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HomeMy WebLinkAbout5.01 Traffic Impact Study- Feb. 2007GRAND RIVER PARK GRAVEL PIT TRAFFIC IMPACT STUDY Prepared for: Banks and Gesso, LLC 720 Kipling Street, Suite 117 Lakewood, CO 80215 Prepared by: Felsburg Holt & Ullevig 6300 South Syracuse Way, Suite 600 Centennial, CO 80111 303/721-1440 Project Manager: Jenny A. Young, PE Project Engineer: Ryan D. Germeroth, El FHU Reference No. 06-151 February 2007 Grand River Park Gravel Pit Traffic Impact Study TABLE OF CONTENTS Page I. INTRODUCTION 1 II. EXISTING CONDITIONS 4 A. Land Use 4 B. Roadway System 4 C. Traffic Volumes 4 D. Capacity Analysis 6 III. FUTURE TRAFFIC CONDITIONS 7 A. Background Traffic 7 B. Site -Generated Traffic 10 C. Traffic Impacts ---15 D. Design Considerations ----15 E. State Highway Access Permit Requirements 15 IV. SUMMARY AND RECOMMENDATIONS 16 APPENDIX A TRAFFIC COUNTS APPENDIX B EXISTING LEVELS OF SERVICE APPENDIX C SHORT TERM LEVELS OF SERVICE APPENDIX D LONG TERM LEVELS OF SERVICE 1111FELSBURG (41 HOLT & ULLEVIG Grand River Park Gravel Pit Traffic Impact Study LIST OF FIGURES Page Figure 1. Vicinity Map ----- 2 Figure 2. Site Plan ----- 3 Figure 3. Existing Traffic Conditions ------ 5 Figure 4. Year 2008 Background Traffic Conditions 8 Figure 5. Year 2027 Background Traffic Conditions 9 Figure 6. Site Generated Traffic ----12 Figure 7. Year 2008 Total Traffic Conditions ----13 Figure 8. Year 2027 Total Traffic Conditions ----14 LIST OF TABLES Table 1. Average Annual and Daily Trip Generation 10 Table 2. Hourly Trip Distribution 11 PI FELSBURG 0HOLT & ULLEVIO Grand River Park Gravel Pit Traffic Impact Study !, INTRODUCTION The Grand River Park Gravel Pit, a sand and gravel mine located on 180 acres of land just south and west of the Town of Silt, is located to the west of County Road (CR) 311 on CR 346. The property would include parking for employees, a sand and gravel mining operation, processing plant, and aggregate storage area. An access to the site is proposed to be located on CR 346 to the west of CR 311. Figure 1 illustrates the location of the project and the adjacent roadway network and Figure 2 illustrates the site plan. This analysis documents peak hour traffic conditions, describes the existing roadway network, forecasts and distributes site -generated traffic volumes, and analyzes the effect of the site - generated traffic in combination with the background traffic growth for both Short Range Future and Long Range Future scenarios. The Short Range Future analysis assesses conditions when the plant reaches its projected full annual production in 2008; the Long Range Future analysis assesses conditions in 2027. For the Short Range Future analysis, projected traffic volumes from Phase la of Ferguson Crossing, a proposed development near the intersection of the 1-70 Frontage Road and 9' Street, have been included in this scenario. Traffic volumes and roadway geometrics for the Long Range Future condition reflect those developed by LSC in their January 2007 report titled, Traffic Impact Analysis Stillwater. Long range traffic conditions from this report include the buildout of both Ferguson Crossing and Stillwater. In addition, the gravel mine is anticipated to operate for ten to fifteen years so the 2027 scenario presented in this report is conservative since mining operations will conclude around the year 2020. This analysis provides an update to the September 2006 report completed by Felsburg Holt & Ullevig titled Grand River Park Gravel Pit Traffic Impact Analysis. In that report, traffic from the proposed Ferguson Crossing and Stillwater Ranch developments was not included in the analysis so that impacts directly related to the proposed gravel mine could be determined. Based on comments provided by Garfield County, it was decided that the original study should be updated to include traffic from both the Ferguson Crossing and Stillwater Ranch developments to provide consistency between the traffic studies in the area. In addition, it was stated that truck traffic from the gravel mine should be restricted from traveling west on CR 346 since this roadway is not a designated haul route. This means roadways to the east of the site will have slightly more traffic than originally forecasted. With these comments taken into account, the recommendations and conclusions from the original study are generally the same in this updated report. A deceleration Jane is still recommended at the site access for right turning vehicles and the increase in traffic on the nearby roadways is still less than twenty percent so a new access permit is not necessary. 111 FELSBURG r1 HOLT & l ULLEV 1O Page 1 • FELSBURG (d HOLT & ULLEVIG FN North Colorado River Silt CR 346 PROJECT SITE CR 331 Figure 1 Vicinity Map Grand River Park TIA, 06-151, 2/9107 I ,,,,,?w L': 'b 6. �r /1 A. #J,'''.;4.. -' r IY}5 iy}' 1•.:, . #fj': L'...-'- "'' K'f ry rt.• ,I.x.:7 r 4'�-,t \ 4 . i 5 ...s . 1. ,, vz.Vie, s 1, • Q \*A,1. 4 k .17:4k \'' \ l'i ' . \ r .4 , 27- .1 1 1T 1 1 S 2,F w-` -.-`'' f.' i: .Af ' j >' r, }:i 1:. zAR , - ‘ 1 �_. i4 4 psi Gravid River ParkTIA, 06-151, 9/12/06 Grand River Park Gravel Pit Traffic Impact Study II. EXISTING CONDITIONS A. Land Use The area in and around the proposed mining operation is primarily vacant agricultural/ranch land. The Town of Silt is located northeast of the site across Interstate 70 and the Garfield County Airport is located directly west of the site on CR 346. B. Roadway System The following existing roads in the vicinity of the site would be affected by project traffic. • CR 346 (Airport Road) borders the site to the south and extends from CR 331 to Rifle. The posted speed limit is 35 miles per hour (mph). • CR 331 is to the east of the site and connects CR 346 with CR 311. The posted speed limit is 35 mph. • CR 311 is to the east of the site and connects CR 331 with the 1-70 frontage road. The posted speed limit is 35 mph. • CR 315 (Mamm Creek Road) is to the west of the site and intersects with CR 346 just south of the 1-70 interchange. • Interstate 70 Frontage Road borders the south side of 1-70 in the vicinity of the site and connects to 9th Street in the Town of Silt. C. Traffic Volumes AM and PM peak hour turning movements were recorded in the vicinity of the site at the following intersections: • 1-70 Frontage Road/CR 311 • CR3111CR331 In addition, daily traffic volume counts were conducted on the 1-70 Frontage Road and on CR 331. Currently, the 1-70 Frontage Road carries approximately 3,000 vehicles per day (vpd), and CR 331 carries approximately 600 vpd. The existing traffic volumes are shown on Figure 3 and the count data are provided in Appendix A. . FELSBURG (4 HOLT & ULLEVIG Page 4 FELSBURG 01 HOLT & ULLEVIG LEGEND 1-70 Frontage Road XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX - Daily Traffic Volumes x/x = AM/PM Peak Hour Unsignalized Intersection Level Of Service ! = Stop Sign FN Not to Scale North -7— a/a z ,7(8) 6(20) 3044 12(8) -- 67(115) —4 CG \ L G a/a b/a 590 t_ 53(29) '— 9(6) CR 331 68(54) 7(5) CR 311 Figure 3 Existing Conditions Grand Aivar Park TIA, 06-151, 2/9/07 Grand River Park Gravel Pit Traffic Impact Study D. Capacity Analysis Current traffic operations were evaluated at the two count intersections using methods documented in the Highway Capacity Manual, Transportation Research Board (TRB), Third Edition, 2000 (HCM-2000). HCM-2000 defines traffic operations by a level of service (LOS), which is a qualitative measure based on the average delay per vehicle at a controlled intersection. LOS is described by a letter designation ranging from A to F, with LOS A representing very little delay and LOS F representing extreme delay. Unsignalized intersection analyses report LOS ratings for each critical movement while signalized intersections analyses report a LOS rating for the overall intersection. For LOS analyses, a 5 percent heavy vehicle percentage of existing traffic was used in the calculations. This percentage represents the amount of the total traffic in the vicinity of the site related to heavy vehicles and is based on data collected by the Colorado Department of Transportation (CDOT) on US 6 through the Town of Silt. As seers on Figure 3, the stop controlled approaches to both intersections operate at LOS B or better during both peak hours. Analysis worksheets are included in Appendix B. % Grand River Park Grave! Pit Traffic Impact Study III. FUTURE TRAFFIC CONDITIONS Future traffic conditions consist of two components: background traffic (traffic growth that is anticipated as a result of population and employment increases in the region in the future) and site traffic (traffic associated with the proposed development). Future capacity analyses serve as a means to assess whether the existing and proposed infrastructure is adequate to accommodate both components of future traffic, and to determine locations where additional capacity is needed. This section discusses the procedures used to determine future traffic conditions in the first year of full plant production (2008) and in the long-range planning year (2027), and assesses level of service with and without the project in each year. A, Background Traffic Background traffic for 2008 and 2027 was determined by estimating the incremental increase in traffic that is anticipated due to regional growth. Other proposed developments in the area include Ferguson Crossing and Stillwater Ranch. The average CDOT 20 year growth factor for US 6 and 1-70 in the vicinity of the site results in a rate of approximately 4 percent per year. In addition, the state demographer is forecasting a growth rate of approximately 4 percent for Garfield County. This rate, in addition to traffic from Phase 1 a of Ferguson Crossing, was used to estimate the increase in traffic for the 2008 background condition. Using HCM-2000 methods, traffic operational analyses were conducted based on the existing lane geometry and traffic control, As can be seen on Figure 4, the stop controlled approaches in the vicinity of the site are projected to operate at LOS B or better for both peak hours. LOS worksheets are included in Appendix C. Long Range build traffic from the LSC Stillwater report, which also includes a fully developed Ferguson Crossing, was used as the 2027 background traffic in this report. The level of service analysis for the Long Range condition was conducted using the proposed lane geometry and traffic control from the Stillwater Ranch report. The proposed roadway improvements from this report include a traffic signal at the intersection of CR 311 and the Frontage Road and the construction of a roundabout at the intersection of CR 311 and CR 331. Traffic operations at the proposed roundabout were analyzed using the roundabout analysis software SIDRA. All intersections and stop controlled approaches are projected to operate at LOS C or better for the Long Range condition. The results of these analyses are summarized on Figure 5 and LOS worksheets are included in Appendix D. . FELSBURG CNil HOLT & ULLEVIG Page 7 •FELSBURG (4 HOLT & ULLEVIG 1-70 Frontage Road LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes x/x = AM/PM Peak Hour Unsignalized Intersection Level of Service = Stop Sign 1 7: / ,.\ I Not to Scale North 640 CR 331 —ala ,7i- .:yr..___m 3,450 CR 311 Figure 4 Year 2008 Background Traffic Conditions Grand River Park TIA, 06-151, 2/9107 IPFELSBURG (4 HOLT & ULLEVIG LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes X = AM/PM Peak Hour Signalized Intersection Level of Service H= Traffic Signal VN Not to Scale North B/C 1-70 Frontage Road 20(35) , — 35(45) 2,600 CR 331 20,000 B/B 7 15(20)-4- 605(915)-4, 5(20)- 605(915)-4 t 130(90) 75(35) 15(25) 295(195) 65(40) . 130(130)-r CR 311 Figure 5 Year 2027 Background Traffic Conditions Grand River Park TIA, 06-151, 219107 Grand River Park Gravel Pit Traffic Impact Study B. Site -Generated Traffic Site generated traffic comprises only those trips originating or terminating at the proposed sand and gravel operation. The Institute of Transportation Engineers (ITE), Trip Generation Manual, Seventh Edition, 2003 does not contain trip generation rates for a gravel mine land use; therefore, site trips were estimated based on operational information provided by the applicant. It is estimated that the site will have an annual production of 500,000 tons of sand and gravel. This production rate will likely occur approximately one year after initial start-up; thus full production is anticipated in 2008. Full production is expected to last only ten to fifteen years but 2027 was used to be conservative since 20 years is the long range time frame generally considered in traffic studies. The plant will have six employees at full production, and there will be approximately four service vehicles that visit the site daily. Table 1 summarizes the average annual vehicles and the average daily (vpd) number of sand and gravel delivery trucks, service vehicles, and employee trips from the site at full production. Table 1. Average Annual and Daily Trip Generation Trip Type Annual Average Daily (vpd) Sand and Gravel Delivery Trucks 24,695 174 Service Vehicles (4 per day) 1,168 8 Employees (6 total) 2,336 16 Total 28,199 198 On a typical day, the site would generate approximately 198 vehicle trips, of which 182 are trucks. Using a passenger car equivalent of three for the trucks, this equates to 546 passenger car equivalents. Table 2 shows the distribution of these trips throughout the day. The hourly distribution is based on conversations with the plant manager at a similar plant located west of the City of Longmont. Approximately 20 of the trips would occur during the AM peak hour of adjacent road traffic, and approximately 16 trips would occur during the PM peak hour. The AM and PM peak hour project trips assigned to each roadway are shown on Figure 6. It is anticipated that 50 percent of the traffic will go eastbound on 1-70 and the other 50 percent will go westbound on 1-70. All of the traffic generated by the site is anticipated to go east on CR 346 to CR 331 and then north on CR 311 to access the 1-70 Frontage Road. Truck traffic will be restricted from going west on CR 346 since this is not a preferred truck route designated by the Garfield County Road and Bridge Department. The distribution percentages were estimated based on traffic distribution patterns for delivery trips and employee trips identified by the owner. The site -generated traffic assignments were added to the background traffic volumes in each analysis year to produce the 2008 and 2027 total traffic shown on Figures 7 and 8, respectively. pmFELSBURG ■ HOLT & l ULLEVIG Page 10 Grand River Park Gravel Pit Traffic Impact Study Table 2. Hourly Trip Distribution Hourly Distribution Sand/Gravel Service Vehicles Emp ogees Total In Out In Out In Out .In Out Total 5:00 - 5:59 AM 0 0 0 6:00-6:59 AM 11% 5 9 4 9 9 18 7:00-7:59 AM 11% 7 9 1 1 2 10 10 20 8:00-8:59 AM 8% 9 7 9 7 16 9:00-9:59 AM 8% 9 7 1 10 7 17 10:00-10:59 AM 9% 7 8 1 7 9 16 11:00-11:59 AM 9% 7 8 2 7 10 17 12:00-12:59 PM 8% 4 7 1 1 2 7 8 15 1:00 - 1:59 PM 9% 8 8 8 8 16 2:00 - 2:59 PM 8% 7 7 7 7 14 3:00 - 3:59 PM 9% 8 8 8 8 16 4:00 - 4:59 PM 8% 7 7 1 1 8 8 16 5:00 - 5:59 PM 2% 6 2 4 6 6 12 6:00-6:59 PM 3 2 3 2 5 7:00-7:59 PM 0 0 0 Total 100% 87 87 4 4 8 8 99 99 198 •FELSBURG (4 HOLT& ULLEVIG Page 11 p . FELSBURG (I HOLT & ULLEVIG 1-70 Frontage Road r-. 00 198 10(8) ---4, 10(8) 198 -41 00 v LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes 17;\ Not to Scale North CR 331 7(8)_-_t CR 311 Figure 6 Site Generated Traffic Grand River Park TIA, 06-151, 2/9/07 .FELSBURG rE HOLT & ULLEVIG LEGEND XXX(XXX) AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes x/x = AM/PM Peak Hour Unsignalized Intersection Level of Service = Stop Sign 177;\ Not to Scale North 77---- ---1:-10 1-70 Frontage Road "vy 1 E_ 10(10) ,F-- 5(20) 0 L 3,650 15(10), 90(140) - rJrit [„,i rk._ blb-4-1 t__ 10(10) 15(40) 840 ala m V t___ 55(30) '4- 10(5) 25(30) -0 - CR 331 85(70). 10(5)---0- CR 311 Figure 7 Year 2008 Total Traffic Conditions Grand River ParkTIA, 06-151, 219107 • FELSBURG HOLT & ULLEVIG LEGEND XXX(XXX) = AM(PM) Peak Hour Traffic Volumes XXXX = Daily Traffic Volumes xlx = AM/PM Peak Hour Unsignalized Intersection Level of Service XIX = AM/PM Peak Hour Signalized Intersection Level of Service = Stop Sign CIC 1-70 Frontage Road .__ 20(35) 35(45) = Traffic Signal o Not to Scale North CR 331 L 150(125) .s� \\N": 20,200 BIB 1,4 15(20)--,- 615(925)-4 5(20)- .615(925)—. 1 10(10) 4-- 105(150) 2,800 F tri OO M � O try I• T 130(90) 4,\ 15(25) 305(205) 65(40), 130(130)-4, 5(40)-- 130(130)-4, CR 311 Figure 8 Year 2027 Total Traffic Conditions Grand River Park TIA, 06-151, 2/9/07 Grand River Park Gravel Pit Traffic Impact Study C. Traffic Impacts Using HCM-2000 methods, both signalized, unsignalized, and roundabout level of service analyses were conducted based on the future total peak hour traffic volumes. The roundabout analysis software SIDRA was used for the proposed roundabout. The results of these analyses are summarized on Figures 7 and 8, and worksheets are included in Appendices C and D. For the 2027 total traffic scenario, as in the 2027 background condition, the proposed lane geometry and traffic control in the Stillwater Ranch report were used in the analysis. For future scenarios, the signalized intersections, stop controlled approaches, and proposed roundabout within the study area operate at LOS C or better with the lane geometry shown. D. Design Considerations The land use proposed for the site would result in an increase in side street truck traffic at the site access intersection with CR 346; 87 of the 99 outbound daily trips from the site would be sand and gravel trucks. These heavy vehicles require significantly longer time to accelerate to the posted speed limit and therefore would require larger gaps in traffic to turn onto CR 346. This is particularly relevant for the sand and gravel trucks, which would be fully -loaded on the outbound trip. Even though CR 346 is not a state highway, the Colorado State Highway Access Code was used to determine acceleration and deceleration requirements for the access to the site. The classification category RB (Rural Highway) was used for this study. Due to the low peak hour volumes (10 vehicles per hour) at the site access and the posted speed limit of 35 mph, acceleration lanes are not needed on CR 346 according to the State Highway Access Code. In addition, deceleration lanes are not required due to the low volumes but should be implemented so that trucks can safely turn off of CR 346. Based on the RB classification in the State Highway Access Code, a westbound right turn lane should be constructed with a declaration length of 310 feet, including a 120 -foot taper (10:1 ratio). The traffic impact study for the proposed Stillwater Ranch development shows an access aligning with the intersection of CR 311 and CR 331 and recommends a roundabout be constructed at this intersection by 2012. Because the Grand River Park Gravel Pit traffic will impact the left turn movement at this intersection, it is recommended that the gravel pit pay approximately 25 percent of the equivalent cost of a left turn bay (based on number of passenger car equivalents). E. State Highway Access Permit Requirements The current daily traffic along the 1-70 Frontage Road west of CR 311 is approximately 3,000 vpd. The proposed site is estimated to generate approximately 200 trips per day on the 1-70 Frontage Road, which equates to a seven percent increase over the current level of traffic on this roadway. Since this increase is less than 20%, the State Highway Access Code considers this a minor modification to the existing access permit on the Frontage Road. Thus, an access permit from the Colorado Department of Transportation is not required. 4 FELSBURG HOLT & ULLEViG Page 15 Grand River Park Gravel Pit Traffic Impact Study IV. SUMMARY AND RECOMMENDATIONS Grand River Gravel Pit is a sand and gravel mine located on CR 346 to the southwest of the Town of Silt. The property would include parking for employees, a sand and gravel mine, processing plant, and aggregate storage area. The site is projected to generate approximately 200 daily trips, with 20 of these trips during the AM peak and 16 of these trips during the PM peak. Based on the results of the traffic analysis, the existing, Short Range Future, and Long Range Future scenarios are projected to operate at acceptable LOS with the proposed lane geometry and traffic control. The Long Range Future scenario includes site generated traffic from the proposed Stillwater Ranch and Ferguson Crossing developments as well as proposed lane geometry and traffic control. In order for trucks to safely enter the site, the following roadway improvements are recommended. • Construct a 310 -foot deceleration lane for the westbound right turns into the site from CR 346. Although not required to accommodate the gravel pit traffic, it is recommended that the Grand River Park Gravel Pit pay approximately 25 percent of the equivalent cost of a left turn bay (based on passenger car equivalents) to account for their proportionate share of the cost of road improvements in relation to the traffic generated by the Stillwater Ranch development. A state highway access permit is not required because the proposed site is expected to increase the traffic along the 1-70 Frontage Road by only seven percent, which is considered a minor modification to the existing access permit. FELSBURO (11 HOLT & ULLEVIG Page 16 Grand River Park Gravel Pit Traffic Impact Study APPENDIX A TRAFFIC COUNTS pFELSBURG (4 HOLT & ULLEVIG Appendix A All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge, CO 80033 www. alltrafficdata. net Groups Printed- Unshifted File Name : 316&346AM Site Code : 00000000 Start Date : 8/15/2006 Page No : 1 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total Grand Total Apprch % Total % 5 4 6 1 5 10 1 10 17 25 26 23.6 10.3 55 50 21.7 1 3 4 6 14 29 26.4 11.5 0 0 0 0 0 0 0 0 1 1 1 1 1 0 1 2 4 4 3 0 1 0 3 0 5 0 12 0 9 7 20 25 19.4 55.6 3.6 2.8 7.9 0 0 0 0 4 1 0 0 7 1 0 1 7 1 0 1 5 2 0 2 23 5 0 5 57 6.8 78.1 2 22.5 11 0 15.1 0 4.3 0 1 0 0 3 0 0 3 1 0 1 2 1 8 3 1 21 61.8 8.3 9 4 11.8 1.6 26.5 3.6 2 O L 5 O N m 0 Out 081 316 In Total 1 208 North 8/15/2006 07:00 AM 8/15/2006 08:45 AM Unshifted minfiLeft Thru Ri•ht Peds imi I 681 Out In 316 1411 Total 0 0 0 0 0 0 0 0 21 24 36 37 118 253 316 Southbound 346 Westbound 316 Northbound 346 Eastbound Start Time Left Thru 1 Right Peds Left Thru Right Peds Left 1 Thru Right Peds Left Thru Right Peds Int. Total 07:00 AM 07:15 AM 07:30 AM 07:45 AM 3 2 1 3 5 5 10 2 9 3 6 5 0 0 0 0 1 1 2 1 1 1 0 1 3 1 2 2 0 0 0 0 1 12 1 5 1 14 0 3 2 1 1 2 0 0 0 0 3 3 4 3 2 3 1 0 0 1 1 1 0 0 0 0 38 31 39 27 Total 9 30 15 0 5 3 8 0 3 34 6 0 13 6 3 0 135 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total Grand Total Apprch % Total % 5 4 6 1 5 10 1 10 17 25 26 23.6 10.3 55 50 21.7 1 3 4 6 14 29 26.4 11.5 0 0 0 0 0 0 0 0 1 1 1 1 1 0 1 2 4 4 3 0 1 0 3 0 5 0 12 0 9 7 20 25 19.4 55.6 3.6 2.8 7.9 0 0 0 0 4 1 0 0 7 1 0 1 7 1 0 1 5 2 0 2 23 5 0 5 57 6.8 78.1 2 22.5 11 0 15.1 0 4.3 0 1 0 0 3 0 0 3 1 0 1 2 1 8 3 1 21 61.8 8.3 9 4 11.8 1.6 26.5 3.6 2 O L 5 O N m 0 Out 081 316 In Total 1 208 North 8/15/2006 07:00 AM 8/15/2006 08:45 AM Unshifted minfiLeft Thru Ri•ht Peds imi I 681 Out In 316 1411 Total 0 0 0 0 0 0 0 0 21 24 36 37 118 253 Alt Traffic Data All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge, CO 80033 www.alltrafficdata.net File Name : 316&346AM Site Code : 00000000 Start Date : 8/15/2006 Page No : 2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM Int Total 1 07:00 AM 316 Southbound 346 Westbound 316 Northbound 346 Eastbound Stara Time Left i_ Thru Right 1 Peds 1 App, Tot. Left l Thru 1 Right 1 Peds] App Total Left 1 Thru 1 Right i Peds 1 App. Tetal Left 1 Thru r Right Peds I p App_ Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM Int Total 1 07:00 AM 3 5 1 3 5 1 2 07:15 AM 2 10 2 0 14 1 1 1 0 3 1 5 1 0 7 3 3 1 0 7 31 07:30 AM 1 9 3 0 13 2 14 1 0 16 4 39 07:45 AM 3 6 5 0 14 1 1 2 0 4 0 3 2 0 5 3 0 1 0 4 27 Total Volume 9 30 15 0 54 5 3 8 0 15 3 34 6 0 43 13 6 3 0 22 135 i App. Total 16.7 55.6 27.8 0 31.2 18.8 50 0 7 79.1 14 0 59.1 27.3 13.6 0 PHF .750 .750 .750 .000 .964 .625 .750 .667 .000 .800 .750 .607 .750 .000 .672 .813 .500 .750 .000 .786 .865 7,5 (0 C xi - N 7 0 H L h 0 Q Out 1 551 316 In 1 541 1151 301 91 01 Right Thru Len Peds Total 1091 Peak Hour Data T North Peak Hour Begins at 07:00 AM Unshifted 4-1 Left ThruRi.ht Peds mommulrima 1 36] Out In _316 f 811 Total All Traffic Data Services, inc 9660 W 44th Ave Wheat Ridge, CO 80033 www. alltrafficdata. net All Traffic Data PPM VIM M.21•11.4114:1 Scrdxer Groups Printed- Unshifted File Name : 316&346PM Site Code : 00000000 Start Date : 8/15/2006 Page No : 1 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total % 3 9 5 6 23 42 23.7 9.8 11 13 13 5 42 85 48 19.9 12 12 6 1 31 50 28.2 11.7 0 0 0 0 0 0 0 0 0 0 0 1 4 1 1 7 2 6 5 2 15 6 15 37 10.3 25.9 63.8 1.4 3.5 8.7 0 0 0 0 0 0 0 0 2 1 0 1 4 11 8.3 2.6 16 7 9 15 47 116 87.2 27.2 0 1 0 2 6 4.5 1.4 0 0 0 0 0 0 0 0 8 6 5 4 23 44 74.6 10.3 0 0 1 3 4 9 15.3 2.1 0 3 0 2 5 6 10.2 1.4 Ill M 6) m n o) co 0 H it i a" North 8115!2006 04:00 PM 8115/2006 05:45 PM Unshifted Left Thru RI ht Peds 1 971 Out In 316 2301 Total C r v a v rP co 0 co 0 0 0 0 0 0 0 0 0 55 62 46 41 204 427 316 Southbound 346 Westbound 316 Northbound 346 Eastbound Start Time Left Thru Right Peds Left Thru Right 1 Peds Left L Thru Right Peds Left Thru Right Peds Int. Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM 2 5 5 7 8 15 8 12 5 4 3 7 0 0 0 0 2 1 1 1 2 0 2 4 2 0 3 0 10 0 7 0 1 12 2 16 1 19 3 22 0 1 1 2 0 0 0 0 6 7 4 4 2 1 2 0 0 0 0 1 0 0 0 0 42 55 56 70 Total 19 43 19 0 5 8 22 0 7 69 4 0 21 5 1 0 223 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total % 3 9 5 6 23 42 23.7 9.8 11 13 13 5 42 85 48 19.9 12 12 6 1 31 50 28.2 11.7 0 0 0 0 0 0 0 0 0 0 0 1 4 1 1 7 2 6 5 2 15 6 15 37 10.3 25.9 63.8 1.4 3.5 8.7 0 0 0 0 0 0 0 0 2 1 0 1 4 11 8.3 2.6 16 7 9 15 47 116 87.2 27.2 0 1 0 2 6 4.5 1.4 0 0 0 0 0 0 0 0 8 6 5 4 23 44 74.6 10.3 0 0 1 3 4 9 15.3 2.1 0 3 0 2 5 6 10.2 1.4 Ill M 6) m n o) co 0 H it i a" North 8115!2006 04:00 PM 8115/2006 05:45 PM Unshifted Left Thru RI ht Peds 1 971 Out In 316 2301 Total C r v a v rP co 0 co 0 0 0 0 0 0 0 0 0 55 62 46 41 204 427 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge, CO 80033 www.alltrafficdata.net File Name : 316&346PM Site Code : 00000000 Start Date : 8/15/2006 Page No : 2 316 Southbound 346 Westbound 316 Northbound 346 Eastbound Start Time Left' Thru Right' Peds 4 AppTotalLeft I Thru y Rghl y Peds App. Tp/a. Left Thru Right i Peds 4nv,Too Lefty Thru y Righty Peds y npT,a Int, Totall Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 5 8 3 0 16 1 10 13 1 19 1 0 21 4 2 0 0 6 56 04:45 PM 7 12 7 0 26 1 4 7 0 12 3 22 2 27 4 0 1 0 5 70 05:00 PM 3 11 12 8 05:15 PM 9 13 12 0 34 0 4 6 0 10 1 7 1 0 9 6 0 3 0 9 62 Total volume 24 44 34 0 102 2 11 25 0 38 7 64 4 0 75 22 2 4 0 28 243 %App. Total 23.5 43.1 33.3 0 5.3 28.9 65.8 0 9.3 85.3 5.3 0 78.6 7.1 14.3 0 PHF .667 .846 .708 .000 .750 .500 .688 .625 .000 .731 .583 .727 .500 .000 .694 .688 .250 .333 .000 .778 .868 O W O N w O L N N 0 1— H a 1 10 0) v 316 Out In Total 1 102 1 341 441 241 0] Right Thru Left Peds 1 1111 1 2131 Peak Hour Data North Peak Hour Begins at 04:30 PM Unshifted Left Thru fti.ht Peds MWAMM1 50] Out In 316 125-1 Total Ali Traffic Data Services, Inc. Page 1 9660 W 44th Ave CR346 Wheat Ridge, CO 80033 www.alltrafficdata.net Site Code: 6 Start 15 -Aug -06 Time Tue 12:00 AM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 PM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 EB WB Total 2 0 2 0 0 0 3 1 4 0 1 1 1 2 3 12 12 24 19 22 41 19 25 44 11 17 28 12 13 25 13 15 28 13 23 36 9 19 28 18 22 40 22 10 32 19 19 38 20 22 42 28 28 56 28 15 43 17 12 29 13 11 24 6 3 9 6 4 10 2 1 3 Total 293 297 590 Percent 49.7% 50.3% AM Peak 06:00 07:00 07:00 Vol. 19 25 44 PM Peak 17:00 17:00 17:00 Vol. 28 28 56 Grand Total 293 297 590 Percent 49.7% 50.3% ADT Not Calculated All Traffic Data Services, Inc. 9660 W 44th Ave Wheat Ridge, CO 80033 www.alltrafficdata.net Page 1 FRONTAGE RD EIO 9TH ST Site Code: 7 Start 15 -Aug -06 Time Tue 12:00 AM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 PM 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 EB WB Total 11 3 14 2 0 2 0 2 2 4 4 8 6 7 13 48 49 97 81 95 176 98 166 264 89 112 201 93 85 178 87 87 174 77 107 184 78 83 161 82 80 162 94 97 191 102 111 213 135 106 241 140 100 240 122 89 211 65 57 122 44 42 86 33 18 51 22 11 33 15 5 20 Total 1528 1516 Percent 50.2% 49.8% 3044 AM Peak 07:00 07:00 07:00 Vol. 98 166 264 PM Peak 17:00 15:00 16:00 Vol. 140 111 241 Grand Total 1528 1516 3044 Percent 50.2% 49.8% ADT Not Calculated Grand River Park Gravel Pit Traffic Impact Study APPENDIX B EXISTING LEVELS OF SERVICE •FELSBURG (4 HOLT & ULLEVIG Appendix B HCM Unsignalized Intersection Capacity Analysis 2: Frontage Road & County Road 311 Existing AM Peak -- - 41 h�iver{�e�t�4� `x � ABT SBR 1 4 Free. Free Stop 0% 0% 0% 12 67 ->6 7 106 20 0.92 0.92 0.92 0.92 0.92 0.92 13 73 .. 7 8 115 s 22 Lane Configurations Sign Control Grade ..Volume (veh/h)' Peak Hour Factor Hourly flow rate.(vph) Pedestrians Lane Width" (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) /Median stype Median storage veh) Upstream signal.(ft) pX, platoon unblocked vC, ca.ifllcting volume vC1, stage 1 cant vol vC2, stage.2 canf.vol vCu, unblocked vol tt, single'(s) tC, 2 stage (s) tF: _(s) p0 queue free % cM capacity.(veh./h) f Ilton. f L,Laene....# Volume' `Total Volume Left Volume Right cSH Volurrie to. Capacity Queue Length 95th (ft) Control. belay (s) Lane LOS Approach Delay (s) Approach LOS nterseetlon Surirrary,; 86 None 70 49" 86 70 49 4.1 6.4 ._' 6.2 2.2 100 1492 86 14 137 0 7 115 73 0 22 1700 1492 936 0.05 0.00 0.15 0 0 13 0.0 3.4 9.5 A A 0.0 3.4 9.5. A 3.5 33 88 98 923 <-1011 . Average Delay Intersection Capacity Utilization Analysis Period (min) 5.7 19.5% 15 ICU Level of Service A 2/8/2007 Synchro 6 Report K:1061511SynchrolExistinglExisting AM.sy7 Felsburg Holt & Ullevig HCM Unsignalized Intersection Capacity Analysis 3: County Road 331 & County Road 311 Existing AM Peak Aa Lane Configurations Sign Control Grade Volume.(vehlh), Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane. Width (ft) Walking Speed (firs) Percent; Blockage Right turn flare (veh) Median type None _;None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 134 72 101 0 0 vC 1, stage 1 conf vol vC2, stage 2. conf vol vCu, unblocked vol 134 72 101 0 0 tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (vehlh) par Qet anal L=er er: o 4 T4 Stop Stop 0% 0% 68 >:7;, 0.92 0.92 0.92 74 8 10 Free 0% 9. 53 33 27 0.92 0.92 0.92 58 36 29 _:: 7.2 6.6 6.6 6.2 3.5 4.0 4.0 3.3 90 99 99 95 765 795 •. 766 1076 4.1 2.2 98 1604 Volurrie Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay(s) Lane LOS Approach Delay (s) Approach LOS ntersectior%Summar 82 67 36 74 0 36 0 0 58 0 29 768 1016 1604 1700 0.11 0.07 0.02. 0.02 9 5 2 0 10.2 8.8 7.3 0.0 B A A 10.2 8.8 4.0 B A 29 Average Delay Intersection Capacity Utilization Analysis Period (min) 7.9 20.8% 15 ICU Level of Service 2/8/2007 Synchro 6 Report K:1061511SynchrolExistinglExisting AM,sy7 Felsburg Holt & Ullevig HCM Unsignalized Intersection Capacity Analysis 2: Frontage Road & County Road 311 Existing PM Peak gariFIRPM- Lane Configurations 4 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 8 19.5 20 8 82 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Houriy:flow rate (vph) 9 :.125. , 22 9 89 10 Pedestrians Lane:Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 134 123 . 71 vC1, stage 1 conf vol 14 None' vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) EC, 2 stage (s) tF (s) p0 queue free cM capacity (veh/h) ORION :go Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS )t iersec 6.4!%: mmery 134 4.1 2.2 98 1433 134 30 99 0 22 89 125 0 10 1700 1433 863 0.08 0.02 0.11 0 1 10 0.0 5.4 9.7 A A 0.0 . 5.4 9.7 A 123 6.4 71 6.2: 3.5 33 90 99 851 983. Average Delay Intersection Capacity Utilization Analysis Period (min) 4.3 26.0% 15 ICU Level of Service 2/8/2007 Synchro 6 Report K:\061511SynchrolExistinglExisting PM.sy7 Felsburg Holt & Ullevig HCM Unsignalized Intersection Capacity Analysis 3: County Road 331 & County Road 311 Existing PM Peak M.-KRIMEIVIW274SBL T iN BR; , Lane Configurations 4 I Sign Control Stop Stop Grade 0% 0% Volume (vehlf) 54 ; 5 6 29 Peak Hour Factor 0.92 0.92 0.92 0.92 Hourly;flow rate (vph) 59 5 . 7 . 3.2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right tum flare (veh) Median type None , None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 128 93 164. 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 128 93 164 0 0 tC, single (s) , 7.2 6.6 6.6 6.2 4.1 tC, 2 stage (s) IF (s) 3.5 4.0 4.0 3.3 2:2 p0 queue free % 93 99 99 97 97 cM capacity(vehlh) 790 768 702 :..1076 1604 ectaniLahe# Free. 0% 43. 65 0.92 0.92 47. 71 Volume Total 64 38 47 71 Volume Left 59 0 47 0 Volume Right 0 32 0 71 cSH 788 986 1604 1700 Volume to Capacity 0.08 0.04 0.03 0.04 Queue Length 95th (ft) 7 3 2 0 Control Delay (s) 10.0 8.8 7.3 0.0 Lane LOS A A A Approach Delay (s) 10.0 8:8 2.9 Approach LOS A A oter ec& n Summa • WWI Average Delay Intersection Capacity Utilization Analysis Period (min) 6.0 19.9% ICU Level of Service 15 A 2/8/2007 Synchro 6 Report K:1061511SynchrolExistinglExisting PM.sy7 Felsburg Holt & Ullevig Grand River Park Gravel Pit Traffic Impact Study APPENDIX C SHORT TERM LEVELS OF SERVICE . FELSBURG (4 HOLT & ULLEVIG Appendix C HCM Unsignalized Intersection CapacityAAnalysis 2: Frontage Road & County Road 311 2008 Background AM Peak .F— Lane Configurations 4 Sign Control Free " . Free Stop Grade 0% 0% 0% Volume,(veh/h) 15 86 " 5 10" " 125 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Houriy flow rate: (Vph) 16 87 5 :11 136 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Biockage- Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC conflicting volume 103 82 60 vC 1, stage 1 cont vol vC2, stage 2 corif vol vCu, unblocked vol 103 82 60 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2: 3.5 3.3 p0 queue free % 100 85 98 cM capacity (ve/h): 1470 910. 997 ORT6fialITane.,#YE Volume Total 103 16 158 Volume Left 0 5 136 Volume Right 87 0 22 cSH 1700 1470 921 Volume to Capacity.. 0.06 0.00 0.17 Queue Length 95th (ft) 0 0 15 Control Delay (s) 0.0 2.5 9.7 Lane LOS A A Approach Delay(s) 0.0 2.5 9.7 Approach LOS A )ntersecion Average Delay Intersection Capacity Utilization Analysis Period (min) 5.7 20.5% 15 ICU Level of Service. A 2/8/2007 Synchro 6 Report K:\061511Synchro12008 Bckgrnd12008 Background AM.sy7 Felsburg Holt & Ullevig HCM Unsignalized Intersection Capacity Analysis 2008 Background 3: County Road 331 & County Road 311 AM Peak 411 -- !PAM- -gliTZLV -- v ment,L; - R til=��EB� ritt ', '�.. 4 f, } ,,fir�rd' X. 7WPATAW Lane Configurations 4 Sign Control Grade Volume(veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None ,.None:, Median storage veh) Upstream; signal (ft) pX, platoon unblocked vC conflicting volume 141 76 109 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 141 76 109 0 0 tC single (s) 72 6:6.. 6:6 . 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 4.0 3.3 2.2 Stop Stop Free 0% 0% 0% 75 10 10 55 35 30 0.92 0.92 0.92 0.92 0.92 0.92 82 11 11 60 38 33. p0 queue free % 89 99 99 94 98 cM:capacity(veh/h) 754" 789. 757 1076 1604 rhe lorl r c r ff ref �ta 'zitT' :;:T:t.1� SB'l i:SB2 . , ?� Il i s i= `� H.r � �,. . � s.: .. s �= 5 7+' s-Gt. ��.. ..�.;� tx ✓ - , �,�'� a,[ *� a� r Volume Total 92 71 38 33 Volume Left 82 0 38 0 Volum_ e.Right 0 60 0 33 cSH 758 1011 1604 1700 Volume to Capacity 0.12 0.07 0.02 0.02 Queue Length 95th (ft) 10 6 2 0 Control Delay (s) 10.4 8.8 7.3 0.0 Lane LOS B A A Approach Delay (s) 10.4 8.8 3.9 Approach LOS B A )s nirerse0.6i.4Summary Average Delay 8.0 Intersection Capacity Utilization. 21.3% • ICU. Leverof Service Analysis Period (min) 15 t 2/8/2007 Felsburg Holt & Ullevig Synchro 6 Report K:1061511Synchro12008 Bckgrnd12008 Background AM.sy7 HCM Unsignalized Intersection Capacity Analysis 2: Frontage Road & County Road 311 2008 Background PM Peak "cP?"�i-;- f - "�,-�' �".� Fk .i h' cF' Y&.$ KYZS-'ti. r J- v� e 1� ...,. ` _ EBT BRA � )IVB i� = SBL 1 ' ,, f i 5 «- .,_ „NW c 614 Lane Configurations Sign Control: Free Free Grade"...., 0% 0% Volume (veh/h) 10 1.30 ' 20 10 Peak Hour Factor 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 141-r.22 11. Pedestrians Lane Width'(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median -type Median storage veh) Upstream. signal (ft) pX, platoon unblocked vC, conflicting volume 152 136 82 vC1, stage 1 conf vol vC2 stage 2 conf vol vCu, unblocked vol 152 136 82 tC, single'(s) 4.1:. 6.4.: 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free % 98 88 99 cM capacity (vehlh)' 1410 837 970 •"ip'Z.