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HomeMy WebLinkAboutPVH HEALTH SYSTEM, HARMONY CAMPUS, 2ND FILING, INFRASTRUCTURE - PDP - 32-98D - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY______ _ _ _ -- Analyst: 1 Michael Agency: Matthew J. Delich, P.E. Date: 8/22/03 Period: an pm Project ID• VH E/W St: Harmony Road Inter.: Harmony/Snow Mesa/MHP Area Type: A11 other areas Jurisd: Fort Collikis Year recent shor long)bkgr total ` N/S St: Snow Mesa/Mobile Home Park SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R I I I No. Lanes I I 1 3 1 i i 1 3 1 I I 1 1 1 I 0 1 1 I LGConfig I L T R I L T R I L LT R I LT R I Volume 1100 2455 260 180 3350 35 1490 0 115 110 0 75 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 12.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations_ Phase Combination 1 2 3 4 1 EB Left A I NB Left Thru P I Thru Right P I Right Peds X I Peds WB Left A I SB Left Thru P Thru Right P I Right Peds X I Peds NB Right A I EB Right 5 6 7 8 A A A X A A A X A SB Right A I WB Right A Green 8.0 73.0 18.0 6.0 Yellow 0.0 3.0 3.0 3.0 All Red 0.0 2.0 2.0 2.0 Appr/ Lane Lane Group Grp Capacity Eastbound L 133 T 3093 R 1266 Westbound L 133 T 3093 R 1042 Northbound L 280 LT 266 R 343 Southbound Cycle Length: 120.0 _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS 1770 0.79 0.08 78.2 E 5085 0.84 0.61 5.2 A 7.4 A 1583 0.22 0.80 0.8 A 1770 0.63 0.08 60.3 E 5085 1.14 0.61 77.4 E 76.2 E 1583 0.04 0.66 1.1 A 1770 0.92 0.16 83.6 F 1774 0.97 0.15 97.4 F 81.0 F 1583 0.35 0.22 40.5 D LT 89 1774 0.12 0.05 55.1 E 46.6 D R 251 1583 0.31 0.16 45.5 D Intersection Delay = 48.5 (sec/veh) Intersection LOS = D secs { HCS20O0: Signalized.Intersections Release 4.1c Analyst: Michael Inter.: Harmony/Snow Mesa/MHP Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 8 22/03 Jurisd: Fort Collins Period:('a pm Year recent short long bkgr tota Project D: PVH E/W St: Harmony Road N/S St: Snow Mesa/Mobile Home Park SIGNALIZED INTERSECTION SUMMARY 1 Eastbound ( Westbound 1 Northbound 1 Southbound 1 I L T R I L T R I L T R I L T R I I I I I I No. Lanes 1 1 3 1 1 1 3 1 1 1 1 1 1 0 1 1 1 LGConfig I L T R 1 ,L T R I L LT R I LT R I Volume 140 2475 380 1130 1875 15 1165 0 40 140 0 120 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 12.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left A Thru P 1 Thru A Right P I Right A Peds X 1 Peds X WB Left A I SB Left A Thru P I Thru A Right P Right A Peds X 1 Peds X NB Right A 1 EB Right A SB Right A 1 WB Right A Green 12.0 60.0 23.0 10.0 Yellow 0.0 3.0 3.0 3.0 All Red 0.0 2.0 2.0 2.0 Cycle Length: 120.0 Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 192 1770 0.22 0.11 45.5 D T 2543 5085 1.02 0.50 34.4 C 30.2 C R 1161 1583 0.34 0.73 1.2 A Westbound L 192 1770 0.71 0.11 59.3 E T 2543 5085 0.78 0.50 10.6 B 13.6 B R 923 1583 0.02 0.58 1.3 A Northbound L 354 1770 0.25 0.20 40.7 D LT 340 1774 0.26 0.19 41.6 D 39.2 D R 462 1583 0.09 0.29 30.8 C Southbound LT 148 1774 0.28 0.08 52.7 D 43.0 D R 356 1583 0.35 0.22 39.8 D Intersection Delay = 24.6 (sec/veh) Intersection LOS = C secs HCS2000: Unsignalized Intersections Release 4.1c TWO-WAY STOP•CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 10/16/2003 Analysis Time Period: a pm Intersection: Harmony/PVH Access Jurisdiction: )ort Collins Units: U. S. Customary: =° Analysis Year: recent short lon bkgr tota Project ID: PVH East/West Street: Harmony Road North/South Street: PVH Access Intersection Orientation: EW Study period (hrs) Vdhicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 L T R I L T R 0.25 Volume 1823 215 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 1918. 