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PZ - TIA Memo-Final 04022019
S:\projects\19-19 Wagner Farms\doc\Wagner Farms TIA Memo.docx Page 1 of 5 MEMORANDUM DATE: April 2, 2019 TO: Becky McKay ENGINEERING SOLUTIONS, LLP FROM: Chhang Ream, P.E., PTOE CR Engineering, Inc. PROJECT: Wagner Farms Commercial Meridian, Idaho SUBJECT: Chinden Boulevard and Ten Mile Road Intersection – Westbound Right-Turn Lane Analysis INTRODUCTION Wagner Farms is a proposed commercial development located in the northwest quadrant of the Chinden Boulevard (US 20-26) and Ten Mile Road intersection in Meridian, Idaho, as shown in Figure 1. The development is planning to improve the southbound approach of the Chinden Boulevard and Ten Mile Road intersection for site access. The Idaho Transportation Department (ITD) is concerned about the potential development’s impacts at the intersection and requested a traffic analysis to determine if an exclusive westbound right-turn lane is needed to mitigate the traffic impacts. As requested, we conducted a traffic analysis to assess the need for a westbound right-turn lane at the Chinden Boulevard and Ten Mile Road intersection. This memo summarizes the analysis and findings. This traffic analysis is not intended to be a traffic impact study. We did not verify the scope or prepare the TIA in accordance to the Ada County Highway District (ACHD) or ITD requirements for a traffic impact study. PROPOSED DEVELOPMENT The site is currently occupied with one single-family home and Wagner Farms, a local family-owned seasonal produce store. The existing southbound approach of the Chinden Boulevard and Ten Mile Road intersection provides access for the site. The site is planning to be redeveloped into a convenience/produce store with six (6) gas pumps. The development is proposing to realign and widen the existing southbound approach to better align with the northbound approach for site access. Figure 2 shows the preliminary site plan. 181 East 50th Street Garden City, ID 83714 (208) 841-4996 4/2/19 S:\projects\19-19 Wagner Farms\doc\Wagner Farms TIA Memo.docx Page 2 of 5 Figure 1 – Site Location and Vicinity Wagner Farms Commercial Chinden Blvd ( US 20-26) Te n M i l e R d S:\projects\19-19 Wagner Farms\doc\Wagner Farms TIA Memo.docx Page 3 of 5 Figure 2 – Preliminary Site Plan TRAFFIC ANALYSIS Chinden Boulevard and Ten Mile Road Intersection Lane Configuration The Chinden Boulevard and Ten Mile Road intersection is currently a signalized intersection with the following lane configurations: • Southbound approach o One shared lane for all movements • Northbound approach o One left-turn lane o One right-turn lane • Eastbound approach o One left-turn lane o One through lane o One right-turn lane • Westbound approach o One left-turn lane o One shared through/right-turn lane Chinden Blvd Te n M i l e R d S:\projects\19-19 Wagner Farms\doc\Wagner Farms TIA Memo.docx Page 4 of 5 The Chinden Boulevard and Ten Mile Road intersection is expected to be improved and widened by 2021 to mitigate the development impacts generated by the proposed Lost Rapids Subdivision (Costco). Figure 3 shows the proposed intersection lane configuration according to the preliminary plan provided by ITD. Traffic analysis was based on this proposed intersection lane configuration. Figure 3 – Proposed Intersection Lane Configuration (Preliminary) Traffic Projection The expected background traffic growth at the intersection is estimated with a 2% annual growth rate. In addition, the proposed Costco development, located in the southwest quadrant of the Chinden Boulevard and Ten Mile Road intersection, is expected to add significant amount of traffic to the intersection. Traffic data for the Costco development was obtained from the traffic impact study for the project (attached) and included in the traffic analysis. Site trip generation is estimated using the procedures recommend in the latest edition (10 th Edition) of the Trip Generation Manual, published by the Institute of Transportation Engineers. Site trip generation summary is attached. The expansion of Wagner Farms is estimated to generated approximately 1,935 trips per weekday, 125 trips during the AM peak hour and 138 trips during the PM peak hour at full build-out. Based on the site location, a majority of the site traffic is expected to have origins/destinations