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Home My WebLink AboutWESTBURY PUD - PRELIMINARY - 11-94 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYNo Text CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) a (pcph) c (pcph) -c (pcph) c = C - v LOS P M SH R SH ----------------------------------------------- --- MINOR STREET NB LEFT 2 191 186 186 RIGHT 20 .602 602 602 MAJOR STREET WB LEFT 33 700 700 700 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... HARMONY NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 : 2015 PM PK HR OTHER INFORMATION.... 184 D 582 A 667 A ADJUSTMENT FACTORS --------------------------------------------------------------------- Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- EASTBOUND 0.00 90 ---------------- ----------------- 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- - VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ------------- ----------- ------------- EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND --- --- --- CRITICAL.GAPS -----------------=--------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS NB 5.70 5.70 0.00 5.70 MAJOR LEFTS WB 5.10 5.10 0.00 5.10 MINOR LEFTS NB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... HARMONY NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 ; 2015 PM PK HR OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION ----------------------------------------=---------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 150000 NAME OF THE EAST/WEST STREET......... HARMONY NAME OF THE NORTH/SOUTH STREET....... CONNECTOR NAME OF THE ANALYST :................. EGC DATE OF THE ANALYSIS (mm/dd/yy)...... 02-27-1994 TIME PERIOD ANALYZED ................. 2015 PM PK HR OTHER INFORMATION.... INTERSECTION --------------------------------------------------- TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 30 2 THRU 491 531 0 -- RIGHT 4 0 18 -- NUMBER OF LANES ----------------------------------------- EB WB NB SB ---------------------------- LANES 1 2 2 -- CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS P M SH R SH ------------------------------------------------ --- MINOR STREET NB LEFT 4 212 209 209 205 C RIGHT 29 394 394 394 365 B MAJOR STREET WB LEFT 9 477 477 477 468 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... HARMONY NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 ; 2015 AM PK HR OTHER INFORMATION.... ADJUSTMENT FACTORS --------------------------------------------------------------------- Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE ---------- FOR RIGHT TURNS FOR ---------------- RIGHT TURNS ------- EASTBOUND 0.00 90 ----------------- 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ------------- ----------- ------------- EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND --- --- --- CRITICAL GAPS . --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT -------- ----------- CRITICAL GAP ------------ -------------- MINOR RIGHTS NB 5.70 5.70 .0.00 5.70 MAJOR LEFTS WB 5.10 5.10 0.00 5.10 MINOR LEFTS NB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... HARMONY NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 : 2015 AM PK HR OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 150000 NAME OF THE EAST/WEST STREET......... HARMONY NAME OF THE NORTH/SOUTH STREET....... CONNECTOR NAME OF THE ANALYST .................. EGC DATE OF THE ANALYSIS (mm/dd/yy)...... 02-27-1994 TIME PERIOD ANALYZED ................. 2015 AM PK HR OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------- ES WB NB SB ---- ---- ---- ---- LEFT 0 8 4 -- THRU 814 162 0 -- RIGHT 2 0 26 -- NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB LANES 1 2 2 -- CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------------------------------------------------ --- MINOR STREET EB LEFT 26 112 96 96 70 E THROUGH 0 158 148 > 148 > 148 > D RIGHT 7 762 762 > 762 762 > 755 755 >A A MINOR STREET WS LEFT 31 124 116 116 85 E THROUGH 0 153 143 143 143 D RIGHT 103 781 781 781 678 A MAJOR STREET SB LEFT 48 575 575 575 527 A NB LEFT 13 546 546 546 533 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... SHIELDS NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 2015 PM PK HR OTHER INFORMATION.... ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND. ------- 0.00 ---------- 90 ---------------- 20 ----------------- N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND CRITICAL GAPS ------------- % SU TRUCKS % COMBINATION AND RV'S VEHICLES ------------------------ 0 0 0 0 0 0 0 0 MINOR RIGHTS ES WB MAJOR LEFTS SB NB MINOR THROUGHS EB WB MINOR LEFTS % MOTORCYCLES ------------- 0 0 0 ------------------------------------------------------ TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) -------------- VALUE -------- ADJUSTMENT ----------- CRITICAL GAP ------------ 5.70 5.70 0.00 5.70 5.70 5.70 0.00 5.70 5.60 5.60 0.00 5.60 5.60 5.60 0.00 5.60 6.80 6.80 0.00 6.80 6.80 6.80 0.00 6.80 EB 7.30 7.30 0.00 7.30 WB 7.30 7.30 0.00 7.30 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... SHIELDS NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 : 2015 PM PK HR OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 150000 NAME OF THE EAST/WEST STREET......... SHIELDS NAME OF THE NORTH/SOUTH STREET....... CONNECTOR NAME OF THE ANALYST .................. EGC DATE OF THE ANALYSIS (mm/dd/yy)...... 02-27-1994 TIME PERIOD ANALYZED ................. 2015 PM PK HR OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------- EB WB NB SB, ---- ---- ---- ---- LEFT 24 28 12 44 THRU 0 0 549 552 RIGHT 6 94 2 40 NUMBER OF LANES AND LANE USAGE --------------------------------------------- ES WB NB SB ---------------------------- LANES 2 2 2 2 LANE USAGE L + R L + R CAPACITY AND LEVEL-OF-SERVICE -------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT RATE CAPACITY CAPACITY MOVEMENT v( pcph ) c ( pcph ) c ( pcph ) ------- P -------- M --------- MINOR STREET EB LEFT 35 79 27 THROUGH 0 102 36 RIGHT 13 838 838 MINOR STREET WB LEFT 13 87 30 THROUGH 0 ill 39 RIGHT 24 691 691 MAJOR STREET SB LEFT 323 445 445 NB LEFT 4 662 662 IDENTIFYING INFORMATION Page-3 --------------------------- SHARED RESERVE CAPACITY CAPACITY c ( pcph ) c = c - v LOS SH R SH ---------------------- --- 27 -8 F > 36 > 36 > E > 838 838 > 825 825 >A A 30 39 691 445 662 NAME OF THE EAST/WEST STREET...... SHIELDS NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 : 2015 AM PK HR OTHER INFORMATION.... 