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Home My WebLink AboutWATERSTONE APARTMENTS - 7-97A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY (3)HCS: Unsignalized Intersections Release 2.1d WA2PM15.HC0 Page 2 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1306 Potential Capacity: (pcph) 302 Movement Capacity: (pcph) 302 Prob. of Queue -Free State: 0.94 -------------------------------------------------------- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) -------- ------ (pcph) ------ (pcph)(sec/veh) ------------- (veh) ------- (sec/veh) -------------- 12.7 EB R 18 302 12.7 0.1 C Intersection Delay = 0.0 sec/veh HCS: Unsignalized Intersections Release 2.1d WA2PM15.HC0 Page 1 LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (N-S) COLLEGE AVENUE SH287 (E-W) SITE ACCESS (RTO) Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/l/97 Other Information ......... 2015 TOTAL TRAFFIC, PM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- 1 Northbound 1 Southbound 1 Eastbound 1 Westbound I L T R I L T R I L T R I L T R No. Lanes 1 0 2 0 1 0 2 1 1 0 0 1 1 0 0 0 Stop/Yield 1 N1 NI 1 Volumes 1 2145 1 2480 551 151 PHF 1 .95 1 .95 .951 .951 Grade 1 0 1 0 1 0 1 MC's (%) I I I I SU/RV's (s)I I I I CV's (o) I I I I PCE's I I I 1.101 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1d WA2AM15.HC0 Page 2 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 652 Potential Capacity: (pcph) 647 Movement Capacity: (pcph) 647 Prob. of Queue -Free State: 0.95 -------------------------------------------------------- Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ ------------- ------- ----- --------- 5.9 EB R 35 647 5.9 0.0 B Intersection Delay = 0.1 sec/veh HCS: Unsignalized Intersections Release 2.1d WA2AM15.HC0 Page 1 LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (N-S) COLLEGE AVENUE SH287 (E-W) SITE ACCESS (RTO) Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/l/97 Other Information ......... 2015 TOTAL TRAFFIC, AM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- I Northbound I Southbound I Eastbound I Westbound I L T R I L T R I L T R I L T R No. Lanes 1 0 2 0 1 0 2 1 1 0 0 1 1 0 0 0 Stop/Yield I NI NI Volumes 1 1950 1 1240 151 301 PHF 1 .95 1 .95 .951 .951 Grade 1 0 1 0 1 0 1 MC's (o) I I I I SU/RV's (o)I I I I CV's (o) I I I I PCE's I I 1 1.101 Adjustment Factors Vehicle Critical Follow-up Maneuver ------------------------------------------------------------------ Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1d WA1PM15.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1079 1279 Potential Capacity: (pcph) 393 311 Movement Capacity: (pcph) 393 311 Prob. of Queue -Free State: 0.84 0.94 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 2195 2584 Potential Capacity: (pcph) 114 70 Movement Capacity: (pcph) 114 70 Prob. of Queue -Free State: 0.60 0.26 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 4831 4842 Potential Capacity: (pcph) 2 2 Capacity Adjustment Factor due to Impeding Movements 0.15 0.15 Movement Capacity: (pcph) 0 0 Prob. of Queue -Free State: 0.00 0.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 4805 4819 Potential Capacity: (pcph) 1 1 Major LT, Minor TH Impedance Factor: 0.00 0.00 Adjusted Impedance Factor: 0.00 0.00 Capacity Adjustment Factor due to Impeding Movements 0.00 0.00 Movement Capacity: (pcph) -------------------------------------------------------- 0 0 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ ------------- EB L 46 0 > 0 * ------- * ----- F --------- EB T 0 0 > EB R 18 311 12.3 0.0 C WB L 58 0 > 0 * * F WB T 0 0 > WB R 64 393 10.9 0.6 C NB L 52 70 136.9 2.6 F 2.9 SB L 46 114 51.5 1.5 F 0.8 Intersection Delay = * The calculated value was greater than 999.9. HCS: Unsignalized Intersections Release 2.1d WA1PM15.HC0 Page 1 LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (N-S) COLLEGE AVENUE SH287 (E-W) CRESTRIDGE STREET Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/l/97 Other Information ......... 