south and east of the site corresponding with the developed areas. Right-Turn Lane Analysis The need for an exclusive right-turn lane at a signalized intersection is determined through intersection capacity analysis. Intersection capacity analysis was performed using Synchro 10 (Version 10.3.55.0), which utilizes the Highway Capacity Manual methodologies. For the purposes of this study, traffic analysis was evaluated under peak hour total traffic conditions for two analysis years: • 2021 total traffic – This traffic condition included background traffic growth, Phase 1 of Costco, and site traffic, when the intersection improvements are completed with opening of Costco. • 2024 total traffic – This traffic condition included background traffic growth, full build-out of Costco and Lost Rapids Subdivision, and site traffic. S:\projects\19-19 Wagner Farms\doc\Wagner Farms TIA Memo.docx Page 5 of 5 Table 1 summarizes the intersection capacity analysis results. With the planned intersection improvements, the Chinden Boulevard and Ten Mile Road intersection is projected to meet ITD’s minimum operational thresholds, which are LOS D or better, intersection v/c ratio of 0.90 or less, and maximum lane group v/c ratio of 1.00 or less. The intersection capacity analysis results do not show the need for an exclusive right- turn lane on the westbound approach: • The westbound through/right-turn lane group is expected to operate under capacity with a v/c ratio of 0.70 or less during the peak hours. • The estimated 95th percentile queue length on the westbound through/right-turn lane is approximately 450 feet or less during the peak hours. A sensitivity analysis was conducted by increasing the site traffic up to 300% (3 times) of the expected site trip generation. The results still do not show the need for an exclusive westbound right-turn lane. Table 1 – Intersection Capacity Analysis Results Intersection Control MOEs 2021 Total Traffic 2024 Total Traffic AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Chinden Blvd and Ten Mile Rd Signal Intersection LOS C C C C Intersection Delay [s/v] 22 27 25 31 Intersection v/c 0.52 0.65 0.56 0.72 Worst Lane Group v/c 0.65 (EBT) 0.83 (WBL) 0.69 (WBL) 0.87 (WBL) WBTR v/c 0.36 0.56 0.37 0.70 WBTR 95th %ile Queue Length 8 veh (~200 feet) 13 veh (~325 feet) 8 veh (~200 feet) 18 veh (~450 feet) SUMMARY Based on the traffic analysis results, Wagner Farmers Commercial is not expected to have significant impacts on the Chinden Boulevard and Ten Mile Road intersection. The intersection is expected to meet ITD’s minimum operational thresholds under total traffic conditions at full build -out of the site, Meridian Costco, and Lost Rapids Subdivision. The westbound through/right-turn lane is expected to operate under capacity with a reasonable potential queue length. A westbound right-turn lane is not recommended. ATTACHMENTS Costco Traffic Data (obtained from Chinden & Ten Mile Mixed-Use Development Transportation Impact Study, Kittelson & Associates, September 2017) 2017 Existing Traffic Phase 1 (Costco Only) Weekday AM Peak Phase 1 (Costco Only) Weekday PM Peak Phase 2 (Full Build Out) Weekday AM Peak Phase 2 (Full Build Out) Weekday PM Peak Site Trip Generation The number of fueling positions was used in place of square footage due to the building size as shown in the preliminary plat is not entirely a convenience store and no land use is available for a produce market. From the 2017 traffic counts obtained from the Lost Rapids Subdivision TIS, less than 10 trips during the peak hour are entering and exiting the Wagner Farms site, which is an existing produce market and thus not generating the same number of trips per thousand square feet that a convenience store would according to the ITE Trip Generation Manual. In addition, the critical window and largest data point from the 10th Edition of the ITE Trip Generation Manual for the land use code and square footage as the independent variable has a maximum of 6,500 square feet, nearly half of the building size as shown in the preliminary plat. The data plots based on square footage and number of fueling positions have comparable number of studies for each time setting as well as similar ratios of standard deviations to average rate for the give time setting. Based on the existing counts, PM peak is the critical peak period. There