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Home My WebLink AboutWOODLAND STATION PUD - PRELIMINARY - 18-94B (44-94) - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 wxxxxxwxxxxxxxwxwxxxxwwxxxxx+rwwwxxxxxxxxxxxxxxxxxxxxxxxxxwxxxxxxxxxxx IDENTIFYING INFORMATION _____________________________________________________________________ AVERAGE RUNNING SPEED. MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... Mt"W== 5 u(N NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. 2md DATE OF THE ANALYSIS (mm/dd/vy)...... 6/22/94 TIME PERIOD ANALYZED ................. am CPD 2015 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL ------------------------------------------------------- ______________ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES _____________________________________________________________________ EB WB NB SB ____ ____ ____ ---- LEFT -- 15 0 20 THP.0 -- 0 468 294 RIGHT -- 10 30 0 NUMBER OF LANES _____________________________________________________________________ EB WB NB SE- ------- _______ _______ ------- LANES -- 1 2 2 i CAPACITY AND LEVEL -OF -SERVICE Page-3 _____________________________________________________________________ POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcpn) c (pcph) c (pcph) c (pcph) c = c - v LOS P M SH R SH _______________ _________ ____________ ____________ ___ ' MINOR STREET i WB LEFT 17 230 225 > 225 > 209 > C 314 > 287 >C j RIGHT I1 771 771 > 771 > 760 > A MAJOR STREET SB LEFT 22 598 598 598 576 A IDENTIFYING INFORMATION _________________________________________________________ NAME OF THE EAST/WEST STREET...... 5�(i NAME OF THE NORTH/SOUTH STREET.... cr 9 m, DATE AND TIME OF THE ANALYSIS..... 6/22/94 q am �J 2015 /p OTHER INFORMATION.... (P. 1965 HCM: UNSIGNALIZED INTERS--ECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET.. ari PEAT. HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 STREET......... NAME OF THE EAST/WEST NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. jmd DATE OF THE ANALYSIS (mm/dd/vy)_..... 6/22/94 TIME PERIOD ANALYZED ................. an- pm 2015 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------_ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT -- 25 0 5 THRU -- 0 282 468 RIGHT -- 15 10 0 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 WB LEFT 28 248 247 > 247 > 219 C > 337 > 293 >C RIGHT 17 869 869 > 869 > 852 > A MAJOR STREET SB LEFT 6 766 766 766 76o A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... So+, NAME OF THE NORTH/SOUTH STREET.... cr 9 DATE AND TIME OF THE ANALYSIS..... 6/22/94 am pm 2015 OTHER INFORMATION.... 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..corbett/shieldsicr 9 AREA TYPE..... OTHER ANALYST ....... jmd DATE.......... 6/22/94 TIME ......... <Z�� pm 2015 COMMENT....... ----------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 75 25 270 10 : L 12. it L 12.0 L 12.0 L 12.0 TH 5 10 205 701-1 : TR 12.0 TR 12.0 T 12.0 T 12.0 RT 60 15 10 210 : 12.0 12.0 R 12.0 R. 12.0 RR O it 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 REDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 1.00 N it 0 0.90 5 N 20.5 3 WB 0.00 1.00 N 0 0 0.90 5 N 20.5 3 NB 0.00 1.00 N O C, 0.90 5 N 14.5 3 SB 0.00 1.00 N 0 O 0.90 5 N 14.5 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 67.0 PH-1 P1H-2 PH-3 PH-4 PH-1 PH-2 PH PH-4 EB LT X NB LT X X TH X TH X RT % RT R PD X PD X WB LT X SB LT X X TH X TH X RT X RT % PD X PD X GREEN 15.0 0.0 0.0 0.0 GREEN 8.0 30.0 0.0 0.0 YELLOW 5.0 0.0 0.it 0.0 YELLOW 4.0 5.0 O.O O.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0. 191 0.254 14.9 B 13.9 B TR 4.185 0. 254 12.7 B WB L 0.069 0.254 14.4 E 13.3 B TR 0. 067 0.254 12.7 B NE L - 0. ir33 0.657 3.1 A 4.7 A T 0..266 0.478 6.8 B R 0.015 0. 478 5.9 B SB L 0. 033 0. 657 7.1 A 15.9 C T 6. 909 !i. 478 18.7 C R 0. 322 ti. 478 7.1 B -------------------------------------------------------------------------- INTERSECTION: Delay = 12.2 (sec/veh) V/C = 0.537 LOS = B 9 1985 Hr_M: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..cor•bett/shields/cr 9 AREA TYFE..... OTHER ANALYST....... jmd DATE.......... 6/22/94 TIME.......... am tp�. 2015 COMMENT....... -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SS LT 330 15 75 20 : L 12.0 L 12.0 L 12. ii L 12.0 TH 15 5 685 225 : TR 12.0 TR 12.0 T 12.0 T 12.0 RT 270 10 30 55 12.0 12.0 R 12.0 R 12.0 RR ii 0 0 O 12.0 12.0 12.0 12.0 12.v 12.0 12.0 12.ir 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 O 0 0.90 5 N 20.5 WB 0.00 1.00 N 0 0 0.90 5 N 20.5 NB 0.00 1.00 N 0 0 0.90 5 N 14.5 SB 0.00 1.00 N 0 0 0.90 5 N 14.5 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 67.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT % NB LT X X TH X TH X RT X RT X PD X PD X WB LT X SB LT X X TH X TH X RT X RT % PD X PD X GREEN 15.0 0.0 .0.0 0.0 GREEN 8.0 31:1.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 -------------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.821 0.254 26.0 D 24.4 C TR 0.814 0.254 22.5 C WB L 0.080 0.254 14.5 B 13.3 B TR 0.041 0.254 12.2 B NB L 0.033 0.657 3.1 A 15.4 C T 0. 890 0. 478 17.2 C R 0.046 0.478 6.0 B SB L 0.033 0.657 3.1 A 6.5 B T 0.292 0.478 6.9 B R 0.064 0.478 6.2 B -------------------------------------------------------------------------- INTERSECTION: Delay = 17.0 (sec/veh) V/C = 0.702 LOS = C 4� N ]ALL BM5 0 4 954 40RO LUIU� 4939 1505 A J! H05P 17 f�f6 . 15 — L6_9� F it ill ravel Pli - ... 00 Radio Towfirs Dr ve-i it Theat �lljl1 J 9 % \\ % 20 \4., L % A AT 21 Cem L• NN BM48r Ut-9 'I74 1486 880 _25; j -67." 3 r 1128 27 2 —1101111 1 Gfave HORSETO.QTH RD. A STRACHAN & SHIELDS PROPERTIES 36 499/ 5� f z 32 �-133 1 311 3 Timnat. Harmony 0 0 '953063 HARMONY hl) 4867 If R 14 if ii L Cemr7j 4 )6 5 4 m 4 827 1471 4916 /498 12 7 9 11 N j 4880 /so/ 4923 1 ' '065 d [VII�' 16 NO.SCALE SITE LOCATION Figure 1 I 1 1 1 1 i 1 1 1 1 APPENDIX A i 1 7 1 1 1 1 1 1985 HCM: SICNALIZED INTERSECTIONS SUMMARY REPORT #YY#YXX%XYY#X#YYYXXYYYXXXXY YXY#XXYXYXXYXY##Y#X#YYXXXXX#Y##X Y:KX#YYYYXXXXXYY INTERSECTION..harmony/cr9 AREA TYPE ..... OTHER ANALYST....... mid DATE ..........a °1 TIME......... am pm ex short 45 COMMENT....... 0 no corbet lonq 900 --------------------- ------ ------------------------------------- VOLUMES GEOMETRY EB WB NB SB EB WB NB SB LT 350 110 250 190 L 12.0 L 12.0 L 12.0 L 12.0 TH 1340 840 170 105 T 12.0 T 12.0 T 12.0 T 12.0 RT 140 210 140 135 T 12.0 T 12.0 R 12.0 R 12.0 RR 0 0 0 0 T 12.0 T 12.0 12.0 12.0 R 12.0 R 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 (%) (%) YIN Nm Nb YIN min T EB 0.00 2.00 N 0 0 0.95 5 N 20.5 4 WB 0.00 2.00 N 0 0 0.95 5 N 20.5 4 NB 0.00 1.00 N 0 0 0.95 5 N 32.5 3 SB 0.00 1.00 N 0 0 0.95 5 N 32.5 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 125.0 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 PO X PO X W8 LT X X SB LT X X TH X TH X RT X RT x PD X PO X GREEN 12.0 55.0 0.0 0.0 GREEN 10.0 30.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 --------------------- - --- --------------------------------- ------------ LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.615 0.584 16.4 C 14.2 B T 0.536 0.456 14.3 B R 0.179 0.544 6.3 a WB L 0.269 0.564 9.9 B 10.0 8 T 0.399 0.456 10.7 8 R. 0.269 0.544 7.2 B NS L 0.052 0.368 19.3 C 20.8 C T 0.390 0.256 25.1 D R 0.269 0.360 18.4 C SB L 0.052 0.368 19.3 C 20.1 C T 0.241 0.256 23.9 C R 0.250 0.360 18.3 C -------------------------------------------------------------------------- INTFRSECTION: Delay = 14.4 (sec/veh) V/C = 0.499 105 = 8 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ##XXY.Y XXKXXXY%YX%YX%%XXXXXX#YXXXYXX%Y%%%YX%X%YXXYY%%%XYXX%X%:K %'XX%Y%%XXY%X# INTERSECTION..harmony/cr9 AREA TYPE ..... OTHER ANALYST....... mid DATE .......... 4/2 TIME.......... a pm ax short 4 COMMENT....... 651 n0 corbet 10n9 900 ---------------------- ------ ----------------------------------- VOLUMES GEOMETRY EB WB NB SB EB WB NB SB LT 150 130 220 160 L 12.0 L 12.0 L 12.0 L 12.0 TH 1260 1780 155. 200 T 12.0 T 12.0 T 12.0 T 12.0 RT 155 250 160 290 T 12.0 T 12.0 R 12.0 R 12.0 RR 0 0 0 0 T 12.0 T 2.0 12.0 12.0 R 12.0 R 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 (%) (%) YIN Nm Nb YIN min T EB 0.00 2.00 N 0 0 0.95 5 N 20.5 4 w8 0.00 2.00 N 0 0 0.95 5 N 20.5 4 NB 0.00 1.00 N 0 0 0.95 5 N 32.5 3 SB 0.00 1.00 N 0 0 0.95 5 N .32.5 3 ------------------------------------------------------------------------ SIGNAL SETTINGS CYCLE LENGTH = 125.0 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 PO X PO X GREEN 12.0 55.0 0.0 0.0 GREEN 10.0 30.