the site would be realigned to improve the design speed of the vertical and horizontal curves as part of the project. Figure 1 shows the site vicinity and Figure 2 shows the conceptual site plan. This analysis documents describes the existing roadway network, analyzes existing peak hour traffic conditions, presents site -generated traffic volume forecasts, analyzes the effect of the site -generated traffic in combination with the background traffic growth, and recommends improvements to the road system to accommodate project traffic. FELSBURG (II HOLT & ULLEVIG Page I FELSBURG (41 HOLT 6� ULLEVIG North US 6 Glenwood Springs PROJECT SITE Elk Meadow Dr. Figure 1 Vicinity Map Elk Meadow 05-088 10/31/05 rid HFELOLSBTURG & ULLEVIG North .n, Figure 2 Site Plan Elk Meadow 05-088 1/26/06 Elk Meadows Traffic Impact Study II. EXISTING CONDITIONS A. Surrounding Land Uses The area around the site consists primarily of ranch land and undeveloped property. Residential developments are located further north on Four Mile Road and Midland Avenue. Large lot residential developments are located further south on Four Mile Road, and the road ends at the Sunlight Ski Area. B. Existing Roadway Network The existing roadway system in the vicinity of the site includes the following primary facilities: • Four Mile Road. Four Mile Road connects Sunlight Ski Area and the residential developments south of Glenwood Springs to Midland Avenue and Airport Avenue. In the vicinity of the site, this north -south roadway consists of a two-lane cross section. The posted speed limit is 25 miles per hour (mph). • Midland Avenue/27th Street. Midland Avenue/27th Street connects the developments on the south end of Glenwood Springs to SH 82 and downtown via the Sunlight Bridge. It is a two-lane roadway with left turn lanes at key intersections. The posted speed limit is 25 miles per hour (mph). • State Highway 82 (SH 82). SH 82 is the main street through Glenwood Springs and provides the primary connection between 1-70 and Aspen. It is a four -lane roadway with left and right turn lanes at key intersections. The posted speed limit in the vicinity of 27th Avenue is 45 miles per hour (mph). C. Existing Traffic Volumes and Operations Traffic Volumes Existing traffic volumes in the vicinity of the site are presented in Figure 3 and are included in Appendix A. These volumes are based on AM and PM peak hour turning movement counts and 24-hour daily volume counts conducted in November, 2004, May, 2005, and January 2006. At the Midland Avenue/27th Street, traffic volumes were taken from the March, 2005 -signal warrant analysis conducted for that intersection as part of the Riverview Sunlight project. Through traffic volumes on 27th Street were balanced at all three intersections so that the number of vehicles exiting one intersection equaled the number of vehicles arriving at the next intersection. ` FELSBURG r , HOLT & l ULLEVIG Page 4 Elk Meadows Traffic Impact Study Traffic Operations Operational analyses of the SH 82/27th Street, Midland Avenue/27th Street, and Midland Avenue/Four Mile Road intersections were performed according the techniques documented in the Highway Capacity Manual, by the Transportation Research Board (TRB), Third Edition, 2000 (HCM-2000). The result of such an analysis is a level of service (LOS) rating, which is a qualitative assessment of the traffic flow based on the average stopped delay per vehicle at an intersection. Levels of service are described by a letter designation ranging from "A" to "F," with LOS A representing essentially uninterrupted flow, and LOS F representing a breakdown of traffic flow with excessive congestion and delay. Signalized intersection analyses report an overall level of service rating for the intersection, while unsignalized intersection analyses report a level of service rating for movements that must yield right-of-way to other traffic movements. Figure 3 shows the results of the existing condition analysis, including existing traffic control and current intersection geometry. As the figure indicates, the SH 82127th Street and Midland Avenue/Four Mile Road intersections operate at adequate levels of service in both the morning and the afternoon. At the Midland Avenue/27th Street intersection, left turns from Midland Avenue would operate at LOS F during the afternoon peak, and at the 27th Street/Grand Avenue intersection the northbound movement operates at LOS E in the morning and LOS F in the afternoon. With traffic signals, both intersections would operate at LOS B in the morning and afternoon. The March 2005 analysis confirmed the Midland Avenue/27th Street signal meets warrants, and further recommended that a westbound to northbound right turn lane (from 27th Street to Midland Avenue) be provided to ensure adequate levels of service in the long term. .` FELSBURG ■ HOLT & [ ULLEVIG Page 5 . FELSBURG (d HOLT & ULLEVIG TO 1� y 1-70 co ys� kil ■�+r 4 r 6) 1 +� 23 50) ro co E-98 371) f L. X44 53) tor: scoco rn.rn un W o 1513(180_ 10(4)] 379(229 — oma, 27th St. Glenwood 8,700 Springs 61( Z\ North LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes X/X = AM/PM Peak Hour Signalized Intersection Level Of Service x/x = AM/PM Peak Hour Unsignalized ` Intersection Level Of Service IQ _e_ = Stop Sign Q ✓ :---- � Traffic Signal g N 1.._ Cc tL V O d 0 j SITE Elk Meadow Dr. TO ASPEN Figure 3 Existing Conditions Elk Meadow 05-088 1/26/06 Elk Meadows Traffic Impact Study III. PROJECT TRAFFIC A. Site Trip Generation Site -generated traffic is comprised of those trips originating or terminating at the site. Trip generation rates from the Institute of Transportation Engineers' (ITE) Trip Generation, Seventh Edition, 2003, were utilized to estimate the traffic generated by the site. ITE land use code (LUC) 210 — Single Family Detached Housing was used to project the site -generated traffic volumes. Table 1 summarizes the trip generation for the site. The project is expected to generate approximately 1,900 daily trips, with 140 trips occurring during the AM peak period and 190 trips during the PM peak period. Table 1. Trip Generation Land Use Size Daily Trips AM Peak Hour PM Peak Hour In Out Total In .. Out. Total Single Family Housing 189 Units 1,900 35 105 140 120 70 190 Total External Trips 1,900 35 105 140 120 70 190 B. Trip Distribution and Assignment The distribution of site trips to the surrounding road system was developed based on the existing travel patterns and future development patterns surrounding the site. Based on the surrounding land use and roadway connections, 60 percent of the trips were assigned to the north and 40 percent to the south on SH 82. However, due to lack of convenient connections to SH 82 south of the site, all of the southbound trips were assumed to travel north along Four Mile Road, Midland Avenue and 27th Street to access SH 82. Figure 4 shows the distribution and assignment of daily and peak hour site traffic volumes. FELSBURG (4 HOLT & ULLEVIG Page 7 pmFELSBURG (41 HOLT & ULLEVIG North al U 20(75) 60% Glenwood Springs O fT LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes XX% = Trip Distribution Percentages 35(25) 70(45)-11 Elk Meadow Dr. ASPEN TO Figure 4 Site Trip Distribution and Assignment Elk Meadow 05-088 1/26/06 Elk Meadows Traffic Impact Study IV. FUTURE TRAFFIC CONDITIONS A. Background Traffic Volumes Background traffic growth is the traffic that is anticipated to increase with or without the project. The growth rate for background traffic in the area was derived from growth rates used for the various other traffic studies conducted for projects in the area. Based on this information, a growth rate of 2.0 percent per year was used to calculate the background traffic for both short term (2010) and long term (2025) conditions. In addition to background traffic growth, traffic from the Riverview Sunlight, Glenwood Meadows, and Four Mile Ridge developments was added to the road system to ensure that the future analyses reflected the cumulative growth in traffic volumes from those projects that would have a direct impact on the roads in the vicinity of the Elk Meadow site. For the long term future background conditions, a significant volume of additional traffic from the Sunlight Ski Area was also added to the system to reflect the possible redevelopment of that property. For the purpose of this analysis, it was assumed that the redeveloped ski area would generate an additional 5,400 daily trips, 450 AM peak hour trips, and 540 PM peak hour trips. These resort trips were based on the development of 600 residential units at the resort, and adjusted based on ski resort trip generation and distribution patterns obtained from studies performed by FHU at other western ski resorts. Note that these volumes are approximately three times greater than the traffic produced by the Elk Meadow project. B. Short -Term Background Conditions The short-term background traffic volumes and the projected level of service for the access intersection and the roadway network surrounding the site for the year 2010 are illustrated in Figure 5. As the figure indicates, all four intersections would operate at adequate levels of service in the short term. Note that the Midland Avenue/27th Street intersection was assumed to be signalized with a westbound to northbound right turn lane, which was identified in the Riverview Sunlight traffic study. The 27th Street/Grand Avenue intersection was assumed to be signalized, as well. C. Short -Term Conditions with Project Total traffic volumes are the summation of the projected background traffic volumes (Figure 5) and the site -generated traffic volumes (Figures 4). The short-term total traffic volumes and levels of service are shown in Figure 6. As with background conditions, all four intersections would operate at adequate levels of service. At the main site driveway, both side streets would also operate at adequate levels of service. The 95th percentile queue length for the outbound left turns would be one vehicle, and would be less than one vehicle for both inbound left turns. 111 FELSBURG (4 HOLT & ULLEVIG Page 9 • FELSBURG (4 HOLT & ULLEVIG f O y W rn-.3.g.,`—'" k__-25(55) SW& 4-1$5(510) �yi i X50(60) 5'66 Q3b 5 clout 1 1 p4y� r5 .fir TOao y10(5) a� .*---5(5) ;-25(5) 1-70 190(1$0}! 10(5 —� 455(310 - 13,700 Glenwood Springs LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes X/X = AM/PM Peak Hour Signalized Intersection Level Of Service x/x = AM/PM Peak Hour Unsignalized Intersection Level Of Service s- = Stop Sign Traffic Signal North a a �^ o fir. L N L V Elk Meadow Dr. TO ASPEN Figure 5 2010 Background Traffic Conditions Elk Meadow 05-088 1/26/06 FELSBURG (d HOLT & ULLEVIG �rw 25(55) 00 w <--205(585) .-50(60) Lre 96k0� LT.. ,T,2.2.60 0th e0 TO 1-70 w 4 eil n k 10(5 rl'I� 4 - 255(5) 210(195 n k r 0(5 1 co 1 495(340 , 0,o tje X. Glenwood Springs o 01 0 LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes X/X = AM/PM Peak Hour Signalized Intersection Level Of Service North X/X 1 = AM/PM Peak Hour Unsignalized Intersection Level Of Service Stop Sign Traffic Signal a N y�j o 35(25) 74(45) N 0 Elk Meadow Dr. TO ASPEN Figure 6 2010 Total Traffic Conditions Elk Meadow 05-088 1/26/06 Elk Meadows Traffic Impact Study D. Long -Term Background Conditions The long-term background traffic volumes and the projected levels of service for the access intersection and the roadway network surrounding the site for the year 2025 are illustrated in Figure 7. Several roadway improvements identified in the Glenwood Springs Long Range Transportation Plan and the Garfield County Transportation Plan were assumed to be completed for the long term baseline road system in the site vicinity. These include: 27th Street/Grand Avenue: Signalize (also assumed for short term conditions). Midland Avenue/27th Street: Signalize and install a westbound to northbound right turn lane (also assumed for short term conditions). Midland Avenue/Four Mile Road: The transportation plan identifies a roundabout at this location, but further conversations with the City indicate a roundabout is not likely anymore. It was instead assumed that a southbound left turn lane, a westbound left turn and a northbound right turn lane would be installed. South Bridge: Construct a new bridge across the Roaring Fork River south of town to provide a more direct connection to the Sunlight Ski Area. It is anticipated that southbound traffic from Elk Meadows, Red Feather Ridge, and other developments in the area would use this new bridge rather than travel north to the Sunlight Bridge. This is anticipated to reduce future background traffic on Midland Avenue/27th Street by approximately 6,700 vehicles per day over conditions without the South Bridge. As the figure indicates, with the above improvements the SH 82/27th Street, Midland Avenue/27th Street and Midland Avenue/Four Mile Road intersections would operate at adequate levels of service. The 27th Street/Grand Avenue signalized intersection would operate at LOS E during the afternoon peak, however, with eastbound traffic queues of over 900 feet. These queues would extend over the Sunlight Bridge and back through the Midland Avenue/27th Street intersection, affecting operation there, as well. An eastbound left turn lane would improve the intersection to LOS B and shorten the eastbound queues to less than 200 feet (not quite to the west side of the bridge), but any improvement to the west side of the intersection would require widening the Sunlight Bridge. It is worth noting that the poor level of service at the intersection and bridge is largely being driven by the aggressive background traffic growth assumed for the Sunlight Ski Area property. Even with the South Bridge, it is anticipated that 60 percent of the traffic from developments along Four Mile Road (including Sunlight Ski Area) would traveling north across the Sunlight Bridge because this percentage of traffic is ultimately destined to the north (either within town or to 1-70). While this means that traffic volumes on the bridge will increase with any level of development along Four Mile Road, if less intense development occurs at the ski area (the site with the largest potential for development on the Four Mile Road corridor), it would reduce the need to widen the Sunlight Bridge. A more detailed discussion of bridge levels of service issues and timing of potential improvements is presented in Section H. . FELSBURG (4 HOLT & ULLEVIG Page 12 . FELSBURG (d HOLT & ULLEVIG 8r 4:---------....,N 35(75) Do o 7 �r Lr c --65(80)i 1.1,...ikli (pc. cn -10 010 0 5) A4. DIE BIBS h4. t. a(P1 s� 15(45) ,n ,n 0 Q �o Y co TO 1-70 Improved N to O d (' c.52)Tr\-' k.