are also no weekend trip rates for this land use category. Weekend traffic was not evaluated. Based on the site location, a majority of the primary site traffic is expected to have origins/destinations south and east of the site corresponding with the developed areas. Approximately 45% of the site traffic is expected to have origins/destinations south of the site, 45% east of the site, and the remaining 10% west of the site. In addition, the development is expected to attract pass-by trips. Pass-by trips are trips already on the roadway system to the desired destination passing the development, enter the site, and exit the site continuing on the travel path to their primary destination without a route diversion. During the AM peak hour, approximately 63% of all site traffic will be in the form of pass -by trips. During the PM peak hour, approximately 66% of site traffic will be in the form of pass-by trips, as shown in Table 1. Figures below summarizes the expected build-out site traffic volumes during the peak hours through the Chinden Boulevard and Ten Mile Road intersection with the build of Wagner Farms. Negative values represent pass- by trips diverting from their existing movement patterns to enter the site and later exiting the site to continue on the desired travel path to their primary destination. Table 1 – Site Trip Generation Summary Total Convenience Store with Gas Pumps 853 6 Fuel Position 322.50 1,935 1,219 716 50%358 50%358 Convenience Store with Gas Pumps 853 6 Fuel Position 20.76 125 78 47 50%24 50%23 Convenience Store with Gas Pumps 853 6 Fuel Position 23.04 138 92 46 50%23 50%23 Land Use ITE Code Size Unit Weekday Daily (vpd) Trip Rate per Unit Total Trips Pass-by Trips Primary Trips Entering Exiting Weekday PM Peak Hour (vph) Weekday AM Peak Hour (vph) Build-Out Site Traffic Volumes 2021 Total Traffic Estimate 2024 Total Traffic Estimate 14 19 29 25 20 24 23 22 16 30 -15 -9 -10 -15 -6 -2 -4 -5 -3 18 -4 AM -8 23 -4 PM Chinden Blvd & Ten Mile Rd Chinden Blvd & Ten Mile Rd 14 20 30 27 20 24 23 24 18 32 741 441 631 761 269 119 242 401 161 20 214 AM 431 25 253 PM Chinden Blvd & Ten Mile Rd Chinden Blvd & Ten Mile Rd 14 20 30 27 20 24 23 24 18 32 819 479 707 831 286 140 257 470 172 20 242 AM 459 25 283 PM Chinden Blvd & Ten Mile Rd Chinden Blvd & Ten Mile Rd HCM Signalized Intersection Capacity Analysis 2021 Total 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard AM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 23 741 269 119 441 24 161 20 214 30 20 14 Future Volume (vph) 23 741 269 119 441 24 161 20 214 30 20 14 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1676 3353 1485 3130 3327 1547 1567 1457 1676 1653 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1676 3353 1485 3130 3327 1547 1567 1457 1676 1653 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 26 823 299 131 485 26 179 22 238 33 22 16 RTOR Reduction (vph) 0 0 174 03000 1 1 40 1 50 Lane Group Flow (vph) 26 823 125 131 508 0 100 101 124 33 23 0 Heavy Vehicles (%) 2% 2% 3% 6% 2% 2% 5% 5% 5% 2% 2% 2% Turn Type Prot NA Perm Prot NA Split NA pm+ov Split NA Protected Phases 1 6 5 2 88544 Permitted Phases 6 8 Actuated Green, G (s) 2.4 36.2 36.2 8.7 42.5 11.8 11.8 20.5 5.2 5.2 Effective Green, g (s) 2.4 36.2 36.2 8.7 42.5 11.8 11.8 20.5 5.2 5.2 Actuated g/C Ratio 0.03 0.42 0.42 0.10 0.49 0.14 0.14 0.24 0.06 0.06 Clearance Time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 46 1404 622 315 1636 211 214 446 100 99 v/s Ratio Prot 0.02 c0.25 c0.04 c0.15 c0.06 0.06 0.03 c0.02 0.01 v/s Ratio Perm 0.08 0.06 v/c Ratio 0.57 0.59 0.20 0.42 0.31 0.47 0.47 0.28 0.33 0.23 Uniform Delay, d1 41.5 19.3 15.9 36.5 13.2 34.4 34.4 26.9 38.9 38.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.1 0.7 0.2 0.3 0.1 1.7 1.6 0.1 0.7 0.4 Delay (s) 50.6 20.1 16.1 36.8 13.3 36.1 36.1 27.0 39.6 39.1 Level of Service D C B D B DDCDD Approach Delay (s) 19.7 18.1 31.2 39.4 Approach LOS B B C D Intersection Summary HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 86.4 Sum of lost time (s) 24.5 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary 2021 Total 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard AM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 741 269 119 441 24 161 20 214 30 20 14 Future Volume (veh/h) 23 741 269 119 441 24 161 20 214 30 20 14 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1765 