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HomeMy WebLinkAboutLAKEVIEW - PDP - PDP130026 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYLSC TRANSPORTATION CONSULTANTS, INC. 1889 York Street Denver, CO 80206 (303) 333-1105 FAX (303) 333-1107 E-mail: lsc@lscdenver.com August 21, 2013 Mr. Mike Cooper Century Communities 8390 E. Crescent Parkway, Suite 650 Greenwood Village, CO 80111 Re: Lakeview Fort Collins, CO LSC #130490 Dear Mr. Cooper: In response to your request, LSC Transportation Consultants, Inc. has prepared this traffic memorandum for the proposed Lakeview development. As shown on Figure 1, the site is located south of E. Drake Road and east of S. Lemay Avenue in Fort Collins, Colorado. REPORT CONTENTS The report contains the following: the existing roadway and traffic conditions in the vicinity of the site including the lane geometries, traffic controls, etc.; the existing weekday peak-hour traffic volumes; the typical weekday site-generated traffic volume projections for the site; the assignment of the projected traffic volumes to the area roadways; the projected short-term background and resulting total traffic volumes on the area roadways; the site’s projected traffic impacts; and any recommended roadway improvements to mitigate the site’s traffic impacts. LAND USE AND ACCESS The site is currently undeveloped. The proposed site is assumed to contain 42 single-family dwelling units. Figure 2 shows the conceptual site plan. Access to the site is proposed to S. Lemay Avenue and E. Drake Road via the existing access points for the Christ Center Community Church. The internal streets of the site are configured to encourage site traffic to/from S. Lemay Avenue to use the northern access of the two S. Lemay Avenue access points. ROADWAY AND TRAFFIC CONDITIONS Area Roadways The major roadways in the site’s vicinity are shown on Figure 1 and are described below. Mr. Mike Cooper Page 2 August 21, 2013 Lakeview • E. Drake Road is an east-west five-lane roadway north of the site. The roadway has bicycle lanes and attached side walks in both directions. The intersection with S. Lemay Avenue is signalized with auxiliary lanes. The posted speed limit near the site is 40 miles per hour (mph). • S. Lemay Avenue is a north-south five-lane roadway west of the site. The roadway has bicycle lanes and attached side walks in both directions. The posted speed limit near the site is 40 mph. Existing Traffic Conditions Figure 3 shows the existing lane geometries, traffic controls, and traffic volumes at the site access intersections on a typical weekday. The weekday peak-hour traffic volumes are from the attached traffic counts conducted by Counter Measures in July 2013. 2014 Background Traffic Figure 4 shows the estimated 2014 background traffic volumes. The traffic volumes were assumed to grow two percent from 2013 to 2014. Existing and 2014 Background Levels of Service Level of service (LOS) is a quantitative measure of the level of congestion or delay at an inter- section. Level of service is indicated on a scale from “A” to “F.” LOS A is indicative of little congestion or delay and LOS F is indicative of a high level of congestion or delay. Attached are specific level of service definitions for unsignalized intersections. The intersections of S. Lemay Avenue/Site Access and E. Drake Road/Site Access were analyzed to determine the existing and 2014 background levels of service. Table 1 shows the level of service analysis results. The level of service reports are attached. • S. Lemay Avenue/Site Access: All movements of this unsignalized intersection currently operate at LOS “D” or better with the exception of the eastbound approach which operates at LOS “F” and will continue to do so through 2014 during both morning and afternoon peak-hours. • E. Drake Road/Site Access: All movements of this unsignalized intersection currently operate at overall LOS “C” or better and will continue to do so through 2014 during both morning and afternoon peak-hours. TRIP GENERATION Table 2 shows the estimated average weekday, morning peak-hour, and afternoon peak-hour trip generation for the proposed site based on the rates from Trip Generation, 9th Edition, 2012 by the Institute of Transportation Engineers (ITE). The site is projected to generate about 400 vehicle-trips on the average weekday, with about half entering and half exiting the site