17 E 39 E 667 A 122 D 658 A ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ----------------- EASTBOUND ------- 0.00 ---------- 90 ---------------- 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION -------=------------------------------------------------------------- EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND CRITICAL GAPS ------------- SU TRUCKS : COMBINATION AND RV'S VEHICLES 0 0 0 0 0 0 0 0 % MOTORCYCLES ------------- 0 0 0 ------------------------------------------------------ TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table -------------- 10-2) VALUE -------- ADJUSTMENT ----------- CRITICAL GAP ------------ MINOR RIGHTS EB 5.70 5.70 0.00 5.70 WB 5.70 5.70 0.00 5.70 MAJOR LEFTS SB 5.60 5.60 0.00 5.60 NB 5.60 5.60 0.00 5.60 MINOR THROUGHS EB 6.80 6.80 0.00 6.80 WB .6.80 6.80 0.00 6.80 MINOR LEFTS EB 7.30 7.30 0.00 7.30 WB 7.30 7.30 0.00 7.30 IDENTIFYING INFORMATION ---------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... SHIELDS NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 : 2015 AM PK HR OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION -------------=------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 150000 NAME OF THE EAST/WEST STREET......... SHIELDS NAME OF THE NORTH/SOUTH STREET....... CONNECTOR _ NAME OF THE ANALYST .................. EGC DATE OF THE ANALYSIS (mm/dd/yy)...... 02-27-1994 TIME PERIOD ANALYZED ................. 2015 AM PK HR OTHER INFORMATION.... INTERSECTION --------------------------------------------------------------------- TYPE AND CONTROL INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- ES WB NB SB ---- ---- ---- ---- LEFT 32 12 4 294 THRU 0 0 617 418 RIGHT 12 22 132 12 NUMBER OF LANES AND LANE USAGE --------------------------------------=------------------------------ ES WB NB SB ---------------------------- LANES 2 2 2 2 LANE USAGE L + R L + R CAPACITY AND LEVEL-OF-SERVICE. ------------------------------------------ Page-3 ----------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (Pcph) c (Pcph) c (Pcph) c = c - v LOS P M SH R SH ------------------------------------------------ --- MINOR STREET ES LEFT 13 129 120 120 107 D THROUGH 0 170 164 > 164 > 164 > D RIGHT 3 774 774 > 774 774 > 771 771 >A A MINOR STREET WB LEFT 15 137 133 133 117 D THROUGH 0 167 162 162 162 D RIGHT 52 781 781 781 729 A MAJOR STREET SB LEFT 24 575 575 575 550 A NB LEFT 7 565 565 565 559 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... SHIELDS NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 : 1997 PM PK HR OTHER INFORMATION.... ADJUSTMENT FACTORS Page-2 ----------------- --------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND ------- ---------- 0.00 90 ---------------- 20 ----------------- N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS a COMBINATION AND RV'S VEHICLES % MOTORCYCLES ------------- EASTBOUND ----------- ------------- 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS ------------------------------------------- 7------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE -------- ADJUSTMENT ----------- CRITICAL GAP ------------ -------------- MINOR RIGHTS EB 5.70 5.70 0.00 5.70 WB 5.70 5.70 0.00 5.70 MAJOR LEFTS SB 5.60 5.60 0..00 5.60 NB 5.60 5.60 0.00 5.60 MINOR THROUGHS EB 6.80 6.80 0.00 6.80 WB 6.80 6.80 0.00 6.80 MINOR LEFTS EB 7.30 7.30 0.00 7..30 WB 7.30 7.30 0.00 7.30 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... SHIELDS NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 ; 1997 PM PK HR OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED.INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 150000 NAME OF THE EAST/WEST STREET......... SHIELDS NAME OF THE NORTH/SOUTH STREET....... CONNECTOR NAME OF THE ANALYST .................. EGC DATE OF THE ANALYSIS (mm/dd/yy)...... 02-27-1994 TIME PERIOD ANALYZED ................. 1997 PM PK HR OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- ES WB NS SB ---- ---- ---- ---- LEFT 12 14 6 22 THRU 0 0 551 545 RIGHT 3 47 1 20 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------------- EB LANES 2 LANE USAGE L + R WB 2 L + R NB SB 2 2 CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------------------------------------------------ --- MINOR STREET EB LEFT 18 Be 62 62 45 E THROUGH 0 112 80 > 80 .> 80 > E RIGHT 7 768 768 > 768 768 > 761 761 >A A MINOR STREET WB LEFT 7 94 67 67 60 E THROUGH 0 119 85 85 85 E RIGHT 12 728 728 728 716 A MAJOR STREET SB LEFT 177 498 498 498 321 B NB LEFT 2 555 555 555 553 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... SHIELDS NAME OF THE NORTH/SOUTH'STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 ; 1997 AM PK HR OTHER INFORMATION.... ADJUSTMENT FACTORS. Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ------- ANGLE ---------- FOR RIGHT TURNS ---------------- FOR RIGHT TURNS EASTBOUND 0.00 90 20 ----------------- N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS AND RV'S EASTBOUND 0 WESTBOUND 0 NORTHBOUND 0 SOUTHBOUND 0 CRITICAL GAPS ------------------------ % COMBINATION VEHICLES ------------- 0 0 0 % MOTORCYCLES ------------- 0 0 0 TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) -------------- VALUE -------- ADJUSTMENT ----------- CRITICAL GAP --=--------- MINOR RIGHTS EB 5.70 5.70 0.00 5.70 WB 5.70 5.70 0.00 5.70 MAJOR LEFTS SB 5.60 5.60 0.00 5.60 NB 5.60 5.60 0.00 5.60 MINOR THROUGHS EB 6.80 6.80 0.00 6.80 WB 6.80 6.80 0.00 6.80 MINOR LEFTS EB .7.30 7.30 0.00 7.30 WB 7.30 7.30 0.00 7.30 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... SHIELDS NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 : 1997 AM Pk HR OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 150000 NAME OF- THE EAST/WEST STREET......... SHIELDS NAME OF THE NORTH/SOUTH STREET....... CONNECTOR NAME OF THE ANALYST .................. EGC DATE OF THE ANALYSIS (mm/dd/yy)...... 02-27-1994 TIME PERIOD ANALYZED ................. 1997 AM PK HR OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 16 6. 2 161 THRU 0 0 593 573 RIGHT 6 11 73 6 NUMBER OF LANES AND LANE USAGE ------------------------------ ES LANES 2 LANE USAGE L + R WB NB 2 2 L + R SB 2 CAPACITY AND --------------------------------------------------------------------- LEVEL -OF -SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS ------- p -------- M --------- SH ------------ R SH ------------ --- MINOR STREET NB LEFT 1 235 232 232 231 C RIGHT 10 670 670 670 660 A MAJOR STREET WB LEFT 17 777 777 777 760 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... HARMONY NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 1997 PM PK HR OTHER INFORMATION.... ADJUSTMENT FACTORS --------------------------------------------------------------------- Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE ------- ---------- FOR RIGHT TURNS FOR ---------------- RIGHT TURNS EASTBOUND 0.00 90 ----------------- 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- VEHICLE COMPOSITION --------------------------------------------------------------------- % SU TRUCKS % COMBINATION AND RV'S . VEHICLES % MOTORCYCLES ----------- ------------- EASTBOUND 0 ------------- 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND --- --- --- CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) -------------- VALUE ADJUSTMENT -------- ----------- CRITICAL GAP ------------ MINOR RIGHTS NB 5.70 5.70 0.00 5.70 MAJOR LEFTS WB 5.10 5.10 0.00 5.10 MINOR LEFTS NB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... HARMONY NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 ; 1997 PM PK HR OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 150000 NAME OF THE EAST/WEST STREET......... HARMONY NAME OF THE NORTH/SOUTH STREET....... CONNECTOR NAME OF THE ANALYST .................. EGC DATE OF THE ANALYSIS (mm/dd/yy)...... 02-27-1994 TIME PERIOD ANALYZED ................. 1997 PM PK HR OTHER INFORMATION.... INTERSECTION --------------------------------------------------------------------- TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------ EB WB LEFT 0 15 THRU 397 511 RIGHT 2 0 NUMBER OF LANES ---------------------- NB SB 1 -- 0 -- 9 -- EB WB NB SB ---------------------------- LANES 1 2 2 -- CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------- ------------ POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v Los P M SH R SH ----------------------------------------------- --- r'i�►`[�I�c�iTX�I NB LEFT 2 278 277 277 274 C RIGHT 14 489 489 489 474 A MAJOR STREET WB LEFT 4 577 577 577 572 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... HARMONY NAME OF THE NORTH/SOUTH STREET.... CONNECTOR DATE AND TIME OF THE ANALYSIS..... 02-27-1994 1997 AM PK HR OTHER INFORMATION.... ADJUSTMENT FACTORS --------------------------------------------------------------------- Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- EASTBOUND 0.00 90 ---------------- ----------------- 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND ----- --- --- - VEHICLE COMPOSITION --------------------------------------------------------------------- a SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES ------------- ----------- ------------- EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND --- --- --- CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES, ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT -------- ----------- CRITICAL GAP ------------ -------------- MINOR RIGHTS NB 5.70 5.70 0.00 5.70 MAJOR LEFTS WB 5.10 5.10 0.00 5.10 MINOR LEFTS NB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... HARMONY NAME OF THE NORTH/SOUTH STREET.... CONNECTOR . DATE AND TIME OF 'THE ANALYSIS..... 02-27-1994 1997 AM PK HR OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 150000. NAME OF THE EAST/WEST STREET......... HARMONY NAME OF THE NORTH/SOUTH STREET....... CONNECTOR NAME OF THE ANALYST .................. EGC DATE OF THE ANALYSIS (mm/dd/yy)...... 02-27-1994 TIME PERIOD ANALYZED ................. 1997 AM PK HR OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------=------ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 0 4 2 -- THRU 658 151 0 -- RIGHT 1 0 13 -- NUMBER OF LANES ---------------------- EB WB NB SB LANES 1 2 2 -- 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION -HARMONY /SHIELDS AREA TYPE ..... OTHER ANALYST ....... EGC DATE .......... 02-26-1994 TIME .......... 2015 PM PK HR COMMENT....... W/O PROJECT - 1LT,2TH,1RT - ADD'L LT SB -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 84 277 73 321 : L 12.0 L 12.0 L 12.0 L 12.0 TH 716 870 840 691 : T 12.0 T 12.0 T 12.0 L 12.0 RT 101 700 193 56 T 12.0 T 12.0 T 12.0 T 12.0 RR 50 250 100 50 : R 12.0 R 12.0 R 12.0 T 12.0 12.0 12.0 12.0 R 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE ( ) ( ) Y/N Nm Nb Y/N min T EB 0.00 2.00 N 0 0 0.90 5 Y 29.5 3 WB 0.00 2.00 N 0 0 0.90 5 Y 29.5 3 NB 0.00 2.00 N 0 0 0.90 5 Y 26.5 3 SB 0.00 2.00 N 0 0 0.90 5 Y 26.5 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 95.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X X TH X TH X RT X RT X PD PD WB LT X X SB LT X X TH X TH X RT X RT X PD PD GREEN 9.0 33.0 0.0 0.0 GREEN 0.0 0.0 5.0 28.0 YELLOW 5.0, 5.0 0.0 0.0 YELLOW 0.0 0.0 5.0 5.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.287 0.516 10..1 B 18.4 C T 0.636 0.368 19.5 C R- 0.101 0.368 15.0 B WB L 0.846 0.516 30.5 D 26.7 D T 0.773 0.368 22.2 C R 0.896 0.368 33.5 D NB L 0.311 0.421 14.3 B 26.8 D T 0.871 0.316 28.7 D R 0.216 0.316 18.2 C SB L 0.890 0.421 35.9 D 27.3 D T 0.716 0.316 23.4 C R 0.013 0.316 17.0 C -------------------------------------------------------------------------- INTERSECTION: Delay = 25.3 (sec/veh) V/C = 0.879 LOS = D ' 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HARMONY./SHIELDS ' AREA TYPE ..... OTHER ANALYST ....... EGC ' DATE..........02-26-1994 TIME .......... 2015 PM PK HR COMMENT....... WITH PROJECT - ILT,2TH,1RT - ADD.'L LT SB ' -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB EB WB NB SB LT 88 287 73 321 : L 12.0 L 12.0 L 12.0 L 12.0 ' TH 721 877 845 701 T 12.0 RT 101 700 197 64 T 12.0 T T 12.0 12.0 T T 12.0 12.0 L T 12.0 12.0 RR 50 250 100 50 R 12.0 R 12.0 R 12.0 T 12.0 1------------------ ' GRADE HV (%) (%) EB 0.00 2.00 WB 0.00 2.00 NB 0.00 2.00 SB 0.00 2.00 ------------------ PH-1 PH-2 12.0 12.0 12.0 12.0 ---------------------------- ADJUSTMENT FACTORS ADJ PKG BUSES PHF PEDS Y/N Nm Nb N 0 0 0.90 5 N 0 0 0.90 5 N 0 0 0.90 5 N 0 0 0.90 5 ---------------------------- SIGNAL SETTINGS PH-3 PH-4 12.0 R 12.0 12.00 --------12_ PED. BUT. ARR. TYPE Y/N min T Y 29.5 3 Y 29.5 3 Y 26.5 3 Y 26.5 3 ------------------------- CYCLE LENGTH = 95.0 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X X TH X TH X RT X RT X PD PD WB LT X X SB LT X X TH X TH X RT X RT X PD PD GREEN 9.0 33.0 0.0 0.0 GREEN 0.0 0.0 5.0 28.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 0.0 0.0 5.0 5.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.301 0.516 10.2 B 18.4 C T 0.641 0.368 19.6 C R 0.101 0.368 15.0 B WB L 0.881 0.516 35.3 D 27.6 D T 0.779 0.368 22.4 C R 0.896 0.368 33.5 D NB L 0.316 0.421 14.3 B 27.0 D T 0.876 0.316 29.0 D R 0.226 0.316 18.2 C SB L 0.890 0.421 35.9 D 27.3 D T 0.727 0.316 23.6 C R 0.032 0.316 17.1 C -------------------------------------------------------------------------- INTERSECTION: Delay = 25.7 (sec/veh) V/C = 0.886 LOS = D 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HARMONY /SHIELDS AREA TYPE ..... OTHER ANALYST ....... EGC DATE .......... 02-26-1994 TIME .......... 2015 AM PK HR COMMENT....... W/O PROJECT - ILT,2TH,1RT - ADD'L SB LT -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 137 146 55 414 : L 12.0 L 12.0 L 12.0 L 12.0 TH 1161 235 857 717 : T 12.0 _T 12.0 T 12.0 L 12.0 RT 197 240 195 7 : T 12.0 T 12.0 T 12.0 T 12.0 RR 50 150 100 7 : R 12.0 R 12.0 R 12.0 T 12.0 12.0 12.0 12.0 R 12.0 • 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE ( % ) ( % ) Y/N Nm Nb Y/N min T EB 0.00 2.00 N 0 0 0.90 5 Y 29.5 3 WB 0.00 2.00 N 0 0 0.90 5 Y, 29.5 3 NB 0.00 2.00 N 0 0 0.90 5 Y 26.5 3 SB 0.00 2.00 N 0 0 0.90 5 Y 26.5 3 ------------------- 7------------------------------------------------------ SIGNAL SETTINGS CYCLE LENGTH = 92.