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 ---------------------------------------------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APR. DELAY APP. LOS E8 L 0.453 0.584 12.4 6 11.1 B T 0.598 0.456 12.2 6 R 0.198 0.544 6.9 B W8 L 0.366 0.584 10.9 B 17.7 C T 0.845 0.456 19.5 C R 0.320 0.544 7.5 B NB L 0.052 0.368 19.3 C 20.7. C T 0.356 0.256 24.8 C R 0.308 0.360 13.7 C SB L 0.052 0.368 19.3 C 22.3 C T 0.459 0.256 25.8 0 R 0.558 0.360 21.5 C -------------------------------------------------------------------------- INTERSECTION: Delay = 16.7 (sec/veh) VIC = 0.634 10S = C I F 1 11 1 1 1 i APPENDIX G 1 i 1 i 1 1 1 1 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION _____________________________________________________________________ AVERAGE RUNNING SPEED. MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... IOOOUO f� NAME OF THE EAST/WEST STREET......... lg�ng°""^ NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. jmd DATE OF THE ANALYSIS (mm/dd/yy)...... 6/22/94 TIME PERIOD ANALYZED ................. am (pm 96 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL _____________________________________________________________________ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES _____________________________________________________________________ EB WB NB SB ____ ____ ____ ---- LEFT -- 10 0 15 THRU -- 0 500 210 RIGHT -- 10 20 O NUMBER OF LANES _____________________________________________________________________ EB WB NS SB ______________ _______ ------- LANES -- 1 1 1 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 WS LEFT 11 292 288 > 268 > 277 > C > 380 > 358 >B RIGHT 11 558 558 > 558 > 547 > A MAJOR STREET SB LEFT 17 663 667 663 646 A IDENTIFYING INFORMATION - ---- ____--- _--------- _------------ _-------- _____ NAME OF THE EAST/WEST STREET...... S==,=,asw , NAME OF THE NORTH/SOUTH STREET.... cr 9 DATE AND TIME OF THE ANALYSIS..... 6/22/94 ; am pm 98 OTHER INFORMATION.... 1965 HCM: UNSIGNALIZED INTERSECTIONS Paqe-1 +xx+x++xxxxx�++xxxx++++xxxx+++x+x+xxxx+xx+xxxxx+++xx+xx+++xxxx+xx+x++ IDENTIFYING INFORMATION _____________________________________________________________________ AVERAGE RUNNING SPEED. MAJOR STREET.. 41-1 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... IOO�iUO NAME OF THE EAST/WEST STREET......... -�--�- 4 NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. jmd DATE OF THE ANALYSIS (mm/dd/yy)...... 6/22/94 TIME PERIOD ANALYZED.................pm 98 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL _____________________________________________________________________ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES _____________________________________________________________________ EB WB NB SB ____ ____ ____ ---- LEFT -- 15 0 5 THRU -- ii 195 610 RIGHT -- 10 5 NUMBER OF LANES _____________________________________________________________________ EB WB NB SB _______ _______ _______ ------- LANES -- 1 1 1 CAPACITY AND LEVEL -OF -SERVICE Paqe-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 WB LEFT 17 254 253> 253 > 237 > C > 350 > S22 :�B RIGHT 11 817 817 > 817 > 806 > A MAJOR STREET SB LEFT 6 947 947 947 942 A IDENTIFYING INFORMATION ---- ____--- _--------- _-------- ___________________ NAME OF THE EAST/WEST STREET...... aiwet[RTen fie+ NAME OF THE NORTH/SOUTH STREET.... cr 9 DATE AND TIME OF THE ANALYSIS..... 6/22/94 ; a m/ pm 98 OTHER INFORMATION.... ./ 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ww+w+wwwwwwww+wwwwwwwwwwwwwwwwwwwwww+w++wwww+++wwwwww+w++wwwwww+++www IDENTIFYING INFORMATION _____________________________________________________________________ AVERAGE RUNNING SPEED, MAJOR STREET.. 40 PEAK: HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... e RJllt( NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. jmd DATE OF THE ANALYSIS (mm/dd/yy)...... 6/21/94 TIME PERIOD ANALYZED ................. am (pm1 1998 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL _____________________________________________________________________ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES _____________________________________________________________________ EB WE, NB SB ____ ____ ____ ---- LEFT -- 10 0 15 THRU -- Q 490 215 RIGHT -- 10 20 O NUMBER OF LANES _____________________________________________________________________ EB WB NB SB _______ _______ _______ ------- LANES -- 1 1 1 CAPACITY AND LEVEL -OF -SERVICE Page-7 _____________________________________________________________________ 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 WB LEFT 11 295 291 >- 291 > 280 > C > 84 > _362 >B RIGHT 11 566 566 566 :> 555 > A MAJOR STREET SB LEFT 17 671 671 671 654 A IDENTIFYING INFORMATION ---- ____--- _--------- _-------- ______ NAME OF THE EAST/WEST STREET...... s NAME OF THE NORTH/SOUTH STREET.... cr 9 DATE AND TIME OF THE ANALYSIS..... 6/21/94 ; am LPG 1998 OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -I wwwwww+wwwwwwwww:wwwwwwwwwwwwwwwwwwwwwr+t+rrtarr+rw+a+t+rrr+airitwwwrwatrr+• IDENTIFYING INFORMATION ------ _______________________________________________________________ AVERAGE RUNNING SPEED. MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA POP'ULATION...................... 100000 NAME OF THE EAST/WEST STRREET......... SMtltdS)J zf� NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. jmd DATE OF THE ANALYSIS (mm/dd/yy)....._ 6/21/94 TIME PERIOD ANALYZED ................. (am) pm 1998 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL _____________________________________________________________________ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES _____________________________________________________________________ EB WB NB SB ____ ____ ____ ---- LEFT -- 15 0 5 THRU -- 0 200 600 RIGHT -- 10 5 0 NUMBER OF LANES _____________________________________________________________________ EB WB NB SB _______ _______ _______ ------- LANES -- I 1 I CAPACITY AND LEVEL -OF -SERVICE Paqe-3 _____________________________________________________________________ POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (ocph) c = c - v LOS p M SH R SH MINOR STREET WB LEFT 17 256 255 :> 255 :> 239 ; C > 352 > 724 >B RIGHT 11 812 912 > 812 > 801 > A MAJOR STREET SB LEFT 6 942 942 942 937 A IDENTIFYING INFORMATION ________________________________________________ -------- NAME OF THE EAST/WEST STREET...... -- P,+ NAME OF THE NORTH/SOUTH STREET.... cr 9 DATE AND TIME OF THE ANALYSIS..... 6/1-1/94 pm 1998 OTHER INFORMATION.... 1985 Hr_M: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..harmony/cr 9 AREA TYPE..... OTHER ANALYST....... amd DATE.......... 6/22/94 TIME .......... Pm 98 ,.2m7 COMMENT....... -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NO SB EB WB NO SB LT 255 45 90 140 L 12.0 L 12.0 L 12.0 L 12.0 TH 1180 700 25 15 T 12.0 T 12.0 TR 12.0 TR 12.0 RT 40 100 20 8O T 12_0 T 12.0 12.0 12.0 RR ii 0 t) O R 12.0 R 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 PY.G BUSES PHF REDS FED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb YIN min T EB 0.00 2.00 N 0 0 0.90 5 N 19.8 4 WB O.00 2.00 N 0 0 0.90 5 N 19.8 4 NB 0.00 1.00 N 0 0 0.90 5 N 31.8 3 SB 0.00 I.00 N O 0 0. 9ii 5 N -1.8 3 PH-1 EB LT x TH RT PD WB LT x TH RT PD GREEN 8.0 YELLOW 4.0 LANE GRP EB L T R WB L T P NO L TR SB L TR ------------- INTERSECTION: ---------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 100.0 PH-2 PH-3 PH-4 PH-1 PH-2'' PH-3 PH-4 X NB LT X x TH x x RT x x PD x x SB LT x x TH x x RT x x PD x 53.0 O.0 0.0 GREEN 25.0 0.0 0.0 0.0 5.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 ---------------------------------------------------------- LEVEL OF SERVICE V/C G/C DELAY LOS APR. DELAY APR. LOS O.049 O. 670 4.3 A 8.5 B 6. 7ij2 0.550 9.5 B 0.053 0.550 4.9 A 0.049 0.670 4,3 A 6.0 B 0.417 0.550 6.2 B 0.17.4 0.550 5.2 B 0. 277 0.270 22.0 C 20.6 C 0. 111 0.270 17.7 C 0.383 0. 2711 -2.9 C 21.1 L 0.250 0. 