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HomeMy WebLinkAboutTIMBERLINE INTERNATIONAL APU - PDP200014 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYDELICH Ziggi’s at Timberline, September 2020 ASSOCIATES Page 2 Existing Traffic/Operation The peak hour traffic at the Timberline/International intersection is shown in Figure 4. Traffic counts at the Timberline/International intersection were obtained in August 2020. Raw traffic count data is provided in Appendix B. Using the volumes shown in Figure 4, the current peak hour operation at the Timberline/International intersection is shown in Table 1. Calculation forms for these analyses are provided in Appendix C. The Timberline/International intersection was analyzed using the unsignalized intersection techniques from the 2016 Highway Capacity Manual, 6 th Edition (2016 HCM). A description of level of service for unsignalized intersections from the 2016 HCM is provided in Appendix C. Table 4-3 showing the Fort Collins Motor Vehicle LOS Standards (Intersections) is also provided in Appendix C. At unsignalized intersections, acceptable operation during the peak hours is defined as level of service D overall and level of service F for any approach leg for an arterial/collector, arterial/local, collector/local, and local/local intersection. As can be seen in Table 1, the Timberline/International intersection is currently meeting the Fort Collins operational criteria with existing control and geometry. Trip Generation/Trip Distribution/Trip Assignment In a memorandum dated August 12, 2020, trip generation for the Ziggi’s coffee shop was analyzed. It was determined that Ziggi’s Coffee franchise data should be used for trip generation purposes. This cited memorandum is provided in Appendix D. Trip Generation, 10 th Edition, ITE was used to estimate the daily and peak hour trip generation for the Retail portion of the Ziggi’s at Timberline development. From these sources, the daily and peak hour trip generation as shown in Table 2. The trip generation resulted in 568 daily trip ends, 67 morning peak hour trip ends, and 33 afternoon peak hour trip ends. Passby trips were applied using the techniques in the Trip Generation Handbook, 3 rd Edition. The trip distribution for the Ziggi’s at Timberline development is shown in Figure 5. Figure 6 shows the site generated peak hour traffic at the Timberline/International and Timberline/Site Access intersections. Background/Total Traffic Projections Background traffic projections for the short range (2025) future horizon were obtained by factoring the recent traffic volumes on Timberline Road and International Boulevard by two percent per year. Figure 7 shows the short range (2025) background peak hour traffic at the Timberline/International intersection. The traffic volumes generated by the proposed Ziggi’s at Timberline development were added to the background traffic volumes to produce the total traffic volume forecasts. Figure 8 shows the short range (2025) total peak hour traffic at the Timberline/International and Timberline/Site Access intersections. DELICH Ziggi’s at Timberline, September 2020 ASSOCIATES Page 3 Operation Analysis Table 3 shows the short range (2025) background morning and afternoon peak hour operation at the Timberline/International intersection. The Timberline/International intersection will meet the Fort Collins operational criteria with existing control and geometry. Calculation forms for these analyses are provided in Appendix E. Table 4 shows the short range (2025) total morning and afternoon peak hour operation at the Timberline/International and Timberline/Site Access intersections. The Timberline/International and Timberline/Site Access intersections will meet the Fort Collins operational criteria with existing/recommended control and geometry. Calculation forms for these analyses are provided in Appendix F. Geometry Figure 9 shows the recommended geometry at the Timberline /International and Timberline/Site Access intersections. A southbound right-turn lane, approaching the Site Access, is not required based upon LCUASS, Figure 8-4. As an arterial street, Timberline Road needs to be widened from International Boulevard north to Crusader Street, to include a center median lane. Widening this area of Timberline Road could have significant