July 21, 2015 Mr. Riley Carter Project Manager, Transportation City of Ottawa Development Review, Suburban West (Tel: 613-580-2424 ext. 14304) Re: Transportation Impact Study ddendum Letter No. 1 350 Cresthaven Drive Subsequent to the submission of the Transportation Impact Study (TIS) [May 2015], the City requested (via e-mail from Mr. Riley Carter - July 17, 2015) to review the intersection of Cresthaven Drive / Barnstone Drive as a 4-Way STOP-Controlled intersection assuming forecast conditions. The TIS (May 2015) analyzed the intersection as a roundabout given that the intersection was anticipated to be converted to a 4-leg roundabout at the time of the construction of the development. This addendum letter provides an additional analysis assuming a 4-leg STOP-Controlled configuration at the Cresthaven Drive / Barnstone Drive intersection. The analysis assumes 2022 total forecast volumes as it represents worst-case scenario. Table 1 depicts the analysis results assuming a 4-Way STOP-Controlled intersection in the future: Table 1: Forecast 2022 Capacity nalysis Results Morning Peak Hour fternoon Peak Hour Saturday Peak Hour Link North-South / East-West Cresthaven / Barnstone [Roundabout-TIS (May 2014)] Cresthaven / Barnstone (4-Way STOP Control) Overall LOS Critical pproach Movement LOS, V/C Overall LOS Critical pproach Movement Overall LOS Critical pproach The results indicate that the intersection operates at satisfactory overall LOS "" assuming a 4- Way STOP controlled intersection. The volume-to-capacity (v/c) ratios are slightly higher compared to the roundabout configuration. LOS, V/C Movement LOS, V/C NB, 0.15 NB, 0.23 NB, 0.19 NB, 0.18 NB, 0.28 NB, 0.25 2460 Lancaster Road, Suite 200, Ottawa, Ontario, K1B 4S5 1 Telephone (613) 731-4052 Fax: (613) 731-0253
In conclusion... the intersection operates at satisfactory level of service as a STOP-Controlled configuration; and negligible changes are anticipated to the traffic operational results presented in the previous TIS (May 2015), which assumed a roundabout configuration. Yours truly, rthur E. Gordon, B.., P.Eng. Principal Castleglenn Consultants Inc. 2
nnex Forecast (2022) Traffic nalysis 4-Way STOP-Control Configuration nnex
2: Cresthaven Drive & Barnstone Drive M Peak Hour Delay, s/veh 7.9 LOS Movement EBU EBL EBT EBR WBU WBL WBT WBR NEU NEL NET NER Vol, veh/h 0 7 1 22 0 51 2 13 0 33 79 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 8 2 2 13 9 Mvmt Flow 0 8 1 24 0 55 2 14 0 36 86 32 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 pproach EB WB NE Opposing pproach WB EB SW Opposing Lanes 1 1 1 Conflicting pproach Left SW NE EB Conflicting Lanes Left 1 1 1 Conflicting pproach Right NE SW WB Conflicting Lanes Right 1 1 1 HCM Control Delay 7.3 8 8.1 HCM LOS Lane NELn1 EBLn1 WBLn1 SWLn1 Vol Left, % 23% 23% 77% 6% Vol Thru, % 56% 3% 3% 85% Vol Right, % 21% 73% 20% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 141 30 66 84 LT Vol 33 7 51 5 Through Vol 79 1 2 71 RT Vol 29 22 13 8 Lane Flow Rate 153 33 72 91 Geometry Grp 1 1 1 1 Degree of Util (X) 0.175 0.038 0.091 0.106 Departure Headway (Hd) 4.109 4.162 4.544 4.295 Convergence, Y/N Yes Yes Yes Yes Cap 860 865 793 840 Service Time 2.202 2.165 2.546 2.295 HCM Lane V/C Ratio 0.178 0.038 0.091 0.108 HCM Control Delay 8.1 7.3 8 7.8 HCM Lane LOS HCM 95th-tile Q 0.6 0.1 0.3 0.4 Page 1
2: Cresthaven Drive & Barnstone Drive M Peak Hour Delay, s/veh LOS Movement SWU SWL SWT SWR Vol, veh/h 0 5 71 8 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 19 2 Mvmt Flow 0 5 77 9 Number of Lanes 0 0 1 0 pproach SW Opposing pproach NE Opposing Lanes 1 Conflicting pproach Left WB Conflicting Lanes Left 1 Conflicting pproach Right EB Conflicting Lanes Right 1 HCM Control Delay 7.8 HCM LOS Lane Page 2
2: Cresthaven Drive & Barnstone Drive PM Peak Hour Delay, s/veh 8.6 LOS Movement EBU EBL EBT EBR WBU WBL WBT WBR NEU NEL NET NER Vol, veh/h 0 21 5 71 0 28 4 3 0 77 106 32 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 33 2 2 14 2 Mvmt Flow 0 23 5 77 0 30 4 3 0 84 115 35 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 pproach EB WB NE Opposing pproach WB EB SW Opposing Lanes 1 1 1 Conflicting pproach Left SW NE EB Conflicting Lanes Left 1 1 1 Conflicting pproach Right NE SW WB Conflicting Lanes Right 1 1 1 HCM Control Delay 8 8.2 9.1 HCM LOS Lane NELn1 EBLn1 WBLn1 SWLn1 Vol Left, % 36% 22% 80% 5% Vol Thru, % 49% 5% 11% 72% Vol Right, % 15% 73% 9% 23% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 215 97 35 80 LT Vol 77 21 28 4 Through Vol 106 5 4 58 RT Vol 32 71 3 18 Lane Flow Rate 234 105 38 87 Geometry Grp 1 1 1 1 Degree of Util (X) 0.282 0.126 0.052 0.106 Departure Headway (Hd) 4.339 4.305 4.887 4.388 Convergence, Y/N Yes Yes Yes Yes Cap 830 833 733 817 Service Time 2.358 2.329 2.913 2.411 HCM Lane V/C Ratio 0.282 0.126 0.052 0.106 HCM Control Delay 9.1 8 8.2 7.9 HCM Lane LOS HCM 95th-tile Q 1.2 0.4 0.2 0.4 Page 1
2: Cresthaven Drive & Barnstone Drive PM Peak Hour Delay, s/veh LOS Movement SWU SWL SWT SWR Vol, veh/h 0 4 58 18 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 14 2 Mvmt Flow 0 4 63 20 Number of Lanes 0 0 1 0 pproach SW Opposing pproach NE Opposing Lanes 1 Conflicting pproach Left WB Conflicting Lanes Left 1 Conflicting pproach Right EB Conflicting Lanes Right 1 HCM Control Delay 7.9 HCM LOS Lane Page 2
2: Cresthaven Drive & Barnstone Drive Sat Peak Hour Delay, s/veh 8.5 LOS Movement EBU EBL EBT EBR WBU WBL WBT WBR NEU NEL NET NER Vol, veh/h 0 21 4 69 0 31 5 4 0 81 84 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 8 5 Mvmt Flow 0 23 4 75 0 34 5 4 0 88 91 23 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 pproach EB WB NE Opposing pproach WB EB SW Opposing Lanes 1 1 1 Conflicting pproach Left SW NE EB Conflicting Lanes Left 1 1 1 Conflicting pproach Right NE SW WB Conflicting Lanes Right 1 1 1 HCM Control Delay 7.9 8.2 8.9 HCM LOS Lane NELn1 EBLn1 WBLn1 SWLn1 Vol Left, % 44% 22% 78% 1% Vol Thru, % 45% 4% 12% 79% Vol Right, % 11% 73% 10% 20% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 186 94 40 96 LT Vol 81 21 31 1 Through Vol 84 4 5 76 RT Vol 21 69 4 19 Lane Flow Rate 202 102 43 104 Geometry Grp 1 1 1 1 Degree of Util (X) 0.247 0.122 0.059 0.134 Departure Headway (Hd) 4.405 4.299 4.854 4.609 Convergence, Y/N Yes Yes Yes Yes Cap 817 835 738 778 Service Time 2.426 2.32 2.88 2.633 HCM Lane V/C Ratio 0.247 0.122 0.058 0.134 HCM Control Delay 8.9 7.9 8.2 8.3 HCM Lane LOS HCM 95th-tile Q 1 0.4 0.2 0.5 Page 1
2: Cresthaven Drive & Barnstone Drive Sat Peak Hour Delay, s/veh LOS Movement SWU SWL SWT SWR Vol, veh/h 0 1 76 19 Peak Hour Factor 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 16 2 2 Mvmt Flow 0 1 83 21 Number of Lanes 0 0 1 0 pproach SW Opposing pproach NE Opposing Lanes 1 Conflicting pproach Left WB Conflicting Lanes Left 1 Conflicting pproach Right EB Conflicting Lanes Right 1 HCM Control Delay 8.3 HCM LOS Lane Page 2