1765 1748 1698 1765 1800 1714 1714 1714 1765 1765 1800 Adj Flow Rate, veh/h 26 823 299 131 485 26 195 0 238 33 22 16 Adj No. of Lanes 121220201110 Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %223622555222 Cap, veh/h 47 1262 559 203 1339 72 619 0 371 85 48 35 Arrive On Green 0.03 0.38 0.38 0.06 0.41 0.41 0.19 0.00 0.19 0.05 0.05 0.05 Sat Flow, veh/h 1681 3353 1485 3137 3237 173 3265 0 1457 1681 951 692 Grp Volume(v), veh/h 26 823 299 131 251 260 195 0 238 33 0 38 Grp Sat Flow(s),veh/h/ln 1681 1676 1485 1569 1676 1734 1633 0 1457 1681 0 1643 Q Serve(g_s), s 1.2 15.6 12.1 3.1 7.9 8.0 4.0 0.0 11.2 1.5 0.0 1.7 Cycle Q Clear(g_c), s 1.2 15.6 12.1 3.1 7.9 8.0 4.0 0.0 11.2 1.5 0.0 1.7 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 0.42 Lane Grp Cap(c), veh/h 47 1262 559 203 693 717 619 0 371 85 0 83 V/C Ratio(X) 0.56 0.65 0.53 0.64 0.36 0.36 0.31 0.00 0.64 0.39 0.00 0.46 Avail Cap(c_a), veh/h 175 3006 1332 938 1830 1893 1400 0 719 229 0 224 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.0 19.8 18.7 35.1 15.6 15.6 26.9 0.0 25.6 35.4 0.0 35.5 Incr Delay (d2), s/veh 3.8 0.8 1.1 1.3 0.5 0.4 0.3 0.0 1.9 1.1 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.1 11.8 8.8 2.5 6.7 7.1 3.3 0.0 8.3 1.3 0.0 1.5 LnGrp Delay(d),s/veh 40.8 20.6 19.9 36.4 16.0 16.0 27.2 0.0 27.4 36.4 0.0 36.9 LnGrp LOS D C B D B B C C D D Approach Vol, veh/h 1148 642 433 71 Approach Delay, s/veh 20.9 20.2 27.3 36.7 Approach LOS CCCD Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.1 38.8 9.4 11.0 36.0 20.6 Change Period (Y+Rc), s 6.0 7.0 5.5 6.0 7.0 6.0 Max Green Setting (Gmax), s 8.0 84.0 10.5 23.0 69.0 33.0 Max Q Clear Time (g_c+I1), s 3.2 10.0 3.7 5.1 17.6 13.2 Green Ext Time (p_c), s 0.0 4.3 0.1 0.2 11.4 1.4 Intersection Summary HCM 2010 Ctrl Delay 22.4 HCM 2010 LOS C Notes HCM Signalized Intersection Capacity Analysis 2021 Total 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard PM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 631 242 401 761 32 431 25 253 24 20 27 Future Volume (vph) 18 631 242 401 761 32 431 25 253 24 20 27 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1676 3353 1500 3252 3333 1593 1605 1500 1676 1612 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1676 3353 1500 3252 3333 1593 1605 1500 1676 1612 Peak-hour factor, PHF 0.90 0.90 0.90 0.93 0.93 0.93 0.92 0.92 0.92 0.90 0.90 0.90 Adj. Flow (vph) 20 701 269 431 818 34 468 27 275 27 22 30 RTOR Reduction (vph) 0 0 174 02000 9 50 2 90 Lane Group Flow (vph) 20 701 95 431 850 0 248 247 180 27 23 0 Turn Type Prot NA Perm Prot NA Split NA pm+ov Split NA Protected Phases 1 6 5 2 88544 Permitted Phases 6 8 Actuated Green, G (s) 1.9 38.8 38.8 20.5 57.4 24.4 24.4 44.9 5.4 5.4 Effective Green, g (s) 1.9 38.8 38.8 20.5 57.4 24.4 24.4 44.9 5.4 5.4 Actuated g/C Ratio 0.02 0.34 0.34 0.18 0.51 0.21 0.21 0.40 0.05 0.05 Clearance Time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 28 1145 512 586 1684 342 344 672 79 76 v/s Ratio Prot 0.01 c0.21 c0.13 0.26 c0.16 0.15 0.05 c0.02 0.01 v/s Ratio Perm 0.06 0.07 v/c Ratio 0.71 0.61 0.18 0.74 0.50 0.73 0.72 0.27 0.34 0.31 Uniform Delay, d1 55.6 31.1 26.3 44.0 18.7 41.5 41.4 23.2 52.4 52.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 52.5 1.1 0.2 4.1 0.3 7.4 7.0 0.1 0.9 0.8 Delay (s) 108.1 32.3 26.5 48.1 19.0 48.9 48.4 23.3 53.3 53.1 Level of Service F C C D B DDCDD Approach Delay (s) 32.2 28.8 39.6 53.2 Approach LOS CCDD Intersection Summary HCM 2000 Control Delay 33.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 113.6 Sum of lost time (s) 24.5 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary 2021 Total 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard PM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 631 242 401 761 32 431 25 253 24 20 27 Future Volume (veh/h) 18 631 242 401 761 32 431 25 253 24 20 27 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1765 1765 1765 1765 1765 1800 1765 1765 1765 1765 1765 1800 Adj Flow Rate, veh/h 20 701 269 431 818 34 487 0 275 27 22 30 Adj No. of Lanes 121220201110 Peak Hour Factor 0.90 0.90 0.90 0.93 0.93 0.93 0.92 0.92 0.92 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 37 1026 459 520 1455 60 671 0 539 83 33 46 Arrive On Green 0.02 0.31 0.31 0.16 0.44 0.44 0.20 0.00 0.20 0.05 0.05 0.05 Sat Flow, veh/h 1681 3353 1500 3261 3281 136 3361 0 1500 1681 678 924 Grp Volume(v), veh/h 20 701 269 431 418 