2015 TOTAL TRAFFIC, PM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- I Northbound I Southbound I Eastbound I Westbound I L T R I L T R I L T R I L T R No. Lanes 11 2 1 11 2 1 10 > 1 1 10 > 1 1 Stop/Yield I NI NI Volumes 1 45 2050 351 40 2430 251 40 0 151 50 0 55 PHF I .95 .95 .95I .95 .95 .95I .95 .95 .95I .95 .95 .95 Grade I 0 1 0 I 0 I 0 MC's (o) I I I I SU/RV's (o)I I I CV's (o) I I I I PCE's I1.10 I1.10 I1.10 1.10 1.1011.10 1.10 1.10 ----------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1d WAlAM15.HC0 Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 976 640 Potential Capacity: (pcph) 443 656 Movement Capacity: (pcph) 443 656 Prob. of Queue -Free State: 0.93 0.97 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 2000 1295 Potential Capacity: (pcph) 145 346 Movement Capacity: (pcph) 145 346 Prob. of Queue -Free State: 0.68 0.93 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 3311 3342 Potential Capacity: (pcph) 13 12 Capacity Adjustment Factor due to Impeding Movements 0.64 0.64 Movement Capacity: (pcph) 8 8 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 3294 3303 Potential Capacity: (pcph) 8 8 Major LT, Minor TH Impedance Factor: 0.64 0.64 Adjusted Impedance Factor: 0.72 0.72 Capacity Adjustment Factor due to Impeding Movements 0.70 0.67 Movement Capacity: (pcph) -------------------------------------------------------- 6 5 Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) ----- (sec/veh) --------- -------- ------ ------ ------ EB L 81 5 > 5 ------- * ------- 9.7 F EB T 0 8 > EB R 18 656 5.6 0.0 B WB L 18 6 > 6 * 2.0 F WB T 0 8 > 776.5 WB R 29 443 8.7 0.1 B NB L 23 346 11.1 0.1 C 0.1 SB L 46 145 36.0 1.2 E 1.1 Intersection Delay = 184.2 sec/veh * The calculated value was greater than 999.9. HCS: Unsignalized Intersections Release 2.1d WAlAM15.HC0 Page 1 LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 Streets: (N-S) COLLEGE AVENUE SH287 (E-W) CRESTRIDGE STREET Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/l/97 Other Information ......... 2015 TOTAL TRAFFIC, AM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- Northbound I Southbound I Eastbound I Westbound L T R I L T R I L T R I L T R I---- --------1---- --------1---- --------1---- ---- ---- No. Lanes 1 1 2 1 1 1 2 1 1 0 > 1 1 1 0 > 1 1 Stop/Yield I N1 NI Volumes 1 20 1855 451 40 1215 151 70 0 151 15 0 25 PHF 1 .95 .95 .951 .95 .95 .951 .95 .95 .951 .95 .95 .95 Grade 1 0 1 0 1 0 1 0 MC's (o) I I I I SU/RV's (a)I I I I CV's (o) 1 I I I PCE's 11.10 11.10 11.10 1.10 1.1011.10 1.10 1.10 ----------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1d WA2PMOO.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 837 Potential Capacity: (pcph) 521 Movement Capacity: (pcph) 521 Prob. of Queue -Free State: 0.97 -------------------------------------------------------- Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ -------------------- -------------- 7.2 EB R 18 521 7.2 0.0 B Intersection Delay = 0.0 sec/veh HCS: Unsignalized Intersections Release'2.ld WA2PMOO.HCO Page 1 LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 Streets: (N-S) COLLEGE AVENUE SH287 (E-W) SITE ACCESS (RTO) Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/l/97 Other Information ......... 