during a 24-hour period. During the morning peak-hour, Mr. Mike Cooper Page 3 August 21, 2013 Lakeview which generally occurs for one hour between 6:30 and 8:30 a.m., about 8 vehicles would enter and about 24 vehicles would exit the site. During the afternoon peak-hour, which generally occurs for one hour between 4:15 and 6:15 p.m., about 27 vehicles would enter and about 16 vehicles would exit the site. TRIP DISTRIBUTION AND ASSIGNMENT Figure 5 shows the estimated directional distribution of the site-generated traffic volumes on the area roadways. The estimates were based on the location of the site with respect to the regional population, employment, and activity centers and the site’s proposed land use. SITE-GENERATED TRAFFIC Figure 6 shows the estimated site-generated traffic volumes on the area roadways, which were determined by applying the directional distribution percentages (from Figure 5) to the trip generation estimates (from Table 2). 2014 TOTAL TRAFFIC Figure 7 shows the 2014 total traffic which is the sum of the 2014 background traffic volumes (from Figure 4) and the site-generated traffic volumes (from Figure 6). PROJECTED LEVELS OF SERVICE The intersections of S. Lemay Avenue/Site Access and E. Drake Road/Site Access were analyzed to determine the projected levels of service for the 2014 total traffic based on the unsignalized intersection analysis procedures from the Highway Capacity Manual. Table 1 shows the level of service analysis results. The level of service reports are attached. • S. Lemay Avenue/Site Access: The eastbound approach is expected to continue to operate at LOS “F” with the addition of site traffic during both morning and afternoon peak-hours. The westbound approach is expected to operate at LOS “F” with the addition of site traffic during the afternoon peak-hour. An alternative analysis was done which assumes the westbound left and through movements at the S. Lemay Avenue access turn left from the E. Drake Road access where there is excess capacity. Under this scenario, all site traffic movements operate at an acceptable level of service. • E. Drake Road/Site Access: All movements of this unsignalized intersection are expected to operate at LOS “C” or better through the Year 2014 during both morning and afternoon peak-hours. CONCLUSIONS AND RECOMMENDATIONS Trip Generation 1. The site is projected to generate about 400 vehicle-trips on the average weekday. During the morning peak-hour about 8 vehicles would enter and about 24 vehicles would exit the site. During the afternoon peak-hour about 27 vehicles would enter and about 16 vehicles would exit the site. Table 1 Intersection Levels of Service Analysis Lakeview Fort Collins, CO (LSC #130490; August, 2013) 2014 2014 2014 Total Traffic Mitigated (1) Existing Traffic Background Traffic Total Traffic Level of Level of Level of Level of Level of Level of Level of Traffic Service Service Service Service Service Service Service Intersection Location Control AM PM AM PM AM PM PM S. Lemay Avenue/Site Access TWSC NB Left B C B C B C C EB Approach F F F F F F F WB Approach D B D B D F B SB Left B B B B B B B Critical Movement Delay 69.9 >120 81.1 >120 92.1 >120 >120 E. Drake Road/Site Access TWCS NB Approach B C B C B C C WB Left A B A B A B B Critical Movement Delay 12.2 16.1 12.3 16.3 11.4 15.1 19.3 Note: (1) Assumes WB left-turn and WB through site traffic at S. Lemay Access alternately turns left at the E. Drake Road Access where there is excess capacity. Table 2 ESTIMATED TRAFFIC GENERATION Lakeview Fort Collins, CO (LSC #130490; August, 2013) Trip Generation Rates (1) Vehicle - Trips Generated Average AM Peak Hour PM Peak Hour Average AM Peak Hour PM Peak - Hour Trip Generating Category Quantity Weekday In Out In Out Weekday In Out In Out DU (3) 9.52 0.188 0.563 0.630 0.370 400 8 24 27 16 Single-Family Residential (2) 42 Notes: (1) Source: Trip Generation, Institute of Transportation Engineers, 9th Edition, 2012 (2) ITE Land Use No. 210, Single-Family Detached Housing (3) DU = Dwelling Units E. DRAKE ROAD S. LEMAY AVE. LEVEL OF SERVICE DEFINITIONS From Highway Capacity Manual, Transportation Research Board, 2010 UNSIGNALIZED INTERSECTION LEVEL OF SERVICE (LOS) Applicable to Two-Way Stop Control and All-Way Stop Control Intersections HCM 7-2 and 7-22 LOS Average Vehicle Control Delay Operational Characteristics A <10 seconds Normally, vehicles on the