434 487 0 275 27 0 52 Grp Sat Flow(s),veh/h/ln 1681 1676 1500 1630 1676 1741 1681 0 1500 1681 0 1602 Q Serve(g_s), s 1.0 15.7 13.0 11.0 15.9 15.9 11.6 0.0 12.3 1.3 0.0 2.7 Cycle Q Clear(g_c), s 1.0 15.7 13.0 11.0 15.9 15.9 11.6 0.0 12.3 1.3 0.0 2.7 Prop In Lane 1.00 1.00 1.00 0.08 1.00 1.00 1.00 0.58 Lane Grp Cap(c), veh/h 37 1026 459 520 743 772 671 0 539 83 0 79 V/C Ratio(X) 0.54 0.68 0.59 0.83 0.56 0.56 0.73 0.00 0.51 0.33 0.00 0.66 Avail Cap(c_a), veh/h 118 1993 892 1216 1505 1562 1645 0 974 206 0 196 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.5 26.1 25.2 34.9 17.7 17.7 32.1 0.0 21.6 39.4 0.0 40.1 Incr Delay (d2), s/veh 4.4 1.2 1.7 1.3 1.0 0.9 1.5 0.0 0.8 0.8 0.0 3.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.9 11.9 9.5 8.8 12.0 12.4 9.4 0.0 9.0 1.1 0.0 2.3 LnGrp Delay(d),s/veh 46.0 27.3 26.9 36.2 18.7 18.6 33.7 0.0 22.3 40.2 0.0 43.5 LnGrp LOS DCCDBBC CD D Approach Vol, veh/h 990 1283 762 79 Approach Delay, s/veh 27.5 24.6 29.6 42.4 Approach LOS CCCD Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.9 45.0 9.7 19.7 33.3 23.1 Change Period (Y+Rc), s 6.0 7.0 5.5 6.0 7.0 6.0 Max Green Setting (Gmax), s 6.0 77.0 10.5 32.0 51.0 42.0 Max Q Clear Time (g_c+I1), s 3.0 17.9 4.7 13.0 17.7 14.3 Green Ext Time (p_c), s 0.0 8.3 0.1 0.7 8.5 2.8 Intersection Summary HCM 2010 Ctrl Delay 27.2 HCM 2010 LOS C Notes HCM Signalized Intersection Capacity Analysis 2024 Total 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard AM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 23 819 286 140 479 24 172 20 242 30 20 14 Future Volume (vph) 23 819 286 140 479 24 172 20 242 30 20 14 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 0.94 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1676 3353 1485 3130 3329 1547 1566 1457 1676 1653 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1676 3353 1485 3130 3329 1547 1566 1457 1676 1653 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 26 910 318 154 526 26 191 22 269 33 22 16 RTOR Reduction (vph) 0 0 170 03000 9 60 1 50 Lane Group Flow (vph) 26 910 148 154 549 0 105 108 173 33 23 0 Heavy Vehicles (%) 2% 2% 3% 6% 2% 2% 5% 5% 5% 2% 2% 2% Turn Type Prot NA Perm Prot NA Split NA pm+ov Split NA Protected Phases 1 6 5 2 88544 Permitted Phases 6 8 Actuated Green, G (s) 3.6 39.8 39.8 9.8 46.0 12.7 12.7 22.5 5.3 5.3 Effective Green, g (s) 3.6 39.8 39.8 9.8 46.0 12.7 12.7 22.5 5.3 5.3 Actuated g/C Ratio 0.04 0.43 0.43 0.11 0.50 0.14 0.14 0.24 0.06 0.06 Clearance Time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 65 1448 641 333 1662 213 215 450 96 95 v/s Ratio Prot 0.02 c0.27 c0.05 0.17 0.07 c0.07 c0.04 c0.02 0.01 v/s Ratio Perm 0.10 0.08 v/c Ratio 0.40 0.63 0.23 0.46 0.33 0.49 0.50 0.38 0.34 0.24 Uniform Delay, d1 43.2 20.4 16.5 38.7 13.8 36.7 36.8 29.0 41.7 41.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 1.0 0.3 0.4 0.2 1.8 1.8 0.2 0.8 0.5 Delay (s) 44.7 21.4 16.8 39.0 14.0 38.5 38.6 29.2 42.5 42.0 Level of Service D C B D B DDCDD Approach Delay (s) 20.7 19.4 33.4 42.2 Approach LOS C B C D Intersection Summary HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 92.1 Sum of lost time (s) 24.5 Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary 2024 Total 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard AM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 23 819 286 140 479 24 172 20 242 30 20 14 Future Volume (veh/h) 23 819 286 140 479 24 172 20 242 30 20 14 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1765 1765 1748 1698 1765 1800 1714 1714 1714 1765 1765 1800 Adj Flow Rate, veh/h 26 910 318 154 526 26 207 0 269 33 22 16 Adj No. of Lanes 121220201110 Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, %223622555222 Cap, veh/h 45 1331 590 224 1437 71 665 0 401 79 45 33 Arrive On Green 0.03 0.40 0.40 0.07 0.44 0.44 0.20 0.00 0.20 0.05 0.05 0.05 Sat Flow, veh/h 1681 3353 1485 3137 3252 161 3265 0 1457 1681 951 692 Grp Volume(v), veh/h 26 910 318 154 271 281 207 0 269 33 0 38 Grp Sat Flow(s),veh/h/ln 1681 1676 1485 1569 1676 1736 1633 0 1457 1681 0 1643 Q Serve(g_s), s 1.3 19.6 14.3 4.2 9.4 9.4 4.7 0.0 14.3 1.7 0.0 2.0 Cycle Q Clear(g_c), s 1.3 19.6 14.3 4.2 9.4 9.4 4.7 0.0 14.3 1.7 0.0 2.0 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 0.42 Lane Grp Cap(c), veh/h 45 1331 590 224 741 767 665 0 401 79 0 77 V/C Ratio(X) 0.58 0.68 0.54 0.69 0.37 0.37 0.31 0.00 0.67 0.42 0.00 0.49 Avail