Agenda — Stanton City Council, April 9, 2024 (part 18 of 19)

STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 14.99
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.90
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.23
STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 13.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.490
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.41
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 7.74
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.75 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 70.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 214.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 16.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42
STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 14.74
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.330
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 52
CONDOMINIUMS B 0.50 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.31
EFFECTIVE AREA(ACRES) = 3.40 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.39 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 9.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.16 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 68.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.08
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48
STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 16.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.124
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.94
EFFECTIVE AREA(ACRES) = 4.50 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 11.99
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 21.14 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.10 TO NODE 105.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 362.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.748
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.991
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 1.00 0.40 0.350 52 10.75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 3.47
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.47
**************************************************************************** FLOW PROCESS FROM NODE 105.20 TO NODE 105.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 483.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 16.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69
STREET FLOW TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 12.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.584
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 2.30 0.40 0.350 52
CONDOMINIUMS B 1.90 0.30 0.350 76

URBAN GOOD COVER
"TURF" B 0.60 0.30 1.000 77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.431
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 14.85
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 17.95
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 4.00 DEPTH*VELOCITY(FT*FT/SEC.) = 2.10 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 483.0 FT WITH ELEVATION-DROP = 3.0 FT, IS 15.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 105.30 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.30 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.30 TO NODE 105.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 67.60 STREET LENGTH(FEET) = 585.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.62 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63
STREET FLOW TRAVEL TIME(MIN.) = 3.53 Tc(MIN.) = 16.49
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.123
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 5.90 0.30 0.350 76

URBAN GOOD COVER
"TURF" B 0.50 0.30 1.000 77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.401
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 17.30
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 32.84
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.40 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.40 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 64.00 DOWNSTREAM(FEET) = 63.90 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.84
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 16.69
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 32.84 16.69 3.101 0.32( 0.13) 0.41 12.2 105.10
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 11.99 16.48 3.124 0.36( 0.16) 0.45 4.5 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 44.67 16.48 3.124 0.33( 0.14) 0.42 16.5 100.00 0.0
2 44.74 16.69 3.101 0.33( 0.14) 0.42 16.7 105.10 62.1
TOTAL AREA(ACRES) = 16.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 44.74 Tc(MIN.) = 16.689
EFFECTIVE AREA(ACRES) = 16.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 16.7
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.90 DOWNSTREAM(FEET) = 63.60 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.74
PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 17.61
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 106.00 = 1725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.61
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.008
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.70 0.40 0.350 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.20 0.40 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.445
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.88
EFFECTIVE AREA(ACRES) = 18.60 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 47.98
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.40
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.98
PIPE TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 18.87
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2059.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.79
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.98
PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 19.69
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2393.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.821
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.10 0.40 0.350 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.70 0.40 0.500 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.20 0.30 0.500 76
COMMERCIAL A 0.80 0.40 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.372
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 9.15
EFFECTIVE AREA(ACRES) = 22.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 22.4 PEAK FLOW RATE(CFS) = 54.00
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.20 DOWNSTREAM(FEET) = 62.50 FLOW LENGTH(FEET) = 467.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.92
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.00
PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 21.27
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 108.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.27
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.699
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 5.00 0.40 0.350 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 11.51
EFFECTIVE AREA(ACRES) = 27.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 27.4 PEAK FLOW RATE(CFS) = 63.05
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 63.07 21.06 2.714 0.35( 0.14) 0.40 27.2 100.00 0.0
2 63.05 21.27 2.699 0.35( 0.14) 0.40 27.4 105.10 62.1
NEW PEAK FLOW DATA ARE:

PEAK FLOW RATE(CFS) = 63.07 Tc(MIN.) = 21.06
AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 EFFECTIVE AREA(ACRES) = 27.25
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.06
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.714
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 52
CONDOMINIUMS B 1.20 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.67
EFFECTIVE AREA(ACRES) = 29.25 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 29.4 PEAK FLOW RATE(CFS) = 67.74
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 62.20 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.02
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.74
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 21.77
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 109.00 = 3073.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.77
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.663
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 3.20 0.40 0.350 52

URBAN GOOD COVER
"TURF" A 1.20 0.40 1.000 53
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.527
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 9.71
EFFECTIVE AREA(ACRES) = 33.65 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 33.8 PEAK FLOW RATE(CFS) = 76.11
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.20 DOWNSTREAM(FEET) = 62.00 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.06
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 76.11
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 22.34
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 110.00 = 3280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<
============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 38.41(CFS)
USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 17.60(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 38.41 AREA(AC.) = 17.60 * SUMMED DATA: FLOW(CFS) = 114.52 TOTAL AREA(ACRES) = 51.40 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 60.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 647.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 6.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.528
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 13.90 0.40 0.100 52

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.50 0.40 0.500 52

NATURAL POOR COVER
"BARREN" A 1.30 0.40 1.000 93

RESIDENTIAL
"8-10 DWELLINGS/ACRE" A 0.70 0.40 0.400 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 136.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.15 AVERAGE FLOW DEPTH(FEET) = 2.81 TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 23.85
SUBAREA AREA(ACRES) = 20.40 SUBAREA RUNOFF(CFS) = 44.53 EFFECTIVE AREA(ACRES) = 54.05 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 54.2 PEAK FLOW RATE(CFS) = 116.54
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 7.39
* TOTAL SOURCE FLOW(CFS) = 38.41
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 111.00 = 3927.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 54.2 TC(MIN.) = 23.85
EFFECTIVE AREA(ACRES) = 54.05 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.355 PEAK FLOW RATE(CFS) = 116.54
* CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 38.41 AREA(AC.) = 17.6 * SUMMED DATA: FLOW(CFS) = 154.95 TOTAL AREA(ACRES) = 71.8 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 116.54 23.85 2.528 0.37( 0.13) 0.35 54.0 100.00 38.4
2 116.26 24.06 2.515 0.37( 0.13) 0.36 54.2 105.10 62.1
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:

Psomas

************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED F - 100-YR STORM EVENT - AMC III *
* SAB *
************************************************************************** FILE NAME: STCPF100.DAT
TIME/DATE OF STUDY: 19:23 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 69.00 DOWNSTREAM(FEET) = 68.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.537
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.036
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 0.10 0.40 0.350 52 10.54

NATURAL POOR COVER
"BARREN" A 0.60 0.40 1.000 93 15.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.907
SUBAREA RUNOFF(CFS) = 2.31
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.31
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.518
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 52

NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 93
CONDOMINIUMS B 0.10 0.30 0.350 76

NATURAL POOR COVER
"BARREN" B 0.30 0.30 1.000 97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.35
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.711
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.64
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.17 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 13.39
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.65
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 4.64
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.55 FLOW VELOCITY(FEET/SEC.) = 1.26
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.086
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 52
CONDOMINIUMS B 0.60 0.30 0.350 76

NATURAL POOR COVER
"BARREN" B 0.40 0.30 1.000 97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.550
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.34
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.39 AVERAGE FLOW DEPTH(FEET) = 0.65 TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 16.83
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.41
EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 7.42
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.71 FLOW VELOCITY(FEET/SEC.) = 1.46
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 16.83
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.086
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 12.90 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 34.61 EFFECTIVE AREA(ACRES) = 15.80 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = 42.04
**************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.04
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 17.46
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.46
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.022
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 2.90 0.40 0.350 52
COMMERCIAL B 1.20 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.277
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 10.75
EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 51.88
**************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.45
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.88
PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 18.48
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1291.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 18.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.925
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 3.90 0.30 0.350 76

NATURAL POOR COVER
"BARREN" B 1.60 0.30 1.000 97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.539
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 13.68
EFFECTIVE AREA(ACRES) = 25.40 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 25.4 PEAK FLOW RATE(CFS) = 63.82
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 568.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.03
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 63.82
PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 19.53
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.00 = 1859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.53
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.834
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 5.70 0.40 0.350 52
COMMERCIAL B 0.90 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.316
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 16.09
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 32.0 PEAK FLOW RATE(CFS) = 77.83
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 32.0 TC(MIN.) = 19.53
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.397 PEAK FLOW RATE(CFS) = 77.83
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************

Psomas

************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED G - 100-YEAR STORM - AMC III *
* SAB *
************************************************************************** FILE NAME: STCPG100.DAT
TIME/DATE OF STUDY: 18:59 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00
ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 68.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.572
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.029
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 0.90 0.40 0.350 52 10.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 3.15
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.15
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 172.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.74
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.15
PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 11.62
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.62
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.816
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.30 0.40 0.350 52

NATURAL POOR COVER
"BARREN" A 0.10 0.40 1.000 93
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.396
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.61
EFFECTIVE AREA(ACRES) = 2.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 7.59
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 292.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.89
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.59
PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 12.87
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.87
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.599
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 3.00 0.40 0.350 52

NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 93
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.391
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 9.91
EFFECTIVE AREA(ACRES) = 5.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 17.05
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.82
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.05
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 13.29
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.533
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 52
CONDOMINIUMS B 7.40 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 25.27
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 13.7 PEAK FLOW RATE(CFS) = 42.00
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.00
PIPE TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 16.06
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 1746.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 13.7 TC(MIN.) = 16.06
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.364 PEAK FLOW RATE(CFS) = 42.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************