stop-controlled approach only have to wait up to 10 seconds before being able to clear the intersection. Left-turning vehicles on the uncontrolled street do not have to wait to make their turn. B 10 to 15 seconds Vehicles on the stop-controlled approach will experience delays before being able to clear the intersection. The delay could be up to 20 seconds. Left-turning vehicles on the uncontrolled street may have to wait to make their turn. C 15 to 25 seconds Vehicles on the stop-controlled approach can expect delays in the range of 30 to 40 seconds before clearing the intersection. Motorists may begin to take chances due to the long delays, thereby posing a safety risk to through traffic. Left-turning vehicles on the uncontrolled street will now be required to wait to make their turn causing a queue to be created in the turn lane. D 25 to 35 seconds This is the point at which a traffic signal may be warranted for this intersection. The delays for the stop-controlled intersection are not considered to be excessive, exceeding 35 seconds on a regular basis. The length of the queue may begin to block other public and private access points. E 35 to 50 seconds The delays for all critical traffic movements are considered to be unacceptable. The length of the queues for the stop-controlled approaches as well as the left-turn movements are extremely long. There is a high probability that this intersection will meet traffic signal warrants. The ability to install a traffic signal is affected by the location of other existing traffic signals. Consideration may be given to restricting the accesses by eliminating the left-turn move- ments from and to the stop-controlled approach. F >50 seconds The delay for the critical traffic movements are probably in excess of 100 seconds. The length of the queues are extremely long. Motorists are selecting alternative routes due to the long delays. The only remedy for these long delays in installing a traffic signal or restricting the accesses. The potential for accidents at this inter- section are extremely high due to motorist taking more risky chances. If the median permits, motorists begin making two-stage left-turns. HCM 2010 TWSC Existing 3: S. Lemay Avenue & Shopping Center/Site Access AM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 28 1 19 1 0 2 30 810 3 7 616 86 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------0--0-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 222222222222 Mvmt Flow 37 1 25 1 0 3 40 1080 4 9 821 115 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1517 2061 468 1592 2117 542 936 0 0 1084 0 0 Stage 1 897 897 - 1162 1162 ------- Stage 2 620 1164 - 430 955 ------- Follow-up Headway 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Capacity-1 Maneuver 82 54 542 72 50 485 727 - - 639 - - Stage 1 301 357 - 207 267 ------- Stage 2 442 267 - 574 335 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 77 50 542 64 47 485 727 - - 639 - - Mov Capacity-2 Maneuver 77 50 - 64 47 ------- Stage 1 284 352 - 196 252 ------- Stage 2 415 252 - 537 330 ------- Approach EB WB NB SB HCM Control Delay, s 69.9 29.3 0.4 0.1 HCM LOS F D Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 727 - - 115 152 639 - - HCM Lane V/C Ratio 0.055 - - 0.557 0.026 0.015 - - HCM Control Delay (s) 10.24 - - 69.9 29.3 10.717 - - HCM Lane LOS B F D B HCM 95th %tile Q(veh) 0.174 - - 2.657 0.081 0.044 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Existing 9: Site Access & E. Drake Road AM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 587 6 2 751 1 2 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2222 2 2 Mvmt Flow 660 7 2 844 1 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 666 0 1089 333 Stage 1 ---- 663 - Stage 2 ---- 426 - Follow-up Headway - - 2.22 - 3.52 3.32 Pot Capacity-1 Maneuver - - 919 - 210 663 Stage 1 ---- 474 - Stage 2 ---- 627 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 919 - 210 663 Mov Capacity-2 Maneuver ---- 339 - Stage 1 ---- 474 - Stage 2 ---- 626 - Approach EB WB NB HCM Control Delay, s 0 0 12.2 HCM LOS B Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 503 - - 919 - HCM Lane V/C Ratio 0.007 - - 0.002 - HCM Control Delay (s) 12.2 - - 8.927 - HCM Lane LOS B A HCM 95th %tile Q(veh) 0.02 - - 0.007 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Existing 3: S. Lemay Avenue & Shopping Center/Site Access PM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 61.