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Home My WebLink AboutNORTHGATE COMMONS - ODP - 38-96 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYHCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 180 Potential Capacity: (pcph) 1122 Movement Capacity: (pcph) 1122 Prob. of Queue -Free State: 0.90 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 360 Potential Capacity: (pcph) 1099 Movement Capacity: (pcph) 1099 Prob. of Queue -Free State: 0.78 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1426 Potential Capacity: (pcph) 130 Major LT, Minor TH Impedance Factor: 0.78 Adjusted Impedance Factor: 0.78 Capacity Adjustment Factor due to Impeding Movements 0.78 Movement Capacity: (pcph) -------------------------------------------------------- 101 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) --------- -------- ------ ------ ------ WB L 105 101 -------------- ----- 332.0 12.2 F 163.3 WB R 110 1122 3.6 0.3 A SB L 243 1099 4.2 1.0 A 0.9 Intersection Delay = 18.9 sec/veh HCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 1 --------------------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) SITE DRIVE (E-W) COLLEGE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst................... GC Date of Analysis.......... 12/16/96 Other Information ..... ...ST� LT NOON PM Two-way Stop -controlled In rsection -------------------------------------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCIs M SU/RVIs (�) CVIs M PCEIs ------------ 0 2 1 Y 270 50 .95 .95 0 --------------- 1 2 0 N 145 606 .95 .95 0 1.10 --------------- 1 0 1 80 90 .95 .95 0 1.10 1.10 --------------- ■ Adjustment Factors Vehicle Critical Follow-up Maneuver ------------Time (tf) ------------------------------Gap Left Turn Major Road -(tg) 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 I i I HCS: Unsignalized Intersections Release 2.1c Page 1 ------------------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ---------------------------------------------------------- - - Streets: (N-S) SIC EAST DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst....... GC Date of Analysis.......... 12/16/96 Other Information.......ST LT O NOON PM Two-way Stop -controlled In ersection ---------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's (�) CV's M PCE's ------------ 0 1 < 0 N 243 6 .95 .95 0 --------------- 0 > 1 0 N 8 152 .95 .95 0 1.10 ---------------- 1 0 1 12 7 .95 .95 0 1.10 1.10 ---------------- Adjustment Factors Vehicle Critical Follow-up ' Maneuver (tg)------------Time (tf) ---- ------------------- Left Turn Major -------------------Gap Road ----- 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 11 0 The above assumptions are consistent with the long term geometry established by the City. Site specific improvements related to background traffic growth and the development of the Northgate Commons will be determined in the following sections of this report. IV. TRAFFIC IMPACTS In order to assess operating conditions with Northgate Commons operational, highway capacity analyses procedures were utilized at key intersections. These are: 1) the North College Avenue - Willox Lane intersection, 2) the site access to North College Avenue, and 3) the site access to Willox Lane. Analyses were undertaken for both short- and long-term conditions. At the onset of these undertakings, traffic volumes were reviewed at each location in order to identify the need for auxiliary lanes or an upgrade in intersection control. At the site access points to the City Street system, auxiliary lane requirements. were determined using engineering judgement and the warrants presented in NCHRP Report 279, "Intersection Chan- nelization Design Guide". At the North College Avenue intersection, the State Highway Access Code criteria and the "Manual on Uniform Traffic Control Devices" traffic signal warrants were utilized. Findings for both short- and long-term condi- tions and anticipated operating conditions are documented in the following sections. A. Short-term Short-term traffic volumes were reviewed to determine the need for additional roadway geometry, auxiliary lanes, and traffic control improvements. This involved a review of traffic volumes and roadway geometry at major intersections. Three lane roadway sections (one inbound and two outbound lanes) were assumed on all site approaches to the adjacent street system. Appropriate intersection improvements are indicated below. 12 Figure 2 EXISTING GEOMETRY HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 219 434 Potential Capacity: (pcph) 1072 835 Movement Capacity: (pcph) 1072 835 Prob. of Queue -Free State: 0.91 0.74 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 285 474 Potential Capacity: (pcph) 1254 1019 Movement Capacity: (pcph) 1254 1019 Prob. of Queue -Free State: 0.91 0.87 -------------------------------------------------------- Step 3: TH from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 909 936 Potential Capacity: (pcph) 364 352 Capacity Adjustment Factor due to Impeding Movements 0.80 0.80 Movement Capacity: (pcph) 290 281 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 968 914 Potential Capacity: (pcph) 291 313 Major LT, Minor TH Impedance Factor: 0.79 0.79 Adjusted Impedance Factor: 0.84 0.84 Capacity Adjustment Factor due to Impeding Movements 0.63 0.77 Movement Capacity: -------------------------------------------------------- (pcph) 182 240 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Dela ' Movement (pcph) (pcph) (pcph)(sec/veh) -Length (veh) -LOS- (sec/veh) (sec/vy-- ---e-e-t NB L -Rate- 128 -Cap-- 182 -Cap-- > 183 -Delay- 63.1 5.8 F NB T 1 290 > 37.3 NB R 98 1072 3.7 0.2 A SB L 69 240 > 241 21.0 1.3 D ' SB T 1 281 > 9.6 SB R 215 835 5.8 1.2 B ' EB L 128 1019 4.0 0.4 A 1.2 WB L 110 1254 3.1 0.2 A 0.5 ' Intersection Delay = 7.6 sec/veh HCS: Unsignalized Intersections Release 2.1c Page 1 ------------------------------ Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ------------------------------------------------------------------- Streets: (N-S) S/C-SITE DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 12/196 Other Information ........ .ST QLT AM NOON PM Two-way Stop -controlled Intersection ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCIs M SU/RVIs M CV's M PCEIs ------------ 1 1 < 0 N 110 145 125 .95 .95 .95 0 1.10 --------------- 1 1 < 0 N 95 375 75 .95 .95 .95 0 1.10 ---------------- 0 > 1 1 110 1 85 .95 .95 .95 0 1.10 1.10 1.10 •-------------- 0 > 1 1 60 1 185 .95 .95 .95 0 1.10 1.10 1.10 -------------- Adjustment Factors Vehicle Critical Follow-up Maneuver (tf) ------------------------------GaP Left Turn Major Road -(tg'------------Time 5.00 2.10 Right Turn Minor Road 5.50 2.60 ' Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 I 1 HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 194 212 Potential Capacity: (pcph) 1104 1081 Movement Capacity: (pcph) 1104 1081 Prob. of Queue -Free State: 0.93 0.74 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 247 257 Potential Capacity: (pcph) 1307 1293 Movement Capacity: (pcph) 1307 1293 Prob. of Queue -Free State: 0.93 0.85 -------------------------------------------------------- Step 3: TH from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 714 722 Potential Capacity:. (pcph) 460 456 Capacity Adjustment Factor due to Impeding Movements 0.79 0.79 Movement Capacity: (pcph) 362 359 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 797 704 Potential Capacity: (pcph) 366 414 Major LT, Minor TH Impedance Factor: 0.79 0.79 Adjusted Impedance Factor: 0.84 0.84 Capacity Adjustment Factor due to Impeding Movements 0.62 0.78 Movement Capacity: -------------------------------------------------------- (pcph) 227 322 Flow Rate Movement (pcph) -------- NB L ------ 98 NB T 1 NB R 75 I SB L SB T SB R I ' EB L WB L 64 1 278 197 92 Intersection Performance Summary Avg. 95% Move Shared Total Queue Approach Cap Cap Delay Length LOS Delay (pcph) (pcph)(sec/veh) ------- (veh) ------- ----- (sec/veh) --------- ------ 227 ------ > 228 27.8 2.4 D 362 > 17.3 1104 3.5 0.1 A 322 > 323 13.9 0.8 C 359 > 6.3 1081 4.5 1.2 A 1293 3.3 0.6 A 1.4 1307 3.0 0.1 A 0.7 I' Intersection Delay = 4.5 sec/veh HCS: Unsignalized Intersections Release 2.1c Page 1 -------------------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 -------------------------------------------------------- Streets: (N-S) S/C-SITE DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 12/196 Other Information ....... ..ST(LTAM NOON PM Two-way Stop -controlled Intersection ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI M SU/RV's (�) CV's M PCE's ------------ 1 1 < 0 N 170 135 100 .95 .95 .95 0 1.10 -------------- 1 1 < 0 N 80 160 85 .95 .95 .95 0 1.10 ---------------- 0 > 1 J. 85 1 65 .95 .95 .95 0 1.10 1.10 1.10 ---------------- 0 > 1 1 55 1 240 .95 .95 .95 0 1.10 1.10 1.10 -------------- Adjustment Factors Vehicle Critical Follow-up ' Maneuver (tg)------------ Time -(tf) --- ------------------- -------------------Gap Left Turn Major Road ----- 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 7 HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 336 234 Potential Capacity: (pcph) 936 1054 Movement Capacity: (pcph) 936 1054 Prob. of Queue -Free State: 0.99 0.85 Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 368 268 ' Potential Capacity: (pcph) 1145 1278 Movement Capacity: (pcph) 1145 1278 Prob. of Queue -Free State: 0.98 0.87 Street NB SB Step 3: TH from Minor --------------------------------------------------- Conflicting Flows: (vph) 772 770 Potential Capacity: (pcph) 429 430 Capacity Adjustment Factor due to Impeding Movements 0.86 0.86 ' Movement Capacity: (pcph) 367 368 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB ----------- SB ---------------------------- Conflicting Flows: (vph) 812 744 Potential Capacity: (pcph) 359 393 ' Major LT, Minor TH Impedance Factor: 0.85 0.85 Adjusted Impedance Factor: 0.89 0.89 ' Capacity Adjustment Factor due to Impeding Movements 0.75 0.88 Movement Capacity: (pcph) 270 344 -------------------------------------------------------- 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 18 270 > 274 ------- 14.1 0.1 C NB T 1 367 > 10.2 NB R 12 936 3.9 0.0 A ' SB L 29 344 > 345 SB T 1 368 > 11.4 0.2 C 5.2 SB R 162 1054 4.0 0.6 A EB L 162 1278 3.2 0.4 A 0.9 ' WB L 23 1145 3.2 0.0 A 0.2 Intersection Delay = 1.7 sec/veh HCS: Unsignalized Intersections Release 2.1c Page 1 ----------------------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) S/C-SITE DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ....... .......... GC Date of Analysis ........... 