Psomas

************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED H - 100-YEAR STORM EVENT - AMC III *
* SAB *
************************************************************************** FILE NAME: STCPH100.DAT
TIME/DATE OF STUDY: 19:42 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.00
ELEVATION DATA: UPSTREAM(FEET) = 74.50 DOWNSTREAM(FEET) = 73.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.273
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.699
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 1.50 0.40 0.350 52 12.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 4.80
TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.80
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0020
STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.62
HALFSTREET FLOOD WIDTH(FEET) = 24.44
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00
STREET FLOW TRAVEL TIME(MIN.) = 5.26 Tc(MIN.) = 17.53
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.015
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.40 0.40 0.350 52
CONDOMINIUMS B 1.80 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 8.34
EFFECTIVE AREA(ACRES) = 4.70 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = 12.22
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 28.01 FLOW VELOCITY(FEET/SEC.) = 1.74 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 936.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.81
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 7.15 Tc(MIN.) = 24.68
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.479
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 7.60 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 16.24
EFFECTIVE AREA(ACRES) = 12.30 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 12.3 PEAK FLOW RATE(CFS) = 26.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 35.88 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 936.0 FT WITH ELEVATION-DROP = 2.5 FT, IS 19.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 803.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 1816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 367.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.87 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 35.88
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.18
SPLIT DEPTH(FEET) = 0.68 SPLIT FLOOD WIDTH(FEET) = 28.40 SPLIT FLOW(CFS) = 14.52 SPLIT VELOCITY(FEET/SEC.) = 2.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 27.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.330
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 8.40 0.30 0.350 76

URBAN GOOD COVER
"TURF" B 0.30 0.30 1.000 77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.372
SUBAREA AREA(ACRES) = 8.70 SUBAREA RUNOFF(CFS) = 17.37
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 21.0 PEAK FLOW RATE(CFS) = 41.92
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 36.15 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 367.0 FT WITH ELEVATION-DROP = 1.0 FT, IS 27.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 804.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 2183.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 21.0 TC(MIN.) = 27.48
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.359 PEAK FLOW RATE(CFS) = 41.92
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Appendix E
Noise Calculations

Construction Generated Noise
Building Type Office, Hotel, Hospital, School, Public Works Distance (ft) Construction Noise at 50 Feet (dBA Leq) 50
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 84
Excavation 89
Foundation Construction 78
Building Construction 87
Finishing and Site Cleanup 89
Construction Noise (dBA Leq) 25
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 90
Excavation (Site Preparation) 95
Foundation Construction 84
Building Construction 93
Paving 95
Construction Noise (dBA Leq) 50
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 84
Excavation (Site Preparation) 89
Foundation Construction 78
Building Construction 87
Paving 89
Construction Noise (dBA Leq) 100
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 78
Excavation (Site Preparation) 83
Foundation Construction 72
Building Construction 81
Paving 83
Construction Noise (dBA Leq) 200
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 72
Excavation (Site Preparation) 77
Foundation Construction 66
Building Construction 75
Paving 77
Source: Bolt, Beranek and Newman, "Noise from Construction Equipment and Operations, Building Equipment, and Home Appliances," prepared for the USEPA, December 31, 1971. Based on analysis for Office Building, Hotel, Hospital, School, and Public Works.

Construction Generated Vibration
Vibration exposure at 10 feet Closest Distance (feet): 10 Approximate RMS a Approximate RMS
66 73.000
Equipment inch/second inch/second
Impact pile driver 1.518 6.000
Vibratory roller 0.21 0.830
Caisson Drill 0.089 0.352
Large bulldozer 0.089 0.352
Small bulldozer 0.003 0.012
Jackhammer 0.035 0.138
Loaded trucks 0.076 0.300
Criteria 0.120
Vibration exposure at 20 feet Closest Distance (feet): 20 Approximate RMS a Approximate RMS
Velocity at 25 ft, Velocity Level,
Equipment inch/second inch/second
Impact pile driver 1.518 2.121
Vibratory roller 0.21 0.293
Caisson Drill 0.089 0.124
Large bulldozer 0.089 0.124
Small bulldozer 0.003 0.004
Jackhammer 0.035 0.049
Loaded trucks 0.076 0.106
Criteria 0.120
Vibration exposure at 30 feet Closest Distance (feet): 30 Approximate RMS a Approximate RMS
Velocity at 25 ft, Velocity Level,
Equipment inch/second inch/second
Impact pile driver 1.518 1.155
Vibratory roller 0.21 0.160
Caisson Drill 0.089 0.068
Large bulldozer 0.089 0.068
Small bulldozer 0.003 0.002
Jackhammer 0.035 0.027
Loaded trucks 0.076 0.058
Criteria 0.120
Vibration exposure at 40 feet Closest Distance (feet): 40 Approximate RMS a Approximate RMS
Velocity at 25 ft, Velocity Level,
Equipment inch/second inch/second
Impact pile driver 1.518 0.750
Vibratory roller 0.21 0.104
Caisson Drill 0.089 0.044
Large bulldozer 0.089 0.044
Small bulldozer 0.003 0.001
Jackhammer 0.035 0.017
Loaded trucks 0.076 0.038
Criteria 0.120
Vibration exposure at 50 feet Closest Distance (feet): 50 Approximate RMS a Approximate RMS
Velocity at 25 ft, Velocity Level,
Equipment inch/second inch/second
Impact pile driver 1.518 0.537
Vibratory roller 0.21 0.074
Caisson Drill 0.089 0.031
Large bulldozer 0.089 0.031
Small bulldozer 0.003 0.001
Jackhammer 0.035 0.012
Loaded trucks 0.076 0.027
Criteria 0.120
Based on distance to nearest structure

1. Determined based on use of jackhammers or pneumatic hammers that may be used for pavement demolition at a distance of 25 feet Notes: RMS velocity calculated from vibration level (VdB) using the reference of one microinch/second.

Source: Based on methodology from the United States Department of Transportation Federal Transit Administration, Transit Noise and Vibration Impact Assessment (2006).

Stanton Town Center Specific Plan d
24-hour Traffic Volume Distance to CNEL from Roadway Centerline Noise Level (CNEL or Ldn) at Distance from Roadway
Centerline
Noise Level (CNEL or Ldn)
at Distance from Roadway
Centerline
Noise Level (CNEL or Ldn) at Distance
from Roadway Centerline e
Future Future e
Future Future Existing Future No Project Future With Project Change Change Existing No Proj Plus Proj Change Change p Without With 50.0 60 65 70 50.0 60 65 70 50.0 60 65 70 From due to 50 50 50 50 50 50 50 50 50 From due to Roadway Segment SExisting Project Project Feet CNEL CNEL CNEL Feet CNEL CNEL CNEL Feet CNEL CNEL CNEL Existing Project feet feet feet feet feet feet feet feet feet Existing Project Cerritos, W of Rose 40 13,100 14,900 14,900 72 293 136 63 72 319 148 69 72 319 148 69 0.6 0.00 71.5 71.5 71.5 72.1 72.1 72.1 72.1 72.1 72.1 +0.6 --- Cerritos, E of Dale 40 12,600 14,000 14,100 71 285 132 61 72 306 142 66 72 307 143 66 0.5 0.03 71.3 71.3 71.3 71.8 71.8 71.8 71.8 71.8 71.8 +0.5 +0.03 Katella, W of Beach 40 21,500 24,600 24,600 74 407 189 88 74 446 207 96 74 446 207 96 0.6 0.00 73.7 73.7 73.7 74.2 74.2 74.2 74.2 74.2 74.2 +0.6 --- Katella, E of Court 40 21,600 24,400 24,500 74 409 190 88 74 443 206 95 74 444 206 96 0.5 0.02 73.7 73.7 73.7 74.2 74.2 74.2 74.2 74.2 74.2 +0.5 +0.02 Beach, N of Cerritos 45 44,100 49,800 50,100 78 758 352 163 78 822 381 177 78 825 383 178 0.6 0.03 77.7 77.7 77.7 78.2 78.2 78.2 78.3 78.3 78.3 +0.6 +0.03 Beach, S of Katella 45 46,200 52,200 52,500 78 782 363 168 78 848 394 183 78 851 395 183 0.6 0.02 77.9 77.9 77.9 78.4 78.4 78.4 78.5 78.5 78.5 +0.6 +0.02 Assumptions: Fleet Mix 92% Autos
3% Medium Trucks
Simplified to 2 lanes 6.1 meters= 20.0 feet from centerline 5% Heavy Trucks future 6.1 meters= 20.0 feet from centerline Time of Day: 70% Day Noise path decay parameter for hard site 15% Evening
15% Night
Calculations using methods of Federal Highway Administration Highway Traffic Noise Prediction Model , December, 1978. Baseline California vehicle noise levels from Caltrans, TAN 95-03, 1995 Source of standard assumptions:
24-hour distribution of traffic volumes:
70% day (7-7), 15% evening (7-10), 15% night (10-7)
Analysis of L.A. County 24-hour traffic counts for selected arterial streets conducted by Pat Mann for Inglewood Noise Element, 1974 Truck Mix

ARB standard fleet mix for air quality analysis
Heavy trucks for noise model includes heavy diesel tractor-trailers only Medium trucks for noise model includes buses and bobtail trucks Autos includes cars, vans, pickups and light trucks
Appendix F
Traffic Impact Study (TIS)

Stanton Town Center
Specific Plan
Traffic Impact Study
Stanton, California

PREPARED FOR
November 2023
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page i

TABLE OF CONTENTS

1. INTRODUCTION____________________________________________________ 1

1.1. STUDY AREA ______________________________________________________ 3

1.2. ANALYSIS METHODOLOGY ____________________________________________ 7

1.2.1. INTERSECTION CAPACITY UTILIZATION (ICU) _____________________________ 8

1.2.2. HIGHWAY CAPACITY MANUAL (HCM)___________________________________ 8

2. EXISTING STUDY AREA CONDITIONS _________________________________ 9

2.1. ROADWAY NETWORK ________________________________________________ 9

2.2. TRAFFIC VOLUMES_________________________________________________ 10

3. PROPOSED PROJECT _____________________________________________12

4. PROJECTED TRAFFIC VOLUMES ____________________________________14

4.1. PROJECT AREA VOLUMES ___________________________________________14

4.1.1. EXISTING PROJECT TRIP GENERATION_________________________________ 14

4.1.2. PROJECT TRIP DISTRIBUTION _______________________________________14

4.1.3. PROPOSED PROJECT TRIP GENERATION _______________________________14

4.1.4. PROJECT TRAFFIC VOLUMES ________________________________________18

4.2. EXISTING YEAR (2022)______________________________________________ 21

4.2.1. EXISTING PLUS PROJECT TRAFFIC VOLUMES ____________________________21

4.3. BUILDOUT YEAR (2050) _____________________________________________21

4.3.1. BACKGROUND GROWTH ___________________________________________21

4.3.2. BUILDOUT YEAR TRAFFIC VOLUMES___________________________________21

4.3.3. BUILDOUT YEAR PLUS PROJECT TRAFFIC VOLUMES_______________________21

5. OPERATIONAL ANALYSIS – EXISTING YEAR (2022) ____________________25

5.1. EXISTING CONDITIONS ______________________________________________ 25

5.2. EXISTING PLUS PROJECT CONDITIONS __________________________________25

5.3. EXISTING PLUS PROJECT IMPACT EVALUATION ___________________________26 February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page ii

6. OPERATIONAL ANALYSIS – BUILDOUT YEAR (2050) ___________________28

6.1. 2050 CUMULATIVE CONDITIONS _______________________________________28

6.2. 2050 CUMULATIVE PLUS PROJECT CONDITIONS___________________________28

6.3. 2050 CUMULATIVE PLUS PROJECT SIGNIFICANT IMPACT EVALUATION __________29

7. VEHICLE MILES TRAVELED_________________________________________31

8. SUMMARY _______________________________________________________ 32

9. REFERENCE _____________________________________________________ 34 APPENDIX A – TRAFFIC VOLUME DATA
APPENDIX B – ICU SPREADSHEETS AND HCM REPORTS – EXISTING CONDITIONS APPENDIX C – ICU SPREADSHEETS AND HCM REPORTS – EXISTING PLUS PROJECT

CONDITIONS
APPENDIX D – ICU SPREADSHEETS AND HCM REPORTS – 2050 CUMULATIVE CONDITIONS APPENDIX E – ICU SPREADSHEETS AND HCM REPORTS – 2050 CUMULATIVE PLUS PROJECT

CONDITIONS
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page iii

LIST OF TABLES
TABLE 1. INTERSECTION LEVEL OF SERVICE DEFINITIONS ______________________________________ 7 TABLE 2. EXISTING TRIP GENERATION ____________________________________________________ 15 TABLE 3. PROPOSED PROJECT TRIP GENERATION ____________________________________________ 17 TABLE 4. PROJECT TRIP GENERATION – 139 MULTIFAMILY UNITS ONLY__________________________ 18 TABLE 5. EXISTING PLUS PROJECT IMPACT ANALYSIS ________________________________________ 27 TABLE 6. 2050 CUMULATIVE PLUS PROJECT IMPACT ANALYSIS _________________________________ 30

LIST OF FIGURES
FIGURE 1. PROPOSED LAND USE PLAN _____________________________________________________ 2 FIGURE 2. PROJECT LOCATION ___________________________________________________________ 4 FIGURE 3. STUDY INTERSECTIONS _________________________________________________________ 5 FIGURE 4. LANE GEOMETRY AT STUDY INTERSECTIONS ________________________________________ 6 FIGURE 5. EXISTING PEAK HOUR TRAFFIC VOLUMES (2022) ___________________________________ 11 FIGURE 6. PROPOSED PROJECT AREA HEIGHT RESTRICTIONS ___________________________________ 13 FIGURE 7. EXTERNAL TRIP DISTRIBUTION__________________________________________________ 16 FIGURE 8. ESTIMATED EXISTING PROJECT AREA TRAFFIC VOLUMES _____________________________ 19 FIGURE 9. PROPOSED PROJECT TRAFFIC VOLUMES ___________________________________________ 20 FIGURE 10. EXISTING PLUS PROJECT TRAFFIC VOLUMES ______________________________________ 22 FIGURE 11. 2050 CUMULATIVE TRAFFIC VOLUMES __________________________________________ 23 FIGURE 12. 2050 CUMULATIVE PLUS PROJECT TRAFFIC VOLUMES_______________________________ 24 February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 1

1. INTRODUCTION
This Traffic Impact Study (TIS) provides an analysis of the update to the Town Center Specific Plan which covers a 156.9-acre area in the northern portion of the City of Stanton.

The proposed Specific Plan is shown in Figure 1. The project area currently includes a mix of small commercial developments, single-family and multi-family residential uses, a Southern California Edison (SCE) substation, and industrial uses. The proposed project is expected to include retail-oriented pedestrian-friendly mixed-use and industrial mixeduse districts while protecting the existing single-family uses.

The existing General Plan for the City allows for 1,399 multi-family units within the plan area. 4 of which have already been constructed. The Town Center Specific Plan, which is the subject of this report, allows for an additional 139 multi-family units. An Initial Study/Mitigated Negative Declaration (IS/MND) is prepared to analyze the potential impacts of the Project. While the IS/MND provides CEQA clearance for future projects within the Specific Plan area, any project/development beyond the 1,534 multi-family units or any commercial or industrial projects would require their own CEQA documentation.

This TIS provides an evaluation of the worst-case scenario of development of the Specific Plan area (i.e. most dense). As this report will illustrate, even the worst-case scenario is not expected to result in a significant impact on transportation. Further, no improvements are expected to be required at any of the study intersections.

Traffic impact analyses were conducted for existing conditions (2022) and buildout conditions (2050) with and without the project. The project boundaries, the study area, and the traffic impact analysis methodology used in this study are described in the following sections.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 3

1.1. STUDY AREA
The City of Stanton is located in northwestern Orange County. The Town Center Specific Plan project includes a 156.9-acre area in the northern portion of the City of Stanton. The Specific Plan area is surrounded by Cerritos Avenue to the north, Dale Avenue to the east, Katella Avenue to the south, and Rose Street to the west. Existing land uses within the Specific Plan area boundaries include small commercial and automotive-related uses along Beach Boulevard; single-family and multi-family residential uses in the north and west; a Southern California Edison (SCE) substation and industrial uses in the east; and industrial and commercial uses in the south. The Pacific Electric Corridor runs diagonally through the Specific Plan area in a northwest-southeast direction and the Union Pacific Railroad oriented in an east-west direction bisects the Specific Plan area. The study intersections listed below were selected in coordination with the City engineer.

1. Cerritos Avenue and Beach Boulevard

2. Main Street and Beach Boulevard

3. Pacific Street and Beach Boulevard

4. Central Avenue and Beach Boulevard

5. Katella Avenue and Beach Boulevard

6. Cerritos Avenue and Rose Street

7. Cerritos Avenue and Court Avenue

8. Cerritos Avenue and Fern Avenue

9. Cerritos Avenue and Ashdale Street

10. Cerritos Avenue and Dale Avenue

11. Standustrial Street and Dale Avenue

12. Katella Avenue and Court Avenue
Figure 2 and 3 shows the Specific Plan area location and the study intersections, respectively. Figure 4 shows the existing lane geometry at each study intersection.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 4 Figure 2. Project Location

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 7

1.2. ANALYSIS METHODOLOGY
Because the environmental documentation is tiering off the General Plan Environmental Impact Report, the analysis in this report includes analysis of Level of Service (LOS) for the study intersections to determine whether the additional units exacerbate the previously disclosed LOS impact. Level of Service (LOS) is the typical measure used to characterize the quality of traffic operations at an intersection or roadway segment. LOS A represents relatively free operating conditions, whereas LOS F has unstable flow and congestion with volumes at or near the capacity of the facility. Excessive delays and queues can occur when the LOS is not acceptable. Table 1 provides descriptions and thresholds for LOS A through LOS F for each intersection evaluation methodology used in this report.

Table 1. Intersection Level of Service Definitions
The traffic generated by the project or by the project in combination with other projects in the area could worsen the LOS of a facility. To assess the potential traffic impacts due to the background traffic growth and completion of existing and future projects, the following scenarios were evaluated:
• Existing Conditions
• Existing Plus Project Conditions
• 2050 Cumulative Developments Conditions
• 2050 Cumulative Developments Plus Project Conditions
Level of
Service Description
Intersection
Volume to
Capacity (V/C)
Ratio/ICU
Value
Signalized
Intersection
Delay
(sec/veh)
Unsignalized
Intersection
Delay
(sec/veh)
A Primarily free-flow operation 0.000 - 0.600 ≤10 ≤10
B Reasonably unimpeded operation >0.600 - 0.700 >10 and ≤20 >10 and ≤15 C Stable operation >0.700 - 0.800 >20 and ≤35 >15 and ≤25 D
Less than stable conditions - small
increases in flow may cause substantial
increases in delay
>0.800 - 0.900 >35 and ≤55 >25 and ≤35
E Unstable operation and significant delay >0.900 - 1.000 >55 and ≤80 >35 and ≤50 F Congested conditions, including flow at
extremely low speed >1.000 >80 >50
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 8 The City of Stanton does not have published guidelines for analyzing the impacts to intersections. Therefore, this TIS follows the 2021 Orange County Transportation Authority (OCTA) Congestion Management Program Report (CMP)1, which applies the Intersection Capacity Utilization (ICU) methodology at signalized intersections and the Highway Capacity Manual (HCM) methodology at unsignalized intersections. The methodologies and significance thresholds are discussed further in the following sections.

1.2.1. Intersection Capacity Utilization (ICU)
The ICU methodology is used to determine the operating LOS of signalized intersections.

This methodology requires the calculation of the intersection volume/capacity (V/C) ratio, which is the summation of critical lane group flow ratios with a yellow clearance adjustment. The LOS estimated by the ICU methodology is directly related to the intersection V/C ratio. A lost time factor of 0.05 should be included in the calculations.

To determine whether the addition of project-generated trips at a signalized study intersection results in a significant impact, the City of Stanton has established the following threshold of significance consistent with the CMP: A significant impact occurs when a proposed project increases traffic demand at a signalized study intersection operating at a deficient LOS (LOS F) by one percent or more of capacity (V/C ⩾ 0.01), worsening LOS F (V/C > 1.00).

1.2.2. Highway Capacity Manual (HCM)
This study applied the HCM2 methodology to evaluate unsignalized intersections, which defines LOS based on delay. The analyses for the unsignalized intersections were conducted using the software Synchro and SimTraffic. The City of Stanton has not established thresholds of significant impacts for unsignalized intersections.

1.2.3. Vehicle Miles Traveled
The project is also subject to Vehicle Miles Traveled (VMT) evaluation to comply with Senate Bill 743. The County of Orange methodology will be used, starting with the County’s screening tool to determine if the project can be screened out and assumed to have a less than significant traffic impact.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 9

2. EXISTING STUDY AREA CONDITIONS

2.1. ROADWAY NETWORK
There are several existing roadways in the project traffic study area, as discussed below:

Rose Street is a discontinuous two-lane undivided roadway oriented in the north-south direction. The roadway terminates northerly at Cerritos Avenue and southerly at Katella Avenue and is halved by the Union Pacific Railroad. On-street parking is permitted.

Beach Boulevard is an eight-lane divided roadway, which serves as a State Route (SR39). The roadway is classified as an 8-lane Smart Street in the 2022 Master Plan of Arterial Highways by Orange County, California3 and has a posted speed limit of 45 mph. Onstreet parking is prohibited in the study area.

Court Avenue is a two lane, undivided roadway. Court Avenue terminates northerly at Cerritos Avenue and southerly at Katella Avenue and is discontinuous at the Union Pacific Railroad and Union Pacific Corridors. On-street parking is permitted.

Fern Avenue is a two lane, undivided roadway with a posted speed limit of 25 mph in the Specific Plan area. On-street parking is permitted.

Ashdale Street is a two lane, undivided roadway in a residential area which ends in a culde-sac approximately 500 feet north of Cerritos Avenue and 150 feet south of Cerritos Avenue. On-street parking is permitted.

Dale Avenue is a four lane roadway with a two-way left turn lane in the study area. The roadway in the study area is classified as a secondary arterial by Orange County. The posted speed limit is 40 mph and on-street parking is prohibited between Cerritos Avenue and Katella Avenue.

Cerritos Road is a four lane, undivided roadway west of Beach Boulevard and becomes a four lane divided roadway with segments of raised medians east of Beach Boulevard.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 10 The roadway in the study area is classified as a secondary arterial by Orange County. The posted speed limit is generally 40 mph in the study area. On-street parking is prohibited.

Main Street is a two lane, undivided roadway oriented in the east-west direction. Main Street terminates on the west at Rose Street and on the east at Fern Avenue. On-street parking is permitted.

Pacific Street is also a two lane, undivided roadway. The roadway terminates on the west at Rose Street and on the east at Fern Avenue, trending in an east-west direction generally along the Pacific Union Pacific Railroad. On-street parking is permitted.

Central Avenue is a two lane, undivided roadway trending in an east-west direction. The roadway becomes Grand Avenue east of Beach Boulevard. On-street parking is permitted.

Standustrial Street is a two lane, undivided roadway in an industrial area. The roadway is approximately 950 feet long west of Dale Avenue and serves a number of businesses along both sides of its frontage. Although on-street parking is not specifically permitted, portions of the roadway are sometimes used for parking.

Katella Road is a six lane, divided roadway with a posted speed limit of 40 mph west of Beach Boulevard in the study area. East of Beach Boulevard through Dale Avenue, the roadway becomes a six-lane roadway with a two-way left turn lane with a posted speed limit of 45 mph. The roadway is classified as a 6-lane Smart Street by Orange County.

On-street parking is prohibited.

2.2. TRAFFIC VOLUMES
Traffic volume data was collected at the 12 study intersections in February 2022 from 7:00 AM to 9:00 AM and from 4:00 PM to 6:00 PM. The overall peak hours for the study area were found to be from 7:30 to 8:30 AM and from 4:45 to 5:45 PM. Figure 5 shows the existing traffic volumes. All collected traffic volume data is included in Appendix A.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 12

3. PROPOSED PROJECT
The Town Center Specific Plan, which is comprised of 156.9 acres, is currently defined as Town Center Mixed-Use, High-Density Residential, Medium-Density Residential, Industrial, and Public/Institutional. The project is designated to revitalize and transform the Beach Boulevard Corridor into a mixed-use and pedestrian-friendly district while preserving the existing residential neighborhood. The intersections of Cerritos Avenue/Beach Boulevard and Katella Avenue/Beach Boulevard are expected to be developed as gateways to the area and are expected to include outdoor plazas and streetscape along Beach Boulevard.

Main Street is expected to be extended easterly and rebuilt as a retail-oriented mixedused area. An industrial mixed-use district in the southern portion of the Specific Plan is anticipated to include search and development (R&D), light industrial, restaurants and other compatible uses. New height restrictions will be included in the area, including a 5- story height district concentrated along Beach Boulevard and a 3-story height district located around the existing single-family neighborhoods and in the northeastern portion of the Specific Plan area. The height restrictions are shown in Figure 6.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 14

4. PROJECTED TRAFFIC VOLUMES

4.1. PROJECT AREA VOLUMES

4.1.1. Existing Project Trip Generation
The existing project trip generation for the project was estimated using the ITE Trip Generation Manual, 11th Edition4. Trip generation rates of the retail and industrial land uses were using the average of multiple retail and industrial land uses, respectively, which represent the mix of existing uses in the project area, as shown in Table 2. Based on the assumptions, the 156.9-acre Specific Plan area generates approximately 9,113 daily trips in the existing year due to the project, including 692 trips in the AM peak hour and 1,031 trips in the PM peak hour.

4.1.2. Project Trip Distribution
Based on the location of the Stanton Town Center and distribution of regional access to the area, it is estimated that approximately 5% of traffic would access the site to/from the west and 15% of traffic to/from the east via Cerritos Avenue, 5% to/from the west and 15% to/from the east via Katella Avenue, and 30% to/from the north and 30% to/from the south via Beach Boulevard. Figure 7 shows the assumed external trip distribution for the Stanton Town Center.

4.1.3. Proposed Project Trip Generation
The proposed project trip generation for the project was also based on the ITE Trip Generation Manual, 11th Edition. A similar variety of retail and industrial uses were used to estimate the trip generation for the project area, but the breakdown was updated to better represent anticipated future conditions. Table 3 shows that the proposed project is expected to generate 23,705 daily trips in the buildout year, including 1,845 trips in the AM peak hour and 2,278 trips in the PM peak hour.

While the Specific Plan area would increase in the number of residential multifamily units, retail/commercial area, and light industrial uses through new development and redevelopment, it should be noted that this IS/MND analyzes the potential impacts of the additional 139 multifamily dwelling units only.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 15 Table 2. Existing Trip Generation
Units 122
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.70 85 26% 74% 22 63
PM Peak 0.94 115 63% 37% 72 42
Daily 9.43 1,150 50% 50% 575 575
Units 74
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.40 30 24% 76% 7 22
PM Peak 0.51 38 63% 37% 24 14
Daily 6.74 499 50% 50% 249 249
1,000 SF 155.986
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 2.02 315 70% 30% 221 94
PM Peak 3.90 609 42% 58% 255 354
Daily 31.08 4,848 50% 50% 2,424 2,424
1,000 SF 962.611
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.27 262 88% 12% 230 31
PM Peak 0.28 270 14% 86% 38 232
Daily 2.72 2,616 50% 50% 1,308 1,308
Period
AM Peak
PM Peak
Daily
Retail*
ITE LU 210 - Single Family Residential
ITE LU 220 - Multifamily Residential (Low-Rise)
Industrial**
Total Trips
TOTAL
Trips Out
211
389 642
481
Trips In
*Assumes combination of general retail (LU 822), small office building (LU 712), and auto parts and service center (LU 943) to account for variety of uses in retail areas **Assumes combination of industrial park (LU 130) and warehousing (LU 150) to account for variety of uses in industrial areas
9,113
1,031
692
4,557 4,557
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 16 Figure 7. External Trip Distribution
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 17 Table 3. Proposed Project Trip Generation
Units 122
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.70 85 26% 74% 22 63
PM Peak 0.94 115 63% 37% 72 42
Daily 9.43 1,150 50% 50% 575 575
Units 384
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.40 154 24% 76% 37 117
PM Peak 0.51 196 63% 37% 123 72
Daily 6.74 2,588 50% 50% 1,294 1,294
Units 2,570
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.37 951 23% 77% 219 732
PM Peak 0.39 1,002 61% 39% 611 391
Daily 4.54 11,668 50% 50% 5,834 5,834
1,000 SF 161.172
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 2.02 325 70% 30% 228 97
PM Peak 3.90 629 42% 58% 264 365
Daily 31.08 5,009 50% 50% 2,504 2,504
1,000 SF 1,110.344
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.30 330 80% 20% 264 66
PM Peak 0.30 336 23% 77% 78 258
Daily 2.96 3,289 50% 50% 1,645 1,645
Period
AM Peak
PM Peak
Daily 23,705 11,852 11,852
ITE LU 220 - Multifamily Residential (Low-Rise)
**Assumes combination of industrial park (LU 130) and warehousing (LU 150) to account for variety of uses in industrial areas
*Assumes combination of general retail (LU 822), small office building (LU 712), and auto parts and service center (LU 943) to account for variety of uses in retail areas 1,845 770 1,075
2,278 1,149 1,129
Total Trips Trips In Trips Out
ITE LU 210 - Single Family Residential
ITE LU 220 - Multifamily Residential (Low-Rise)
Retail*
Industrial**
TOTAL
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 18 The existing General Plan for the City of Stanton allows for a total of 1,399 multifamily units within the Town Center Specific Plan area. Since 2008, 4 multifamily units have been built, resulting in a remaining capacity of 1,395 units. The Town Center Specific Plan would allow for an additional 139 multifamily units, increasing the remaining capacity to 1,534 multifamily units. Table 4 shows the trip generation for the additional 139 multifamily units only.

Table 4. Project Trip Generation – 139 Multifamily Units Only

4.1.4. Project Traffic Volumes
Using the project trip generation and trip distribution, the estimated existing and future project traffic volumes at each of the study intersections were calculated and are shown in Figures 8 and 9, respectively.

Units 139
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.40 56 24% 76% 13 42
PM Peak 0.51 71 63% 37% 45 26
Daily 6.74 937 50% 50% 468 468
ITE LU 220 - Multifamily Residential (Low-Rise)

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 21

4.2. EXISTING YEAR (2022)

4.2.1. Existing Plus Project Traffic Volumes
The Existing Plus Project traffic volumes were estimated by first removing the estimated existing project traffic volumes from the existing peak hour traffic volumes then adding the total proposed project traffic volumes, as shown in Figure 10. The Existing Plus Project analysis is included in this report because the project is long term and has no set opening year.

4.3. BUILDOUT YEAR (2050)

4.3.1. Background Growth
The Traffic and Circulation section of the 2008 General Plan Update Environmental Impact Report5 indicated that there would be little to no growth in the project area. Therefore, to be conservative, a 0.5% per year growth was used to calculate background growth for all the study intersections.

4.3.2. Buildout Year Traffic Volumes
The buildout year traffic volumes are the anticipated traffic volumes in 2050 without the project, which include the existing project-area traffic volumes. The 0.5% annual growth rate was applied to the existing traffic volumes to estimate buildout year volumes without the project. Figures 11 shows the 2050 cumulative traffic volumes.

4.3.3. Buildout Year Plus Project Traffic Volumes
Figure 12 shows the cumulative plus project traffic volumes in 2050 at each of the study intersections.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 25

5. OPERATIONAL ANALYSIS – EXISTING YEAR (2022)

5.1. EXISTING CONDITIONS
As previously discussed, the signalized intersections were evaluated using the ICU methodology. Most of the unsignalized intersections were analyzed using the HCM methodology in Synchro, but the unsignalized intersections on Beach Boulevard were evaluated via SimTraffic because the HCM methodology cannot be applied to intersections with more than three through lanes on the major approach. For existing conditions, the ICU spreadsheets and HCM reports are included in Appendix B.

Table 5 in Section 5.3 shows the resulting LOS for each of the study intersections under existing conditions. As seen in the table, the three signalized intersections currently operate at LOS B or better in both peak hours.

In addition, the worst minor-street (stop controlled) movement at the intersections of Main Street and Beach Boulevard (#2), Pacific Street and Beach Boulevard (#3), and Central Street and Beach Boulevard (#4), operate at LOS F in both peak hours. However, in SimTraffic simulations, vehicles are not able to make two-stage left turns at unsignalized divided highway intersections. Therefore, the delays may be lower in reality if drivers make two-stage left-turns at unsignalized intersections on Beach Boulevard.

5.2. EXISTING PLUS PROJECT CONDITIONS
The same approach was used to evaluate existing conditions plus the project; the full buildout (2050) version of the project was assumed in this analysis. Recall that this analysis is serving as the opening year analysis in this report.

The ICU and HCM reports for existing conditions plus project are included in Appendix C.

The resulting level of service for each of the study intersections for existing plus project conditions is also shown in Table 5 in Section 5.3.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 26 As shown in the table, the signalized intersections will continue to operate at LOS D or better with the project. The worst minor-street movement will operate at LOS F at four intersections, including the three which will operate at LOS F under existing conditions and the intersection of Cerritos Avenue and Fern Avenue which would deteriorate from LOS C to LOS F in the PM peak hour with the project. In addition, the intersection of Cerritos Avenue and Ashdale Street will operate at LOS E in the PM peak hour with the project.

5.3. EXISTING PLUS PROJECT IMPACT EVALUATION
Table 5 shows the LOS for existing and existing plus project conditions for all study intersections as well as the increase in V/C for the signalized intersections. Recall that a significant impact occurs when a proposed project increases traffic demand at a signalized study intersection operating at a deficient LOS (LOS F) by one percent or more of capacity (V/C ⩾ 0.01), worsening LOS F (V/C > 1.00). As shown in the Table 5, none of the signalized intersections would have a significant impact for the existing plus project condition. In addition, because there are no operational thresholds for unsignalized intersections, no improvements are needed at those locations.

April 2022 Stanton Town Center Specific Plan Traffic Impact Study Page 26 Table 4. Existing Plus Project Impact Analysis
Delay V/C LOS Delay V/C LOS Delay V/C LOS Delay V/C LOS 1 Cerritos Ave/Beach Blvd Signalized 0.66 B 0.69 B 0.80 D 0.84 D 0.14 0.15 NO NO 2 Main St/Beach Blvd Unsignalized 1818.4* F 2035.2* F 2980.8* F 2836.4* F NO NO 3 Pacific St/Beach Blvd Unsignalized 867.5* F 1791.6* F 2443.3* F 2781.2* F NO NO 4 Central Ave/Beach Blvd Unsignalized 1654.8* F 1569.7* F 2165.1* F 749.9* F NO NO 5 Katella Ave/Beach Blvd Signalized 0.66 B 0.65 B 0.71 C 0.70 B 0.05 0.04 NO NO 6 Cerritos Ave/Rose St Unsignalized 19.4 C 23.5 C 20.5 C 25.6 D NO NO 7 Cerritos Ave/Court Ave Unsignalized 12.5 B 15.2 C 18.3 C 24.7 C NO NO 8 Cerritos Ave/Fern Ave Unsignalized 20.4 C 24.8 C 29.5 D 57.8 F NO NO 9 Cerritos Ave/Ashdale St Unsignalized 19.3 C 23.7 C 25.2 D 37.3 E NO NO 10 Cerritos Ave/Dale Ave Signalized 0.45 A 0.44 A 0.51 A 0.55 A 0.06 0.11 NO NO 11 Standustrial St/Dale Ave Unsignalized 13.0 B 13.5 B 14.1 B 14.5 B NO NO 12 Katella Ave/Court Ave Unsignalized 18.6 C 20.4 C 18.2 C 20.7 C NO NO *Delays may be lower if drivers make two-stage left turns **Highest lane delay for stop controlled movements at TWSC intersections ***No significant impact because intersection delay is not defined for TWSC Intersection Intersection
Control
Existing Existing + Project Increase in V/C
or Delay(s)
Significant Impact?
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour

AM PM AM PM
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 28

6. OPERATIONAL ANALYSIS – BUILDOUT YEAR (2050)

6.1. 2050 CUMULATIVE CONDITIONS
As previously discussed, the signalized intersections were evaluated using the ICU methodology, and the unsignalized intersections were evaluated using the HCM methodology. The ICU and HCM reports for 2050 cumulative conditions are included in Appendix D, and the level of service for each of the study intersections for the 2050 cumulative conditions is shown in Table 6 in Section 6.3.

As seen in the table, the signalized intersections are expected to operate at LOS D or better for 2050 cumulative conditions without the project in both peak hours.

The worst minor-street (stop controlled) movement at the intersections of Main Street and Beach Boulevard (#2), Pacific Street and Beach Boulevard (#3), and Central Street and Beach Boulevard (#4) are expected to operate at LOS F in both peak hours. In addition, the intersection of Cerritos Avenue and Fern Street is expected to operate at LOS E in the PM peak hour.

6.2. 2050 CUMULATIVE PLUS PROJECT CONDITIONS
For 2050 cumulative plus project conditions, the same approach was used to evaluate the study intersections, assuming full buildout of the project. The ICU and HCM reports for 2050 cumulative plus project conditions are included in Appendix E. Table 6 in Section

6.3 shows the resulting level of service for each of the study intersections for 2050 cumulative plus project conditions.

The signalized intersections are expected to operate at LOS E or better in both peak hours with the project. In addition, the three minor street movements expected to operate at LOS F without the project will continue to operate at LOS F. The Cerritos Avenue/Fern Avenue minor street movement will deteriorate to LOS E in the AM peak hour and LOS F in the PM peak hour, and the Cerritos Avenue/Ashdale Street intersection will deteriorate to LOS E in the PM peak hour.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 29

6.3. 2050 CUMULATIVE PLUS PROJECT SIGNIFICANT IMPACT EVALUATION The increase in ICU due to the project traffic is shown in Table 6. A significant impact occurs when a proposed project increases traffic demand at a signalized study intersection operating at a deficient LOS (LOS F) by one percent or more of capacity (V/C ⩾ 0.01), worsening LOS F (V/C > 1.00). Because the signalized intersections are expected to operate at LOS E or better with the project, the project is not expected to have an impact on operations. In addition, because there are no operational thresholds for unsignalized intersections, no improvements are needed at those locations.

April 2022 Stanton Town Center Specific Plan Traffic Impact Study Page 29 Table 5. 2050 Cumulative Plus Project Impact Analysis
Delay V/C LOS Delay V/C LOS Delay V/C LOS Delay V/C LOS 1 Cerritos Ave/Beach Blvd Signalized 0.75 C 0.79 C 0.89 D 0.93 E 0.13 0.14 NO NO 2 Main St/Beach Blvd Unsignalized 2047.8* F 1891.4* F 2951.0* F 3096.4* F NO NO 3 Pacific St/Beach Blvd Unsignalized 1508.6* F 1777.6* F 2124.3* F 2872.4* F NO NO 4 Central Ave/Beach Blvd Unsignalized 2236.5* F 1460.9* F 1882.2* F 695.4* F NO NO 5 Katella Ave/Beach Blvd Signalized 0.75 C 0.75 C 0.79 C 0.78 C 0.05 0.03 NO NO 6 Cerritos Ave/Rose St Unsignalized 23.4 C 29.8 D 24.8 C 32.5 D NO NO 7 Cerritos Ave/Court Ave Unsignalized 13.7 B 17.5 C 20.7 C 30.6 D NO NO 8 Cerritos Ave/Fern Ave Unsignalized 28.7 D 36.5 E 46.7 E 103.4 F NO NO 9 Cerritos Ave/Ashdale St Unsignalized 24.4 C 30.2 D 32.2 D 39.9 E NO NO 10 Cerritos Ave/Dale Ave Signalized 0.51 A 0.50 A 0.55 A 0.59 A 0.04 0.10 NO NO 11 Standustrial St/Dale Ave Unsignalized 14.0 B 14.5 B 15.0 B 15.5 C NO NO 12 Katella Ave/Court Ave Unsignalized 22.3 C 24.2 C 20.9 C 24.2 C NO NO *Delays may be lower if drivers make two-stage left turns **Highest lane delay for stop controlled movements at TWSC intersections ***No significant impact because intersection delay is not defined for TWSC Intersection Intersection
Control
2050 Without Project 2050 Cumulative + Project Increase in V/C or Delay(s)
Significant Impact?
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM PM AM PM February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 31

7. VEHICLE MILES TRAVELED
Using the County of Orange screening tool6, the entire project area is shown to be located in a transit priority area (TPA). A TPA is defined as “an area within one-half mile of a major transit stop that is existing or planned, if the planned stop is scheduled to be completed within the planning horizon included in a Transportation Improvement Program.” A major transit stop is defined as “a site containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service of 15 minutes or less during the morning and afternoon peak commute periods.” A TPA corridor is one with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours.

If a project is located in a TPA, it is assumed to have a less than significant transportation impact unless the project is inconsistent with the RTP for the area, has a floor area ratio (FAR) less than 0.75, provides an excessive amount of parking, or reduces the number of affordable units.

The City indicated that although the bus lines on Katella Avenue and Beach Boulevard are considered high quality transit corridors, the current bus schedules do not meet the thresholds. However, because this is a long-term project, future plans for transit should be considered when determining whether a project is located in a TPA. Therefore, the County of Orange screening tool was determined to be appropriate for evaluation, and the preliminary screening indicates that the project would be exempt from a Vehicle Miles Traveled (VMT) analysis.

At this stage of development, the FAR and parking are not completed determined.

However, it is estimated that the FAR will be approximately 0.75 for the project area, which meets the requirement for VMT exemption in a TPA. Therefore, it is assumed at this time that the project will result in a less than significant impact on transportation. Future individual development projects within the study area will not necessarily be exempt if they conduct separate VMT screening, but that can be determined at the time of implementation.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 32

8. SUMMARY
This traffic study provided an evaluation of the potential traffic Stanton Town Center Specific Plan. Based on the ITE Trip Generation Manual, 11th Edition, the 156.9-acre Specific Plan area is estimated to generate approximately 9,113 daily trips in the existing year, including 692 trips in the AM peak hour and 1,031 trips in the PM peak hour.

Under existing conditions, the three signalized study intersections are operating at LOS B or better in both peak hours. However, the worst minor-street (stop controlled) movement at the following unsignalized intersections are operating at LOS F in both peak hours:
• Main Street and Beach Boulevard
• Pacific Street and Beach Boulevard
• Central Street and Beach Boulevard
However, in SimTraffic simulations, vehicles are not able to make two-stage left turns at unsignalized divided highway intersections. Therefore, the delays may be lower in reality if drivers make two-stage left-turns at unsignalized intersections.

Under the existing plus project condition, the signalized intersections will continue to operate at LOS D or better. The worst minor-street movement will operate at LOS F at four intersections, including the three which will operate at LOS F under existing conditions and the intersection of Cerritos Avenue and Fern Avenue which would deteriorate from LOS C to LOS F in the PM peak hour with the project. In addition, the intersection of Cerritos Avenue and Ashdale Street will operate at LOS E in the PM peak hour with the project. None of the signalized intersections are expected to meet the City impact threshold, and there is no operational threshold for unsignalized intersections.

In the buildout year of 2050, the proposed project is expected to generate approximately 23,705 daily trips, including 1,845 trips in the AM peak hour and 2,278 trips in the PM peak hour. The three signalized study intersections are expected to operate at LOS D or better for 2050 cumulative conditions without the project in both peak hours. The worst minorstreet movement at the intersection of Cerritos Avenue and Fern Street is expected to operate at LOS E in the PM peak hour.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 33 In addition, the worst minor-street (stop controlled) movement at the following unsignalized intersections are operating at LOS F in both peak hours:
• Main Street and Beach Boulevard
• Pacific Street and Beach Boulevard
• Central Street and Beach Boulevard
Under the 2050 cumulative plus project condition, the signalized intersections are expected to operate at LOS E or better, including two (Katella Avenue/Beach Boulevard and Cerritos Avenue/Dale Avenue) which will operate at LOS C or better in both peak hours. The three minor street movements expected to operate at LOS F without the project will continue to operate at LOS F. Further, the Cerritos Avenue/Fern Avenue minor street movement will deteriorate to LOS E in the AM peak hour and LOS F in the PM peak hour, and the Cerritos Avenue/Ashdale Street intersection will deteriorate to LOS E in the PM peak hour. None of the signalized intersections are expected to meet the City impact threshold, and there is no operational threshold for unsignalized intersections. Therefore, no improvements will be needed.

Although several movements at unsignalized intersections are expected to operate at LOS F in one or both peak hours with or without the project, there are alternative routes that drivers can take if delays become excessive. In addition, drivers can make two-stage left turns using the existing medians and/or two-way left turn lanes, which may further reduce delay beyond what the model reported.