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 36 0 135 0 0 2 108 929 2 1 1269 166 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------0--0-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 222222222222 Mvmt Flow 40 0 150 0 0 2 120 1032 2 1 1410 184 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2260 2778 797 1980 2870 517 1594 0 0 1034 0 0 Stage 1 1504 1504 - 1273 1273 ------- Stage 2 756 1274 - 707 1597 ------- Follow-up Headway 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Capacity-1 Maneuver # 22 19 329 37 16 503 407 - - 668 - - Stage 1 127 183 - 177 237 ------- Stage 2 366 236 - 392 164 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver # 17 13 329 16 11 503 407 - - 668 - - Mov Capacity-2 Maneuver # 17 13 - 16 11 ------- Stage 1 90 183 - 125 167 ------- Stage 2 257 166 - 213 164 ------- Approach EB WB NB SB HCM Control Delay, s $ 940.7 12.2 1.8 0 HCM LOS F B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 407 - - 68 503 668 - - HCM Lane V/C Ratio 0.295 - - 2.794 0.004 0.002 - - HCM Control Delay (s) 17.501 - - $ 940.7 12.2 10.398 - - HCM Lane LOS C F B B HCM 95th %tile Q(veh) 1.213 - - 19 0.013 0.005 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC Existing 9: Site Access & E. Drake Road PM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 980 1 1 1010 1 2 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2222 2 2 Mvmt Flow 1101 1 1 1135 1 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1102 0 1672 551 Stage 1 ---- 1102 - Stage 2 ---- 570 - Follow-up Headway - - 2.22 - 3.52 3.32 Pot Capacity-1 Maneuver - - 629 - 87 478 Stage 1 ---- 280 - Stage 2 ---- 529 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 629 - 87 478 Mov Capacity-2 Maneuver ---- 202 - Stage 1 ---- 280 - Stage 2 ---- 528 - Approach EB WB NB HCM Control Delay, s 0 0 16.1 HCM LOS C Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 328 - - 629 - HCM Lane V/C Ratio 0.01 - - 0.002 - HCM Control Delay (s) 16.1 - - 10.734 - HCM Lane LOS C B HCM 95th %tile Q(veh) 0.031 - - 0.005 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Background 3: S. Lemay Avenue & Shopping Center/Site Access AM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 29 1 19 1 0 2 31 825 3 7 630 88 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------0--0-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 222222222222 Mvmt Flow 39 1 25 1 0 3 41 1100 4 9 840 117 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1550 2104 479 1624 2161 552 957 0 0 1104 0 0 Stage 1 917 917 - 1185 1185 ------- Stage 2 633 1187 - 439 976 ------- Follow-up Headway 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Capacity-1 Maneuver 77 51 533 68 47 477 714 - - 628 - - Stage 1 293 349 - 201 261 ------- Stage 2 434 260 - 567 327 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 72 47 533 60 44 477 714 - - 628 - - Mov Capacity-2 Maneuver 72 47 - 60 44 ------- Stage 1 276 344 - 189 246 ------- Stage 2 407 245 - 530 322 ------- Approach EB WB NB SB HCM Control Delay, s 81.1 30.7 0.4 0.1 HCM LOS F D Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 714 - - 107 144 628 - - HCM Lane V/C Ratio 0.058 - - 0.611 0.028 0.015 - - HCM Control Delay (s) 10.352 - - 81.1 30.7 10.819 - - HCM Lane LOS B F D B HCM 95th %tile Q(veh) 0.184 - - 2.989 0.085 0.045 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Background 9: Site Access & E. Drake Road AM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 600 6 2 765 1 2 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2222 2 2 Mvmt Flow 674 7 2 860 1 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 681 0 1112 340 Stage 1 ---- 678 - Stage 2 ---- 434 - Follow-up Headway - - 2.22 - 3.52 3.32 Pot Capacity-1 Maneuver - - 907 - 203 656 Stage 1 ---- 466 - Stage 2 ---- 621 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 907 - 203 656 Mov Capacity-2 Maneuver ---- 333 - Stage 1 ---- 466 - Stage 2 ---- 620 - Approach EB WB NB HCM Control Delay, s 0 0 12.3 HCM LOS B Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 496 - - 907 - HCM Lane V/C Ratio 0.007 - - 0.002 - HCM Control Delay (s) 12.3 - - 8.979 - HCM Lane LOS B A HCM 95th %tile Q(veh) 0.021 - - 0.007 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Background 3: S. Lemay Avenue & Shopping Center/Site Access PM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 69.