�l: -? iS sT l { " "t `st f FL' � P F 4 ��` r � � _ `. 1 t '. �s,�yr ?J OR.7 Lane: Es:, ,. vWg . �. aNB 1 ,, _. z- _;ytit � '..�.,..,-•.,. , _ . Ff, , �s; '.ice .:4 ,: }, IN Volume Total` 152 33 .114 Volume Left 0 22 103 Volume Right 141 0 11 cSH 1700 1410 848 Volume to Capacity 0.09. 0.02 0.13 Queue Length 95th (ft) 0 1 12 Control Delay (s) 0.0 5.1 9.9 Lane LOS A A Approach Delay (s) 0.0 5:1 9.9 . Approach LOS A )rters,Gction Summary _t:_ ... x. %ry. Average Delay 4.3 Intersection Capacity Utilization 27.8% ICU Level of Service Analysis Period (min) 15 4 Stop 0% 95 '10 0.92 0.92 103 -'.11 None 2/8/2007 Synchro 6 Report K:1061511Synchro12008 Bckgrnd\2008 Background PM.sy7 Felsburg Holt & Ullevig HCM Unsignalized Intersection Capacity Analysis 2008 Background 3: County Road 331 & County Road 311 PM Peak a e i7enf P P :. ` `-1XWIRASWAR,�ESBi_g Lane Configurations Sign Control Grade Volume,(vehlh) 60 Peak Hour Factor 0.92 Hourly flow rate (vph) ` 65 Pedestrians Lane.Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 133 ` 98 174 0 0 vC 1, stage 1 conf vol vC2, stage 2. conf vol vCu, unblocked vol 133 98 174 0 0 tC, single (s) tC, 2 stage (s) tF.(s) 3.5 4.0 4.0 3.3 2.2 p0 queue free % 92 99 99 97 97 cM capacity (veh/h) 783 763 692 .1076 1604 ireciion 04e # Yx L,l 00810"1rt S r2 s +l T Stop . Stop 0% 0% 5 5, 0.92 0.92 5 5 0.92 Free 0% 45 70. _ 0.92 0.92 49 76 7.2 6.6 6.6 6.2 4.1 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS ApproachDelay (s) Approach LOS 71 38 49, 76 65 0 49 0 O 33 0 76 781 997 1604 1700 0.09 0.04 0.03 0.04 7 3 2 0 10.1 8.8 7.3 0.0 B A A 10.1 8.8 2.9 B A Intersection su6:6afy Average Delay 6.0 Intersection Capacity Utilization 20.3% ICU Level of Service Analysis Period (min) 15 2/8/2007 Synchro 6 Report K:1061511Synchro12008 Bckgrnd12008 Background PM.sy7 Felsburg Holt & Ullevig HCM Unsignalized Intersection Capacity Analysis 1: County Road 346 & Site Access 2008 Total AM Peak Lane Configurations Sign Control Free Grade 0% Volume (vehlh) 0 . `- 25 Peak Hour Factor 0.92 0.92 Hourly flow rate (vph) 0 - 27 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC," conflicting volume 27 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 27 tC, single (s) 4.1 tC, 2 stage (s) tF-(s) 2;2. p0 queue free % 100 cM capacity (veh/h). 1567 )r ce bon;Lane:1CAIFr: EB,1 Illi 3 1 Free•- 15 0.92 16 :Stop 0% 10 10 5 0.92 0.92 0.92 11 ` .11 5 None 43 16 43 16 6.4 6.2 3.5. 3.3 99 99 960 1054 afr v-...�E•_ Volume Total 27 16 11 Volume Left 0 0 0 Volume Right 0 0 11 cSH 1700 1700 1700 Volume to Capacity 0.02 0.01 0.01 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS Approach Delay (s). 0.0 0.0 Approach LOS titersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 16 11 5 989 0.02 1 8.7 A 8.7 A 2.0 13.3% 15 ICU Level of Service 2/8/2007 Synchro 6 Report K:1061511Synchro12008 Tota112008 AM.sy7 Felsburg Holt & Ullevig HCM Unsignalized Intersection Capacity Analysis 2: Frontage Road & County Road 311 2008 Total AM Peak Lane Configurations Sign Control Grade Volum_ e(veh/h) Peak Hour Factor Hourly;flowrate (vph) Pedestrians LareWidth (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median: type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC 1, 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) pi,,ection; La„n„e Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS )n666:6t on Summary Free 0% 1'5 90. 0.92 0.92 16 98 114: 0 98 1700 0.07 0 0.0. .E— 76 krx 'y�r : ,� t 5. 0.92 5 114 114 4.1. 2.2 100 1457 16 168 5 147 0 22 1457 914 0.00 0.18. 0 17 2.5 A 0.0 2.5 9.8 A 9.8 A 4• Free ='Stop, 0% 0% 10 135 20'. 0.92 0.92 0.92 11 147 22. None 87 65. 87 65 6.4 6.2 3:5_.. 3.3. 84 98 903 990 Average Delay Intersection Capacity Utilization Analysis Period (min) 5.7 21.7% 15 ICU Level of Service 2/8/2007 Felsburg Holt & Ullevig Synchro 6 Report K:1061511Synchro12008 Tota112008 AM.sy7 HCM Unsignalized Intersection Capacity Analysis 3: County Road 331 & County Road 311 } 14" Ort' t 5761: ept s ,:n}EN . Bi 1111E z SBL $- AA, 411.7filitiliatiginMet Lane Configurations 4 1r, Sign Control StopSto p F - Free Grade 0% 0% 0% Volume'(vel/h)' 85 10 1055 35 40 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate:(vph) 92 11 11 60' :38 43 Pedestrians Lane.Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type. None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 141 76 120 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 141 76 120 0 0 tC, single (s) 7.2 6.6 6.6 ; 6.2 4.1 tC, 2 stage (s) tF (s): p0 queue free % cM capacity (veh/h) 3.5 4.0 4.0 3.3 2.2 88 99 99 94 98 754 789 747 ,1076'1604 tactibtdLane � Volume Total . 103 71 38 43 Volume Left 92 0 38 0 Volume Right 0 60 0 : 43 cSH 757 1008 1604 1700 Volume to Capacity 0.14 0.07 0.02 0.03. Queue Length 95th (ft) 12 6 2 0 Control Delay (s) 10.5 8.8 7.3 0.0 Lane LOS B A A Approach .Delay (s) 10.5 8.8 . 3:4 Approach LOS B A rAtrsect163„Summary.,. FI'T- f1 0. 'r' ; P ki 2008 Total AM Peak Average Delay Intersection Capacity Utilization Analysis Period (min) 7.8 21.9% 15 ICU Level of Service 2/8/2007 Felsburg Holt & Ullevig Synchro 6 Report K:1061511Synchro12008 Tota112008 AM.sy7 HCM Unsignalized intersection Capacity Analysis 1: County Road 346 & Site Access 2008 Total PM Peak uio�err�ent_ti�B�i3� T,rl W3T t R^ S134BIx Lzr , 47nfcgragi€L Lane Configurations + Sign Control Free Free . Stop Grade 0% 0% 0% Volume (veh/h) 0 30 40 10 :10 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 33 43 11 -11 0 Pedestrians Lane Width (ft) .. Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 54 76 43 None vCl, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 54 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 p0 queue free % 100 cM capacity (veh/h) ; 1532 76 43 6.4 . 6.2 3.5 3.3 99 100 920 1018 rif eEt Qr,Cgtiez Volume Total 33 43 11 11 Volume Left 0 0 0 11 Volume Right 0 0 11 0 cSH 1700 1700 1700 920 Volume to Capacity 0.02 0.03 0.01 0.01 Queue Length 95th (ft) 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 9.0 Lane LOS A Approach Delay (s). 0.0 0.0 9.0 Approach LOS A )rterseQtlbn Average Delay Intersection Capacity Utilization Analysis Period (min) 1.0 13.3% 15 ICU Level of Service 2/8/2007 Synchro 6 Report K:1061511Synchro12008 Tota112008 PM.sy7 Felsburg Holt & Ullevig HCM Unsignalized Intersection Capacity Analysis 2: Frontage Road & County Road 311 2008 Total PM Peak -i'"' 4\ ?Iaemen E�I'.,11Tn"13 Lane Configurations 4' Sign Control . Free Free. Stop Grade 0% 0% 0% Volume.(veh/h) 10 140 20 10 1.05-'.:.-:' 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourlyflowrate (vph) 11 152 22> 11 114 Al' Pedestrians Lane Width -(f) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft)' pX, platoon unblocked vC, conflicting volume 163 141 87 vC1, stage 1 cont vol vC2, stage 2 pont vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) .. 2.2 35_ 3.3. p0 queue free % 98 86 99 cM capacity (veh/h) 1397 831 963. p1 t1p[1 Lart # El3$(4 W '120411:: _, , t : 3 10:, * None 163 141 87 4.1 6.4 6.2. x 14,1 Volume Total Volume Left Volume Right cSH Volume to. Capacity Queue Length 95th (ft) Control Delay (s)' Lane LOS Approach Delay (s) Approach LOS ersection Summary. 163 0 152 1700 1397 841 0.10 0.02 0.15 0 1 13 0.0 5.1 10.0 A B 0.0 5.1 10.0 B 33 125 22 114 0 11 Average Delay Intersection Capacity Utilization Analysis Period (min) 4.4 28.9% 15 ICU Level of Service A 2/8/2007 Synchro 6 Report K:1061511Synch ro12008 Tota112008 PM. sy7 Felsburg Holt & Ullevig HCM Unsignalized Intersection Capacity Analysis 3: County Road 331 & County Road 311 4- k. 4/ 2008 Total PM Peak y Lane Configurations Sign Control Grade Volume?