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Home My WebLink AboutHARMONY RIDGE PUD, PHASE ONE - FINAL - 49-95B - SUBMITTAL DOCUMENTS - ROUND 2 - TRAFFIC STUDYs HCS.: Unsignalized Intersections Release 2.le Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall - Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) rin/rout (E-W) harmony Major Street Direction.... EW Length of Time Analyzed... 15 (min) Analyst ................... mid Date of Analysis.......... 2/26 Other Information......... am pm short long Two-way Stop -controlled Inters ction Eastbound Westbound I Northbound Southbound L T R L T R ; L T R L T R No. Lanes ; 0 2 < 0 0 0 0 0 0 1 0 0 0 Stop/Yield N; N Volumes 531 20: 101 PHF .95 .951 -95; Grade 0 0 ; MC's (%) SU/RV's (%) CV's (%) ' PCE's --_________-___________________________________________________________ Adjustment Factors Vehicle Maneuver Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Critical Follow-up Gap (ig) Time (tf) ____________________________ 5.50 2.10 5.50 2.60 6.50 3.30 7.00 3.40 HCS: Unsionalized Intersections Release 2.le Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 290 Potential Capacity: (pcph) 987 Movement Capacity: (pcph) 987 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- 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) ________ _____ 3.7 NB R 12 987 3.7 0.0 A intersection Delay = 0.1 sec/veh R HCS: Unsignalized Intersections Release 2.1e ----Page Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0376 Streets (N-S) rin/rout (E-W) harmony Major Street Direction.... EW Length of Time Analyzed... 15 (min) Analyst ................... mid Date of Analysis......... 2 22/96 Other information........ a pm short long Two-way Stop -controlled In errection Eastbound Westbound I Northbound Southbound L T R L T R ; L T R ; L T R �___- ---- -___ _____-__ ____ ---- :---- ____ ____-_-_ ____ ---- No. Lanes 0 2 < 0 0 0 0 ; 0 0 1 0 0 0 Stop/Yield ; N; N Volumes 774 5; 151 PHF .95 .95; i .95: Grade 0 ; i 0 MC's (%) SU/RV's (%)I 1 CV's (%) i i PCE's 1 i 1.10; Adjustment Factors Vehicle Critical Maneuver Gap (tg) ---------------------------------------------- Left Turn Major Road 5.50 Right Turn Minor Road 5.50 Through Traffic Minor Road 6.50 Left Turn Minor Road 7.00 Follow-up Time (tf) 2. 10 2.60 3.30 3.40 HCS: Unsionaiized intersections Release 2.le Page 2 Worksheet for TWSC intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 410 Potential Capacity: (pcph) 858 Movement Capacity: (pcph) 858 Prob. of Queue -Free State: 0.96 ________________________________________________________ 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) 4.3 NB k 16 858 4.3 0.0 A Intersection Delay = 0.1 sec/veh HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 02-22-1998 Center For Microcomputers in Transportation Streets: (E-W') harmony (N-S) seneca Analyst: Matt File Name: Area Type: Other 2-22-96r0am pm Comment: 2015 ------------------------------------ --------------------------------- Eastbound , Westbound Northbound 1 Southbound L T R 1 L i R L T R 1 L T R ---- --------!---- ---- ----I---- --------!---- ---- ---- No. Lanes 1 2 < 0 ! 1 2 < 0 ! 1 1 < 0 1 1 < 0 Volumes 70 1135 151 80 500 15; 125 10 95! 65 10 50 PHF or PK15!0.95 0.95 0.9510.95 0.95 0.95!0.95 0.95 0.95!0.95 0.95 0.95 Lane W (ft);12.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 Grade 0 i 0 0 ! 0 % Heavy Veh! 2 2 2! 2 2 2! 2 2 2; 2 2 2 Parking !N N !N N IN N !N N Bus Stops 0! 0: 0� 0 Con. Peds 01 0! 0' 0 Ped Button !(Y/N) Y 11.5 s!(Y/N) Y 11.5 s;(Y/N) Y 17.5 s!(Y/N) Y 17.5 Arr Type 1 3 3 3 3 ! 3 3 ! 3 3 RTOR Vols 01 0; 0! 0 Lost Time 11.00 3.00 3.00:1.00 3.00 3.00!1.00 3.00 3.0011.00 3.00 3.00 Prop. Share! Prop. Prot.; Signal "Operations Phase Combination 1 2 3 41 5 6 7 6 EB Left * !NB Left Thru * ! Thru Right * Right Peds * Peds WB Left * !SB Left Thru * Thru Right * ! Right Peds * Peds NB Right ;EB Right SB Right !WB Right Green 65.OP !Green 15.OA Yellow/AR 5.0 ;Yellow/AR 5.0 Cycle Length: 90 secs Phase combination order: N1 k5 Intersection Performance Summary Lane Group: .Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ---- ----- ----- --- ----- --- EB L 487 635 0. 152 0.767 1.8 A 2.9 A TR 2766 3718 0.460 0.744 3.0 A WB L 114 149 0.735 0.767 17.7 C 4.2 A TR 2761 3709 0.206 0.744 2.2 A NB L 313 1481 0.422 0.211 20.4 C 20.6 C TR 304 1611 0.365 0.189 20.9 C SB L 223 1056 0.305 0.211 19.6 C 19.8 C TR 306 1631 0.208 0.189 20.0 C intersection Delay = 6.0 sec/veh Intersection LOS = B Lost Time/Cycle. L = 2.0 sec Critical v/c(x) = 0.667 _______________________________________________________________________ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 02-22-1996 Center For Microcomputers In Transportation _____________________________________________________________ Streets (E-W) harmony (N-S) seneca Analyst: Matt File Name: Area Type: Other 2-22-98 am pm Comment: 2015 Eastbound ' Westbound ' Northbound Southbound L T R L T R ! L T R L T R ---- ---- No. Lanes ! 1 2 < 0 ! 1 2 < 0 ! 1 1 ` 0 1 1 < 0 Volumes 65 815 65; 145 1075 40! 115 10 55! 35 10 40 PHF or PK1510.95 0.95 0.95;0.95 0.95 0.95!0.95 0.95 0.95; 0.95 0.95 0.95 Lane W (ft);12.0 12.0 :12.0 12.0 112.0 12.0 112.0 12.00 Grade 0 ! 0 0 % Heavy Veh; 2 2 2; 2 2 21 2 2 21 2 2 2 Parking IN N !N N !N N !N N Bus Stops 01 01 01 0 Con. Peds 0! 0: 0' 0 Ped Button ;(Y/N) Y 11.5 51(Y/N) Y 11.5 s1(Y/N) Y 17.5 s!(Y/N) Y 17.5 Arr Type ! 3 3 3 3 ! 3 3 ! 3 3 RTOR Vols 1 0! 0! 0! 0 Lost Time :1.00 3.00 3.0011.00 3.00 3.00:1.00 3.00 3.0011.00 3.00 3.00 Prop. Share; i Prop. Prot.; ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 41 5 6 7 6 EB Left * !NB Left Thru * ; Thru Right * ! Right Peds * ! Peds WB Left * !SB Left Thru * ! Thru Right * ! Right Peds * ! Peds NB Right !EB Right SB Right !WB Right Green 65.OP !Green 15.OA Yellow/AR 5.0 ;Yellow/AR 5.0 Cycle Length: 90 secs Phase combination order: #1 M5 ------------------------------------ ------ - Intersection Performance Summary Lane Group: Adj Sat v/C g/C Approach: Mvmts Ratio Ratio Delay LOS Delay LOS Eft L _Cap 115 --Flow_ 15i 0.589 0.767 8.3 B 3.0 A TR 2743 3684 0.354 0.744 2.6 A. WB L 215 281 0.710 0.767 10.4 B 3.8 A TR 2759 3705 0.447 0.744 2.9 A NB L 322 1524 0.376 0.211 20.0 C 20.0 C TR 307 1626 0.224 0.189 20.0 C SB L 309 1462 0.120 0.211 16.6 C 19.3 C TR 310 1641 0.171 0.189 19.8 C Intersection Delay = 5.1 sec/veh intersection LOS = B Lost _______________________________________________________________________ Time/Cycle. L = 2.0 sec Critical v/c(x) = 0.636 APPENDIX E HCS: Unsignalized intersections Release 2.1e Paae 1 ----------------- ------------_________ Center- For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ------------------- Streets: (N-S) rin/rout (E-W) harmony Major Street Direction.... EW Length of Time Analyzed... 15 (min) Analyst ................... mjd Date of Analysis.......... 2/22/96 Other Information......... am m short long P Two-way Stop -controlled Inters ctio Eastbound Westbound Northbound Southbound ! L T R ! L T R L T R ! L T R No. Lanes ! 0 2 < 0 ! 0 0 0 ! 0 0 1 ! 0 0 0 Stop/Yield N! N! ! Volumes ! 258 20! 10 PHF .95 .951 ; .95! Grade 0 ; ; 0 ! MC's (%) CV's PCE's ------------------------------------------------------------------- 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.ie Page 2 Worksheet for TWSC intersection ------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 146 Potential Capacity: (pcph) 1166 Movement Capacity: (pcph) 1168 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- 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) (sac/veh) ________ ______ ______ ____________________ ______________ 3.1 NB R 12 1168 3.1 0.0 A Intersection Delay = 0.1 sec/veh HCS: Unsignalized Intersections Release 2.1e Page ----- Center For For- Microcomputers in Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0376 Streets: (N-S) rin rout (E-W) harmony Major Street Direction.... EW Length of Time Analyzed... 