-510(1(01)0) 10(10) E 5(10) �� 4 �35(10)) 285(395 + nkV T 495(3555(5 N 9 ypcn sc w � DTP 17,600 Glenwood Springs per} 0f` 3� (31 0 LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes X/X = AM/PM Peak Hour Signalized Intersection Level Of Service x/x = AM/PM Peak Hour Unsignalized Intersection Level Of Service _a- = Stop Sign = Traffic Signal 1771 North 0 v� cs O C) M c Elk Meadow Dr. TO ASPEN Figure 7 2025 Background Traffic Conditions Elk Meadow 05-088 1/26/06 Elk Meadows Traffic Impact Study E. Long -Term Conditions with Project The Tong -term total traffic volumes and levels of service are shown in Figure 8. As with background conditions, the SH 82127th Street, Midland Avenue/27`h Street and Midland Avenue/Four Mile Road intersections would operate at adequate levels of service, while the 27th Street/Grand Avenue signalized intersection would operate at LOS F with eastbound queues extending back across the bridge through the Midland Avenue intersection during the afternoon peak. Also as with background conditions, an eastbound left turn lane would improve operations to LOS B and eliminate the queuing issues. At the main site driveway, both side streets would remain at adequate levels of service. The 95th percentile queue length for the outbound left turns would be one vehicle, and would be Tess than one vehicle for both inbound left turns. F. Auxiliary Lane Needs Based on Colorado Department of Transportation (CDOT) Access Code requirements, a southbound left turn lane is recommended on Four Mile Road due to the peak hour volume for that movement. Table 2 shows the recommended turn lanes and storage lengths for the site driveway, and for the turn lanes identified for the Midland Avenue/Four Mile Road and 27th Street/Grand Avenue intersection. Table 2. Recommended Turn Lane Lengths Intersection Lane 95th Percentile Queue Length Recommended Turn Lane Lengths Midland Avenue/Four Mile Road WB Left Turn 50 ft. _ 275 ft. NB Right Turn 25 ft. 275 ft. SB Left Turn 25 ft. 175 ft. Four Mile Road/Site Driveway SB Left Turn 25 ft. 175 ft. 271h Avenue/Grand Avenue EB Left Turn 200 ft 325 ft. 1. Includes a 12:1 taper length (125 feet). G. Four Mile Road Realignment The Elk Meadows project would realign and improve the geometry of Four Mile Road through the site (approximately s mile) that will provide a smoother vertical curve that meets the required site distance for that road. This would improve the safety along that section roadway. NEFELSBURG r1 HOLT & ULLEVIG Page 14 FELSBURG �i HOLT & ULLEVIG pIN) 42. lagg 5) to oa x355(640) i---65(80) lEA r VC im+ [is e, 5 AS m .4 CO CA CI 0 so co co 7`5 15(45) 5(10) `l ` 5 i0) 1 p�jN� O�Q DIF IP tirs N . 10(10) ( sg:cr F-5(10) � r35 0)0j 305(41�0 ) � ��� 495(3i5555721)473:7 1110�' 16,700 Glenwood Springs lp LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes X/X = AM/PM Peak Hour Signalized Intersection Level Of Service x/x = AM/PM Peak Hour Unsignalized Intersection Level Of Service _a- = Stop Sign Traffic Signal North 0 44.0 70145)-1/ Jo Ctic d/d-4 b/b J 35(25 82 cm O ,--Q o 1.i Cc U Elk Meadow Dr. TO ASPEN Figure 8 2025 Total Traffic Conditions Elk Meadow 05-088 1/26/06 Elk Meadows Traffic Impact Study H. Sunlight Bridge Interim Analysis In addition to year of opening and long range buildout analysis conditions, an interim analysis of traffic conditions on the Sunlight Bridge was conducted to determine the need for and timing of improvements to that structure and/or construction of the new South Bridge. Two separate analyses were conducted, one with the South Bridge and one without. In each case, PM peak hour analyses were performed for 2015, 2020, and 2025 conditions, since that time period represents the most congested time of the day. The Riverview Sunlight, Glenwood Meadows, and Four Mile Ridge developments were assumed to be complete for all three interim years, while at the Sunlight Ski area, it was assumed that 200 units would be developed by 2015, 400 by 2020, and 600 (full buildout) by 2025. The analysis looked at four possible river crossing scenarios: 1) the existing two-lane Sunlight Bridge as the only crossing; 2) the two-lane Sunlight Bridge plus the South Bridge; 3) the Sunlight Bridge widened to three lanes (one southbound lane, a northbound left turn lane and a northbound through lane); and 4) the three lane Sunlight Bridge plus the South Bridge. Table 3 summarizes the results. As the table indicates, by 2015 the eastbound single lane approach to the 27th Street/Grand intersection would result in poor levels of service and queuing across the bridge and back through the Midland Avenue intersection. Either constructing the South Bridge or widening the Sunlight Bridge would address the level of service and queuing issue; however, if only the South Bridge is constructed, the two-lane Sunlight Bridge would begin to experience the same queuing issues by 2020, and the 27th Street/Grand intersection would revert to poor level of service by 2025. On the other hand, if the Sunlight Bridge is widened by 2015, it would continue to operate adequately, without queuing or level of service issues, until sometime beyond 2025. Construction of the South Bridge along with a widened Sunlight Bridge would further improve levels of service along 27th Street in both 2015 and 2025, but would not be necessary until sometime beyond 2025. Based on this analysis, it would appear that widening the Sunlight Bridge to three lanes by 2015 would best address future operational problems along 27th Street, and delay the need for the South Bridge until some time beyond 2025. piFELSBURG (II HOLT & ULLEVIG Page 16 Elk Meadows Traffic Impact Study Table 3. Sunlight Bridge Operational Analysis Intersection Parameter 2 Lane :; Bridge "' - ' . 2 Lane + i" South Bridge. 3 Lane Bridge 3 Lane + South Bridge 2015 Conditions 27th/Midland Level of Service LOS B LOS B LOS C N/A Delay (Seconds) 18 sec. 15 sec. 24 sec. WB Queue 370 ft. 160 ft. 370 ft. 27th/Grand Level of Service 1 . LOS C LOS B N/A Delay (Seconds) %. } ° fit' ;:.. 20 sec. 14 sec. EB Queue: " ;;;:: ° a r; ii€_: ; 530 ft. 260 ft. 27th/SH 82 Level of Service LOS C LOS B LOS C N/A Delay (Seconds) 20 sec. 18 sec. 22 sec. 2020 Conditions 27th/Midland Level of Service N/A LOS B LOS C LOS B Delay (Seconds) 16 sec. 24 sec. 19 sec. WB Queue 210 ft. 250 ft. 220 ft. 27th/Grand Level of Service N/A w :;ri-' ' IT Si2' ---P.' LOS C LOS B Delay (Seconds) '.='. ,'� P.' :r. I 26 sec. 15 sec. EB Queue .P4t.=ii,, : ; -, 290 ft. 230 ft. 27th/SH 82 Level of Service N/A LOS C LOS C LOS C Delay (Seconds) 23 sec. 35 sec. 25sec. 2025 Conditions 27th/Midland Level of Service N/A LOS C LOS C LOS C Delay (Seconds) 23 sec. 28 sec. 24 sec. WB Queue 260 ft. 250 ft. 330 ft. 27th/Grand Level of Service N/A :R ; a -` :°, LOS D LOS B Delay (Seconds) ; i ^==;, o_e sA c ;; 36 sec. 17 sec. EB Queue ' MM.270 ft. 340 ft. 27th/SH 82 Level of Service N/A LOS C LOS D LOS D Delay (Seconds) 33 sec. 53 sec. 36 sec. Shaded cells indicate scenarios that result in level of service or queuing problems on the Sunlight Bridge. Distance between Midland and Grand (across bridge) = 600 ft. pmFELSBURG (4 HOLT & ULLEV1G Page 17 Elk Meadows Traffic Impact Study IV. SUMMARY AND RECOMMENDATIONS The EIk Meadow residential development is a proposed 189 -unit residential development located on Four Mile Road, approximately 1.25 miles south of Airport Road in Garfield County, Colorado. The site currently is ranch land, with several historic barns and out buildings located near Four Mile Road. Access to the site would be provided via a full movement driveway in the vicinity of the existing access. The site is expected to generate approximately 1,900 daily trips, 140 AM peak hour trips, and 190 PM peak hour trips. The following road system improvements, identified in the Glenwood Springs Lonq Range Transportation Plan, were assumed to be constructed by 2025: Grand Avenue/27th Street: Signalize (also assumed for short term conditions). Midland Avenue/27th Street: Signalize and install a westbound to northbound right turn lane (also assumed for short term conditions). Midland Avenue/Four Mile Road: Construct a southbound left turn lane, a westbound left turn and a northbound right turn lane. South Bridge: Construct a new bridge across the Roaring Fork River south of town to provide a more direct connection to the Sunlight Ski Area. It is anticipated that southbound traffic from EIk Meadows, Red Feather Ridge, and other developments in the area would use this new bridge rather than travel north to the Sunlight Bridge. This is anticipated to reduce future background traffic on Midland Avenue/27th Street by approximately 6,700 vehicles per day over conditions without the South Bridge. With the above improvements, the SH 82/27th Street, Midland Avenue/27th Street, and Midland Avenue/Four Mile Road intersections would all operate at adequate levels of service in both the short term and long term, with and without the project. The 27th Street/Grand Avenue intersection would experience poor levels of service and lengthy queuing by 2025 either with or without the Elk Meadows project. Widening the Sunlight Bridge to three lanes would improve operations to LOS B and eliminate the queuing issues there. It would also delay the need for the South Bridge until beyond 2025. Note that all the above levels of service are reflective of significant development assumptions for the Sunlight Ski Area (600 residential units by 2025), and operations along Four Mile Road, Midland Avenue, and 27th Street would not be as significantly impacted if development there is less intense. Left turns out of the site at the main site driveway would operate at adequate levels of service in both the near term and long term, with 95th percentile queues of Tess than one vehicle. A southbound left turn lane into the site on Four Mile Road is recommended due to the volume of left turns entering the site during the afternoon peak period. FELSBURG r1 HOLT & l ULLEVIG Page 18 Elk Meadows Traffic Impact Study APPENDIX A TRAFFIC COUNTS .FELSBURO (4 HOLT &. ULLEV1O Appendix A All Traffic Data Services, Inc. 9660 West 44th Ave Wheat Ridge, CO 80033 www.alltrafficdata.net Page 1 Site Code: 8 Station ID: 8 4 MILE RD S/O GRAVEL RD Start 04 -May -05 - Time Wed NB SB Total 12:00 AM 0 3 3 01:00 0 0 0 02:00 0 1 1 03:00 q"' 0 0 04:00 2 0 2 05:00 7 3 10 06:00 34 22 56 07:00 = 22 69; 08:00 50 23 73 09:00 36 21 57 10:00 41 23 64 11:00 21 2{. 46 12:00 PM 30 32 62 01:00 24 21 45 02:00 20 38 58 03:00 35 33` 68 04:00 31 32 63 05:00 35 77 06:00 22 66 88 07:00 21 43 64 08:00 4 22 �6 09:00 8 21 29 10:00 1 13 14 11:00 0 1 1 Total 499 542 Percent 47.9% 52.1% 1041 AM Peak 07:00 11:00 07:00 Vol. 77 25 99 PM Peak 15:00 17:00 17:00 Vol _ _ 35 77 _ _ 112 Grand Total 499 542 1041 Percent 47.9% 52.1% ADT Not Calculated All Traffic Data Services, Inc. 9660 W 44th Ave Wheat Ridge, CO 80033 www.alltrafficdata.net File Name : 27TH&SH82AM Site Code : 00000000 Start Date : 5/3/2005 Page No : 2 SH82 Southbound Start ' Left Thr Rig Ped r App. Left Time u ht s Total 27TH Westbound Thr Rig Ped u ht s SH82 Northbound Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersects on Volume 12 814 47 0 873 Percent 1.4 9 2 5.4 0.0 07:45 AM 07:45 Volume Peak Factor High Int. Volume Peak Factor 2 233 8 0 243 07:45 AM 2 233 8 0 243 0.89 8 App. Total Left Thr Rig Ped u ht s App. Total Left 22 3 7 1 33 66* 91 2 2 . 3.0 6 0 1 0 7 08:15 AM 8 1 3 0 12 0.68 0 = N O ai N N 1 688 8 176 525 17 0 718 24. 73. 5 1 2'4 0.0 47 146 5 0 198 07:45 AM 47 146 1 15611 North 5/3/2005 7:45:00 AM 5!312005 8:30:00 AM Unshitted 1 12151 r 19331 Out In Total 8H82 5 0 198 0.90 7� 27TH Eastbound Thr Rig Ped u ht s App. Total 156 10 379 0 545 28' 1:8 69' 0.00 41 3 113 0 157 07:45 AM 41 3 113 0 157 0.86 8 V CD 0 N Int. Total 2169 605 0.896 All Traffic Data Services, Inc. 9660 W 44th Ave Wheat Ridge, CO 80033 www.alltrafficdata.net File Name : 27TH&SH82PM Site Code : 00000000 Start Date : 5/3/2005 Page No : 2 SH82 Southbound Start Thr Rig Ped App. Left Left Time u ht s Total, Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersecti on Volume 0 675 72 0 747 Percent 0.0 9 4 9.6 0.0 27TH Westbound SH82 Northbound Thr Rig Ped u ht s 04:30 PM 04:30 Volume Peak Factor High Int. Volume Peak Factor 0 164 20 0 184 05:15 PM 0 192 17 0 209 0.89 4 6 6 6 0 33. 33. 33. 0.0 3 3 3 App. Left Total 1_ 18 1 3 2 0 6 05:15 PM 4 2 u) In 0 M 2 0 8 0.56 3 Out 1 9481 51182 In Thr Rig ' Ped u ht, s App. Total 227 852 0 0 1079 21. 79' 0.0 0.0 0 0 68 212 0 0 280 04:30 PM 68 212 Total I North 005 4:30:00 PM 2005 5:15:00 PM Unshifted 4-, I 14 Left Thru Right Peds 227 852 0 pi J 1 6571 L 1079] Out In Total SH82 1 19361 0 0 280 0.96 3 Left 27TH Eastbound Thr Rig Ped u ht s f App. Total 90 4 176 0 270 33' 1.5 65' 0.00 25 4 53 0 82 04:30 PM 25 4 53 0 82 0.82 3 A N Int. Total 2114 552 0.957 All Traffic Data Services, Inc. 9660 W 44th Ave Wheat Ridge, CO 80033 www.alltrafficdata.net File Name : 4MILE&MIDLANDAM Site Code : 00000000 Start Date : 5/3/2005 Page No : 2 Start Time Peak Hour From Intersects on Volume 0 Percent 0.0 Left FOURMILE Southbound Thr Rig PedApp. Left u ht s Total MIDLAN D Westbound Thr' Rig Ped u ht s 07:00 AM to 08:45 AM - Peak 1 of 1 07:30 AM 0 0 0 0 0.0 0.0 0.0 07:45 Volume Peak Factor High Int. 6:45:00 AM Volume 0 0 Peak Factor 0 0 0 0 0 0 0 0 FOURMILE Northbound App. Total Left 0 64 0 0 0.0 0 100 0.0 0.0 0 21 0 0 07:45 AM 0 21 u) CD C Q 2� d 64 21 0 0 21 0.76 2 Thr Rig Ped u ht s 0 177 2 0 0.0 98* 1.1 0.0 0 50 2 0 07:45 AM 0 50 FOURMILE Out In Total 1 2251MZI 1 2251 North 5/3/2005 7:30:00 AM 5/3/2005 8:15:00 AM LinshMed 4-1 ? r Left Thry Right Reds L 0 177E 2l 0 I1 o I t?J Out In Total FOURMILE 1 1791 App. Total 179 52 2 0 52 0.86 1 Left MIDLAND Eastbound Thr Rig Ped u1 ht s App. Total Int. Total 1 48 41 0 0 89 53. 46 9 1. 0.0 0.0 12 10 0 0 22 08:15 AM 11 13 0 0 24 0.92 7 0 V 332 95 0.874 All Traffic Data Services, Inc. 9660 W 44th Ave Wheat Ridge, CO 80033 www.alltrafficdata.net File Name Site Code Start Date Page No Start Time Peak Hour Intersecti on Volume 0 0 0 0 FOURMILE Southbound Left Thr Rig Ped u ht s From 64:00 PM to 05:45 04:30 PM Percent 0.0 0.0 0.0 0.0 05:15 Volume Peak Factor High Int. 3:45:00 PM Volume 0 0 0 0 Peak Factor 0 0 0 0 MIDLAND Westbound App. Left Thr Rig Ped Total u, ht s PM- Peak 1of1 0 0 0 0 88 0 0 0.0 100 0.0 0.0 0 27 0 0 App. Total 88 27 05:15 PM 0 27 0 0 27 0.81 5 o 0 0 co N 17. ❑ 1_, tD O 0 Left FOURMILE Northbound Thr Rig Ped u ht s O 130 5 0 0.0 9 3 3.7 0.0 0 33 1 0 04:30 PM O 39 -OURMILE Out In Total 1 1931 0 : 4MILE&MIDLANDPM :00000000 : 5/3/2005 :2 App. Total 135 34 2 0 41 0.82 3 MIDLAND Eastbound Left Thr Rig Ped App. Int. u ht , s , Total Total 63 65 0 0 49. 50. 0.0 0.0 2 8 19 25 0 0 05:15 PM 19 25 128 44 0 0 44 0.72 7 1 1931 Rfght Thru Left Peds North (312005 410:00 PM 1312005 5:15:00 PM tin5hlfted 4-1 Left Thru Ri a ht Peds 0 I©mti 1 01 1 1351 Out In Total FOURMILE r •x 0 O 0 0 O _6 c. 01 m 351 105 0.836 Elk Meadows Traffic Impact Study APPENDIX B TRAFFIC ANALYSIS WORKSHEETS IPFELSBURG (d HOLT & ULLEVIG Appendix B HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 1/24/2006 o 03:tenter r . ..., o +�i✓ 4 , . . v :� y ti;�:� :zr - � �' �'-��z jI�IBt.;,..��1!� T 1fr,�/.y/'}� 1 1900 1900 1900 1906 4.0 4.0 4.0 1.00 1.00 0.89 1.00 1.00 1:0.0 0.9 :,. ;-1.00:.. 1660 1770 3539 1.00 0.27 1.00 1660 496 3539 3 7 115 525. 0.92 0.92 0.92 0.92 3 8 125 571 7 0 0 0 4:::.. 0 125,.... 571: I P Lane Configurations 1 + + r ++ r Ideal: Flow (vphpl) 1900 1900 19 1 '- `itcio Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Uti€ Factor 1:00: 1.00 0.95: 1.0 Frt 1.00 0.85 Fit Protect cf,.... .. ' :00'' .::fil 0.[� 1900 j bT 1900 4.0 4.0 4.0 1.00 1.00 .: '1:00:' 1.00 1.00 0.85 06 1.00'':...1.00 Satd. Flow (pros) 1770 1863 1583 Fit Permit.4.. 0.75 1.00 1.00 Satd. Flow (perm) 1398 1863 1583 VoJ j (vph) 158 10 379, Peak -hour factor. PHF 0.92 0.92 0.92 Affirno.w (vph) 172 11 RTOR Reduction (vph) 0 0 Lane Group Flow (yph); 172 11 Turn Type Perm Free Protected Plige§i �",' Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (S) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm 09.1t. 4.0 1:00 1.00 0.95 1770 0,75 .: 1398 22 0.92 24 0 24 0.85 1.00 1583 1.00 1583 17 0.92 18 4 14 1.00 0.95 1770 0.44 815 12 0.92 13 0 13 412 0 412 Uniform Delay, 01 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 4 4 Free 8 19.1 19.1 120.0 19.1 20.1 20.1 120.0 20.1 0.17 0.17 1.00.. 