Lastly, the project is located in a Transit Priority Area and is expected to have an FAR of approximately 0.75. Therefore, the project is assumed to have a less than significant impact on transportation, and no further VMT analysis is required at this time. However, it is possible that future developments within the project area will not be exempt and will need to complete a detailed VMT analysis.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 34

9. REFERENCE
1 2021 Orange County Congestion Management Program Report. Orange County Transportation Authority, November 2021.
2 Highway Capacity Manual, 6th Edition. Transportation Research Board, October 2016. 3 2022 Master Plan of Arterial Highways. Orange County, California, March 2022. 4 Trip Generation Manual 11th Edition. Institute of Transportation Engineers, 2021. 5 Stanton General Plan Update Environmental Impact Report. RBF Consulting, September 2008. 6 Orange County – VMT Screening Application. https://gis1.lsa.net/ocvmt/, accessed March 2022.

February 2023 Stanton Town Center Specific Plan Traffic Impact Study Appendix A – Traffic Volume Data
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Cerritos Ave
City: Stanton Project ID:

Control: Signalized Date:

NS/EW Streets:
1 4 0 0 1 4 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 8 250 12 2 15 407 13 1 21 38 25 0 26 56 15 0 889 7:15 AM 11 293 10 1 18 520 33 0 21 42 25 0 29 56 21 0 1080 7:30 AM 8 330 17 0 16 536 30 2 33 72 34 0 42 81 18 0 1219 7:45 AM 19 393 28 0 20 583 35 3 23 87 26 0 41 78 31 0 1367 8:00 AM 9 284 15 3 26 478 34 4 41 84 32 0 36 98 27 0 1171 8:15 AM 19 316 17 3 17 467 29 3 27 74 21 0 33 55 19 0 1100 8:30 AM 11 313 16 1 18 523 32 2 34 71 31 0 50 60 22 0 1184 8:45 AM 25 305 13 3 14 389 24 0 14 57 36 0 21 68 21 0 990

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 110 2484 128 13 144 3903 230 15 214 525 230 0 278 552 174 0 9000 APPROACH %'s : 4.02% 90.82% 4.68% 0.48% 3.36% 90.94% 5.36% 0.35% 22.08% 54.18% 23.74% 0.00% 27.69% 54.98% 17.33% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 55 1323 77 6 79 2064 128 12 124 317 113 0 152 312 95 0 4857 PEAK HR FACTOR : 0.724 0.842 0.688 0.500 0.760 0.885 0.914 0.750 0.756 0.911 0.831 0.000 0.905 0.796 0.766 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 4 0 0 1 4 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 25 484 29 4 21 338 23 3 45 112 32 0 37 83 18 0 1254 4:15 PM 33 505 43 3 16 403 41 5 31 86 26 0 32 74 16 0 1314 4:30 PM 28 485 33 2 17 395 33 6 38 91 19 0 34 89 27 0 1297 4:45 PM 18 501 40 5 18 426 33 4 43 107 36 0 28 74 19 0 1352 5:00 PM 29 466 27 1 27 376 37 4 44 101 18 0 30 72 29 0 1261 5:15 PM 30 465 33 2 27 423 25 7 38 108 39 0 37 79 24 0 1337 5:30 PM 33 522 33 1 22 420 36 2 38 98 26 0 32 65 30 0 1358 5:45 PM 28 406 36 0 27 380 30 4 35 99 30 0 35 99 28 0 1237

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 224 3834 274 18 175 3161 258 35 312 802 226 0 265 635 191 0 10410 APPROACH %'s : 5.15% 88.14% 6.30% 0.41% 4.82% 87.10% 7.11% 0.96% 23.28% 59.85% 16.87% 0.00% 24.29% 58.20% 17.51% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 110 1954 133 9 94 1645 131 17 163 414 119 0 127 290 102 0 5308 PEAK HR FACTOR : 0.833 0.936 0.831 0.450 0.870 0.965 0.885 0.607 0.926 0.958 0.763 0.000 0.858 0.918 0.850 0.000 22-010012-001
2/1/2022
04:45 PM - 05:45 PM

0.977 0.936 0.979 0.935 0.927
07:30 AM - 08:30 AM

0.888
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.830 0.890 0.882 0.868
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Beach Blvd Beach Blvd Cerritos Ave Cerritos Ave
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Main St
City: Stanton Project ID:

Control: 2-Way Stop(EB/WB) Date:

NS/EW Streets:
1 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 6 259 6 0 3 464 4 0 1 0 9 0 2 0 3 0 757
7:15 AM 3 318 8 4 3 560 2 0 0 0 8 0 2 0 1 0 909
7:30 AM 2 355 5 2 4 615 3 0 0 0 5 0 0 0 6 0 997
7:45 AM 7 429 10 3 3 637 1 0 0 0 7 0 4 0 2 0 1103
8:00 AM 3 314 7 2 6 547 3 3 0 1 8 0 2 0 1 0 897
8:15 AM 4 338 4 3 4 512 2 1 1 0 3 0 1 0 5 0 878
8:30 AM 4 347 4 5 7 599 4 0 0 0 7 0 4 0 8 0 989
8:45 AM 6 331 3 3 6 435 2 1 0 0 5 0 5 0 3 0 800

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 35 2691 47 22 36 4369 21 5 2 1 52 0 20 0 29 0 7330 APPROACH %'s : 1.25% 96.28% 1.68% 0.79% 0.81% 98.60% 0.47% 0.11% 3.64% 1.82% 94.55% 0.00% 40.82% 0.00% 59.18% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 15 1416 30 11 16 2359 9 3 0 1 28 0 8 0 10 0 3906 PEAK HR FACTOR : 0.536 0.825 0.750 0.688 0.667 0.926 0.750 0.250 0.000 0.250 0.875 0.000 0.500 0.000 0.417 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 12 549 11 8 2 403 3 0 0 0 4 0 3 0 7 0 1002
4:15 PM 5 562 10 4 4 459 5 1 0 0 4 0 4 0 9 0 1067
4:30 PM 8 534 12 9 1 437 3 3 0 0 9 0 2 0 25 0 1043
4:45 PM 10 542 11 6 4 479 12 3 0 0 2 0 1 0 8 0 1078
5:00 PM 14 524 10 7 1 404 5 0 0 0 4 0 2 0 10 0 981
5:15 PM 6 528 8 4 5 503 5 0 0 0 8 0 2 0 12 0 1081
5:30 PM 10 562 12 4 2 462 5 4 1 0 12 0 2 0 8 0 1084
5:45 PM 9 479 8 3 2 433 3 0 1 0 3 0 1 0 6 0 948

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 74 4280 82 45 21 3580 41 11 2 0 46 0 17 0 85 0 8284 APPROACH %'s : 1.65% 95.51% 1.83% 1.00% 0.57% 98.00% 1.12% 0.30% 4.17% 0.00% 95.83% 0.00% 16.67% 0.00% 83.33% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 40 2156 41 21 12 1848 27 7 1 0 26 0 7 0 38 0 4224 PEAK HR FACTOR : 0.714 0.959 0.854 0.750 0.600 0.918 0.563 0.438 0.250 0.000 0.542 0.000 0.875 0.000 0.792 0.000 Data - Totals
Beach Blvd Beach Blvd Main St Main St

0.820 0.931 0.806 0.750
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-002
2/1/2022
04:45 PM - 05:45 PM

0.974 0.960 0.923 0.519 0.804
07:15 AM - 08:15 AM

0.885
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Pacific St
City: Stanton Project ID:

Control: 2-Way Stop(EB/WB) Date:

NS/EW Streets:
0 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 275 2 0 2 466 0 0 0 0 4 0 3 0 1 0 753
7:15 AM 0 331 2 0 0 563 1 1 0 0 4 0 2 0 4 0 908
7:30 AM 0 372 5 0 1 626 2 2 0 0 4 0 0 0 2 0 1014
7:45 AM 0 432 7 0 1 635 1 1 1 0 4 0 4 0 0 0 1086
8:00 AM 0 335 6 0 2 561 4 0 0 0 4 0 2 0 3 0 917
8:15 AM 0 350 5 0 1 508 1 0 0 0 3 0 0 0 4 0 872
8:30 AM 0 347 2 0 0 602 2 1 1 0 3 0 0 0 3 0 961
8:45 AM 0 344 1 0 0 458 0 1 0 0 4 0 4 0 1 0 813

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2786 30 0 7 4419 11 6 2 0 30 0 15 0 18 0 7324 APPROACH %'s : 0.00% 98.93% 1.07% 0.00% 0.16% 99.46% 0.25% 0.14% 6.25% 0.00% 93.75% 0.00% 45.45% 0.00% 54.55% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 1470 20 0 4 2385 8 4 1 0 16 0 8 0 9 0 3925 PEAK HR FACTOR : 0.000 0.851 0.714 0.000 0.500 0.939 0.500 0.500 0.250 0.000 1.000 0.000 0.500 0.000 0.563 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 563 6 0 3 415 4 2 0 0 5 0 4 0 6 0 1008
4:15 PM 0 584 3 0 1 460 0 2 0 0 7 0 1 0 1 0 1059
4:30 PM 0 550 4 0 3 459 1 4 0 0 7 0 5 0 5 0 1038
4:45 PM 0 574 7 0 3 474 1 1 1 0 4 0 0 0 2 0 1067
5:00 PM 0 547 0 0 2 421 1 0 1 0 11 0 2 0 5 0 990
5:15 PM 0 528 3 0 0 500 2 4 0 0 5 0 3 0 4 0 1049
5:30 PM 0 592 2 0 0 460 4 3 0 0 3 0 1 0 4 0 1069
5:45 PM 0 474 2 1 2 443 0 3 2 0 1 0 3 0 1 0 932