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X TH X TH X RT X RT X PD PD WB LT X X SS LT X X TH X TH X X RT X RT X X PD PD GREEN 5.6 35.0 0.0 0.0 GREEN 0.0 0.0 7.0 25.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 0.0 0.0 5.0 5.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.259 0.511 9.8 B 26.3 D T 0.945 0.402 29.7 D R 0.267 0.402 14.1 B WB L 0.619 0.511 16.5 C 14.4 B T 0.191 0.402 13.5 B R 0.164 0.402 13.4 B NB L 0.460 0.293 22.0 C 35.1 D T 0.956 0.293 37.6 D R 0.238 0.293 18.8 C SB L 0.955 0.424 43.0 E 25.6 D T 0.554 0.424 15.5 C .R 0.000 0.424 17.0 C -------------------------------------------------------------------------- INTERSECTION: Delay = 26.9 (sec/veh) V/C = 0.912 LOS = D ' 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HARMONY AREA TYPE ..... OTHER /SHIELDS ANALYST ....... EGC ' DATE-- .....02-26-1994 TIME .......... 2015 AM PK HR COMMENT....... WITH PROJECT - ILT,2TH,1RT - ADD'L LT SB ' -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SS : EB WB NB SB LT 144 149 55 414 : L 12.0 L 12.0 L 12.0 L 12.0 ' TH 1167 237 RT 197 240 865 203 720 : T 9 : T 12.0 T 12.0 T 12.0 T 12.0 12.0 T 12.0 L T 12.0 12.0 RR 50 150 100 9 : R 12.0 R 12.0 R 12.0 T 12.0 ------------------------------- 12.0 12.0 12.0 12.0 12.0 R 12.0 ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE ' ( % ) ( % ) Y/N Nm Nb Y/N min T EB 0.00 2.00 N 0 0 0.90 5 Y 29.5 3 ' WB 0.00 NB 0.00 2.00 2.00 N 0 N 0 0 0.90 0 0.90 5 Y 29.5 5 Y 26.5 3 3 SB 0.00 2.00 N 0 0 0.90 5 Y 26.5 3 ' -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 92.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X TH X TH X ' RT X RT X PD PD ' WB LT X TH X X SB LT TH X X X X RT X RT X X PD PD 'GREEN 5.0 35.0 0.0 0.0 GREEN 0.0 0.0 7.0 25.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 0.0 0.0 5.0 5.0 ' --------------------------------------------------------------- LANE GRP. V/C ----------- LEVEL OF SERVICE G/C DELAY LOS APP. DELAY APP. LOS EB L 0.272 0.511 9.9 B 26.8 D ' T R 0.950 0.267 0.402 0.402 30.3 14.1 D B WB L 6.631 0.511 17.0 C 14.6 B T 0.193 0.402 13.6 B 0.164 0.402 13.4 B 'R NB L 0.463 0.293 22.1 C 36.2 D T 0.965 0.293 39.0 D R SB L 0.258 0.955 0.293 0.424 19.0 43.0 C E 25.6 D T 0.556 0.424 15.5 C R 0.000 0.424 17.0 C ' ------------------- INTERSECTION: ------------------------------------------------------- Delay 27.4 (sec/veh) V/C 0.918 LOS D 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HARMONY AREA TYPE ..... OTHER /SHIELDS ANALYST ....... EGC. DATE..........02-26-1994 TIME .......... 1997 PM PK HR COMMENT....... W/O PROJECT- EXIST GEOMETRY -------------------------------------------------------------------------- VOLUMES - GEOMETRY ' EB WB NB SB : EB WB NB SB LT 38 140 40 217 : L 12.0 L 12.0 L 12.0 L 12.0 'TH 315 427 RT 44 341 453 106 473 : TR 12.0 T 44 : 12.0 R 12.0 12.0 T 12.0 R 12.0 T R 12.0 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 ' 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE ( % ) HV ADJ PKG BUSES PHF ( % ) Y/N Nm Nb PEDS PED. BUT. Y/N m i n T ARR. TYPE EB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3 WB 0.00 NB 0.00 2.00 2.00 N 0 0 0.90 N 0 0 0.90 5 5 Y 20.5 Y 17.5 3 3 SB 0.00 2.00 N 0 0 0.90 5 Y 17.5 3 ---------------------------------------------------- SIGNAL SETTINGS 7--------------------- CYCLE LENGTH = 95.0 ' PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 • EB LT X X NB LT X X TH RT X X TH RT X X PD PD ' WB LT X TH X X SB LT TH X X X RT X RT X PD PD 5.0 30.0 0.0 0.0 GREEN 0.0 0.0 5.0 35.0 'GREEN YELLOW 5.0 5.0 0.0 0.0 YELLOW 0.0 0.0 5.0 5.0 ' -------------------------------------------------------------------------- LANE GRP. V/C LEVEL OF SERVICE G/C DELAY LOS APP. DELAY APP. LOS EB L 0.156 0.442 12.1 B 21.7 C TR 0.677 0.337 22.7 C ' WB L 0.477 0.442 15.8 C 24.4 C T 0.790 0.337 26.5 0 R 0.743 0.337 25.2 D ' NB L T 0.149 0.725 0.495 10.0 0.389 21.4 B C 19.4 C R 0.200 0.389 14.6 B ' SB L T 0.766 0.757 0.495 26.7 0.389 22.4 D C 23.2 C R 0.083 0.389 13.9 B -------------------------------------------------------------------------- INTERSECTION: Delay = 22.5 (sec/veh) V/C = 0.739 LOS = C 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HARMONY /SHIELDS AREA TYPE ..... OTHER ANALYST ....... EGC DATE .......... 02-26-1994 TIME .......... 1997 PM PK HR COMMENT....... WITH PROJECT- EXIST GEOMETRY -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB 58 LT 42 150 40 217 : L 12.0 L 12.0 L 12.0 L 12.0 TH 319 434 458 483 : TR 12.0 T 12.0 T 12.0 T 12.0 RT 44 341 112 52 : 12.0 R 12.0 R 12.0 R 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 - 12.0 12.0 12.0 12.0 -------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS ( % ) ( % ) Y/N Nm Nb EB 0.00 2.00 N 0 0 0.90 5 WB 0.00 2.00 N 0 0 0.90 5 NB 0.00 2.00 N 0 0 0.90 5 SB -------------------------------------------------- 0.00 2.00 N 0 .0 0.90 5 12.0 12.0 12.0 12.0 ---------------- PED. BUT. ARR. TYPE Y/N min T Y 20.5 3 Y 20.5 3 Y 17.5 3 Y 17.5 3 . SIGNAL SETTINGS PH-1 PH-2 PH-3 PH-4 PH-1 -------------------- CYCLE LENGTH = 95.0 PH-2 PH-3 PH-4 EB LT X X NB LT X X TH X TH X RT X RT X PD PD WB LT X X SB LT X X TH X TH X RT X RT X PD PD GREEN 5.0 30.0 0.0 0.0 GREEN 0.0 0.0 5.0 35.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 0.0 0.0 5.0 5.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.176 0.442 12.2 B 21.8 C TR 0.684 0.337 22.9 C WB L 0.516 0.442 16.7 C 24.7 C T 0.803 0.337 27.2 D R 0.743 0.337 25.2 D NB L 0.153 0.495 10.0 B 19.6 C T 0.733 0.389 21.6 C R 0.211 0.389 14.7 B SB L 0.776 0.495 27.7 D 23.7 C T 0.773 0.389 23.0 C R 0.098 0.389 14.0 B I ,------------- INTERSECTION: Delay = 22.8 (sec/veh) V/C = 0.755 LOS = C 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HARMONY /SHIELDS AREA TYPE ..... OTHER ANALYST ....... EGC DATE .......... TIME .......... 02-26-1994 1997 AM PK HR COMMENT.......W/0 PROJECT - EXISTING GEOMETRY -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : ES W8 NB SB LT 63 72 30 279 : L 12.0 L 12.0 L 12.0 L 12.0 ' TH 509 115 RT 86 117 464 486 110 : TR 6 : 12.0 T 12.0 12.0 R 12.0 T 12.0 R 12.0 T R 12.0 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 ' 12.0 12.0 --12_0---- ------ 12.0 -------------=-- 12.0 12.0 -------------------------------- ADJUSTMENT ADJUSTMENT FACTORS ' GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE ( % ) ( o ) Y/N Nm Nb Y/N min T EB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3 'WB 0.00 NB 0.00 2.00 N 2.00 N 0 0 0 0.90 5 0 0.90 5 Y 20.5 Y 17.5 3 3 SB 0.00 2.00 N 0 0 0.90 5 Y 17.5 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 75.0 PH-1 PH72 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X TH X X TH X ' RT X X RT X PD PD ' WB LT X TH X SS LT TH X X X X RT X RT X X PD PD 'GREEN 22.0 0.0 0.0 3.0 GREEN 0.0 8.0 22.0 0.0 YELLOW 5.0 0.0 0.0 5.0 YELLOW 0.0 5.0 5.0 0.0 ' -------------------------------------------------------------------------- LANE GRP. V/C LEVEL G/C OF SERVICE DELAY LOS APP. DELAY APP. LOS EB L 0.154 0.387 11.5 B 22.9 C ' TR WB L 0.889 0.842 0.427 0.320 24.1 C 48.7 E 22.5 C T 0.224 0.320 14.2 B R 0.268 0.320 14.5 B ' NB L 0.290 0.320 14.9 B 27.4 D T 0.904 0.320 31.3 D R 0.252 0.320 14.4 B ' SB L T 0.796 0.614 0.493 0.493 21.6 C 11.4 B 15.1 C R 0.009 0.493 7.3 B ' ----------------------------------------------------------------------- INTERSECTION: Delay -21.4 (sec/veh) V/C - 0.877 LOS - C 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION -HARMONY /SHIELDS AREA TYPE ..... OTHER ANALYST ....... EGC DATE .......... 