0.17 5.0 5.0 5.0 3.0 3.0 3.0 234 312 1583 234 3539 1.00 3539 814 0.92 885 0 885 Perm prn+pt 2 2 191. `.. 899,;:., 89 ,9:: 89:9 20.1 91.9 91.9 91.9 0.17:;;1 tyltflt., 0.77' 0.77 0.77 5.0 5.0 6.0 6.0 3.0,''' . :e, 278 473 2710 1212 0.1E Perm Perm 0.01 0.0012# - 0.02. 00.12 00.26 0.02 0.18 0.74 0.04 0.26 0.10 0.02:' _l";`'6 47.4 41.8 0.0 42.3 41.7 4.6 1.00 1.00 1.00 1.00. i .00.'' ;;1.00 11.3 0.0 0.4 0.2 0.0 0.3 58.8 41.9 0.4 42.5 41.7'120 . 4.9 E D A D D A 18.0 42.3 0 D 0.21 3.9 1.00 0.2 4.1 A 4,2 A 0.01 0.01 3.3 1.00 0.0 3.3 A 1583 i:Of, 1583 4i 0.92 51 17 34 Perm 6 6 6 77.1 77.1 77.1 79.1 79.1 79.1 0.66 0:60; . 0.66 6.0 6.0 6.0 3.0. .;3.0 3.0 537 2333 1043 c0.25 0.02 0.02 7.1 1.00 0.1 7.2 A 0.38 9.3 1.00 0.5 9.8 0.02 0.03 7.1 1.00 0.1 7.2 A A A HCM Average Control Delay HCM Vali:irrie to Coco ratio.. Actuated Cycle Length (s) intersection. Capacity Utilization_ Analysis Period (min) c Critical Lane Group 4=404' 10.6 0.43 120.0 54:3% 15 HCM Level of Service .. -_ -,•,: 'I;K!-+�'' ;ifs`. as;�. . 3„ . �A; 3.-'. 7F Sum of lost time (s) 8.0 ICI�Y,Level:o> Service'_: " 'tic_. " ov r r e nv Felsburg Holt & Ullevig L:\05088\Synchro\AM Existing.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue 1/24/2006 Milia11111111111111MKOMMININEW Lane Configurations Grade VOiurne (veh/h) %,`'-x;981 Peak Hour Factor 0.92 Hourly flow rate (vph):197 Pedestrians Lane W icitf (ft) `` ` ' Walking Speed (ft/s) • • 0% 0% •4f1V4,31001,06 0.92 0.92 0.92 0.92 53 ';, x,::48-"`::1 07 ;315. 0.92 08. • \11 I aampatwoor- 11100004 4 Stop 31 -2$ 0.92 0.92 34 30'. VA. 4.9 31 14. '2 0.92 0.92 0.92 0.92 34 15 78 Percent' lockage- • VAMP& Right turn flare (veh) Median type ARMAIMMINSWA 30e Median storage veh) Upstream sig i h,>. Chris:.: ..�._r•f'.�?A .1....... -,^,-c''•.:3s i l.'IEN pX, platoon unblocked n ctin vofiin avG 13 Y O o f li S fi _-- �' �=::_`;: 53� =``' • f 211 - - �� vC1, stage 1 conf vol vC2 stage 2 conf vol -. '�.. •".r::M1 : _ veil, unblocked vol 132 561 tC;` single (s)..:§A,,,::'• 4.1.,, :� .__ a- � tC, 2 stage (s) tF (s) 4R i- s"-2: ':; � '?iw`° p0 queue free % 86 95 cN415arafy "(veh/h) 1454:A' ' � t ' ,.•. "s :_:µ. 1138 1155 534 1211 1169 119 7.1 6.5 6.2 7.1. 6.5 6.2 Volume Leff 197 48 0 Votu Off§llt3 ' 53 0 25 cSH 1454 1010 1700 Volume to Capacity 0.14 0.05 0.08 Queue Length 95th (ft) 12 4 0 Control Delay (s) 3.2 8.7 0.0 Lane LOS Approach Delay (s) Approach LOS ;,117 12`1 34 53 217 0.54 72 39.6 A A E 3.2. 2.3 °: 39.6 25.8;, E D 34 78. i xr•a . - e. *'.Vi'+.� r1: 320 0.40' 46 D 3.5 4.0 74 81 132 162 3.3: 3.5 4.0 90 68 90 92 546 107,4:•159 933 3-3 Average Delay 9.1 Intersection C city Utilization 67.0% = ICU Level of Service Analysis Period (min) 15 r'`. • .. '' a:. ' - ifs • Felsburg Holt & Ullevig L:\05088\Synchro\AM Existing.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street Lane Configurations Sign Control Grade Volume (vehTh) Peak Hour Factor Hourly flow rate (vph). Pedestrians Lane Width (ft)ti.�. Walking Speed (ftls) Percent Blockage ... -, Right turn flare (vehj Median type Median storage veil) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 4 J¢; Stop 18641'.: 0 0.92 0.92 2 ,: 0 -- k 4 1/24/2006 rgf mirnwrgimort r 'f d% 50 0 0 0 89 .. 511 0 . .. 0 153 -. 4 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 54 0 0 0. 97 555. 04 ,:• 0 ` 1.66 52 Stap''q ; lire.:= Free ITAMIRMIMMOANIMT r• , f iaViNWIRIFIMVIRMIMANIMORMS • -AsiftworPOMIerWERAL "RAIWIRMN 941 941 192 970.. 967 F "A 941 941}4, 192 tC, single (s) s 7.1 6.5- 6.2 tC, 2 stage (s) tF (s) . : ° ' : ;. 3.5. p0 free % 12 'capacityqueue (vehm) 230 4.0 3.3 100 94 244 849. VIEWAVINS 970 967 555 218 555 7.1 . 6.5 6.2 4.1 . `':,' '-• .� 3.5 4.0 3.3 2.2 ..:VVIMAIR.1.faxited 100 100 100 93 100 206 236 531 1351: a ''', R1';'.,2,70� .'if, Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay. (s}, .. , Lane LOS Approach Delay (s) . Approach LOS 202 202 0 230 0.88 179 76.8 F 62.5 F Average Delay Intersection Capacity Utilization Analysis Period (min) • • 0 0 54 0 849 1700 0.06 0.00 5 0 9.5 0.0 A A Wt444? Q.0 A 14.9 50.5%4'1 15 v� ;C.'7n}y:; �?4•.1� •ems„-, ri'yi+,\�Y�0. "b 0 0 1700 0.00 0 0.0 A 97 0 1351 0.07. 6 7.9 A 1.2 555 0 218 0 0 0 0 0 1700 1700 0.33 0.00 0 0 1700 0.13 .... r ` oo y� 0 0�qyu .� 71::fray r, a T��. . v`•; t r + • rte,, h� Citi`&. - - $�a�� •���#'.nur Felsburg Holt & Ullevig L:\05088\Synchro\AM Existing.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road I [Vl Ove ii7 e r�i.# •;'.; ...�;: Lane Configurations Sign Control,, 4 1 N 0.1p:.? Grade 0% Volume .veh(h)•: 0 . 64 Peak Hour Factor 0.92 0.92 Haurly flow rate (vph) 0 70 Pedestrians Lane Width (ft) ;- , v,; .> ;: r �. Walking Speed (Ws) Free.: 177 0.92 192 2 0.92 2 48 0.92 52 4°/0 41 0.92 45. 1/24/2006 Al COMIKOMMVIONSW Percent Blockage intanna:Vant0SAWeg Right turn flare (veh) Median type None, Median storage veh) Upstream signal 'tf#f ' pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single. (s):.. tC, 2 stage (s) tF (s) p0 queue free cM capacity (veh/h) #14 aWZr - teti, 342 193,, .:_'a' ..'•"' ,,,, MMISMM 342 193 195 - g ...+ `I..:_. e F 2J•yy, -WM` F as" : 3:3t' r i..r3 100 � �.. 92 3 , Y ;:. 96 • 629:'•' Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 70 0 70 848 0.08 7 9.6 A 9.6 A 195 0 52 2 0 1700 1379 0.11 0.04 0 3 0.0 4.3 A 0,0 4.3. 3.0 Average Delay Intersection Capacity Utilization Analysis Period (min) ti r AVIOW. .- . r'• .;' gin{ ttlfter4L4 MEM 2119%• xr • .: 1 s n x.'44•^{.• yi relsburg Holt & Ullevig L:\05088\Synchro\AM Existing.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 1/24/2006 7 ]fa.45<- zr-i _ Lane Configurations 111 Ideal Flow (vphpl) . " 1900 Total Lost time (s) 4.0 Lane Util. Factor;;• 1.00 Frt 1.00 Fit Protected :`y'` 0.95 Satd. Flow (prot) 1770 Fit Permitted 0.75 Satd, Flow (perm) 1392 Volume (vph) 190 Peak -hour factor, PHF 0.92 Adj. Flow (vph) 207 RTOR Reduction (vph) 0 Lane Group: Flow (vph) 207 Turn Type Perm Protected Phases Permitted Phases 4 Actuated Green, G. (s) 17.6 Effective Green, g (s) 18.6 Actuated g/C Ratio 0.21 Clearance Time (s) 5.0 Vehicle Extension (s)-' 3.0 Lane Grp Cap (vph) 288 v/s Ratio Prot. v/s Ratio Perm c0.15 *Ratio 0.72 0.03 Uniform Delay, di 33.3 28.5 Progression Factor 0.85 0.83 Incremental Delay, d2 5.5 0.0 Delay (s) 33.8 23.7 Level of Service C C Approach Delay (s) 10.4 Approach LOS B T T +t r 1.900. 1900 4.0 4.0 1.00 1.00 0.85 1-00 1.00 0.95 1583 1770 1.00 0.41 1583 769 20 15 0-92 0.92 22 16 7 0 15 16 Perm Perm 1900 1900 4.0 4.0 1.00 1:00. 1.00 0.85 1.00 1.00' 1863 1583 1.00. 1.00 1863 1583 10 455. 0.92 0.92 11 495 0 0 11. 495 Free Free 17.6 90.0 18.6 90.0 0.21 1.00 5.0 3.0 385 1583 0.01 c0.31 0.31 0.0 1.00 0.3 0.3 A 1900 1906. 1900 1900 1900 4.0 4.0 4.0 4.0 1.00 1:004 ,°;1:00. 0.95 1.00 0.90 1.00 1.00 0.95 1.00 0.95. 1.00 1770 1671 1770 3539 0.75 1.00 ;:: .:, 0.20 1.00 1398 1671 381 3539 25 5:: ,1f. • . 160: 580 0.92 0.92 0.92 0.92 0.92 27 5: 11''T'7. 174 630 0 9 0 0 0 27 7.,, 0- 174 630 Perm pm+pt 2 8 2 2 17.6 17.6:tk : 61.4 61,4 61.4 18.6 18.6 63.4 63.4 63.4 0.21 0.21.;' 0:70 0:70 0.70 5.0 5.0 5.0 6.0 6.0 3.0 3.0. `-':`` 3:0 3.0 .. 3.0 289 345 420 2493 1115 0.00 0.05 0.18 0.02 0.25 0.01 0.09 0.02_x,0.41 0.25 0.01. 28.9 28.4 6.5 4.8 4.0 1.00 1.00 ..s.%xt 1.00 1.00 1.00 0.1 0.0 0.7 0.2 0.0 29.0 28.5;,!'.. c `7.- : 5.0. 4.0 C C A A A 28.8.: 5.4 C A 6 47.6 49.6 0.55 6.0 3.0 424 0.02 0.04 9.3 1.00. 0.2 9.4 A 1900. .1'605: 4.0 4.0 0.95 1.00 1.00 0.85 1.00 1.00 3539 1583 1.00 1.60 3539 1583 900- 9.0 0.92 0.92 98 44 978: 5.4 Perm 6 :..' 6 47.6 4 6 49.6 49.6 0.55 0.55 6.0 6.0 3.0 3.0 1950 872 c0.28 0.03 0.50 0.06 12.5 9.4 1.00 1.00 0.9 0.1 13.5 9.5 B A B 0-16 0 HCM Average Control Delay 1 h yo1uri e to Capacity ratio Actuated Cycle Length (s) inters action Capacity Utilization Analysis Period (min) c Critical Lane Group 10.2 HCM Level of Service B *4i60411:alklAttWftkItHe 90.0 Sum of lost time (s) 8.0 60.9% ICU Level of Sere _ :: > i15 - ,-elsburg Holt & Ullevig L:\05088\Synchro\AM 2010 Base.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue f Lane Configurations 4, ideal Flow (vphpl) 1900 1900. Total Lost time (s) 4-0 Lane Util:.,FactorA''., . e: 1.00 Frt.0.99 Flt. Prtectgd :1 4? 0.99 Said. Flow (prot) 1821 :ill; Ptxrmitted 0.82 Satd. Flow (perm) 1520 Volume (vph) 250 565 Peak -hour factor, PHF 0.92 0.92 Pidj :wlow (vph) 272 614 RTDR Reduction (vph) 0 2 Lane Group Flow (vph) 0 944 Turn Type Perm Protected Phases, ▪ ,;; ' 445.54.'=:46' Permitted Phases 4 Actuated Green, G (s) .68.6'` Effective Green, g (s) 70.6 Actuated g/C Ratio 4.4.1").‘ 0.78 Clearance Time (s) 6.0 Vehicle Extension ()'k"?d 3.0 . 3.0 Lane Grp Cap (vph) 1192 478 v/s Ratio Prot 'S'_` c0.62 0.09 0.79: 0.11 5.5 2.3 0.73",Lt ;. 0.28 4.3 0.5 8.4': 1.1 A A 8.4'14;;;: A C 41--- 1900 1900 4.0 1.00 1.00 0.95 1770 0.33 609 55 50 0.92 0.92 60 54 O 0 O 54 Perm 8 P-.: 68.6 70.6 0.78: 6.0 v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization '-`''°" Analysis Period (min) c Critical Lane Group 4\ 1/24/2006 1900 1900:;' `190 4.0 . : Wit: 0.98 4::i 900 1904" 1'900' ' 1960 4.0 4.0 1.00' x: ` -,4,,s 0 :. 0.94 1.00 1.0041,01g,4„.0.0 .,. .. _ x:97 . � ,.._�. �: 0.99 -�, , .�� ; _,.:. ; �.:. 1830 1723 1799 1.0014004°, N; �� �,;_ 4.89 .--Afr 1830 1552 • 1176 185 25 35 30 55 • 15: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 201 27 38 33 60 38 `. 16 4 0 0 37 0 0 0 224. 0 :. 0 94 0 0 Perm Perm 8 2 ' 68:6` le,: ' 10.4 ''.'it 70.6 11.4 . 0.7$ �;�:...: •: .ti...�Ni- 0.13 .':M,VA 6.0 5.0 3.0 r 3:0 1436 197 0.12 'k v,," ;;,A•.. c0.06 0.16 : u Wi.q 0.48. 2.4 36.5 0.29. f,; :'- 1.00 0.2 1.8 0.9 0104Y 38.4 A D 0.9 :. `_ r 0b,1*1:; .: 38.4 A D 13.1 HCM Level of Service 0.75 90.0 Sum of lost time (s) 81.7%4 jpil Level of Service 15 6 '106 4.0 1.00 0.85 1.00 1583 1.06 1583 1D 0.92 152 133 54 19 Perm 6, 6 10.4' 10.4 11.4 11.4 0.13 0.13 5.0 5.0 ;3.0:.. 3.0 149 201 0.05 0.01 0.36 0.10 36.0 34.7 .1.00 1.00 1.5 0.2 37.5 35.0 D C 35..6;4 D r_.e.14r tReNil B 8.0 :.:R9 ,t•f :. 2.4P74. 1 *ri:., ri_4.k C•. iti '-�' . Felsburg Holt & Ullevig L:\05088\Synchro\AM 2010 Base.sy7 Synchro 6 Report Page 2 Lane Configurations Ideal Flaw (vi;l) Total Lost time (s) Lane Util- Factor Eft`P`rotedtetl Satd. Flow (prat) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj.. Flow (vph) RTOR Reduction (vph) Lane•Group Flow (vph) 135 0.92 147 70 77 HCM Signalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street 1/24/2006 ` -► 4\ t goVellriOralingitagEONSEMMKOWARMIXEMMitiMaiggl 4 1900 1900 4.0 1.00 1.00 0.95 1777 0.73 1355 255 10 0.92 0.92 277 11 O 0 O 288 r 1 t> ) 1900 1900 1900 1900 1900 1900 1900 1900. 1900 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00' 1.00 1.001.4g 0.85 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00' 0:98 :: 1.00 0.95 1.00 0:95 1.00': 1:00 1583 1817 1583 1770 1858 1770 1863 1583 1.00 0.88 1.00' 0.56 1.00 0.38 1.00' < -1;6 1583 1636 1583 1042 1858 704 1863 1583 55 5 5 15 100 600 10 35` 190 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 60 5 5.' 16 109 652 11 38 207 44 0 0 12 0 0 0 0 0 16 0 10 4 169: ,-663 0 38 207 Turn Type Protected PFiass' '' Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) yeniab Extension (s).. Lane Grp Cap (vph) 1/s Ratio Prot; • " ; '' vis Ratio Perm c0.21 v/c Ratio ?. 3• y 0.79. Uniform Delay, d1 30.6 Perm 4 4 23.2 24.2 0.27 5.0 3.0 364 Progression Factor Incremental Delay, d2. Delayris)` Level of Service Approach Delay (s) Approach LOS 1.00 11.2 41.7 D 38.7 . `:,.` 24.2 . D C Perm Perm Perm pm+pt 8 4 8 23.2 23.2 24.2 24.2 0.27 0.27 5.0 5.0 3.0 3.0 426 440 0.01 0.01 0.04V.640:;:0.02. 24.3 24.2 1.00.':0.. 1.00 0.0 0.0 24.2 C C 8 23.2 24.2 0.27 5.0 3.0 426 2 55.8 57.8 0.64 5.0 3.0 724 0.01 0.00 0.09 0.01 0.15 24.1 6.3 1.00 1.00 0.0 0.1 24.1 :: 6.4 C A 5.8 57.8 0:64 6.0 3.0 1193 c0.36 0.56 9.0 1.00 1.9 10.8 B 10.2 B Perm 6 45.0 47.0 0.52 6.0 3.0. 368 0.05 A6- 0.10 10.9 1.01 0.5 11.6 B Perm 6 45,9A45.0 47.0 47.0 0.52' 0.52 6.0 6.0 3.0 :. ; 3.0 973 827 0.11 0.05 0.21 0.09 11.6 10.8 1.01; i.46 0.5 0.2 12.'1..-;-15.9 B B HCM Average Control Delay HCM Volume to;;apacity ratio Actuated Cycle Length (s) intersection Capaciity.Utilizatiion Analysis Period (min) c Critical Lane Group ••::11:' ' 17.7 90.0 Sum of lost time (s) 66.8°/v'v`;: JCI.! Level of Service. HCM Level of Service B 8.0 C:. • Felsburg Holt & Ullevig L:\05088\Synchro\AM 2010 Base.sy7 Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road 1/24/2006 zM y� g$;` trailjr Lane Configurations Sign Control • Grade Volume. (veh/h) Peak Hour Factor Hourly flaw rate (vph) Pedestrians i� rr Stoll;iL'r':;!'k�•ihsr.FC�ed; �a� 0 ='4c: 70 240 0.92 0.92 0.92 0 76 261 Lane Width (ft) "haM Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type ` :?er None Median storage veh} Upstream signal pX, platoon unblocked vC, conflicting volume. vC1, stage 1 conf vol vC2, stage 2 conf vol 4 t vCu, unblocked vol 459 tC; single (s)::. _.�_. 6.4 tC, 2 stage (s) 'Vet,04043. 5 5 0.92 5 Fore°la 55 70. 0.92 0.92 LT. s M da ? q M1a'+Y. 1 .; 'ii':, i 59 ;3G Ski' tF (s). p0 queue free % 100 cm `racity (veh/h)„ ,e' 534 266 8:24y(�hy n.. t 90 775 95 • , v EST-' • Volurrie°Total Volume Left Volume Right cSH 76 0 76 775 Volume to Capacity 0.10 Queue Length 95th (ft) 8 Control Delay (s) 10.1 Lane LOS t3 Approach Delay (s)'' ,; .10.1 Approach LOS B 266. :136- 0 60 - 5 0 1700 1298 .: T- • -;.y . 3T.r .j, 'fi vY .:r+'S:. may: Qr o yq.Jr..r: AVVC1IffiPrWAVMAWF4OSA 0.10 0.05 0 4 0.0 33. ''SgeM$1,..,VAVVRAtetiinliN A 0.0 3:7 a &e-tv•. odValgteortortralM Average Delay Intersection Capacity Utilization Analysis Period (min) ,..:�H�'T'{''.�Ti�'r �!fL•�:�(,{4?.,: �.S.r l:.y..: �.7�,1: ;^`4Lsn'yj'� 2.7 26.3% ICU Level of Service' 15 :.Y"3s•-� i�''�=:��i!'�':�� .:.. �.1, frrk.�r.�-'��,'-�}:�^C �_�•re atea..•. i; l,:,�c Felsburg Holt & Ullevig L:\05088\Synchro\AM 2010 Base.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 iVloe g Lane Configurations ,Ideal Flow (vprpl) 1900 Total Lost time (s) 4.0 apeFaG 1.00 Frt 1.00 Satd. Flow (prat) Fit Perrilitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flaw (vpn) RTOR Reduction (vph Lane Group Flow (vph Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s). Lane Grp Cap (vph) v/s Ratio. Prot v/s Ratio Perm c0.16 yi .patio 0.75 Uniform Delay, di 32.9 Progjession Factor 0.86 Incremental Delay, d2 5.3 Delay (s)- 33.6 Level of Service C Approach Delay (s) Approach LOS 1900. 4.0 1.00 1.00 1.00. 1770 1863 0.75 1.00. 1392 1863 210 10 0.92 0.92 228 11 0 0 ). 228 11 Perm 4 18.6."'?"'••.18.6 19.6 0.22 5.0 3.0 303 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c . Critical Lane Group 19.6 0.22 5.0 3.0 406 1583 0.01 c0.34 0.02 0.03 0.34 0.09 27.7 0.0 28.1 0.84. 1.00. 1.00 0.0 0.3 0.1 23.2: ' `i, 0.3 282 C T A C 10.44 3`s?"',;. 190'x:;+. 4.0 1.00 0.85 1.00 1583 1.00 1583 495 0.92 538 0 538 Free Free 90.0 90.0 1.00 1 4\ 1900 4.0 1.00 1.00 0.95 1770 0.75. 1398 25 0.92 27 0 27 Perm 8 18.6 19.6 0.22 5.0 3.0. 304 B 10.8 0:54..:, 90.0 62.9% 15 :tc$3t1;BH �rNI'. 1900 1900 1900 4.0 4.0 1.00 1.00. 0.90 1.00 1:011.$ , 0.95 1671 1770 1.00 ,:;:._: 0.20. 1671 368 5 10 175 0.92 0.92 0.92 5 11 190 9 0 0 7.::• .. 0 190 pm+pt 8` F-;:3` 5 2 19.6 62.4 5.0 3.0 364 0.00. 5.0 3.0 419 0.05. 0.26 ltd).' N . 0.45 27.7 7.2 1.00 :ftiffel.00. 0.0 0.8 27.7 , t!`a.:7.9 A 28.0 Waft t;. 1/24/2006 I VP4, BRiM.E0,x:., .;a -• TTrf'� TT r 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 0.95 1.00 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.95 1.00 1.00 3539 1583 1770 3539 1583 1.00 1.00 0.41 1.00 1.00 3539 1583 769 3539 1583 580.. 