15 (min) Analyst ................... mid Date of Analysis......... /22/96 Other Information........ am pm short long Two-way Stop -controlled In eirection _______________ Eastbound Westbound 1 Northbound ; Southbound L T R; L T R; L T ____ R L T R ___-____ __-_ ---- ____ ____ _--_---- ____ _------- No. Lanes ; 0 2 < 0 ; 0 0 0 0 0 1 0 0 0 Stop/Yield N; N; Volumes 435 5I 15; PHF .95 .95: ; .95: Grade 0 i 0 MC's (%) i SU/RV's (%); i CV's (%) PCE's --------------------------------------------------------------------- 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: Unsionaiized Intersections Release 2.ie .Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 232 Potential Capacity: (pcph) 1056 Movement Capacity: (pcph) 1056 Prob. of Queue -Free State: 0.96 ------------------------------------------------------ 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) ________ ______ ______ ______ _______ _______ _____ _________ 3.5 NB R 16 1056 3.5 0.0 A Intersection Delay = 0.1 sec/veh Page 2 HCS: Unsignalized Intersections Release 2.ie Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0376 ----------------------- Streets: (N-S) Seneca (E-W) harmony Major Street Direction.... EW Length of Time Analyzed... 15 (min) Analyst ................... mid Date of Analysis.......... 2/22i9 Other Information .........am pm short long Two-way Stop -controlled Intersecti Eastbound Westbound I Northbound ; Southbound L T R L T R ; L T R ; L T R '---- ---- ----'---- ---- ----'---- ---- ---- ---- No. Lanes ; i 2 < 0 11 2 < 0 ; 1 1< i ; 1 1 < 0 Stop/Yield NI NI Volumes 65 231 10; 90 321 40; 85 10 30; 35 10 40 PHF .95 .95 .95; .95 .95 .951 .95 .95 .95: .95 .95 .95 Grade 0 0 0 0 Mc's (%) SU/RV's (%) CV's (%) I PCE's 11.10 �1.10 :1 10 1.10 1.10:1.10 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 2.1e Page 2 Worksheet for TWSC Intersection ------------------------------------------------------ Step 1: RT from Minor Street N8 SB Conflicting Flows: (vph) 127 190 Potential Capacity: (pcph) 1194 1109 Movement Capacity: (pcph) 1194 1109 Prob. of Queue -Free State: 0.97 0.96 -------------------------------------------------------- Step 2: LT from Major Street WB EB ---- ------------------------------------------------ Conflicting Flows: (vph) 254 380 Potential Capacity: (pcph) 1252 1072 Movement Capacity: (pcph) 1252 1072 Prob. of Queue -Free State: 0.92 0.93 -------------------------------------------------------- Step 3: TH from Minor Street NB SB ________________________________________________________ Conflicting Flows: (vph) 792 776 Potential Capacity: (pcph) 375 363 Capacity Adjustment Factor due to Impeding Movements 0.85 0.85 Movement Capacity: (pcph) - 320 326 Prob. of Queue -Free State: 0.96 0.96 ------------------------------------------------------ Step 4: LT from Minor Street NB SB ________________________________________________________ Conflicting Flows: (vph) 755 770 Potential Capacity: (pcph) 348 341 Major LT, Minor TH impedance Factor: 0.82 0.82 Adjusted Impedance Factor: 0.86 0.86 Capacity Adjustment Factor due to Impeding Movements 0.83 0.84 Movement Capacity: (pcph) ________________________________________________________ 286 285 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) _____ _________ ________ ______ ______ ______ N8 L 98 288 18.8 1.5 C NB T 12 320 > 14.5 NB R 35 1194 > 7033 5.5 0.1 B S5 L 41 285 14.7 0.5 C SB T 12 326 > 9.2 S8 R 46 1109 > 741 5.3 0.2 B EB L 75 1072 3.6 0.1 A 0.8 WB L 105 1252 3.1 0.2 A 0.6 Intersection Delay = 3.2 sec/veh HCS: Unsignalized intersections Release 2.1e Page Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0376 Streets: (N-S) Seneca (E-W) harmony Major Street Direction.... EW Length of Time Analyzed... 15 (min) Anal_ vst................... mjd Date of Analysis........./22/96 Other Information..