226 Percent Heavy Vehicles -- -- -- -- Median Type Undivided RT Channelized? No Lanes `2 1 Configuration cT R. Upstream Signal? Yes'..F'" Yes Minor Street: Approach Northbound Southbound Movement 7 8 9 1 10 11 12 L T" R 1 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade M Median Storage Flared Approach: Exists? Storage RT Channelized? Lanes Configuration Approach Movement Lane Config v (vph) C(m) (vph) v/ c 95% queue length Control Delay LOS Approach Delay Approach LOS 80 0.95 . 84 2 0 No 1 R n Delay, Queue Length, and Level of Service EB WB Northbound Southbound 1 4 ) 7 8 9 1 10 11 12 I R I 12.5 B 84 565 0.15 0.52 12.5 B FICS2000: Unsignalized Intersections Release 4.1c TWO-WAY STOP CONTROL SUMMARY Analyst: Michael Agency/Co.: Matthew J. Delich, P.E. Date Performed: 10/16/2003 Analysis Time Period: am m Intersection: Harmony/PVH Access Jurisdiction: Fort Collins Units: U. S. Customary Analysis Year: recent short ong bkgrd total Project ID: PVH East/West Street: Harmony Road North/South Street: PVH Access Intersection Orientation: EW Study period (hrs) Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 L T R I L T 6 R 0.25 Volume 1917 415 Peak -Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 2017 436 Percent Heavy Vehicles -- -- -- __ Median Type Undivided RT Channelized? No Lanes 2 1 Configuration T R Upstream Signal? Yes Yes Minor Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 20 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 21 Percent Heavy Vehicles 2 Percent Grade 0 0 Median Storage Flared Approach: Exists? Storage i2T Channelized? No Lanes 1 Configuration R Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config I R v (vph) 21 C(m) (vph) 540 v/c 0.04 95% queue length 0.12 Control Delay 11.9 LOS B Approach Delay 11.9 Approach LOS B G HCS2000: Signalized Intersections Release 4.1c Analyst: Michael Inter.: Timberline/Timberwood Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: Period: 8/22/03 a Jurisd: Year Fort Collins recent shor ong)bkgr total Project I PVH E/W St: Timberwood Drive N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R 1 I I I I I No. Lanes I 2 1 1 1 1 1 1 I 1 2 1 I 2 2 1 1 LGConfig I L T R I L T R I L T R I L T R I Volume 1310 40 115 1180 45 535 1125 675 90 1110 1180 295 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left A A Thru A I Thru A P Right A 1 Right A P Peds X I Peds X WB Left A I SB Left A Thru A I Thru P Right A I Right P Peds X I Peds X NB Right A I EB Right A A SB Right A I WB Right A Green 19.0 32.0 9.0 4.0 46.0 Yellow. 0.0 3.0 0.0 0.0 3.0 All Red 0.0 2.0 0.0 0.0 2.0 Cycle Length: 120.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 572 3433 0.57 T 497 1863 0.08 R 660 1583 0.18 westbound L 295 1770 0.64 T 497 1863 0.09 R 607 1583 0.93 Northbound L 207 1770 0.64 T 1475 3539 0.48 R 976 1583 0.10 Southbound L 286 3433 0.41 T 1357 3539 0.92 R 923 1583 0.34 Intersection Delay = 31.5 0.17 47.4 D 0.27 33.1 C 39.3 D 0.42 19.5 B 0.17 51.3 D 0.27 33.2 C 51.4 D 0.38 52.9 D 0.12 52.5 D 0.42 13.6 B 17.9 B 0.62 1.3 A 0.08 50.0 D 0.38 31.7 C 27.4 C 0.58 1.8 A (sec/veh) Intersection LOS = C HCS2000: Signalized Intersections Release 4.1c Analyst: Michael Agency: Matthew J. Delich, P.E. Date: 8/22/03 Period: am m Project PVH E/W St: Timberwood Drive Inter.: Timberline/Timberwood Area Type: All other areas Jurisd: Fort Collins Year : recent short long >kgr<total N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R I L T R I I I I I No. Lanes 1 2 1 1 1 1 1 1 1 1 2 1 I 2 2 1 I LGConfig I L T R I L T R I L T R I L T R I Volume 1205 15 65 160 25 145 170 980 180 1295 640 110 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations_ Phase Combination 1 2 3 4 1 EB Left A 1 NB Left Thru A 1 Thru Right A I Right Peds X 1 Peds WB Left A I SB Left Thru A 1 Thru Right A 1 Right Peds X 1 Peds 5 6 7 8 A P P X A A A P A P X NB Right A I EB Right A SB Right A 1 WB Right A A Green 16.0 32.0 10.0 4.0 48.0 Yellow 0.0 3.0 0.0 0.0 3.0 All Red 0.0 2.0 0.0 0.0 2.0 Appr/ Lane Lane Group Grp Capacity Cycle Length: 120.0 _Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound L 486 3433 0.44 T 497 1863 0.03 R 620 1583 0.11 Westbound L 251 1770 0.25 T 497 1863 0.05 R 673 1583 0.23 Northbound L 162 1770 0.46 T 1416 3539 0.73 R 910 1583 0.21 Southbound L 429 3433 0.72 T 1534 3539 0.44 R 963 1583 0.12 Intersection Delay = 23.4 0.14 47.8 D 0.27 32.6 C 41.4 D 0.39 23.3 C 0.14 46.4 D 0.27 32.8 C 29.6 C 0.43 22.1 C 0.09 50.2 D 0.40 20.3 C 19.2 B 0.57 1.6 A 0.13 51.7 D 0.43 11.9 B 22.0 C 0.61 1.3 A (sec/veh) Intersection LOS = C secs HCS2000: Signalized Intersections Release 4.1c Analyst: Michael Inter.: Timberline/Harmony Agency: Matthew J. Delich, P.E. Area Type: All other areas Date: 8/22/03 Jurisd: Fort Collins Period: am pm Year recent short ong kgrd tota Project ID• VH E/W St: Harmony Road N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R I L T R 1 I I I I I No. Lanes 1 2 3 1 1 2 3 1 I 2 2 1 1 2 2 1 I LGConfig I L T R I L T R I L T R I L T R I Volume 1375 2385 430 1445 2855 640 1565 730 225 1460 735 625 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A I NB Left A Thru A P 1 Thru A Right A P 1 Right A Peds X X 1 Peds X WB Left A 1 SB Left A Thru P A I Thru A Right P A 1 Right A Peds. X X 1 Peds X NB Right A 1 EB Right A SB Right A 1 WB Right A Green 12.0 44.0 16.0 14.0 24.0 Yellow 0.0 0.0 3.0 0.0 3.0 All Red 0.0 0.0 2.0 0.0 2.0 Cycle Length: Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 372 3433 1.06 T 2373 5085 1.06 R 923 1583 0.49 Westbound L 486 3433 0.96 T 2543 5085 1.18 R 1042 1583 0.65 Northbound L 429 3433 1.39 T 708 3539 1.08 R 528 1583 0.45 Southbound L 429 3433 1.13 T 708 3539 1.09 R 541 1583 1.22 Intersection Delay = 86.9 120.0 secs 0.11 113.1 F 0.47 49.5 D 50.6 D 0.58 2.2 A 0.14 77.0 E 0.50 97.9 F 80.1 F 0.66 3.2 A 0.13 235.6 F 0.20 99.1 F 138.4 F 0.33 21.5 C 0.13 130.8 F 0.20 102.1 F 122.1 F 0.34 139.2 F (sec/veh) Intersection LOS = F HCS2000: Signalized Intersections Release 4.1c Analyst: Michael Agency: Matthew J. Delich, P.E. Date: 8/22/03 Period: pm Project ID: PVH E/W St: Harmony Road Inter.: Timberline/Harmony Area Type: All other areas Jurisd: Fort Collins Year : recent short lon bkgrd otal N/S St: Timberline Road SIGNALIZED INTERSECTION SUMMARY Eastbound i Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I I I I I I No. Lanes I 2 3 1 I 2 3 1 I 2 2 1 I 2 2 1 LGConfig I L T R I L T R I L T R I L T R I Volume 1290 2530 320 1240 1525 400 1390 640 300 1520 495 385 1 Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 0 1 0 1 0 1 0 I Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds Area Type: All other areas Signal Operations 1 2 3 4 1 5 6 7 A 1 NB Left A A P I Thru A A P I Right A X X i Peds X A I SB Left A A P A I Thru A A P A I Right A A X X I Peds X 8 NB Right A I EB Right A SB Right A I WB Right A A Green 13.0 44.0 10.0 15.0 4.0 24.0 Yellow 0.0 