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 37 0 138 0 0 2 110 950 2 1 1295 169 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------0--0-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 222222222222 Mvmt Flow 41 0 153 0 0 2 122 1056 2 1 1439 188 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2307 2837 813 2023 2930 529 1627 0 0 1058 0 0 Stage 1 1535 1535 - 1301 1301 ------- Stage 2 772 1302 - 722 1629 ------- Follow-up Headway 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Capacity-1 Maneuver # 21 17 322 34 15 494 396 - - 654 - - Stage 1 122 176 - 170 229 ------- Stage 2 358 229 - 384 159 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver # 16 12 322 14 10 494 396 - - 654 - - Mov Capacity-2 Maneuver # 16 12 - 14 10 ------- Stage 1 84 176 - 118 158 ------- Stage 2 247 158 - 201 159 ------- Approach EB WB NB SB HCM Control Delay, s $ 1055.8 12.3 1.9 0 HCM LOS F B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 396 - - 64 494 654 - - HCM Lane V/C Ratio 0.309 - - 3.038 0.004 0.002 - - HCM Control Delay (s) 18.098 - - $ 1055.8 12.3 10.514 - - HCM Lane LOS C F B B HCM 95th %tile Q(veh) 1.291 - - 19.959 0.014 0.005 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Background 9: Site Access & E. Drake Road PM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 1000 1 1 1030 1 2 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2222 2 2 Mvmt Flow 1124 1 1 1157 1 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1125 0 1705 562 Stage 1 ---- 1124 - Stage 2 ---- 581 - Follow-up Headway - - 2.22 - 3.52 3.32 Pot Capacity-1 Maneuver - - 617 - 82 470 Stage 1 ---- 272 - Stage 2 ---- 522 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 617 - 82 470 Mov Capacity-2 Maneuver ---- 196 - Stage 1 ---- 272 - Stage 2 ---- 521 - Approach EB WB NB HCM Control Delay, s 0 0 16.3 HCM LOS C Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 321 - - 617 - HCM Lane V/C Ratio 0.011 - - 0.002 - HCM Control Delay (s) 16.3 - - 10.845 - HCM Lane LOS C B HCM 95th %tile Q(veh) 0.032 - - 0.005 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Total 3: S. Lemay Avenue & Shopping Center/Site Access AM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 29 1 19 5 1 18 31 825 5 8 630 88 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------0--0-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75 Heavy Vehicles, % 222222222222 Mvmt Flow 39 1 25 7 1 24 41 1100 7 11 840 117 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1553 2109 479 1628 2165 553 957 0 0 1107 0 0 Stage 1 920 920 - 1186 1186 ------- Stage 2 633 1189 - 442 979 ------- Follow-up Headway 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Capacity-1 Maneuver 77 51 533 68 47 477 714 - - 626 - - Stage 1 292 348 - 200 260 ------- Stage 2 434 260 - 564 326 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 67 47 533 60 44 477 714 - - 626 - - Mov Capacity-2 Maneuver 67 47 - 60 44 ------- Stage 1 275 342 - 189 245 ------- Stage 2 386 245 - 526 320 ------- Approach EB WB NB SB HCM Control Delay, s 92.1 31.6 0.4 0.1 HCM LOS F D Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 714 - - 100 167 626 - - HCM Lane V/C Ratio 0.058 - - 0.653 0.192 0.017 - - HCM Control Delay (s) 10.352 - - 92.1 31.6 10.85 - - HCM Lane LOS B F D B HCM 95th %tile Q(veh) 0.184 - - 3.237 0.683 0.052 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Total 9: Site Access & E. Drake Road AM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 600 10 3 765 1 6 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2222 2 2 Mvmt Flow 674 11 3 860 1 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 685 0 1117 343 Stage 1 ---- 680 - Stage 2 ---- 437 - Follow-up Headway - - 2.22 - 3.52 3.32 Pot Capacity-1 Maneuver - - 904 - 201 653 Stage 1 ---- 465 - Stage 2 ---- 619 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 904 - 200 653 Mov Capacity-2 Maneuver ---- 330 - Stage 1 ---- 465 - Stage 2 ---- 617 - Approach EB WB NB HCM Control Delay, s 0 0 11.4 HCM LOS B Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 573 - - 904 - HCM Lane V/C Ratio 0.014 - - 0.004 - HCM Control Delay (s) 11.4 - - 8.997 - HCM Lane LOS B A HCM 95th %tile Q(veh) 0.042 - - 0.011 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Total 3: S. Lemay Avenue & Shopping Center/Site Access PM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 83.