2000 TOTAL TRAFFIC, PM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- I Northbound I Southbound 1 Eastbound 1 Westbound L T R I L T R I L T R 1 L T R 1---- --------1---- --------i---- ---- ----I---- ---- ---- No. Lanes 1 0 2 0 1 0 2 1 1 0 0 1 1 0 0 0 Stop/Yield 1 NI NI Volumes 1 1475 I 1590 551 151 PHF 1 .95 1 .95 .951 .951 Grade 1 0 I 0 1 0 1 MC's (%) i I I I SU/RV's (%)I I I I CV's PCE's 1 I 1 1.101 ----------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1d WA2AMOO.HCO Page 2 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 418 Potential Capacity: (pcph) 850 Movement Capacity: (pcph) 850 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ -------------------- -------------- 4.4 EB R 35 850 4.4 0.0 A Intersection Delay = 0.1 sec/veh HCS: Unsignalized Intersections Release 2.1d WA2AMOO.HCO Page 1 LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 Streets: (N-S) COLLEGE AVENUE SH287 (E-W) SITE ACCESS (RTO) Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/l/97 Other Information ......... 2000 TOTAL TRAFFIC, AM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- I Northbound I Southbound I Eastbound I Westbound L T R I L T R I L T R I L T R I---- ---- ----I---- ---- ----I---- ---- ----I---- ---- ---- No. Lanes 10 2 0 10 2 1 10 0 1 10 0 0 Stop/Yield i NI NI I Volumes I 1270 I 795 151 30I PHF I .95 I .95 .95I .95I Grade I 0 I 0 I 0 I MC's (o) I I I I SU/RV's ($)I I I I CV's (a) I I I I PCE's I I I 1.10I ----------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1d WAIPMOO.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 726 810 Potential Capacity: (pcph) 594 538 Movement Capacity: (pcph) 594 538 Prob. of Queue -Free State: 0.89 0.97 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 1490 1647 Potential Capacity: (pcph) 272 224 Movement Capacity: (pcph) 272 224 Prob. of Queue -Free State: 0.83 0.77 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 3189 3200 Potential Capacity: (pcph) 15 15 Capacity Adjustment Factor due to Impeding Movements 0.64 0.64 Movement Capacity: (pcph) 10 10 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 3163 3177 Potential Capacity: (pcph) 10 10 Major LT, Minor TH Impedance Factor: 0.64 0.64 Adjusted Impedance Factor: 0.72 0.72 Capacity Adjustment Factor due to Impeding Movements 0.69 0.64 Movement Capacity: -------------------------------------------------------- (pcph) 7 6 Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- EB L ------ 46 ------ 6 ------------- > 6 * ------- 5.3 ----- F --------- EB T 0 10 > EB R 18 538 6.9 0.0 B WB L 58 7 > 7 * 6.7 F WB T 0 10 > WB R 64 594 6.8 0.3 B NB L 52 224 20.9 0.9 D 0.6 SB L 46 272 15.9 0.6 C 0.4 Intersection Delay = 119.1 sec/veh * The calculated value was greater than 999.9. HCS: Unsignalized Intersections Release 2.1d WAIPMOO.HCO Page 1 ----------------------------------------------------------------------- ----------------------------------------------------------------------- LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (N-S) COLLEGE AVENUE SH287 (E-W) CRESTRIDGE STREET Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/l/97 Other Information ......... 