(vehln) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane W ioth (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None 'None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC conflicting _volume 133 : 98 185 0 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 133 98 185 0 0 tC, single (s) 7.2 6.6 6.6 6.2 4.1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) A et h Lane# 4 t+ Stop Stop 0% 0% 70 .5 5 0.92 0.92 0.92 76 5 .. 5, Free 0% 30.._45 80 0.92 0.92 0.92 `33 49 87 Volume Total Volume Left Volume Right cSH Volurrie`to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS ���ers�ptonrSuf rlmary_ 3.5 4.0 4.0 3.3 2.2 90 99 99 97 97 783 763 683 1076 1604 82 38 .'49 87 76 0 49 0 0 33 0 87 782 994 1604 1700 0.10 0.04 0.03 0.05 9 3 2 0 10.1 8.8 . 7.3 0.0 B A A 10.1 8.8 2.6 B A e k Average Delay Intersection Capacity Utilization Analysis Period (min) 5.9 20.8% ICU Level of Service A 15 ATafl 2/8/2007 Synchro 6 Report K:1061511Synchro12008 Tota112008 PM.sy7 Felsburg Holt & Ullevig Grand River Park Gravel Pit Traffic Impact Study APPENDIX D LONG TERM LEVELS OF SERVICE . FELSBURG (HOLT 5t l ULLEVIG Appendix D HCM Signalized Intersection Capacity Analysis 2027 Background 2: Frontage Road & County Road 311 AM Peak p Lane Configurations 4' Ideal f Flow vphp) J 1900: 1900 ` 1900 1900 19.00 ,.- 1900 - Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util Factor. 1,'00.i.-::...1.0.0 1.00 0:97 Frt 1.00 0.85 1.00 0.99 Flt Protected 1.0,0 1:00 0.97 0;96 Satd. Flow (prat) 1610 1538 1754 3322 Fit Permitted. 1 00 1.00 0.87 0:96. Satd. Flow (perm) 1810 1538 1581 3322 Volume (vph)15` 605 35 20 .740 50, Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Ada Flow (vph) 16- 658 38 22 804 54 RTOR Reduction (vph) 0 282 0 0 6 0 Lane Group Flow (vph) 16 376 0 60 ':, 852 0 Turn Type Perm Perm Protected Phases 2 Permitted Phases 2 6 Actuated Green;_ G (s) .45.3 45.3 Effective Green, g (s) 45.3 45.3 Actuated g/C Ratio 0:57 0:5.7 Clearance Time (s) 4.0 4.0 Vehicle Extension (s) ; 3.0; 3.0 45.3 , 26.0.. 45.3 26.0 0.57 0.33 4.0 4.0 3.0 3.0. � .. Lane Grp Cap (vph) 1034 879 903 1089 v/s Ratio Prot ' 0.01 c0:26 v/s Ratio Perm c0.24 0.04 v/c Ratio 0.02 0:43 0.07- 0:78 Uniform Delay, di 7.4 9.6 7.6 24.1 Progression Factor 1.00 1..00 1.00 1.00 Incremental Delay, d2 0.0 1.5 0.1 3.7 Delay (s) 7:4 11.2 7.7 27.8 Level of Service A B A C Approach Delay (s) 11.1 7.7 27.8 Approach LOS B A C pte `secilo ,Su(pma [3 w4WWMi ,a HCM Average Control Delay 20.0 FICM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 79.3 Intersection Capacity Utilization 47.5% Analysis Period (min) 15 c Critical Lane Group HCM Level of Service B Sum of lost time (s) 8.0 ICU Level of Service A 2/9/2007 Synchro 6 Report K:1061511Synchro12027 Bckgrnd12027 Background AM.sy7 Felsburg Holt & Ullevig Intersection Summary }CR 311/CR 331 Subtitle Performance Measure Demand Flows - Total Percent Heavy Vehicles Degree of Saturation Effective Intersection Capacity 95% Back of Queue (ft) 95% Back of Queue (veh) Control Delay (Total) Control Delay (Average) Level of Service Level of Service (Worst Movement) Total Effective Stops Effective Stop Rate Proportion Queued Travel Distance (Total) Travel Distance (Average) Travel Time (Total) Travel Time (Average) Travel Speed Operating Cost (Total) Fuel Consumption (Total) Carbon Dioxide (Total) Hydrocarbons (Total) Carbon Monoxide (Total) NOX (Total) Vehicles 2080 veh/h 5.0 % 0.706 2948 veh/h 266 ft 10.2 veh 6.78 veh-h/h 11.7 s/veh LOS B LOS B 1810 veh/h 0.87 per veh 0.84 846.3 veh-mi/h 2148 ft 31.3 veh-h/h 54.1 secs 27.1 mph 810 $ /h 33.7 gal/h 319.8 kg/h 0.478 kg/h 15.99 kg/h 0.581 kg/h Persons 3120 pers/h 10.17 pers-h/h 11.7 s/pers 2715 pers/h 0.87 per pers 0.84 1269.5 pers-mi/h 2148 ft 46.9 pers-h/h 54.1 secs 27.1 mph 810 $ /h 2 r� akce1ik & associates aaTraffic aaSIDRA K:\06151\Synchro\Roundabout\AM 2027 Bckgrnd Produced by aaSIDRA 2.1.4.357 Copyright© 2000-2005 Akcelik & Associates Pty Ltd Generated 2/9/2007 8:15:58 AM HCM Signalized Intersection Capacity Analysis 2: Frontage Road & County Road 311 2027 Background PM Peak oevmBt*1 -Tref 1111-UVBT�,� Lane Configurations Ideal `Flow t(phpi); Total Lost time (s) Lane Util. Factor; Frt Flt Protecte d , Satd. Flow (prot) Flt Permitted Satd. Flow (perm) 1900 1.9001900: 4.0 40. 1,00 1.00 1.00 0.85 1.00 1.00 1810 1538 1.00 110.0 1810 1538 Voluble (vph) j, 20 915 45 Peak -hour factor, PHF 0.92 0.92 0.92 Add Flow (vph) 22 995 49 RTOR Reduction (vph) 0 401 0 Lane Group Flow (vph) 22 . 594 0 4 NV 1900 1900 4.0 0.97 0.99 0.95 3328 0.95 3328 19.0.0 4.0 1.00 0.97- 1760 0.87 1575 • 35 0.92 38 0 • 87 775 0.92 842 3 877 35, 0.92 38'. 0 Turn Type Protected °Phases. Permitted Phases Actuated Green, -G (s) Effective Green, g (s) Actuated gIC Ratio Clearance Time (s) Vehicle Extension.(s) Lane Grp Cap (vph) visRatio 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 2 52.1 52.1 0.60 4.0 3.0. 1080 0.01 Perm Perm 2 6 521 52.1 0.60 4.0 3.0 6 8 52.1 27.2 52.1 27.2 0.60 0.31 4.0 4.0 3.0 3.0 ..- 918 c0.39 0.02 0'65 7.2 11.6 1.00 1.00 0.0 3.5 7.2 . 15.1 A B 14.9 B 940 1037 c0.26 0.06 0.09. 0.85 7.5 28.1 1.00 1.00 0.2 6.5 7.7 34.5 A C 7.7 34.5 A C HCM Level of Service j>iterserOrSt rt ary= . O,. , A41- «..: HCM Average Control Delay 23.3 HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 87.3 Intersection Capacity Utilization 67.7% Analysis Period (min) 15 c Critical Lane Group Sum of lost time (s) ICU Level of Service 8.0 C 2/9/2007 Felsburg Holt & Ullevig Synchro 6 Report K:1061511Synchro12027 Bckgrnd12027 Background PM.sy7 Intersection Summary CR 311/CR 331 Subtitle Performance Measure i Demand Flows - Total Percent Heavy Vehicles Degree of Saturation Effective Intersection Capacity 95% Back of Queue (ft) 95% Back of Queue (veh) Control Delay (Total) Control Delay (Average) Level of Service Level of Service (Worst Movement) Total Effective Stops Effective Stop Rate Proportion Queued Travel Distance (Total) Travel Distance (Average) Travel Time (Total) Travel Time (Average) Travel Speed Operating Cost (Total) Fuel Consumption (Total) Carbon Dioxide (Total) Hydrocarbons (Total) Carbon Monoxide (Total) NOX (Total) Vehicles 2263 veh/h 5.0 0/0 0.817 2770 veh/h 396 ft 15.2 veh 7.15 veh-h/h 11.4 s/veh LOS B LOS B 1898 veh/h 0.84 per veh 0.89 91.7.3 veh-mi/h 2140 ft 33.7 veh-h/h 53.6 secs 27.2 mph 872 $ /h 36.5 gal/h 346.2 kg/h 0.517 kg/h 17.33 kg/h 0.632 kg/h Persons 3395 pers/h 10.73 pers-h/h 11.4 s/pers 2847 pers/h 0.84 per pers 0,89 1376.0 pers-mi/h 2140 ft 50.5 pers-h/h 53.6 secs 27.2 mph 872 $ /h kcelik . & asSaciatCS aaTraffic aaSIDRA K:\06151\Synchro\Roundabout\PM 2027 Bckgrnd Produced by aaSIDRA 2.1.4.357 Copyright© 2000-2005 Akcelik & Associates Ptv Ltd Generated 2/9/2007 8:16:24 AM HCM Unsignalized Intersection Capacity Analysis 1: County Road 346 & Site Access 2027 Total AM Peak p► — eht9a aftge;„ �grAs1� Lane Configurations 4' Sign Control. Free Free. Stop Grade Volume>(veh/h). 0% 0% 0% 150. ,105 10 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 J-lourlyflew rate (vph) 0 163 114 11 11 0 Pedestrians LaneWidth (ft) Walking Speed (ft/s) Percent: Blockage Right turn flare (veh) Median`: type Median storage veh) Upstream signal (ft) pX, platoon unblocked VQ,.conflicting volume 125 277 114 vC1, stage 1 conf vol vG2, stage 2 conf vol vCu, unblocked vol 125 277 114 tC, single (s).' 4 1 6.4 6.2 tC, 2 stage (s) tF:(s) 22 3.5 3.3 p0 queue free % 100 98 100 cM capacity (vehlh) 1 443 706 930 D--�,,. ,� .f f., rr ' t _� Ijrrect)or�� Lan�::�# EB�1;'"�Wf�1 Volume Total 163 114 11 11. Volume Left 0 0 0 11 Volurne Right 0 0 11. 0 cSH 1700 1700 1700 706 Volume. to Capacity 0.10 007 0.01 0.02. Queue Length 95th (ft) 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 : 10.2 Lane LOS B Approach Delay (s) 0.0 0.0 10.2 Approach LOS B )ntersec on Summaryx j ` ' } ._ r rt t 0.92 None Average Delay Intersection. Capacity Utilization Analysis Period (min) 0.4 17.9% ICU Level of. Service A 15 2/9/2007 Felsburg Holt & Ullevig Synchro 6 Report K:1061511Synchro12027 Tota112027 AM.sy7 HCM Signalized Intersection Capacity Analysis 2: Frontage Road & County Road 311 2027 Total AM Peak MVO Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util Factor Frt Fit; Pro tected Satd. Flow (prot) Flt Perrnitted Satd. Flow (perm) 1900 .1900 1.9.00 1900 4.0 4.0 4.0 1:00 .1:00 1.00 1.00 0.85 1.00 1.00 1.00 . 0.97 1810 1538 1754 1.00 - 1.00 0:87 1810 1538 1581 4 1900 1.900 4.0 0:97- 0.99 0.96 3322 0.96- 3322 Voiume `(vph) 15 615 ' 35 20 750 ` 50_1 - Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Add FIoW (vph) 16 668 38 - 22 815 54 RTOR Reduction (vph) 0 288 0 0 6 0 Lane Group Flow (vph) 16 380 0 60 863 0. Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated -g/C Ratio Clearance Time (s) Vehicle:Extension (s) Perm Perm 2 6 8 2 6 45.3 ' 45.3 45.3 45.3 45.3 45.3 0.57 0.57 0.57 4.0 4.0 4.0 3.0 = 3.0 3.0 Lane Grp Cap (vph) v/s'Ratio .Prot vis Ratio Perm vlc Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s). Level of Service Approach Delay (s) Approach LOS 1030 875 900 0.01 c0.25 0.02 0.4.3 7.5 9.8 1.00 1.00 0.0 1.6 7.5 11.4 A B 11.3 B r t6rseGi6n Summary. , a HCM Average Control Delay 20.1 HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 79.6 Intersection. Capacity Utilization 48.1% Analysis Period (min) 15 c Critical Lane Group 26.3 26.3 0.33 4.0 3.0 1098 c0.26 0.04 0.07 0.79 7.7 24.1 1.00 1.00 0.1 3.8 7.8 . 27.9 A C 7.8 27.9 A C nr HCM Level of Service Sum of lost time (s) ICU Level of Service: C 8.0 A 2/9/2007 Felsburg Holt & Ullevig Synchro 6 Report K:1061511Synchro12027 Tota112027 AM.sy7 Intersection Summary CR 311/CR 331 ,Subtitle ;Performance Measure Demand Flows - Total Percent Heavy Vehicles Degree of Saturation Effective Intersection Capacity , 95% Back of Queue (ft) 95% Back of Queue (veh) 'Control Delay (Total) Control Delay (Average) Level of Service Level of Service (Worst Movement) Total Effective Stops Effective Stop Rate Proportion Queued ?Travel Distance (Total) ;Travel Distance (Average) Travel Time (Total) Travel Time (Average) Travel Speed Operating Cost (Total) Fuel Consumption (Total) }Carbon Dioxide (Total) Hydrocarbons (Total) Carbon Monoxide (Total) ' NOX (Total) Vehicles 2101 veh/h 5.0 % 0.715 2940 veh/h 274 ft 10.6 veh 7.00 veh-h/h 12.0 s/veh LOS B LOS B 1855 veh/h 0.88 per veh 0.85 855.0 veh-mi/h 2149 ft 31.7 veh-h/h 54.4 secs 26.9 mph 822 $ /h 34.2 gal/h 323.9 kg/h 0.485 kg/h 16.23 kg/h 0.589 kg/h Persons 3152 pers/h 10.50 pers-h/h 12.0 s/pers 2783 pers/h 0.88 per pers 0.85 1282.4 pers-mi/h 2149 ft 47.6 pers-h/h 54.4 secs 26.9 mph 822 $ /h akcelik & associates aaTraffic aaSIDRA K:\06151\Synchro\Roundabout\AM 2027 Total Produced by aaSIDRA 2.1.4.357 Copyright© 2000-2005 Akcelik & Associates Pty Ltd generated 2/9/2007 8:17:49 AM HCM Unsignalized Intersection Capacity Analysis 1: County Road 346 & Site Access 2027 Total PM Peak f 150317 nt 4 _ ,4r <. _. E , EE3T. ? .>BR SE3 Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 - 125 150 10 10, Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 Hourlyflow rate (vph) • 0 136 -;163 11 11 Pedestrians Lane Width"(ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median, type Median storage veh) Upstream signal (ft) pX, platoon unblocked VC; conflicting volume 174 299 163 vC1, stage 1 conf vol vC2 stage 2 conf vol vCu, unblocked vol 174 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 3.5 . 3.3 p0 queue free % 100 98 100 cM capacity (veh/h) 1385 686 874 P.ilOWIK ai��" ,# s1 an,� i_.- .nr. ter., None 0.92 299 163 6.4 6.2 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s). Lane LOS Approach Delay (s) Approach LOS tri @rsectitifi Wkimaryi 136 163 ' 11 0 0 0 Q: 11 0 1700 1700 1700 686 0.08 ; 0.10 0.01 0.02 0 0 0 1 0.0 0.0 0.0 10.3 B 0.0 0.0 10.3 B. 11 11 sir Average Delay Intersection Capacity Utilization Analysis Period (min) 0.4 17.9% 15 ICU Level of Service 2/9/2007 Synchro 6 Report K:1061511Synchro12027 Tota112027 PM.sy7 Felsburg Holt & Ullevig HCM Signalized Intersection Capacity Analysis 2: Frontage Road & County Road 311 2027 Total PM Peak `.- 4-- -�-s s r -te' �-; �� -ry l_ovemet5t I are o :._ __. fil ---is. 1900.`:1900 1900 4.0 4,0 •.1.00. 0971.00 0.99 Flt Protected; 1.00 1..00 0:97- .::0.95. Satd. Flow (prot) 1810 1538 1760 3329 Fit Permitted 1:00 1::00 ..p.81 0.95' Satd. Flow (perm) 1810 1538 1575 3329 Lane Configurations + ideal Flow (vphpl) 1900. 1900.. 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Fr t 1.00 0.85 -:0-441617 V74:::*314-101r014 Volume (vph) 20 925 45 35 785. 35 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 22 1005 49 38 ; 853 38 RTOR Reduction (vph) 0 407 0 0 3 0 Lane. Group Flow (vph) 22 598 0 87 888 0 Turn Type Protected Phases Permitted Phases 2 Actuated. Green, G (s) 52.1 52.1 Effective Green, g (s) 52.1 52.1 Actuated g/C Ratio 0.60 0.60 Clearance Time (s) 4.0 4.0 Vehicle Extension (s) 3.0 3.0 Perm Perm 2 6 8 52.1 27.4 52.1 27.4 0.60 0.31 4.0 4.0 3:0 .' 3.0. Lane Grp Cap (vph) 1078 916 v/s Ratio Prof 0.01 vis Ratio Perm c0.39 v/c Ratio 0.02 0.65 Uniform Delay, d1 7.2 11.7 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 3.6 Delay (s) 7.3 15.3. Level of Service A B Approach Delay (s) 15.2 Approach LOS B Y1.1 4 5eGtiOti;S,067 ry 938 1042 c0.27 0.06 0.09 0.85 7.6 28.1 1.00 1.00 0.2 6.8 7.8 35.0 A C 7.8 . 35.0 A C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 23.7 0.72 87.5 68.3% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 2/9/2007 Synchro 6 Report K:1061511Synchro12027 Tota112027 PM.sy7 Felsburg Holt & Ullevig Intersection Summary CR 311/CR 331 Subtitle "Performance Measure Demand Flows - Total Percent Heavy Vehicles Degree of Saturation Effective Intersection Capacity 95% Back of Queue (ft) 95% Back of Queue (veh) Control Delay (Total) Control Delay (Average) ] Level of Service Level of Service (Worst Movement) Total Effective Stops Effective Stop Rate Proportion Queued Travel Distance (Total) Travel Distance (Average) Travel Time (Total) Travel Time (Average) i Travel Speed Operating Cost (Total) Fuel Consumption (Total) Carbon Dioxide (Total) Hydrocarbons (Total) Carbon Monoxide (Total) NOX (Total) Vehicles 2284 veh/h 5.0 % 0.824 2771 veh/h 411 ft 15.8 veh 7.44 veh-h/h 11.7 s/veh LOS B LOS 8 1950 veh/h 0.85 per veh 0.90 925.9 veh-mi/h 2141 ft 34.2 veh-h/h 53.9 secs 27.1 mph 885 $ /h 37.0 gal/h 350.6 kg/h 0.525 kg/h 17.60 kg/h 0.640 kg/h Persons 3426 pers/h 11.15 pers-h/h 11.7 s/pers 2925 pers/h 0.85 per pers 0.90 1388.9 pers-mi/h 2141 ft 51.3 pers-h/h 53.9 secs 27.1 mph 885 $ /h akcelik & associates aaTraff i c aaSIDRA K:\06151\Synchro\Roundabout\PM 2027 Total Produced by aaSIDRA 2.1.4.357 Copyright© 2000-2005 Akcelik & Associates Pty Ltd Generated 2/9/2007 8:17:52 AM