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 37 1 138 3 1 12 110 950 7 5 1295 169 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------0--0-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 222222222222 Mvmt Flow 41 1 153 3 1 13 122 1056 8 6 1439 188 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2317 2852 813 2035 2942 532 1627 0 0 1063 0 0 Stage 1 1544 1544 - 1304 1304 ------- Stage 2 773 1308 - 731 1638 ------- Follow-up Headway 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Capacity-1 Maneuver # 20 17 322 33 15 492 396 - - 651 - - Stage 1 120 175 - 169 229 ------- Stage 2 358 228 - 379 157 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver # 14 12 322 12 10 492 396 - - 651 - - Mov Capacity-2 Maneuver # 14 12 - 12 10 ------- Stage 1 83 173 - 117 158 ------- Stage 2 239 158 - 195 156 ------- Approach EB WB NB SB HCM Control Delay, s $ 1274.5 138.4 1.9 0 HCM LOS F F Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 396 - - 56 43 651 - - HCM Lane V/C Ratio 0.309 - - 3.492 0.413 0.009 - - HCM Control Delay (s) 18.098 - - $ 1274.5 138.4 10.578 - - HCM Lane LOS C F F B HCM 95th %tile Q(veh) 1.291 - - 20.946 1.449 0.026 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Total 9: Site Access & E. Drake Road PM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 1000 14 5 1030 1 4 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2222 2 2 Mvmt Flow 1124 16 6 1157 1 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1139 0 1721 570 Stage 1 ---- 1131 - Stage 2 ---- 590 - Follow-up Headway - - 2.22 - 3.52 3.32 Pot Capacity-1 Maneuver - - 609 - 80 465 Stage 1 ---- 270 - Stage 2 ---- 517 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 609 - 79 465 Mov Capacity-2 Maneuver ---- 193 - Stage 1 ---- 270 - Stage 2 ---- 512 - Approach EB WB NB HCM Control Delay, s 0 0.1 15.1 HCM LOS C Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 363 - - 609 - HCM Lane V/C Ratio 0.015 - - 0.009 - HCM Control Delay (s) 15.1 - - 10.966 - HCM Lane LOS C B HCM 95th %tile Q(veh) 0.047 - - 0.028 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Total - mitigated 3: S. Lemay Avenue & Shopping Center/Site Access PM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 77.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 37 1 138 0 0 12 110 950 7 5 1298 170 Conflicting Peds, #/hr 000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------0--0-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 222222222222 Mvmt Flow 41 1 153 0 0 13 122 1056 8 6 1442 189 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2320 2856 816 2037 2946 532 1631 0 0 1063 0 0 Stage 1 1548 1548 - 1304 1304 ------- Stage 2 772 1308 - 733 1642 ------- Follow-up Headway 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Capacity-1 Maneuver # 20 17 320 33 15 492 394 - - 651 - - Stage 1 119 174 - 169 229 ------- Stage 2 358 228 - 378 156 ------- Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver # 15 12 320 12 10 492 394 - - 651 - - Mov Capacity-2 Maneuver # 15 12 - 12 10 ------- Stage 1 82 172 - 117 158 ------- Stage 2 240 157 - 194 155 ------- Approach EB WB NB SB HCM Control Delay, s $ 1188.6 12.5 1.9 0 HCM LOS F B Minor Lane / Major Mvmt NBL NBT NBR EBLn1 WBLn1 SBL SBT SBR Capacity (veh/h) 394 - - 59 492 651 - - HCM Lane V/C Ratio 0.31 - - 3.315 0.027 0.009 - - HCM Control Delay (s) 18.193 - - $ 1188.6 12.5 10.578 - - HCM Lane LOS C F B B HCM 95th %tile Q(veh) 1.299 - - 20.625 0.083 0.026 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 2014 Total - mitigated 9: Site Access & E. Drake Road PM Peak Synchro 8 Report CSM Intersection Intersection Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 1000 14 5 1030 5 4 Conflicting Peds, #/hr 0000 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2222 2 2 Mvmt Flow 1124 16 6 1157 6 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1139 0 1721 570 Stage 1 ---- 1131 - Stage 2 ---- 590 - Follow-up Headway - - 2.22 - 3.52 3.32 Pot Capacity-1 Maneuver - - 609 - 80 465 Stage 1 ---- 270 - Stage 2 ---- 517 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 609 - 79 465 Mov Capacity-2 Maneuver ---- 193 - Stage 1 ---- 270 - Stage 2 ---- 512 - Approach EB WB NB HCM Control Delay, s 0 0.1 19.3 HCM LOS C Minor Lane / Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 261 - - 609 - HCM Lane V/C Ratio 0.039 - - 0.009 - HCM Control Delay (s) 19.3 - - 10.966 - HCM Lane LOS C B HCM 95th %tile Q(veh) 0.12 - - 0.028 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined