The URL can be used to link to this page

Home My WebLink AboutFOSSIL CREEK COMMERCIAL PLAZA, FIRST REPLAT (SPAGGEDDIE'S) - MINOR SUBDIVISION - 4-94 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX IDENTIFYING INFORMATION AVERAGE RUNNING SPEED. MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... rin/rout NAME OF THE NORTH/SOUTH STREET....... college NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 1/21/94 TIME PERIOD ANALYZED ................. noon 5 1995 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 0 -- 0 0 THRU 0 -- 0 777 RIGHT 45 -- 0 70 NUMBER OF LANES EB WB NB SB ------- ------- ------- ------ LANES 2 -- 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 - - RIGHT 50 619 619 619 570 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... rin/rout NAME OF THE NORTH/SOUTH STREET.... college DATE AND TIME OF THE ANALYSIS..... 1/21/94 ; noon (s) 1995 2010 OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ##XXXXX###Y#YXX##X###XYXXX#Y##X#XYXX##X####XXXXY#Y#X#XXXXX#X###YYYX#Y IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... rin/rout NAME OF THE NORTH/SOUTH STREET....... college NAME OF THE ANALYST .................. mjd DATE OF THE ANALYSIS (mm/dd/yy)...... 1/21/94 TIME PERIOD ANALYZED. ............... noon Pm 1995 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN I11tuilifGiReIl9idmR EB WB NB SB ---- ---- ---- LEFT 0 0 0 THRU 0 -- 0 723 RIGHT 60 -- 0 110 NUMBER OF LANES EB WB NB SB ------- ------- ------- LANES 2 -- 2 2 u 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 RIGHT 66 624 624 624 558 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... rin/rout NAME OF THE NORTH/SOUTH STREET.... college DATE AND TIME OF THE ANALYSIS..... 1/21/94 noon pm 1995 2010 OTHER INFORMATION.... i 1985 HCM: UNSIGNALIZED INTERSECTIONS X XXXXXXXXXXXXYXXXXXXXXXXXYXXXXXXXXXXiXXXXXXXXXXXXXXXXX XXXXX IDENTIFYING INFORMATION ----------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... i AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... troutman NAME OF THE NORTH/SOUTH STREET....... best/target NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 1/21/94 TIME PERIOD ANALYZED ................. noon pm 1995 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL ----------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES ----------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 5 125 25 50 THRU 115 100 15 20 RIGHT 15 80 130 15 NUMBER OF LANES AND LANE USAGE ----------------------------------------------------------- EB WB NB SB ----- — ------- ------- LANES 2 2 1. ------- 1 1 ANF IISA!,F I TP I TR Page-1 j CAPACITY AND LEVEL -OF -SERVICE Page-3 XXXXXXXXX--------------------------------------------------------------------- POTEN- ACTUAL -------- i 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 28 456 398 > 398 > 370 > P THROUGH 17 538 486 > 758 486 > 571 469 >A RIGHT 143 997 997 > 997 > 854 > MINOR STREET SB LEFT 55 406 325 > 325 > 270 > C THROUGH 22 560 505 > 408 505 > 315 483 >B A RIGHT 17 996 996 > 996 > 979 > A MAJOR STREET EB LEFT 6 911 911 911 906 A --------- WB LEFT 138 964 964 964 826 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... troutman NAME OF THE NORTH/SOUTH STREET.... best/target DATE AND TIME OF THE ANALYSIS..... 1/21/94 ; noon 1995 2010 OTHER INFORMATION.... 1905 HCM: UNSIGNALIZED INTERSECTIONS Page-1 #Y##Y#YZ#########Z##Z##XX#####ZZ#Z#XZ##########XY#ZX##X###XX########X IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... troutman NAME OF THE NORTH/SOUTH STREET....... best/target NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy).... .. 1121194 TIME PERIOD ANALYZED ................ noo Pm 1995 20 00 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB S8 ---- ---- ---- --- LEFT 25 160 20 60 THRU 165 95 15 20 RIGHT 20 95 155 20 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------------- EB WB NB SB -------------- ----- ------- LANES 2 2 1 1 i 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 22 377 307 > 307 > 285 > THROUGH 17 459 389 > 732 389 > 523 373 >A RIGHT 171 995 995 > 995 > 825 > A MINOR STREET SB LEFT 66 327 240 > 240 > 174 > D THROUGH 22 484 411 > 313 411 > 203 389 >C B RIGHT 22 995 995 > 995 > 973 > A MAJOR STREET EB LEFT 28 901 901 901 873 A WB LEFT 176 906 906 906 730 A IDENTIFYING INFORMATION ------------------------------------------------------------------ NAME OF THE EAST/WEST STREET...... troutman NAME OF THE NORTH SOUTH STREET.... best/targ e DATE AND TIME OF THE ANALYSIS..... 1/21/94(loonpm 1995 2010 OTHER INFORMATION.... 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT XYX#XXXXXXXXXXXXXXXXXXXXXXYXYYXXXXXXXXXXXXYXXXXYXXXXXYXXXYX#X#XXXYXXXXXXYX INTERSECTION..troutman/college AREA TYPE ..... OTHER ANALYST....... m,id DATE.......... pm TIME noon pm TIME......... 1995 2010 COMMENT....... -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 190 170 120 240 : L 11.0 L 12.0 L 12.0 L 12.0 TH 125 120 1475 1610 : T 11.0 T 12.0 T 12.0 T 12.0 RT 65 150 80 110 : R 11.0 R 12.0 T 12.0 T 12.0 RR 30 30 10 10 : 12.0 12.0 TR 12.0 TR 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 1.00 N 0 0 0.93 20 Y 31.8 3 WB 0.00 1.00 N 0 0 0.93 20 Y 31.8 3 NB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 SB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X X NS LT x x TH X TH x RT x RT x PD x PD x WB LT x x SB LT x x TH x TH x RT x RT x PD x PD x GREEN 8.0 17.0 0.0 0.0 GREEN 13.0 56.0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.061 0.273 22.5. C 24.3 C T 0.448 0. 