0.0 3.0 0.0 0.0 3.0 All Red 0.0 0.0 2.0 0.0 0.0 2.0 Cycle Length: 120.0 Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 401 3433 0.76 0.12 55.1 E T 2415 5085 1.10 0.47 65.7 E 58.2 E R 950 1583 0.35 0.60 1.8 A Westbound L 315 3433 0.80 0.09 63.8 E T 2288 5085 0.70 0.45 13.0 B 16.6 B R 1029 1563 0.41 0.65 1.7 A Northbound L 458 3433 0.90 0.13 66.1 E T 708 3539 0.95 0.20 62.3 E 56.8 E R 449 1583 0.70 0.28 33.3 C Southbound L 572 3433 0.96 0.17 70.0 E T 826 3539 0.63 0.23 34.5 C 43.9 D R 607 1583 0.67 0.38 20.8 C Intersection Delay = 44.3 (sec/veh) Intersection LOS = D secs s APPENDIX A N C N Efn U U a) c C a) C U Q U a)Q L 1- — O a �— Ilk— Harmony —� N m U (6 a) Q > a 3 � U) Timberwood --44 - Denotes Lane LONG RANGE (2025) GEOMETRY Figure 2 TABLE 2 Long Range (2025) Peak Hour Operation pr -spmoW M, Harmony/Timberline (signal) EB E D WB B F NB E F SB D F OVERALL D F TimberlinefTimberwood (signal) EB D D WB C D NB B 6 SB C C OVERALL C C Harmony/PVH Access (RT-in/RT-out) NBRT B B Harmony/Snow Mesa/MHP (signal) EB C A WB B E NB D F SB D D OVERALL C D TABLE 1 Trip Generation e,2 j F o PI 1�� I11''I " PM Peak,Hour� FWIS Bldg. C 610 Hospital 60.0 KSF 16.78 1 1010 0.71 43 0.26 16 0.22 13 0.70 42 Bldg. D 610 Hospital 40.0 KSF 16.78 1 670 0.71 28 0.26 10 0.22 9 0.70 28 Bldg. E 720 Medical Office 40.0 KSF EQ 1420 .94 78 0.49 EQ 86 630 Medical Clinic 20.0 KSF 31.45 31.45 630 2.73 55 0.68 g201 14 1.68 34 2.74 55 610 Hospital 20.0 KSF 8L34 0 0.71 14 0.26J 0 22 4 0.70 14 Bldg. F 720 Medical Office 90.0 KSF EQ 3470 1.94 175 0.49 94 EQ 182 630 Medical Clinic 45.0 KSF 31.45 1420 2.73 122 0.68 k44LEQ 31 1.68 76 2.74 123 610 Hospital 45.0 KSF 16.78 1 760 0.71 32 0.26E 0 22 10 0.70 32 Bldg. G 720 Medical Office 65.0 KSF EQ 2440 1.94 126 0.49 32 EQ 70 EQ 135 630 Medical Clinic 32.5 KSF 31.45 ]1*6.78550 1020 2.73 89 0.68 22 1.68 55 2.74 89 610 Hospital 32.5 KSF 0.71 23 0.26 8 0.22 7 0.70 23 Bldg. H 610 Hospital 30.0 KSF 16.778 500 071 21 026 8 0.22 7 0.70 21 720 Medical Office 30.0 KSF EQ 1 1010 1.94 58 0.49 15 EQ 34 EQ 66 Bldg. 1 720 - Medical Clinic 42.0 KSF 31.45 1 1320 2.73 115 0.68 29 1.68 71 2.74 115 Bldg. J 720 Medical Office 40.0 KSF EQ [1420 1.94 78 0.49 20 EQ 44 EQ 86 610 Hospital 20.0 KSF 16.78 1 340 031 14 0.26 5 0.22 4 0.70 14 Bldg. K 720 Medical Office 20.0 KSF EQ F600 1.94 39 0.49 10 EQ 23 EQ 46 Bldg. L 720 Medical Office 20.0 KSF EQT6W 1.94 39 0.49 10 EQ 23 EQ 46 Bldg. M 720 Medical Office 15.0 KSF EQ 1 400 1.94 29 0.49 7 EQ 18 EQ 35 Bldg. N 310 Hotel 100 rooms 8.23 820 0.34 34 0.22 22 0.32 32 0.29 29 rTotal 20,740 1212 340 672 1267 290/375 2530/2385 —� 320/430 0 In 00 0 rn � r- o v rn .- t1D N f 1 205/310 -� 15/40 -� 65/115 tz 400/640 f 1525/2855 240/445 lD f.- N rn v o M to M L 145/535 --a— 25/45 1— 60/180 Ln N LO J N N mN oa) a) Q CD n m Y O M o 0 0 15/35 cli 01 CD Z -� 1875/3350 I 130/80 -�— 2115/3815 115/3 y Harmony 60/120 r 40/100 2875/2735 0 2475/2455 —�- 415/215 0 380/260 N U) N L) Q IL f r Timberwood U') u) 0 N_ h 0) oO CD r�- rn -�*— AM/PM Rounded to Nearest 5 Vehicles LONG RANGE (2025) TOTAL Figure 1 PEAK HOUR TRAFFIC street. The link that directly connects to the arterial street was not included in this analysis, since this segment would have higher volumes which would be handled by the necessary auxiliary lanes. The peak hour traffic volumes for the various segments were averaged for the subject segment of Timberwood Drive. Since Fort Collins classifies streets based upon daily traffic volumes, calculated peak hour versus daily ratios