Cap(c_a), veh/h 154 2767 1226 827 1672 1732 1160 0 622 183 0 179 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.0 21.8 20.2 39.5 16.2 16.2 29.5 0.0 28.1 40.4 0.0 40.5 Incr Delay (d2), s/veh 4.3 0.9 1.1 1.4 0.4 0.4 0.3 0.0 2.0 1.3 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.2 14.1 10.0 3.4 7.8 8.0 3.9 0.0 10.0 1.4 0.0 1.7 LnGrp Delay(d),s/veh 46.2 22.7 21.3 40.9 16.6 16.6 29.8 0.0 30.1 41.7 0.0 42.3 LnGrp LOS DCCDBBC CD D Approach Vol, veh/h 1254 706 476 71 Approach Delay, s/veh 22.8 21.9 30.0 42.0 Approach LOS CCCD Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 45.5 9.6 12.2 41.6 23.8 Change Period (Y+Rc), s 6.0 7.0 5.5 6.0 7.0 6.0 Max Green Setting (Gmax), s 8.0 87.0 9.5 23.0 72.0 31.0 Max Q Clear Time (g_c+I1), s 3.3 11.4 4.0 6.2 21.6 16.3 Green Ext Time (p_c), s 0.0 4.7 0.0 0.2 13.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 24.5 HCM 2010 LOS C Notes HCM Signalized Intersection Capacity Analysis 2024 Total 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard PM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 707 257 470 831 200 459 25 283 24 20 27 Future Volume (vph) 18 707 257 470 831 200 459 25 283 24 20 27 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1676 3353 1500 3252 3255 1593 1605 1500 1676 1612 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1676 3353 1500 3252 3255 1593 1605 1500 1676 1612 Peak-hour factor, PHF 0.90 0.90 0.90 0.93 0.93 0.93 0.92 0.92 0.92 0.90 0.90 0.90 Adj. Flow (vph) 20 786 286 505 894 215 499 27 308 27 22 30 RTOR Reduction (vph) 0 0 165 0 13 0 0 0 83 0 29 0 Lane Group Flow (vph) 20 786 121 505 1096 0 264 262 225 27 23 0 Turn Type Prot NA Perm Prot NA Split NA pm+ov Split NA Protected Phases 1 6 5 2 88544 Permitted Phases 6 8 Actuated Green, G (s) 3.1 42.3 42.3 24.4 63.6 26.8 26.8 51.2 5.5 5.5 Effective Green, g (s) 3.1 42.3 42.3 24.4 63.6 26.8 26.8 51.2 5.5 5.5 Actuated g/C Ratio 0.03 0.34 0.34 0.20 0.51 0.22 0.22 0.41 0.04 0.04 Clearance Time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 42 1148 513 642 1676 345 348 694 74 71 v/s Ratio Prot 0.01 0.23 c0.16 c0.34 c0.17 0.16 0.06 c0.02 0.01 v/s Ratio Perm 0.08 0.09 v/c Ratio 0.48 0.68 0.24 0.79 0.65 0.77 0.75 0.32 0.36 0.33 Uniform Delay, d1 59.4 34.9 29.0 47.1 21.9 45.4 45.3 24.4 57.3 57.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.1 1.9 0.3 5.8 1.0 9.7 8.9 0.1 1.1 1.0 Delay (s) 62.5 36.7 29.4 52.9 22.9 55.1 54.2 24.5 58.4 58.2 Level of Service E DCDC EDCEE Approach Delay (s) 35.3 32.3 43.5 58.3 Approach LOS D C D E Intersection Summary HCM 2000 Control Delay 36.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 123.5 Sum of lost time (s) 24.5 Intersection Capacity Utilization 71.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary 2024 Total 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard PM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 707 257 470 831 200 459 25 283 24 20 27 Future Volume (veh/h) 18 707 257 470 831 200 459 25 283 24 20 27 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1765 1765 1765 1765 1765 1800 1765 1765 1765 1765 1765 1800 Adj Flow Rate, veh/h 20 786 286 505 894 215 518 0 308 27 22 30 Adj No. of Lanes 121220201110 Peak Hour Factor 0.90 0.90 0.90 0.93 0.93 0.93 0.92 0.92 0.92 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 36 1076 481 583 1283 308 700 0 580 79 32 43 Arrive On Green 0.02 0.32 0.32 0.18 0.48 0.48 0.21 0.00 0.21 0.05 0.05 0.05 Sat Flow, veh/h 1681 3353 1500 3261 2683 645 3361 0 1500 1681 678 924 Grp Volume(v), veh/h 20 786 286 505 558 551 518 0 308 27 0 52 Grp Sat Flow(s),veh/h/ln 1681 1676 1500 1630 1676 1651 1681 0 1500 1681 0 1602 Q Serve(g_s), s 1.2 20.8 16.0 15.0 26.0 26.1 14.4 0.0 15.8 1.6 0.0 3.2 Cycle Q Clear(g_c), s 1.2 20.8 16.0 15.0 26.0 26.1 14.4 0.0 15.8 1.6 0.0 3.2 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 0.58 Lane Grp Cap(c), veh/h 36 1076 481 583 802 790 700 0 580 79 0 75 V/C Ratio(X) 0.56 0.73 0.59 0.87 0.70 0.70 0.74 0.00 0.53 0.34 0.00 0.69 Avail Cap(c_a), veh/h 101 1713 766 1111 1327 1307 1347 0 869 177 0 168 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.4 30.1 28.4 39.8 20.4 20.4 37.0 0.0 23.6 46.1 0.0 46.9 Incr Delay (d2), s/veh 5.0 1.4 1.7 1.6 1.6 1.6 1.6 0.0 0.8 1.0 0.0 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.1 15.0 11.1 11.2 18.0 17.8 11.1 0.0 10.9 1.3 0.0 2.7 LnGrp Delay(d),s/veh 53.3 31.5 30.1 41.4 21.9 22.0 38.6 0.0 24.4 