173 27.0 D R 0.150 0.173 25.0 C WB L 0.059 0.273 22.5 C 25.2 D T 0.417 0.173 26.7 D R 0.497 0.173 27.7 D NB L 0.257 0.673 5.5 8 10.1 B TR 0.651 0.527 10.4 B SB L 0.778 0.673 19.2 C 12.1 B TR 0.722 0.527 11.2 B INTERSECTION: Delay = 13.4 (sec/veh) V/C = 0.620 LOS = B i 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT XXXXXXXXXXXXXXXXXXXXXXXXXYXXXXXXXXXXXXXXXXXXXXXYXXXXXXXXXXYXXXXXXXXXXXXXXX INTERSECTION..troutman/college AREA TYPE..... OTHER ANALYST ....... m,ld DATE.......... 1/21/94 TIME .......... noontg)1995 2010 COMMENT....... ------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 110 135 105 190 : L 11.0 L 12.0 L 12.0 L 12.0 TH 120 100 1445 1735 : T 11.0 T 12.0 T 12.0 T 12.0 RT 65 130 75 100 : R 11.0 R 12.0 T 12.0 T 12.0 RR 30 30 10 10 12.0 12.0 TR 12.0 TR 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 1.00 N 0 0 0.93 20 Y 31.8 3 WB 0.00 1.00 N 0 0 0.93 20 Y 31.8 3 NB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 SB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 SIGNAL SETTINGS CYCLE LENGTH = 120.0 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 x PO x WB LT x x SB LT x x TH x TH x RT x RT x PD x PD x GREEN 8.0 17.0 0.0 0.0 GREEN 13.0 66.0 0.0 0.0 YELLOW 3.0 5..0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.066 0.250 26.1 D 28.4 D T 0.469 0.158 30.5 0 R 0.164 0.158 28.2 D W8 L 0.064 0.250 26.1 0 28.4 D T 0.379 0.158 29.6 D R 0.452 0.158 30.4 D NB L 0.233 0.700 5.0 B 7.9 B TR 0.592 0.567 8.1 B SB L 0.636 0.700 11.4 B 10.7 B TR 0.716 0.567 10.6 B ------------------------_---------------)-----------------------_-------- INTERSECTION: Delay 12.0 (sec/veh V/C 0.601 LOS B i 1 1 1 L 1] i 1 1 APPENDIX E 1 11 1 1 7 L 1 1 7 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 X XXXXXZXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXtXXXXXXXXXXXXXXXXXXXXXXXXX IDENTIFYING INFORMATION -------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... i AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... rin/rout NAME OF THE NORTH/SOUTH STREET....... college NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 1/21/94 TIME PERIOD ANALYZED ................. noon pm 199 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 -- 0 0 THRU 0 -- 0 708 RIGHT 40 -- 0 65 NUMBER OF LANES EB WB NB SB ------- ------- ------- ------- LANES 2 -- 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 RIGHT 44 648 648 648 604 P�TR� man IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... rin/rout NAME OF THE NORTH/SOUTH STREET.... college DATE AND TIME OF THE ANALYSIS..... 1/21/94 ; noon 1995 2010 OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 XXMMMMMMMXXMMMXXMXMXMMMMMMMMMMMMMXXXXMMMMMMMXXMMMXMXXXXXMXMMMMXMXXMMM IDENTIFYING INFORMATION -------------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... rin/rout NAME OF THE NORTH/SOUTH STREET....... college NAME OF THE ANALYST. .... _ .......... mjd DATE OF THE ANALYSIS (mm/dd/yy)...... 1/21/94 TIME PERIOD ANALYZED... ............. (Znoon pm 1995 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 -- 0 0 THRU 0 -- 0 654 RIGHT 60 -- 0 105 NUMBER OF LANES EB WB N8 SB ------- ------- ------- ----- LANES 2 -- 2 2 i 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 mftbi6� RIGHT 66 664 654 654 588 A � I�Yifi IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... rin/rout NAME OF THE NORTH/SOUTH STREET.... college DATE AND TIME OF THE ANALYSIS..... 1/21/94 noon pm 1995 2010 OTHER INFORMATION.... 1985 HCM: UNSTGNALIZED INTERSECTIONS Page-1 X SXXXSXSXXXXXSXXXXXXXXXSXXXXXXXXXXXXXYXXXSXXSXXXSXSXXSSXXXXXXXXXXXXXX IDENTIFYING INFORMATION ----------------------------------------------------------- --------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... troutman NAME OF THE NORTH/SOUTH STREET....... best/target NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 1/21/94 TIME PERIOD ANALYZED ................. noon pm 1995 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB N8 SB ---- ---- ---- ---- LEFT 5 120 20 45 THRU 105 95 10 15 RIGHT 10 75 120 15 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 2 2 1 1 1 ANF IIgABF I TR I TP 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 22 477 422 > 422 > 400 > THROUGH 11 557 506 > 800 506 > 635 495 >A . RIGHT 132 997 997 > 997 > 865 > A MINOR STREET SB LEFT 50 433 356 .> 356 > 306 > B THROUGH 17 581 528 > 441 528 > 359 511 >B A RIGHT 17 996 996 > 996 > 979 > A MAJOR STREET EB LEFT 6 922 922 922 916 A WB LEFT 132 979 979 979 647 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... troutman NAME OF THE NORTH/SOUTH STREET.... best/target DATE AND TIME OF THE ANALYSIS..... 1/21/94 ; noon e1995 2010 OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS SXXXXSSSSSSXSXXXXXSSXXZXXXXXSSXZZZZZSXXXXSXXSSZZSZSSSZSZXXXX IDENTIFYING INFORMATION ------------------------------------------------------------ AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... troutman NAME OF THE NORTH/SOUTH STREET....... best/target NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 1/21/94 TIME PERIOD ANALYZED ................ noon Pm 1995 2010 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 25 140 20 55 THRU 145 90 10 15 RIGHT 20 90 150 20 NUMBER OF LANES AND LANE USAGE ------------------------------------------------------------ EB WB NB SB ------- ------- ------- ------- LANES 2 2 1 1 Page-1 CAPACITY AND LEVEL -OF -SERVICE Page-3 SXSSSX------ _______________________________________________________________ i 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 22 412 348 > 348 > 326 > THROUGH 11 493 429 > 778 429 > 580 418 >A n RIGHT 165 996 996 > 996 > 831 > A I MINOR STREET SB LEFT 61 357 272 > 272 > 212 > C THROUGH 17 516 450 > 352 450 > 253 433 >C A RIGHT 22 996 996 > 996 > 974 > A MAJOR STREET EB LEFT 28 911 911 911 884 A ------ WB LEFT 154 927 927 927 773 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... troutman NAME OF THE NORTH/SOUTH STREET.... best/target DATE AND TIME OF THE ANALYSIS..... 1/21/94 noon pm 199 2010- 1 OTHER INFORMATION.... M M M M M M M M M M M M M M M M M M r 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT X X <X lK'XX lK IC X X ]K t X i IC X Y M L Z 2 X t Y Z t Z Y Y X X X Z X lK X INTERSECTION- troutman/college AREA TYPE ..... OTHER ANALYST ....... mid DATE .......... 1 1/94 TIME ......... .noon P, 1995 2010 COMMENT....... ---------------'--------------------------------------------- VOLUMES GEOMETRY .EB WB NB SB EB WB NB LT 180 155 110 220 L 11.0 L 12.0 L 12.0 TH 115 110 1340 1465 T 11.0 T 12.0 T 12.0 RT 55 140 75 100 R 11.0 R 12.0 T 12.0 RR 30 30 10 10 12.0 12.0 TR 12.0 12.0 12.0 12.0 -------------------------------------------------------------- 12.0 12.0 12.0 ADJUSTMENT FACTORS 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT X YtYM ;y.MYXX 1.'XtKY%YMXXXXXXXXXXX ZIKXXXXXXXi�XXXXXYXtXX�XXM INTERSECTION..troutman/colleqe AREA TYPE..... OTHER ANALYST....... mjd DATE ....... _ 1/21/94 TIME.......... noon pm 199 2010 COMMENT....... SB L 12.0 T 12.0 T 12.0 TR 12.0 12.0 12.0 GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 1.00 N 0 0 0.93 20 Y 31.8 3 WB 0.00 1.00 N 0 0 0.93 20 Y 31.8 3 NB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 SB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 ------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT K X NB LT X X TH X TH X RT X RT X PD X PO X WB LT X X SB LT X X TH X TH X RT X RT X PO X PD X GREEN 8.0 17.0 0.0 0.0 GREEN 13.0 56.0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.061 0.273 22.5 C 24.2 C T 0.412 0.173 26.6 D R 0.108 0.173 24.8 C WB L 0.059 0.273 22.5 C 25.0 C T 0.382 0.173 26.4 D R 0.456 0.173 27.2 D NB L 0.213 0.673 5.3. B 8.4 B TR 0.592 0.527 8.6 B SB L 0.691 0.673 13.8 B 10.8 B TR 0.656 0.527 10.4 B -------------------------------------------------------------------------- INTERSECTION: Delay = 12.1 (sec/veh) V/C = 0.562 LOS = B ----------------------------------------------------------------------- - VOLUMES GEOMETRY EB WB NB SB EB WB NB SB LT 100 120 105 175 L 11.0 L 12.0 L 12.0 L 12.0 TH 110 95 1315 -1585 T 11.0 T 12.0 T 12.0 T 12.0 RT 60 120 70 90 R 11.0 R 12.0 T 12.0 T 12.0 RR 30 30 10 10 12.0 12.0 TR 12.0 TR 12. 12.0 12.0 12.0 12.. 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 1.00 N 0 0 0.93 20 Y 31.8 3 WB 0.00 1.00 N 0 0 0.93 20 Y 31.8 3 NB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 SB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 SIGNAL SETTINGS CYCLE LENGTH = 120.0 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 X PO X WB LT X X SB LT X X TH X TH X RT X RT X PD X PO X GREEN 8.0 17.0 0.0 0.0 GREEN 13.0 66.0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.066 0.250 26.1 D 28.2 D T 0.430 0.158 30.0 D R 0.141 0.158 28.1 D WB L 0.064 0.250 26.1 D 28.2 D T 0.360 0.158 29.4 D R 0.407 _ 0.158 29.9 D NB L 0.233 0.700 5.0 B 7.6 B TR 0.539 0.567 7.7 B SB L 0.565 0.700 9.2 B 9.8 B TR 0.653 0.567 9.9 B -------------------------------------------------------------------------- INTERSECTION: Delay = 11.4 (sec/veh) V/C = 0.547 LOS = B 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXYXXXXXXXXXXXXXX�XYXXXXXXXXXXXXXXXXXXXXXXX INTERSECTION..troutman/college AREA TYPE ..... OTHER ANALYST....... m-id DATE ........ ../94 TIME ........ noon pm 1995 2010 COMMENT....... -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 180 155 110 220 : L 11.0 L 12.0 L 12.0 L 12.0 TH 115 110 1340 1465 : T 11.0 T 12.0 T 12.0 T 12.0 RT 55 140 75 100 : R 11.0 R 12.0 T 12.0 T 12.0 RR 30 30 10 10 : 12.0 12.0 TR 12.0 TR 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 1.00 N 0 0 0.93 20 Y 31.8 3 WB 0.00 1.00 N 0 0 0.93 20 Y 31.8 3 NB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 SB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT K X TH X TH K RT X RT X PD X PD X WB LT K SB LT X X TH X TH X RT X RT X PD X PD X GREEN 25.0 0.0 0.0 0.0 GREEN 13.0 59.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.920 0.245 59.5 E 42.9 E T 0.290 0.245 21.9 C R 0.076 0.245 20.6 C WB L 0.586 0.245 30.1 0 25.3 D T 0.269 0.245 21.7 C R 0.321 0.245 22.1 C NB L 0.213 0.700 4.5 A 7.4 B TR 0.563 0.555 7.6 B SB L 0.691 0.700 12.7 B 9.6 B TR 0.624 0.555 9.2 B -------------------------------------------------------------------------- INTERSECTION: Delay = 12.6 (sec/veh) V/C = 0.711 LOS = B 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXMXXXXX INTERSECTION..troutman/college AREA TYPE ..... OTHER ANALYST....... m,1d DATE.......... 1/21/94 TIME.......... noo art. 1995 2010 COMMENT....... -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 100 120 105 175 : L 11.0 L 12.0 L 12.0 L 12.0 TH 110 95 1315 1585 : T 11.0 T 12.0 T 12.0 T 12.0 RT 60 120 70 90 : R 11.0 R 12.0 T 12.0 T 12.0 RR 30 30 10 10 : 12.0 12.0 TR 12.0 TR 12.0 12.0 12.0 12.0 12.G 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 1.00 N 0 0 0.93 20 Y 31.8 3 WB 0.00 1.00 N 0 0 0.93 20 Y 31.8 3 NB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 SB 0.00 1.00 N 0 2 0.93 20 Y 25.0 4 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X K TH X TH X RT X RT K PD X PO X WB LT K SB LT X K TH X TH X RT X RT X PD X PD K GREEN 25.0 0.0 0.0 0.0 GREEN 13.0 69.0 0.0 0.0 YELLOW 5.0 0:0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 ------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP_ DELAY APP. LOS EB L 0.520 0.225 32.9 D 28.2 D T 0.303 0.225 25.1 D R 0.099 0.225 23.8 C WB L 0.513 0.225 32.4 D 27.9 D T 0. 253 0.225 24.8 C R 0.286 0.225 25.0 C N6 L 0.233 0.725 4.3 A 6.7 B TR 0.516 0.592 6.9 B SB L 0.565 0.725 8.2 B 8.7 B TR 0.625 0.592 8.8 B ----------------------------------------------------------------------- INTERSECTION: Delay = 10.5 (sec/veh) V/C = 0.592 LOS = B APPENDIX D 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 XXXXXXXXXXXXXXXXYYXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... troutman NAME OF THE NORTH/SOUTH STREET....... best/target NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 6/30/93 TIME PERIOD ANALYZED ................. noon 1993 short OTHER INFORMATION.... long - INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 4 127 15 43 THRU 93 87 6 10 RIGHT 5 71 101 14 NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------------- EB WB NB SB ------- ------- ------- ------- LANES 2 2 1 1 1 ANIF n¢erF i TO i TO 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 17 494 439 > 439 > 422 > THROUGH 7 572 517 > 830 517 > 695 511 >A RIGHT 111 998 998 > 998 > 886 > N MINOR STREET SB LEFT 47 462 387 > 387 > 339 > B THROUGH 11 596 540 > 466 540 > 392 529 >B A RIGHT 15 996 996 > 996 > 981 > A MAJOR STREET EB LEFT 4 934 934 934 930 A WB LEFT 140 995 995 995 855 A IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... troutman NAME OF THE NORTH/SOUTH STREET.... best/target DATE AND TIME OF THE ANALYSIS..... 6/30/93 ; noon 1993 short OTHER INFORMATION.... long 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 Y XXXYYXYXYYYYYYXXXYYYYXYYYXYXXYXXYXXYYXYXYYYYXYXXYYYYYXYYYYXYXYYYYXXX IDENTIFYING INFORMATION AVERAGE RUNNING SPEED. MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... troutman NAME OF THE NORTH/SOUTH STREET....... best/target NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 6/30/93 TIME PERIOD ANALYZED ................. noon pm 1993 short OTHER INFORMATION.... long INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 20 115 13 52 THRU 137 89 7 14 RIGHT 12 85 94 16 NUMBER OF LANES AND LANE USAGE -------------------------------- EB WB NB SB IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... troutman NAME OF THE NORTH/SOUTH STREET.... best/target DATE AND TIME OF THE ANALYSIS..... 6/30/93 ; noon pm 1993 short OTHER INFORMATION.... long 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 LO_ p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET NB LEFT 14 447 391 > 391 > 377 > B THROUGH 8 525 472 > 800 472 > 675 465 >A A RIGHT 103 996 996 > 996 > 893 > A MINOR STREET SB LEFT 57 424 354 > 354 > 297 > C THROUGH 15 550 494 > 429 494 > 339 479 >B A RIGHT 18 996 996 > 996 > 978 > A MAJOR STREET EB LEFT 22 917 917 917 895 A WB LEFT 127 944 944 944 817 A IDENTIFYING INFORMATION --------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... troutman NAME OF THE NORTH/SOUTH STREET.... best/target _ DATE AND TIME OF THE ANALYSIS..... 6/30/93 noo pm 1993 short OTHER INFORMATION.... long = = M = = = = = = = M = = = = M = = r 1985 HCM: SIGNALIZED INTERSECTIONS 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT SUMMARY REPORT YZ##YYY##Y#Y#Y##Y#############Y#Y##YSYZ#SYYYSYZ##Z#Z#SZX##Y#YXYY#Y#YYYYX## YYXZ######YYYYYSX####YYYZXZ#####YYYZZZ######YXYYY#YYZ#Z###Z#########YYY### INTERSECTION..troutman/college INTER SECT ION.. an/college AREA TYPE..... OTHER AREA TYPE.....OTHER OTHER ANALYST ....... mJd ANALYST DATE .......... 6/30/93 TIME.......... oon pm 1943 short TIME...MENT DATE..........6/3 DATE.......... 6/30/93 3 TIME .......... noon pm 1 99 short .......long -------------------------------------------------------------------------- COMMENT.......long VOLUMES GEOMETRY -------------------------------------------------------------------------- VOLUMES GEOMETRY ES WB NB SB EB WB NB SB EB WB N8 SB EB WB NB SB LT 126 150 58 214 L 12.0 L 12.0 L 12.0 L 12.0 TH 102 89 1327 1363 T 12.0 T 12.0 T 12.0 T 12.0 LT 71 118 81 168 L 12.0 L 12.0 L 12.0 L 12.0 RT 61 136 72 108 R 12.0 R 12.0 T 12.0 T 12.0 TH 103 86 1297 1495 T 12.0 T 12.0 T 12.0 T 12.0 RR 30 30 30 30 12.0 12.0 TR 12.0 TR 12.0 RT 77 115 65 120 R 12.0 R 12.0 T 12.0 T 12.1) 12.0 12.0 12.0 12.0 RR 30 30 30 30 12.0 12.0 TR 12.0 TR 12 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.. --------------------------'----------------------------------------------' 12.0 12.0 12.0 12.0 ADJUSTMENT FACTORS ---------------------------- ------------------------------------------- GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE ADJUSTMENT FACTORS (%) (%) Y/N Nm Nb Y/N min T GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE EB 0.00 1.00 N 0 0 0.90 20 Y 31.8 3 (%) (%) Y/N Nm Nb Y/N min T WB 0.00 1.00 N 0 0 0.90 20 Y 31.8 3 EB 0.00 1.00 N 0 0 0.90 20 Y 26.5 3 NB 0.00 1.00 N 0 2 0.90 20 Y 25.8 4 WB 0.00 1.00 N 0 0 0.90 20 Y 26.5 3 SB 0.00 1.00 N 0 2 0.90 20 Y 25.8 4 NB 0.00 1.00 N 0 2 0.90 20 Y 20.5 4 -------------------------------------------------------------------------- SB 0.00 1.00 N 0 2 0.90 20 Y 20.5 4 SIGNAL SETTINGS CYCLE LENGTH = 110.0 -------------------------------------------------------------------------- PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 SIGNAL SETTINGS CYCLE LENGTH 120.0 EB LT X NB LT X K PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 TH X TH X EB LT X NB LT X X RT X RT X TH X TH X PD X PD X RT X RT X WB LT X SB LT X X PO X PD X TH X TH X WB LT X SB LT X X RT X RT X TH X TH X PD X PD X RT X RT X GREEN 25.0 0.0 0.0 0.0 GREEN 13.0 59.0 0.0 0.0 PO X PD X YELLOW 5.0 0.0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 GREEN 25.0 0.0 0.0 0.0 GREEN 13.0 69.0 0.0 0.0 -------------------------------------------------------------------------- YELLOW 5.0 0.0 0.0 0.0 YELLOW 3.0 5.0 0.0 0.0 LEVELOF SERVICE -------------------------------------------------------------------------- LANE GRP. V/C G/C DELAY LOS APP, DELAY APP. LOS LEVEL OF SERVICE EB L 0.603 0.245 31.0 D 26.1 D LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS T 0.258 0.245 21.7 C EB L 0.358 0.225 30.2 D 26.5 0 R 0.094 0.245 20.7 C T 0.284 0.225 25.0 C WB L 0.582 0.245 29.9 D 25.3 D R 0.155 0.225 24.1 C T 0.225 0.245 21.4 C WB L 0.550 0.225 33.3 D 28.3 D R 0.320 0.245 22.1 C T 0.237 0.225 24.6 C NB L 0.040 0.700 3.9 A 7.5 B R 0.280 0.225 24.9 C TR 0.566 0.555 7.6 8 NB L 0.132 0.725 3.8 A 6.7 8 SB L 0.696 0.700 12.9 B 8.5 B TR 0.515 0.592 6.9 B TR 0.598 0.555 7.8 8 SB L 0.558 0.725 8.1 B 6.6 B --------------------------------------------------------------- -------- TR 0.616 0.592 8.7 B INTERSECTION: Delay = 10.7 (sec/veh) V/C = 0.614 LOS = 8 ------------------- ------------------------------------------------------- INTERSECTION: Delay = 10.3 (sec/veh) V/C = 0.592 LOS = 8 APPENDIX C LEVEL -OF -SERVICE CRITERIA SIGNALIZED INTE11SECTIONS Level -of -service for signalized intersections is defined in terms of delay. Delay is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. Specifically, level -of -service criteria are stated In terms of the average stopped delay per vehicle for a 15-mirn.il:e analysis period. Level -of -service A describes operations with very low delay, i.e.p lees then 5.0 seconds per vehicle. Level -of -service 6 describes operations with delay in the range of 5.1 to 15.0 seconds per vehicle. Level -of -service C describes operations with delay in the range of 15.1 to 25.0 seconds per vehicle. Level -of -service D describes operations with delay in the range of 25.1 to 40.0 seconds per vehicle. Level -of -service E describes operations with delay In the range of 4U.1 to 60.0 seconds per vehicle. This is considered to be the limit of acceptable delay. Level -of -service F describes operations with delay in excess of 611.0 seconds per vehicle. This is considered to be unecceptubla to most drivers. RESERVE CAPACITY UNSIGNALIZED INIEI15ECTIONS LEVEL OF SERVICE EXPECTED DELAY TO MINOR SIREET TRAFFIC 400 A Little or no delay 30U-399 0 Short traffic delays 200-299 C Average traffic delays 100-199 D Long t.ruffic delays 0- 99 E Very luny traffic delays * F *When demand volume exceeds the capacity of the lane, extreme duleys will be encountered with queuing which may cause severe congestion affot:I.ing other traffic movements in the intersection. This condition usually wurrsnte Improvement to the intersection. 1 I 1 1 1 1 1 1 1 APPENDIX B 1 i 1 i 1 1 1 1 1 MA►TTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE COUNTS Observer Date Day l ,2 (DAY Clty PO 9 T (20 Lc, !RJ S R = Right tum S = Straight INTERSECTION OF F) E 5 1 AND L = Lett turn TIME, BEGINS from NORTH T trorr� SOUTH NOTAL orthfrom South' lee,L,) /�v I/�OJT1�/��V TOTAL EM '"1eSt TOTAL ALL EAST I tram WEST R I S I L I Total I R I S I L I Total I R I S I L I Total II R I S I L I Total 171,00 II 51 5 91 19 II ZI I z 1 Z I Z5 II ¢ 4- 1 2 )1 17 1 -Zj I tj III 1 4-b I 1 1 4z II 16 q II 153 112:1s11 Iz 1-71 1 1133 z 17-137II 'TZ 111 1Zb12,91 'A1131 I2I-4 11 11 1 II i Z .3o 11 z I Z ►VI zo 1 2,(v Z 15 13 3 11 11 z 1 1 j I 'ZI 1-7 1-51 31 30 1 4- I�7 11 1 b 11 1 W Z• 4511.6 1 5 1 za I z.,S I l �i- 1 4 I II -+ 7 1 z$1 7 1 7,91 311 S 1 3 I 7 1 7 11 0 II 17 11 I 1 1 1 1 1 11 1 1 1 I 11 1 1 1 11 11 iZ-► 11161 14 5Z I U 11 4 7 10�I 1411 11io lJ51 IIISI Z 1-11 17,13 1ZD1 Icy 11459 11 '+ I I I I I I I II I I I I I I I i I II II I I II I I I II II i I I II I I I II II II I I I I I II I I i I I I I I i II I I I I I I II I I I I I II -I o f 1 Z 1 -7 1 /t 1131 i t 1 35.11 12b 1 z► 1 371 7`6 1 I 1 331 o I 1 11 z. 11 cv I .4;45' 13 ►► 1 7 I?i 1 4 1 ?S 11 4-Z I I 14t) I 1 1 b IZI Z► I 1 7 s:ob Iz l 3 121 17 1-2-q 1 15 1 35711 sz I 19 1zr>^ 1 1 1 Z4 lo 1 Z5 1 $h II 1 5-16 l t Z 1131 I zb 4 IS I 11 tp I 19 1 Z9, I Z41 75 I Z I 7.T 1 7- 11 1 I I II I I I i '3o-5`A114 1 Q 431 & 7 LiLi o it., I1"I Iaz 11 1. I-7 I 1 /I Z S 1,27 1 3 4 1 1 b 3%7 1�7 MATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVEL.AND, CO 80538 TABULAR SUMMARY Or= VEHICLE COUNTS Ohaerver Date ,1 y 3 Day Pip » `f City /' 0 �= T �0 c:c- i tJ ,3 R = Right turn S = Straight INTERSECTION OF C.0LLf_G r A W p 7RDU'!M A i d AND L= Lett turn TIME BEGINS C.e.�Lt�-JCL CO[.LC:-CC= NoTOTAL South 7�JTi�I/A-N --� li��LTtiI/4dU TOTAL East West TOTAL ALL NORTH from SOUTH I from EAST tram WEST �fhom R S L, Total R S L Total R S I I I L I Total II R S I I L Total I 11z.0c) II 1101 3161*21 3 4-1 9 13zs1 131 347 II 74 II 311 Z31 341 R� II 141 Z9 13LI 75 II 13 119 b4 216 11 It 13&01571 445-I1 13 3131 171 4311 Wch 114-01 ►$ 1 351 % 11 151 1(c 14a 1 -71 II t 7 II iZ u 11351Z9(oI 351 3 Co IZvi 1D1 ! 1 S57 II 1II 61 1`l 1421 c17 II 1W Ut I Z1 1 & II 1 b0 II ; 7 12:4s11 Z`t 1 39 I b0 I 4J6 b 3771 ixrl 4.1 —II OZ II ZJJ I Z I 194- II 1 1 31 13 I 0 II r 4 1110 41 II I I II I I II I I I I I I i II II Iz-1 II tc�bi13�3 zt4) 1 �s 17L i3z715 1 14s7 II 14Z 13 1 11 11S61 57SO 11(p 11 107, 11 W ZD0 II 113 6 II I I I I I i II I I I I I I i I II II it I I II I I I II I I i I II I I I II II II I I I I I I I II I I I I I I I II it I I I II I I II I I I I I I I I II +: 3J 1-571551 351 4-31 1111 504127,1 II Z`r3 II Z 1 1 14 1211 Z 112Z 1 43 I zz I 7 I 1 . 4451-5113'311 41 1 4101 11 14 33011 I bbll ZI 1301 1 1341 3 11 1W z I I 119l 53 1 !^In 11 s7 Soo I171 3c6l I UZ IZ. Z9b1z1 1 34!)1 165' 1 zlo1 Z7 13ol C63 11 z7,1 zo I ! 1 7 11 14 o 1194- S•r 5 17-51 441 47-4 11 -77Q I Zz 1 343II -1 -1 Z 1 3`�1 SL. 1 Z-I 1 11 I .19 1 0� 1 11 I — 119 1 7 I I I I I I I I I I I II 4:30-s34 ZD11 `bl 7 I 9 1 c6l 1144-11 Z 1, 111 I ! tl I i 101711 2,51 1 S7U 159, APPENDIX A traffic. The Troutman/Best/Target stop sign controlled intersection will operate acceptably. A right -turn deceleration ' lane is recommended to the new College Avenue right-in/right-out access. This access is shown in the "South College Avenue Access Control Plan." ' - By 2010 with the projected traffic volumes, all key intersections will operate acceptably. n L L 1 II II - With proper traffic control and the recommended geometrics, the accident rate should be minimal for typical urban conditions: 7 would be unacceptable for selective movements. It is recommended that the right-in/right-out access have a deceleration lane. At the posted 40 mph, this turn lane should be 295 feet plus a 15:1 taper, according to the State Highway Access Code. This totals 475 feet. The actual length available for the deceleration lane is 350 feet when considering reductions for curb returns. The recommended deceleration lane has a 40 foot radius curb return, a 180 foot full -width deceleration lane, and a 170 foot taper. This design will begin the taper at the end of the curb return from Troutman Parkway. This type of design is in conformance with AASHTO criteria. Where intersections occur as frequently as four per mile, some of the deceleration can be provided in the taper area. Using the traffic volumes shown in Figure 7, the intersections operate in the long range condition time period as indicated in ' Table 4. Calculation forms for these analyses are provided in Appendix E. All key intersections will continue to operate acceptably. ' Accident/Safety Analysis The recommended control devices and geometrics should minimize vehicular conflicts and maximize vehicle separation. Therefore, the accident rate should be at a minimum for a typical urban condition. VI. CONCLUSIONS ' This study assessed the impacts of the Spageddies Restaurant Site on the short range (1995) and long range (2010) street system in the vicinity of the proposed development. As a result of this analysis, the following is concluded: - ' The proposed additional development near the Target Store is feasible from a traffic engineering standpoint. The additional proposed use will generate approximately 1400 trip ends per weekday. Not all of these will be new trips. Some will be pass - by trips already on the area streets as part of the background traffic. ' - Based upon current traffic volumes and existing geometrics, the College/Troutman signalized intersection operates acceptably. The stop sign controlled Troutman/Best/Target intersection operates acceptably for all movements. ' - By 1995, given development and occupancy of the Spageddies Restaurant near the Target Store and an increase in background ' traffic, the College/Troutman signalized intersection will operate acceptably with the existing laneage configuration. It is recommended that left -turn phases be introduced for the east/west 6 r TABLE 3 Short Range Peak Hour Operation Level of Service Intersection Noon PM College/Troutman (signal) B B Troutman/Best/Target (stop sign) NB LT/T/RT A A SB LT/T/RT C B EB LT A A WB LT A A College/Right-in/Right-out (stop sign) EB RT A A TABLE 4 Long Range Peak Hour Operation Level of Service Intersection Noon PM College/Troutman (signal) B B Troutman/Best/Target (stop sign) NB LT/T/RT A A SB LT/T/RT C B EB LT A A WB LT A A College/Right-in/Right-out (stop sign) EB RT A A IV. TRAFFIC IMPACTS AND ANALYSIS Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. However, it is possible to determine whether traffic signal warrants are likely to be met based upon projected traffic. Analysis indicates that no additional signals will be warranted at any of the analyzed intersections. Signal Progression Since no additional signals will be warranted, signal progression analyses were not performed. Operation Analysis Capacity analyses were performed on the key intersections which do/will provide access to the Target Store site and the College/Troutman intersection for both the short range (1995) and. long range (2010) traffic conditions. From these analyses, geometric requirements on the adjacent streets can be determined. Using the traffic volumes shown in Figure 6, the intersections. operate in the short range time period as indicated in Table 3. Calculation forms for these analyses are provided in Appendix D. All key intersections will operate acceptably. At the College/ Troutman signalized intersection, the analysis indicates that left - turn phases will be necessary for the east/west left turns. Given the length of the eastbound and westbound left -turn lanes on Troutman, the left -turn phase can come from the east/west permitted phase. Only a few seconds would be required from the College Avenue permitted phase. The west approach of Troutman to College will be "tightened -up" by eliminating the channelization island and yield control. This will still allow right -on -red after stop. It is recommended that this approach be striped as one left -turn lane, one through lane, and one right -turn lane. These lanes may need to be 11 feet wide due to street width constraints. Two through lanes are not required based -upon the operational analyses. When/ if Troutman Parkway is constructed across the railroad tracks, the geometry of the College/Troutman intersection should be re- evaluated. The traffic projections indicate a right-in/right-out access 460 feet south of Troutman Parkway. This _location is in line with the driveway in front of the Target Store. This access is shown on the "South College Avenue Access Control Plan." Without this access, the operation at the Troutman/Best/Target intersection 5 BEST Loa �-- 95/80 LO ono o�m 150/130 N N _. _ 95/100 TROUTMAN N F 120/100 170/135 /r-160/125 PARKWAY 25/5 } 190/110 } 165/115 20/15 --� u, 0 125/120 65/65 -4 LO LO LO 471� CD LO C14 (640 SITE �W 3 WZ JW v'a LO to co TARGET CD s� 60/45 -� NOON / PM Rounded to nearest 5 Vehicles N 2010 PEAK HOUR TRAFFIC Figure 7 BEST LO 00In ��,� o � - 90/75 ��r, , 0 N 110/95 N ^ 90/95 TROUTMAN /-140/121 PARKWAY J^ N r + -1o/s5 /-155/120 145 5/5 O 20/10 --.. c o N ^ CD TARGET 180/100 r n I 115/110 � 55/60 L c \ Ln �� r\ ^ CD ^ SITE ��--� w W W� Z J JW O> Ua 80/40 NOON / PM Rounded to nearest 5 Vehicles 1995 PEAK HOUR TRAFFIC 0 0 41 N Figure 6 - High turn -over restaurants - 30% 1 - The directional split was based upon the current counts. The procedure used to account for both pass -by traffic and primary destination traffic is as follows: Estimate the trip generation rate as is currently done and determine the total number of trips forecast to occur, based on the size of the development. - Estimate the percentage of pass -by trips, and split the total number of trips into two components, one for pass -by trips and one for new trips. Estimate the trip distributions for the two individual components. The distribution of pass -by trips must reflect the predominant commuting directions on adjacent and nearby roadway facilities. Most peak period pass -by trips are an intermediate link in a work trip. Conduct two separate trip assignments, one for pass -by trips and one for new trips. The distribution for pass -by trips will require that trips be subtracted from some intersection approaches and added back to others. Typically, this will involve reducing through -roadway volumes and increasing certain turning movements. Combine the assigned trips to yield the total link loadings, and proceed with capacity analysis as normally done. Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 6 shows the noon and afternoon peak hour assignments of the Spageddies Restaurant Site generated traffic in the short range future (1995). Background traffic for 1995 was determined by factoring the 1993 traffic by 1-2 percent per year. Figure 7 shows the noon and afternoon peak hour assignments of the Spageddies Restaurant Site generated traffic in the long range future (2010). Background traffic for the year 2010 was determined by reviewing transportation planning reports for the Fort Collins area.. ' 'This pass -by factor was obtained by averaging pass -by factors from the following sources: 1. Transportation Engineering Design Standards, City of Lakewood, ' June 1985. 2. Development and Application of Trip Generation Rates, FHWA/ USDOT, January 1985. 3. "A Methodology for Consideration of Pass -by Trips in Traffic ' Impact Analyses for Shopping Centers," Smith, S., ITE Journal, August 1986, Pg.37. 4. Trip Generation, 5th Edition, ITE, 1987. 1 4 l� I 1 1 1 171 1 1 1 1] II 1 1 1 1 1 1 TRIP DISTRIBUTION N Figure 5 7 Target Parking SPAGEDDIES RESTAURANT Target Parking Target Parking Proposed Right -in / Right -out d dim � TARGET C I A& N 1• : 100, SITE PLAN Figure 4 III. PROPOSED DEVELOPMENT The Spageddies Restaurant Site is in an existing commercial use area located south of Troutman Parkway and west of South College Avenue in Fort Collins. It is within a rectangle occupied by the Target Store. There was a residence on this site, which has been removed. Figure 4 shows a schematic of the site plan of the Spageddies Restaurant Site within the Target area rectangle. The Spageddies Restaurant is a sit down restaurant serving lunch and dinner. It will be almost 6900 square feet. All access to the restaurant will be through the Target parking lot. The "South College Avenue Access Control Plan" indicated a right-in/right-out access approximately 480 feet south of the Troutman Parkway centerline. All the analyses contained in this report assume that this access will be implemented at the same time as the development of this site. As indicated earlier, two levels of analysis were performed: the short range (1995) and the long range (2010). It was assumed that all of the proposed and existing buildings would be fully occupied in the short range future. Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system. A compilation of trip generation information was prepared by the Institute of Transportation Engineers and is presented in Trip Generation, 5th Edition. This document was used to project trips that would be generated by the Spageddies Restaurant. Land use code 832 (high turn -over sit down restaurant) was used to estimate the daily and peak hour generated trips. The peak hours selected were noon and afternoon peak hours. These are typically the peak hours of the restaurant and, in Fort Collins, are the peak hours of the adjacent streets. Table 2 shows the expected trip generation on a daily and peak hour basis for the proposed uses. Trip Distribution Directional distributions were determined for the Spageddies Restaurant Site. The trip distribution is shown in Figure 5. Several land use generators such as shopping centers, drive- in (fast food) restaurants, high turn -over restaurants, service stations, convenience markets, and other support services (banks, ' etc.) capture trips from the normal traffic passing -by the site. For many of these trips, the stop at the site is a secondary part of a linked trip such as from work to shopping center to home. In all of these cases, the driveway volumes at the site are higher ' than the actual amount of traffic added to the adjacent street system, since some of the site generated traffic was already counted in the adjacent street traffic. Pass -by assumptions were: 1 3 TABLE 1 1993 Peak Hour Operation Intersection College/Troutman (signal) Troutman/Best/Target (stop sign) NB LT/T/RT SB LT/T/RT EB LT WB LT Land Use Spageddies Restaurant - 6888 square feet Level of Service Noon PM B B A B A A TABLE 2 Trip Generation Daily Noon Peak Trips Trips Trips in out 1400 118 101 A B A A P.M. Peak Trips Trips in out 60 52 BEST M 85/71 Lo N 115/127 115/1 20Y4 137 93 Lo 12/5 --� n � a rn TARGET NOON / PM C, Cl .- co _N�lo W 1— 136 115 TROUTMAN PARKWAY 1 %85o/t6ie 126/71 102/103 - 61/77 —.* - r- o N M wW W Z -j Z pi > v< N 1993 PEAK HOUR TRAFFIC Figure 3 I east. It is a north -south street designated as a major arterial on the Fort Collins Master Street Plan. Its existing cross section has three 11-12 foot lanes in each direction. A center turn lane exists in the raised median. The posted speed limit is 40 mph on South College Avenue in this area. Sight distance is generally not ' a problem. There is a signal at the South College/Troutman intersection. The "South College Avenue Access Control Plan" shows a right-in/right-out access located south of the College/Troutman intersection. It was assumed that this access would be implemented ' with the development of the Spageddies Restaurant Site. Troutman Parkway borders the Spageddies Restaurant Site on the north. It is an east/west street designated as a collector on the Fort Collins Master Street Plan. Troutman Parkway has a functional four lane street cross section both east and west of South College Avenue. There are turn lanes at the signalized College/Troutman intersection. There is a raised median on Troutman Parkway west of College Avenue. ' Mason is a two lane north/south street approximately 700 feet west of College Avenue. It functions as a recirculation street for College Avenue. It is posted at 30 mph. Existing Traffic ' Noon and afternoon peak hour traffic data was obtained in June 1993 at the College/Troutman intersection and the Troutman/Target/ Best intersection. The peak hour turning movements are shown in Figure 3. All raw traffic data are presented in Appendix A. Existing Operation Using the traffic volumes shown in Figure 3 and the existing geometrics, the intersections operate as indicated in Table 1. ' Appendix B describes level of service for signalized and unsignalized intersections as provided in the 1985 Highway Capacity Manual. Calculation forms for these analyses are provided in Appendix C. During the analyzed peak hours (noon and afternoon), the key intersections operate at acceptable levels of service. Acceptable level of service is defined as level of service D or ' better. The geometry on the west approach of Troutman at College is one left -turn lane, two through lanes, and a yield controlled channelized right -turn radius. From observation, this approach functions as one left -turn lane, one through lane, and a right -turn ' lane with yield control. Based upon an operational analysis, the two through lanes are not required. 1 2 PRIMARY STREETS APPROXIMATE SCALE - N 1" = 200' Figure 2 � � N INSO S RMO P�IRK pP V^ = G 'v 'NArwNC °A/ \ OND w+ ORO fN� IW9 .. r ENNEa '( W c & CPK CTl [[q��yhhgyy�jj - NILi P awl AD 2. I SDfIAO � Jr� NNE areF 4 NfHFNG fA DAB / uIPPa YEN tm all ,� RD ° .r O O P"r �• � l / / O l D { 1{\ /' E°Nnlm 6a/�P als Nan CPF C l.. O fr. f1R~r 1 , OHIflEa'�Ci V FI •'t{J �rR a �rAM/Nlt xoJ� Rolierld F3 C '`�L`n"� Yf ..po.�*"'Ix T' ^ UrD 3 iArpU N�"I of CHIPp i5v r h > •8 ° x id^31tNliil', I� ) il�'VII//i,, {/l' ltyInw!;�yj� �bj I�jk! IN `�'i.E ; I OAA/('LL� '/I�IRKWOOD ouL �v1{pp �,EQ�iO loore Park rF. �',k. ryv ,,j , q/IL4' TY] A+ l V,i �[I 1 YI �I �R30.�,� �'j' ya -( RDNlY00 �ar3 IO;i,`R ° 11 CI ��Y:^f LUMBIA. .`04 0.4 �.. A'. RtI i I BJ` D .y OR I �"/Ar{yg I oI ._[(A O r ... rAKWOO R. ° AADq 09a0 JU C•CiJG i. I�-COR�JLL �J t'E +itd'• �' YW �O�tr1 A A'�BR/OpF ? t3' \\ PARX OODO �°$� SauggO Q • ve erinrir. o�w,_.rp . ] �jvA O J $ Ni rHEnwOOP 'I. s2 Woup� I Pr RAOR RE ecTilintg':��TTLN� C� oECNs17 �wooD 9 `V -_I OR \ I 7 , irn OIF i Woodward rkwdo oo j P {Y, „Y 4 ; ospi4al ET BA A .0 a Governor EEK —q—!!P9. W -1 PR JL- l� L t°� L L_c_s _. r o f tea. Y.LN. _. ^ VENIJ O I H7FO iI1�O INCH iER 11 OND I Dllr?¢LNSI. `q �A00lHEEE DR DR 4'O O oiAps. .l°{' Cr^I P WDIt IiHOAN /O� <AL� �4ill� NEA ��L{Ftpr p .�( S a 0 OO MrxtiE O-DR43 I \Eo�cSI "R KM ,PrN I L� ¢]`qKNOPE <�¢tlWA WNEFC" O R� o O 2 E4 N _f ,E/ ! I O ($'.[[.-5 AL AJyp [L ! lWRCNW GKY_'4V°*OHSMAN'a Er4'j A -_ � ST L-_CI D. f"EOUROH WupH02��'V ORw�V yO. 11N'LN ,RD._ XfORD 7l 01 pp o a� �QO�aZ=Sherwood RPCM.MIn. )>! r•I� 1 a O Plr J04' ()L 4 I2 O y �1 a �� I 0�7 QI O < Y • > YYK..111 O Tl CORTEZ •30V G/ o.t, M Rm u•�i+I��,�d^[��^', t E�W�.I1,Q ulll. EC 7•Ii OT t p o }I/� �7 r pr,, {� ' �] {jp❑,� H.S. .P' Q 2..1 �CKP�yt 90� C; �i LINDF O q�q`+G P�P DEOEyyO�` V' -q .- RP N < .rA777 rE t . ) O �t'�..V.. ) N wCAy LOi_yr�I .P TO i n Y W OEi� ark Ct OA ••y $1Midd;NTFNN/ l9HIPwOtI rI Q > • u 2.ytyY c6Q L�VI 1� E`+ SW bW v'h•-- o ° rGr W VD ¢ U'1 >r u)�,O'll V0.`a,rVA�i -) 5Q B BOLI K_ 'f PI2_-r 1 ,iR EL i P EN NE^5 l2tBAA•A;TI�ORC) < NE ¢_�'.�Y' G O"u�I CY.L PKW HHOII OmW, PA 4r PHI'N}4'FWTO. Elpa IN 1 r y'PER G Y RptS+'.�r.�Da1 =C' 000 �� 'A„4 ,DI �j�CI 0�' atl i�COM�EI 'YYS�RDIN y AS RO3Ee'ya` 4 �I� �FB I . l�v o rote 00� 31 N �O a ePu:tiWo crW SIA o� ♦I D r N1. N'.',' Jr. H.S.0 a z x {��Q+. L aS r DR. rg, p,'N C1 0-.._. l �r(y� 6J o sh•v.reE y'o `O }I wJ$�r¢E Oa.`0 ��71 RO 'Mg -DR'- '"BOL ,p� EA° G S N9cn°o11a1q OO IPONTAN K."A z-y dY 'k 1• lam- TI �'�j AV� °e 3 r�Cy�OA rERFORD'IN �7 Q Jr'.�_3 5mG Er e}Escr a I Q. 6 O Sv c`GY I LLINDACC •�wFS O {rL a�{j qq J {,PQ CJ "M Eo CT WNRof lj \ > MANSF3CI�,jF/LI1/DIl[O .[}�tO+-�Q E 'P 4: ll �0` S� Avr - , �y I¢K NC NQ E �xDONinu9A4As Cr O.P} LL �" V cE JANE ICH�P rM rlrox 4y YT�, ¢ l EUCPAwAr O O O OW�o r, 2 W Sr Nr i I 4 a Y > �O O E AKiIONTCr Ci dV1 OJFp; 'P':-tR' y nwg °_ThDOH] L=_y_. !O� �F oEEcrol ¢ xi �SL..LQ 01JY¢ org,�m}♦y ORIfT y( OINOa fl! \`OOPr Q l 1 I IIOrp9lri+'I, • .6ROOK6 'DR AflV ISON/I '. (a QP�r',� j) J1/•^tic' 1�t��<, �AIL�DAyJ E�F Warren- }tflp ( P°allof�iI9AVAD 1••OE� I DN R LE ARD \ RLN •Dr(•xL``We'PMDopgTAdlC SE PHfk�;�y. COIiIEtd81Ql lA' If tiNE \\BB \�E aaMIC I oNa AlAW FIR'C HiiGaa```gPINNA(I Nr \\\WIII I E +�IGoIfCGUfS�, I .. CO pR 90 ;�p{41 y� I �i)..l. Olislf d bj� p I1(.BIO.N� Y D OOi. �\ E�)�� •IB ti .: , tq'I,J�ULSBUPr` C@(t I.._ l_ Warren Lake 'fBOL. Si 'r9p� SPRINO' r. <-m-�"tr VrrEe uWrO�`u �'\ •IoP.E3 j CANYON�r 'c,� ry} off Gl3 y '� F I PASS -cchh ¢ Mp u"i 2u°Op Elam."pa<3 iAR IN \ ORi�y `,� y f N AO '�•'jMY.,I a:'.- PggII � 1°) az1 {n,MEMScihoal Sr J ✓EO1° BRF,fk mr•P. CO OE WCrtn Ur AL^' aM I ..iER l \ Lq RIl y�WESrs Wy) rA� 0o7''�a or ,VPrQaI�I(PAY -_ 11J`r� ] u� HONI Q ._ 1 KWYwy�1 "\ / , j "{ Cr h'ORE `7). ..YQ'I 'a9 V DR51�^N D H8 ri,MT�KIS P eMYNPrea` CAA CIY R!!pp >S' I %P&t T I MAN%Vd [y (d11'\` OIVC/b.' CyC•;,3 { �\ (.� �f' EIp LN "`EE1RN0" !3 17.5 1 0 Li•Fu 1-U - , , a FI ,Co �4}� BUp M -`{rpCAV.. DLNO .`!F.511P`H r/.R N MM wk ;u Y \ r Wr W • PLE , Cl OlO W0.µER�q.,sroN ern Bn / �.-`''P�4�k" e SMILE ° d�. SPAGEDDIES y"17��y ��PED�E n i2(~j NVE CAPCO] EA'..\�Ncp,Y�P, �.�,ir� C. PEN RESTAURANT J Iypod.A ` =wr1 T aP .- ..M.JL. , TJ YARINDN -.- .,...nrr , .m.: > Ew ° IIDIE 1101 •... i, ~y vA '-•� �w � �. OEaa Caerm rn A +m°t) \e S_C.i motor og �1O L ALf �• • ��'''jjj : MEL or-� RV[Eb . So rp I o tI 1p ....... • i Q" P� A E. 11' p (;PRAIRIE 7 'FAIRWA _.� i (a CCFI (ES1[�� AJJYFORO-LR' CORONA O _ < O¢ o 6Awrod oWcr) A NO �AMF9O I I�pa �yy�` ,� aW I/> c .rgF3��: °¢o'P� �:i7.r•'YF� R+pjR ��E1ry�gjl,! L•� 'OP'P OSS At It ' R s y ¢ ,� < (� t\•(A%pk, a WunM N.f"Mf! I'tL+r�yn Aj* VVOMLEn 01L wl�APPLE rQ \Oq^rltA Ehrm. School wP(r L� (FNRW diy�. • rA 00�� r ,c, 0,9 3 � r' , os ION,- 1 .............. .'.....••... i.. � • , aIC r7-7_ NTNRID f'.%,M`'e��G•J 1 m T NO SCALE SITE LOCATION Figure 1 I. INTRODUCTION This traffic impact study addresses the capacity, geometric, and control requirements at and near a proposed restaurant development known hereinafter as the Spageddies Restaurant Site. It is located south of Troutman Parkway and west of South College Avenue in Fort Collins, Colorado. This site is in the northeast corner of the existing Target Store parking area. The parcel is ' currently vacant and not paved. This study addresses the traffic impacts at two levels of development: 1) development of proposed use, implemented by 1995; and 2) full development in 17 years (2010). During the course of the analysis, contacts were made with the project engineering consultant (Shear Engineering Corporation), the developer (Brinker International), and the Fort Collins Transportation Division. This study conforms with typical traffic impact study guidelines. The study involved the following steps: Collect physical, traffic, and development data. Perform trip generation, trip distribution, and trip assignment. Determine peak hour traffic volumes. Conduct capacity and operational level of service analyses on key intersections. Analyze signal warrants. Analyze signal progression. II. EXISTING CONDITIONS The location of the Spageddies Restaurant Site is shown in Figure 1. Since the impact in the short range, as well as, the long range is of concern, it is important that a thorough understanding of the existing conditions be presented. ' Land Use ' The adjacent land uses near the Spageddies Restaurant Site are as follows: 1) to the west are small commercial uses along Mason Street; 2) to the north across Troutman Parkway are retail uses, ' including the Best Store, MacFrugal's Store, and the Lone Star Restaurant; 3) to the east, across South College Avenue, are retail uses (Pavillion Shopping Center); and 4) to the south is the Target Store. The topography in the area is essentially flat. Roads The primary streets near the Spageddies Restaurant Site are shown in Figure 2. South College Avenue borders the site on the 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SPAGEDDIES RESTAURANT SITE ACCESS STUDY FORT COLLINS, COLORADO JANUARY 1994 Prepared for: Brinker International 6820 LBJ Freeway Dallas, TX 75240 Prepared by: MATTHEW J. DELICH, P.E. 3413 Banyan Avenue Loveland, CO 80538 Phone: 303-669-2061