271i 18.5 C Delav = 9.4 (sec/veh) V/C = 0.527 LOS = B 1985 HCM: SIGNALIZE➢ INTERSECTIONS SUMMARY REPORT +++ltfi#f txxfi}+txxxixtAxxx%}ifi%i%+%%+a#%#R#%t++xi%xta+++x++++axxx++#xxxx}#f INTERSECTION..harmony/cr 9 AREA TYPE..... OTHER ANALYST....... dmd DATE.......... 6/22/94 TIME.......... am `m� 9B COMMENT....... -------------------------------------------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB LT 70 60 30 120 : L 12.0 L 12.0 L 12.0 L 12.0 TH 1005 1610 25 30 : T 12.0 T 12.0 TR 12.0 TR 12.0 RT b5 ISO 10 160 : T 12.0 T 12.0 12.0 12.0 RR 0 0 O O: R 12.0 R 12.0 12.0 12.0 GRADE EB 0.00 WB o.00 NB O.00 SB 0.00 12.0 12.0 12.0 12.0 12.0 12.0 12.O 12.0 ------------------------------------------------------------ ADJUSTMENT FACTORS HV ADS PKG BUSES PHF PEDS RED. BUT. ARR. TYPE (%) Y/N Nm Nb Y/N min T 2.00 N it O 0.90 5 N 19.8 4 2.00 N 0 0 0.90 5 N 19.8 4 1.00 N 0 0 0.90 5 N 31.8 �• 1.00 N 0 0 0.90 5 N 31.8 3 PH-1 EB LT X TH RT PD WE, LT x TH RT PD GREEN S.0 YELLOW 4.0 LANE GRP EB L T R WB L T R NB L TR SB L TR ------------- INTERSECTION: ---------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 100.0 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 x NO LT x x TH X x RT x x PD x x SB LT x x TH x x RT x x PD x 53.0 4).1) 0.0 GREEN 25.0 0.0 0.0 O.O S.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 ---------------------------------------------------------- LEVEL OF SERVICE V/C G/C DELAY LOS APR. DELAY APR. LOS 1).049 0.676 4.3 A 7.0 B 0.598 0.550 7.3 B 0. 0137 0.550 5.0 B 0.049 0.670 4.3 A 16.0 C 0.958 0. 550 19.6 C 0.201 0.550 5.4 B 0.121 0.270 20.9 C 19.2 C 0.084 0.270 17.6 C 0.-21 0.270 22.3 C _1.7 C 0.501 0.270 20.6 C Deiav = 14.6 (sec/veh) V/C = 0.711 LOS = B APPENDIX F 1965 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION _____________________________________________________________________ AVERAGE RUNNING SPEED. MAJOR STREET.. 40 PEAKHOUR FACTOR ..................... 1 AREA POPULATION ...................... 104JOIX) NAME OF THE EAST/WEST STREET......... 3rrd NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. jmd DATE OF THE ANALYSIS (mm/dd/yy)...... 6/22/94 TIME PERIOD ANALYZED ................. am ,pm 97 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL _____________________________________________________________________ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES _____________________________________________________________________ EB WB NB SB ____ ____ ____ ---- LEFT -- 10 0 10 THRU -- O 440 1GO RIGHT -- 5 15 0 NUMBER OF LANES _____________________________________________________________________ EB WB NB SB ______________ _______ ------- LANES -- 1 1 1 CAPACITY AND LEVEL-OF-SEF.VICE 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 WB LEFT it 343 340 > 340 329 > B > 397 > 381 >B RIGHT 6 603 603 > 603 597 :> A MAJOR STREET SB LEFT 11 714 714 714 703 A IDENTIFYING INFORMATION ---- ____--- _--------- __________________________ NAME OF THE EAST/WEST STREET...... NAME OF THE NORTH/SOUTH STREET.... cr 9 DATE AND TIME OF THE ANALYSIS..... 6/22/94 : am pm 97 OTHER INFORMATION.... r. 1985 HCM: UNSIGNALIZED INTERSECTIONS Paqe-1 IDENTIFYING INFORMATION _____________________________________________________________________ AVERAGE RUNNING SPEED, MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA F'OPULATION...................... 100000 NAME OF THE EAST/WEST STREET......... Sew'^ NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. .jmd DATE OF THE ANALYSIS (mm/dd/yy)...... 6/22/94 TIME PERIOD ANALYZED ................. (cm) pm 97 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL _____________________________________________________________________ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES _____________________________________________________________________ EB WB NB SB ____ ____ ____ ---- LEFT -- 15 0 5 THRU -- 4 170 545 RIGHT -- 10 5 O NUMBER OF LANES _____________________________________________________________________ EB WB NB SB _______ _______ _______ ------- LANES -- 1 1 1 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 WB LEFT 17 299 298 > 298 > 281 > C > 402 11 374 >B RIGHT 11 842 642 > 842 > 831 > A MAJOR STREET SB LEFT 6 960 960 960 954 A IDENTIFYING INFORMATION ___________________________________________________ NAME OF THE EAST/WEST STREET...... NAME OF THE NORTH/SOUTH STREET.... cr 9 DATE AND TIME OF THE ANALYSIS..... 6/22/94 ; pm 97 OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR STREET.. 40 PEAK. HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 //11 NAME OF THE EAST/WEST STREET......... .h',jd- Np4V1 NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. jmd DATE OF THE ANALYSIS (mm/dd/vy)...... 6/21/94 TIME PERIOD ANALYZED ................. am -�p mf 97 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EP WB NE SB ---- ---- ---- ---- LEFT -- 10 0 30 THRU -- 0 470 ISO RIGHT -- ., 15 O NUMBER OF LANES --------------------------------------------------------------------- EB WB N8 SB --------------------- ------- LANES -- 1 1 1 CAPACITY AND LEVEL -OF -SERVICE Paae-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 WS LEFT 11 348 =45 > 345 > 334 > B > 403 > Z87 >B RIGHT 6 610 610 610 > 604 > A MAJOR STREET SB LEFT 11 722 722 722 711 A IDENTIFYING INFORMATION ---------------------------------------------_ ----- NAME OF THE EAST/WEST STREET.......kwvA NAME OF THE NORTH/SOUTH STREET.... cr 9 DATE AND TIME OF THE ANALYSIS..... 6/21/94 p am ieJm 97 OTHER INFORMATION.... 1985 HCM: UNSIGNALIZED INTERSECTIONS Fape-1 tx+#++#i++x**rtfix++fi+4ixxffx+fi#fi*++fi txxx#4fitxxx###x#+###+s#*+*rt+tx***# IDENTIFYING INFORMATION _____________________________________________________________________ AVERAGE RUNNING SPEED. MAJOR STREET.. 40 PEAK HOUR FACTOR ..................... 1 AREA F'OPULATION...................... 100000 NAME OF THE EAST/WEST STREET......... 'sMLTtt1's N),t ry NAME OF THE NORTH/SOUTH STREET....... cr 9 NAME OF THE ANALYST .................. .imd DATE OF THE ANALYSIS (mm/dd/vv)...... 6/21/94 TIME PERIOD ANALYZED ................. w pm 97 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL ------ _______________________________________________________________ INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------------------ _________ EB WB NB SB ____ ____ ____ ---- LEFT -- 15 0 5 THRU -- O 175 535 RIGHT -- 10 5 0 NUMBER OF LANES _____________________________________________________________________ EB WB NB SB ______________ _______ ------- LANES -- 1 1 1 CAPACITY AND LEVEL -OF -SERVICE Paae-3 ------------------------------------------------------------------ POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcah) c = c - v LOS p M SH R SH _______ ________ _________ ________________________ --- MINOR STREET WB LEFT 17 301 TOO > 300 > 294 ? C a04 377 iB RIGHT 11 837 81-7 837 326 ;= A MAJOR STREET SB LEFT 6 957 957 957 952 A IDENTIFYING INFORMATION ---- ____--- _--------- _-------- __________�T NAME OF THE EAST/WEST STREET ............ _.._____ Nwa" NAME OF THE NORTH/SOUTH STREET.... cr 9 DATE AND TIME OF THE ANALYSIS..... 6/21/94 q pm 97 OTHER INFORMATION.... 1985 HCM: SIGNALIZED INTERSECTIONS i9G5 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT SUMMARY REPORT '', ♦+at+++++++++++r++++++++r+t+w++r+w+w+++r+t++*+++++wrs+++rt+r+++++rwr++++++++r++ :F+.rw+wr+.+wwwsw++++++++ww�++++++++w+++++++++++ww+w++:++++e++++,r++++w++R++w INTERSECTION..harmonv_icr 9 INTERSECTION..harmonyicr 9 AREA TYPE..... OTHER AREA TYPE..... OTHER ANALYST....... jmd ANALYST....... Jmd DATE.......... 6i22/94 DATE.......... 6/22/94 TIME......... Gail Pm 97 TIME.......... am ,p-n `.=ll 97 COMMENT....... COMMENT....... - __________________________________________________________________________ VOLUMES GEOMETRY _______-____________---________-__--__________---____________--_________-_ VOLUMES GEOMETRY EB WB NB SB : EB WB NB SB EB WB NB SB : EB WB NB SB LT 255 35 80 135 : L 12.0 L 12.0 L 12.0 L 12.0 LT 65 50 25 115 : L 12.0 L 12.0 L 12.0 L 12.0 TH 1035 650 25 15 : T 12.0 T 12.0 TR 12.0 TR 12.0 TH 920 1500 20 30 : T 12.0 T 12.0 TR 12.0 TR I^.0 RT 35 115 10 75 T 12.0 T 12.0 1.2.0 12.0 RT 55 135 5 170 : T 12.0 T 12.0 12.0 12.0 RR O O 0 O R 12.0 R 12.0 12.0 12.0 RR 0 O O O R 1"%.!i R 12.0 12_0 12.0 12.0 12.0 12. 1) 12.11 12.11 12.11 12.11 12.11 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12. U' __________________________________________________________________________ ADJUSTMENT FACTORS -__-_______________-_________--_-_______---_________--__________-_________ ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS FED. BUT. ARR. TYPE GRADE HV ADJ PK:G BUSES PHF PEDS FED. BUT. ARR. TYPE (%) (7.) Y/N Nm Nb Y/N min T (%) (%) Y/N Nm Nb Y/N min T EB 0. 