47.0 0.0 51.1 LnGrp LOS DCCDCCD CD D Approach Vol, veh/h 1092 1614 826 79 Approach Delay, s/veh 31.5 28.0 33.3 49.7 Approach LOS CCCD Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.1 54.7 10.2 23.8 39.0 26.8 Change Period (Y+Rc), s 6.0 7.0 5.5 6.0 7.0 6.0 Max Green Setting (Gmax), s 6.0 79.0 10.5 34.0 51.0 40.0 Max Q Clear Time (g_c+I1), s 3.2 28.1 5.2 17.0 22.8 17.8 Green Ext Time (p_c), s 0.0 12.5 0.1 0.8 9.3 3.0 Intersection Summary HCM 2010 Ctrl Delay 30.8 HCM 2010 LOS C Notes HCM Signalized Intersection Capacity Analysis 2024 Total (2 x Site Traffic) 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard PM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 34 707 257 470 831 230 459 48 283 48 40 54 Future Volume (vph) 34 707 257 470 831 230 459 48 283 48 40 54 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1676 3353 1500 3252 3244 1593 1611 1500 1676 1612 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1676 3353 1500 3252 3244 1593 1611 1500 1676 1612 Peak-hour factor, PHF 0.90 0.90 0.90 0.93 0.93 0.93 0.92 0.92 0.92 0.90 0.90 0.90 Adj. Flow (vph) 38 786 286 505 894 247 499 52 308 53 44 60 RTOR Reduction (vph) 0 0 168 0 15 0 0 0 85 0 31 0 Lane Group Flow (vph) 38 786 118 505 1126 0 274 277 223 53 73 0 Turn Type Prot NA Perm Prot NA Split NA pm+ov Split NA Protected Phases 1 6 5 2 88544 Permitted Phases 6 8 Actuated Green, G (s) 5.9 42.0 42.0 24.9 61.0 28.4 28.4 53.3 10.0 10.0 Effective Green, g (s) 5.9 42.0 42.0 24.9 61.0 28.4 28.4 53.3 10.0 10.0 Actuated g/C Ratio 0.05 0.32 0.32 0.19 0.47 0.22 0.22 0.41 0.08 0.08 Clearance Time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 76 1084 485 623 1524 348 352 685 129 124 v/s Ratio Prot 0.02 0.23 c0.16 c0.35 c0.17 0.17 0.06 0.03 c0.05 v/s Ratio Perm 0.08 0.09 v/c Ratio 0.50 0.73 0.24 0.81 0.74 0.79 0.79 0.33 0.41 0.59 Uniform Delay, d1 60.5 38.8 32.2 50.2 27.9 47.9 47.8 26.0 57.1 57.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 2.6 0.4 7.5 2.0 11.2 11.0 0.1 0.8 4.5 Delay (s) 62.4 41.4 32.6 57.7 30.0 59.0 58.9 26.1 57.9 62.4 Level of Service E D C E C E E C E E Approach Delay (s) 39.8 38.5 47.2 60.9 Approach LOS D D D E Intersection Summary HCM 2000 Control Delay 41.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 129.8 Sum of lost time (s) 24.5 Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary 2024 Total (2 x Site Traffic) 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard PM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 707 257 470 831 230 459 48 283 48 40 54 Future Volume (veh/h) 34 707 257 470 831 230 459 48 283 48 40 54 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1765 1765 1765 1765 1765 1800 1765 1765 1765 1765 1765 1800 Adj Flow Rate, veh/h 38 786 286 505 894 247 536 0 308 53 44 60 Adj No. of Lanes 121220201110 Peak Hour Factor 0.90 0.90 0.90 0.93 0.93 0.93 0.92 0.92 0.92 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 53 1041 466 575 1184 327 690 0 573 140 56 77 Arrive On Green 0.03 0.31 0.31 0.18 0.46 0.46 0.21 0.00 0.21 0.08 0.08 0.08 Sat Flow, veh/h 1681 3353 1500 3261 2598 717 3361 0 1500 1681 678 924 Grp Volume(v), veh/h 38 786 286 505 576 565 536 0 308 53 0 104 Grp Sat Flow(s),veh/h/ln 1681 1676 1500 1630 1676 1638 1681 0 1500 1681 0 1602 Q Serve(g_s), s 2.4 23.0 17.7 16.5 31.1 31.2 16.4 0.0 17.4 3.3 0.0 6.9 Cycle Q Clear(g_c), s 2.4 23.0 17.7 16.5 31.1 31.2 16.4 0.0 17.4 3.3 0.0 6.9 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 0.58 Lane Grp Cap(c), veh/h 53 1041 466 575 764 747 690 0 573 140 0 133 V/C Ratio(X) 0.72 0.75 0.61 0.88 0.75 0.76 0.78 0.00 0.54 0.38 0.00 0.78 Avail Cap(c_a), veh/h 139 1537 688 957 1122 1096 1202 0 801 223 0 213 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.4 33.9 32.0 43.8 24.6 24.6 41.0 0.0 26.2 47.3 0.0 49.0 Incr Delay (d2), s/veh 6.7 1.7 1.9 2.8 2.3 2.4 1.9 0.0 0.8 0.6 0.0 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 2.2 16.2 12.1 12.2 21.2 20.9 12.4 0.0 11.8 2.8 0.0 5.8 LnGrp Delay(d),s/veh 59.1 35.6 33.9 46.6 26.9 27.1 42.9 0.0 27.0 48.0 0.0 52.8 LnGrp LOS E DCDCCD CD D Approach Vol, veh/h 1110 1646 844 157 Approach Delay, s/veh 35.9 33.0 37.1 51.2 Approach LOS DCDD Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.4 56.7 14.6 25.2 40.9 28.4 Change Period (Y+Rc), s 6.0 7.0 5.5 6.0 7.0 6.0 Max Green Setting (Gmax), s 9.0 73.0 14.5 32.0 50.0 39.0 Max Q Clear Time (g_c+I1), s 4.4 33.2 8.9 18.5 25.0 19.4 