2000 TOTAL TRAFFIC, PM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- 1 Northbound 1 Southbound 1 Eastbound I Westbound I L T R I L T R I L T R I L T R No. Lanes 1 1 2 1 1 1 2 1 1 0 > 1 1 1 0 > 1 1 Stop/Yield I N1 NI Volumes 1 45 1380 351 40 1540 251 40 0 151 50 0 55 PHF 1 .95 .95 .951 .95 .95 .951 .95 .95 .951 .95 .95 .95 Grade 1 0 1 0 1 0 1 0 MC's (o) I I I I SU/RV's (o)I I I I ,CV's (o) I I I I PCE's 11.10 11.10 11.10 1.10 1.1011.10 1.10 1.10 ----------------------------------------------------------------------- Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1d WAIAM00.HC0 Page 2 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 618 406 Potential Capacity: (pcph) 673 862 Movement Capacity: (pcph) 673 862 Prob. of Queue -Free State: 0.96 0.98 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 1284 827 n Potential Capacity: (pcph) 351 617 Movement Capacity: (pcph) 351 617 Prob. of Queue -Free State: 0.87 0.96 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 2127 2158 Potential Capacity: (pcph) 62 60 Capacity Adjustment Factor due to Impeding Movements 0.84 0.84 Movement Capacity: (pcph) 52 50 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 2110 2119 Potential Capacity: (pcph) 47 47 Major LT, Minor TH Impedance Factor: 0.84 0.84 Adjusted Impedance Factor: 0.87 0.87 Capacity Adjustment Factor due to Impeding Movements 0.86 0.84 Movement Capacity: (pcph) -------------------------------------------------------- 40 39 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) -------- ------ ------ ------ EB L 81 39 > 39 ------- 715.4 ------- 6.8 ----- F --------- EB T 0 50 > 589.9 EB R 18 862 4.3 0.0 A WB L 18 40 > 40 149.4 1.1 F WB T 0 52 > 59.5 WB R 29 673 5.6 0.0 B NB L 23 617 6.1 0.0 B 0.1 SB L 46 351 11.8 0.4 C 0.6 Intersection Delay = 24.3 sec/veh HCS: Unsignalized Intersections Release 2.1d WAlAM00.HC0 Page 1 LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (N-S) COLLEGE AVENUE SH287 (E-W) CRESTRIDGE STREET Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/l/97 Other Information ......... 2000 TOTAL TRAFFIC, AM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- I Northbound I Southbound I Eastbound I Westbound I L T R I L T R I L T R I L T R No. Lanes 11 2 1 11 2 1 10 > 1 1 10 > 1 1 Stop/Yield I NI NI Volumes I 20 1175 451 40 770 151 70 0 151 15 0 25 PHF I .95 .95 .95I .95 .95 .95I .95 .95 .95I .95 .95 .95 Grade I 0 I 0 I 0 I 0 MC's (%) I I I I SU/RV's (%)I I I I CV's (%) I I I I PCE's I1.10 ----------------------------------------------------------------------- I1.10 I1.10 1.10 1.10I1.10 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver ------------------------------------------------------------------ Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1d WA1PM97.HC0 Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 600 712 Potential Capacity: (pcph) 688 603 Movement Capacity: (pcph) 688 603 Prob. of Queue -Free State: 0.91 0.98 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 1234 1448 Potential Capacity: (pcph) 373 286 Movement Capacity: (pcph) 373 286 Prob. of Queue -Free State: 0.88 0.98 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 2694 2702 Potential Capacity: (pcph) 29 29 Capacity Adjustment Factor due to Impeding Movements 0.86 0.86 Movement Capacity: (pcph) 25 25 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 2670 2682 Potential Capacity: (pcph) 21 20 Major LT, Minor TH Impedance Factor: 0.86 0.86 Adjusted Impedance Factor: 0.90 0.90 Capacity Adjustment Factor due to Impeding Movements 0.88 0.81 Movement Capacity: (pcph) -------------------------------------------------------- 18 16 Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) --------- -------- ------ ------ ------ EB L 17 16 > 16 ------- 567.4 ------- 1.5 ----- F EB T 0 25 > 320.4 EB R 13 603 6.1 0.0 B WB L 58 18 > 18 * 5.8 F WB T 0 25 > 699.5 WB R 62 688 5.8 0.2 B NB L 6 286 12.9 0.0 C 0.1 SB L 44 373 10.9 0.4 C 0.3 Intersection Delay = 29.6 sec/veh * The calculated value was greater than 999.9. HCS: Unsignalized Intersections Release 2.1d WA1PM97.HC0 Page 1 LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (N-S) COLLEGE AVENUE SH287 (E-W) CRESTRIDGE STREET Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/1/97 Other Information ......... 