impacts to properties to the north on both sides of Timberline Road. Widening would require right-of-way and cooperation from a number of property owners. As such, no center median lane is expected to be built in this segment in the near future. Not having a left-turn lane on Timberline Road approaching the Site Access means that northbound left turns must be executed from the through lane. This can cause possible conflicts (rear-end accidents) with the northbound through traffic on Timberline Road. According to the analyses in Appendix F, the northbound left-turn queue at the Timberline/Site Access intersection is calculated at less than one vehicle during both peak hours. This means that only the one left-turning vehicle will conflict with the northbound through traffic on Timberline Road. The average delay for a left-turning vehicle is 9.8 seconds in the morning peak hour and 8.4 seconds in the afternoon peak hour. If this delay increases, the chance for a conflict with the northbound through traffic increases. Queuing Analysis for Ziggi’s Drive-thru Coffee Shop Figure 10 shows the queuing diagram for the drive-thru coffee shop. The highest trip generation occurs in the morning peak hour. According to the site plan, there will be one drive-thru window and two order boards. The single lane drive-thru aisle is approximately 160 feet long and can accommodate seven vehicles at a spacing of 23.5 feet per vehicle (front bumper to front bumper). The double drive-thru aisle with the two order boards is approximately 120-125 feet long (inside lane) and 145-150 feet long (outside lane), and can accommodate 11 vehicles total. A total of 18 vehicles can be in the queue without impacting the main parking lot. DELICH Ziggi’s at Timberline, September 2020 ASSOCIATES Page 4 Service time data in the morning peak hour was obtained from a Ziggi’s Coffee Shop in the northwest quadrant of the College/Trilby intersection. This Ziggi’s Coffee Shop had one drive-thru window and one order board. Ziggi’s Coffee has a goal of three minutes between ordering and finishing the transaction (exiting). At this location, the time between ordering and exiting was approximately 3.15 minutes. During the time spent between the order board and arriving at the window, the order will be prepared and be available at the window when the vehicle arrives. The service time with respect to the queuing analysis is the time spent at the service window. The data indicates that the average service time at the window is 79.6 seconds (1.33 minutes). In order to determine if the available 18 vehicle length queue is adequate, a queuing analysis, as described in Chapter 8 of Transportation and Land Development, ITE, 1988, was conducted. The results of the queuing analysis indicated that the 95 th percentile longest queue, during the morning peak hour, would need to accommodate eight vehicles (7.58592 vehicles) at one time. The probability that there would be one or more vehicles in the queue is approximately 26.8 percent. Since the available length can accommodate 18 vehicles with no impact to the site, it is concluded that the drive- thru lane will accommodate the 95 th percentile queue. Therefore, the queue will not extend out to the main parking lot, nor will it impact Timberline Road. Pedestrian/Bicycle Level of Service There are sidewalks along the east side of Timberline Road, south of International Boulevard. There are sidewalks on the north side of International Boulevard. There are no other sidewalks in the immediate area. However, the Ziggi’s at Timberline development is unlikely to produce much pedestrian traffic. There are bicycle lanes along Timberline Road. There are no designated bicycle lanes along International Boulevard. However, there is enough width in International Boulevard for approximately 700 feet from Timberline Road that bicycles can operate safely. Transit Level of Service Currently, this area is served by Transfort Route 14 along Timberline Road. There is a bus stop south of International Boulevard near Donella Court and to the north near Annabel Avenue. Conclusions It is concluded that the Timberline/International and Timberline/Site Access intersections will meet the Fort Collins operational criteria with existing/recommended control and geometry. As an arterial street, Timberline Road