12/1 6 Other Information ........ +.59 LT ® NOON PM Two-way Stop -controlled Intersection -------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCI M SU/RV's M CV's M PCE's ------------ 1 1 < 0 N 140 290 60 .95 .95 .95 0 1.10 --------------- 1 1 < 0 N 20 190 65 .95 .95 .95 0 1.10 ---------------- 0 > 1 1 25 1 140 .95 .95 .95 0 1.10 1.10 1.10 -------------- Adjustment Factors Vehicle Critical Follow-up ' Maneuver Gap(tg)------------Time-(tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 ' Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 11 HCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 536 Potential Capacity: (pcph) 741 Movement Capacity: (pcph) 741 Prob. of Queue -Free State: 0.78 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 1071 Potential Capacity: (pcph) 456 Movement Capacity: (pcph) 456 Prob. of Queue -Free State: 0.70 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1876 Potential Capacity: (pcph) 67 Major LT, Minor TH Impedance Factor: 0.70 Adjusted Impedance Factor: 0.70 Capacity Adjustment Factor due to Impeding Movements 0.70 Movement Capacity: -------------------------------------------------------- (pcph) 47 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length LOS Movement (pcph) (pcph) (pcph)(sec/veh) (veh) ------- ----- -------- WB L ------ 133 ------ 47 -------------- * 44.5 F WB R 162 741 6.2 1.0 B SB L 139 456 11.3 1.5 C Intersection Delay = 188.6 sec/veh * The calculated value was greater than 999.9. Approach Delay (sec/veh) * 1.8 HCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ------------------------------------------------------------ Streets: (N-S) SITE DRIVE (E-W) COLLEGE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 12/16 96 ^ Other Information ........ .ST L AM NOON ififiVrt) Two-way Stop -controlled Intersec ion -------------------------------- --------------------------------- -------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- -- No. Lanes 1 Stop/Yield Volumes PHF Grade MCI M SU/RV's M CV's M PCE's 0 2 1 Y 1017 100 .95 .95 0 1 2 0 N 120 645 .95 .95 0 1.10 0 115 140 .95 .95 0 1.10 1.10 -------------- Adjustment Factors Vehicle Critical Follow-up Maneuver -------------------- Time (tf) ---- -------- ------------------------------Gap-(tg) 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 I , II HCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 319 Potential Capacity: (pcph) 954 Movement Capacity: (pcph) 954 Prob. of Queue -Free State: 0.81 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 638 Potential Capacity: (pcph) 779 Movement Capacity: (pcph) 779 Prob. of Queue -Free State: 0.69 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1520 Potential Capacity: (pcph) 113 Major LT, Minor TH Impedance Factor: 0.69 Adjusted Impedance Factor: 0.69 Capacity Adjustment Factor due to Impeding Movements 0.69 Movement Capacity: (pcph) -------------------------------------------------------- 78 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) --------- -------- ------ ------ ------ WB L 128 78 -------------- * 28.7 F 535.7 WB R 185 954 4.7 0.8 A SB L 238 779 6.7 1.5 B 1.6 Intersection Delay = 80.0 sec/veh * The calculated value was greater than 999.9. HCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 1 ------------------------------------ Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ------------------------------------------------------------------ Streets: (N-S) SITE DRIVE (E-W) COLLEGE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst. GC Date of Analysis.......... 12/16 6 Other Information ......... ST AM PM Two-way Stop -controlled Intersection00 ----------------------------------------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCIs M SU/RVIs (�) CVIs M PCEIs ------------ 0 2 1 Y 606 110 .95 .95 0 --------------- 1 2 0 N 205 633 .95 .95 0 1.10 ---------------- 0 0 0 1 0 J. 110 160 .95 .95 0 1_1010 ------1_ Adjustment Factors Vehicle Critical Follow-up ' Maneuver (tg) (tf) ------------------------------GaP Left Turn Major Road ------------Time 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 1 L 1 II HCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) SITE DRIVE (E-W) COLLEGE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst...... ........... GC Date of Analysis.......... 12/1 6 Other Information ......... ST LT AM NOON PM Two-way Stop -controlled Intersection ----------------------------------------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCIs M SU/RVIs M CVIs M PCEIs ------------ 0 2 1 Y 342 105 .95 .95 0 --------------- 1 2 0 N 210 804 .95 .95 0 1.10 ---------------- Adjustment Factors 1 0 1 90 95 .95 .95 0 1.10 1.10 -------------- Vehicle Critical Follow-up ' Maneuver (tg) ------------------------------Gap Left Turn Major Road ------------Time 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 t II I 11 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 12-16-1996 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) WILLOX (N-S) COLLEGE Analyst: GC File Name: WCPM.HC9 Area Type: Comment: EX Other ST T,T AM NOON 12-16-96 M LTPHALL WB RT W/PH 1L NS EB RT 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 2 ---- 1 ---- ---- ---- 1 2 1 Volumes 175 120 100 190 175 500 100 1120 140 370 750 70 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 12.0 RTOR Vols 0 100 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------------------------------------------------- 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 WB Right Green 14.OA 23.OA Green 26.OA 37.OP Yellow/AR 0.0 5.0 Yellow/AR 0.0 5.0 Cycle Length: 110 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 ---- 355 ------- 1770 ----- 0.518 ----- ----- 0.227 18.0 --- ----- --- C 20.7 C T 423 1863 0.298 0.227 22.9 C R 360 1583 0.292 0.227 22.9 C WB L 417 1770 0.480 0.227 17.5 C 17.6 C T 423 1863 0.435 0.227 24.0 C R 734 1583 0.574 0.464 14.7 B NB L 438 1770 0.240 0.445 8.2 B 28.3 D T 1321 3725 0.937 0.355 31.4 D R 561 1583 0.262 0.355 16.4 C SB L 438 1770 0.888 0.445 34.4 D 23.9 C T 1321 3725 0.627 0.355 19.7 C R 561 1583 0.132 0.355 15.5 C Intersection Delay = 23.9 sec/veh Intersection LOS = C Lost Time/Cycle, ----------------------------------------------------------------------- L = 12.0 sec Critical v/c(x) = 0.831 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 12-16-1996 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) WILLOX (N-S) COLLEGE Analyst: GC File Name: WCN.HC9 Area Type: Comment: EX Other ST LT AM NOO 12-16-96 PM LTPHALL WB RT W/PH LTNS EB RT ----------------------------------------------------------------------- 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 2 ---- 1 ---- ---- ---- 1 2 1 Volumes 135 160 90 270 135 260 95 725 135 325 785 65 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 12.0 RTOR Vols 0 0 0 0 Lost Time 13.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------------------------------------------------- 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 WB Right Green 15.OA 13.OA Green 20.OA 32.OP Yellow/AR 0.0 5.0 Yellow/AR 0.0 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 ---- 387 ------- 1770 ----- 0.367 ----- ----- 0.300 14.5 --- B ----- --- 20.0 C T 310 1863 0.541 0.167 23.7 C R 264 1583 0.360 0.167 21.9 C WB L 363 1770 0.782 0.300 22.9 C 19.2 C T 310 1863 0.457 0.167 22.6 C R 616 1583 0.445 0.389 13.5 B NB L 417 1770 0.240 0.411 6.5 B 13.6 B T 1407 3725 0.569 0.378 14.8 B R 598 1583 0.237 0.378 12.4 B SB L 417 1770 0.820 0.411 22.6 C 17.0 C T 1407 3725 0.616 0.378 15.3 C R 598 1583 0.114 0.378 11.8 B Intersection Delay = 16.8 sec/veh Intersection LOS = C Lost Time/Cycle, ----------------------------------------------------------------------- L = 12.0 sec Critical v/c(x) = 0.744 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 12-16-1996 Center For Microcomputers In Transportation --------------------------------------------------- Streets: (E-W) WILLOX (N-S) COLLEGE Analyst: GC File Name: WCAM.HC9 Area Type: Comment: EX Other ST NOON 12-16-96 .-'M LTPHALL WB RT W/PH 1LTN EB RT ------------------------- 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 2 ---- 1 ---- 1 2 1 Volumes 155 160 105 200 120 100 55 420 105 250 1065 115 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 12.0 RTOR Vols 0 100 0 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------------------------------------------------- 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 WB Right Green 15.OA 20.OA Green 17.OA 38.OP Yellow/AR 0.0 5.0 Yellow/AR 0.0 5.0 Cycle Length: 100 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 ---- 446 ------- 1770 ----- 0.365 ----- ----- 0.270 14.5 B 19.1 C T 410 1863 0.410 0.220 22.0 C R 348 1583 0.319 0.220 21.3 C WB L 401 1770 0.526 0.270 15.8 C 17.9 C T 410 1863 0.307 0.220 21.2 C R 727 1863 0.000 0.390 0.0 A NB L 322 1770 0.180 0.310 9.3 B 12.8 B T 1490 3725 0.311 0.400 13.3 B R 633 1583 0.175 0.400 12.5 B SB L 476 1770 0.553 0.310 8.5 B 16.8 C T 1490 3725 0.790 0.400 19.1 C R 633 1583 0.191 0.400 12.6 B Intersection Delay = 16.4 sec/veh Intersection LOS = C Lost Time/Cycle, ----------------------------------------------------------------------- L = 12.0 sec Critical v/c(x) = 0.756 APPENDIX C HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 148 368 Potential Capacity: (pcph) 1165 901 Movement Capacity: (pcph) 1165 901 Prob. of Queue -Free State: 0.95 0.82 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 164 400 Potential Capacity: (pcph) 1432 1105 Movement Capacity: (pcph) 1432 1105 Prob. of Queue -Free State: 0.94 0.89 -------------------------------------------------------- Step 3: TH from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 733 718 Potential Capacity: (pcph) 450 458 Capacity Adjustment Factor due to Impeding Movements 0.84 0.84 Movement Capacity: (pcph) 378 384 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 776 728 Potential Capacity: (pcph) 376 401 Major LT, Minor TH Impedance Factor: 0.84 0.84 Adjusted Impedance Factor: 0.87 0.87 Capacity Adjustment Factor due to Impeding Movements 0.72 0.83 Movement Capacity: (pcph) -------------------------------------------------------- 270 333 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 ------ 64 ------ 270 ------ > 271 ------- 17.5 1.1 C NB T 1 378 > 10.8 NB R 58 1165 3.3 0.0 A SB L 29 333 > 334 11.8 0.2 C SB T 1 384 > 6.0 SB R 162 901 4.9 0.7 A EB L 122 1105 3.7 0.4 A 1.5 WB L 81 1432 2.7 0.0 A 0.4 Intersection Delay = 2.8 sec/veh HCS: Unsignalized Intersections Release 2.1c Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) S/C-SITE DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 2/16/96 Other Information........ ST LT AM NOON PM Two-way Stop -controlled In rsection ------------------------------------------------------------ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MCIs M SU/RVIs M CVIs M PCE's ------------ 1 1 < 0 N 105 125 30 .95 .95 .95 0 1.10 --------------- 1 1 < 0 N 70 320 60 .95 .95 .95 0 1.10 ---------------- 0 > 1 1 55 1 50 .95 .95 .95 0 1.10 1.10 1.10 ---------------- 0 > 1 1 25 1 140 .95 .95 .95 0 1.10 1.10 1.10 -------------- Adjustment Factors Vehicle Critical Follow-up Maneuver -------------Gap-(tg)------------Time-(tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 ' { Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 I I HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 200 182 Potential Capacity: (pcph) 1096 1120 Movement Capacity: (pcph) 1096 1120 Prob. of Queue -Free State: 0.97 0.78 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 279 221 Potential Capacity: (pcph) 1262 1345 Movement Capacity: (pcph) 1262 1345 Prob. of Queue -Free State: 0.98 0.97 -------------------------------------------------------- Step 3: TH from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 479 518 Potential Capacity: (pcph) 612 583 Capacity Adjustment Factor due to Impeding Movements 0.95 0.95 Movement Capacity: (pcph) 582 555 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 553 453 Potential Capacity: (pcph) 507 579 Major LT, Minor TH Impedance Factor: 0.95 0.95 Adjusted Impedance Factor: 0.96 0.96 Capacity Adjustment Factor due to Impeding Movements 0.75 0.94 Movement Capacity: -------------------------------------------------------- (pcph) 379 542 Intersection Performance Summary �1 Avg. 95% Flow Move Shared Total Queue Approach Movement Rate (pcph) Cap (pcph) Cap Delay (pcph)(sec/veh) Length (veh) LOS ----- Delay (sec/veh) --------- -------- NB L ------ 41 ------ 379 ------------- > 382 10.6 ------- 0.3 C NB T 1 582 > 7.6 NB R 29 1096 3.4 0.0 A SB L 46 542 > 542 7.3 0.2 B SB T 1 555 > 4.6 SB R 249 1120 4.1 1.0 A EB L 35 1345 2.7 0.0 A 0.3 WB L 29 1262 2.9 0.0 A 0.3 ;�, Intersection Delay = 2.1 sec/veh HCS: Unsignalized Intersections Release 2.1c Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ---------------------------------------------------------- - Streets: (N-S) S/C-SITE DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 12/16/96 Other Information_ .......ST) LT AM NOO PM Two-way Stop -controlled In ersection -------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's M CV's M PCE's ------------ 1 1 < 0 N 30 115 150 .95 .95 .95 0 1.10 --------------- 1 1 < 0 N 25 135 75 .95 .95 .95 0 1.10 ---------------- 0 > 1 1 35 1 25 .95 .95 .95 0 1.10 1.10 1.10 ---------------- 0 > 1 1 40 1 215 .95 .95 .95 0 1.10 1.10 1.10 -------------- Adjustment Factors -., Vehicle Critical Follow-up Maneuver Gap (tg) --------- Time (tf) -------------------------------------- Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 268 192 Potential Capacity: (pcph) 1013 1107 Movement Capacity: (pcph) 1013 1107 Prob. of Queue -Free State: 0.99 0.86 ,.: -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 274 215 Potential Capacity: (pcph) 1269 1354 Movement Capacity: (pcph) 1269 1354 Prob. of Queue -Free State: 0.99 0.91 Step 3: TH from Minor Street NB SB ` -------------------------------------------------------- Conflicting Flows: (vph) 600 582 Potential Capacity: (pcph) 528 540 Capacity Adjustment Factor due to Impeding Movements 0.91 0.91 Movement Capacity: (pcph) 478 489 Prob. of Queue -Free State: 1.00 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 648 582 Potential Capacity: (pcph) 446 487 Major LT, Minor TH Impedance Factor: 0.90 0.90 Adjusted Impedance Factor: 0.93 0.93 Capacity Adjustment Factor due to Impeding Movements 0.80 0.92 Movement Capacity: (pcph) 355 446 r-------------------------------------------------------- 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 23 355 > 359 ------- 10.7 0.1 C NB T 1 478 > 8.4 NB R 12 1013 3.6 0.0 A SB L 23 446 > 448 SB T 1 489 > 8.5 0.0 B 4.4 SB R 156 1107 3.8 0.5 A EB L 116 1354 2.9 0.2 A 0.8 WB L 12 1269 2.9 0.0 A 0.1 Intersection Delay = 1.7 sec/veh HCS: Unsignalized Intersections Release 2.1c Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 --------------------------------------------------- -------------------- Streets: (N-S) S/C-SITE DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 2/16/96 Other Information....... ST LT� NOON PM Two-way Stop -controlled In errection --------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's M CV's M PCE's ------------ 1 1 < 0 N 100 250 10 .95 .95 .95 0 1.10 1 1 < 0 N 10 160 45 .95 .95 .95 0 1.10 ---------------- 0 > 1 1 20 1 10 .95 .95 .95 0 1.10 1.10 1.10 ---------------- Adjustment Factors 0 > 1 1 20 1 135 .95 .95 .95 0 1.10 1.10 1.10 -------------- Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) ------------------------------------------------------------------ Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 406 Potential Capacity: (pcph) 862 Movement Capacity: (pcph) 862 Prob. of Queue -Free State: 0.89 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 812 Potential Capacity: (pcph) 628 Movement Capacity: (pcph) 628 Prob. of Queue -Free State: 0.81 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1349 Potential Capacity: (pcph) 145 Major LT, Minor TH Impedance Factor: 0.81 Adjusted Impedance Factor: 0.81 Capacity Adjustment Factor due to Impeding Movements 0.81 Movement Capacity: (pcph) -------------------------------------------------------- 117 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) --------- -------- ------ ------ ------ WB L 81 117 ------- 93.0 5.0 F 45.9 WB R 92 862 4.7 0.3 A SB L 122 628 7.1 0.8 B 1.5 Intersection Delay = 5.1 sec/veh HCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ---------------------------------------------------------------------- Streets: (N-S) SITE DRIVE (E-W) COLLEGE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... /16/96 Other Information........{STJ LT AM NOON PM Two-way Stop -controlled InVersection ------------------------------------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's ($) SU/RV's M CV's M PCE's ------------ 0 2 1 Y 771 65 .95 .95 0 1 .2 0 N 105 405 .95 .95 0 1.10 ---------------- Adjustment Factors 1 0 1 70 80 .95 .95 0 1.10 1.10 -------------- 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 2.1c ESCW.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 240 Potential Capacity: (pcph) 1046 Movement Capacity: (pcph) 1046 Prob. of Queue -Free State: 0.87 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 480 Potential Capacity: (pcph) 947 Movement Capacity: (pcph) 947 Prob. of Queue -Free State: 0.80 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1087 Potential Capacity: (pcph) 214 Major LT, Minor TH Impedance Factor: 0.80 Adjusted Impedance Factor: 0.80 Capacity Adjustment Factor due to Impeding Movements 0.80 Movement Capacity: (pcph) -------------------------------------------------------- 171 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) --------- -------- ------ ------ ------ WB L 105 171 ------- 53.1 4.2 F WB R 139 1046 4.0 0.5 A SB L 191 947 4.8 0.9 A Intersection Delay = 4.6 sec/veh 25.0 1.4 HCS: Unsignalized Intersections Release 2.1c ESCW.HCO Page 1 ------------------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 --------------------------------------------------------- Streets: (N-S) SITE DRIVE (E-W) COLLEGE Major Street Direction.... NS Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... /16/96 Other Information........ ST LT AM NOON PM Two-way Stop -controlled Intersection ------------------------------------------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's (�) CV's M PCE's ------------ 0 2 1 Y 456 80 .95 .95 0 --------------- 1 2 0 N 165 411 .95 .95 0 1.10 ---------------- 1 0 1 90 120 .95 .95 0 1.10 1.10 --------------- Adjustment Factors S Vehicle Critical Follow-up ' Maneuver (tf) ----- --------------------- ---------Gap-(tg)------------Time 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 2.1c ESCW.HCO Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 142 Potential Capacity: (pcph) 1173 Movement Capacity: (pcph) 1173 Prob. of Queue -Free State: 0.91 -------------------------------------------------------- Step 2: LT from Major Street SB NB -------------------------------------------------------- Conflicting Flows: (vph) 284 Potential Capacity: (pcph) 1207 Movement Capacity: (pcph) 1207 Prob. of Queue -Free State: 0.86 -------------------------------------------------------- Step 4: LT from Minor Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 1076 Potential Capacity: (pcph) 217 Major LT, Minor TH Impedance Factor: 0.86 Adjusted Impedance Factor: 0.86 Capacity Adjustment Factor due to Impeding Movements 0.86 Movement Capacity: (pcph) -------------------------------------------------------- 187 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) --------- -------- ------ ------ ------ WB L 92 187 -------------- 37.5 2.9 E WB R 105 1173 3.4 0.2 A SB L 168 1207 3.5 0.5 A Intersection Delay = 3.1 sec/veh 19.4 0.7 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 12-16-1996 Center For Microcomputers In Transportation ---------------------------------------------------------------------- Streets: (E-W) WILLOX (N-S) COLLEGE Analyst: GC File Name: WCN.HC9 Area Type: Comment: EX Othe LT AM NOON 16-96 PM LTPHALL WB RT W/PH -------------------------------------------------- Eastbound Westbound Northbound Southbound L ---- ---- T R ---- L T R L T R L T R No. Lanes 1 1< ---- ---- 1 1 ---- 1 ---- ---- ---- 1 2 1 ---- ---- 1 2 ---- 1 Volumes 145 110 85 155 140 410 115 795 105 140 530 75 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 RTOR Vols 0 100 0 0 Lost Time ----------------------------------------------------------------------- 13.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 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 WB Right Green 15.OA 25.OA Green 10.OA 50.OP Yellow/AR 0.0 5.0 Yellow/AR 0.0 5.0 Cycle Length: 110 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 ---- 432 ------- 1770 ----- 0.354 ----- ----- --- ----- 0.245 15.3 C 20.0 --- C TR 427 1741 0.480 0.245 23.6 C WB L 371 1770 0.439 0.245 15.9 C 20.1 C T 457 1863 0.321 0.245 22.1 C R 532 1583 0.614 0.336 21.2 C NB L 323 1770 0.375 0.155 8.1 B 12.3 B T 1761 3725 0.499 0.473 13.1 B R 748 1583 0.148 0.473 10.6 B SB L 203 1770 0.724 0.155 17.7 C 12.7 B T 1761 3725 0.333 0.473 11.8 B R 748 1583 0.106 0.473 10.4 B Intersection Delay = 15.1 sec/veh Intersection LOS = C Lost Time/Cycle, L ----------------------------------------------------------------------- = 9.0 sec Critical v/c(x) = 0.582 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 12-16-1996 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) WILLOX (N-S) COLLEGE Analyst: GC File Name: WCAM.HC9 Area Type: Other 12-16-96 Comment: EX ST LT AM NOON PM LTPHALL WB RT ---------------------------------------------------------------------- Eastbound - Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes ---- ---- 1 ---- 1 < ---- ---- 1 1 ---- 1 ---- ---- ---- 1 2 1 ---- ---- ---- 1 2 1 Volumes 120 120 75 260 95 210 110 510 155 125 575 75 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 RTOR Vols 0 0 0 0 Lost Time ----------------------------------------------------------------------- 13.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 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 WB Right Green 13.OA 18.OA Green 7.OA 42.OP Yellow/AR 0.0 5.0 Yellow/AR 0.0 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 471 ------- 1770 ----- 0.268 ----- ----- --- ----- 0.256 12.7 B 17.8 C TR 390 1755 0.526 0.222 21.0 C WB L 354 1770 0.774 0.256 21.4 C 21.5 C T 414 1863 0.242 0.222 18.6 C R 352 1583 0.628 0.222 22.9 C NB L 271 1770 0.428 0.122 7.0 B 8.6 B T 1821 3725 0.310 0.489 9.0 B R 774 1583 0.211 0.489 8.5 B SB L 314 1770 0.420 0.122 6.8 B 8.7 B T 1821 3725 0.349 0.489 9.2 B R 774 1583 0.102 0.489 8.0 B Intersection Delay = 12.7 sec/veh Intersection LOS = B Lost Time/Cycle, L ----------------------------------------------------------------------- = 12.0 sec Critical v/c(x) = 0.538 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 12-16-1996 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) WILLOX (N-S) COLLEGE Analyst: GC File Name: Area Type: Other 12-16-96 Comment: EX ST LT NOON PM LTPHALL WB RT --------------- ----------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes ---- ---- 1 ---- 1 < ---- ---- 1 1 ---- 1 ---- ---- ---- 1 2 1 ---- ---- 1 2 ---- 1 Volumes 120 130 90 185 85 85 80 295 75 195 775 120 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 RTOR Vols 0 0 0 0 Lost Time 13.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------------------------------------------------- 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 WB Right Green 15.OA 20.OA Green 7.OA 48.OP Yellow/AR 0.0 5.0 Yellow/AR 0.0 5.0 Cycle Length: 100 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 ---- 494 ------- 1770 ----- 0.255 ----- ----- 0.270 13.9 --- B ----- 20.8 --- C TR 385 1748 0.603 0.220 24.6 C WB L 335 1770 0.582 0.270 16.8 C 18.7 C T 410 1863 0.217 0.220 20.7 C R 348 1583 0.256 0.220 20.9 C NB L 177 1770 0.475 0.110 8.9 B 8.8 B T 1862 3725 0.176 0.500 8.9 B R 792 1583 0.100 0.500 8.5 B SB L 488 1770 0.420 0.110 7.8 B 9.9 B T 1862 3725 0.460 0.500 10.6 B R 792 1583 0.159 0.500 8.8 B Intersection Delay = 12.7 sec/veh Intersection LOS = B Lost Time/Cycle, L ----------------------------------------------------------------------- = 12.0 sec Critical v/c(x) = 0.583 APPENDIX B ,, 11 I 141 I HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 172 Potential Capacity: (pcph) 1133 Movement Capacity: (pcph) 1133 Prob. of Queue -Free State: 0.98 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 215 Potential Capacity: (pcph) 1354 Movement Capacity: (pcph) 1354 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 557 Potential Capacity: (pcph) 504 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) -------------------------------------------------------- 500 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 168 500 10.8 1.7 C NB R 23 1133 3.2 0.0 A WB L 8 1354 2.7 0.0 A Intersection Delay = 2.2 sec/veh 0.1 HCS: Unsignalized Intersections Release 2.1c Page 1 ----------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) SIC WEST DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 12/16/96 Other Information ........ .EX ST LT AM NOON PM Two-way Stop -controlled Intersection ------------------------------------------------------------ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's M CV's M PCE's ------------ 0 1 < 0 N 123 82 .95 .95 0 --------------- 0 > 1 0 N 7 359 .95 .95 0 1.10 ---------------- 1 0 1 145 20 .95 .95 0 1.10 1.10 •-------------- djustment Factors Vehicle Critical Follow-up Maneuver Gap(tg) - -- Left Turn Major Road ------------Time 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 A It 1 HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 162 Potential Capacity: (pcph) 1146 Movement Capacity: (pcph) 1146 Prob. of Queue -Free State: 0.98 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 203 Potential Capacity: (pcph) 1372 Movement Capacity: (pcph) 1372 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 340 Potential Capacity: (pcph) 673 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) -------------------------------------------------------- 665 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 34 665 5.7 0.0 B 4.7 NB R 24 1146 3.2 0.0 A WB L 15 1372 2.7 0.0 A 0.2 Intersection Delay = 0.6 sec/veh HCS: Unsignalized Intersections Release 2.1c Page 1 ------------------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ----------------------------------------------------------------------- Streets: (N-S) SIC WEST DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis....... ... /16/96 Other Information ...... ...EX ST LT AM NOON PM Two-way Stop -controlled In rsection ------------------------------------------------------------ --- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's M CV's M PCE's ------------ 0 1 < 0 N 114 79 .95 .95 0 --------------- 0 > 1 0 N 13 156 .95 .95 0 1.10 ---------------- 1 0 1 29 21 .95 .95 0 1.10 1.10 ---------------- 0 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver (tg)------------Time (tf) -------------------------------- Left Turn Major Road ------Gap ----- 5.00 ---- 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 I HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 262 Potential Capacity: (pcph) 1020 Movement Capacity: (pcph) 1020 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 269 Potential Capacity: (pcph) 1276 Movement Capacity: (pcph) 1276 Prob. of Queue -Free State: 1.00 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 1.00 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 438 Potential Capacity: (pcph) 590 Major LT, Minor TH Impedance Factor: 1.00 Adjusted Impedance Factor: 1.00 Capacity Adjustment Factor due to Impeding Movements 1.00 Movement Capacity: (pcph) -------------------------------------------------------- 589 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 22 589 6.3 ------- 0.0 B 5.7 NB R 7 1020 3.6 0.0 A WB L 2 1276 2.8 0.0 A 0.0 Intersection Delay = 0.3 sec/veh HCS: Unsignalized Intersections Release 2.1c Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ---------------------------------------------------------------------- Streets: (N-S) SIC WEST DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 12/16/96 Other Information .........EX ST LT (A7+i NOON PM Two-way Stop -controlled In ersection ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's M CV's M PCE's 0 1 < 0 N 243 12 .95 .95 0 ---------------- 0 > 1 0 N 2 164 .95 .95 0 1.10 •--------------- 1 0 1 19 6 .95 .95 0 1.10 1.10 •--------------- Adjustment Factors Vehicle Critical Follow-up Maneuver (tg)------------ Time (tf) -------------------------------- Left Turn Major Road ------Gap ----- 5.00 ---- 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 I I I I HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 138 Potential Capacity: (pcph) 1179 Movement Capacity: (pcph) 1179 Prob. of Queue -Free State: 0.96 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 150 Potential Capacity: (pcph) 1454 Movement Capacity: (pcph) 1454 Prob. of Queue -Free State: 0.95 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.94 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 537 Potential Capacity: (pcph) 517 Major LT, Minor TH Impedance Factor: 0.94 Adjusted Impedance Factor: 0.94 Capacity Adjustment Factor due to Impeding Movements 0.94 Movement Capacity: (pcph) -------------------------------------------------------- 484 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 52 484 8.3 ------- 0.3 B NB R 53 1179 3.2 0.0 A WB L 75 1454 2.6 0.0 A Intersection Delay = 1.1 sec/veh 5.7 0.4 HCS: Unsignalized Intersections Release 2.1c Page 1 -------------------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 -------------------------------------------------------------------- - Streets: (N-S) SIC EAST DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 2/16/96 Other Information........ST LT AM NOON PM Two-way Stop -controlled Intersection ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's M CV's M PCE's ------------ 0 1 < 0 N 120 23 .95 .95 0 --------------- 0 > 1 0 N 65 314 .95 .95 0 1.10 ---------------- 1 0 1 45 46 .95 .95 0 1.10 1.10 ---------------- Adjustment Factors Vehicle Critical Follow-up ' Maneuver (tg)------------Time (tf) ---- ------------------------------ --------Gap Left Turn Major Road ----- 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 r HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 130 Potential Capacity: (pcph) 1190 Movement Capacity: (pcph) 1190 Prob. of Queue -Free State: 0.98 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 142 Potential Capacity: (pcph) 1467 Movement Capacity: (pcph) 1467 Prob. of Queue -Free State: 0.98 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.98 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 291 Potential Capacity: (pcph) 718 Major LT, Minor TH Impedance Factor: 0.98 Adjusted Impedance Factor: 0.98 Capacity Adjustment Factor due to Impeding Movements 0.98 Movement Capacity: (pcph) -------------------------------------------------------- 705 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 ------ 28 ------ 705 ------------- 5.3 ------- 0.0 ----- B --------- 4.4 NB R 20 1190 3.1 0.0 A WB L 24 1467 2.5 0.0 A 0.3 Intersection Delay = 0.7 sec/veh HCS: Unsignalized Intersections Release 2.1c Page 1 ---------------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ------------------------------------------------------------------ Streets: (N-S) SIC EAST DRIVE (E-W) WILLOX Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst ................... GC Date of Analysis.......... 12/16/96 Other Information.........®. ST LT AM NOON PM Two-way Stop -controlled Intersection ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Stop/Yield Volumes PHF Grade MC's M SU/RV's (�) CV's M PCE's ------------ 0 1 < 0 N 112 23 .95 .95 0 --------------- 0 > 1 0 N 21 132 .95 .95 0 1.10 ---------------- 1 0 1 24 17 .95 .95 0 1.10 1.10 ---------------- Adjustment Factors Vehicle Critical Follow-up ' Maneuver (tg)------------ Time -(tf) -------------------------------- ------Gap Left Turn Major Road ----- 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 I HCS: Unsignalized Intersections Release 2.1c Page 2 Worksheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 259 Potential Capacity: (pcph) 1024 Movement Capacity: (pcph) 1024 Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) 262 Potential Capacity: (pcph) 1286 Movement Capacity: (pcph) 1286 Prob. of Queue -Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -Free State: 0.99 -------------------------------------------------------- Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 427 Potential Capacity: (pcph) 599 Major LT, Minor TH Impedance Factor: 0.99 Adjusted Impedance Factor: 0.99 Capacity Adjustment Factor due to Impeding Movements 0.99 Movement Capacity: (pcph) -------------------------------------------------------- 594 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 14 594 6.2 0.0 B NB R 8 1024 3.5 0.0 A WB L 9 1286 2.8 0.0 A Intersection Delay = 0.3 sec/veh 5.2 0.1 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 12-16-1996 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) WILLOX (N-S) COLLEGE Analyst: GC File Name: Area Type- Other Comment: EX ST LT AM NOON 16-96 PvM ----------------------------- Eastbound ---------------------------------------- Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes ---- ---- ---- 1 1< ---- ---- 1 1< ---- ---- ---- ---- 1 2 1 ---- ---- 1 2 ---- 1 Volumes 104 79 73 49 Ill 344 83 711 36 90 450 51 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 13.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------------------------------------------------- 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 WB Right Green 45.OA Green 55.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 110 secs Phase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- EB L ----------- 134 314 ----- 0.812 ----- ----- --- 0.427 37.9 D ----- 23.0 --- C TR 738 1728 0.217 0.427 12.9 B WB L 473 1107 0.110 0.427 12.2 B 17.7 C TR 706 1652 0.679 0.427 18.3 C NB L 343 662 0.254 0.518 9.6 B 10.4 B T 1930 3725 0.407 0.518 10.5 B R 820 1583 0.046 0.518 8.5 B SB L 191 369 0.497 0.518 12.8 B 9.9 B T 1930 3725 0.258 0.518 9.5 B R 820 1583 0.066 0.518 8.5 B Intersection Delay = 13.3 sec/veh Intersection LOS = B Lost Time/Cycle, ----------------------------------------------------------------------- L = 6.0 sec Critical v/c(x) = 0.639 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 12-16-1996 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) WILLOX (N-S) COLLEGE Analyst: GC File Name: Area Type• Other Comment: ST LT AM NOON 12-16-96 PM ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes ---- ---- ---- 1 1< ---- ---- 1 1< ---- ---- ---- ---- 1 2 1 ---- ---- 1 2 ---- 1 Volumes 64 78 61 48 75 162 77 436 22 93 463 49 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 13.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------------------------------------------------- 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 WB Right Green 25.OA Green 55.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 90 secs Phase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat V/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- EB L ----------- 213 711 ----- 0.314 ----- ----- --- 0.300 16.0 C ----- 15.8 --- C TR 522 1740 0.280 0.300 15.6 C WB L 332 1106 0.154 0.300 15.0 B 17.0 C TR 502 1672 0.498 0.300 17.4 C NB L 436 689 0.186 0.633 4.5 A 4.5 A T 2359 3725 0.204 0.633 4.5 A R 1003 1583 0.023 0.633 4.0 A SB L 457 721 0.215 0.633 4.6 A 4.5 A T 2359 3725 0.217 0.633 4.5 A R 1003 1583 0.052 0.633 4.0 A Intersection Delay = 8.0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 ----------------------------------------------------------------------- sec Critical v/c(x) = 0.307 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 12-16-1996 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets: (E-W) WILLOX (N-S) COLLEGE Analyst: GC File Name: Area Type: Other 12-16-96 Comment • EX ST LT O NOON PM ----------------------------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes ---- ---- ---- 1 1< ---- ---- 1 1< ---- ---- ---- ---- 1 2 1 ---- ---- 1 2 ---- 1 Volumes 75 103 73 38 80 65 45 243 13 139 668 93 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 0 0 0 0 Lost Time 13.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 ----------------------------------------------------------------------- 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 WB Right Green 30.OA Green 60.OP Yellow/AR 5.0 Yellow/AR 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ----------- EB L 347 1083 ----- 0.228 ----- ----- --- 0.320 16.2 C ----- 16.6 --- C TR 559 1746 0.331 0.320 16.8 C WB L 307 959 0.130 0.320 15.6 C 16.3 C TR 556 1738 0.273 0.320 16.4 C NB L 276 445 0.170 0.620 5.2 B 5.0 A T 2310 3725 0.116 0.620 5.0 A R 981 1583 0.014 0.620 4.7 A SB L 639 1030 0.229 0.620 5.5 B 5.7 B T 2310 3725 0.320 0.620 5.8 B R 981 1583 0.100 0.620 5.0 A Intersection Delay = 8.4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 ----------------------------------------------------------------------- sec Critical v/c(x) = 0.323 APPENDIX A ► If access consolidation along the east side of North College Avenue, north of Willox Lane can be accomplished, a significant reduction in conflict potential can be realized. ► With the identified improvements, long term traffic growth can be fully miti- gated. This will result in acceptable operations in the area of the site for the foreseeable future. 21 P. In the long term, Northgate Commons will be fully built out. At that time, it is expected to generate 852 morning peak hour trips, 1,119 noontime trips, 905 afternoon peak hour trips, and 11,093 trips per day. Half of these will be drawn from passing traffic or diverted from other roadways. No new improvements are needed to accommodate long term traffic; how- ever, increased vehicle storage may be appropriate. At this time, the follow- ing storage distances appear reasonable: North College - Willox Provide eastbound right turn deceleration lane. Extend southbound left turn storage to 265 feet. Extend westbound left turn storage to 190 feet. Extend westbound right turn storage to 125 feet. North College - Site Access Extend southbound left turn storage to 160 feet. Extend westbound right turn storage to 65 feet. Extend westbound left turn storage to 100 feet. Willox - Site Access Extend southbound right turn storage to 170 feet. Extend southbound left turn storage to 50 feet. Extend westbound left turn storage to 50 feet. Extend eastbound left turn storage to 130 feet. In reality, it may be easier and more economical to provide long term storage lengths as part of the short term improvements. This will provide economies of scale and reduce the likelihood of minor improvements in the future. The proposed access scheme is consistent with the State Highway Access Code in that it truly presents a reasonable balance between direct access and the mobility needs of North College Avenue. V. CONCLUSIONS Based upon the reviews, analyses, investigations, and findings documented above, the following can be concluded: ► Current overall operating conditions in the immediate area of the Northgate Commons site are acceptable. ► A review of current traffic volumes revealed that a westbound right turn lane is critically needed at the North College Avenue - Willox Lane intersection. The number of current right turns is approaching 350 vehicles during the afternoon peak hour. ► Northgate Commons will generate 647 morning peak hour trips, 946 noon- time trips, 653 afternoon peak hour trips, and 9,173 trips per day in the short term. Approximately 50 percent of these trips will be drawn from the passing traffic stream or diverted to the site. I. Short term improvements are as identified below: INTERSECTION IMPROVEMENT North College - Willox Westbound right turn deceleration lane. Left turn signal phasing all approaches. North College - Site Access Southbound left turn deceleration lane. Northbound right turn deceleration lane. Northbound right turn acceleration lane. Willox - Site Access Eastbound left turn deceleration lane. Westbound left turn deceleration lane ► With the identified improvements, traffic operations are expected to be acceptable in the short term. 19 w. 0 co N Not to scale o co LO O M w O V LO i -100 (50 ft)/130 (65 ft) or— 80 (75 ft)/105 (100 ft) -K-Site Access L 235 (100 ft)/290 (125 ft) 200 (175 ft)/220 (190 ft) Willox DESIGN PARAMETERS: On College: Deceleration distance - 315 feet to stop - 295 feet to 15 mph taper - 15:1 - 11.5:1 min. Acceleration distance - 380 feet from stop - 320 feet from 15 mph taper - 15:1 On Willox: Deceleration distance - 235 feet to stop taper - 10:1 - 8:1 min. ,r -- 35 (25 ft)/65 (50 ft) 120 (115 ft)/140 (130 ft)-- 1116 Short Term: Left turn phase needed on all approaches 280E ft. B — 240+ ft. a� E y > 0 yU WD U� 7 mFigure 12 Legend: Short Term/Long Term y 3 SHORT AND LONG TERM Note: Numbers denote Average Turning Volumes and (Storage Required) w 0 DESIGN PARAMETERS Access Control Plan The City of Fort Collins has a North College Access Control Plan. This plan, while not yet adopted, indicates that direct access to North College Avenue is acceptable for the site, as well as, the parcels to the south. Access Consolidation Wheeler Commercial Property Services is currently holding discussions to consoli- date access along the east side of North College Avenue. A more defined, better designed entry has been discussed with the property owners to the south. If successfully negotiated, some 25-35 peak hour trips will be shifted to the North College Avenue entry and the existing access points will be closed. The net result will be one full movement access replacing three full movement access points. Design Parameters The Access Code was used to determine appropriate design parameters for the specified auxiliary lanes. Short and long term storage requirements, accelera- tion/deceleration distances and tapers are shown on Figure 12. It should be noted that topography and drainage features to the north of the site may render the installation of some improvements impractical. Rights -of -way may also be an issue at some locations. Along Willox Lane, it appears that the needed auxiliary lanes can be accomplished by re -striping. Adequate roadway width can be obtained by eliminating on street parking. Based upon the storage lengths presented on Figure 12, stacking distances do not appear to conflict with adjacent intersections. This applies to both short- and long term conditions. 18 C. Private access which has the potential for signalization may be permitted left turn movements if, (1) if meets the signalization spacing requirements for intersecting public streets, roads and highways, as per subsection 3.7.5 and, (2) it does not interfere with the location planning and operation of the general street system and access to nearby properties. Item "a" restricts the property to one access. This is not reasonable considering the amount of site generated traffic and the demand for site traffic to use North College Avenue. By providing direct access to North College Avenue and additional access to Willox Lane, site traffic can be more easily absorbed by North College Avenue. Item "b" limits the North College Avenue access to right turns unless the access does not have the potential for signalization, the left turn movements will not cause unreasonable congestion, and other acceptable alternatives are available for the left turns. As stated earlier, the North College Avenue access does not have the potential for signalization and operating conditions are expected to be representative of urban peak hour periods. Furthermore, restricting left turn movements would cause a shift in traffic such that the average long term peak hour period would generate a southbound left turn demand of 500 vehicles and a westbound left turn demand of 325 vehicles at the North College Avenue - Willox intersection. These traffic volumes clearly become excessive and would adversely impact the nearby street system. Accordingly, there are no acceptable alternatives for the left turn movement. Item "c" is not applicable since there is no reason to anticipate future traffic signals at this location. \ In summary, it appears that the proposed site access reaches the "reasonable balance between direct access and mobility" needs of a Category 4 roadway. 17 By definition, most traffic movements are expected to operate acceptably under long term conditions and likely will continue to do so for the foreseeable future. Typi- cally, critical left turn movements from the side street operate at or in excess of capacity under peak conditions. Traffic signal installation was not given further consideration since warrants covering more than peak hour periods are not expected to be satisfied. Additionally, left turns from the site access to southbound North College Avenue have access to an alternate signal location at the Willox Lane - North College Avenue intersection. V. ACCESS CONSIDERATIONS State Highway Access Code North College Avenue is a Category Four roadway per the State Highway Access Code (Access Code). This category strives for "a reasonable balance between direct access and mobility needs within this category". The Access Code addresses private direct access as indicated below: a. No more than one access shall be provided to an individual parcel or to contiguous parcels under the same ownership unless it can be shown that, (1) additional access would not be detrimental to the safety and operation of the highway and are necessary for the safety and efficient use of the property, or (2) allowing only one access would be in conflict with local safety regulations, and the additional access would not be detrimental to public health, safety and welfare. b. An access shall be limited to right turns only unless (1) the access does not have the potential for signalization, (2) a left turn would not create unreasonable congestion or safety problems and lower the level of service, and (3) in the determination of the issuing authority alternatives to the left turn would cause unacceptable traffic operation and safety problems on the general street system. iR m = A, � ow �= m i w Figure 11 LONG TERM GEOMETRY North College - Willox Provide eastbound right turn deceleration lane. Extend southbound left turn storage to 265 feet. Extend westbound left turn storage to 190 feet. �j Extend westbound right turn storage to 125 feet. North College - Site Access Extend southbound left turn storage to 160 feet. Extend westbound right turn storage to 65 feet. Extend westbound left turn storage to 100 feet. Willox - Site Access Extend southbound right turn storage to 170 feet. Extend southbound left turn storage to 50 feet. Extend westbound left turn storage to 50 feet. Extend eastbound left turn storage to 130 feet. Traffic volume projections shown on Figure 9 and long term geometry shown on Figure 11 were used to estimate long term operating conditions at key intersections. Resultants levels -of -service are below with worksheets in Appendix C. LONG TERM OPERATIONS Intersection (Control) Movement Level -of -Service AM Noon PM College - Willox (Signal) Overall C C C College - Access (Stop) WB LT F F F WB RT A A B SIB LT A B C Willox - S/C/Site Access (Stop) NB LT/TH C D F NBRT A A A SB LT/TH C C D SBRT A A B EBLT A A A WBLT A A A 15 SHORT TERM OPERATIONS Intersection(Control) Movement Level -of -Service AM Noon PM College - Willox (Signal) Overall B B C College - Access (Stop) WB LT E F F WBRT A A A SB LT A A B Willox - S/C/Site Access (Stop) NB LT/TH C C C NBRT A A A SB LTITH B B C SBRT A A A EBLT A A A WB LT A A A As indicated above, all intersections are expected to operate at acceptable levels -of - service in the short term. At the North College Avenue - Access intersection, the critical left turn movement fell to level -of -service "F" under stop sign control. Traffic signals are not warranted at this location and, therefore, should not be given further consideration. This is considered typical in an urban environment. Capacity work sheets are presented in Appendix B. B. Long Term The following roadway improvements are assumed implemented in the long term. These improvements are anticipated as part of the evolving development activity in the area of the Northgate Commons project. They are intended to supplement the improvements provided in the short term. 14 °' N Figure 10 SHORT TERM GEOMETRY INTERSECTION IMPROVEMENT North College - Willox Westbound right turn deceleration lane. Left turn signal phasing all approaches. North College - Site Access Southbound left turn deceleration lane. Northbound right turn deceleration lane. Northbound right turn acceleration lane. Willox - Site Access Eastbound left turn deceleration lane. Westbound left turn deceleration lane Capacity analyses were conducted with the above improvements assumed in place resulting in the short term geometry shown on Figure 10 and the traffic loadings shown on Figure 8. Traffic signal cycle lengths consistent with those currently used were maintained in the future. Analyses resulted in the peak hour and noontime operating levels -of -service shown below. For evaluation purposes, desirable operations are defined as level -of -service "D" or better under peak hour conditions at signalized locations. At unsignalized locations, level -of -service "E/F" is consid- ered normal and, therefore, acceptable for critical left -turn movements. Other movements should operate at level -of -service "D" or better. These levels -of -service are considered normal, if not better than normal, at unsignalized intersections during peak -hour conditions in urban areas. At other times, significantly better operating conditions can be expected. 13 :>r: (JI• s s 120 � o o (D toLQ M LO 0 N 155/135/175 160/160/120 —� 105/90/100 -� Legend: AM/NOON/PM 0 U " -- 95/160/140 K- 90/110/115 Site Drive 100/2601500 f— 120/135/175 200/270/190 o LO Z fn E v Z 0 o 1 k 65/85/75 Z N -- 190/160/375 1 20/80/95 T 140/170/110 V) T 0o ov 290/135/145 - ► o m N 60/100/125LO LO rn L M N o N Z Lo o Z Note: Rounded to nearest 5 vehicles Figure 9 LONG TERM PEAK HOUR TOTAL TRAFFIC 120/120/145 1 130/120/110 - 90/75/85 -� a� rn a� O U 90/120/80 80/90/70 1 t0 O O O N 0 CO O CO O O O V Site Drive 85/210/410 �- 85/95/140 185/2601155 Willox E O O � Z to O N Z N Z N m k-45/75/60 4-- 160/135/320 or- 10/25/70 100/150/105 - ) 1 R * I 1 250/115/125 —► N E ,n ,O 0 10/30/30 -� i z o m0 1 eM �N 0 p L N O Z O CO rnr- o N Z Nk Legend: AM/NOON/PM Figure 8 SHORT TERM Note: Rounded to nearest 5 vehicles PEAK HOUR TOTAL TRAFFIC year 1998, the point at which Northgate Commons is expected to be 45 percent developed. The long-term time frame is represented by the year 2015. By that time, Northgate Commons is expected to be fully built. This design year is consis- tent with area planning documents and long-term traffic volume projections prepared by various agencies. The City of Fort Collins provided long term traffic data. In the short term, straight line growth of about 2% per year was used for North College Avenue. On Willox Lane, short term growth in the 1 % range was used. Short term estimates were increased to reflect planned development activity in the southeast and southwest quadrants of the North College Avenue - Willox Lane intersection. More specifi- cally, a Total gas/c-store, a medical building, and a McDonalds restaurant. These facilities are anticipated in the short term. Long term traffic was adjusted to reflect buildout of the Country Club Corner development to the south of the site. Site traffic was added to the growth in background traffic. This resulted in more reasonable future traffic volumes and more conservative traffic analyses. Total traffic is pre- sented on Figures 8 and 9 for short and long term conditions, respectively. Total traffic is a combination of site and background traffic. F. Future Roadway System The likelihood of major roadway improvements not related to development activity was considered in both the long- and short-term. The improvements assumed operational for each evaluation year are indicated below: Short-term Long-term No improvements. No improvements. 11 s r r■w E ;mot �e <�■r M 1 m m 1 1t o — N 0 o U U 0 o 6 �-- 95/160/140 + co N 90/110/115 Site Drive 0 0 0 in 0 4)1(A 35/25/15 25/40/10 Legend: AM/NOON/PM k- 5/30/45 — 10/35/25 140/185/115 1r 0 0 rn \ co co o rn Note: Rounded to nearest 5 vehicles Lo co r Q O N N N N 140/170/110 -A Z k -- 65/85/75 Figure 7 LONG TERM PEAK HOUR SITE TRAFFIC LO o Q Lo LO co to 0 90/120/80 o v 1 80/90/70 LO le 0 0 I n LO too N N Lo Lo M M •I1A 15/25/10 1 20/20/20 Legend: AM/NOON/PM k-- 5/20/35 4-- 5/20/25 or' 135/185/80 1 Note: Rounded to nearest 5 vehicles Site Drive 0 LO L � N N 0 v m 0 1 N 100/150/105 ---4 A, k— 45/75/60 T Figure 6 SHORT TERM PEAK HOUR SITE TRAFFIC z T N Figure 5 Site Traffic Distribution As indicated above, when fully developed, Northgate Commons is expected to generate 852 morning peak hour trips, 1,119 noon peak hour trips, 905 afternoon peak hour trips, and 11,093 trips per day. In an attempt to estimate the number of new trips created by the Northgate Com- mons development, a further reduction was made to account for passerby and diverted trips. This resulted in an estimated 426 morning peak hour new trips, 560 noon hour new trips, 453 afternoon peak hour new trips and 5,547 new trips per day. D. Trip Distribution Trip distribution is a function of the origin and destination of site users, their working, shopping and other travel patterns and the available roadway system. In this case, all site traffic will access the site via single access points along North College Avenue and Willox Lane. Based upon the anticipated tenants of Northgate Com- mons, a two-step assignment process was undertaken. This process involved: 1) traffic assignments related to the passing traffic stream such as a part of the fast food, restaurant, and gas/ convenience store demand, and, 2) the general market area associated with the remaining traffic demand created by other site uses. Traffic drawn from the passing traffic stream is representative of the directional biases discussed earlier in this report. In the long term, these biases are expected to be less pronounced as growth occurs to the north of the site. General directional distribution is approximated on Figure 5. Estimated site traffic is presented on Figures 6 and 7 for short and long term conditions respectively. E. Background Traffic Volumes Both short and long-term traffic volume projections were developed along North College Avenue and Willox Lane. The short-term was selected to represent the 10 11 SITE TRIPS DAILY AM NOON PM PAD USE/SIZE Rate Trips In Out In Out In Out A Fast Food 4K S.F. 710.08 2,840 114 109 123 118 76 70 B Sec. Retail 11KS.F. 40.67 447 8 6 34 37 31 23 C Sec. Retail 8K S.F. 40.67 325 6 4 25 27 22 17 D Gas/C-Store 12 pumps 162.78 1,953 60 60 82 82 1 80 80 E Fast Food 4K S.F. 710.08 2,840 114 109 123 118 76 70 F Sec. Retail 6K S.F. 40.67 244 5 3 19 20 17 13 G Sec. Retail 6K S.F. 40.67 244 5 3 19 20 17 13 H Restaurant 8K S. F. Office 8K S.F. 24.60 1 177.87 197 1,423 23 60 3 58 7 113 7 100 4 58 23 45 1 Retail 6K S.F. Condo 6 DU 5.86 40.67 35 244 0 5 3 3 0 19 0 20 1 17 2 13 PHASE I SUB -TOTAL 10,792 400 361 564 549 399 369 Reduction for Captured Trips 1,619 60 54 85 82 60 55 PHASEI TOTAL "9,173 '- 340: 307, `.'�479 .: 467 339, ; 314` J Retail 6K S.F. Condo 6 DU 5.86 40.67 35 244 0 5 3 3 0 19 0 20 1 17 2 13 K Retail 6K S.F. Condo 6 DU 5.86 40.67 35 244 0 5 3 1 3 0 19 0 1 20 1 17 2 13 L Office 13.5K S.F. 23.46 317 37 4 12 12 8 36 M Office 20K S.F. 21.33 427 50 6 17 17 10 48 N Office 18K S.F. 22.00 396 46 6 15 15 9 45 O Office 13.5K S.F. 23.46 .317 37 4 12 12 8 36 P Office 8K S.F. Condo 8 DU 5.86 24.60 47 197 1 23 3 3 0 7 0 7 3 4 1 23 SUB -TOTAL 13,051 604 399 665 652 477 588 Reduction for Captured Trips 1,958 91 60 100 98 72 88 ;GRAND TOTAL 11,093 613 339 565 b54 405 500' ' Noon time activity was assumed to be generator peak hour for restaurant uses, shopping center hourly distribution or generator peak hour for retail uses. One half of the employees were assumed to go out for lunch for 1 office uses while condo activity is assumed negligible. I i 4 In the case of the Northgate Commons, it is estimated that approximately 50 percent of the site traffic will be drawn from the passing traffic stream or diverted to this site from other roadways. This percentage was applied to total site traffic. Specific site uses will draw significantly more traffic from the passing traffic stream while others will draw less. On balance, this reduction presents a conservative analyses. It must be noted that driveway activity is not affected by passing traffic reductions. Typi- cally, a vehicle will turn into the site and exit the site in the same direction originally travelled. The reduction is only used in determining the number of new trips gener- ated by the site. Traffic volume estimates are presented in the table on the following page. It illus- trates the aggregate site traffic for each land use which is then totalled and reduced to account for captured trips. Following the table, a brief statement is made con- cerning the anticipated amount of new traffic contributed to the nearby street system. t-1 captured traffic must be considered. Captured traffic accounts for the fact that some customers will shop or eat at the contiguous retail projects. Additionally, people working on site may bank, eat, and conduct business within the development. These types of internal trips need to be reflected in the estimated number of vehicu- lar trips entering and exiting the site. The types of trips discussed above become internal to the multi -use site and are "captured" on -site. A capture rate therefore is defined as a percentage reduction in trip forecasts to account for trips internal to the site. Chapter VI I of Trip Generation addresses captured trips for multi -use developments. Rates range from zero to over 40 percent of peak hour depending on the blend of uses, overall size of develop- ment, and other such criteria. For evaluation purposes, a 15% overall reduction in trips was assumed captured at Northgate Commons. It should be noted that captured trips directly reduce trips that are external to the site. This results in fewer trips assigned to site access points, the adjacent streets, and nearby intersections. Another consideration when evaluating service, retail, gas stations, convenience stores, restaurants, and other similar establishments is the amount of activity drawn from the passing traffic stream. For example a vehicle enroute from point A to point B may very well stop along the way for gas, groceries, lunch, or other such items. If this were the case, the gas, groceries, and lunch stops are recorded as six trip ends when in fact one car was added to the street system. Trip making can be broken down into the following three categories: 1) primary trips, 2) pass -by trips, and 3) diverted trips. Primary trips are made to and from the generator with the specific intention of using the generator. Pass -by trips are made as intermediate stops on the way from one point to another not associated with the intermediate stop. Typically these include land uses such as banks, shopping centers, restaurants, convenience stores, etc. Diverted trips are trips attracted from other roadways to a roadway serving a particular development in order to gain access to that development. 7 "� M r w s �r j pad \� l36 iuee P M SF- iVV� \ DLCYD 5r. .y USlb SF. G A�m ° 8 �L,�,�J. •- I J� • Pm r ` ,Pb K•.. Pb r pad \ `� i0LC0 af. U9N lP. '� 1i fF. I V6 SP. \ W 7 \Q Oppp - • \� pad 1\, Uj e ecE 0.43LLI .�cr •� J _. eP. ABm J ems' n n. ar. Ob6 O ❑ `�.71 Z ' I •ceo 'JJJ .may u. ♦ pmm er. . •ams ar: . Figure 4 -WILLOX LANEZOin cC .r%Q Counrty Clu� Corners wi v ate vVm oils Fort Collins, Colorad B. Development Overview The current development schedule anticipates that Northgate Commons will be some 45 per cent developed (on a square foot basis) by 1998. Short term develop- ment will likely occur along the North College Avenue and Willox Lane frontages. Typical users are expected to include two fast food restaurants, a gas/ convenience store, a sit-down restaurant, specialty retail stores, and a minor amount of office and residential development. A concept plan is presented on Figure 4. The balance of the site will be developed by 2015. Less intense traffic generating uses such as office and residential development will be predominant in the long term with only 12,000 square feet of additional retail space proposed. These uses will tend to balance short term traffic flows. A total of 178,000 square feet will be built on some 27.5 acres of ground when fully developed. Site access is planned via a full movement driveway to North College Avenue at some 500 feet north of Willox Lane and a full movement drive to Willox Lane. The Willox Lane driveway will align to the north of the east Country Club Corner drive- way. C. Site Traffic Site generated traffic was estimated using the standard generation rates and procedures consistent with those presented in "Trip Generation, Fifth Edition". This publication is prepared by the Institute of Transportation Engineers (ITE) and is nationally recognized. The procedure to determine the impact of site traffic is a multi -step process. Initially, traffic generated from each land use is estimated using ITE trip generation rates. In the case of the Northgate Commons, a forecast of trips for each land use was made and then added together. Given the character of mixed land uses, the effects of III. FUTURE TRAFFIC CONDITIONS A. Agency Discussions During the course of conducting this study, information was gleaned from design team and agency staff members. Agencies included the City of Fort Collins and the Colorado Department of Transportation. Key elements of these conversations are noted below. 1. The City wants short term (1998) and longterm (2015) analyses con- ducted as part of this study. 2. Long term traffic volumes are estimated at 40,000 vehicles per day on North College Avenue and 11,000 vehicles per day and 5,500 vehicles per day east and west of North College Avenue, respectively. 3. The long term roadway section is four lanes on North College Avenue and two lanes on Willox Lane excluding auxiliary lanes. 4. The City will not require signal progression diagrams as part of this study in the event new traffic signals are deemed appropriate. 5. The North College Avenue intersection with State Highway 1 is being relocated approximately 500 feet to the north and will be completed in 1997. 6. North College Avenue is a category four roadway per the State Highway Access Code. 7. The City has a North College Avenue Access Control Plan which has yet to be adopted indicating access to the Northgate Commons site. 02 food restaurant, a bank, and other minor retail uses. Access points to the shopping center are located some 280 and 520 feet east of North College Avenue along Willox Lane. To the east of the shopping center, an office complex currently exists. Q. Existing Operating Conditions Current operating conditions were determined using traffic volumes for the morning peak hour, noontime, and the afternoon peak hour and existing roadway geometry. As shown on the following table, all intersections and traffic movements operate at level -of -service "C" or better indicating acceptable conditions. EXISTING OPERATIONS Intersection(Control) Movement Level -of -Service AM Noon PM College - Willox (Signal) Overall B B B Willox - West S/C Drive (Stop) WB LT B B C WB RT A A A SIB LT A A B Willox - East S/C Drive (Stop) NB LT/TH B B B NB RT A A A WB LT A A A Overall Capacity worksheets are in Appendix A. 4 Significant directional biases can be noted in traffic volumes on North College Avenue adjacent to the site. During the morning peak hour, traffic flow is largely higher inbound to Fort Collins with the opposite movement slightly higher during the afternoon peak hour. Noontime traffic flows are approximately equal. Willox Lane also has significant directional traffic flows. This is due to the shopping center development (Albertsons) located in the southeast corner of the North College Avenue - Willox Lane intersection and the office complex to the east. More balanced flows occur during the noontime hour. The North College Avenue - Willox Lane intersection is under traffic signal control. To the north of the site, another traffic signal is located at the North College Avenue - SH 1 intersection. This intersection is situated about 1,400 feet to the north of Willox Lane. C. Surrounding Land Uses Along the west side of North College Avenue, a gas/c-store(convenience store) occupies the northwest corner of the Willox Lane intersection. A motel, an auto sales lot, and vacant ground exist further north. Excluding the gas/c-store, access is unrestricted along North College Avenue. The Northgate Commons project will be built on vacant ground. It will surround an apartment development and two existing businesses located in the northeast corner of the North College Avenue - Willox Lane intersection. These businesses are an auto sales lot and a restaurant. The auto sales lot has access via Willox Lane while the apartments and restaurant have full movement access to North College Avenue. The restaurant access is located some 110 feet north of Willox Lane. A shopping center development is situated along the south side of Willox Lane, east of North College Avenue. This development has an Albertsons grocery store, a fast 3 i IM m= m m w= m m! m m= m i m es O LO vo M M zt cc00o M k -- 65/162/344 °' CO f-80/75/111 A% 38/48/49 75/64/104 1 103/78/79 c 73/61 /73 n CO N C tpN LO M :!t " CM v N m rn m 0 U Legend: AM/NOON/PM 164/156/359 2/13/7 Willox 243/114/123—► 12/79/82 N v C04 N CO 0 N 0 4-1521132/314 243/112/120-i 6/23/23 ---), N > Shopping Center Figure 3 CURRENT PEAK HOUR TRAFFIC II. EXISTING CONDITIONS A Existing Road Network The site is bordered by U.S. 287 (North College Avenue) on the west and Willox Lane on the south. U.S. 287 is under Colorado Department of Transportation jurisdiction while Willox Lane is under City of Fort Collins' control. North College Avenue is a major arterial roadway providing north -south circulation extending through Fort Collins and beyond. In the immediate area of the site, North College Avenue serves approximately 26,600 vehicles daily. The posted speed limit is 40 miles per hour on this roadway which has two travel lanes in each direction. Paved shoulders in the range of 4 - 5 feet wide currently exist adjacent to the site. On the approach to Willox Lane, North College Avenue widens to provide a south - bound left turn lane. Willox Lane is an east -west minor arterial roadway. It is striped to provide one lane in each direction, a bike lane in each direction, and on -street parking along both sides. The posted speed limit is 30 miles per hour. Current daily traffic on Willox Lane is 5,800 vehicles per day west of North College Avenue and 9,200 vehicles per day east of North College Avenue. Current roadway geometry is presented on Figure 2. B. Existing_ Traffic Conditions Peak hour traffic volumes on North College Avenue and Willox Lane were extracted from recent traffic studies in the immediate area of the site, City of Fort Collins traffic count data, and peak hour and noon time traffic counts conducted as part of this study. This traffic data is shown on Figure 3. 2 No Text I. INTRODUCTION Northgate Commons is a proposed mixed use development situated along the east side of U.S. 287 (North College Avenue) north of Willox Lane in Fort Collins, Colorado. The location of the site is shown on Figure 1. The development will be comprised of restaurant, retail, general office, and residential land uses on some 27.5 acres. A total of 178,000 square feet will be constructed. Northgate is ex- pected to be 45 percent developed, on a square footage basis, in the next 2 years with the balance of the site developed in the following ten years. Wheeler Commercial Property Services is the developer of the property. This study follows the established guidelines for traffic impact studies as are appli- cable and appropriate to the proposed project. The following key steps were undertaken as part of this study. > Obtain current traffic and roadway data in the immediate area of the site. ' > Evaluate current traffic operations to establish the base condition. > Determine site generated traffic volumes and distribute this traffic to the nearby street system. > Project roadway traffic volumes for both short- and long- term conditions. > Evaluate traffic operations with the Northgate project operational under both short- and long-term conditions. > Identify areas of potential deficiencies. > Recommend measures to mitigate the impact of site ' generated traffic as appropriate. TABLE OF CONTENTS I. INTRODUCTION .................'............................ 1 II. EXISTING CONDITIONS ...................................... 2 A. Existing Road Network ................................... 2 B. Existing Traffic Conditions ................................ 2 C. Surrounding Land Uses .................................. 3 D. Existing Operating Conditions ............................. 4 III. FUTURE TRAFFIC CONDITIONS ............................... 5 A. Agency Discussions ..................................... 5 B. Development Overview .................................. 6 C. Site Traffic ............................................ 6 D. Trip Distribution ....................................... 10 E. Background Traffic Volumes ............................. 10 F. Future Roadway System ................................ 11 IV. TRAFFIC IMPACTS ......................................... 12 A. Short-term ........................................... 12 B. Long -Term ........................................... 14 V. ACCESS CONSIDERATIONS ................................. 16 State Highway Access Code ................................ 16 Access Control Plan ....................................... 18 Access Consolidation ...................................... 18 Design Parameters ....................................... 18 V. CONCLUSIONS ............................................ 19 Traffic Impact Study Northgate Commons Fort Collins, Colorado Prepared For: Wheeler Commercial Property Services 1125 W. Drake Road Fort Collins, CO 80526 Prepared By: Eugene G. Coppola P.E. P. O. Box 260027 Littleton, CO 80163-0027 303-792-2450 r �7 December 19, 1996 7 V J >'dn..•'. PPS.; yu,uu•�wa