00 2.00 N 0 0 0.90 5 N 19.8 4 EB O. CIO 2.00 N 0 0 0.90 5 N 14.5 4 WB 0.00 2.00 N O 0 0.90 5 N 19.8 4 WE 0.00 2.00 N 0 O 0.90 S N 14.5 4 NB 0.00 1.00 N 0 0 0.90 5 N 31.8 _ NB 0.00 1.00 N 0 0 i). 90 5 N 26.5 3 SB 0.00. 1.00 N O 0 0.90 5 N 31.B 3 SB 0.00 1.00 N 0 0 0.90 5 N 26.5 __________________________________________________________________________ SIGNAL SETTINGS CYCLE LENGTH = 160.0 -------------- -_____________-_--_____________---__________-___-________-_ SIGNAL SETTINGS CYCLE LENGTH = 100.0 PH-I PH-2 PH-3 PH-4 PH-1 F'H-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT .X X NS LT X EB LT X ti NS LT X TH X TH X TH X TH X RT X RT X - RT X RT X PD X PD X PD X PD X WB LT X X SB LT X WB LT X X SB LT X TH X TH X TH X TH X RT :X RT X RT X RT X PD X PD X PD X PD X GREEN 9.0 53.0 0.0 0.0 GREEN 25.0 0.0 O,CI 0.0 GREEN 8.0 53.0 6.6 0.0 GREEN 25.0 0.0 0.0 0.0 YELLOW 4.0 5.0 __________________________________________________________________________ 0.0 0.0 YELLOW 5.0 0.0 0.0 C1.0 YELLOW 4.0 5.0 0.0 C.. C, YELLOW 5.0 0.0 0.0 0.0 LEVEL OF SERVICE -____________________-__-__-_-__--________________---___-________-__--____ LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.049 0.670 4.3 A 7.7 B EB L 0.049 0.670 4.3 A 6.7 B T 0.616 u.550 8.6 B T Co. 548 ). 556 7.V B R O. 047 0. 550 4.9 A R C . 074 i i. 550 5.0 A WB L 0,iJ49 0.670 4.3. A 5.9 B WB L 6.049 0.67,0 4.3 A '14.O B T 6. 375 0. 550 6.0 B T 0.G93 0.55(J 15.0 C R 0.154 v. 550 5.2 B R 0.191 0.550 5.3 5 NB L v. 245 0.270 21.7 C 20.5 C NB L C). IV4 iJ. 270 20.8 C 19.2 C TR !.o84 0.270 17.6 C TR O,i159 0.-'70 17.5 SB L u.361 0.270 22.7 C 21.0 C SB L 0. 301 iI. 270 22.2 C 21.4 C TR 0.237 __________________________________________________________________________ 0.276 13.4 C TR 0.52E 0.270 20.9 .0 INTERSECTION: Delav = 6.9 (sec/veh) VIC = o.470 LOS = B -__-_____-____-____-_____---------________-----________________---__--____ INTERSECTION: Delav = !2.-1 (sec/veh) V/C = 0.680 LOS = B i 1 1 i 1 1 1 APPENDIX E 1 1 L i i i 1 1 1 MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN RUN9 ROUTE: CR9 INTERSECTIONS: 6 CYCLE LENGTH: 70 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 19 RIGHT: 19 PERFORMANCE INDEX: 32 EFFICIENCY: 27 ATTAINABILITY: 46 INTERFERENCE: 29 --------------------------------------------------------------------------- NO. .........TIME -LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTBOUND ... READ DOWN LEFT RIGHT LEFT RIGHT 1 XXXXXXXXXXXXXXX X 1320 0 45 45 2 XXXXXXXXXXXXXXXX 1320 1320 45 45 3 XXXXXXXXXXXXX XXX 1320 1320 45 45 4 XXXXXXXXXXXXXXXX 1320 I320 45 45 5 XXXXXXXXXXX XXXXX 1320 1320 45 45 6 XXXXXXXXXXXXXXXX 0 I320 45 45 NO. OFFSET ......... TIME -LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 37 X XXXXXXXXXXXXXXX 60 40 2 87 XXXXXXXXXXXXXXXX 60 40 3 87 XX XXXXXXXXXXXXXX 60 40 4 37 XXXXXXXXXXXXXXXX 60 40 5 37 XXXX XXXXXXXXXXXX 60 40 6 87 XXXXXXXXXXXXXXXX 60 40 --------------------------------------------------------------------------- TIME SPACE DIAGRAM ROUTE: CP.9 CYCLE LENGTH 70 SECONDS: SCALE I1NCH=40X OF CYCLE: 1 LINE= 165 FT ******************************************************************************* I XXXXXXXXX \ \ XXXXXXXXXX / / XXXXXXXXXX X 2 3 XXXXXXXXXX 4 XXXXXXXXX XXXXXXXXX XXXXXXXXXX • XXXXXXXXXX XXXXXXXXXX KXXXXXXXX XXXXXXXXXX X 5 XXXXXXXXX' XXXXXXXXXX XXXXXXXXX X 6 XXXXXXXXXX XXXXXXXXXX XXXXXXXXXX MATTHEW .I DELICH ARTERIAL PROGRESSION DEGIGN RL448 ROUTE: CR9 INTERSECTIONS: 6 CYCLE LENGTH: 60 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 13 RIGHT: 13 PERFORMANCE INDEX: 28 EFFICIENCY: 21 ATTAINABILITY: 36 INTERFERENCE: 28 --------------------------------------------------------------------------- NO. .........TIME -LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTGOU40 ... READ DOWN LEFT RIGHT LEFT RIGHT I XXXXXXXXXXXXXXXX 1320 0 45 45 2 XXXXXXX XXXXXXXXX 1320 1320 45 45 3 XXXXXXXXXXXXXXXX 1320 1320 45 145 4 XX XXXXXXXXXXXXXX 1320 1320 45 45 5 XXXXXXXXX XXXXXXX 1320 1320 45 45 6 XXXXXXXXXXXXXXXX 0 1320 45 45 NO. OFFSET .........TIME -LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 0 XXXXXXXXXXXXXXXX 60 40 2 50 XXXXXXXXX XXXXXXX 60 40 3 50 XXXXXXXXXXXXXXXX 60 40 4 0 XXXXXXXXXXXXXX XX 60 40 5 50 XXXXXXX XXXXXXXXX 60 40 6 50 XXXXXXXXXXXXXXXX 60 40 --------------------------------------------------------------------------- TIME SPACE DIAGRAM ROUTE: CR9 CYCLE LENGTH 60 SECONDS: SCALE (INCH=40% OF CYCLE: 1 LINE= 165 FT ******************************************************************************* I \ xxxxxxxxxx xxxxxxxxxx / XXXXXXXXXX 04 3 XXXXXXXXXX 4 XXXXXXXXXX 5 XXXXXXXXXX xxxxxxxxxx xxxxxxxxxx XXXXXXXXX xxxxxxxxxx XXXXXXXXXX XXXXXXXXXX XXXXXXXX XXXXXXXXXX 6 XXXXXXXXXX/ / XXXXXXXXXX \ \XXXXXXXXX ******************************************************************************* MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN IN11WId ROUTE: CR9 INTERSECTIONS: 6 CYCLE LENGTH: 50 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 11 RIGHT: I1 PERFORMANCE INDEX: 31 EFFICIENCY: 22 ATTAINABILITY: 38 INTERFERENCE: 21 --------------------------------------------------------------------------- NO. .........TIME —LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTBOUND ... READ DOWN LEFT RIGHT LEFT RIGHT 1 xxxx XXXXXXXXXXXX 1320 0 45 45 2 XXXXXXXXX XXXXXXX 1320 1320 45 45 3 XXXXXXXXXXXXXX XX 1320 1320 45 45 4 XXXXXXXXXXXXXXXX 1320 1320 45 45 5 XXXX XXXXXXXXXXXX 1320 1320 45 45 6 XXXXXXX XXXXXXXXX 0 1320 45 45 NO. OFFSET .........TIME —LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 10 XXXXXXXX XXXXXXXX 60 40 2 62 XXXX XXXXXXXXXXXX 60 40 3 12 XXXXXXXXXXXXXXXX 60 40 4 62 XXXXXXXXXXXXXXXX 60 40 5 62 xxxxxxxXX XXXXXXX 60 40 6 7 XXX XXXXX.XXXXXXXX 60 40 --------------------------------------------------------------------------- TIME SPACE DIAGRAM ROUTE: CR9 CYCLE LENGTH 50 SECONDS: SCALE IINCH=40% OF CYCLE: 1 LINE= 165 FT I XXX \XXXXXXXXX XXXXXXXXX / XXXXXXX 2 xxxxxxxxxx 3 XXX 4 XXXXXXXXXX 5 xxxxxxxxxx XXXXXXXXXX XXXXXXXXXX xxxxxxxxxx xxxxxxXXXX xxxxxxxxxx 6 XX // XXXXXXXXXX XXXXXXXXXX \ XXXX.XXXX MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN I:1119k4 ROUTE: CR9 INTERSECTIONS: 6 CYCLE LENGTH: 70 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 15 RIGHT: 15 PERFORMANCE INDEX: 29 EFFICIENCY: 21 ATTAINABILITY: 36 INTERFERENCE: 27 --------------------------------------------------------------------------- NO. .........TIME -LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTSOUND ... READ DOWN LEFT RIGHT LEFT RIGHT I XXXXXXXXXXXXXXXX 1320 0 40 40 2 XXXXXXX XXXXXXXXX 1320 1320 40 40 3 XXXXXXXXXXXXXXXX 1320 1320 40 40 4 XX XXXXXXXXXXXXXX 1320 1320 40 40 5 XXXXXXXXXX XXXXXX 1320 1320 40 40 6 XXXXXXXXXXXXXXXX 0- 1320 40 40 N0. OFFSET .........TIME -LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 0 XXXXXXXXXXXXXXXX 60 40 2 50 XXXXXXXXXX XXXXXX 60 40 3 50 XXXXXXXXXXXXXXXX 60 40 4 0 XXXXXXXXXXXXXXX X 60 40 5 50 XXXXXXX XXXXXXXXX 60 40 6 50 XXXXXXXXXXXXXXXX 60 40 -------------------------------------------------------------------------- TIME SPACE DIAGRAM ROUTE: CR9 CYCLE LENGTH 70 SECONDS: SCALE (INCH=40X OF CYCLE: I LINE= 165 FT I \ \\ XXXXXXXXXX XXXXXXXXXX / / XXXXXXXXXX 2 XXXXXXXXX XXXXXXXXXX 3 XXXXXXXXXX XXXXXXXX 4 XXXXXXXXXX XXXXXXXXXX XXXXXXXXXX XXXXXXXXXX 5 XXXXXXXXXX <XXXXXXXX XXXXXXXXXX 6 XXXXXXXXXX XXXXXXXXXX XXXXXXXXXX XXXXXXXXXX MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN RUN3 ROUTE: CR9 INTERSECTIONS: 6 CYCLE LENGTH: 60 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 15 RIGHT: 15 PERFORMANCE INDEX: 32 EFFICIENCY: 25 ATTAINABILITY: 43 INTERFERENCE: 21 --------------------------------------------------------------------------- NO. .........TIME —LOCATION DIAGRAM.......:.. DISTANCE SPEED RIGHTBOUND ... READ DOWN LEFT RIGHT LEFT RIGHT 1 XXXX XXXXXXXXXXXX 1320 0 40 40 2 XXXXXXXXX XXXXXXX I320 1320 40 40 3 XXXXXXXXXXX.XXX XX 1320 1320 40 40 4 XXXXXXXXXXXXXXXX I320 1320 40 40 5 Xxxx XXXXX.XXXXXXX 1320 I320 40 40 6 Xxxxxxxxx XXXXXXX. 0 1320 40 40 NO. OFFSET .........TIME —LOCATION DIAGRAM.........: PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 10 XXXXXXXXXX XXXXXX 60 40 2 60 XXXXX XXXXXXXXXXX 60 40 3 10 XXXXXXXXXXXXXXXX 60 40 4 10 XXXXXXXXXXXXXX XX 60 40 5 57 XXXXXXXX XXXXXXXX 60 40 6 7 --------------------------------------------------------------------------- XXX XXXXXXXXXXXXX 60 40 TIME SPACE DIAGRAM ROUTE: CR9 CYCLE LENGTH 60 SECONDS: SCALE IINCH=40% OF CYCLE: 1 LINE= 165 FT *r*it it�r �+te*at��*�re�fr�e�!wear*e■*�*+t+:�+:��es<s�*•�r+r �ar••�sa+t+t �+t+�� I XXX \ XXXXXXXXXX XXXXXXXXXX /. s/*f / XXXXXXX 2 XXXXXXXXXX 3 XXX 4 XXX 5 XXXXXXXXXX xxxxxxxxxx XXXXXXXXXX 6 XX / / XXXXXXXXXX XXXXXXXXXX \ \ XXXXXXXX e ear ar a ateeeaE lF aFeearar eaF aEe ee•afeeear eireeaf at a at areeeaFeeee{eak a aF lY aK eateeteeieee#eeeeee eareseaf a are MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN RUNI ROUTE: CR9 INTERSECTIONS: 6 CYCLE LENGTH: 50 SYSTEM OFFSET: 0 BANDWIDTH LEFTS 15 RIGHT: 15 PERFORMANCE INDEX: 46 EFFICIENCY: 30 ATTAINABILITY: 52 INTERFERENCE: 10 --------------------------------------------------------------------------- NO. .........TIME -LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTSOUND ... READ DOWN LEFT RIGHT LEFT RIGHT I XXXXXXXXXXXX XXXX 1320 0 40 40 2 XXXXXXXXXXXXXXX X 1320 1320 40 40 3 XXXXXXXXXXXXXXXX 1320 1320 40 40 4 XXXXXXXXXXXXXXXX 1320 1320 40 40 5 XXXXXXXXXXXXXXXX 1320 1320 40 40 6 XXXXXXXXXXXXXXXX 0 1320 40 40 NO. OFFSET .........TIME -LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 30 XXXX XXXXXXXXXXXX 60 40 2 82 XX XXXXXXXXXXXXXX 60 40 3 32 XXXXXXXXXXXXXXXX 60 40 4 82 XXXXXXXXXXXXXXXX 60 40 5 32 XXXXXXXXXXXXXXXX 60 40 6 80 XXXXXXXXXXXXXXXX 60 40 --------------------------------------------------------------------------- TIME SPACE DIAGRAM ROUTE: CR9 CYCLE LENGTH 50 SECONDS: SCALE IINCH=40% OF CYCLE: 1 LINE= 165 FT 2 3 4 5 6 ******************************************************************************* MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN RUN5 ROUTE: CR9 INTERSECTIONS: 6 CYCLE LENGTH: 70 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 17 RIGHT: 17 PERFORMANCE 114DEX: 31 EFFICIENCY: 24 ATTAINABILITY: 41 INTERFERENCE: 22 --------------------------------------------------------------------------- NO. ......... TIME -LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTBOUND ... READ DOWN LEFT RIGHT LEFT RIGHT I XXXX XXXXXXXXXXXX 1320 0 35 35 2 XXXXXXXXXX XXXXXX 1320 1320 35 35 3 XXXXXXxxxxxxxXX X 1320 1320 35 35 4 X XXXXXXXXXXXXXXX 1320 1320 35 35 5 XXXxxx XXXXXXXXXX 1320 1320 35 35 6 XXXXXXXXXXXX XXXX 0 1320 35 35 NO. OFFSET .........TIME -LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND ... READ UP l 2 3 4 5 6 7 8 I f0 XXXXXXXXXXXX XXXX 60 40 2 60 XXXXXXX XXXXXXXXX 60 40 3 10 X XXXXXXXXXXXXXXX 60 40 4 10 XXXXXXXXXXXXXXX X 60 40 5 57 XXXXXXXXX XXXXXXX 60 40 6 10 --------------------------------------------------------------------------- XXXX XXXXXXXXXXXX 60 40 TIME SPACE DIAGRAM ROUTE: CR9 CYCLE LENGTH 70 SECONDS: SCALE (INCH=40% OF CYCLE: I LINE= 165 FT *�s�+�*��e>�r�+t�nf: sett e+t+t<ss�te Breit*•��xft+ts�t�ar�x�ss��se��rr�r*it*��. sty I XXx \ XXXXXXXXXX XXXXXXXXXx 2 XXXXXXXXXX XXXXXXXXXX / / XXXXXXXXXX xxxxxxxxxx \ \ xxxxxxxxxx 6 XXX j / - / XXXXXXXXXX XXXXXXXXXX \ \ XXXXXXX +weir a ireseit it it it eiree•ite ite eeeeeeeeee+�eeir :ire ire eit :ire*ireeeair it it ireeeeeeiteeeeeeseeeeesire MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN RUN4 ROUTE: CR9 - INTERSECTIONS: 6 CYCLE LENGTH: 60 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 12 RIGHT: 12 PERFORMANCE INDEX: 41 EFFICIENCY: 20 ATTAINABILITY: 34 INTERFERENCE: 12 -------------------------------------------------------------------------- NO. .........TIME —LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTSOUND ... READ DOWN LEFT RIGHT LEFT RIGHT I XXXXXXXXX XXXXXXX 1320 0 35 35 2 XXXXXXXXXXXX XXXX 1320 1320 35 35 3 XXXXXXXXXXXXXXX X 1320 1320 35 35 4 XXXXXXXXXXXXXXXX 1320 1320 35 35 5 XXXXXXXXXXXXXXXX 1320 1320 35 35 6 XXXXXXXXXXXXXXXX 0 -1320 35 35 NO. OFFSET .........TIME —LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 22 XXXXX XXXXXXXXXXX 60 40 2 72 XX XXXXXXXXXXXXXX 60 40 3 22 XXXXXXXXXXXXXXXX 60 40 4 72 XXXXXXXXXXXXXXXX 60 40 5 22 XXXXXXXXXXXXXXXX 60 40 6 72 XXXXXXXXXXXXXXXX 60 40 --------------------------------------------------------------------------- TIME SPACE DIAGRAM ROUTE: CR9 CYCLE LENGTH 60 SECONDS: SCALE IINCH=40% OF CYCLE: I LINE= 165 FT *�:t�:t�:t+t�+r�+r�rxwt:t+t:trr+t+t��e*ret�i:ft�e:tz�+t+t:t�s��w<sri!i�z+rar:r r �t r>se�wszz��r is mat*�rr��e� i 2 3 4 5 6 MATTHEW J DELICH ARTERIAL PROGRESSION DEGIGN RUN6 ROUTE: CR9 INTERSECTIONS: 6 CYCLE LENGTH: 50 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 30 RIGHT: 30 PERFORMANCE INDEX: 60 EFFICIENCY: 60 ATTAINABILITY: 104 INTERFERENCE: 4 --------------------------------------------------------------------------- NO. .........TIME -LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTBOUND ... READ DOWN LEFT RIGHT LEFT RIGHT I XXXX XXXXXXXXXXXX 1320 0 35 35 2 XXX.X XXXXXXXXXXXX 1320 1320 35 35 3 XXXX XXXXXXXXXXXX 1320 1320 35 35 4 XXXX XXXXXXXXXXXX 1320 1320 35 35 5 XXXX XXXXXXXXXXXX 1320 1320 35 35 6 XXXX XXXXXXXXXXXX 0 1320 35 35 NO. OFFSET .........TIME -LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 10 XXXXXXXXXXXXXXXX 60 40 2 60 XXXXXXXXXXXXXXXX 60 40 3 10 XXXXXXXXXXXXXXXX 60 40 4 60 XXXXXXXXXXXXXXXX 60 40 5 10 XXXXXXXXXXXXXXXX 60 40 6 60 --------------------------------------------------------------------------- XXXXXXXXXXXXXXXX 60 40 TIME SPACE DIAGRAM ROUTE: CP.9 CYCLE LENGTH 50 SECONDS: SCALE 11NCH=40X OF CYCLE: 1 LINE= 165 FT R RRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRRR#RRRRRRRRRRRRRRRRRRRRMRRifRRRRR I 2 3 4 5 6 R RRR I 1 �I 1 i 1 1 1 1 APPENDIX D 1 1 1 1 1 1 1 i F7 LI 1 1 7 1 LEVEL -OF -SERVICE CRITERIA SIGNALIZED INTERSECTIONS 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 crl.terie are stated In terms of the average stopped delay per vehicle for a 15-mlrn.il:e analysis period. Level -of -service A describes operations with very low delay, i.e., less than 5.0 seconds per vehicle. Level -of -service 8 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 411.1 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 60.0 seconds per vehicle. This is considered to be unacceptable to most drivers. RESERVE CAPACITY UNSIGNALIZED INTE115ECTIONS LEVEL OF SERVICE EXPECTED DELAY TO MINOR 5111EET TRAFFIC 4OU A Little or no delay 30U-399 8 Short traffic delays 200-299 C Average traffic delays 1OU-199 D Long t.rafflo delays 0- 99 E Very luny traffic delays * F *When demand volume exceeds the capacity of the lone, extreme dolaye will be encountered with queuing which may cause severe congestion affoul.ing other traffic movements in the intersection. This condition usually warrants Improvement to the intersection. I 17 1 i i i 1 i 7 1 APPENDIX C 1 I i i i [1 1 L i = = = M M 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT FXXF:KC'Mt:K.K.KXIXRXXXXRXtXXXXXYX'.KXX X.F>.XXXXY(XXX...X.KX. Y:K RX XX RXXXXXX.K XX.KXXKX.K:KX INTERSECTION..harmony/cr9 AREA TYPE ..... OTHER ANALYST....... mid DATE.......... 4/21 TIMEall pal ex short 450 6 COMMENT.. .,.,0 no :_orbett long 900 __________________________________________________________________________ VOLUMES GEOMETRY EB WB NB SB : ES WB NB SB LT 97 5 4 37 L 12.0 L 12.0 L 12.0 L 12.0 TH 1069 617 1 T 12.0 T 12.0 TR 12.0 TR 12.0 RT 23 5 9 T 12:0 T 12.0 12.0 12_0 RR 0 0 0 0 R 12.0 R 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 PHI= PEDS PED. BUT. ARR. TYPE (%) (%) -YIN Nm Nb YIN min T EB 0.00 2.00 N 0 0 0.90 5 N 19.8 4 WP 0.00 2.00 N 0 0 0.90 5 N 19.3 4 NB 0.00 1.00 N 0 0 0.90 5 N :31.8 3 SB 0.00 1.00 N 0 0 0.90 5 N 31.8 3 __--______________________________________________________________________ SIGNAL SETTINGS CYCLE LENGTH = 100.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 ES LT X NB LT X TH X TH X RT X RT X PD X PO X WB LT X SB LT X TH X TH X RT X RT X PD IPD X GREEN 65`0 0.0 0.0 0.0 GREEN 25.0 O.Fi 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 5.'3 0.0 0.0 0.0 __________________________________________________________________________ LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APE'. LOS Eft L 0.228 0.670 4.9 A 4.1 A 0.522 0.670 4.1 A R 0.003 0.670 2.6 WB 1 0.032 0.670 A.,3_1 T 0.301 0.670 R 0.025 0.670 °_6 NB I_ 0.010 0.270 20.3 C 13 . 5; C TR 0.016 0.270 17 3 C se0.093 1)110 20.3 C 20.0 C TR 0.02, 0.270 l; C ______________________________________----_--_---_-__________-_________--_ INTEF'3ECTION: Delay = 4.3 iserivehi V/C = 0.,.99 LOS = A :935 ICM: SIGNALIZED iNTERSECTIONS ZUMMARY REPORT I: K..K XXXX'F R:K :K..W. Y.X K:A X:K :K kXX \'RKXXRRX X.R :FX KXK KKY K.Y aX;XX..F RY'K �:MR YRKz:K<tX:K t:K .K#ZW K K.%XY INTERSECTION..harmony/cr9 AREA. TYPE... -.OTHER ANALYST ........ nid 0A.TE.......... 4,` TIME.... .am Pn short 450 6 f, OhIMENT....... iP11, no . orb: tt long 900 __________________________________________________________________________ VOLUMES GEOMETRY EB WB NB SB EB WP, NB SP LT 7 3 3 43 L 12.0 L 12.0 I_ 12.0 I_ 1'L.0 TH 759 1310 1 2 T 12.0 T 12.0 TR 12.0 TR 12.0 RT 4 60 :3 96 T 12.0 i 12.0 12.0 12.0 RR 0 0 0 0: R 12.0 R 12.0 12.0 12.0 11.0 12.0 12.0 12.0 12.0 12.0 i2.0 12.0 __________________________________________________________________________ ADJUSTMENT FACTORS GRADE HV A6.1 PKG BUSES, PHF PEDS PED. B(li. ARR. TYPE (%) (%) YIN Nm Nb YIN ruin T EB 0.00 2.00 N' 0 0 0.90 5 N 19.8 4 WB 0.00 2.00 N 0 0 0.90 5 N 19.3 4 NB 0.00 1.00 N 0 0 0.90 5 N :131.3 3 SB 0.00 1.00 N 0 0 0.90 5 N 31.8 3 __________________________________________________________________________ SIGNAL SETTINGS CYCLE LENGTH = 100.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 ES LT NB LT X TH X TH X RT X RT X PD X PD X WS LT X SB LT X - TH X TH X RT X RT X PD X PO X GREEN 65.0 0.0 0.0 0.0 GREEN 25.0 0.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0 ______________________.-------____-_---_____-____-_________________________ LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.103 0.670 4.5 A 3.4 A T 0_371 0.670 3.4 R 0.004 0.670 2.6 A WB L 0.00.9 0.670 ._ 5.3 P T 0.640 0.670 5.4 P• F.• n.066 0.670 2.7 a Ng I. 0.009 0.270 20.3 C 13.6 C TR 0.010 0.270 17.-, C 58 L 0.103 0.270 20.9 C 19.3 C TR 0.265 0.27n 13.6 il _.._----------------------------------------------------------------------- INTERSECTION: nelav = 5.6 (sec/veh) V/C = 0.532 LOS = B 1985 HCM: UNSIGNALIZED INTERSECTIONS P'a oe-1 A YI[YYti:k%Y%F%F%:ktYYFX.f FYX X:VY a t%Y:K X.%.K V :a%1%X %.K F .k X:t YYYr%%F.F i.I..F tX K.F%.%'.k:C K'k IDENTIFYING INFORMATION "--------------------------------------- ------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 55 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 80000 NAME OF THE EAST/WEST STREET......... haromny NAME OF THE NORTH/SOUTH STREET....... cr9 NAME OF THE ANALYST .................. mjd DATE OF THE ANALYSIS (mm/dd/yy)...... 4/=1 TIME PERIOD ANALYZED ................. am ae short 450 OTHER INFORMATION.... 650 corbett no INTERSECTION TYPE AND CONTROL ---------------------- --------------- INTERSECTION TYPE: 4-I_EG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 7 3 3 43 THRO 455 786 1 Z RIGHT 4 ti0 96 :aU MBER OF I_ANFS AND LANE USAGE --------------------------------------------------------------- EB WB N8 '36. ------- -------------- ------- t. AN E'c. L p;JF USAGE LT + R LT R CAPACITY AND LEVEL -OF -SERVICE Page-- --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(p.ph) c (pcph) c rpcph) c ,pcph) = c - v LOS o M SH R SH ----- ------- ------- ----------- ------------ -- MINOR STREET NB LEFT 3 44 39 > 44 39 - 39 35 >E F- THROUGH 1 76 75 > 75 > 73 > RIGHT 3 861 861 861 857 A MINOR STREET SB LEFT 47 62 60 > 61 60 > 11 13 >E E THROUGH Z ?CZ I > 78 76 > E RIGHT 106 683 683 683 578 A MAJOR STREET ES LEFT 8 :343 343 343 335 8 W6 LEFT 3 579 579 579 575 4 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... haromny NAME OF THE NORTH/SOUTH STREET.... cr9 DATE AND TIME OF THE ANALYSIS.... 4/71 ; dm( �short 450 OTHER INFORMATION.... 650 corbatt no 1985 HCM: UNSIGNAI.IZED INTERSECTIONS Page -I Y #:K K:.F F:K<#;K K#f.K .K [t:k ### Y.'KXF F".R##:Y..K# ♦.:R F. l.FF.F### #:Y :KYi# Y.##'Y K K<:K :1'F KFYF#F#:K :K .K K IDENTIFYING INFORMATION -------------- --------------------------- AVERA9E PUNNING :PEED. MAJOR STREET.. 55 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 30000 NAME OF THE EAST/WEST STREET......... haromny NAME OF THE NORTH/SOUTH STREET....... Cr9 NAME OF THE ANALYST ................... mid DATE OF THE ANALYSIS (mm/dd/yy)...... 4121 TIME PERIOD ANALYZED ................. umsh ort 450 OTHER INFORMATION..._ 650 Corbett no INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-1_EG MAJOR STREET DIRECTION: EAST/WEST CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SOUTHBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- ES WB NB 38 ---- ---- ---- ---- LEFT T; iR I1 641 370 i i R[OHT J °3 5 9 NLIMBER OF LANES ANO LANE USAGE ------------------------------------------------------------------..-- Eli WB rip, ------- --------------------- I.ANES L,,"F LT is i.T CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) (PCph) c �pcph) (Pcph) C = . P M `.H R SH --------------- --------------------- ------------ --- MINOR STREET NB LEFT 4 36 74 > 77 ?4 1-1 70 >E E THROUGH 1 104 91 > 91 90 > E RIGHT 6 770 .770 770_ 765 A MINOR STREET SB LEFT 41 83 77 > 77 77 > 35 36 >E E THROUGH 1 106 93" >93 > 92 > E RIGHT 10 894 894 894 884 A MAJOR STREET F-B LEFT 107 626 626 626 520 A WB LEFT 6 455 455 455 449 IDENTIFYING INFORMATION ------------------------------------------------------------ NAME OF THE EAST/WEST STREET...... haromnv NAME OF THE NORTH/SOUTH STREET.... ar9 DATE AND TIME OF THE ANALYSIS..... 4/21 am pm ex short 450 OTHER INFORMATION.... 'i50 Corbett no APPENDIX B 'Site Code : 00000144 N-S Street: COUNTY RD. 9 E-N Street: HARMONY ROAD Heather : SUNNY 1 CITY OF FORT COLLINS TRAFFIC ENGINEERING PAGE: 1 FILE: 144-1092 Movements by: Primary DATE: 10/28/92 PEAK PERIOD ANALYSIS FOR THE PERIOD: 04:30 PH - 05:30 PH c DIRECTION START PEAK HR ........... VOLUMES ........... ...... PERCeNT,........ FROM PEAK HOUR FACTOR PEDS Right Thru Left Total ------------------------------- PEOS Right Thru Left ---------------------------------------------------------------- North 4:30 PM 0.86 1 96 2 43 141 - 58 1 30 East 4:30 PM 0.93 3 60 1310 3 1373 - 4 95 0 South 4:30 PM 0.58 0 3 1 3 1 - 43 14 43 Nest 4:30 PH 0.92 0 4 159 1 110 - 1 99 1 Entire Intersection North 4:30 F.4 0.86 1 96 2 43 141 - 68 30 East 0.93 3 60 1310 3 1313 - 4 95 0 South 0.58 0 3 1 3 1 - 43 14 43 Nest 0.92 0 4 753 7 170 - 1 99 1 COUNTY RD. 9 ;...; N — — — — — — — — — — — — ' W—+—E �..., S 68 ' [PEDS ] 1 ; 96 ; 2 ; 43 ............: 3 [PEDS ] .................. �— 141 -- -- 60 .......... 1409 ... HARMONY ROAD 1373 1310 7 —� 759 770 4 -- 7 [PEDS ] 0 :............: 3 ; 1 9 ...; COUNTY RD. 9 — — — — — — — — — — — — 3 CITY OF FORT COLLINS TRAFFIC ENGINEERING Site Code : 00000144 N-S Street: COUNTY RD, 9 E-W Street: HARMONY ROAD Weather : SUNNY ------------------------ Movements by: Primary PAGE: 1 FILE: 144-1092 DATE: 10/28/92 ' DIRECTION PEAK START PERIOD ANALYSIS FOR THE PEAK HR ........... PE97OD: VOLUMES 1:30 AM - 08:30 AM ........... ...... PERCENTS ...,... FROM PEAK HOUR FACTOR PEDS Right Thru Left Total PEDS Right Thru Left ' --North---- -------- --1:30----AM -------- 0----,82 --------- 0 ------9 --------- 0 ----------------46 31 ----20 ------- 0 ----- 80---- East 1:30 AM 0.81 0 23 617 5 645 - 4 96 1 ' South West 1:30 AM 7:30 AM 0.63 0.93 0 5 5 3 1 1069 4 97 10 _ 1169 50 0 10 91 40 8 ' North 7:30 AM 0.82 Entire 0 9 Intersection 0 37 46 20 0 80 East 0.81 0 23 511 5 645 - 4 96 1 South 0.53 0 5 1 4 i0 _ 50 10 40 West 0.93 5 3 1069 97 1169 0 91 8 [PEDS 0 -- — — —— —]—— _ t.......... •630 .................. ' ... HARMONY —ROAD ----------------- COUNTY RD. 9 ;...; N ----------- W—+—E ,..., S �.. 121 ...; 9 ; 0 ; 37 :............: 0 [PEDS ] — 46 — — — — -- 23 '------------ 645 617 ------------ 97 -- — t 1069 1169 3 —� --- 10 — — — — ------------------ [PEDS ] 5 :............: 4 ; 1 ; 5 i 8 �•............. � . .; COUNTY RD. 9 ------------ 1 5 HARMONY ROAD ... . .1111��.......... ------------------ 0 [PEDS ] m m m m m m = = = m = = = = = m= m r MATTHEIN J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 805W TABULAR SUMMARY (O,F VEHICLE COUNTS Observer Date 3 30 4¢ Day ,� �YClty POP- " CLL1a S R = Right turn o t / Pd cKA�� S = Straight INTERSECTION OF �` AND mL�—� L = Left turn TIME BEGINS from NORTH TOTAL North South from EAST TOTAL East West TOTAL ALL from SOUTH from WEST R S I L Total R S I L I Total R S I L Total I R S L I Total Zia II illo 43 s9p7— 15 1 1 4-0 11 91 s'I 10 z45-II 1 16n, -77- $ 8 154 S1 I I s5 11143 113 I 14 1 7 11 7 II 1 (i�-mt> I I (< 6G1 $4 11-34- is 1 1 4-4 11133 113 1 10 1 3 Qs1S 17- 1 791 9 1 113 14 1 I sZ 1114. 3 II Z I l0 1 z II I I IL z II 14s— I I I I I II I I I I I I I. II -23 3s 0 2.z(n013Z.21131 sl 119 GIIs1 '3 Ili-5I 1 4- 1 17 11 I 1 1 I 1'7 1153 s I I I I I I II i I I it I I II I I i I I II I I I I II I i I II II I I I I I II I I I MEMO I II I I II i I I II I I I II I I II i I II II I I I II I I I I 4-�0 1 1 15 1 z 1 1�7 11 1 1(o 1 1 17 11 34 135 1 03 1 4to 11 I 1 1 11 4(0 11. To 4¢s`I 19 14 I i3 I Z 1'i I Zo 11 33 4.41 IZ31 (:,7 11 1 I ( -7 II 100 �00 11 1 10 7 1 1-7 ¢s 471 I1z 1 s91 1 1 I 11 :-'? 110 51 S 1 1-7 3 1 2-0 l 2 4- 1 1 z- 5 11 4-9 116&1 1 z31 1 1I I t 3 I I I II I I II I I. I I I I V I I II 3o-s3 1 �5- 1 I ► co 1(, 711) y 7 91 19 4-11 110 d 171 2(p III I I 1 11 -Z III- z z i i a five lane cross section at or before the year 2015. The 70 foot arterial cross section will have 6 foot bike lanes. It is recommended that parking not be allowed in the first 100+ feet west of CR9 on both the North and South Access streets of the Strachan/Shields PUD. This will allow striping of two westbound lanes and one eastbound lane on each street. The driveways for lots 1, 90, and 37 should be located as close to the east lot line as practicable. 1 Accidents The recommended geometry, roadway cross sections, and control for the area streets should minimize vehicle conflicts and maximize vehicle separation. The accident rate should be normal for typical ' urban conditions. ' IV. CONCLUSIONS This study assessed the impacts of the Strachan/Shields PUD ' residential development on the short range (1997 and 1998) and long range (2015) street system in the vicinity of the proposed developments. As a result of this analysis, the following is concluded: - The development of the Strachan/Shields PUD is feasible from a traffic engineering standpoint. At full development of this ' development, approximately 1100 trip ends will be generated at this development daily. ' - With the newly installed signal, operation at the Harmony/CR9 intersection is acceptable. - In the short range future (1997 development scenario), ' operation will be acceptable at all key intersections. - In the short range future (1998 development scenario), ' operation will be acceptable at all key intersections with the geometry shown in Figure 8. ' - In the long range future (2015), all intersections will e operatacceptably in the peak hours with the geometry shown in Figure 9. Signals will be warranted at the CR9/Collector intersection. - With the recommended control and geometrics, the accident rate should be at an acceptable level for typical urban conditions. 1 COLLECTOR 1 /�- NCR } Z U N NORTH ACCESS Site SOUTH ACCESS m HARMONY ROAD LONG RANGE GEOMETRY Figure 9 J 1 1 II II e SHORT RANGE GEOMETRY Figure 8 Table 5 Long Range (2015) Peak Hour Operation Intersection Harmony/CR9 (signal) CR9/South Access (stop sign) WB LT WB RT SB LT CR9/North Access/Collector,(signal) Level of Service AM PM B C C A A B C A A C Table 3 Short Range (1997) Peak Hour Operation Intersection Harmony/CR9 (signal) CR9/South Access (stop sign) WB LT WB RT SB LT CR9/North Access (stop sign) WB LT WB RT SB LT Level of Service AM PM B B C A A C A A Table 4 Short Range (1998) Peak Hour Operation Intersection Harmony/CR9 (signal) CR9/South Access (stop sign) WB LT WB RT SB LT CR9/North Access (stop sign) WB.LT WB RT SB LT B A A B A A Level of Service AM PM B B C A A C A A C A A C A A 41 N LO F4 o o —10/5 COLLECTOR) + 25/15 NORTH ACCESS 75/330 f 5/15 60/270—� Ln ,n o o\o N O / N � Site � 0 o� � '^ LO - 15/10 25/15 SOUTH ACCESS fr 00 N7 Q \O Z o V� 0 Q O z 'o NCR HP U 000 Soto \\\ 210/250 r)orn 0/1 11 110/130 350 150 1340 1260 - LO C) 140/155 --� N o 0 0 ,n n � N , , HARMONY ROAD AM / PM Rounded to Nearest 5 Vehicles. LONG RANGE (2015) PEAK. HOUR TRAFFIC Figure 7 r N \tn 10/10 } %,5/10 NORTH ACCESS 7-!U� o N Site loe toLO ,0/10 /r-,5/" SOUTH ACCESS r a) C�o CD G �Ln z to c^ a 0 m } z NCR 0 HP U 0 0 mom 84 -100/150 - 700/1610 r /r— 45/60 255/70 1180/1005 - C n 40/65 � c T N N HARMONY ROAD AM / PM Rounded to Nearest 5 Vehicles. N SHORT RANGE (1998) PEAK HOUR TRAFFIC Figure 6 NCR 0 Go n d �,o LO to LO 10/5 /`— " " NORTH ACCESS 0 Site CD co i to L 10/5 i �,i 15/" SOUTH ACCESS CD 1 1 oL0 O ,Lo z o 0 a 0 m z n 0 o LO r--o� -115/135 - - + 630/1500 35/50 25Y65 1035 920 o 35/55 - o o Ln w N HP HARMONY ROAD AM / PM Rounded to Nearest 5 Vehicles. SHORT RANGE (1997) PEAK HOUR TRAFFIC Figure 5 I 70 seconds (about half the Harmony Road cycle length) depending upon the time of day. ' Operations Analysis Capacity analyses were performed on key intersections accessing the Strachan/Shields site and the Harmony/CR9 intersection. The analyses correspond with the traffic forecasts shown in Figures 5; 6, and 7. Using the traffic volumes shown in Figure 5, the key ' intersections operate in the 1997 short range condition as indicated in Table 3. Calculation forms for these analyses are provided in Appendix E. All intersections will operate acceptably. ' Using the traffic volumes shown in Figure 6, the key intersections operate in the 1998 short range condition as indicated in Table 4. Calculation forms are provided in Appendix F. All intersections operate acceptably. Using the traffic volumes shown in Figure 7, the intersections operate in the long range condition with the proposed developments as indicated in Table 5. Calculation forms for these analyses are provided in Appendix G. At this level of background traffic and site generated traffic, the key intersections will operate ' acceptably with the geometric improvements recommended later in this report. Geometric Analysis The geometry at the various intersections was analyzed using the short range traffic (Figure 6) and long range traffic conditions (Figure 7). ' CR9 will be improved to one-half of an arterial cross section with this development. The improvement will occur on the east side of CR9. This will result in a street width of 40+ feet. While ' auxiliary right- and left -turn lanes are not required based upon the anticipated traffic from the Strachan/Shields PUD, there is merit in striping CR9 with a three lane cross section. The third lane can be a center left -turn lane or a continuous two-way left - turn lane in this area. This striping would be compatible with the short range geometry recommended in the NCR Site Access Study. Details of the design should occur later in the approval process. Figure 8 shows the short range geometry, assuming this three lane ' scheme. The long range geometry is shown in Figure 9. At the ' Harmony/CR9 intersection, the geometry is determined by the operation of the intersection. It is expected that CR9 will have 1 5 I Collins and, as such, the traffic increases are largely dependent upon land development. Background traffic was increased incrementally by 2-3 percent per year on Harmony Road for the short ' range future analysis years. Traffic on CR9 was increased to reflect the expected development both north and south of Harmony Road. The traffic projections from the City of Fort Collins staff and previously completed traffic studies in the area were used to obtain the long range background traffic forecasts. ' 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. Figures 5 and 6 show the short range peak hour site generated traffic as described ' earlier, plus background traffic. The background traffic also includes incremental development of the NCR facility. Figure 7 reflects full development of Strachan/Shields and full development t of all the land on the west side of CR9 as an industrial park (NCR included). ' 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. Other than the expected signal at the Harmony/CR9 intersection, no signals are anticipated along CR9 in the short range futures that were analyzed. However, the long range future traffic forecasts indicate that a signal will be warranted at the CR9/Collector Street intersection, located at/near the half section line. This signal will be warranted based upon expected traffic from the assumed industrial park adjacent to the NCR site. In addition to this signal, the NCR Site Access Study indicated that a signal would be warranted at the CR9/NCR/Hewlett ' Packard intersection. ' Signal Progression ' Signal progression was evaluated in a general fashion on CR9. Since Harmony Road is a major arterial, continuous signal progression from the north side of Harmony Road will not likely continue to the south side of Harmony Road. The anticipated two ' signals are at quarter mile spacing. The minor street green time will be short during most hours of the day. It is only during