should have a center DELICH Ziggi’s at Timberline, September 2020 ASSOCIATES Page 5 median lane to accommodate left-turning vehicles. However, this improvement will not likely occur in the near future. As such, no center median lane is expected to be built in the near future. Since the northbound vehicles entering the site will be in the northbound through lane, there will be some delay to the through traffic. The results of the queuing analysis for the drive-thru lane indicated that the longest queue (95 th percentile), during the morning peak hour would need to accommodate eight vehicles at one time. Since the combined minimum available length can accommodate 18 vehicles, it is concluded that the back of the queue will not conflict with the on-site circulation of the site or Timberline Road. It is respectfully requested that no further transportation analyses related to the proposed development of Ziggi’s at Timberline be required at this time. BURLINGTON NORTHERN RAILROAD Mulberry Timberline Vine International Lincoln 14 SCALE: 1"=1000' SITE LOCATION Figure 1 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 6 SCALE: 1"=40' SITE PLAN Figure 2 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 7 EXISTING INTERSECTION GEOMETRY Figure 3 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 8 Timberline International STOP - Denotes Lane AM/PM RECENT PEAK HOUR TRAFFIC Figure 4 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 9 Timberline International 154/156 278/570 61/25 622/411 33/14 225/135 DELICH Ziggi’s at Timberline, September 2020 ASSOCIATES Page 10 TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM Timberline/International (stop sign) EB LT F (50.3 secs) D EB RT D B EB APPROACH D B NB LT B A OVERALL A A TABLE 2 Trip Generation Using Ziggi’s Franchise Data Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 820 Shopping Center 2.545 KSF 37.75 94 0.58 1 0.36 1 1.83 5 1.98 5 N/A Ziggi’s Coffee 0.624 KSF N/A 474 N/A 33 N/A 32 N/A 12 N/A 11 Total 568 34 33 17 16 Timberline International 14 10% 55% 35% SCALE: 1"=600' TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 11 AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 6 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 12 International 2/3 0/1 1/2 0/1 Timberline 11/9 -9/-5 23/8 -20/-3 12/10 21/6 Site Access AM/PM SHORT RANGE (2025) BACKGROUND PEAK HOUR TRAFFIC Figure 7 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 13 Timberline International 170/172 307/629 67/28 688/454 36/15 248/149 AM/PM SHORT RANGE (2025) TOTAL PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 14 International 170/172 309/632 67/29 689/456 36/16 248/149 Timberline 11/9 334/639 23/8 735/479 12/10 21/6 Site Access DELICH Ziggi’s at Timberline, September 2020 ASSOCIATES Page 15 TABLE 3 Short Range (2025) Background Peak Hour Operation Intersection Movement Level of Service AM PM Timberline/International (stop sign) EB LT F (76.4 secs) E (41.5 secs) EB RT E (39.7 secs) B EB APPROACH E (44.4 secs) C NB LT B A OVERALL A A TABLE 4 Short Range (2025) Total Peak Hour Operation Intersection Movement Level of Service AM PM Timberline/International (stop sign) EB LT F (77.8 secs) E (42.3 secs) EB RT E (40.0 secs) B EB APPROACH E (44.8 secs) C NB LT B A OVERALL A A Timberline/Site Access (stop sign) EB LT/RT C C NB LT/T A A OVERALL A A AM/PM RECOMMENDED GEOMETRY Figure 9 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 16 International Timberline Site Access STOP STOP SCALE: 1"=30' QUEUING DIAGRAM Figure 10 DELICH ASSOCIATES Ziggi's at Timberline TIS, September 2020 Page 17 APPENDIX A APPENDIX B DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 8/20/2020 Observer: Vickie Day: Thursday Jurisdiction: Fort Collins R = right turn Intersection: Timberline/International S = straight L = left turn Time Northbound: Timberline Southbound: Timberline Total Eastbound: International Westbound: Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:15 19 70 89 153 6 159 248 4 45 49 0 49 297 7:30 50 60 110 168 24 192 302 2 55 57 0 57 359 7:45 65 79 144 162 21 183 327 15 85 100 0 100 427 8:00 20 69 89 139 10 149 238 12 40 52 0 52 290 # 8:15 18 71 89 109 2 111 200 2 24 26 0 26 226 # 8:30 25 54 79 148 4 152 231 8 27 35 0 35 266 # 7:15-8:15 154 278 0 432 0 622 61 683 1115 33 0 225 258 0 0 0 0 258 1373 PHF 0.59 0.88 n/a 0.75 n/a 0.93 0.64 0.89 0.55 n/a 0.66 0.65 n/a n/a n/a n/a 0.8 4:15 33 133 166 118 8 126 292 2 29 31 0 31 323 4:30 20 123 143 130 6 136 279 6 25 31 0 31 310 4:45 48 134 182 92 4 96 278 2 39 41 0 41 319 5:00 44 137 181 112 8 120 301 2 38 40 0 40 341 # 5:15 33 152 185 101 5 106 291 4 34 38 0 38 329 # 5:30 31 147 178 106 8 114 292 6 24 30 0 30 322 # 4:45-5:45 156 570 0 726 0 411 25 436 1162 14 0 135 149 0 0 0 0 149 1311 PHF 0.81 0.94 n/a 0.98 n/a 0.92 0.78 0.91 0.58 n/a 0.87 0.91 n/a n/a n/a n/a 0.96 APPENDIX C HCM 6th TWSC Recent AM 3: Timberline & International Scenario 1 09/02/2020 Synchro 11 Light Report recent am.syn Intersection Int Delay, s/veh 6.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 33 225 154 278 622 61 Future Vol, veh/h 33 225 154 278 622 61 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 250 - - 250 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 39 265 181 327 732 72 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1421 732 804 0 - 0 Stage 1 732 ----- Stage 2 689 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 150 421 820 - - - Stage 1 476 ----- Stage 2 498 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 117 421 820 - - - Mov Cap-2 Maneuver 117 ----- Stage 1 371 ----- Stage 2 498 ----- Approach EB NB SB HCM Control Delay, s 30 3.8 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 820 - 117 421 - - HCM Lane V/C Ratio 0.221 - 0.332 0.629 - - HCM Control Delay (s) 10.6 - 50.3 27 - - HCM Lane LOS B - F D - - HCM 95th %tile Q(veh) 0.8 - 1.3 4.2 - - HCM 6th TWSC Recent PM 3: Timberline & International Scenario 1 09/02/2020 Synchro 11 Light Report recent pm.syn Intersection Int Delay, s/veh 2.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 14 135 156 570 411 25 Future Vol, veh/h 14 135 156 570 411 25 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 250 - - 250 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 22222 Mvmt Flow 15 141 163 594 428 26 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1348 428 454 0 - 0 Stage 1 428 ----- Stage 2 920 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 166 627 1107 - - - Stage 1 657 ----- Stage 2 388 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 142 627 1107 - - - Mov Cap-2 Maneuver 142 ----- Stage 1 560 ----- Stage 2 388 ----- Approach EB NB SB HCM Control Delay, s 14.4 1.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1107 - 142 627 - - HCM Lane V/C Ratio 0.147 - 0.103 0.224 - - HCM Control Delay (s) 8.8 - 33.2 12.4 - - HCM Lane LOS A - D B - - HCM 95th %tile Q(veh) 0.5 - 0.3 0.9 - - UNSIGNALIZED INTERSECTIONS Level-of-Service Average Total Delay sec/veh A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 Table 4-3 Fort Collins (GMA and City Limits) Motor Vehicle LOS Standards (Intersections) Overall Any Approach Leg Any Movement Signalized D1 E E2 Unsignalized E3 F4 Arterial/Arterial Collector/Collector Unsignalized D3 F4 Arterial/Collector Arterial/Local Collector/Local Local/Local Roundabout E3,5 E5,4 E5 1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable 2 Applicable with at least 5% of total entering volume 3 Use weighed average to identify overall delay 4 Mitigation may be required 5 Apply unsignalized delay value thresholds to determine LOS APPENDIX D DELICH ASSOCIATES Traffic & Transportation Engineering 2272 Glen Haven Drive Loveland, Colorado 80538 Phone: (970) 669-2061 Fax: (970) 669-5034 MEMORANDUM TO: Devin Ferrey, FR Corporation Steve Steinbicker, Architecture West Steve Gilchrist, Fort Collins Traffic Operations FROM: Matt Delich DATE: August 12, 2020 SUBJECT: Timberline Industrial Traffic Analyses (File: 2057ME01) This memorandum provides trip generation for the proposed commercial uses on the parcel in the northwest quadrant of the Timberline/International intersection in Fort Collins. This parcel was previously analyzed with a 4,808 square foot retail building and four small apartment units. A “No TIS Required” memorandum was prepared for the previous proposal. For the new proposal, the City requested a trip generation analysis to determine if a Traffic Impact Study will be needed. This memorandum was prepared to provide trip generation information for the project neighborhood meeting on August 13, 2020. The attached site plan shows a retail building (2,500 square feet) and a drive-thru coffee shop (one window; no indoor seating). The intended coffee shop is a Ziggi’s at 625 square feet. There will be patio space for potential outdoor searing. There will be one access driveway on Timberline Road, located approximately 350 feet north of International Boulevard. The daily and peak hour trip generation was calculated using Trip Generation, 10th Edition, ITE, using Shopping Center (Code 820) and Coffee/Donut Shop with Drive-thru and No Indoor Seating (Code 938). Table 1 shows the calculated trip generation. From the cited reference, the average size of the coffee shop building was 90 square feet. Since the proposed coffee shop building is more than six times the average size, the calculated trip generation seemed high enough to question its validity. Since Ziggi’s utilizes this same footprint at other locations, transaction sales information was obtained from Ziggi’s at three locations in Northern Colorado. That sales data covered three weekdays (February 24-26, 2020) from 5:00am to 7:00pm (these 104 hours are the standard operating times). Each transaction is considered to be one vehicle. Each vehicle is considered to have two trip ends (one inbound and one outbound). The average for all of the sites was: 444 daily trip ends, 65 morning peak hour trip ends, and 23 afternoon peak hour trip ends. This reflects trips related to customers. Daily trips related to employees and deliveries was estimated at 30 trip DELICH ASSOCIATES ends per day. The employee/delivery trips did not occur during the peak hours. The total trip generation for the similar Ziggi’s Coffee Shops was: 474 daily trip ends, 65 morning peak hour trip ends, and 23 afternoon peak hour trip ends. This trip generation seemed more reasonable for a single window coffee shop. Table 2 shows the trip generation using the aforementioned franchise sales information: 568 daily trip ends, 67 morning peak hour trip ends, and 33 afternoon peak hour trip ends. It is suggested that the calculated trip generation in Table 2 be used for the proposed uses at this site. It is expected a subsequent memorandum addressing additional traffic related information (particularly the drive-thru queuing analysis) will be required as this development proceeds through the Fort Collins process. DELICH ASSOCIATES TABLE 1 Trip Generation Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 820 Shopping Center 2.545 KSF 37.75 94 0.58 1 0.36 1 1.83 5 1.98 5 938 Coffee/Donut Shop with Drive- thru & No Indoor Seating 0.624 KSF 2000.0 1248 168.52 105 168.52 105 41.66 26 41.66 26 Total 1342 106 106 31 31 TABLE 2 Trip Generation Using Ziggi’s Franchise Data Code Use Size AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 820 Shopping Center 2.545 KSF 37.75 94 0.58 1 0.36 1 1.83 5 1.98 5 N/A Ziggi’s Coffee 0.624 KSF N/A 474 N/A 33 N/A 32 N/A 12 N/A 11 Total 568 34 33 17 16 APPENDIX E HCM 6th TWSC Short Bkgrd AM 3: Timberline & International Scenario 1 09/02/2020 Synchro 11 Light Report sb am.syn Intersection Int Delay, s/veh 9.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 36 248 170 307 688 67 Future Vol, veh/h 36 248 170 307 688 67 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 250 - - 250 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 42 292 200 361 809 79 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1570 809 888 0 - 0 Stage 1 809 ----- Stage 2 761 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 122 380 763 - - - Stage 1 438 ----- Stage 2 461 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 90 380 763 - - - Mov Cap-2 Maneuver 90 ----- Stage 1 323 ----- Stage 2 461 ----- Approach EB NB SB HCM Control Delay, s 44.4 4.1 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 763 - 90 380 - - HCM Lane V/C Ratio 0.262 - 0.471 0.768 - - HCM Control Delay (s) 11.4 - 76.4 39.7 - - HCM Lane LOS B - F E - - HCM 95th %tile Q(veh) 1.1 - 2 6.3 - - HCM 6th TWSC Short Bkgrd PM 3: Timberline & International Scenario 1 09/02/2020 Synchro 11 Light Report sb pm.syn Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 149 172 629 454 28 Future Vol, veh/h 15 149 172 629 454 28 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 250 - - 250 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 22222 Mvmt Flow 16 155 179 655 473 29 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1486 473 502 0 - 0 Stage 1 473 ----- Stage 2 1013 