20 15 900 95 0.92 0.92 0.92 0.92 0.92 630 22 16 978 103 0 7 0 0 48 630 15 16 978 55 Perm Perm Perm 2 60.4 62.4 0.69 6.0 3.0 2454 0.18 0.26 5.1 1.00 0.3 5.4 A 5.9 A 2 60.4 62.4 0.69 6.0 3.0 1098 0.01 0.01 4.3 1.00. 0.0 4.3 6 45.9 47.9 0.53 6.0 3.0. 409 0.02 0.04 10.1 1.00 0.2 10.2. B 6 45.9 47.9 0.53 6.0 3.0 1884 00.28 0.52 13.6 1.00 1.0 14.6 B 14.2 B 6 45.9 47.9 0.53 6.0 3.0 843 0.03 0.07 10.2 1.00 0.1 10.3 B HCM Level of Service Sum of lost time (s) ICU Level of Service- • 8.0 Felsburg Holt & Ullevig L:\05088\Synchro\AM 2010 Project.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue 1/24/2006 r.I r `La'4 :Are.�d��� .'1't"r i - womUy:Y_i gegaio? '.tlll--fauggEwr Lane Configurations IIFlow (vphpl) 19x0 Total Lost time (s) Lari'&,Utif. Factor `? ,a % :" 1.0 " t, 1 Frt 0.99 1.00 a•o '3.1:'' 11 14 1900 1900 40 : 1900 1900 1900 4.0 4.0 4.0 1.00''W-4446:-, 0.98 Flt Protected '' : . Satd. Flow (prat) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF dj Flow (vph) RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Perm 295 0.92 321 0.99;, 0.95 1821 1770 0.80.?yF,`�'.44 0.30 1492 554 625,,,t,'55 50 0.92 0.92 0.92 679 60 54. 2 0 0 1058;=;;1; 0 .. - 54. Perm Protected Phases;, . 4 4. . ;Ii•: ; Permitted Phases 4 8 Actuated Green, G (s) 68 ; ;_ , 68.6 Effective Green, g (s) 70.6 70.6 Actuated g/C Ratio ,xt,-t i•_ 0.78` 0.78 Clearance Time (s) 6.0 6.0 Vehicle Extension (s)'•.,r ' ` =x'3.0 3.0 Lane Grp Cap (vph) 1170 r/s Ratio Prot � w , v/s Ratio Perm c0.71 v/c Ratio '71kroWifet 0.90 Uniform Delay, di 7.2 2.3 Progression Factor :•.,214, :: 0.68::? 0.25 Incremental Delay, d2 8.8 0.6 Delay (s) 40 1900 4.0 1.00 0.94 1.00 414.010WW, 0.99 1833 1723 1.00 ' s 0.89 1833 1552 205 25 35 30 0.92 0.92 0.92 0.92 223 27 38 33 4 0 0 37 246 0.... 0 94 68.6 70.6 0.78 6.0 Perm 2 1900 1900 1.900.,x,:;1900 4.0 4.0 _;1.00 1.00 ,ISt:rK`: 0.97 1.00 55 0.92 60 1.00 0.85 35 0.92 38 1799 0.63 1176 15. 0.92 16. 0 0 0 0 0 54 Perm 6 1583 1.00 1583 155 0.92 168 147 21 Perm 6 f 10.4 10.4 10.z 4 4 3 11.4 11.4 11. 0.13 :4 -Ac C'e 5.0 5.0 5.0 Pk 3.17. .s.:yf x,..3.0 .:3:6 435 1438 197 0.13 %.erN'*--,`* 0.10 c0.06 0.12 13,7.:14510Z,. 1.1 Level of Service B A A Approach Delay (s) i;, 13.7 IVAlea#0 0.9 Approach LOS B A 0.17 0.48 2.4 36.5 0.26"' _ i 1.00 0.2 0.9 HCM Average Control Delay 16.1 HCM;Volutne to Capacity ratio','Too: 0.85 Actuated Cycle Length (s) 90.0 Inters4ction Capacity Utilizatio n,:: 88.4%Analysis Period (min) 15 c Critical Lane Group -' it:n r- a�' ..:;-: #;1�s49 201 0.05 0.01 0.38 36.0 34.8 1.00 1.00 1.8 1.5 0.2 $ 38.4 ,7R ::.. 37.5 35.0 D 38.4; D D D HCM Level of Service Sum of lost time (s) 8,Q ICU Leval of 5e'X1i1 Va'cr p`• relsburg Holt & Ullevig L:\05088\Synchro\AM 2010 Project.sy7 Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street 1/24/2006 ;IVMoir f:'rie P „ ;EEME.OHiu`,iV!1i3_+ Lane Configurations 4 ri Ideal Flow (vphp(j :'. 900 1900 1900. 1900 Total Lost time (s) 4.0 4.0 Lane U il:, fiactprn. r Frt Fit Protected' Satd. Flow (prot) Flt Permitted `1r, '° �•, :: Said. Flow (perm) Volume (vph) 1.00 1.00 ;w` 1.00 0.85 0.95. 1.00 `f 1777 1583 0.73 1.00. 1583 55 5 0.92 0.92 60 5 44 0 16. 0 Perm Perm 1355 10 0.92 11 0 288 W 6TH? JlRK N FUEMDI� BIM�8 `. i 4' 'F r 1900 1900 ,1900 1900 190.0 4.0 4.0 4.0 4.0 1.00. 1.(41-1.00 ` 1.00 1.00 0.85 1.00 1.00 0.98 . 1.004 0.95 1.00 1817 1583 1770 1859 0.88 1.00: ' '. 0.53 1.00 1634 1583 989 1859 5 15 100 705 0.92 0.92 0.92 0.92 5 16 109. 766 0 12 0 0 10 4 109 777 Perm pm+pt 8 5 2 8 2 22.7 22.7 56.3 56.3 23.7 23.7 58.3 58.3 0.26 0.26 0.65 0.65 5.0 5.0 5.0 6.0 3.0 3.0 3.0 3.0 430 417 691 1204 0.01 c0.42 0.01 0.00 0.09 0.07 0.02 0.01 0.16 0.65 0.13 24.6 24.5 6.2 9.6 10.3 1.00 1.00 1.00 1.00 0.98 0.0 0.0 0.1 2.7 0.9 24.6 24.5 6.3 12.3 ,:.`t'* 11.0 C C A B B 24.5 11.5 C B 1900 1900 1900 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 0.85 0.95 1.00 1.00 1770 1863 1583 0.29 1.00 1.00 545 1863 1583 35 225, :;: 35 0.92 0.92 0.92 245 `.'1'4 0 68 245... ."./0 Perm 6`'4. 6 6 46.5 3`446..5. �10r 5 48.5 48.5 48.5 0.54 0.54 0.54 6.0 6.0 6.0 3.0 3.0 3.0 294 1004 853 0.13 0.05 0.24 0.09 11.0 10.1 0.97 1.35 0.6 0.2 11.3 13.8 B B 12.1:��:_. 8 255 10 Peak -hour factor, PHF 0.92 0.92 Adj. Flow (vph) 277 11 38 ATOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 0 38 Turn Type Perm Perm Protected Phases 4 t;":`- Permitted Phases 4 4 8 Actuated Green, G (s) 22.7 22.7 - ':F '` Effective Green, g (s) 23.7 23.7 Actuated g/C Ratio Ai -,1-4.4.,.A, 0.26 0.26 ,,' „If - Clearance Time (s) 5.0 5.0 Vehicle Extension (s}';,'. Lane Grp Cap (vph) V*Eiplo Prot ..,w,� v/s Ratio Perm vIc Tif"' Uniform Delay, di Progression Factor ;'*1 Incremental Delay, d2 'Delay (s). a: Level of ervice Approach Delay (s) Approach LOS 3.0 3.0 357 417 ; c0.21 0.01 0.81 0.04 31.0 24.7 1.00 1.00 12.5 0.0 43.5 24.7 D C 40.3 14:4 HCM Average Control Delay HCM Volume tb Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 17.8 HCM Level of Service 0.69 90.0 Sum of lost time (s) 72.4%_; ', ICU Level of Service 15 8:) r4••=717YJ`f :i' " .!`. " h'r �aS I �.. �., -t 'r`'h3y-i?• Felsburg Holt & Ullevig L:\05088\Synchro\AM 2010 Project.sy7 Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road 1/24/2006 P Lane Configurations giOtControl r , `#s S`top:< Grade 0% Volume (veh/h) r Free 0% 70 345 5 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 4 x Free;';. 3..�,��.-_•;'4'a PW -j'��0N VAO 0% 105,F�r.` 44.0tr f.' ; WMO 0.92 Hourly flow rate (vph) 3:;: 76 375. 5 60 114.•.F,W,..., .- . Pedestrians Lane Width (ft)` ti; : Walking Speed (ft/s) Percent Blockage •- ``n O `..��.re' q 1SWOr Right turn flare (veh) Median type Median storage veh) Upstrearn signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol IC, single (s), tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) i> r'o Volume Total Volume Left Volull'e Right_, cSH Volume to Capacity Queue Length 95th (ft) Control Lielay (s) Lane LOS Approach Delay (s) Approach LOS • d 611 378 6.4 6.210 • 3.5 100 89 95 434 669 � _ x;;.1178.' :� 2_ _ '`, •.. b •.lti F''i cio-44. gam` MYNKAMPA':: r a�aa��nt,. 1 • 4{ �, . _ is f'"• ry ,:: CIMMIPV kNini 380 :^ V_ ,.yam.. 4 3,34aftl. .,, 2.2 • 0.; w 76 0 76 669 0.11 10 11.1 B 11.1 B 380 174 0 60 5 0 1700 1178 0.22 0.05. 0 4 Q.al 3.1 A P.1. O.a • ,- ..:, d.. r:,;«��-rte w i Average Delay Intersection Capacity Utilization Analysis Period (min) 2.2 33.7% .F. ICU LeveI of Service 15 • Felsburg Holt & Ullevig L:\05088\Synchro\AM 2010 Project.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 19: Elk Meadows Drive & Four Mile Road 1/24/2006 Lane Configurations 4 4+ Sign Control 4044g.gig4rigi.A.pt9p Stop Grade 0% 0% Volume (veh/h) } �"-" - 7 0 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 76;x', 0 0 0 0 Pedestrians Lane Width (ft)... _ t v `` Walking Speed (ft/s)- Percent Blockage' Right turn flare (veh) MOdidli type; „ :., ;�:4; Median storage veh) Upstream signal (ft) a�.. -, ';;..gene. . pX, platoon unblocked vC, conflicting volume - 356r•`` 318'' - 68 318 `` • 332 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 356 318 68 318 332 tC, s tigle (s)`; f l {_ 7.1 1..L 6.5 6.2 7.1 6.5 tC, 2 stag_ a (s) t.i``e;s 11:•3:5* 4.0 3.3 3.5 4.0 I armingaiwmzeimaram +`+ Fr e 0% 38 ' s!.a 210. 0.92 0.92 0.92 38. 0 228 0 Fr e 0% 0 10- 0.92 0 0.92 0.92 0.92 0.92 228 82 6.2 . 4.1 3.3 2.2 otominote AWMZIMAIROMMAt p0 queue free % 87 100 100 100 100 95 100 99 cM capacity (veh/h)5.6-",4; ' 594 995 631. 583,41811 81•.1 1.5.16 ,:.a c •� '" `SSV, 228 9 10-414402,303 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) .Cvntrol Delay (s) Lane LOS Approach Delay (s) Approach LOS 76 76 0 568 0.13 12 12.3 B 12.3 B 38 228 0 0 38 0 811 1516 0.05 0.00 4 0 9.7 0.0 A 9.7 A 92 11 27 °t % >.O ; "::F'? ';:,. 1340 0.01. 1 1.0 A 0.4: 1.0. 4 ., Ff a-��tr olgiLAP� .a1,wFk Average Delay Intersection Capacity Utilization Analysis Period (min) 3.2 30.1% 15 • ICU Level of Service Felsburg Holt & Ullevig L:\05088\Synchro\AM 2010 Project.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 Waif f -DAV ETWIDERM Lane Configurations It4I! FIoW (vphpl) Total Lost time (s) Lane Util. Factor Frt 1.00 It Prcite ctedtf.-,:_,r,�,�-r:-`095 Satd. Flow (prot) 1770 Flt Permitted ' : 0.75 Satd. Flow (perm) 1392 Valuame (vph) 285 Peak -hour factor, PHF 0.92 Adj. Flow„(vph) 310. RTOR Reduction (vph) 0 Lane Group Flow (vph) 31.0. T r 1900. 1900 190 4.0 4.0 4.0 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1863 1583 1.00:: 1.00 1863 1583 15 495 0.92 0.92 16 538 0 0 16. 538 Perm Free 4 Free 22.4 22.4 90.0 23.4 23.4 90.0 0.26 0.26 1.00 5.0 5.0 3.0 3.0 362 484 1583 0.01 Turn Type Protected Phases "' Permitted Phases Actuated Green; G (s) Effective Green, g (s) A646 d g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm c0.22 v/c. Ratio 0.$6 Uniform Delay, di 31.7 Progression Factor 0.88 : Incremental Delay, d2 2.0 Delay (s) 29.9 Level of Service C Approach Delay (s) Approach LOS 0.03 24.9 0.85.. 0.0 21.2 C 11.2.. B 0.34 0.34. 0.0 1.00 0.1 0.1. A HCM Average Control Delay 16.1 HCM Volume to CapacitaitioltaoAip.79 Actuated Cycle Length (s) 90.0 Intersection Capacity Utilizatio } 78.O% ,-- Anaiysis Period (min) 15 c Critical Lane Group'` , ''r . ' 1900 4.0 1.00 1.00 0.95. 1770 0.75 1392 35 0.92 38 0 38 Perm pmfpt 8j r , r.,i-. 5 8 2 19U0 1900 1900 4.0 4.0 1.00 1.00 0.90 1.00 1:00;'` 0:95 1671 1770 1.00Ni r 0!,,:: 0.08 1671 155 5.... 10k 210 0.92 0.92 0.92 5 11 228 1/24/2006 tt 1900 1900 4.0 4.0 0.95 1.00 1.00 0.85 1.00 1.00 3539 1583 1.00 1.00 3539 1583 825 25 0.92 0.92 897 27 8 0 0 0 9 8., 0 228 897 18 Perm 22.4 23.4 0.26 5.0 3.0 362 0.03 0.10 25.3 1.00 0.1 25.5 C 22.4..56.6 23.4 58.6 0.65 5.0 5.0 3.0.- 3.0:. 434 289 0.03: c0.09:. c0.42 0.02.:r 0.79 24.8 22.1 1.00 .4ti, 1.00 0.0 13.3 24.8 . 35.4 c fa 25.3 C 1900 4.0 1.00 1.00 0.95 1770 0.32. 591 20 0.92 22 0 22 Perm tt 1900 - 19_ 4.0 4.0 1.00 0.85 1.00 `' 1'.00 3539 1583 1..00 . 1.4 3539 1583 1225 0.92 0.92 1332 .2gg 0 130 13328 Perm 2 6 2 6 6 56:6 56.6 42.1'` 58.6 58.6 44.1 44.1 44.1 0.65 0.65 0.49 0.49 0.49 6.0 6.0 6.0 6.0 6.0 3.0 3.0 3.0 3.0 .. 3: 2304 1031 290 1734 776 0.25 0.04 0.08 0.08 0.7T`'".0.16 12.2 18.8 12.7 0.39 7.3 1.00 0.5 7.8 A 13.2 B 0.01 0.02 5.5 1.00 0.0 5.6 A HCM Level of Service 8 Sum of lost time (s) 8.0 ICU.L;eVel,of?ervice:, D 1.00 0.5 12.7 1.00 1.00 3.3 0.4 22.1 13.2 C 8 20:6 - Felsburg Holt & Ullevig L:\05088\Synchro\AM 2025 Base.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue 1/24/2006 Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util, Factor Frt Flt Protect'ed,"'" 1 Satd. Flow (prat) FltPermitted: -" Satd. How (perm) Volume (vph) Peak -hour factor, PHF Adj.,;Flow (vph) RTOR Reduction (vph) Lane Group Flow. (vph) Turn Type Protech: Phase} `''` Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Retie • Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) /s Ratio Prot,„"{ v/s Ratio Perm vlc Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Dela s r Level of Service Approach Delay (s) Approach LOS 13 Lii . 1,74-W B 1900 1900 1900. 4,0 4.0 1.00 4#104: 1.00 0.99 1.00 0.99-,VW,At 0.95 1820 1770 o.74 J r'` 0.28 To 4 1900.. 1900 1 Jbt =i 900 9001` §oa goo ' b "' 1i X00 215 0.92 299 0 0' Perm 1369 675 0.92 734 3 1112 75 0.92 82 0 Q. 523 65. 0.92 71 0 71 Perm 4 8 68.8 68.8 0.764 0.76 6.0 6.0 3.41 3.0 4.0 4.0 4.0 4.0 11.004,appylaft 1.00 laatSeaplo... 1.00 0.99 0.94 1.00 0.85 1.00..'::.` . 0.99. _ .., _ .PIP . 0:97' 1837 1720 1801 1.00.':. _ x.16-'' 0.89. v' '•'- 0.57 1837 1545 1055 350 • 35 45` 40 0.92 0.92 0.92 0.92 380 38 ..' 49 43 3 0 0 38 415 0 0 136 Perm 8 66.8 68.8 0.76. 6.0 3.0'. 1047. 400 1404 x,00,: ',. 0.23. `. 00.81 0.14 1.00:.k1/4 0.1.8 10.6 2.9 0:77 ;?,.0.40. 41.5 0.8 griw 49.7' :c? �w•'`1n 2.0 D .., A 49.7. HCM Average Control Delay HCM: Volume to Capacity ratio. Actuated Cycle Length (s) Ihtersection Capacity Utiiization Analysis Period (min) c Critical Lane Group 2 Writ 13.2 0.5105 Aw:., 3.0 227 �{ fi 0.30,: TPV tirF ,. 3.2 co 09 0.60 35.9 0.44 -;r'.: ..1.00 0.5 4.4 1.9 .4041**,' z' 40.4 A ❑ 1.9 . , .,K40.4 A D HCM Level of Service J s jJ Sum of lost time (s) 8,0 ICuLevel of Servicelil* ,., 1.0 1583 1.0[ 1583 75 45,.'; 20 165 0.92 0.92 0.92 0.92 82 49'' 22.: 179 0 0 0 153 0 O. x;71 26 Perm Perm 5-kcigvJ:.; 6 6 6 *at ' 12.2:: ,12.2 13.2 a 13.2 0:15 0.15 5.0 5.0 155 232 0.07 0.02 0.46 0.11 35.1 33.3 1.00' 1.00 2.1 0.2 37.3 33.5 D C 34.6 C :u -ter '3. r"elsburg Holt & Ullevig L:\05088\Synchro\AM 2025 Base.sy7 Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street 1/24/2006 -+ C4_4-4\ t 1 PIWO'i.i1=0,tiVERWR32:4Eienl.E,IXEMIIIMEIMINEKTVISRESMENIMEEMEMWSFIgrAl Lane Configurations Ideal Flow (vpflpil) 1900 Total Lost time (s) Lane Util. Factor' -',6;4,0* Frt RProtected Satd. Flow (prot) Perillitted. Satd. Flow (perm) Volume (vph) 325 Peak -hour factor, PHF 0.92 Mik,FlOw (vph) 353 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type 1 urn Type Prot0:00 Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratiti Clearance Time (s) Vehicle. Extension:(s)4:_eMa. Lane Grp Cap (vph) V/s Ratio ProtAtakilakikkhoW v/s Ratio Perm v/C Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Perm 4 4 4 i4 T4 1900 I.100 1900 1900 1900 ler 1900 TOW 1900 4.0 4.0 4.0 4.0 4.0 4.0 4.0 1.00 1.00 -44‘00.:;„; 1.00 1.00 .00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 0.95 1.00 ; 0.98 1,00 0:95 1777 1583 1817 1583 1770 9,73 too 0.87 1.00 06 1352 1583 1628 1583 675 10 75 5 5 15 130 0.92 0.92 0.92 0.92 0.92 0.92 11 82 5 5 16 144 0 56 0 0 11 0 364 26 0 10 . 5 141 Perm Perm 4 8 4 8 27.3 27.3 27.3 28.3 28.3 28.3 0.31 0.31 0.31 5.0 5.0 5.0 3.0 3.0 3.0 425 498 512 498 498 ?1,40404tf400,4*W- 0.02 c0.27 0.02 0.01 0.00 0.14 0.86 0.05 Att 0.02 0.01 0.28 28.9 21.5 21.3 21.2 9.2 1.00 1.00 454*, 1.00 1.00 1.00 15.5 0.0 0.0 0.0 0.3 444 21.5 A.' 21.3 21.2. 9.6 D C C C A 40.2A11104WW • 21.p D C Perm pm -i -pt 5 8 2 27.3 51.7 28.3 53.7 0.31 0.60 5.0 5.0 3.0 3,0 HCM Average Control Delay 21.2 HCM Level of Service HCM Volume to Capacity ratio p. 0.74W, Aieet0-4: Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0 Intersection Capacity Utili±ation.. 74.9 /c? ICU Level,p1 §pry!.Qp•:- ::?7,:V.SWWZ8:240111 Analysis Period (min) 15 c Critical Lane Group liti#4.7W,4444P015§AVVEN4,411WitNE'fAk''' 1.00 1.00 1859 1.00 1859 680 0.92 739 0 750 10 0.92 11 0 0 1.00 0.95 1770 0.29 538 35 0.92 38 0 38 4.0 4.0 1.00 1.00 1.00 1863 1.00 1863 375 0.92 408 0 408 Perm 2 6 6 39.9 39.9 41.9 41.9 0.47 0.47 6.0 6.0 3.0 3.0 250 867 0.22 51.7 53.7 0.60 6.0 3.0 1109 00.40 0.07 0.88r 0.15 0.47 12.3 13.8 16.5 1.00 it;i10 0.94 0.95 3.3 1.2 1.7 15.6414; 14.2 17.4 B B B 14.6 ":ttit":: • ,17. 0 B 1.fX 0.85 1.0CI 1583 1.00 1583 150 0.92 163 87 76 Perm 6 39.9 41.9 0.47 6.0 3.0 737 0.05 0.10 13.5 1.20 0.3 16.4 B reisburg Holt & Ullevig L:\05088\Synchro\AM 2025 Base.sy7 Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road 'k.r,EMVm Lane Configurations .8ign.CditferWW. •gfaii: • • Free • •:•4•.:'1.,••••..,YAkk.,' .Free '••,f,49st,Ow •• • • • . • , ' • 1/24/2006 -.A' 3, • . Grade 0% 0% 0% Volume (veh(h) 180 55 235 190.:4-0 245 ,-'-'Itatitilety 0.92 0.92 0.92 0.92 0.92 0.92 Hburiy flow rate (vph) 196 60 - 255" 207 43 266 -::Mg4WAVA..AMMMIMNOWOP4 Pedestrians LaneWidth ;„44,0NROMIniitiffte4Mreags4:1!:-,•)10,Mialtafth!', Walking Speed (ft's) Percent Blockage' Peak Hour Factor • q;,,,••v • Right turn flare (veh) Median type None ,M9,,f-,1_,WzMaitOttM4Min • . Median storage veh) Upstream signal (ft) 24ift,00r4., (,-*441114Meryinnge'. • pX, platoon unblocked vc, Conflicting Volume 609 .:.:;255InistaaraMirrit,i4A; vC1, stage 1 conf vol vC2, stage 2 conf voll$11P-RKSAMMtfektkAatatag vCu, unblocked vol 609 255 462 tC, single (s) 6.4.4 6. '':!