the peak hours that these signals will have significant demand. The ' time/space diagrams in Appendix D show quarter mile spacing. It is expected that the cycle lengths of signals along CR9 will be 50- 1 4 1 1 1I 1 1 ' TRIP DISTRIBUTION N NO SCALE Figure 4 1 H- Z' Di O U! �T1I=[Z l A& N NO SCALE 0 SITE PLAN Figure 3 Table 1 Existing Peak Hour Operation Intersection Harmony/CR9 (signal) Land Use Level of Service AM PM L Table- 2 Trip Generation Daily A.M. Peak Trips Trips Trips in out Strachan/Shields PUD Single Family Detached - 1070 112 D.U. L, P.M. Peak Trips Trips in out 22 62 74 39 I intersection will likely be diverted to CR9. This will be especially true for southbound left turns to Harmony Road. Existing Operation t Table 1 shows the operation at the counted intersections during the peak hours. Calculation forms are provided in Appendix B. Appendix C describes level of service for signalized and ' unsignalized intersections from the 1985 Highway Capacity Manual. With the recently installed signal, the Harmony/CR9 intersection operates acceptably. III. PROPOSED DEVELOPMENT Strachan/Shields is a residential development located east of CR9 and north of the Hewlett Packard Fort Collins Facility. Figure ' 3 shows a general site plan of Strachan/Shields. For analysis purposes, the following development assumptions were made: 50% built by 1997, 60% built by 1998, and 100% built by/before 2015. These development years were selected specifically to correspond with the analyses performed for the proposed NCR facility to the west. ' 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, prepared by the Institute of Transportation Engineers (Trip Generation, 5th ' Edition) was used to forecast site generated trips. Table 2 shows the trip generation on a daily and peak hour basis. Trip Distribution ' The trip distribution was determined based upon the location attractions for home -based trips that are typical during the peak hours. The attractions for home -based trips are primarily employment and shopping locations. The trip distribution is shown ' in Figure 4. ' Background Traffic Background traffic is defined as the traffic that is and/or ' will be on the area streets that is not related to the proposed development. Future analysis years were 1997 and 1998 (short range) and 2015 (long range): This is a developing area of Fort L N ' RECENT TRAFFIC COUNTS Figure 2 �I Land Use Land uses in the area are primarily agricultural, industrial or residential. Residential and agricultural uses exist to the west of Strachan/Shields across CR9. The Hewlett Packard (HP) Fort Collins Facility is south of the site. There is a large lot residential area east and north of the site. Land in the area is essentially flat. The center of Fort ' Collins lies to the northwest of Strachan/Shields. Roads The primary streets near Strachan/Shields are CR9 and Harmony Road. CR9 is west of the site. It is a north -south street designated as an arterial north and south of Harmony Road. Adjacent to the site, it has a two lane rural cross section. Specifics of the future cross section of CR9 will be addressed in this study. ' There was a signal installed at the Harmony/CR9 intersection in the last month or so. South of Harmony Road, CR9 is a two lane gravel road. Harmony Road is a four lane state highway, designated as a major arterial. Harmony Road has an interchange with I-25. In the vicinity of the site, the cross section consists of two lanes in ' each direction with a grass median. There are right- and left -turn lanes at most intersections, including CR9. The posted speed is 55 mph, but may be dropped to 45 mph when the signal is installed. ' In the future, Harmony Road is expected to be widened to six through lanes. Existing Traffic Peak hour traffic flow at the Harmony/CR9 intersection is ' shown in Figure 2. These count volumes were obtained in 1991. Raw traffic count data is provided in Appendix A. The traffic counts indicate a higher eastbound directional split in the morning peak ' hour and a higher westbound directional split in the afternoon peak hour. Figure 2 also shows 1994 peak hour traffic at the CR9/HP intersection. Comparisons of these and other traffic counts performed for other projects in the area indicate that traffic has not changed significantly on Harmony Road. In the morning peak hours, traffic has decreased slightly on Harmony Road by 8% in the 3 years between counts. During the afternoon peak hour, traffic ' has increased by 5% in the same time period. On CR9, traffic has increased significantly in the morning peak hour and hardly at all in the afternoon peak hour. It is expected that the traffic will ' increase on CR9 now that the traffic signal has been installed. Some of the traffic currently at the Harmony/Timberline 1 2 I. INTRODUCTION This traffic impact study addresses the capacity, geometric, and control requirements at and near a proposed residential development hereinafter known as Strachan/Shields, located west of ' CR9 and north of Hewlett Packard in Fort Collins, Colorado. This study also considers various development proposals and land that will likely develop in the next 10-20 years. ' During the course of the analysis, numerous contacts were made with the project planning consultants (Cityscape Urban Design), the developer (Brad Bennett), the Fort Collins Planpiing Dep rtment, d the Fort Collins Transportation Division. This study genera�y ' conforms to the format set forth in 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 and daily traffic volumes; Conduct capacity and operational level of service analyses on key intersections and roadway sections; ' = Analyze signal warrants; Analyze signal progression; Analyze potential changes in accidents and safety considerations. This report is prepared for the following purposes: - Evaluate the existing conditions at key intersections and roadway segments; - Estimate the trip generation by the proposed/assumed ' developments; Determine the trip distribution of site generated traffic; - Evaluate operation at key intersections and roadway segments; - Determine the geometrics at key intersections; ' - Determine the impacts of site generated traffic on key intersections. Information used in this report was obtained from the City of Fort Collins, the planning and engineering consultants, the developers, research sources (ITE, TRB, etc.), and field ' reconnaissance. ' II. EXISTING CONDITIONS The location of Strachan/Shields is shown in Figure 1. It is ' important that a thorough understanding of the existing conditions be presented. f-1 LI EXECUTIVE SUMMARY Strachan/Shields PUD is a residential development, located east of CR9 and north of Hewlett Packard in Fort Collins. This traffic impact study involved the steps of trip generation, trip distribution, trip assignment, capacity analysis, traffic signal warrant analysis, signal progression analysis, and safety analysis. This study.assessed the impacts of the Strachan/Shields PUD residential development on the short range (1997 and 1998) and long range (2015) street system in the vicinity of the proposed developments. As a result of this analysis, the following is concluded: - The development of the Strachan/Shields PUD is feasible from a traffic engineering standpoint. At full development of this development, approximately 1100 trip ends will be generated at this development daily. ' - With the newly installed signal, operation at the Harmony/CR9 intersection is acceptable. In the short range future (1997 development scenario), operation will be acceptable at all key intersections. - In the short range future (1998 development scenario), ' operation will be acceptable at all key intersections with the geometry shown in Figure 8. ' - In the long range future (2015), all intersections will e operatacceptably in the peak hours with the geometry shown in Figure 9. Signals will be warranted at the CR9/Collector intersection. With the recommended control and geometrics, the accident rate should be at an acceptable level for typical urban conditions. 1 STRACHAN/SHIELDS PUD SITE ACCESS STUDY FORT COLLINS, COLORADO JULY 1994 Prepared for: Chateau Custom Builders, Inc 8101 East Prentice Avenue, Suite 815 Englewood, CO 80111 Prepared by: MATTHEW J. DELICH, P.E. 3413 Banyan Avenue Loveland, CO 80538 Phone: 303-669-2061