__.... t_arr�j pm short long Two-way Stop -controlled In errection Eastbound Westbound I Northbound Southbound L T R L T R ; L T R L T R ---- ----I---- ---- --- --- ---- ---- ---- No. Lanes i 1 2 < 0 ; 1 2 < 0 1 1 < 1 ; i 1 < 0 Stop/Yield N; N Volumes 70 372 5; 65 147 151 70 10 451 65 10 50 PHF .95 .95 .95: .95 .95 .95: .95 .95 .951 .95 .95 .95 Grade 0 0 0 0 MC's (%) SU/RV's (%)i i CV's (%) i PCE's - :1.10 11.10 11.10 1.10 1.10:1.10 i.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: Unsipnalized Intersections Release 2.1e Pape 2 Wor•ksheet for TWSC intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 198 86 Potential Capacity: (pcph) i099 1252 Movement Capacity: (pcph) 1099 1252 Prob. of Queue -Free State: 0.95 0.95 Step 2_LTfromMajo_Street -------_ EB - -- - - - ------------W6 Conflicting Flows: (vph) 397 171 Potential Capacity: (pcph) 1049 1388 Movement Capacity: (pcph) 1049 1388 Prob_ of Queue -Free State: 0.93 0.94 ------------------------------------------------------- Step 3: TH from Minor Street NB SB ------------------------------------- Conflicting Flows: (vph) ----------------- 708 702 Potential Capacity: (pcph) 420 424 Capacity Adjustment Factor due to Impeding Movements 0.87 0.67 Movement Capacity: (pcph) 367 371 Prob. of Queue -Free State: 0.97 0.97 -------------------------------------------------------- Step 4: LT from Minor Street N6 S6 ________________________________________________________ Conflicting Flows: (vph) 696 702 Potential Capacity: (pcph) 379 377 Major LT, Minor TH impedance Factor: 0_85 0.85 Adjusted impedance Factor: 0.86 0.86 Capacity Adjustment Factor due to impeding Movements 0.84 0.64 Movement Capacity: (pcph) -------------------------------------------------------- 319 317 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) ________ ______ ______ ______ NB L 81 319 _______ 15.1 _______ 1.0 _____ C --------- NB T 12 367 > 10.6 NB R 52 1099 > 800 4.9 0.2 A S6 L 75 317 44.6 0.9 C SB T 12 371 > 9.8 SB R 56 1252 > 890 4.4 0.2 A EB L 8i 1388 2.8 0.1 A 0.4 W6 L 75 1049 3.7 0.1 A 1.1 Intersection Delay = 3.2 sec/veh APPENDIX D HCM: SIGNALIZED,INTEFoECMicNocomputers Ynrsioons2 4tation 02-22-1998 Streets: (E-W) harmony (N-S) shields Analyst: Matt File Name: Area Type: Other 2-22-98� pm Comment: 5 years ---- 10 years ----- --- --------- - Eastbound ' Westbound ; Northbound ' Southbound L T R ; L T R ; L T R ; L T R '---- ---- ---- ---- ---- ----;---- ---- ---- No. Lanes ; 1 1 < 0 ; 1 1 1 ; 1 1 1 ; 1 1 1 Volumes 120 642 103; 93 217 193; 42 562 161; 430 543 27 PHF or PK15;0.95 0.95 0.950.95 0.95 0.9510.95 0.95 0.95;0.95 0.95 0.95 Lane W (ft);12.0 12.0 :12.0 12.0 12.0112.0 12.0 12.0;12.0 12.0 12.0 Grade 0 0 I 0 ; 0 % Heavy Veh; 2 2 2; 2 2 2; 2 2 2; 2 2 2 Parking 1N N ;N N ;N N :N N Bus Stops i 0; 0; 0; 0 Con. Peds 0: 01 0; 0 Ped Button ;(Y/N) Y 14.5 s;(Y/N) Y 14.5 s;(Y/N) Y 14.5 s;(Y/N) Y11.5 Arr Type 3 3 3 3 3; 3 3 3; 3 3 3 RTOR Vols ; 0; 0; 0; 0 Lost Time 11.00 3.00 3.0011.00 3.00 3.0011.00 3.00 3.00:1.00 3.00 3.00 Prop. Share; : Prop. Prot.; _______________________________________________________________________ Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left * * ;NB Left Thru * Thru Right * ; Right Peds * Peds WB Left * * ;SB Left Thru * Thru Right * ; Right Peds * ; Peds NB Right ;EB Right SB Right 1WB Right Green 7.OA 27.OA ;Green 12.OA 26.OP Yeiiow/AR 4.0 5.0 :Yellow/AR 4.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 46 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c 9/C Approach: Mvmts cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 435 1770 0.290 0.467 9.3 B TR 586 1624 1.334 0.322 WB L 280 1770 0.350 0.467 12.0 B 14.0 B T 600 1863 0.380 0.322 15.4 C R 510 1583 0.398 0.322 15.6 C NB L 376 1770 0.116 0.511 9.8 B 43.2 E T 580 1863 1.022 0.311 54.5 E R 493 1583 0.368 0.311 16.0 C SB L 378 1770 1.196 0.511 T 580 1863 0.987 0.311 45.6 E R 493 1583 0.057 0.311 14.0 B Intersection Delay = * (sec/veh) Intersection LOS = (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. _______________________________________________________________________ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 02-22-1998 Center For Microcomputers In Transportation Streets (E-W) harmony (N-S) shields Analyst: Matt _ File -Name - Area Type: Other 2-2296 am PM Comment: 5 years 10 years Comment: ---------- ------------------------=--------- Eastbound Westbound Northbound Southbound L T R; L T R; L T R; L T R ---- ---- ---;---- ---- --- ---- --- ----I---- ---- ---- No. Lanes ; 1 1 < 0 ; 1 i i ; 1 1 1 ; 1 1 1 Volumes 66 436 66; 200 554 568 65 577 140: 351 594 75 PHF or PK15;0.95 0.95 0.95:0.95 0.95 0.95;0.95 0.95 0.95:0.95 0.95 0.95 Lane W (ft);12.0 12.0 ;12.0 12.0 12.0;12.0 12.0 12.0:12.0 12.0 12.0 Grade ; 0 0 ; 0 ; 0 % Heavy V'eh; 2 2 2; 2 2 2; 2 2 2; 2 2 2 Parking ;N N ;N N ;N N ;N N Bus Stops 0; 01 O: 0 Con. Peds 0; 0; 0; 0 Ped Button ;(Y/N) Y 14.5 s;(Y/N) Y 14.5 s;(Y/N) Y" 14.5 s;(Y/N) Y 11.5 Arr Type 3 3 ; 3 3 3; 3 3 3; 3 3 3 RTOR Vols 0; 0; 0; 0 Lost Time ;1.00 3.00 3.0011.00 3.00 3.00;1.00 3.00 3.0011.00 3.00 3.00 Prop. Share; ; Prop. Prot.; _______________________________________________________________________ Signal Operations Phase Combination 1 2 3 4; 5 6 7 8 EB Left ** ;NB Left Thru * ; Thru Right * ; Right Peds * ; Peds WB Left * * ;SB Left Thru * ; Thru Right * ; Right Peds * ; Peds NB Right ;EB Right SB Right ;W6 Right Green 7.OA 26.OA ;Green 12.OA 27.OP Yellow/AR 4.0 5.0 ;Yellow/AR 4.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat V/c g/C Approach: Mvmts Gap Flow katio ----- Ratio ----- Delay ----- LOS --- Delay ----- LOS --- EB ----- L ---- 279 ------- 1770 0.258 0.456 11.8 B 33.2 D TR 566 1625 0.935 0.311 36.1 D WB L 279 1770 0.756 0.456 20.2 C T 560 1863 i.006 0.311 50.3 E R 493 1563 1.214 0.3i1 NB L 376 1770 0. 180 0.522 9.8 6 41.0 E T 600 1863 1.011 0.322 50.8 E R 510 1583 0.268 0.322 14.6 B SB L 376 1770 0.976 0.522 46.3 E 51.7 E T 600 1863 1.041 0.322 59.6 E R 510 1583 0.155 0.322 14.1 B Intersection Delay = * (sec/veh) Intersection LOS = (g/C)*(V/c) _______________________________________________________________________ is greater than one. Calculation of D1 is infeasible. 'VW ".10142100A 0 HCM: SIGNALI2ED INTERSECTION SUMMARY Version 2.4e 02-22-1998 Center- For Microcomputers In Transportation ------------=----------=--------------------------- - ------------------------------------------- Streets: (E-W) harmony (N-S) shields Analyst: Matt File Name: Area Type: r 2-22-98 am pm Comment K5 years 10 years Eastbound Westbound I Northbound I Southbound L T R L T R; L T R; L T R 1---- ---- ----�---- --------1---- ------------ ---- ---- No. Lanes 1 1 < 0 1 i 1 i Volumes 101 540 87; 76 183 163; 36 474 152 362 457 23 PHF or PK15i0.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95:0.95 0.95 0.95 Lane W (ft);12.0 12.0 ;12.0 12.0 12.0p12.0 12.0 12.0;12.0 12.0 12.0 Grade 0 1 0 1 0 0 % Heavy Veh; 2 2 2; 2 2 2; 2 2 2; 2 2 2 Parking ;N N IN N ;N N ;N N Bus Stops 01 01 0: 0 Con. Peas 0; 0; 01 0 Ped Button ;(Y/N) Y 14.5 s;(Y/N) Y 14.5 s1(Y/N) Y 14.5 s;(Y/N) Y 11.5 Arr Type 3 3 1 3 3 3; 3 3 31 3 3 3 RTOR V'ols 0; 0; 0; 0 Lost Time 1.00 3.00 3.0011.00 3.00 3.0011.00 3.00 3.00:1.00 3.00 S.00 Prop. Share; I 1 Prop. Prot.; I I ; ----------------------------------------------- --- ------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 6 Eft Left * * ;NB Left Thru I Thru Right I Right Peds I Peds WB Left * * ;SB Left Thru * ; Thru Right I Riaht Peds * ; Peds NB Right ;EB Riaht S6 Right iW5 Right Green 7.OA 27.OA ;Green 12.OA 26.OP Yellow/AR 4.0 5.0 ;Yellow/AR 4.0 5.0 Cycle Length: 90 secs Phase combination order: #1 42 #5 #6 -------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat V/c 9/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 485 1770 0.219 0.467 9.0 B TR 566 1824 1.123 0.322 WB L 280 1770 0.293 0.467 li.6 B 14.5 B T 600 1863 0.322 0.322 15.0 B R 510 1583 0.337 0.322 15.1 C NB L 376 1770 0.101 0.511 9.0 B 23.8 C T 580 1863 0.861 0.311 27.6 0 R 493 1583 0.325 0.317 15.5 C SB L 378 1770 1.008 0.511 54.2 E 37.5 0 T 580 1863 0.830 0.311 25.5 D R 493 7583 0.049 0.311 14.0 B Intersection Delay = * (sec/veh) Intersection LOS = (g/C)*(V/c) is greater than one. Calculation of D1 is infeasible. ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4e 02-22-1998 Center For Microcomputers in Transportation Streets: (E-W) harmony (N-S) shields Analyst: Matt File Name: Area Type • Other 2-22-98 am- Comment: 5 years - 10 years Eastbound 1 Westbound ; Northbound I Southbound L T R; L T R; L T R; L T R ---- ---- --- ---- --------`---- --------'---- ---- ---- No. Lanes 1 1< 0 ; 1 1 i i 1 1 1 1 Volumes 1 57 367 57; 169 467 479; 55 486 118; 296 500 63 PHF or PK1510.95 0.95 0.9510.95 0.95 0,95:0.95 0.95 0.9510.95 0.95 0.95 Lane W (ft)112.0 12.0 112.0 12.0 12.0;12.0 12.0 12.0112.0 12.0 12.0 Grade 1 0 1 0 ; 0 ; 0 % Heavy Veh; 2 2 2; 2 2 2; 2 2 2; 2 2 2 Parking ;N N ;N N ;N N IN N Bus Stops 01 0; 0; 0 _ Con. Peas 0; 0; 0; 0 Ped Button ;(Y/N) Y 14.5 s1(Y/N) Y 14.5 s;(Y/N) Y 14.5 sl(Y/N) Y 11.5 Arr Type 1 3 3 1 3 3 3; 3 3 3; 3 3 3 RTOR Vols I 0; 0; 0; 0 Lost Time ;1.00 3.00 3.00:1.00 3.00 3.0011.00 3.00 3.0011.00 3.00 3.00 Prop. Share; ; ; Prop. Prot.i ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4; 5 6 7 6 EB Left * * ;NB Left Thru * Thru Right * Right Peas * Peds WB Left * * !S8 Left Thru * Thru Riaht * Right Peds * Peas NB night ;EB Right S6 Right ;WB Right Green 7.OA 25.8A ;Green 13.OA 27.OP 'fellow/AR 4.0 5.0 ;Yellow/AR 4.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 #6 -- ------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat V/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 2279 1770 0.215 0.444 11.5 B 23.6 C TR 546 1825 0.815 0.300 25.3 D WB L 279 1770 0.638 0.444 15.3 C T 559 1863 0.680 0.300 30.0 D R 475 1583 1.061 0.300 NB L 398 1770 0.146 0.533 9.0 B 22.8 C T 600 1863 0.853 0.322 26.4 D R 510 1583 0.243 0.322 14.5 B SB L 398 1770 0.764 0.533 20.5 C 24.5 C T 600 1863 0.676 0.322 28.3 0 k 510 1583 0.129 0.322 13.9 B Intersection Delay = * (sec/veh) Intersection LOS = (g/C)*(V/c) is greater than one. Calculation of Gi is infeasible. ----------------------------------------------------------------------- �9»411110:,: HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 07-05-1997 Center For Microcomputers In Transportation IIaanIIIIIIsaaaazsIIaIISIIIIcaczIIIIIIacassIIc==aaII___=ca__=c=c____aaa_a_aaII_____cc Streets: (E-W) harmony (N-S) shields Analyst: Matt File Name - Area Type;Cher 7-5-97 (am/ pm Comment: 1997 1998 plus developments n mzzaavaa _ =cIIIIIIIIaacIIIIaaaa aa.IIa=aaaaaaIIIIzzIIIIIIIIIIIIIIacazaIIIIIIaaaIIIIaaaaaIIII Eastbound ! Westbound ; Northbound ! Southbound L T R ; L T R.! L T R ! L T R ---- --------!---- ---- ----!---- --------!---- ---- ---- No. Lanes ! 1 1 < ! 1 1 1 1 1 1 ! 1 1 1 Volumes 85 455 731 66 154 1371 30 399 1281 305 385 10 PHF or PK1510.90 0.90 0.9010.90 0.90 0.9010-90 0.90 0.9010.90 0.90 0.90 Lane W (ft)112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 12.0 Grade ! 0 0 ! 0 ; 0 % Heavy Veh! 1 1 1! 1 1 1! 1 1 11 1 1 1 Parking !(Y/N) N ;(Y/N) N !(Y/N). N !(Y/N) N Bus Stops ! 0; 0! 01 0 Con. Pads ! 0; 0! 0; 0 Ped Button !(Y/N) Y 14.5 s!(Y/N) Y 14.5 s!(Y/N) Y 14.5 s!(Y/N) Y 11.5 Arr Type 3 3 ! 3 3 31 3 3 3! 3 3 3 RTOR Vols ! 0! 0; 0! 0 Lost Time 11.00 3.00 3.0011.00 3.00 3.0011.00 3.00 3.0011.00 3.00 3.00 Prop. .Share! ! ! 1 Prop. Prot.! ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4! 5 6 7 8 EB Left * * !NB Left Thru * ! Thru Right * Right Peds * ! Pads WB Left * * !SB Left Thru * Thru Right * ! Right Pads * ! Pads NB Right !EB Right SB Right !WB Right Green 8.OA 25.OA ;Green 15.OA 24.OP Yellow/AR 4.0 5.0 !Yellow/AR 4.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 06 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ----------- ----- ----- ----- --- ----- --- EB L 507 1787 0.185 0.456 9.3 B 60.6 F TR 553 1842 1.062 - 0.300 68.8 F WB L 302 1787 0.242 0.456 11.6 B 15.0 B T 564 1881 0.303 0.300 15.8 C R 480 1599 0.317 0.300 15.9 C NB L 441 1787 0.075 0.522 8.3 B 22.6 C T 543 1B81 0.815 0.289 25.7 D R 462 1599 0.307 0.289 16.3 C SB L 441 1787 0.769 0.522 18.7 C 21.7 C T 543 1881 0.788 0.289 24.3 C R 462 1599 0.024 0.289 14.8 8 Intersection Delay = 31.6 sec/veh Intersection LOS = D Lost Time/Cycle, L = 8.0 sec Critical v/c(x) = 0.874 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4d 07-05-1997 Center For Microcomputers In Transportation Streets: (E-W) harmony (N-S) shields Analyst: Matt File Name: Area Type - her 7-5-97 am pm Comment: 1997 1998 plus developments II aaazzIIa---_aaIIIIIIaaaznIIaaazzaac _ aIIIIIIaIIczzIIIIaaaIIIIIIacxacccIIzaaaaasaas Eastbound ! Westbound ! Northbound ! Southbound L T R 1 L T R! L T R! L T R ---- ---- ------ ---- --- ---- -- ---- ---- No. Lanes Volumes 48 309 481 142 393 403: 46 409 99: 249 421 53 PHF or PK15;0.90 0.90 0.9010.90 0.90 0.9010.90 0.90 0.90!0.90 0.90 0.90 Lane W (ft)112.0 12.0 !12.0 12.0 12.0112.0 12.0 12.0!12.0 12.0 12.0 Grade ! 0 ! 0 ! 0 ! 0 E Heavy Veh! 1 1 1! 1 1 1! 1 1 1! 1 1 1 Parking !(Y/N) N !(Y/N) N !(Y/N) N ;(Y/N) N Bus Stops ! 0; 01 0! 0 Con. Pads ! 0! 0! 01 0 Ped Button !(Y/N) Y 14.5 s!(Y/N) Y 14.5 s!(Y/N) Y 14.5 s!(Y/N) Y 11.5 Arr Type ! 3 3 3 3 3! 3 3 31 3 3 3 RTOR Vols ! 0! 01 0! 0 Lost Time 11.00 3.00 3.00!1.00 3.00 3.00!1.00 3.00 3.00!1.00 3.00 3.00 Prop. Share; Prop. Prot.! 411 411 32: 32 ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4! 5 6 7 8 EB Left * * !NB Left Thru * ! Thru Right * Right Pads * ! Pads WB Left * * !SB Left Thru * ; Thru Right * ! Right Pads * ! Pads NB Right !EB Right SB Right !WB Right Green 8.0A 24.OA !Green 15.OA 25.OP Yellow/AR 4.0 5.0 - !Yellow/AR 4.0 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- EB L 302 1787 0.175 0.444 10.9 B 21.2 C TR 532 1843 0.744 0.289 22.6 C WB L 302 1787 0.523 0.444 12.7 B 32.1 D T 543 1881 0.804 0.269 25.1 D R 462 1599 0.970 0.289 45.7 E NS L 441 1787 0.116 0.533 8.4 B 21.6 C T 564 1881 0.805 0.300 24.5 C R 480 1599 0.229 0.300 15.3 C SB L 441 1787 0.628 0.533 12.9 B 20.6 C T 564 1881 0.829 0.300 26.0 D R 480 1599 0.123 0.300 14.0 B ! - Intersection Delay = 25.0 sec/veh Intersection LOS = C Lost Time/Cycle. L - . 8.0 sec Critical v/c(x) = 0.848 MdN' N Lo �- 137/403 o -- M M -•-154/393 1 - 66/142 85/48 --" ' 455/309 u I rn 73/48 --� �� o co HARMONY AM/PM N 1997 PEAK HOUR TRAFFIC_Figure 1 ' � N HARMONY Legend: --*- - Lane EXISTING GEOMETRY . Figure 2 APPENDIX A l Table 4 Short Range Peak Hour Operation Level of Service Intersection AM PM Harmony/Seneca (stop sign) NB LT C C NB T/RT A B SB LT C C SB T/RT A B EB LT A A WB LT A A Overall A A Harmony/Right-in, Right -out (stop sign) WB RT A A Table 5 Long Range Peak Hour Operation Level of Service Intersection AM PM Harmony/Seneca (signal) B B Harmony/Right-in, Right -out (stop sign) WB RT A A AM / PM Rounded to 5 Vehicles. Right -in / Right -out N the Nearest SHORT RANGE TOTAL PEAK HOUR TRAFFIC Figure 3 N a0 � ,moo h fo 1 �0 , "Ito B�fs S 0/88S SZ70 �. h Right -in / Right -out LONG RANGE TOTAL PEAK HOUR TRAFFIC AM/PM Rounded to 5 Vehicles. the Nearest Figure 4 r e Table 1 1997 Peak Hour Operation Level of Service Intersection AM PM Harmony/Shields (signal) EB F C WB B D NB C C SB C C Overall D C Table 2 Five Year Future Short Range Peak Hour Operation Level of Service Intersection AM PM Harmony/Shields (signal) EB * C WB B NB C C SB D C Overall * * Calculation of level of service not feasible. Table 3 Ten Year Future Short Range Peak Hour Operation Intersection Harmony/Shields (signal) Level of Service AM PM EB * D WB B NB E E SB * E Overall * Calculation of level of service not feasible. n 0 Cl to a0) M to CV Lo PoLoco ,4 l�M 'N--163/479 +--183/467 ,j--- 78/169 HARMONY 101/57—� ) } I 540 367 Lo cD oo 87/57 --� \�q<,- M d Ln 0) p AM/PM 'N FIVE YEAR FUTURE PEAK HOUR TRAFFIC Figure 1 N TEN YEAR FUTURE PEAK HOUR TRAFFIC 12a 68 642 436 —�- 103/68 --� 0 J W_ —193/568 — 217/554 ,�,— 93/2" HARMONY too N \\ `t- to °° AM / PM Lo- Figure 2 I B. Using the