1997 EXISTING TRAFFIC, PM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- I Northbound i Southbound I Eastbound i Westbound I L T R I L T R I L T R I L T R No. Lanes 11 2 1 1 1 2 1 1 0 > 1 1 1 0 > 1 1 Stop/Yield i NI NI Volumes 1 5 1141 311 38 1352 241 14 0 111 50 0 53 PHF 1 .95 .95 .951 .95 .95 .951 .95 .95 .951 .95 .95 .95 Grade 1 0 1 0 1 0 1 0 MC's (a) I I I I SU/RV's (o)I I I I CV's (a) I I I I PCE's 11.10 ----------------------------------------------------------------------- 11.10 11.10 1.10 1.1011.10 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1d WAlAM97.HC0 Page 2 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 512 346 Potential Capacity: (pcph) 762 925 Movement Capacity: (pcph) 762 925 Prob. of Queue -Free State: 0.97 0.99 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 1071 703 Potential Capacity: (pcph) 456 719 Movement Capacity: (pcph) 456 719 Prob. of Queue -Free State: 0.90 0.99 -------------------------------------------------------- Step 3: TH from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1777 1811 Potential Capacity: (pcph) 100 95 Capacity Adjustment Factor due to Impeding Movements 0.89 0.89 Movement Capacity: (pcph) 89 85 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1765 1771 Potential Capacity: (pcph) 79 78 Major LT, Minor TH Impedance Factor: 0.89 0.89 Adjusted Impedance Factor: 0.92 0.92 Capacity Adjustment Factor due to Impeding Movements 0.91 0.89 Movement Capacity: (pcph) -------------------------------------------------------- 72 69 Flow Rate Movement (pcph) -------- EB L ------ 15 EB T 0 EB R 7 WB L 17 WB T 0 WB R 24 Intersection Performance Summary Move Cap (pcph) 69 > 85 > 925 72 > 89 > 762 NB L 9 719 SB L 45 456 Avg. 95% Shared Total Queue Cap Delay Length (pcph)(sec/veh) (veh) 69 66.1 LOS 0.6 F 3.9 0.0 A 72 64.8 0.7 F Approach Delay (sec/veh) 46.5 28.9 4.9 0.0 A 5.1 0.0 B 0.0 8.8 0.3 B 0.5 Intersection Delay = 1.3 sec/veh HCS: Unsignalized Intersections Release 2.1d WAlAM97.HC0 Page 1 LEIGH, SCOTT & CLEARY, INC. 1889 York Street Denver, CO 80206- Ph: (303) 333-1105 ----------------------------------------------------------------------- ----------------------------------------------------------------------- Streets: (N-S) COLLEGE AVENUE SH287 (E-W) CRESTRIDGE STREET Major Street Direction.... NS Length of Time Analyzed... 15 (min) Analyst ................... MRM Date of Analysis.......... 5/l/97 Other Information ......... 1997 EXISTING TRAFFIC, AM PEAK Two-way Stop -controlled Intersection ----------------------------------------------------------------------- ----------------------------------------------------------------------- I Northbound I Southbound I Eastbound I Westbound I L T R I L T R I L T R I L T R No. Lanes 1 1 2 1 1 1 2 1 1 0 > 1 1 1 0 > 1 1 Stop/Yield I NI NI I Volumes 1 8 974 441 39 656 111 13 0 61 14 0 21 PHF 1 .95 .95 .951 .95 .95 .951 .95 .95 .951 .95 .95 .95 Grade 1 0 1 0 1 0 1 0 MC's (a) I I I I SU/RV's CV's (o) I I I I PCE's 11.10 11.10 11.10 1.10 1.1011.10 1.10 1.10 ----------------------------------------------------------------------- Vehicle Maneuver Adjustment Factors Critical Follow-up Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 IC%.VI1111lril I%jq � Improvements Waterstone Apartments (LSC #961680) May, 1997 LEIGH, SCOTT & CLEARY, INC LEGEND: 45 AM Peak —Hour Traffic 35 — PM Peak —Hour Traffic 40,000 = Signal LEIGH, SCOTT & CLEARY, e riyure 5 2015 Total Peak -Hour and Average Weekday Traffic Waterstone Apartments (LSC #961680) May, 1997 30 5 AM Peak —Hour Traffic PM Peak —Hour Traffic I RTC smW k CI RARY TNC Ural Peak -Hour Traffic Waterstone Apartments (LSC #961680) May, 1997 LEGE� ss _ AM Peak —Hour Traffic ze PM Peak —Hour Traffic r.� 3 1 %Jjlu%. L %. qul Irl CX LIU Peak -Hour Traffic Waterstone Apartments (LSC #961680) May, 1997 LEIGH. SCOTT & CLEARY. INC i iy uI � Directional Distribution of LEGEND: Project -Generated Traffic Waterstone Apartments 60% = Percent Distribution of Project —Generated Traffic (LSC #961680) May. 1997 SLEIGH, SCOTT & CLEARY, INC. LEGEND: 26 AM Peak —Hour Traffic 31 PM Peak —Hour Traffic = Signal f = Stop Sign LEIGH, SCOTT & CLEARY, INC Scale 000, Figure 1 Site Location, Existing Traffic Controls and 1997 Traffic Waterstone Apartments (LSC #961680) May, 1997 Table 2 Intersection Level of Service Waterstone Apartments Addendum Fort Collins, Colorado Existing Traffic Level of Level of Project -Generated Plus 2000Traffic Level of Level of Project -Generated Plus 2015 Traffic Level of Level of Intersection Service Service Service Service Service Service Intersection Location Control AM PM AM PM AM PM Crestridge Street & College Avenue Unsignalized F (1) F (1) F (1) F (1) F (1) F (1) College Avenue & Site Access (RTO) Unsignalized A A B (2) C (2) Notes: (1) Eastbound and westbound left -turns. (2) Eastbound right -turns. N Trip Generatior Average Land Use Units Weekday Apartments 220 d.u. (2) 6.29 (1) Source for Trip (2) Dwelling Units. Table 1 TRAFFIC GENERATION ESTIMATES Waterstone Apartments Fort Collins, Colorado Trip Generation Rates Peak -Hour Trips (1) kM In AM Out PM In PM 6 0.09 0.42 0.41 0.19 Generation", 5th Edition, 1991, Institute of Average Peak -Hour Trips Weekday AM In AM Out PM In PM C 1,384 19 92 90 42 xtation Engineers. Mr. Bernard Shomberg Page 3 May 29, 1997 • Traffic associated with the buildout of the Waterstone Apartment development can safely be accommodated by the existing roadway network with the improvements recommended herein and in the Waterstone Apartment report, dated January 7, 1997. We trust that this letter will assist with further planning of the Waterstone Apartment complex development. Please call if we can be of additional assistance. Respectfully submitted, LEIGH, SCOTT & CLEARY, INC. By: Alex J. Aiiniello, P.E. _ AJA/MM/wd Enclosures: (1) Tables 1 and 2 (2) Figures 1 through 6 (3) Capacity Analysis Printouts C:\PROJECTS\1996\961680\WATERSTN.ADD Mr. Bernard Shomberg Page 2 May 29, 1997 only site access point, the resulting project -generated traffic on the street system can be computed. These traffic volumes are shown in Figure 3. This figure shows the number of project -generated vehicle turning movements expected at the intersection and access point mentioned above. Future Total Traffic The 2000 and 2015 background traffic volumes in the previous report (Figures 5 and 6) were also used as the 2000 and 2015 background projection for this analysis. The project -generated peak - hour traffic volumes (Figure 3) have been combined with the 2000 and 2015 "background" traffic volumes from the previous report to yield total 2000 and 2015 traffic volumes for the morning and evening peak -hour, as shown in Figures 4 and 5. Traffic volumes illustrated in these figures have been rounded to the nearest five vehicles per hour. :-�*o The traffic impacts associated with the apartment complex site were analyzed in accordance with the requirements of the 1985 Hig1wglQgI=i u Manual (HCM) (with the 1994 update), using the "operations" methodology. The results of the capacity analysis are summarized in Table 2. They show that the intersection of Crestridge Street with College Avenue presently has delays for both eastbound and westbound left -turns during the morning and evening peak -hours. These delays are expected to continue through 2015. Although long delays will be experienced by vehicles attempting this left -turning movement, the volume of vehicles is not expected to be large enough to warrant the signalization of this intersection. The site's right -turn -only access onto College Avenue would operate at a satisfactory level of service with the addition of buildout traffic and continue to operate at an acceptable LOS by 2015. (The revised capacity analysis printouts for Crestridge Street/College Avenue and the right -turn -only site access point are enclosed.) The site access intersection with College Avenue should provide a raised curb island to prevent left turns at this intersection. Figure 6 illustrates this recommended improvement. uonausion Based on the analysis presented herein, the following conclusions may be made: At buildout, the proposed Waterstone Apartments are projected to generate 692 entering and 692 exiting vehicles -trips during an average weekday. Of these, 19 would enter and 92 would exit during the morning commuter peak -hour, and 90 and 42 would enter and exit, respectively, during the evening peak -hour. • The unsignalized full movement intersection of Crestridge Street with College Avenue will incur some delays for exiting left -turning movements with the existing Stop sign control. However, signalization would not be warranted with the expected volumes of traffic. LEIGH, SCOTT & CLEARY, INC. TRANSPORTATION PLANNING DEC 2 3 REM & TRAFFIC ENGINEERING CONSULTANTS 1889 York Street Denver, CO 80206 (303)333-1105 FAX (303) 333-1107 May 29, 1997 Mr. Bernard Shomberg Paramount Concepts, Inc. 3333 S. Wadsworth, # 104 Lakewood. CO 80227 Re: Waterstone Apartments Addendum Fort Collins, CO (LSC #961680) Dear Mr. Shomberg: This letter presents an updated summary of our analysis of the traffic impacts associated with the Waterstone Apartments development in Fort Collins, Colorado. It constitutes an Addendum to our report on this project, dated January 7, 1997. Subsequent to the previous report, the access requirements for the site have changed. Figure 1 illustrates the site location with the surrounding roadway system. The proposed full movement access on SH 287 which directly accessed the site has been changed to a right -turn -only (RTO) access. In addition to the R TO access a second access to the site was added. This second access would be an extension of Venus Avenue northward from Crestridge Street. The remainder of this report presents our findings concerning the traffic impacts of the proposed apartment complex. Estimated Traffic Generation Since the number of dwelling units and type of land use from the previous report did not change, the traffic generation estimates of the earlier report were used. A copy of the "Traffic Generation Estimates" (Table 1) table is also enclosed with this letter. Traffic Distribution The directional distribution of project -generated traffic from the previous report was revised to reflect the right -turn -only access and new access to Crestridge Avenue. These percentages are represented for both 2000 and 2015. As illustrated in Figure 2, travel to and from the north would be on College Avenue with 60 percent and to and from the south with 40 percent. Traffic Assignment By applying the traffic generation estimates from Table 1 of the previous report to the distribution patterns of Figure 2 for the intersection of Crestridge Street/College Avenue and to the right -turn - ATTACHMENT M