02-26-1994 TIME .......... 1997 AM PK HR COMMENT....... WITH PROJECT- EXISTING GEOMETRY -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SS : ES WB NB SB LT 70 75 30 279 : L 12.0 L 12.0 L 12.0 L 12.0 TH 515 117 472 489 : TR 12.0 T 12.0 T 12.0 T 12.0 RT 86 117 118 8 : 12.0 R 12.0 R 12.0 R 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------=------------ ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3 WB 0.00 2.00. N 0 0 0.90 5 Y 20.5 3 NB 0.00 2.00 N 0 0 0.90 5 Y 17.5 3 SB 0.00 2.00 N 0 0 0.90 5 Y 17.5 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 75.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NB LT X TH X X TH X RT X X RT X PD PD WB LT X SB LT X X Tf•} X TH X X RT X RT X X PD PD GREEN 22.0 0.0 0.0 3.0 GREEN 0.0 8.0 22.0 0.0 YELLOW 5.0 0.0 0.0 5.0 YELLOW 0.0 5.0 5.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.172 0.387 11.6 B 23.6 C TR 0.898 0.427 25.0 C WB L 0.877 0.320 55.6 E 24.4 C T 0.228 0.320 14.3 B R 0.268 0.320 14.5 B NB L 0.300 0.320 15.1 C 28.8 D T 0.920 0.320 33.2 D R 0.270 0.320 14.5 _ B SB L 0.796 0.493 21.6 C 15.1 C T 0.618 0.493 11.5 B R 0.012 0.493 7.4 B -------------------=------------------------------------------------------ INTERSECTION: Delay = 22.3 (sec/veh) V/C = 0.886 LOS = C 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HARMONY /SHIELDS AREA TYPE.....OTHER ANALYST ....... EGC DATE .......... 02-26-1994 TIME .......... 1994 PM PK COMMENT....... EXISTING CONDITIONS ---------------------------------------=---------------------------------- VOLUMES GEOMETRY EB WB NB SB,: EB WB NB SB LT 35 127 36 197 : L 12.0 L 12-.0 L 12.0 L 12.0 TH 286 338 412 430 : TR 12.0 T 12.0 T 12.0 T 12.0 RT 40 310 96 39 : 12.0 R 12.0 R 12.0 R 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 • 12.0 12.0 12.0 12.0 - 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 2.00. N 0 0 0.90 5 Y 25.8 3 WB 0.00 2.00 N 0 0 0.90 5 Y 25.8 3 NB 0.00 2.00 N 0 0 0.90 5 Y 22.8 3 SB 0.00 2.00 N 0 0 0.90 5 Y 22.8 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 65.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X TH X RT X . PD WB LT X TH X RT X PD GREEN 25.0 0.0 0.0 YELLOW ---------------------------- 5.0 0.0 0.0 LANE GRP. V/C G/C EB L 0.306 0.41 TR 0.499 0.41 WB L 0.366 0.41 T 0.507 0.41 R 0.547 0.41 NB L 0.112 0.49 T 0.522 0.49 R 0.143 0.49 SB L 0.673 0.49 T 0.545 0.49 R 0.058 0.49 NB LT TH RT PD SB LT TH RT PD 0.0 GREEN 0.0 YELLOW LEVEL OF SERVICE DELAY LOS 5 10.1 B 5 11.1 B 5 10.2 B 5 11.2 B 5 11.7 B 2 6.7 B 2 9.0 B 2 6.9 B 2 13.2 B 2 9.3 B 2 6.6 ------------------- B X X X X X 0.0 30.0 0.0 0.0 0.0 5.0 0.0 0.0 ------------------------ APP. DELAY 11.0 11.2 8.5 10.3 INTERSECTION: Delay = 10.3 (sec/veh) V/C = 0.616 APP. LOS B B B B ------------- LOS = B 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..HARMONY /SHIELDS AREA TYPE ..... OTHER ANALYST ....... EGC DATE .......... 02-26-1994 TIME .......... 1994 AM PK COMMENT....... EXISTING CONDITIONS -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : ES WB NB SB LT 57 66 27 254 : L 12.0 L 12.0 L 12.0 L 12.0 TH 463 105 422 442 : TR 12.0 T 12.0 T 12.0 T 12.0 RT 78 106 99 5 : 12.0 R 12.0 R 12.0 R 12.0 RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------- ADJUSTMENT 7----------------------------- FACTORS ' GRADE (x) EB 0.00 WB 0.00 'NB 0.00 SB 0.00 PH-1 HV (x) 2.00 2.00 2.00 2.00 PH-2 ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE Y/N Nm Nb Y/N min T N 0 0 0.90 5 Y 25.8 3 N 0 0 0.90 5 Y 25.8 3 N 0 0 0.90 5 Y 22.8 3 N 0 0 0.90 5 Y 22.8 3 ----------------------------- SIGNAL SETTINGS 7----------------------- CYCLE LENGTH = 65.0 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X TH X TH X RT X RT X PD PD WB LT X SB LT X TH X TH X RT X RT X PD PD GREEN 25.0 0.0 0.0 0.0 GREEN 0.0 30.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 0.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.130 0.415 8.9 B 17.6 C TR 0.830 0.415 18.5 C WB L 0.355 0.415 10.4 B 9.4 B T 0.158 0.415 9.0 B R 0.187 0.415 9.2 B NB L 0.080 0.492 6.6 B 8.6 B T 0.534 0.492 9.2 B R 0.148 0.492. 6.9 B SB L 0.898 0.492 30.3 D 16.9 C T 0.560 0.492 9.4 B R 0.007 0.492 6.4 B -------------------------------------------------------------------------- INTERSECTION: Delay =, 14.0 (sec/veh) . V/C = 0.867 LOS = B APPENDIX be exceeded and a temporary turnaround should be built. The Connector Roadway should be complet- ed to South Shields Street with Phase II of Westbury. > As presently drawn on the site plan (described herein), the Connector Roadway can provide rea- sonable access to the property south of Westbur- y. This can be accomplished by striping back to back left -turn lanes with a common taper on the Connector Roadway approach to South Shields Street. > A connection to the Ridge subdivision is not needed and therefore, is not recommended. 17 tions provided the following auxiliary lanes are constructed: 1) A westbound left -turn lane on West Harmony Road having 25 feet of vehicular storage. 2) A southbound right -turn lane on South Shields Street. 3) A northbound left -turn lane on South Shields Street having 25 feet of vehicular storage.. This lane is not necessary; however, it can be easily provided by simple striping changes. The above described lanes should have deceleration distances of 310 feet including the taper. > With implementation of the improvements noted above, Westbury traffic will not create a no- ticeable change in traffic conditions on adja- cent streets and intersections. > Sidewalks should be constructed along the south side of West Harmony Road between the site and Regency Drive. > Constructing the Connector Roadway from West Harmony Road to the south is acceptable to ac- commodate Phase I development (19 lots). The maximum cul-de-sac length of 900 feet shall not 16 VI. CONCLUSIONS Based on the analyses, investigations, and discussions noted above, the following can be concluded: > Site generated traffic is considered minimal. It is expected to result in 50 morning peak -hour trips, 67 afternoon peak -hour trips, and 651 daily trips. > The West Harmony Road - South Shields Street intersection will operate at level -of -service (LOS) "C" under 1997 conditions with Westbury fully developed. Without Westbury, the inter- section is still expected to operate at LOS "C". > In the long-term (2015), the West Harmony Road - South Shields Street intersection is expected to operate at LOS "D" whether or.not Westbury is built. This level -of -service will require a left -turn lane, two through lanes, and a right - turn lane in each direction plus an additional southbound left -turn lane. > The Connector Roadway intersections with West Harmony Road and South Shields Street will oper- ate acceptably under short- and long-term condi- 15 the Connector Roadway turning north. Accordingly, the property to the south can be accommodated, if deemed appropriate, at some later date. C. Phasing of Connector Roadway Construction Phase I of Westbury is expected to be comprised of 19 lots on the northern part of the site. These lots will likely be fully built by the end of 1995. To serve these lots, the Connec- tor Roadway should be constructed from West Harmony Road to the south a distance not to exceed the maximum allowable cul-de-sac distance (900) feet. A temporary turnaround should be provided at the temporary end of the Connector Roadway. The Connector Roadway should be extended to connect to South Shields Street when Phase II commences. D. Sidewalks Along Harmony Road There is concern about how children in the area will get to school since there are presently no sidewalks along West Harmony Road. While it appears that Elementary school children will be bussed, it seems appropriate that sidewalks should be constructed for Junior High School students along the south side of West Harmony Road to the west of the site. This would permit school children to walk west along West Harmony Road to Regency Drive before heidiaq`nbrth'to the school complex. 14 V. OTHER ISSUES The following issues have been raised by City Staff during the review process. ' A. Ridge Connection The need to provide a connector between Westbury and the ' Ridge subdivision has been discussed. A review of both the Ridge access and circulation patterns, as well as, the proposed access ' and circulation patterns for Westbury has been undertaken. It appears that both subdivisions can adequately function without this connector and, therefore, the reason or purpose for the ' connector is unknown. Consequently, the connection between the subdivisions is not recommended. ' B. Relationship to Property to the South The City Traffic Engineer has stated that access to the ' parcel to the south of Westbury must be provided via the Connec- tor Roadway since direct access to South Shields Street will not ' be allowed. Assuming a 30 mile per hour speed limit, a common taper and two 25 foot back to back left -turn bays, some 300 feet is needed t• accommodate a westbound left turn t• the property. As presently planned, approximately, 310 feet will be available west of South Shields Street along the Connector Roadway prior to ' 13 ' The need to construct auxiliary lanes at the Connector ' Roadway intersections with West Harmony Road and South Shields Street was investigated. This investigation found that a decel- eration lane is appropriate for the westbound left -turn movement from Harmony Road to Westbury. This lane should be twelve (12) ' feet wide, have twenty-five (25) feet of vehicular storage and ' have a deceleration distance of 310 feet including the taper length. A right turn deceleration lane is not considered neces- sary. ' At the South Shields Street intersection with the Connector ' Roadway, a southbound right -turn deceleration lane is considered appropriate. This lane should be 12 feet wide and extend some 310 feet north of the intersection, including the taper distance. A northbound left -turn lane is not necessary, however, given the ' available painted median, it can be easily provided. According- ly, minor striping changes are considered appropriate to provide this lane. The striping modification should conform to the ' dimensions indicated for the left -turn lane at the West Harmony Road - Connector Roadway intersection. I1 12 Table 5 South Shields Street - Connector Roadway Short- and Long -Term Peak -Hour Operations Critical Movement Levels -of -Service ............................ ............................. .................. ............................. AM PM AM PM EB LT E D F E EB TH E D E D EB RT A A A A WB LT E D E E WB TH E D E D WB RT A A A A SB LT B A D A NB LT A A L..j A A Table 4 West Harmony Road - Connector Roadway Short- and Long -Term Peak -Hour Operations Critical Movement Levels -of -Service ............................. ............................. ............................ ............................. ............................. AM PM AM PM NB LT C C C D NB RT A A B A rBL A A A A U ' be noted that the difference in average delay per vehicle (with ' or without Westbury) was less than one second and, for the most part, less than one-half second at this intersection. 1 The West Harmony Road and South Shields Street intersections ' with the Connector Roadway were also evaluated. The evaluation ' included both short- and long=term conditions. These intersec- tions are planned to operate under stop sign control. Levels -of -service resulting from these evaluations are as indicated on Tables 4 and 5. ' As shown, the West Harmony Road - Connector Road intersec- tion is anticipated to operate acceptably under all scenarios. Level -of -service (LOS) "D" or better can be achieved under both short- and long-term conditions. The South Shields Street - Connector Roadway is also expect- ed to operate at acceptable levels -of -service with one exception. The exception, the 2015 morning peak -hour eastbound left -turn, is likely to drop to LOS "F". This is considered reasonable given the time.frame evaluated and the movement itself. This short- lived event can and should be tolerated since it will probably end up being one of the better operating intersections in the year 2015. 11 Table 3 West Harmony Road - South Shields Street (Signalized) Long Term 2015 Level -Of -Service ..................... .............. .......... . Wtili :h?r:ajCt: ioitt:Prigc: Approach AM PM AM PM II Eastbound I D I C II D I C II westbound I B I D II B I D II Northbound I D I D II D I D Table 2 West Harmony Road - South Shields Street (Signalized) Short Term Approach Eastbound (Westbound (Northbound 1997 Level -Of -Service ........................ ..................... ......................... ..................... ......................... { ti:P .0.3 : :4 fti gist: ..... AM PM AM PM C C C C C C D C C C D C IV. TRAFFIC IMPACTS Intersections were evaluated using Highway Capacity analysis procedures. These evaluations were undertaken using short- and long-term traffic volume projections and the anticipated roadway geometry. 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" is considered 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. At off-peak times, significantly better operating conditions can be expected. Using the traffic volumes presented on Figures 3 and 4, the West Harmony Road - South Shields Street intersection was evalu- ated for morning and afternoon peak -hour periods. Both short - and long-term scenarios were investigated, as well as, operating conditions both with and without Westbury. The investigation resulted in the finding that level -of -service "D" or better can be achieved under all morning and afternoon peak -hour traffic loadings in 1997 and 2015 (see Tables 2 and 3). It should also 10 West Harmony Road 0/892 2/4 —� WI I 00 \ * Negligible xx/xxx = Site/Total 4/88—a 5/721io 0/101----4 Connector 12/24-a 3/6 � O �1 f, N o 00 O j I � k—'0/700 < 7/877 jg---10/287 I T r r'1 u1 t� n � a \ cp .y O n \ O .7 U) O O -T \ O \ O \ O 'N) ` FRCC k-- 0/94 �— 0/28 N \ I" O` N O �O \ O 2015 PM Peak -Hour West Harmony Road 0/1480 1/2 d N xx/xxx = Site/Total <-0/293 7/144---A v-4/8 6/116730 0/ 197 �1 16/32 -a 0/0 6/12 O -11 N M O Ln Vl m in �D O \ 00 N O \ \ O -17 N %D C1 ti n N �O O O j I � �- 0/240 �2/237 14'-3/149 - 0/22 0/0 �- 0/12 ilyuic j 2015 AM Peak -Hour 0/397 2/2 w O U N C C O U # Negligible xx/xxx = Site/Total E— 0/511 4/42 ---A Ir-- 15/15 5/319 —ao 0/44 "y k— 0/341 E— 7/434 14-101150 k-0/47 4 */* je�--0/ 14 rigure 4 1997 PM Peak -Hour -7 N West Harmony Road 0/658 r C1 C1 # Negligible xx/xxx = Site/Total 7/70 6/515 0/86 Connector 00 rl- 00 It N N C1 O j I � I T r N OJ O r- C1 _.7 ti \ \ \ O 00 CO M � �O O O � T � r1 ON cn N V) 1- \ \ \ N O O k— 0/ 117 12/117 vI_ 3/75 Figure 3 1997 AM Peak -Hour II E1 11 South 1 15% East 1 40% West 1 5% E. Traffic Assignments and Volumes Utilizing the trip generation estimates and distribution assumptions discussed above, site trips were assigned to the existing street system. Figures 3,and 4 show short range (1997) peak -hour traffic volumes for both site and background traffic at the West Harmony Road - South Shields Street intersection. Long range (2015) peak -hour traffic volumes were developed by using the daily traffic volume projections developed by the City. Long-range site and background peak -hour traffic volumes are presented on Figures 5 and 6. Estimated turning movement traffic volumes at the Connector Roadway intersections with the arterial street system are also presented on these figures. Traffic volumes and associated turns internal to the site were considered minimal and were not given further consideration. 9 Site access is planned via a Connector Roadway connecting to both West Harmony Road and South Shields Street. This roadway will connect to West Harmony Road some 900 feet west of South Shields Street where it will form a tee intersection. At this point, the land along the north side of West Harmony Road is undeveloped. To the west of the vacant ground a church exists. Given these land uses, the church's hours of operation, and driveway spacing, no conflicts with the Connector Roadway inter- section are expected. The Connector Roadway will connect to South Shields Street some 1,135 feet south of West Harmony Road. It will line up opposite the existing Front Range Community College (FRCC) driveway forming a four-way intersection. The numerical distribution of site traffic is estimated as -indicated on the following page. 8 intersection sometime during mid-1994. Accordingly, this improvement is considered operational during both evaluation years. 2. West Harmony Road will curve to the north and connect to New Harmony Road. This will modify the existing grid and reduce the role of West Harmony Road west of New Harmony Road. This modification is currently being pursued by the City and is assumed fully functional by 2015. 3. West Harmony Road will be downgraded to an arterial roadway (100 feet R.O.W.) from a major arterial roadway in the area of the site. Accordingly, the future West Harmony Road cross-section will have two through lanes in each direction plus a painted left -turn median. Per City Staff, funding for this major improvement is not currently available. It is assumed fully constructed to arterial roadway standards, however, by the 2015 evalua- tion year. D. Trio Distribution Trip distribution is a function of the origin and destina- tion of site users, their work and shopping patterns, and the available roadway system. In this case, the area's major work center is situated north and east of Westbury. Shopping activity centers, for the most part, are located north of the site. Given the site's direct access (via a local street sized Connector Roadway) to the arterial street system, site traffic is not expected to use any external, local, or collector streets. Site traffic, for the most part, is expected to use South Shields Street since the higher density development will occur closer to South Shields Street than West Harmony Road. 7 Phase- Use Units Daily AM Peak -Hour PM Peak -Hour :::::::::::::: :::::::::::::::::: Pota:I$:::ipt 01-SF 19 9.55 181 0.74 14 4 10 1.61 19 12 7 02-SF 37 9.55 353 0.74 27 7 20 1.01 37 24 13 O2-MF 20 5.86 117 0.44 9 2 10.55 11 7 4 TOTAL 76 651 50 13 37 67 43 24 Per Drelling Unit As shown above, Westbury will generate approximately 651 trips per day with 50 and 67 trips occurring during the morning and afternoon peak -hour periods, respectively. These volumes are considered minimal. C. Assumed Roadway System The area surrounding the site is currently undergoing the transition from a rural to an urban setting. The same can be stated about the roadway system serving the area. Accordingly, significant planning efforts have been undertaken to establish the basic arterial roadway system which will serve the future needs of this maturing area. At this time, the following roadway changes are anticipated. 