existing geometry and same basic phasing, the morning and afternoon peak hour operation is unacceptable. Figure 2 shows the ten year future short range peak hour traffic at the Harmony/Shields intersection. This traffic includes a factored increase in background traffic (3.5g/year), as directed by City staff. Table 3 shows the peak hour operation at this intersection using the volumes shown in Figure 2. Calculation forms are provided in Appendix C. Using the existing geometry and same basic phasing, the morning and afternoon peak hour operation is unacceptable. It is concluded that the current operation at the Harmony/Shields intersection is a short duration concern that can be remedied by providing additional geometry at the intersection. City staff is and has been aware of this concern. The remedies will likely take the form of a capital improvement project unless the properties west of Shields Street and on both sides of Harmony Road develop. In the case of adjacent developments, some improvements can occur with those developments. The site plan for Phase 1 of Harmony Ridge shows a right- in/right-out access located east of the Harmony/Seneca intersection. Figures 3 and 4 show the respective short range and long range peak hour traffic forecasts with this access. Tables 4 and 5 show the respective short range and long range peak hour operation at the key intersections. Calculation forms are provided in Appendix D and Appendix E, respectively. All of the key intersections will operate acceptably. OD MEMORANDUM Lo o CD M • LO TO: Joe Vansant o 6 Eric Bracke, Fort Collins Traffic Engineer oca Fort Collins Planning Department 0 r 2 // � U o� FROM: Matt Delich `•i��" • z X Q U_ DATE: February 23, 1998 a J W'o SUBJECT: Harmony Ridge traffic study addendum (File: 9585MEM2) • w > T'^ W o N o This memorandum provides an addendum to the "Harmony CD Ridge Site Access Study," September 1995. When Harmony Ridge > was approved by the Fort Collins Planning and Zoning Board, an issue was raised regarding the operation of the Harmony/ JZ Shields intersection. Analysis of this intersection was not requested as part of the scope of the site access study. o However, it was agreed that when Harmony Ridge came back for N further approvals, this intersection would be analyzed. This memorandum covers the operation of this intersection. In addition to that analysis, staff requested that an evaluation of the proposed right-in/right-out access located east of the Harmony/Seneca intersection also be conducted. This evaluation includes traffic generated at the Overlook at Arapahoe Farms proposal (November 1996). Appendix A, Figure 1 shows recent peak hour counts at the Harmony/Shields intersection. Appendix A, Figure 2 shows a schematic of the approach geometry at this signalized W intersection. Table 1 shows the peak hour operation at this intersection using the peak hour volumes shown in Appendix A, Q, i Figure 1. Calculation forms are provided in Appendix A. For analysis purposes, a 90 second cycle was assumed with left- = WFE i turn phases on all legs. Acceptable operation can be achieved V M overall, however, as noted on the calculation forms, selected Z movements operate at levels of service E and F. This is J Z caused primarily by deficient geometry on the west leg. W ° F Observation indicates that it is a "20-30 minute" problem that 0 primarily occurs during the morning peak hour. This can be o remedied by adding an eastbound right -turn lane and adjusting vai the signal phasing to account for this peaking characteristic ` ¢ within the peak hour. 5 H W Ca Figure 1 shows the five year future short range peak hour _ traffic at the Harmony/Shields intersection. This traffic U. includes a factored increase in background traffic x (3.5%/year), as directed by City staff. Table 2 shows the Q ~ peak hour operation at this intersection using the volumes shown in Figure 1. Calculation forms are provided in Appendix