were applied to the peak hour traffic forecasts to determine the daily traffic. The calculated daily traffic for the subject segment of Timberwood,Drive is expected to be 3500-3800 vehicles per day. This would indicate that it would be classified as a major collector street. Peak hour volumes were also forecasted for Snow Mesa Drive between Harmony Road and Timber Creek Drive. The same type of analysis, described above, was applied to these forecasts. The calculated daily traffic for the subject segment of Snow Mesa Drive is expected to be 4800-5000 vehicles per day. This would indicate that it would be classified as a major collector street. M L C) co d TO: Dean Barber, McWhinney Enterprises p0 REGf, S'T • CO o g.P........ Bruce Hendee, BHA Design p; �N� Q " �7 o `n .r� Angie Milewski, BHA Design FG c6D Jim Allen -Morley Sear Brown U• C'a�° x7• CCcn 0 Dave Stringer, Fort Collins Engineering ;� %.��" 0 Tess Jones, CDOT U • o x ti FROM: Matt Delich <� ...... dj r z _-... w DATE: November 5, 2003 0 T SUBJECT: Poudre Valley Hospital South Campus traffic forecasts • (File: 0363ME03) w O N ZT This memorandum provides long range traffic forecasts for > (D build -out of the Poudre Valley Hospital South Campus (PVH South a = rn Campus). The purpose of this information is to determine the street P Z w infrastructure at the key intersections and determine the street z classification of Timberwood Drive and Snow Mesa Drive. 0 o Figure 1 shows the year 2025 peak hour traffic forecasts at the N key intersections. These forecasts are based upon the land use mix and trip generation reflected in Table 1. It also assumes that Snow Mesa Drive would be connected to the neighborhood to the south and Timberwood Drive would be connected to Corbett Drive to the east. These key intersections are expected to operate as indicated in Table 2. Calculation forms are provided in Appendix A. A schematic of the long range geometry at the key intersections is shown in Figure 2. The lane configuration at these intersections is probably the maximum that could be expected. The Fort Collins City Council Policies indicate that roundabout analyses are required at arterial/arterial and arterial/collector Uj intersections. There are/will be two intersections that fit this definition in the vicinity of the PVH South Campus. These are the a z Timberline/Timberwood and Harmony/Snow Mesa intersections. ZE Conversations with staff indicated that it was highly unlikely that a w W roundabout would ever be considered at the Harmony/Snow Mesa V z a intersection. However, the Timberline/Timberwood intersection would z w be a candidate for a roundabout in the future. The right-of-way is J zo available to convert this intersection to a roundabout. However, W this conversion is not likely to occur in the near term future (10 years or so), since new signal equipment has been installed at this ir intersection. In any case, this intersection was analyzed as a -� w roundabout using the long range peak hour_ traffic forecasts shown in Figure 1. As a two-lane roundabout, preliminary analyses indicate a cc that this intersection will operate acceptably in the peak hours. W t- Detailed analyses and design should occur when the City desires to 2 06 U actually change the control at this intersection. U. a Peak hour volumes were forecasted for Timberwood Drive, between a~ cc Timberline Road and Snow Mesa Drive. As with all streets, the volumes fluctuate in a given segment due to access points along the C