1. The West Harmony Road - South Shields Street intersec- tion is currently signalized; however, protected left - turn phases are not provided. The City plans to install left -turn phasing in an effort to reduce delays at this 6 annual growth rate between 1994 and 1997. Long-term traffic volume projections for the year 2015 were obtained from the City of port Collins. These estimates represent annual growth rates, adjacent to the site, of five (5) and twelve (12) percent on West Harmony Road and South Shields Street respectively. Background traffic volumes (without Westbury) were developed using the above discussed growth rates for the 1997 and 2015 evaluation years under both peak -hour conditions. Side street traffic volumes were assumed to double between 1997 and 2015. This is a direct result of future development sharing the existing access points and future access restrictions on arterial streets and, to some degree, cut through traffic. B. Site Generated Traffic To estimate the traffic generated by the proposed develop- ment, standard trip generation rates compiled by the Institute of Transportation Engineers in their report entitled Trip Genera- tion. Fifth Edition were utilized for appropriate land uses. These rates were utilized to determine daily, morning and after- noon peak -hour traffic volumes expected to be generated by the site. Resultant traffic volumes are shown on the following page. 5 Table 1 West Harmony Road - South Shields Street (Signalized) Current Level -of -Service ti ENestbound. .......... ................ p................ und C B B B Northbound B B Southbound C B .:.:.:.;.:. .O..E.... Both peak -hour periods were analyzed using capacity analysis procedures. These analyses revealed that each approach and the overall intersection operates at level -of -service "B" under both peak -hour traffic loadings (see Table 1). Capacity worksheets are included in the Appendix. C. Surrounding Land Uses Westbury will be constructed on land that is currently vacant. With minor exception, residential developments presently dominate the area surrounding the site. The exception is Front Range Community College (FRCC) which is located along the east side of South Shields Street, south of West Harmony Road. Additionally, significant amounts of land are currently undevel- oped. III. FUTURE TRAFFIC CONDITIONS A. Growth in Background Traffic Both the short-term (1997) and long-term (2015) traffic volume projections were developed for the two arterial roadways adjacent to the site. Current peak -hour turning movement counts were increased on the basis of historical growth in daily traffic volumes. This resulted in approximately a three (3) percent 4 West Harmony Road 57/35 -� 463/286� 78/40 xx/xx = AM/PM o \ \ M N L7 \ -11 V1 u'1 - I�7. W IIN� y T I �C N M � � IN \ \ N N O� N � J n tl O V) N O .11 I L T r 106/310 105/388 14,— 66/127 k-10/43 141— 5/13 W W re 2 1994 Peak -Hour Traffic metropolitan area and beyond. The posted speed limit is 35 miles per hour. Adjacent to the site, South Shields Street has one lane in each direction and a painted two-way left -turn median. Current daily traffic volume on South Shields Street is 14,500 vehicles per day adjacent to the site. The West Harmony Road - South Shields Street intersection is currently under traffic signal control. Three of the four approaches to this intersection have one left-, one through, and one right -turn lane. The fourth approach on eastbound West Harmony Road has a left -turn lane and a shared through and right - turn lane. B. Existing Traffic Conditions Turning movement counts were undertaken at the West Harmony Road,- South Shields Street intersection for both the morning and afternoon peak -hours. Directional biases were noted during both peak -hour periods. As might be expected, these biases appear to be based upon the geographic location of employment centers and Interstate 25. Turning movement counts are presented on Figure 2. The West Harmony Road - South Shields Street intersection was evaluated using current traffic volumes and roadway geometry. 3 > Recommend measures to mitigate the impact of site generated traffic as appropriate. > Address other issues which have been identi- fied during the course of this study or by others. II. EXISTING CONDITIONS A. Existinc Road Network The site is bordered by West Harmony Road on the north and South Shields Street on the east. These roadways are both classified as arterial streets and are under City of Fort Collins jurisdiction. West Harmony Road provides east -west circulation extending one mile to the west and a significant distance to the east. It extends to and connects with Interstate 25 thereby providing regional access. In the immediate area of the site, West Harmony Road serves some 10,000 vehicles daily.- The posted speed limit is 35 miles per hour on this roadway which has two travel lanes, one in each direction. Spot widening has occurred both east and west of the site to accommodate auxiliary lanes. South Shields Street has a significant role in the north - south street system. It traverses the entire Fort Collins 2 GROSS ACRES 245 SF LOTS 56 MF LOTS 20 LOTS 16 DENSITY 3.1 SOLAR LOTS 51(615) LOTS MEETING SOLAR ^� ACCESS REQUIREMENTS V PROPOSED TREES EXISTING TREES eAPPROX LOCATIONS) r ._ - :.. - GRc 55 GALLERY i {, 0 SI � I SINGLE FAMILY (GRE55) I nl I Ill N �^ tY r7 tt G S e 1 • b li 1) If 5 K I III I I I 1 12 13 JA is >s u ' Figure 1 - SITE/LOCATION PLAN I I ' I. INTRODUCTION ' Westbury is a proposed residential development situated on the south side of West Harmony Road west of South Shields Street '. in Fort Collins, Colorado. The site plan and location is shown ' on Figure 1. The development will be comprised of fifty-six (56) single family and twenty (20) multi -family residential units. This study follows the established guidelines for traffic impact studies as are applicable 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 the area of site. ' > Evaluate current traffic operations to estab- lish 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 Westbury fully operational under both short- and long- term conditions. > Identify areas of potential deficiencies. TABLE OF CONTENTS I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . 1 II. EXISTING CONDITIONS . . . . . . . . . . . . . . . . . . 2 A. Existing Road Network . . . . . . . . . . . . . . . 2 B. Existing Traffic Conditions . . . . . . . . . . . . 3 C. Surrounding Land Uses . . . . . . . . . . . . . . . 4 III. FUTURE TRAFFIC CONDITIONS . . . . . . . . . . . . 4 A. Growth in Background Traffic . . . . . . . . . . . . 4 B. Site Generated Traffic . . . . . . . . . . . . . . . 5 C. Assumed Roadway System . . . . . . . . . . . . . . . 6 D. Trip Distribution . . . . . . 7 E. Traffic Assignments and Volumes . . . . . . . . . . 9 IV. TRAFFIC IMPACTS . . . . . . . . . . . . . . . . . . . . 10 V . OTHER ISSUES . . . . . . . 13 A. Ridge Connection . . . . 13 B. Relationship to Property to the South . . . . . . . 13 C. Phasing of Connector Roadway Construction . . . . . 14 D. Sidewalks Along Harmony Road . . . . . . . . . . . . 14 VI. CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . 15 i Traffic Impact Study Westbury Fort Collins, Colorado Prepared For: Linder Real Estate 3500 JFK Parkway Suite 221 Ft. Collins, Colorado 80525 Prepared By: Eugene G. Coppola P. O. Box 260027 Littleton, CO 80126-0027 303-792-2450 March 2, 1994