Green Ext Time (p_c), s 0.0 12.4 0.2 0.8 8.8 3.0 Intersection Summary HCM 2010 Ctrl Delay 35.5 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis 2024 Total (3 x Site Traffic) 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard PM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 50 707 257 470 831 260 459 71 283 72 60 79 Future Volume (vph) 50 707 257 470 831 260 459 71 283 72 60 79 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 0.95 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1676 3353 1500 3252 3233 1593 1617 1500 1676 1614 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1676 3353 1500 3252 3233 1593 1617 1500 1676 1614 Peak-hour factor, PHF 0.90 0.90 0.90 0.93 0.93 0.93 0.92 0.92 0.92 0.90 0.90 0.90 Adj. Flow (vph) 56 786 286 505 894 280 499 77 308 80 67 88 RTOR Reduction (vph) 0 0 168 0 18 0 0 0 87 0 30 0 Lane Group Flow (vph) 56 786 118 505 1156 0 284 292 221 80 125 0 Turn Type Prot NA Perm Prot NA Split NA pm+ov Split NA Protected Phases 1 6 5 2 88544 Permitted Phases 6 8 Actuated Green, G (s) 6.4 42.4 42.4 25.5 61.5 30.1 30.1 55.6 14.4 14.4 Effective Green, g (s) 6.4 42.4 42.4 25.5 61.5 30.1 30.1 55.6 14.4 14.4 Actuated g/C Ratio 0.05 0.31 0.31 0.19 0.45 0.22 0.22 0.41 0.11 0.11 Clearance Time (s) 6.0 7.0 7.0 6.0 7.0 6.0 6.0 6.0 5.5 5.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 3.0 3.0 2.0 2.0 2.0 Lane Grp Cap (vph) 78 1038 464 605 1452 350 355 674 176 169 v/s Ratio Prot 0.03 0.23 c0.16 c0.36 0.18 c0.18 0.06 0.05 c0.08 v/s Ratio Perm 0.08 0.09 v/c Ratio 0.72 0.76 0.25 0.83 0.80 0.81 0.82 0.33 0.45 0.74 Uniform Delay, d1 64.4 42.6 35.4 53.7 32.3 50.7 50.9 27.8 57.6 59.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 22.9 3.4 0.4 9.3 3.3 13.3 14.2 0.1 0.7 14.2 Delay (s) 87.3 46.0 35.8 62.9 35.6 64.0 65.1 27.9 58.2 73.7 Level of Service F D D E D E E C E E Approach Delay (s) 45.5 43.8 51.8 68.4 Approach LOS D D D E Intersection Summary HCM 2000 Control Delay 47.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 136.9 Sum of lost time (s) 24.5 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary 2024 Total (3 x Site Traffic) 1: Ten Mile Road/Wagner Farm Access & Chinden Boulevard PM Peak Hour Wagner Farms - Meridian, Idaho Synchro 10 Report Traffic Impact Analysis - March 2019 CR Engineering, Inc. Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 50 707 257 470 831 260 459 71 283 72 60 79 Future Volume (veh/h) 50 707 257 470 831 260 459 71 283 72 60 79 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1765 1765 1765 1765 1765 1800 1765 1765 1765 1765 1765 1800 Adj Flow Rate, veh/h 56 786 286 505 894 280 554 0 308 80 67 88 Adj No. of Lanes 121220201110 Peak Hour Factor 0.90 0.90 0.90 0.93 0.93 0.93 0.92 0.92 0.92 0.90 0.90 0.90 Percent Heavy Veh, %222222222222 Cap, veh/h 71 1007 451 569 1089 340 682 0 566 192 79 104 Arrive On Green 0.04 0.30 0.30 0.17 0.43 0.43 0.20 0.00 0.20 0.11 0.11 0.11 Sat Flow, veh/h 1681 3353 1500 3261 2516 786 3361 0 1500 1681 693 911 Grp Volume(v), veh/h 56 786 286 505 595 579 554 0 308 80 0 155 Grp Sat Flow(s),veh/h/ln 1681 1676 1500 1630 1676 1626 1681 0 1500 1681 0 1604 Q Serve(g_s), s 3.9 25.3 19.4 17.8 36.8 37.0 18.5 0.0 19.0 5.2 0.0 11.2 Cycle Q Clear(g_c), s 3.9 25.3 19.4 17.8 36.8 37.0 18.5 0.0 19.0 5.2 0.0 11.2 Prop In Lane 1.00 1.00 1.00 0.48 1.00 1.00 1.00 0.57 Lane Grp Cap(c), veh/h 71 1007 451 569 726 704 682 0 566 192 0 183 V/C Ratio(X) 0.79 0.78 0.63 0.89 0.82 0.82 0.81 0.00 0.54 0.42 0.00 0.85 Avail Cap(c_a), veh/h 128 1365 611 857 995 965 1084 0 745 264 0 252 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.0 37.7 35.6 47.5 29.4 29.4 44.8 0.0 28.8 48.5 0.0 51.2 Incr Delay (d2), s/veh 7.2 2.6 2.1 5.5 4.7 5.0 2.6 0.0 0.8 0.5 0.0 13.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 3.5 17.7 13.0 13.3 24.9 24.4 13.7 0.0 12.6 4.4 0.0 9.5 LnGrp Delay(d),s/veh 63.2 40.2 37.8 53.0 34.1 34.4 47.4 0.0 29.6 49.1 0.0 64.4 LnGrp LOS E DDDCCD CD E Approach Vol, veh/h 1128 1679 862 235 Approach Delay, s/veh 40.7 39.9 41.1 59.2 Approach LOS D D D E Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 58.0 19.0 26.6 42.4 29.9 Change Period (Y+Rc), s 6.0 7.0 5.5 6.0 7.0 6.0 Max Green Setting (Gmax), s 9.0 70.0 18.5 31.0 48.0 38.0 Max Q Clear Time (g_c+I1), s 5.9 39.0 13.2 19.8 27.3 21.0 Green Ext Time (p_c), s 0.0 12.0 0.3 0.7 8.2 2.9 Intersection Summary HCM 2010 Ctrl Delay 41.6 HCM 2010 LOS D Notes