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 137 591 1062 - - - Stage 1 627 ----- Stage 2 351 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 114 591 1062 - - - Mov Cap-2 Maneuver 114 ----- Stage 1 521 ----- Stage 2 351 ----- Approach EB NB SB HCM Control Delay, s 15.8 1.9 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1062 - 114 591 - - HCM Lane V/C Ratio 0.169 - 0.137 0.263 - - HCM Control Delay (s) 9.1 - 41.5 13.2 - - HCM Lane LOS A - E B - - HCM 95th %tile Q(veh) 0.6 - 0.5 1 - - APPENDIX F HCM 6th TWSC Short Total AM 3: Timberline & International Scenario 1 09/02/2020 Synchro 11 Light Report st am.syn Intersection Int Delay, s/veh 9.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 36 248 170 309 689 67 Future Vol, veh/h 36 248 170 309 689 67 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 250 - - 250 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 42 292 200 364 811 79 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1575 811 890 0 - 0 Stage 1 811 ----- Stage 2 764 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 121 379 761 - - - Stage 1 437 ----- Stage 2 460 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 89 379 761 - - - Mov Cap-2 Maneuver 89 ----- Stage 1 322 ----- Stage 2 460 ----- Approach EB NB SB HCM Control Delay, s 44.8 4 0 HCM LOS E Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 761 - 89 379 - - HCM Lane V/C Ratio 0.263 - 0.476 0.77 - - HCM Control Delay (s) 11.4 - 77.8 40 - - HCM Lane LOS B - F E - - HCM 95th %tile Q(veh) 1.1 - 2 6.3 - - HCM 6th TWSC Short Total PM 3: Timberline & International Scenario 1 09/02/2020 Synchro 11 Light Report st pm.syn Intersection Int Delay, s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 16 149 172 632 456 29 Future Vol, veh/h 16 149 172 632 456 29 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 0 250 - - 250 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 22222 Mvmt Flow 17 155 179 658 475 30 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1491 475 505 0 - 0 Stage 1 475 ----- Stage 2 1016 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 136 590 1060 - - - Stage 1 626 ----- Stage 2 350 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 113 590 1060 - - - Mov Cap-2 Maneuver 113 ----- Stage 1 520 ----- Stage 2 350 ----- Approach EB NB SB HCM Control Delay, s 16.1 1.9 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1060 - 113 590 - - HCM Lane V/C Ratio 0.169 - 0.147 0.263 - - HCM Control Delay (s) 9.1 - 42.3 13.3 - - HCM Lane LOS A - E B - - HCM 95th %tile Q(veh) 0.6 - 0.5 1.1 - - HCM 6th TWSC Short Total AM 5: Timberline & Site Access Scenario 1 09/02/2020 Synchro 11 Light Report st am.syn Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 12 21 11 334 735 23 Future Vol, veh/h 12 21 11 334 735 23 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 14 25 13 393 865 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1298 879 892 0 - 0 Stage 1 879 ----- Stage 2 419 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 178 347 760 - - - Stage 1 406 ----- Stage 2 664 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 174 347 760 - - - Mov Cap-2 Maneuver 174 ----- Stage 1 397 ----- Stage 2 664 ----- Approach EB NB SB HCM Control Delay, s 21.6 0.3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 760 - 255 - - HCM Lane V/C Ratio 0.017 - 0.152 - - HCM Control Delay (s) 9.8 0 21.6 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.1 - 0.5 - - HCM 6th TWSC Short Total PM 5: Timberline & Site Access Scenario 1 09/02/2020 Synchro 11 Light Report st pm.syn Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 10 6 9 639 479 8 Future Vol, veh/h 10 6 9 639 479 8 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 2 22222 Mvmt Flow 10 6 9 666 499 8 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1187 503 507 0 - 0 Stage 1 503 ----- Stage 2 684 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 208 569 1058 - - - Stage 1 607 ----- Stage 2 501 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 205 569 1058 - - - Mov Cap-2 Maneuver 205 ----- Stage 1 599 ----- Stage 2 501 ----- Approach EB NB SB HCM Control Delay, s 19.2 0.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1058 - 270 - - HCM Lane V/C Ratio 0.009 - 0.062 - - HCM Control Delay (s) 8.4 0 19.2 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0 - 0.2 - -