•VACIP21.14*.e ' ;4' ''''.1147.49ittetta_VA41. , - , • .3 re AA tC, 2 stage (s) tF (s) p0 queue free °A -PM capacity (veh/h). Volume TOtal Volume Left Volume Right -44,- -,• cSH VolUrne! to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS e 3-5 $.3vorwei MgggealgSaanaaffiNatePagONW 56 92 96 440 783101V MOWN& ''''T:.iftqatatagnktti~ 196 60 25g ' '207/ 43 266::•'-': Ei'',. '-''''-';`V.•':& 'n,:71,1: ;:.- ''7''""1-': ";.:A67c- 196 0 0 0 43 0 0 60 0 207 0 6 41,1-traVMEttiM.A''..r1SWAW. 440 783 1700 1700 1099 1700 044 0.08 0.15 0.12 0.04 0.16.5cAterittrX4i,.!ceigert.f. . '•,„,W.I..ft: • 56 6 0 0 19.5 10.0 0.0 0.0 C A 17.3 0.0. Average Delay 4.7 IntersectiOn Capacity Utilization 35.7% Analysis Period (min) 15 3 0 8.4 0.0 Ailaffftfattgoptie!6#14.E.0 A 1.2 ,-,',04wilaftfSMOMMAVVVA/MMA. ICU Level of Sehileisr 'Vt•ifW iivi';;; • , ,,, • r:elsburg Holt & Ullevig L:\05088\Synchro\AM 2025 Base.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue PESEADMINIMOUR 85i':EBT Lane Configurations f;.. 1900 4.0 4.0 1.00 0.98 1.00 1835 1.00 1835 675 0.92 734 3 813 Total Lost time (s) Lane Util. Fac Frt Protested:;' Satd. Flow (brat) Fit. Perm itt' Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF RTOR Reduction (vph) Lane Group Plotii (vph) Turn Type Prot t d Ph s' Permitted Phases AetiiatedGrderi; G (s) Effective Green, g (s) Actuated g/C Ratio Clearance lime (s) Vehicle Extension (s) Lane Grp Cap (vph) i1 ryrRatio Prot v/s Ratio Perm ►i18:tio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) �}r ,4. Level of Service Approach Delay (s) Approach LOS 1.00 1.00 Q:95 1770 0.50 930 275 0.92 299 0 299 Perm 4 66.7 68.7 0.76 6.0 3.0 710 0.32 0.42 3.7 0.73 1.2 4.0 1/24/2006 -. I.:..re-:...• 34.5+:...'...... 5'IN I I 4 4 rt 1900 1900 190: 1900 1900 1900 1900 =`' f 906 ` f 900,'. i .900 4.0 4.0 4.0 4.0 4.0 ,,g,*: 1.00. 1.00 >: - rr i = M 1:00 �. 1.00 i..,;00 1.00 0.99 0.94 1.00 0.85 - 0.95 1.004~0,r--:..' 0.99 _`L1s:,,;F;„.:i.,;-rte: 0.97 1:00 1770 1.837 1720 1801 1583 0.29. 1.00, _ €yl, z r'- 0.89 "-usiwir0.57 1.00 534 1837 1545 1062 1583 75 65, 350'.3`?- 35 45 40 75 455' ;:;. 20 165 0.92 0.92 0.92 0.92 0.92 0-92 0.92 0,92 0.92 0.92 82 71 380 38 49 43 .` 82 49 22 . 179 0 0 3 0 0 41 0 0 0 153 t,.0 71 415.. 0 0 133 0 0 71:...,.:, 26 Perm Perm Perm 2 6 66.7 lierlikat'A 12:3 4 1:;.... 12.3 68.7 13.3 13.3 0.76.. '`Afg,'' 0.15.1 '' 0.15 6.0 5.0 5.0 . :,;: 3.0 3.0 1402 228 157 0.23 , ::�'��� ��6';�"` " ''',M--=''' ' c0.09 66.,Par: 68.7 0.76 6.0 1401 c0.44 0.58 4.5 1.2 A A A Perm 8 66.7 68.7 0.76 6.0 3.0 408 0.13 0.17 2.9 0.52 0.8 2.3 A 0.30 :P ._: , -0.58 3.3 35.8 0.49::.iftWOU, 1.00 0.5 2.1 A 2.1. A 3.8 39.5 D 39.5 D 6 12.3 13.3 0.15 5.0 3.0 234 0.07 0.02 0.45 0.11 35.0 33.2 1.00 1.00 2.1 0.2 • : 37:1. 33.5 D C .......34.5:.: ft HCM Average Control Delay HCM Valurne to Capacity ratio Actuated Cycle Length (s) intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 10.5 0.58 90.0 69.5% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service B 8.0 C Felsburg Holt & Ullevig L:\05088\Synchro\AM 2025 Base 4 Ianes.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 JEMIMII.g13(:4e- Lane Configurations lPj ideAtr§V.(vpf-i0) 1900 Total Lost time (s) 4.0 Lane Util. Fr 1.00 Fri 1.00 Fit Protected 0.95 Satd. Flow (prat) 1770 Fit Permitted 0.75 Satd. Flow (perm) 1392 Volume (vph): . 286 Peak -hour factor, PHF 0.92 Adj. FloW(iirifi) 310 RTOR Reduction (vph) 0 Lane Group Flow (vph) 310 Turn Type Perm Protected PhaSes Permitted Phases 4 Actuated Green, G (s) 22.4 Effective Green, g (s) 23.4 Actuated g/C Ratid 0.26 Clearance Time (s) 5.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 362 .f/s Ratio Prot v/s Ratio Perm c0.22 vic Ratio 0.86 Uniform Delay, dl 31.7 Progression Factor 0.88 Incremental Delay, d2 2.0 Delay (s) 30.0 Level of Service Approach Delay (e) Approach LOS e&4\ t 1/24/2006 14R,,,,:EaRmwoci:v,Rig, :riliz, A.:Naommartfatoiem, 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 4.0 1.00 1.00 100 1.00 0.95 1.00 0.85 1.00 0.90 1.00 1.00 0.85 1.00 0.95 1.00 0.95 1.00 1.00 1583 1770 1671 1770 3539 1583 1.00 0.75 1.00 0.98 1.00 1.00' 1583 1392 1671 155 3539 1583 591 3539 495 35 5 10 gib 825 . 25:'.:Z 1...,W. 1225 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 538 38 5 11 228 897 27 22 1332 0 0 8 0 0 0 9 0 0 538 38 8 0 228: ].... 897 18 22 1332 Free Perm prn+pt Perm Perm 4 8 8' 2 6, Free 8 2 90.0 22.4 22.4 56.6 56.6 90.0 23.4 23.4 58.6 58.6 1.00 0.26 0.26 0.65 0.65 5.0 5.0 5.0 6.0 3.0 ' Y.0 3.0 3.0 1583 362 434 289 2304 0.00 c0.09 0.25 0.34 0.03 c0.42 0.01 0.34 0.10 0.02 0.79 0.39 0.02 0.0 25.3 24.8 22.1 7.3 5.5 1.00 1.00 1.00 1.00 1.00 1.00 0.1 0.1 0.0 13.3 0.5 0.0 0.1 25.5 24.8 35.4 7.8 5.6 A C C D A A 25.3 13.2 C 8 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 15 0.92 16 0 16 1900 1900 1900 4.0 4.0 4.0 1.00 0.95 1.00 1.00 1.00 0.85 0.95 1.00 1.00 1770 3539 1583 0.32 1.00 1.00 1583 235 0 92 255 130 125 Perm 22.4 23.4 0.26 5.0 3.0 484 0.01 0.03 24.9 0.86 0.0 21.3 11.2 2 6 56.6 42.1 58.6 44.1 0.65 0.49 6.0 6.0 3.0 3.0 1031 290 0.04 0.08 12.2 1.00 0.5 12.7 3 6 42.1 44.1 44.1 0:49 0.49 6.0 6.0 3.0 3.0 1734 776 0.38 0 08 0.16 12.7 1.00 0.4 13.2 8 0.77 18.8 1.00 3.3 22.1 20.6 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 16.1 0.79 90.0 78.0% 15 HCM Level of Service riggsfWiprWF,•Zig*. Sum of lost time (s) ICU Level of Service 8 0.0 D IrWeatitt relsburg Holt & Ullevig L:\05088\Synchro\AM 2025 Project.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue 1/24/2006 Lane Configurations Ideas Flow (vphpl) Total Lost time (s) Lane Util: Factor.:` Frt 0.99 Fit P}'otect'ed`" 'r, ` .n. ` Q S9 Satd. Flow (prat) :_1819 Flt 00f1iiftted 4+ 1900 ..19.0Q 4.0 1.00 Satd. Flow (perm) 1338 Volume (vph) 320 _695 75 Peak -hour factor, PHF 0.92 0.92 0.92 Adj. Flow (vph) 348 755 82 RTOR Reduction (vph) 0 3 0 Lane Group Fbw (vph) .. 0 1182. 0 Turn Type Perm Protected Phases 4'\ ;-, .., Permitted Phases 4 8 Actuated Green, G (s) - 67.4.'' `!'kt 67.4. Effective Green, g (s) Actuated g/C Ratio- ;'.,, 0.77 0.77 Clearance Time (s) 6.0 6.0 Vehicle Extension (s)3.0 3.0 Lane Grp Cap (vph) 1032 385 i/s Ratio Prot v/s Ratio Perm 04.880.14 v/c Ratio ''':i484.10: :-,`" 0.18 Uniform Delay, di 10.3 2.7 Progression Factor '= 8.75: 0.38 Incremental Delay, d2 Delay (s).,.,,,t17,7;-:.-!::1124411',41.f ^,. 2.0 Levet of Service F A Approach Delay (s) _ •0 . n; , ' , - Approach LOS F 'EBR �_ TWBI )r 1900 1900 4.0 1.00 1.00 0.95 1770 0.27 499 65 0.92 71 0 71 Perm 4- 1900 1900 4.0 1.00'° 0.99 1.00" 1838 1.00 ?` 1838 355 •. 35 0.92 0.92 386 38 3 0 421 0 1900':1A908;.: 4.0 1.00 0.94 0.99 1720 0.88 1541 45 40. 0.92 0.92 49. • 43 0 37 0 137 r 1900 `1900 1900 .1900 4.0 4.0 k -`r It� :' 1.00 1.0 1.00 0.85 0.97: .1.00 1801 1583 0.54 '' :1.00 1014 1583 75 45 20 0.92 0.92 0.92 82 49 22 0 0 0 0 0 71 Perm !?1 6.. -5; 8 ;' 67.4 69.4 69.4 69.4 73.2 0.9 0.77 6.0 3.0 Perm 2 11.6 12.6 , ;,' . ;r 'N''0.14:. 5.0 qhr--tr-R1---7.":4.6 3.0 11.6 18,0 0.92 196 169 Perm 11.6 2.6 0.14 5.0 3.0 222 12.6 1 0.14 5.0 3.0 1417 216 142 0.23a`..s? *'? ". . _ . _... ?! . c0.09 0.07 0.30 . ..:a'. 0.63 - 0.50. 3.1 36.5 35.8 0.37 <; :.'::. 1.00 .:1.0.0 0.5 6.0 1.6 'yrrFaf , 42.5 A 1.7 . ;40 :' .'t=i' 42.5 A D `4..6x;,: 2.8 38.5 D 35.3 D 0.02 0.12 33.9 1.00 0.3 34.1 C HCM Average Control Delay HCM :Va,i(rne to Capacity ratio', Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group ` n3 "' 53.5 HCM Level of Service 90.0 Sum of lost time (s) 105.5°Ia:. . iCU v I. .�� �ti. Le.Pr .. erviC6 15 8.0 G. Felsburg Holt & Ullevig L:\05088\Synchro\AM 2025 Project.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street LEI Lane Configurations 4 r ideal Flow (vp€f pl) 1900 1900 1900 Total Lost time (s) 4.0 4.0 0.0e Util. Factor, MM: 1.00 1.00 Frt 1.00 0.85 Fi'< Protected:�_-:� ` :r. . 0.95 1 00 Satd. Flow (prot) 1777 1583 Fit Per mftteclfirz'''''" g'"''.44;' 0.73 1.00 Satd. Flow (perm) 1352 1583 Volume (vph) 325 10 75 Peak -hour factor, PHP 0.92 0.92 0.92 Adj.. How. (vph) 353 11 82 RTOR Reduction (vph) 0 0 56 Lane Group Flow (vph) 0 364 26 Perm Perm Turn Type Protected Phases Permitted Phases 4 ActuatecrGreen, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle E=xtension (s) Lane Grp Cap (vph) v/s Ratio Prot: 44 4?r!$-A.4r'C°�- v/s Ratio Perm vfc Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s):' Approach LOS , HCM Average Control Delay HCM Volume to Capacity ratio. Actuated Cycle Length (s) Intersection CaOacity Utilization Analysis Period (min) c Critical Lane Group 4 27.0 28.0 0.31 5.0 3.0 4 27.0 28.0 0.31 5.0 3.0 421 492 c0.27 0.02 0.86.. 0.05 : 4Y, 29.2 21.7 1.00. 1.00 . =' 16.6 0.0 45.9 21.7 D C 41.4 D 11� 4 - 1/24/2006 i 4 r 1900 1900 1900 1900• 4.0 4.0 4.0 1.00 1.00 1.00 1.00 0.85 1.00 0.98 1.00 0.95 1817 1583 1770 0.87 1.00 0.35 1626 1583 650 5 5 15 130 0.92 0.92 0.92 0.92 5 5 16 141 0 0 11 0 0 10 . 5 141 Perm Perm pm+pt 8 5 2 8 8 2 27.0 27.0 52.0 52.0 28.0 28.0 54.0 54.0 0.31 0.31 - 0.60 0.60 5.0 5.0 5.0 6.0 3.0 3.0 3.0 3.0 506 492 483 1115 0.02 c0.44 0.01 0.00 0.15 ' 0.02 0.01 0,29 21.5 21.4 9.3 1.00 1.00 1.00 0.0 0.0 0.3 21.5 21.4 9.6 C C A 21.5 c 21.8 0.78 90.0 78.3% 15 1900. 1900 1900 1900 4.0 4.0 4.0 1.00: 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1859 1770 1863 1.00 0.23 1.00 1859 434 1863 745 10 35 395 0.92 0.92 0.92 0.92 810 11 38 429 0 0 0 0 821 0 38 429 Perm 6 6 40:4;7:''40.VO4.5 42.5 42.5 42.5 0.47 0.47 ..: 0.47 6.0 6.0 6.0 3.0 3.0 . .8.0 205 880 748 0.23 HCM Level of Service Sum of lost time (s) ICU Level of Service 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 0.92 163 86 77 Perm 0.09 0.05 0.74 0.19 0.49 0.10 12.9 13.7 16.3 13.2 1.00 0.94 0.95 1.15 4.3 1.9 1.8 0.3 17.2 14.8 17.3 15.5 B E3 B B 16.1 16.7 B g 8.0 D relsburg Holt & Ullevig Synchro 6 Report L:\05088\Synchro\AM 2025 Project.sy7 Page 3 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road Moi Lane Configurations Sign Control G rade Valume Peak Hour Factor Hourly flow rate (vPh) Pedestrians I Stoll: ' Free 0% 0% 195 55 300 0.92 0.92 0.92 1/24/2006 Free.{ �^ 0% 230 40 265 0.92 0.92 0.92 212.*:. 60 326 250 43 288 .. W_ Lank:MO dtb (ft) , mti�' Lt :;%t Walking "Speed (Ws) Percent 6)cckage 'I a .!�`j��'� r� d . ta 1. 5 •?:Fll� . Flight turn flare (veh) Median type s' . None, . pArAfthAMMOMireffacW Median storage veh) Upstream signal (ft)070.. �;r. 'fO'^ pX, platoon unblocked vC,'conflicting volume 701 vC1, stage 1 conf vol vC2, stage 2 conf vCu, unblocked vol 701 tC; single (s) 6.4 tC, 2 stage (s) tF (s) 3.5 p0 queue free % 45 cM capacity (veh/h) 387 •r mot T'r y RI' mss.. 32MAIA' ? �'¢�;_ •i;: •,x' =' ,i IIVICIRROWIMUM 326 576 6.2: ► , VS ` 4.1' :t ' ,y 'v' WAM .. SGT 3.3 ., Ziee-'."" 2.2 ':f � � ` '�'* RT 92 96>�r 715'. 997?Ai,'v^..0. .0MOV t` T hr ,I+�fi,$, Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 212 60 326 250 43 28 212 0 0 0 43 0 0 60 0 250 0 0 387 715 1700 1700 997 1700 0.55 0.08 0.19 0.15 0.04 79 7 0 0 3 25.0 10.5 0.0 0.0 8.8 G 8 A 21.8 tiJ 5 any.. r. 0.17 a_ :. VOIWItg.arjan 0 0.0 .,,, ' . ` `atta'Al4 Average Delay 5.3 lnters6ct'ron Capacity UtilizatioiiIMA' 39 05* ofSti iir Analysis Period (min) 15 .. 1 r _fir . �'-�i;. Felsburg Holt & Ullevig L:\05088\Synchro\AM 2025 Project.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 19: Elk Meadows Drive & Four Mile Road iVi¢Ge ri' B V$., Lane Configurations 4 Sign Control .•,; ,yds - n Sto Grade 0% Volume (ver/h) 70 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vph) ,: - 76 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage .4,4V Right turn flare (veh) M than type -' .KW Median storage veh) Upstt th. signal (ftylKSW pX, platoon unblocked vC cor filctirig voltirne - A = ' A 3s -W vC1, stage 1 conf vol 1►C2, stage 2 confvol 3�;F.:�^2' f_••is•.',•S;- F.. A2��CP.r�C••. �'.1C" C•F:;. +i vCu, unblocked vol 932 894 454 894 908 418 tC; single (s) ' i 4z.4 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) ='': ; 3.5 4.0 3.3 3.5 4.0 p0 queue free % 67 100 100 100 100 cM capacity (velli) 230 278 606 260 273. -srs 1/24/2006 Stop y .0 ., Frees 0% 0% 0 35 o 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 0. 38 's/`'O .418' _.::C. 0 11 ,fg:440z_; 385. '"`` 0 " ' 104X400:‘ .*2§ Volurrie Total ' ?`��'`;:,: �.�: =:fir-,.��. _ 76 Volume Left 76 Volume, Right( :a „'?:. 0 cSH 230 Volume to "Capacity 0.33 Queue Length 95th (ft) 35 C.ontrol Delay (s) 28.2 Larne LOS 0 Approach Delay (s) 28.2 Approach LOS ❑ Average Delay Intersection Capacity Utilization Analysis Period (min) VCkgelit 38 0 38 635 0.06 5 11.0 B 11.0 e 418 0 0 1094 0.00 0 0.0 3.3 94 635 0C . `• ON F' V. 467 418 ¢ 1 1 rte` .' 40 . 100 1094N 99 'fix ,:•;: . ��.�, , fix, :a�..ys�_• .. _� 478 .< 11 271j.t., 1141 0.01l > aa,i{" yet ... 0.3 ...ioM 't3a'�,. A 0.0 0.3 �,,';;uaa,.t:r`ccr f • • Felsburg Holt & Ullevig L:\05088\Synchro\AM 2025 Project.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue 1/24/2006 } Lane Configurations 4 f' Fiow (vphp1):::;'3 900 1900 Total Lost time (s) 4.0 4.0 Lane Uti1. Factor ` ,*�.,il 00 1.00 Frt 1.00 0.99 Fit Protected.'°'"`::.rk' .. 0:95 1.00 Satd. Flow (prat) 1770 1835 Fit Permitted ; : 0:50 o Satd. Flow (perm) 923 1835 Volume (vph) 320 695 Peak -hour factor, PHF 0.92 0.92 Adj. Flow (vph). 348 755 RTOR Reduction (vph) 0 3 Lane roup Flaw.(vph) 346V,,834 Turn Type Perm tl C 1900 1900 1900x;1900 1900. 4.0 4.0 1:00 1.00 ,. ;... 1.00 0.99 0.95 1:0D' 1770 1838 0.28.. 1.0 CiWgetek 515 1838 75 355 35 45 • 0.92 0.92 0.92 0.92 0.92 386 38 49 0 3 0 0 71 421.; .. 0 0' Perm Perm 82 0 Protect P;jiases . . . =::, , ;'O Permitted Phases 4 8 Actuated Geeri, G (s) 66:6 66.6. 10.1.t 66.6 Effective Green, g (s) 68.6 68.6 68.6 Actuated g/C Ratio 0,76 0.76 0.76 Clearance Time (s) 6.0 6.0 6.0 Vehicle. Exterisior (s). 3:0 3.0...,:4, 3.0. Lane Grp Cap (vph) 704 1399 393 v/s Ratio Prot c0.451eWn.. v/s Ratio Perm 0.38 0.14 v/c Ratio . :" :' '`.; 0:49 0.60a .� . 0.118 Uniform Delay, d1 4.1 4.7 3.0 Progression Factor .>':: 1.67 Incremental Delay, d2 1.6 Delay (s) 8.4 Level of Service A Approach Delay (s). Approach LOS gr;9. fro L: tiviapAL 1.67/ 1.2 A 8.8 A HCM Average Control Delay 13.2 HCM Volur kto Capacity rat o.`; � p.Y NI4.9 Actuated Cycle Length (s) 90.0 lih1or ietion C icity Vtiji.zatiori't 70;_t%d. Analysis Period (min) 15 P. Critical Lane Groupfr fir: 'A tr..4 z� 0.76 0.9 3.1 A 1900 1900 1900 4.0 1.00; 0.94 1900 4.0 ,.: "1.00 0:9 ''r: 0.97 �-. Y� Y--'� �- is �i;, 1720 1801 1583 0.89. _57 1 .00 1546 1068 1583 40 75 45 20 1'SfS 0.92 0.92 0.92 0.92 0.92 43 82 '49 22 196 40 0 0 0 167 134 0 0 71 26 Perm Perm r 1900 4.0 1.00 0.85 1:0� 2 6,; 6 6 ,;12,4x512.4 13.4 13.4 :M ;. 0.15 0.15 5.0 5.0 `gl. 3.0 159 236 2 66.6''qt, r r. . 12.4 68.6 13.4 0.76 '':.WOM4044a, 0.15 6.0 5.0 3.0" ;" ...n,• -S'''' 3.0 1401 230 0.23; r'4',. r;, c0.09 0.68 35.7 1.00 3.7 39.4 39.4 _K.. 0.30 3.3 0.78 0.5 3.1 A 3.1 A HCM Level of Service Sum of lost time (s) iC.0 Level,of,Seruic + ;,: ';` a.agfalktaq ' W`� 5-..u, r 9. ", D r•, e,. 8.0 0.07 0.02 0.45 0.12 34.9 33.2 1.00 1.00 2.0 0.2 36.9 33.4 D C Felsburg Holt & Ullevig L:\05088\Synchro\AM 2025 Project 4 lanes.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 1/24/2006 } My BX Lane Configurations 1.1 Ideal Fk5 (i phpl} 1900. Total Last time (s) 4.0 Lane.Utii., Fact :1.00 Frt 1.00 Fit Protected' `;'"•7411; .:7 f ; 0.95 Satd. Flow (prot) 1770 Flt Permitted- 0.73 Satd. Flow (perm) 1368 I. '- - 4\ t P 4, 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 1900 4.0 1.00 0.85 1.00 1583 1.00- 1583 Volume (vph)., Peak -hour factor, PHF Adj. Flow (vph) :.:; RTOR Reduction (vph) Lane. Group Flow (vph) Turn Type Protected Permitted Phases Actuated Green, G (s) Effective Green, g (s) MtUated g/C Retie Clearance Time (s) :Vehicle Lane Grp Cap (vph) r/s Ratio Prot 120 .4 . - 229 0.92 0.92 0.92 130 4 249 7 0 0 0 0 130:. 4.:..249 7 Perm Free Perm 4 Free 8 16.1 16.1 120.0 16:1 17.1 17.1 120.0 17.1 0.14 0.14.4.' 1:00' . 0.14 .. 5.0 5.0 5.0 c�s;:�_:... 3.0 3.(J� - ,.� 3.0 195 265 1583 200 0.00 tt r_ 1900.::1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 4.0 1.00 • 1 A```i?. 1.00 0,95 1.00 0.97 1.00 1.00 0:95 1-dt7 `' %P5 1.00 1770 1807 1770 3539 0:76. 100j2...:,100.. 1407 1807 595 3539 411-'''6. '26: - 6. 304 852 0.92 0.92 0.92 0.92 0.92 28 7 330, 926 v/s Ratio Perm ' c0.10 v/c Ratpa 0.67 Uniform Delay, di 48.7 Progression Factor : '`i . . 1.00 Incremental Delay, d2 8.3 Delay (s) 57.1 Level of Service Approach Delay (s) Approach LOS fla ;11.t E 0.16 0.00 0.02 =?:0.16 0.04 44.2 0.0 44.3 1.00`' ;1.00. 1.00 0.0 0.2 0.1 44.2;31:0.2 44.4 D A D 20.0 B HCM Average Control Delay 9.1 HCM Volume tq Capacity ratio .; ?` ` 0.56 Actuated Cycle Length (s) 120.0 Intersection Capacity U i lzativ8: ; 58.8% Analysis Period (min) 15 c Critical Lane Group"°' zr i,.:2 . 6 0 0 0 9:... 0: 330. 926: pm+pt 5 2, 2 2 16.1 lack, 92.9 92.9 92.9 17.1 94.9 94.9 94.9 0.14;wo,i.•,;: ' 0:79. 0.79 0.79 5.0 5.0 6.0 6.0 30.",x`.3.0 . 3.0: .3.0 257 604 2799 1252 0.02 ?, c0.06 0.26` c0.37 0.11 0.55 0.33 44.8 4.3 3.6 1.00 1.00 1.00 0.2 1.0 0.3 45.0. 5.3 3.9 D A A 44.9 4.2. D A 1.00 0.85 1.00 1583 1.00 1583 3 0.92 3 2 Perm 0.00 0.00 2.6 1.00 0.0 2.6. A 1.00 1.00 0:35. 1770 0:1 575 3 0.92 3 0 3 Perm 6 75.3 77.3 0.64 6.0 3.0 370 tie 4.0 D 95. 1.00 1.00. 3539 1.00. 3539 675 0.92 734 0 734 6 75.3 77.3 0.64 6.0 3.0 2280 0.21 0.01 0.01 0.32 7.6 9.6 1.00 1.00 0.0 0.4 7.7 10.0 A A 97` A 1900 4.0 1:0Q 0.85 1.0.0 1583 11)1) 1583 144 0.92 157 56 101 Perm 6 75.3 77.3 0,64 6.0 3.0 1020 0.06 0.10 8.1 1.00 0.2 8.3 A HCM Level of Service Sum of lost time (s) 8.0 ICULevelof Ssrvice _ VAT Felsburg Holt & Ullevig L:\05088\Synchro\PM Existing.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue Nt 4~-t P mowkiiiiimistiaiRozwEismumwsezzaminital 1/24/2006 Lane Configurations lii 4 fr Sign Conti-Wig.Mal.W:;- ; rF Fee - 101MACC Freetv Stop ., Grade 0°/o 0% 0% Voiume (v9h/h) ifF044*.• :84:1 30 l'''53 371 50 28,.;,. 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 .0.92 Hourly flow rate (vph)-Y".:...:1:,i :91 284 33 58 403 54 - 30.,:- 65 Pedestrians Lang.WRO JR Waking Speed (ft/s) Percent EtlOokae -•NI Right turn flare (veh) MedT6iftVpq Median storage veil). WROViffieilektialSONO. Upstream signal (fOrt*v pX, platoon unblocked vC, conflidifig volurne vC1, stage 1 conf vol Stop 65 46 60 32 0.92 092 0.92 0.92 71 50 65 35 Witt:416:18VMW.-MIMANNIMMIL-_-.),Ij 'i.*MY,VVegf:3413:.3:5W. • iffakf,Mx. SOMAMIZONT055 300 1-118 045 436 vC2, stage 2 conf voli:01035,santrtf,'‘.V.401,1*ffi, , 4 e • -,_ • 1016 1055 300 1118 1045 430 Wiprok. 7.1 6.5 6.2 7.1 6.5 6.2 vCu, unblocked vol 458 316 go.ingle (s) 4.1,..:00:g400t 44* tC, 2 stage (s) , 2.2 p0 queue free % 92 eM capacity (yeh/h). i103 UAW Volume Total 408 Volume Left 91 Volume Ftiglx::16,1*,17 33 cSH 1103 Voluni-e to Caiiab6.r 0.08 Queue Length 95th (ft) 7 control Delay (s) 2.6 Lane LOS A Approach Pelay (s) 2.6 Approach LOS Average Delay tntersection Capacity Utilization Analysis Period (min) 14te Z:414"Me- AW, 3.61' 4.0 3.3 95 54 75 91 12 :44gatgagn41055. •197 740 3.5 4.0 3.3 72 85 90 123 200 ";tt'25 58 458 186 58 0 71 35 0 54 65 1244 1700 233 0.05 0.27 0.80 4 0 148 8.0 0.0 62.1 A 0,910kNott62.1 F 65 'MFROMIIMMIMONKAAR 318 0.41 ,,,-*W,,410/cir'AttA 'filasiVagA;7Vel -14eFA 48 27.0 ..A.C.MAttiiiaariffenigtigigt 27.0 D 13.4 69.1%4 ICU Level of Seivide 15 C relsburg Holt & Ullevig L:\05088\Synchro\PM Existing.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street e Lane Configurations Sign Control; Grade Volume (vehlh) Peak Hour Factor Hourly flaw rate (vph) Pedestrians 4)0'40 (it) Walking Speed (ft/s) Percent'BWO(Oge Right turn flare (veh) Median type Median storage veh) Upstream signal ( pX, platoon unblocked C; pat C in_g voii vC1, stage 1 conf vol ),i_02, sti g+r` 2 Conf vol' r , vCu, unblocked vol 805 lc, single ($) . 7.1. tC, 2 stage (s) tF (s}, :j` 1-- 3.5 p0 queue free % 52 414.00acity (veh/h) 4? 126 0 0.92 0.92 137. 0 ,.> Stop ;1aFree.. 50 0 0 0 65 249 0.92 0.92 0.92 0.92 0.92 0.92 54.. r: 0.:•.. 0;`s 71 271 R 1. Volume• Total .. 137 Volume Left 137 Volume: Right . 0 cSH 285 Vortirtl to Capacity 0.48 Queue Length 95th (ft) 61 Control Delay, (4, 28_.8 Lane LOS ID Approach Delay (s).: • 23.8 Approach LOS C 805 393 6.5 4.0 3.3 100 92 294 655. • 1/24/2006 _ $l138 F e kl'0 " 0 228 260 0-92 0.92 0.92 0.92 0 0 248 291 Mil_..rEeNte4MMOSW4r- M69614' vanowswevamo Y Y.' 1 pongt TIMORMAIMATMAIMSNIVZIAMM 714 951 271 539 7.1 6.5. 6.2' MatatrIPX. .44A- 271 4.1 Sg.100X4 3:5 4.0 3.3.. ': "41 # .:• 100 100 100 93 301 242 768 10299:;, 54 0 0 71 271 0 0 0 54 0 0 655 1700 1700 0.08 7 11.0 B 0.00 0.00 0 0 0.0 0.0 A A 0.0 A Average Delay 4,8 inters' c"{ior 'G pacify Utilization 49:4 Analysis Period (min) 15 71 0 0.. 0 1029 1700 0.07 0.16 6 0 8.8 0.0 A 1.8 z. 2.2 ' MO 100 v;Te3 It 1293 :`,:MIga* 0 539 0 0 0 2.;>: 1700 1700 0.00 0 0.0 WittitriMt 0.0 !sitommowrieMtMkan ICU Level of Service', cM': i `r :, . •v _ ' ' v r .-elsburg Holt & Ullevig L:\05088\Synchro\PM Existing.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road *Re Lane Configurations Sign Control: ... Grade 0% Volume veh/h f , 4 Peak Hour Factor 0.92 0.92 _Hourly flow rate (vph) ;. ? 0 96: Pedestrians Lane Width (ft).. }Y " ; 4a4" . 6 a .-}'. q R .. yy t' Walking Speed (ft/s) Percent Blockage., :nt :;µ Right turn flare (veh) Median t �... • Yo e rWO��»�r � � ak- 1/24/2006 0.92 0.92 0.92. 0.92 . :141- . :.nbrK .. f SRMV _ `� Median storage veh) Upstream signal (ft)S �" pX, platoon unblocked A vC, conflicting. volume 352 '-'1**71,1PA?NiXtr.4.natMegaiWRE vC1, stage 1 conf vol vC2; s! e 2 con vol 4 j n�i Syy,Qy s"", Y. . n��.Y J f.eX.. .�r..�W:�it+J .�!9.4F,yJ11 S�C V14:: �,: M-CZOM iL VIRS F vCu, unblocked vol 352 144 147 '�� tC, single (s) w= k. 6.4 6.2..�- • 711 t iSIKON, ;o . NIONOW tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Volume Total Volume Left Volume Right cSH 3.5 100 615 903 `t435 - 3.3 W ... _ s . 2 ZeW5 89 95 Volume to Capacity 0.11 Queue Length 95th (ft) 9 Control Delay (s): 9.5 Lane LOS A Approach Delay (s) . •,x:9.5 Approach LOS A Average Delay Intersection Capacity Utilization Analysis Period (min) 147 139 0 68 5 0 1700 1435 0.09 0.05 0 4 0.0 4.0 A 0.0 4.0 3.8 20.7% 15 . F .hal,' *AffiAM 'I'll rhilw? ICU Level of Service R`(•. :�n.4"'N;..^•TSS •:.Fs MairMAWiMirATRW Felsburg Holt & Ullevig L:\05088\Synchro\PM Existing.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 f "Nt 51-10-gfi. .4\ Lane Configurations Ideal Row (vphpl), Total Lost time (s) Lane Utii: Ea6tor4 1.00 Frt 1.00 Flt Protected TOrW.- 0.95 Satd. Flow (prot) 1770 Fit Permitted 0.73 Said. Flow (perm) 1364 Volume (vph) 180. Peak -hour factor, PHF 0.92 1900 4.0 Adj. Flow (vph) 196 RT0Fi Reduction (vph) 0 Lane Group Flow (vph) 196 Turn Type Perm Protected Phases Permitted Phases 4 Actuated Green, G (s) 16.8 Effective Green, g (s) 17.8 Actuated gfC Ratio 0.20 Clearance Time (s) 5.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 270 v/s Ratio Prot vls Ratio Perm c0.14 WO Ratio 0.73 Uniform Delay, dl 33.8 l'rogression Factor 0.88 Incremental Delay, d2 5.8 Delay(s) 35.6 Level of Service Approach Delay (s) Approach LOS HCM Average Control Delay HCM Volume to Cappity ratio Actuated Cycle Length (s) intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1900 4.0 1.00 1.00 1.00 1863 1.00 1863 5 0.92 5 0 5 16.8 17.8 0.20 5.0 3.0 :'.",5!tic-:4i'T 3.0 368 1583 278 0.00 0.21 0.01 0.21 29.0 0.0 .1.00 0.0 0.2 25.9 0.2 C A 13.3 1900 190A: 4.0 4.0 -1,0p 0.85 1.00 1.00 '0:95 1583 1770 1.00 0.75 1583 1405 310 5 0.92 0.92 337 5 0 0 337 5 Free Perm Free 90.0 90.0 1.00' 1900 1900 1900: 4.0 4.0 1.00 • .,.. 1.00 0.98 1.00 1.00 7.W" 0.95 1826 1770 1.00 -Aaei, p.23 1826 429 30 5 385 0.92 0.92 0.92 33 5 418 4 0 0 34 0 418 pm+pt 5 8 2 16.8 62.2 17.8 17.8 64.2 0.20 0.20.!..virm. 0.71 5.0 5.0 5.0 3,0 .-AirtniOgi: 3.0 361 588 c0.15 0.00 c0.36 0.02 0.09 0:71 0.40 29.1 29.5 8.5 5.2 1.00 1.90 .1.00 1.00 0.0 0.1 4.0 0.5 29.1 2.g..g.-1W 12.5 5.7:.: C C 13 A 29.6 7.6 C A 1/24/2006 ft ft 1900 1900 1900 -1900' "1900 4.0 4.0 4.0 4.0 4.0 0.95 1.00 1.00 0.95 • 10 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.95 1.00 3539 1583 1770 3539 1.00 1.00 0.28 1.00 3539 1583 522 3539 940 5 5 745 0.92 0.92 0.92 0.92 1022 5 5 810 0 1 0 0 1022 4 5 810 Perm Perm 2 .1t,-4.4,filiZ 6 2 6 6 62.2 62.2 39.3 39.3 39.3 64.2 64.2 41.3 41.3 41.3 0.71 0.71 0.46 0.46 0.46 6.0 6.0 6.0 6.0 6.0 3.0 3.0 3.0 3.0 3.0 2524 1129 240 1624 726 0.29 0.23 001 0.07 0.02 0.50 0.14 13.3 17.1 14.1 1.00 1.0o41,00 0.2 1.1 0.4 13.5. 18.2;1#14.5 B B 1.00r 1583 1.00 1583 210 0.92 228 123 105 Perm 0.60 0.00 3.7 1.00 0.0 3.7 A 12.3 HCM Level of Service 8 0.70 Atk, 90.0 Sum of lost time (s)8.0 68.6% Icy.4yel of Service...MMWOAIW4VF 15 •".' . - a4r01:4 Felsburg Holt & Ullevig L:\05088\Synchro\PM 2010 Base.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue 1/24/2006 Lane Configurations Ideal Flow. (v i pl : _ - 1900 Total Lost time (s) Lane Util. Fact* Frt Fit Protected;' Satd. Flow (prat) Fit Permitted Satd. Flow (perm) Volurne (vph) 195 Peak -hour factor, PHF 0.92 Adj. Flow (vph) 212 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated gtC Ratio ;;• giAt. Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot ill's Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1900 1900 1900 1900 1900. 4.0 1.00 0.99 0.98 1820 0.62 1139 • 315' 0.92 429. 2 6774i 4.0 4gi: 1.00. 1.00 0:95. 1770 0.41 767 60 0.92 65. 0 65 Perm 35 0.92 38 0 0- 41 _ _q,.:. . . 8 65.1 67.1 67.1 0.754416W. ; .0.75; 6.0 6.0 3.0: Ir '.' 3.0 849 572 c0.59 0.08 0.80: 1 7.2 3.2 1.3i:. 0.43 6.8 0.3 16.2 B 16.2;4.4ke B 4.0 1.00.•.. 0.99 0.95 1.00',.; l:71.. .' ' .�-s.'° 0:98. 1835 1741 1,00".4007.W 0.85: 1835 5:10' 0.92 554 4 610 I V�LL'.l r•r 4/ 1900 1900 1900 1900 4.0 1-.043 65.1 67.1 0.75 6.0 3.0 1368 0.33 0.45 4.4 0.83 0.8 1.7 4.5 A A 4.2 A lf. 55. 0.92 60 0 0 70 0.92 76 0 0 Perm 2 1500 50 0.92 54' 23 178 2 13.9 14.9 0.17 5.0 :4,1::3s••m..;fr3.0 248 c0.12 . . 'i:• 012 35.6 `' '' °' `' 1.00 9.6 l'' .. 45.2 WA . 45.2 D HCM Level of Service Sum of lost time (s) 8.0 ICU Level 65 0.92 71 0 0 35 0.92 38 0 0 Perm 6 4 1900 4.0 1.00 1.00 0.97 1'.00 1814 1583 0.70 1..00 1300 1583 30 165 0.92 0.92 33 179 0 149 71 , 30 Perm rf 1900, 4.0 14,0 0.85 6 13.9. 14.9 0.17 5.0 6 13.9 14.9 0.17 5.0 3.0 3.0 215 262 0.05 0.02 0.33.. 0:11 33.1 31.9 1.00 1.0 0.9 0.2 34.1.:. 32.1 C C 32.7 C Felsburg Holt & Ullevig L:\05088\Synchro\PM 2010 Base.sy7 Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street 1/24/2006 Lane Configurations Ideal Flow (vphpl) X1900 1900 Total Lost time (s) 4.0 Lane Util. Factor 1.00 Frt 1.00 .: ....., Flt Protected- `� ���;`,� <�: � ' 0.96 Satd. Flow (prat) 1777 Fit Permitted :t'•- w`J,;;':0+''0.72 Satd. Flow (perm)' 1337 Volume (vph) 280 10 Peak -hour factor, PHF 0.92 0.92 Adj.. Flow (vph) 304 11 RTOR Reduction (vph) Lane Group Flow (vph) 0 315 17 Turn Type Perm Perm Protected Phases 4 Permitted Phases 4 Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot;- v/s Ratio Perm c0.24 0.01 v/c Ratio Uniform Delay, di 29.9 23.1 Progression Factor 1.00 , :1.00 Incremental Delay, 02 Delay (s) Level of Service Approach Delay (s) Approach LOS OWL r18# km, 4 1900 1900. 1900 4.0 4.0 1.00. is;': 1.00 0.85 1.00 1.00 _*!"-• 0.98. 1583 1817 1.00 0.84 1583 1572 55 10 10 0.92 0.92 0.92 60 11 11 1900 4.0 1.Op 0.85 1.00 1583 1.00 1583 45 0.92 49 0 0 43 0 0 35 4 24.9 24.9 25.9 25.9 0.29. 0.29 5.0 5.0 3.0 .: 3.0 385 456 L.T. ,. .•Y" 0 Perm 8 11_I3L 111 1900 4.0 1.00 1.00 0.95 1770 0.46 862 70 0.92 76 'IBTTIF'BF' AS T'.r: s9 1900 1900 1900 1900 4.0 4.0 1.00 . 1.00 1.00 1.00 4.0 4.N0 1.00 11f20, 1.00 0.85 1.00'''' 0.95 1.00 1'.00 1853 1770 1863 1583 1.00 4 4k 0.56 1:00 1.00 1853 1044 1863 1583 295 '3!''"10 . 55 285 405 0.92 0.92 0.92 0.92 0.92 321 11 60 310 440 220 220 Perm 0 1 0 22 . .14 76 Perm pm+pt 8 8 2 24.9 24.9 54.1.. 25.9 25.9 56.1 0.29 ..0.29. 0.62 5.0 5.0 3.0.:. 3.0 452 456 0.01 0.05 23.2 1.00 12.7 0.0 0.0 42.5 .x''23.1 ;;. 23.2 D C C 39.4 .�; ,` 4.- '.: 23.1 D C 0.01 0.03 23.0 1.00 0.0 23.1 C 5.0 3.0 609 0.01 0.07 0.12 7.2 1.00 0.1 7.3; A 0 331 0 60 310 Perm 2. 54:1 56.1 0.62 6.0 3.0 1155 c0.18 0.29 7.8 1.00 0.6 8.4 A A 6 6 45.0 45.0 OLP. 0.50 0: fJ;. 6.0 6.0 ,;n . .r 3.0 ..' 3`(}r' 6 43; 45.0 0.50 6.0 522 932 792 c0.17 =£' 0.06 0.14 0..11 0.33 0.28 11.9 13.5 13.1 0.81 0.86: 1.19 0.4 0.9 0.8 10.1 12,4 16.4 B B B 14.4:4k E3 HCM Average Control Delay .-ICM Volume to Capacity ratio 'F Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group: 18.9 0.50 90.0 52.2% 15 Ity HCM Level of Service Sum of lost time (s) ICU.140A1 vf. $0 -vice 8 12.0 A. F • :.:4.7 .-f.L•S}�-54i'bk ��.�Y �fllir f Felsburg Holt & Ullevig L:\05088\Synchro\PM 2010 Base.sy7 Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road ,Maven ;ent Lane Configurations Sign Control` �'� 'Stop. Grade 0% Volume (veh/h). '; 04 .'` 0 95 Peak Hour Factor 0.92 0.92 Hour)yfjow rate (vph) 0 103 Pedestrians Lane Width (it) Walking Speed (ft/s) Percent Blockage . :, Right turn flare (veh) Median type Median storage veh) Upstream signal (tt).. pX, platoon unblocked vC, conflicting volume vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, s1ngle (s) tC, 2 stage (s) tF (s) 3.5 p0 queue free % 100 cM capacity (veh/h) •• 521 t 1/24/2006 Free ;'�",:. Free 175 ' '` 5 0.92 0.92 0% 7d% 115 0.92 0.92 76°_1.25. �Ma-e:�i^LtR•-•. .rte Pr 5.1 i4•v.JI ASI.' •1 1.,y!`,::'!'L;• m :f M .. ._ . . tin..' ,. IA None0''1C_ +� y *e, moo. . r�rFarYi^. ty >. ;. �; `��:-w. L; iv' Tom•. ..:t �� Y..-! . k. i 7 S. ARAM 470 } t2 `.1;1? • 470 193 y�j�L 196 ..6.4 6.2•,ti Vol urn e Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay Lane LOS Approach Delay (s) Approach LOS Average Delay Intersection Capacity Utilization Analysis Period (min) 103 0 103 849 0.12 10 9.8 A 9.8 A 96 ' 201`'" 0 76 5 0 1700 1377 0.12 0.06 0 4 0.0 3.2 A 0.0 3.2 3.3 26.1% 15 . "', r';. k.'`ey^fir y •IES O `- �•u �fy�. _ iOry•.; T, �1:rV:; c�x.�ry tis rr ::9Sr` .. •, n: ICU Level of Service e;r,� u� �iVh+Yv..-TA �E{7Y}Y '�lI •'7}:fj• 1'v�lr-'t,Y�[?! •� _�• r{I•�'`r : i Felsburg Holt & Ullevig L:\05088\Synchro\PM 2010 Base.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 Lane Configurations IdeaI idW (v`ih'pi) Total Lost time (s) Lane Util. Factor Fit Flt Protected . Satd. Flow (prot) Fl =P itted. Said. Flow (perm) Volume (vph) Peak -hour tactor, PHF Adj.;. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phaes'' <';'.' .: Permitted Phases 4 Actuated Green, G (s) 17.1 Effective Green, g (s) 18.1 Actuated gfC Ratio 0.20 Clearance Time (s) 5.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 274 v/s Ratio Prot v/s Ratio Perm c0.16 v/c Ratio t� `; 0.77 Uniform Delay, di 34.0 Progression Factor 0.92 incremental Delay, d2 4.5 ;Delay (s) : 35.8 Level of Service D Approach Delay (s) Approach LOS 1900 4.0 1.00 1.00 0.95 1770 0.73 1364 195 0.92 212 0 212 Perm HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization •, Analysis Period (min) c Critical Lane Group •r_-.k`ir�F+ 1900 4.0 1.00 1.00 1.00. 1863 1.00. 1863 5 0.92 5 .. 0 5 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 340 0.92 370 0 370 Free 1900 1900 4.0 4.0 1.00 1.00 1.00 0.98 0.95 1.00 1770 1826 0.75 1.00 1405 1826 5 30 0.92 0.92 5 33 0 4 5 34 Perm 4 .. 8 Free 8 17.1 90.0 17.1 17.1 18.1 90.0 18.1 18.1 0.20 1.00 0.20 0.20 5.0 5.0 5.0 3.0 3.0 3.0 375 1583 283 367 0.00 0.02 0.01 28.8 0.93 0.0 26.7 C 13.2 8 0.23 0.23 0.0 1.00 0.1 0.00 0.02 28.8 1.00 0.0 0.1» 28.8 A C 14.1 0.76 90.0 72.2% 15 0.09 29.3 1.00 0.1 29.4 C 29.3 C 1166'; '1'90C1 4.0 ,04-c;„-. 1.00 too tim'0:95 1770 0.21 395 5:. 435 0.92 0.92 5 473 0 0 o . 473: pm+pt 5 2 61.9 63.9 0.71 5.0 3.0 618 c0.19 c0.36 0.77 12.7 1.00 5.6 5.8 B" A 9.8 A I Y40.1; i_: gr 1/24/2006 1 ft 1900 1900 1900 1900 4.0 4.0 4.0 4.0 0.95 1.00 1.00 0.95 1.00 0.85 1.00 1.00 1.00 1.00 0.95 1.00 3539 1583 1770 3539 1.00 1.00 0.28 1.00 3539 1583 522 3539 940 5 5 745 0.92 0.92 0.92 0.92 1,022 5 5 810 0 1 0 0 1022 4 5 810 Perm Perm Perm 2 6: 2 6 6 61.9 61.9 35.8 35.8 35.8 63.9 63.9 37.8 37.8 37.8 0.71 0.71 0.42 0.42 0.42 6-0 6.0 6.0 6.0 6.0 3.0 3.0 3.0 3.0 3.0 2513 1124 219 1486 665 0.29 0.23.. 0.00 0.01 0.07 0.41 0.00 0.02 0.55 0,16 5.3 3.8 15.3 19.6 16.2 1.00 1.00 1.00 1.00 1.00 0.5 0.0 0.2 1.4 0.5 3.8 15.5 21.1 ' 16.8 A 0 C 8 20.0 C tt ff 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 235 0.92 255 148 107 HCM Level of Service Sum of lost time (s) 8.0 ICU Level of 'Soriiic . - •;; r Felsburg Holt & Ullevig L:\05088\Synchro\PM 2010 Project.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue Lane Configurations.r kW: F Qw Q i pI } :: u,` 900 1900 1900 Total Lost time (s) 4.0 Lane, .t;i Fad;_ r�r 1.00 Frt 0.99 Flt Protected .•; ;' . w':; :.. 0.98 Satd. Flow (prat) 1821 Flt Permitted ,..4.10:VOW 4•R: 0.55 Satd. Flow (perm) 1015 Volurne (vph) 440 35 Peak -hour factor, PHF 0.92 0.92 0.92 Adj. Flow (vph) 239'n 478 38 RTOR Reduction (vph) 0 2 0 Lane Group Flow (vph) • 0 753 0 Turn Type Perm Protecteci:Phases'''':"r.4 Perm itted Phases ActuatedGPeen;'G (s) Effective Green, g (s) Actuated g/C Ratio ,_:,;; Clearance Time (s) Vehicle FxtensiOn (s) Lane Grp Cap (vph) v/s Ratio,: Prot.*.w v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor' Incremental Delay, d2 Delay (s) Levet of Service Approach Delay (s) Approach LOS 65.1 67.1 0.75 6.0 3.0 757 c0.74 0.93x. 11.3 1.23:#,'. 29.2 43.90D D HCM Average Control Delay 27.3 11Mx=Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 90.0 ;E rsection Capacity Utilization 98.7% Analysis Period (min) 15 c Critical Lane Group '140 1/24/2006 ti:1�%Gi:i i` lIVE3T g ` �'a � 8 � 1� R�:a N�3j=.<::F.��l� ���N R 1900 1900. 1900 1900 1900 1900 1900 1901 4.0 4.0 4.0 4.0 1.001010 • too is1.60 1.00 0.99 0 95 1.00 0.85 1900 4.0 1,0o. 1.00 1770 0.36 717 60 0.92 65. 0 65 Perm 8 65.1 67.1 0:75. 6.0 3.0 535 1.09,W _ .. 1839 1839 585 55. `70 0.92 0.92 0.92 636 60 76 4 0 0 692. 0 0 Perm -817441ci 2 65.1 +•': 1/4 67.1 0.75 6.0 1371 0.98:':`_` .... =-NW- 0.97 1741 0.85 1500 50' 65 35 0.92 0.92 0.92 54 ' 71 ' 38 23 0 0 178 ' 0 0 Perm 2 6 13.9 14.9 0.17 5.0 3.0. 248 0:384 '' '' VIA- 0.09 c0.12 0.12 0.51,; 0.72 3.2 4.7 35.6 0.41 0:91 l"'> 1.00 0.4 1.0 9.6 1.7 5.3e `, 45.2 A A a D 5.0 IftWf''',!Mtc 45.2 A D HCM Level of Service Sum of lost time (s) ICU Level pf•5ervice.:, - WSW C 1814 0.70 1300 30 0.92 33 0 71 6 ..:1x40 1583 1.00 1583 210 6.92 228 190 38 Perm 6 13.9 13.9 14.9 14.9 0.17 0.17 5.0 5.0 3.0 3.0 215 262 • 0.05 0.33 33.1 .1.00' 0.9 34.1. c 32.8 C 0.02 0.14 32,1 1.00 0.3 32.4 c Felsburg Holt & Ullevig L:\05088\Synchro\PM 2010 Project.sy7 Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street 1/24/2006 P \. I, KranaikrargaSIBMICIVAIVOMAND:AMITKNBLN...101WEARAMMINge Lane Configurations 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 1.00 0.85 1.00 1583 1.00 1583 405 0.92 440: 220 220 ideal ROWTViiii01) 1900 1900 Total Lost time (s) 4.0 Lane Util. Factor,44#0*: 1.0.0 Frt 1.00 Fit Protected AgArelm• 0.95 Satd. Flow (prot) 1777 Flt Permitted:Yr4r 0 72 Satd. Flow (perm) 1337 )4§4,p(vph), '280:4,, 10 Peak -hour factor, PHF 0.92 0.92 Adj. Flow (vph) 304 11 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Perm Protected Phases Permitted Phases 4 Actuated Green, G (s) 25.1 Effective Green, g (s) 26.1 Actuated g/C Ratio 0.29 0.29 Clearance Time (s) 5.0 5.0 Vehicle Exterieroh (s) .q'Ar2',:i':PK:3.0 3.0 Lane Grp Cap (vph) 388 459 YitUOtiP Prof.4e' v/s Ratio Perm c0.24 0.01 0 315 4 :i'Ob701'; 1900. 4.0 1.00 0.85 1.00 1583 1.00 1583 55 10 0.92 0.92 60 11 43 0 17 0 Perm Perm 8 4 25.1 26.1 v/C Raty) . 'r11,$.„. 0.81 0.04 Uniform Delay, di 29.7 22.9 Progression Factor 4 1.00 1.00 Incremental Delay, d2 12.2 0.0 Delay (s) 41.9 23.0 Level of Service 0 C Approach Delay(s)4' 38.14t040, Approach LOS D HCM Average Control Delay 17.5 HCM Volume to Capacity ratio 'Art -I • 0.58 Actuated Cycle Length (s) 90.0 Intersection Calii00 yti4ation4,: 57.9% Analysis Period (min) 15 c Critical Lane Group ;#2.-;_igg-ikgi, •••` .1? fi/PrfAZIat 1900 1900 1900 4.0 4.0 4.0 1.00 1.00 1.00 1.00 0.85 1.00 0.98 1.00 0.95 1583 1770 1.00 0.36 1583 666 45 70 0.92 0.92 49 76 35 0 14 76 Perm pm i -pt 8 5 8 2 1817 0.84 1573 10 0.92 11: 0 22. 1.90 1.00 1.00 0.95 1855 1770 1.00 0.52 1855 974 365 10 55 0.92 0.92 0.92 397 11 60 1 0 0 407 0 60 Perm 2 6 1.00 1.00 1.00 1.00 1.00 1863 1.00. 1863 405-. 0.92 440 0 440 25.1 25.1 53.9 53.9 1'Ar 43.1 26.1 26.1 55.9 55.9 45.1 9.29 0.62 0.62 0.50 5.0 5.0 5.0 6.0 6.0 3.0 3.0 3.0 3.0 3.0 456 459 497 1152 488 0.01 c0.22 0.01 0.01 0.08 0.06 0.05 0.03 0.15 0.35 0.12 23.0 22.9 8.0 8.3 11.9 1.00 1.00 1.00 1.00 ;Ig. 0.76 0.0 0.0 0.1 0.9 0.4 Y•23.1 22.9 8.2 9.1 9.5 CC A A A 23.0 9.0 •-45-4,1','uf41, C A Perm 6 6 43.1 43.1 45.1 45.1 0,50 0.50 6.0 6.0 3.0 934 793 00.24' ir:: 0.14 0.28 13.0 0.91 0.8 12.8 8 0.47 14.7 0.84 1.5 13.7 B 13.0 B HCM Level of Service .01!, Sum of lost time (s) 12.0 ipu Level of S!jvic!? ,i4tIfiR1W4rAtr. 41W.,f&-Vg. Felsburg Holt & Ullevig L:\05088\Synchro\PM 2010 Project.sy7 Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road Lane Configurations Sigffealitrol Grade Volume (veli/h)' Peak Hour Factor (-194.0.0trAV:(01) Pedestrians StblU. 0% af,#' 95 0.92 0.92 O.1O3 t 1/24/2006 Frea!'-.)C,VrAndtk,E, 0% 245 8 ¼ 70 0.92 0.92 0.92 266 5 76 Lane Width, (ft) "Oliit*SAA Walking Speed (ftis) Percenft4160466 .44„,%6Ragalre Right turn flare (veh) Median type Median storage veh) Upstream signal (ft)14yookix pX, platoon unblocked ygi,AdnfliaifViilurne vC1, stage 1 coni vol VC2, stage 2 bonf Vol vCu, unblocked vet 677 tC, singe (s) 6.4 IC, 2 stage (s) tF (s) p0 queue free % cMicapacity (veh/li) "ko 3.5 100 394 PrOlate.i4.,* ,atiMF4,0{. Volume Total. 103 Volume Left 0 Volume Right :MOM(' 103 cSH 770 Whit t'a poolti 0.13 Queue Length 95th (ft) 12 Control Delay (s) 10.4 Lane LOS Approach Delay (s) 10.4 Approach LOS • :Pa" Oantg M4.5. MOW WIN • - 0% garff 0.92 attiihr**0--` 091WelptintagpitAW::,1„.. 2601.MO:tetW g72,4k" „nk.4.01 269 272 62 NiVAidiaar r.WitatneW '6" Va...-e.'144 .tr.:131t4P:954110:010Wel P 1-. 3 .341E4: -VitleigrAppfsVely., .!1144V43.-1* 87 94 70 332" 76 fifer'T?:1477-• ,W11;.U.VP" =.• 76 5 0 AZIV.I.,01MINAVVOSTAFF),? -7\VW•it-RAV'Aegl 1700 1292 0.16 0.06. 0 .IpttintION:WW 0 5 9.01. 2-3 .,aleetrAWAt'ligSktfrie-- '44g,tisZVvit5r1k4g „ , • A 0.0'Vf 2.3 a-i,,,Lfge4~411,401144g • qn. a. c 13.AtfD:4 ' Average Delay 2.6 I itsection Capacity UtilizatiOn:: ICU Level of Servic&P15'. Analysis Period (min) 15 • . . - Felsburg Holt & Ullevig L:\05088\Synchro\PM 2010 Project.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 19: Elk Meadows Drive & Four Mile Road 1/24/2006 y Lane Configurations Si n ra `a o, 4.M E? Grade 0% Vvllfne (veh/h)"?nr 45 y° a 0 Peak Hour Factor 0.92 0.92 0.92 Hourl Pedestrians Lane V idtli (ft) .;. ar Walking Speed (ft/s) Peiaert glackage Right turn flare (veh) Median type. Median storage vehy Upstream signal (ft) ,``- .7 pX, platoon unblocked 0 0.92 0 4+ Stop; .•'k 1=r= 0 25 0 160 0.92 0.92 0.92 0.92 0 27 0 174 hafFAIMANtOrVP;, *PM* ,1 • vC, conflicting volume alltgaffk vC1, stage 1 conf vol vC2, stage 2 conf vol fi vCu, unblocked vol 418 tC, single (s) ; t 7.1 tC, 2 stage (s) tF s 1 p0 queue free % 91 cM pw ity (ve /h) • 515 .t3tiD�s'r, D 0.92 0.92 0.92 0.92 0 toriforgp VIMPAtIMMIRMSEINIMAMTIM 391 130 391 435 174 174 174 6.5;:.. 6.2 7.1 6.5 V.6.2 100PW' C+y.r Val`1rr eTotaizi ' Volume Left 49 Volume Right.,^$0fi"' 0 cSI 515 Volume td5C606c1tyi 0.09 Queue Length 951h (ft) 8 Control Delay (s) 12.7 Lane LOS Approach Delay (s) Approach LOS B 12.7 9.3 B A 0 27 870 0.03 2 9.3 A Average Delay Intersection Capacity Utilization'" a , Analysis Period (min) 15 '174 0 0 1403 0.00 0 0.0 3.5 4.0 3.34: 2-2MaffiagiAMMIWW 100 100 97 100 97 554. 499 870 i4031�', 217 43 87 1403 0.03 2 1.7 . ;+S, ; A �•�J? 0.0 1.7 AarigrgeftWAIWAMMBNIMOM, 2.7 ICU Level of Service K, Felsburg Holt & Ullevig L:\05088\Synchro\PM 2010 Project.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util_ Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj: Flow (vph) RTOR Reduction (vph) Lane Group Fiow (vph). Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s),. Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor" Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS E"' pM�"--r7. 7' 1900. 1900 1900 1900 4.0 4.0 4.0 1.00 • 1.00 1.00 1.00 0.95141.0.0 1770 1863 0.72 1.00 1345 1863 395 5 0.92 0.92 429 5 0 0 429 5 386 11 Perm Free 4 Free 28.0 28.0" 90.0 29.0 29.0 90.0 0.32 0.32 1.00 5.0 5.0 3.0. 3.0 1- 1900 1900 1900 4.0 4.0 4.0 1-00 tot 1..00 1.00 0.85 1.00 0.97 1.00 1.00 0.95 1:00 ' '- ° : '.,, 0.95 1583 1770 1806 1770 1.00 0.75 1.00 .. 0.12 1583 1405 1806 226 355 10 40 id 435 0.92 0.92 0.92 0.92 0.92 386 11 43 11 473 0 0 7 0 0 433 c0.32 0.99 30.4 1.13 10.9 45.2 D 600 0.00 0.24 0.01 0.24 20.7 0.0 0.0 0.0 23.84 0.0 C ,p A 23.8 Perm 8 28.0 29.0 0.32. 5.0 3.6- 1583 453 0.01 0.02 20.8 1.00 0.0 20.9 C 47, 0 473 prn-r•pt ..,`:- wSi r�4r• 5 2 28:0 ':,ri$t 29.0 53.0 0.32" ' 0.59 5.0 5.0 3,0:, �,'"�_ ,-t 3:0 582 476 0.03 21.2 c0.22 c0.36 0.99 ++ 1900 19 -bo - 4.0 4.0 1.00 0.85 1.0.0..::: -1.00 3539 1583 1140 1.00 3539 1583 1295 5 0.92 0.92 1408 5 0 2 1408 3 Perm 2 \•- 1/24/2006 51,0 53.0 0.59 6.0 3.0 2084 0.40. 0.68' 26.4 12.6 1.00 ' :_; 1.00 1.00 0.1 39.4 1.8 21.3 65.8;1'14.4 C E B 21.2 $' r _27.3 C . C HCM Average Control Delay 32.7 HCM Level of Service HCM Vol ume,ta,Capacityratio : 0.98: Actuated Cycle Length (s) 90.0 Sum of lost time (s) Intersection Capacity Utilization::W" "11x:. , :, ICU Levef of Service Analysis Period (min) 15 c Critical Lane Group ,.2 s' .',"5. �. ic: •;ifiVt, e ;r. r..` " ';'' ,. i Y. � ." r 7 2 51.0 53.0 0.59 6.0 3.0 932 1'900 4.0 1.00 1.00 0.95 1770 0.19 355 5 0.92 5 0 5 Perm 6 27.0 29.0 0.32 6.0 3.0 114 0.00 0.01 0:00 0.4 7.6 21.0 1.00 1.00 0.0 0.7 7.6 21.7 A C ft 190©:;:;' 1900 4.0 4.0 0.95 1.00 1.00 0.85 1.00 1.00 3539 1583 1.00. : 1.00 3539 1583 1025 295 0.92 0.92 1114 • 321 0 218 1114.•. 103 Perm 6 7.0.3f27.0 29.0 29.0 0.32) ; 0.32 6.0 6.0 3.0 3.0 1140 510 0.31 0.07 0.98• 0.20 30.2 22.1 1.00 1.00 21.7 0.9 51.9 23.0 D . C 45.3 o. C W Felsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Base.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue 1/24/2006 Lane Configurations Ideal Flow (Vphpl) 19Q0 1900 Total Lost time (s) 4.0 Lane Util. Factor44110V 1.00 Frt 0.99 Flt Protected11*-‘4,:r.;!•,..41; 0.99 Satd. Flow (prot) 1829 Flt Perm Med AciRMWIrit;:f 0.57 0.32 Satd. Flow (perm) 1051 594 Volume (vph) 196 eQ 45 80 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 212 674 49 . 87 RTOR Reduction (vph) 0 2 Lane Group Flow (vph) 0 933 Turn Type Perm 131-S4'8-0.T.11-tra4,0 .1 t44 1900 1900 1900 1900 190O 1d 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 1.00, 1.06~#1,474j . 1:01.4404MRt1.00 1.00 1.00 0.98 0.95 1.00 0.85 • r 0.96 riiirc*'=.-7=,,,m, 0.98,1m.www0.97 1.00 1770 1832 1741 1812 1583 1.001W*-. 0.83 ..' 0.62 1.00 1832 1470 1152 1583 615 75 . - 95 70 90 50 40 190 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 668 82 103 76 98 54 43 207 0 0 5 0 0 22 0 0 0 168 Q . 87 .)614.6r,:' 0 0, _ 55 0 0 • - , 97 39 39 Perm Perm Perm Perm Protected Phases 4.-sp.,..4iggilmi.2.- 8 Aig,,,S1,,,;‘-il '.''''''''.- 2 ::',.1144kiA,;:r.#04l; 64.9/6•671, Permitted Phases 4 8 2 6 6 '-. ActUated Green, G (s) 63.94.rec. , 63.q,63. 65 0 65 Effective Green, g (s) 0 'Vf8 -., . :'144,Z.„, •16 0 ,. . . 17.0 17.0 17.0 Actuated g/C Ratio 0,7gAlr''' 0-..7 0.72j".010:,!'.-7WW... , 0.19 44t§sowsi.,- 0.1,9 0:19 Clearance Time (s) 6.0 6.0 6.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0,• , ,Wi'. " 3.0 3.0 .f:•it'7'2.'iltV,r'771.-3:0 ArMatetr''INIM:!,- 3.0 Lane Grp Cap (vph) 759 429 1323 278 218 299 09 Prot -;ilir44-, • 4: 0.41 . ItOlientaV c0.17 0.08 0.02 \tic Ratio -,'::trape..: 1.23 ,oNN:: 2.7_ O.20 Q.56 WatAr...:. 692 .,:ralte. 0.44 0.13 Uniform Delay, di 12.5 4.1 5.9 35_8 32.3 30.4 Progression Factor :,A, 1194Ntirto.087 0.93 WAWA .k... 1.00 ;!"74tS11.v ,., 1.00 1.00 incremental Delay, d2 112.4 0.7 1.1 32.8 1.4 0.2 b&ay (s) .__MK, 127.3 .1i1: 1.1! 4.2 6.6 .;*ifi5lt,'..:, - 68,6 ,,-Vit4:..**, 33.8 30.8 - . F A A E C C v/s Ratio Perm c0 660.15 Level of Service Approach Delay ) Approach LOS 127.3 - OL. 6.3 -,-11.0,rM F A HCM Average Control Delay 65.0 HCM Level of Service HCM Volume ;to Capacity ratio :',.ftv:i • 1.16 Actuated Cycle Length (s) 90.0 Sum of lost time (s) Intersection Capacity Utilization 114.2% 1C1I,Level_ of: $ervice. Analysis Period (min) 15 c Critical Lane Group '.4/0.4,411., :,4,....Ak;., 4.,*,..W:`;! IlK, .-e.41.0 .:-i!g17.:tlti,':•::-.4",,:-..,p- • - : fltAm 8.0 • -__Wr4z6AM elsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Base.sy7 Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street MOAlAktggiUlgAZO, Lane Configurations Ideal Flow (vphpl) Total Lost time (s) ;j he UN!. Factor; FitP:ted '�? Said. Flow (prat) Fit itted.-4144* Satd. Flow (perm) Volume (vph) - - 325 Peak -hour factor, PHF 0.92 Adj. Flow (vph) 353 RTOR Reduction (vph) 0 Lane GrOL4EAOw (vph) 0 Turn Type Perm Protected Phases'',,,L f-..',,.; Permitted Phases 4 Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s)"„'r1" Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm c0.27 v/c Ratio ''7`:"'.1:1 0.84 Uniform Delay, di 28.2 Progression Factor 1.00 Incremental Delay, 02 13.7 Delay (s) 41.9 Level of Service D Approach Delay (s) -' 4, 38.1 Approach LOS ❑ 4 1900 1900 4.0 1:00 1.00 0.95 1777 0.72 1335 10 0.92 11 0 364 sE _AL4 F3, r _4 1900 , 1900 4.0 4.0 1.00, . 1.00 0.85 1.00 1.00,'W, 0.98' 1583 1817 1.00. ;y,` 0.84 1583 1565 75. 1.0 : 10 0.92 0.92 0.92 82. 11 55 0 0 27 .0 22 Perm Perm 1999 4 4 28.2' ''28.2 29.2 29.2 0.324..0.32 5.0 5.0 '3.0 3.0 433 514 0.02 0.05 20.9 1.00 0.0 20.9 C 8 8 28.2 29.2 0.32 5.0 3.0 508 0.01 0.04 20.8 0.0 20.9. C 20.8 G 1900 4.0 1.00. 0.85 gf T ICIER .5(L , 1/24/2006 1/ a ±.n 1900. 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 1.00 1.00 :: 1.00..1 00 110.0 1.00 1.00 1.00 1.00 0.85 1:00 0:95 1.0 0:95 1.00 1583 1770 1857 1770 1863 1.00 0;39.::.1.00:;,,' . ; : cr.540 1.00 1583 732 1857 848 1863 45 '195` .; 485. -: r10 . .'-55 - 340 0.92 0.92 0.92 0.92 0.92 0.92 49 103 527 11 60 37.0 33 0 1 0 0 0 16 103.:'.... 537.. D : 60. 370 Perm pmi-pt 5 8 2 28.2 60.8. 50.8 29.2 52.8 52.8 0.32 0.59; .0.59 5.0 5.0 6.0 3.0 3.0 3.0 514 511 1089 0.02 60.29 0.01 0.10 0.03 0.20 0.494` 20.7 9.1 10.8 1'.; ... 1.00: 1.00 0.0 0.2 1.6 20.84; 9.3 . 12.4 B 11.9 C A HCM Average Control Delay 22.9HCM Level of Service HCM Volume to Capacity ratio '`.'.. Q¢2: 6.: x_ �° -�a, c: Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0` Intersection Capacity Utilization 64.7% . :ICU. L.gvei of Service : ��at;,z : s4 * 1• Analysis Period (min) _ 15 � � ' f 4.., c. Critical Lane Group'' ' ` �;: Tf;:, ars �» I. ,,. ;' y, , l,: 1 rtii{.i��r T.�`_"-.;. i'n. �Y.�."1i; ;e�,f i,y-'•r. �.. _�Gvl.,('. ', :�' FT., ��. :PV.' Perm 1.00 1583 1.00 1583 510 0.92 554 297 257 Perm 6 6 6 39.7 39.7 39.7 41.7 41.7 41.7 0.46. 0.46 0.46 6.0 6.0 6.0 3.0 3.0 3.0 393 863 733 0.20 0.07 0.16 0.15 0.43 0.35 13.9 16.2 15.5 1.06 1.09 ' 1.69 0.7 1.3 1.1 15.5 18.9 27.3 B B C 23.4.E C Felsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Base.sy7 Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road M.0346,60.44'"„ire" Lane Configurations Sign Cpntrp!,.. ,Stop Free Grade 0% 0% Volume(veh) laFt, 130 80 370 265 55, 145 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourlyflow rate (vph) •87 402 288 60 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent plockage Right turn flare (veh) Median type *aka Median storage veh) .Upstream 1/24/2006 0°43 pX, platoon unblocked /C, Conflicting:volume. vb1, stage 1 conf vol stage 2 conf vol vCu, unblocked vol 679 Lq, single (s) 64 tC, 2 itage (s) tr(s)'. .• p0 queue free % 64 079 lko...4160-rofeit itYr AteAN,_ • 1 5 P.'IdAWNO3C wymktifyg fc6-ppr.' 'LA'4t'Lr(4611alait te-Minrdlitk4 •• .4 AMR "4K *Ift-VANCOMIEN lagavagiw, ;40a,ASnaMefaMkairftMrMVMSVAMICM.'r'''::' 402 Agiiikrall*W. 2 2 87 93 Alwamostmewaistmoomm 690 OiXTSWAVIW~Wittile*MONVAIMP: cm capacity (veh/h) 389 904 time Total' Volume Left Volume Right cSH Volume to 000ity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Average Delay -,?!;1„ •,. , - 141 8760'.77T5., 141 60 0 402 288 0 0 0 87 0 288 648 1700 1700 0.13 0.24T 0.17 12 0 0 -1.67:MXIM 0 0 0 IPPOrif4MIWWWWW.Mat 389 904 1700 0.36 0.07 0.09 Walap/ROVNIM&PAW4t4. 41 5 0 19.4 11.4.0,0 .0.0 9. 04,..timme„:, witnowitooki C B A 164 ,ttiff 00 25 Intersection Capacity Utilization Analysis Period (min) 3.8 40 0%= IOU Level of Serve.„:49144 0.44-4T4'1"'r21010424.tfte. 15 • elsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Base.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue 1/24/2006 Lane Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) 4.0 Lane Util. Factor 1.00 Frt 1.00 t 1900 4.0 1.00 0.99 Flt Protected ' . 4, ,; 0.95. 1.00 Satd. Flow (prat) 1770 1844 FI fOrrn it ted.'405P . 0.29 1.00 Satd. Flow (perm) 532 1844 VoIU e (vOM. 195 620 Peak -hour factor, PHF 0.92 0.92 aidj. Flow (vph) 212: 674 iTOR Reduction (vph) 0 2 _arae Group Flow (h)' `'' 212 721 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Fiatio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio. Prot v/s Ratio Perm vie Ratio Uniform Delay, dl Progression Factor incremental Delay, d2 5.1 Delay (s) i.; 13:5 Level of Service B Approach DRay (s) Approach LOS C k- I t 1990. 1900 4.0 `4 .1.00 1.00 i 4* 1900-:1900 1900: 1900. 1900 1900 194 4.0 4.0 4.0 4.0 `KOP: 1.00-"43 " I' 00 1.09:` ,t �:: � .��;.�'�=1... 0.98 0 95 1 00 0.85 0.95 1.0f1:F�; ',r' �WPr 0:98:: 1770 1832 1741 1812 0.30. 1.00. , 0.84':.,;,:>iy :< 0.66 559 1832 1483 1226 45. 80 615`•.,...: 7'8;:' :: 95 70 90 -50:;$x:,, ; 40 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 49' 87 668 82 103 76 98 54 43 0 0 4 0 0 23 0 0 0 0 87rM 0 0 254 0 0 97. Perm Perm 4 8 60.5 60:5: sf,;'�;:.60.5 62.5 62.5 62.5 0.69 0.6900W t 0.69 6.0 6.0 6.0 3.0 3.0 3.0 369 1281 388 0.39:;*i2. 0.40 0.57 7.0 1.20. HCM Average Control Delay HCM Volume to Capacity ratio. Actuated Cycle Length (s) Intersection Capacity Utilizatiort,•;' . Analysis Period (min) c Critical Lane Group • 0.5 6.9 1.4 0.9 9.6414120K, 4.9 A A 10.5,44110r-" B 0.16 0.22 5.0 0.81 Perm 2 60.5 62.5 0.69: `1. 20: - ;�' 6.0 3.0 :.'Y s, ,, ,-,, 1272 e0.41 Perm 2.A.. 6 6 1583 1.08 1583 190 0.92 207 162 45 Perm 6 18:5 = -?'1,.1 _ . .. 18.5 ...18:5 19.5 19.5 19.5 0.22 0.22 0.22 5.0 5.0 5.0 3.0 3.0, 3.0 321 266 343 c0.17 0.59.! : ;Pg. 7.1 33.3 0.85'..L :1.00 1.3 12.5 45.9 D 45.9,. D A 7.1 A 0.08 0.03 ' 0.36. 0.13 30.0 28.4 Aw -.:- t.`, 1.60 ' : 1.00 0.9 0.2 `' ; , ;.;; 30.8 28.6 C C f_._ .. 29.3 C 15.9 HCM Level of Service 0.63 90.0 78.8%Q 15 Sum of lost time (s) ICU Level of .Service B 8.0 Felsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Base 4 Ianes.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: 27th Street & SH 82 Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util._fi=cij�kc: F rt Fit Protected -10 0.95. Satd. Flow (prot) 1770 Fit Permitted Satd. Flow (perm) Volume vph) Peak -hour factor, PHF 0.92 Adj. Flaw (vph) 446 RTOR Reduction (vph) 0 Lane Group Flow (vph) 446 Turn Type Perm_ Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio, Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/o Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Dela s . f 1 & 4\ 1/24/2006 t t �► 1 4 iik.MINOMMBENVINNSMIMMUMBIr 1900 1900 1900 4.0 4.0 4.0 1.00 1.00 1:00. 1.00 1.00 0.85 1.00 1.00 1863 1583 0.72 1.00 1.00 1345 1863 1583 410 5 355 0.92 0.92 5 386 Q 0 5 386 Free 4 28.60 28.0. 28.0. 29.0 29.0 0.32 0.32 5.0 5.0 3.0 3.0 433 600 0.00 0.01 20.7 1.15 0.0 23.8 C 30.2 C c0.33 1.03 30.5 1.14 21.6 56.3 Level of Service E A f;: y„ Approach LOS ++ 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 1.00 1.00 1.00 0.95 1.00 0.97 1.00 1.00 0.95 1.00 0.95 1.00 1770 1806 1770 3539 0.75 1.00 0.12 1.00 1405 1806 219 3539 10 40 10 435 1295 0.92 0.92 0.92 0.92 0.92 11 43 11" 473 1408 0 7 0 0 0 11 47 0 473 1408 Perm pm+pt Free 8 2 90.0 28.0 28.0:,;,1444,51.0 51.0 90.0 29.0 29.0 53.0 53.0 1.00 0.32 0.32:.:1`'';4p.59 0.59 5.0 5.0 5.0 6.0 3.0 . 3.0 3.0 3.0 1583 453 582 456 2084 0.03 cO.22 0.40 0.24 0.01 c0.39 0.24 0.02 0.08'; . 1.04 0.68 0.0 20.8 21.2 26.6 12,6 1.00 1.00 1.00 F.: 1.00. 1.00 0,0 0.0 0.1 52.1 1.8 0.020.9 21.3'-. :, .78 :.: 14.4 A C C E B 21.2-0,1,W044614_:30.5 C C 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 5 0.92 5 2 3 Perm t+_ r' 1900 1906:190.0 4.0 4.0 4.0 1.00 0.95 1.00 1.00 1.00 0.85 0.95 1.00 1.00 1770 3539 1583 0.19 : 1.00 1.00 355 3539 1583 5 1025 320 0.92 0.92 0.92 5 1114 348 0 0 232 5 1-114 :- 11.$ Perm Perm 2 6 2 6 6 51.0 28.0 28.0 28.0 53.0 30.0 30.0 30.0 0.59 0.33 0.33 0.33 6.0 6.0 6.0 6.0 3.0 3.0 3.0 '3.0 932 118 1180 528 0.31 0.00 0.01 0.07 0.00 0.04 0.94 0.22 7.6 20.3 29.2 21.6 1.00 1.00 1.00 1.00 0.0 0.7 15.8 1.0 7.6 21.0 45.0 22.5 A CD C 39.6. D lig? c;1 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilizations • Analysis Period (min) c Critical Lane GroupF _, ,;; 33.4 1.02 90.0 91.8%. 15 HCM Level of Service Sum of lost time (s) ICU Level of Service ••--S' Rjr r4 u1..r:.q 3591. 4.;' 8.0 SS:'' A `• �J'�--, .sem- a�'' -`I`'r � ''`fr Felsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Project.sy7 Synchro 6 Report Page 1 c 4 - 'k. 4\ t p 1/24/2006 i HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue [viaVeriiit<'tm: Lane Configurations icfe l'Frf& I (vphpl) Total Lost time (s) Lane Util. Factor' Frt Flt Protected....,_,,,,, Said. Flow (rot) Fit Permitted �', Satd. Flow (perm) Volume (vph) 220' Peak -hour factor, PHF 0.92 Adj. Flow (vph) 239 RTOR Reduction (vph) 0 _ane Group Flaw (vph) 0 1900 RAW Turn Type Protected Phases' Permitted Phases Actuated Green, G (s)•.• Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vfs RativR.at-4 - •4, ;k • v/s Ratio Perm c1.01 vlc. Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) , Level of Service Approach Delay (s). Approach LOS Perm 4 1 1900 1900 1900. 4.0 4.0 1.00 1:00 0.99 1.00 0.99. -,.'.0.95 1828 1770 0.52 wti ;r., 0.31 966 576 635 45 - 80 0.92 0.92 0.92 690 49 87 2 0 0 976 0 87.: 63.0 65.0 0.72 6.0 3.0 698 .1. . ,fir Perm 8 63.0 65.0 0.72 6.0 3.0 416 0.15 0.21 /� 4.1 0.88 0.7 4, 1900 1900 1900 1900 1900. 4.0 4.0 1:001AC. 1.00 4 1900"11900 19f 4.0 4.0 1A0 ` •i;0• 1.00 0.85 0.97 . . 1812 1583 0.62 1.00 1152 1583 50 40 235 0.92 0.92 0.92 54 43 256 0 0 207 0 97::':....x4:$ 0.98 0.95 1.00 : gI: ;_ ° 0.98` m:-; 1833 1741 0.83 1833 1470 640 ` 75 95 70 90 0.92 0.92 0.92 0.92 0.92 696 82 103 76 98 5 0 0 22 0 773 0 0.. 255 0 Perm 2 63.0 - ", '`,,16.0 65.0 17.0 0.72 .` �" ,',x'„:°0.19 6.0 5.0 1324 278 Perm AWK 0.42...ire604*.AttkW.-e 1.40''':-` 0.58 12.5 6.0 1.24 . 0:98 185.9 1.2 ON** 491 ? i; 4.3 7.1 P A A .' r r*_''= 6.8 F A HCM Average Control Delay HCM Vi31l me to Capacity rati6, Actuated Cycle Length (s) Intersection Capacity Utilization: Analysis Period (min) c Critical Lane Group` '', , ;, 94.3 HCM Level of Service 1.30"�•,�"� 90.0_ Sum of lost time (s) 8.0 11:7.7°I IC Levi ❑ Se '_:: �/ : .. "� U I f. NICD.. -� "� 77 .�.. H ',���' �• a 15 .Y. _.�-... c0.17 0.92 35.8 1.00 32.8 68.6 E 68.6. E 16.0 17.0 0.19 5.0 3.0 218 0.08 0.44 32.3 1.00 1.4 33.8 c 31.6, c Perm 6 164 17.0 0.ii 5.0 3.0 299 0.03 0.16 30.5 1.00 0.3 30.8 c Felsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Project.sy7 Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis 22: Midland Avenue & 27th Street Lane Configurations Ideal Flow 0131 '451) 1900Z0b Total Lost time (s) 4,0 Lane Util: Factor; r'Pp.. Frt 1.00 Fit Protected' ,.._.;`.'(]:95 Satd. Flow (prat) Flt Permitted. Satd. Flow (perm) Volume (vph) 325 Peak -hour factor, PI -IF 0.92 Adj. Flow (vph) 353 RTOR Reduction (vph) 0 Lae GRWAPJbw (vph) ; 0 Turn Type Perm P' Otected Phases ; ;.; Permitted Phases 4 Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s). Lane Grp Cap (vph) 1900 1900 4.0 1.00 0.85 1.00 1777 1583 0.72 1.00 1335 1583 10 75 10. 0.92 0.92 0.92 11 82 11 0 56 0 364 26 0 Perm Perm 4 8 27.9 x'27.9 28.9 28.9 0.32 0.32 5.0 5.0 3.0 3.0 429 508 .v/s Ratio Prot ' =s. vis Ratio Perm c0.27 0.02 0.01 0.01 :V/c Ratio ""r � '�' 0.85 0.05.4.1 0.04 0.03 Uniform Delay, di 28.5 21.1 21.0 20.9 Progression Factor . ; too 1.00'x'"-" 1.00. 1.00 Incremental Delay, d2 14.4 0.0 0.0 0,0 Delay (s). .A4100.4 = 42.9 21.1 21.1 21.0 Level of Service D C C C Approach Delay (s) 38.9. 21.0 Approach LOS p C 4 F 1900 1900 1900 1900 4.0 4.0 4.0 4.0 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.98 1.00 0.95 1.00 1817 1583 1770 1857 0.84 1.00 0.33 1.00 1564 1583 622 1857 10 45 95. 525 0.92 0.92 0.92 0.92 11 49.'1=4rt103 571 0 33 0 22 16s'' `103 Perm pm -rpt 8 5 8 2 27.9 27.9 51..1 28.9 28.9 53.1 0.32 0.32 0.59 5.0 5.0 5.0 3.0 3.0 3.0 502 508 452 won HCM Average Control Delay ICM Volumq to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Uijl[xtign. Analysis Period (min) c Critical Lane Group 23.1 0.64 90.0 00.8% 15 1416:- !.1* 1/24/2006 4/ 1900 1900 1900' 1900 4.0 4.0 4.0 1.00. 1.00 1.00 1.00 1.00 0.85 0.95 1.00 1.00 1770 1863 1583 0.41 1.00 1.00 772 1063 1583 10 55 410.. 510 0.92 0.92 0.92 0.92 11 60 446 554 1 0 0 0 293 581 Q..: . 60 446 261 Perm Perm 2 51.1 53.1 0.59 6.0 3.0 1096 0.02 c0.31 0.12 0.23 9.6 1.00 0.3 9.8 A 0.53 11.0 1.00 1.8 12.8 B 12.4 6 4 ` : 6 6 6 40.4 . ':'2fi ; 40.4 42.4 42.4 42.4 0.47 . 0.47 0.47 6.0 6.0 6.0 3.0 3.0 3.0 364 878 746 0.24 .. . 0.08 0.16 13.6 1.07 0.8 15.4 0.51 16.5 1.11 1.7 20.1 0.16 0.35 15.1 1.72 1.0 27.0 C C 23.4> C HCM Level of Service C Sum of lost time (s) 8.0 ICU Level of Service�� ' a . • 4-*:"_.,tY.J r:: ':; ;v� _ •tib^ r 5 :.; ..yC Felsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Project.sy7 Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 11: Midland Avenue & Four Mile Road f t P 1/24/2006 Lane Configurations 410 Pbhji-61 , Stop Grade 0% r 1, r Free.' tiaa:AgFree 0% 0% 410 295 '''#e" 55-W215 0.92 0.92 0.92 0.92 446 321 66*234 Volume (vef-1/11)MA.W.180 80 Peak Hour Factor 0.92 0.92 Hourlylpyypte (vph)190.;.,, 87 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type. Median storage veh) Upstream. signal (ft) L. pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol „wen* MASI: „ AgfOrkPAWS* NOnaltatnegekir .• r 74WISMI 799.);,44 MOW. ,-.MSNZOMPatMgMar4. ' vC2, stage 2 conf vol "VrWANZIP.M.Mg. -iNtrk vCu, unblocked vol 799 446 766 tC, single (s).!kear,.if;r6.4:4 6.4:'Alga.00%k.4.1 Atramemgrittoomoloalmamok to, 2 stage (s) tF (s) 3.5 a ntiotaosar. `: : r AK-Rwrowarigic; p0 queue free % 41 86 93 qMsmacity (veh/h)'111r,, 830 610d4WWW..' MUMANFAVAttigoSig OtVi'lWiWRON Volume Total ''''' ' 196 87, "i•I'? Volume Left 196 a 0 Volume.8ight • 0 87 0 cSH 330 613 1700 Volurtiel6 06-15abits,' 0.59 014 026 Queue Length 95th (ft) 90 12 0 CoMr01 1?.lay (s) 30.7 11.8 0.0 Lane LOS D B APproaoh Delay (s) 24,9::,* ---,.. 0.0 Approach LOS Average Delay Intersection' Capacity Utilization Analysis Period (min) c 5.7 44.9% ICU• Level of Senirde 15 321 60 2 7'77-rfr 0 60 0 321 0 0IRW-416M..44:0:04t-,,` V.4146: 1700 847 1700 0.19 0.07 0.14: 0 6 0 0.0 9.6 0.15-;IgaeSe.:.(V*Lta;;;-, A 1.9 7.44!„))0M.Se2.041 A Felsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Project.sy7 Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 19: Elk Meadows Drive & Four Mile Road iltiptag r.,0111111111111111111041WK Lane Configurations §rrControl .; Stop Grade 0% Volume (veh/h) 'r;;: 45 0 0 :`7' 0 Peak Hour Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vphy '' 49 0 0 0 Pedestrians Lane Width (ft) : .*fiP ,x Walking Speed (ft/s) Percent Blockage' ; 'i r: 3. tt- h.Attir Right turn flare (veh) Median type i_ 4C 4 t P `gL:F. LII NBT r l�r,v1�'�R�t� ra((�YSBL 4 4 ver r* r a3 Stop' = _s(Free : _ ,+,., ; *, 0% 0% 0 0.92 0 Median storage veh) Upstream signal (ft) pX, platoon unblocked v"G `'confIietl g volume fair1060W _ vC1, stage 1 conf vol vC2, stage 2 conf vol. vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s):. `"' 1C. p0 queue free cM capacity. (veh/h) INATirK Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 1087 1060 304 1060 1103 668 7.1 6.5 6.2 . 7.1 6.5 6.2 25 0 0.92 0.92 27 0 a5 72 176 a�gri�,iL�Sn� 49 49 0 O 27 176 458 0.28 0.06 27 5 33.3 13.4 D B 33.3 13.4 D B 4.0 100 214 3.3 3.5.. 4:0 100 100 100 735. 195 .201 0 43 0 87 1211 921 0.00 0.05 0 4 6.0 1.5 A 6•0 1.5 615 :_:, 0 :._r.:40 0.92 0.92 0.92 668 ';:' 0 43 348 668 : 4.1 1/24/2006 Free 0% 240 0.92 261.. 47,1 8C) 0.92 87 4 3.3 2.2' -lfegrt 2.2. Watgt 94 100 95 458 1211,;'` 921 h :l:ldj f /y,���L�f Average Delay2.3 I n to rse ct i b i i Capacity Uti l i eat i on.: _ 67.9% Analysis Period (min) 15 ICU Levo! of Ser►iice Felsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Project.sy7 Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 7: 27th Street & Grand Avenue 1/24/2006 t mizmummownewswaganzawatmasiumarsaramputssly Lane Configurations T.) 4 4 If Ideal Fiow (vpizpl) 1900 .1900 1900 1900 1900 19.00 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. FacKML. 1,00 1.00 1.00 1.001,ff; .1.00 Frt 1.00 0.99 1.00 0.98 0.95 Fit P1 049. e 0.95: Satd. Row (prat) 1770 Fit PermIWJ J. � 0.27 Satd. Flow (perm) 505 Volurn''(vph) 220 Peak -hour factor, PHF 0.92 Adj. Flow -Amt:239 RTOR Reduction (vph) 0 Larne Grow rie4 (vph) 239 Turn Type Perm Protected Phases Permitted Phases 4 Actuated Green, G (s) 60:6' Effective Green, g (s) 62.6 62.6 Actuated g/C`IRatio 0.70 0 Clearance Time (s) 6.0 Vehicle Extension (s) 3.0. Lane Grp Cap (vph) 351 v/s Ratio Prot v/s Ratio Perm c0.47 v/c Ratio ,' , . `" , `° �° 0.68 Uniform Delay, di 7.9 Progression Factor 0.94 Incremental Delay, d2 8.1 Delay (s) 15.5 Level of Service B Approach Delay Approach LOS A. 1.00 .:..:.. .::. ::. 0.95 1844 1770 1.00; 0.29 1844 544 63 80 0.92 0.92 0.92 690 49 : 87 3 0 0 736 0 87 Perm 8 60.6 62.6 70 ',M; `i,:. 0.70 6.0 6.0 3.0 e_;` .3.0 1283 378 0.16 0.57*AtOW' 0:23 6.9 5.0 0.882-;';'".. 0.52 1.5 0.9 7.64/6. ,,a ..3.5 A A 1.0 �,. 1833 1.0o -;Fly ' ` ..,r=`. 1833 64,0: 75, y;. 95 0.92 0.92 0.92 6 82. 103 4 0 0 774-' 0 0 0.98 1741 0.84 1482 70. 0.92 76 23 254 1900.. i 9-00 MOM - .1900 4.0 1.00 1.00 0.97 1812 0.66 1223 40 0.92 43: 0 Perm 2..;' 2 60.6.- 18:4' 62.6 19,4 0.70 ., ::0.22 6.0 5.0 3.0.. 3.0 1275 319 0.42::`t�� 7.2 0.53 1.4 5.2 A 5.0 A c0.17 0.80 33.4 00101%.,.. 1.00 12.9 '11.-;� TCLxcnr�=�r.nii.IF ;F.: 46.4 [ D 46.4 0 90 0.92 0.92 98 - 54 o 0 0 0 Perm Ti 6 1900 4.0 1.00 0.85 1.00 1583 1.09 1583 23 0.92 25$ 200 97 .:: 5$ Perm 18.4' 19.4 0.22 5.0 5.0 3.0 .: 3.0 264 341 18.4 19.4 0.22 0.08 0.03 0.37 0.16 30.1 28.7 1.00 • 1.00 0.9 0.2 39.9 28.9 C C 29.5 C HCM Average Control Delay HUM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity. Utilization Analysis Period (min) Critical Lane Group 4r,E?4-q'`s 3:3 14.9 0.71 90.0 81.5% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 lfaaltintklitalSOMM Felsburg Holt & Ullevig L:\05088\Synchro\PM 2025 Project 4 Ianes.sy7 Synchro 6 Report Page 2