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4412 27 1 14 3632 13 19 4 0 43 0 19 0 28 0 8212 APPROACH %'s : 0.00% 99.37% 0.61% 0.02% 0.38% 98.75% 0.35% 0.52% 8.51% 0.00% 91.49% 0.00% 40.43% 0.00% 59.57% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 0 2241 12 0 5 1855 8 8 2 0 23 0 6 0 15 0 4175 PEAK HR FACTOR : 0.000 0.946 0.429 0.000 0.417 0.928 0.500 0.500 0.500 0.000 0.523 0.000 0.500 0.000 0.750 0.000 Data - Totals
Beach Blvd Beach Blvd Pacific St Pacific St

0.849 0.941 0.850 0.708
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-003
2/1/2022
04:45 PM - 05:45 PM

0.976 0.948 0.927 0.521 0.750
07:15 AM - 08:15 AM

0.904
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Central Ave
City: Stanton Project ID:

Control: 2-Way Stop(EB/WB) Date:

NS/EW Streets:
1 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 250 0 0 6 450 3 0 2 0 2 0 0 0 1 0 714
7:15 AM 0 302 1 0 6 552 3 0 7 0 6 0 0 0 3 0 880
7:30 AM 1 351 0 0 1 602 2 0 2 0 8 0 2 0 1 0 970
7:45 AM 0 425 0 0 4 621 2 0 2 0 5 0 0 0 2 0 1061
8:00 AM 0 359 0 0 6 558 12 0 4 0 8 0 0 0 1 0 948
8:15 AM 2 347 0 0 4 528 5 0 0 0 3 0 0 0 0 0 889
8:30 AM 0 350 0 0 2 579 5 0 2 0 2 0 1 0 2 0 943
8:45 AM 2 328 0 0 1 451 3 0 2 0 5 0 0 0 0 0 792

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 5 2712 1 0 30 4341 35 0 21 0 39 0 3 0 10 0 7197 APPROACH %'s : 0.18% 99.78% 0.04% 0.00% 0.68% 98.52% 0.79% 0.00% 35.00% 0.00% 65.00% 0.00% 23.08% 0.00% 76.92% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 3 1482 0 0 15 2309 21 0 8 0 24 0 2 0 4 0 3868 PEAK HR FACTOR : 0.375 0.872 0.000 0.000 0.625 0.930 0.438 0.000 0.500 0.000 0.750 0.000 0.250 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 5 548 1 0 0 424 7 3 1 0 7 0 0 0 2 0 998
4:15 PM 4 555 2 2 2 429 9 3 5 0 10 0 0 0 3 0 1024
4:30 PM 5 516 4 0 2 476 4 3 2 0 6 0 0 0 2 0 1020
4:45 PM 4 536 5 1 2 455 11 4 1 0 8 0 0 0 8 0 1035
5:00 PM 6 542 2 4 2 451 7 1 1 0 4 0 0 0 7 0 1027
5:15 PM 5 498 0 1 4 469 8 3 1 0 6 0 0 0 4 0 999
5:30 PM 4 561 2 2 1 484 6 1 0 0 7 0 0 0 4 0 1072
5:45 PM 6 502 0 1 2 458 7 2 3 0 9 0 0 0 5 0 995

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 39 4258 16 11 15 3646 59 20 14 0 57 0 0 0 35 0 8170 APPROACH %'s : 0.90% 98.47% 0.37% 0.25% 0.40% 97.49% 1.58% 0.53% 19.72% 0.00% 80.28% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 19 2137 9 8 9 1859 32 9 3 0 25 0 0 0 23 0 4133 PEAK HR FACTOR : 0.792 0.952 0.450 0.500 0.563 0.960 0.727 0.563 0.750 0.000 0.781 0.000 0.000 0.000 0.719 0.000 Data - Totals
Beach Blvd Beach Blvd Central Ave Central Ave

0.874 0.935 0.667 0.500
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-004
2/1/2022
04:45 PM - 05:45 PM

0.964 0.955 0.970 0.778 0.719
07:30 AM - 08:30 AM

0.911
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Katella Ave
City: Stanton Project ID:

Control: Signalized Date:

NS/EW Streets:
2 4 0 0 2 4 0 0 2 3 1 0 2 3 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 24 233 24 11 36 400 33 1 21 82 29 1 44 98 15 0 1052 7:15 AM 42 271 40 7 27 494 52 0 30 102 34 0 53 135 34 1 1322 7:30 AM 60 297 103 10 38 512 45 0 43 152 44 2 68 167 32 0 1573 7:45 AM 67 360 71 14 53 510 53 1 30 118 31 3 45 158 30 0 1544 8:00 AM 42 291 51 12 45 451 53 1 30 129 23 1 53 147 32 0 1361 8:15 AM 44 282 43 23 47 448 50 1 34 81 35 1 63 110 35 0 1297 8:30 AM 33 266 36 6 46 475 43 0 38 106 35 0 40 114 32 0 1270 8:45 AM 55 282 47 6 29 372 36 3 30 86 34 4 46 110 28 1 1169

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 367 2282 415 89 321 3662 365 7 256 856 265 12 412 1039 238 2 10588 APPROACH %'s : 11.64% 72.38% 13.16% 2.82% 7.37% 84.09% 8.38% 0.16% 18.43% 61.63% 19.08% 0.86% 24.36% 61.44% 14.07% 0.12% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 211 1219 265 43 163 1967 203 2 133 501 132 6 219 607 128 1 5800 PEAK HR FACTOR : 0.787 0.847 0.643 0.768 0.769 0.960 0.958 0.500 0.773 0.824 0.750 0.500 0.805 0.909 0.941 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 4 0 0 2 4 0 0 2 3 1 0 2 3 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 55 449 64 18 39 336 35 6 74 159 49 2 49 137 43 0 1515 4:15 PM 53 435 47 25 42 362 42 7 57 171 48 3 58 107 45 0 1502 4:30 PM 65 419 58 10 38 381 58 1 66 202 46 3 52 139 46 1 1585 4:45 PM 54 394 60 13 46 357 34 3 80 192 49 2 71 145 52 0 1552 5:00 PM 60 439 55 11 31 420 38 2 60 184 64 1 61 128 32 0 1586 5:15 PM 60 411 53 19 37 373 31 4 62 168 56 1 60 164 48 0 1547 5:30 PM 71 459 49 19 43 425 45 3 55 144 41 1 54 125 33 0 1567 5:45 PM 60 415 54 19 20 382 37 3 56 166 50 3 37 119 42 1 1464

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 478 3421 440 134 296 3036 320 29 510 1386 403 16 442 1064 341 2 12318 APPROACH %'s : 10.69% 76.48% 9.84% 3.00% 8.04% 82.48% 8.69% 0.79% 22.03% 59.87% 17.41% 0.69% 23.90% 57.54% 18.44% 0.11% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 239 1663 226 53 152 1531 161 10 268 746 215 7 244 576 178 1 6270 PEAK HR FACTOR : 0.919 0.947 0.942 0.697 0.826 0.911 0.694 0.625 0.838 0.923 0.840 0.583 0.859 0.878 0.856 0.250 Data - Totals
Beach Blvd Beach Blvd Katella Ave Katella Ave

0.849 0.946 0.801 0.894
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-005
2/1/2022
04:30 PM - 05:30 PM

0.988 0.965 0.944 0.957 0.918
07:15 AM - 08:15 AM

0.922
National Data & Surveying ServicesIntersection Turning Movement Count Location: Ashdale St & Cerritos Ave
City: Stanton Project ID:

Control: 2-Way Stop(NB/SB) Date:

NS/EW Streets:
0 1 0 0 0 1 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 2 0 0 0 2 0 0 67 1 0 1 88 0 1 162
7:15 AM 0 0 0 0 2 0 3 0 2 76 1 0 1 103 1 0 189
7:30 AM 1 0 0 0 2 0 1 0 0 129 2 0 0 140 0 0 275
7:45 AM 2 0 10 2 6 0 5 0 2 135 2 0 8 173 3 2 350
8:00 AM 3 0 8 0 2 0 2 0 2 128 5 0 7 196 1 6 360
8:15 AM 0 0 1 0 1 0 2 0 0 120 1 0 1 115 2 0 243
8:30 AM 0 0 2 0 0 0 0 0 0 106 2 2 0 130 3 1 246
8:45 AM 0 0 0 0 2 0 3 0 2 106 2 0 0 89 0 0 204

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 6 0 23 2 15 0 18 0 8 867 16 2 18 1034 10 10 2029 APPROACH %'s : 19.35% 0.00% 74.19% 6.45% 45.45% 0.00% 54.55% 0.00% 0.90% 97.09% 1.79% 0.22% 1.68% 96.46% 0.93% 0.93% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 6 0 19 2 11 0 10 0 4 512 10 0 16 624 6 8 1228 PEAK HR FACTOR : 0.500 0.000 0.475 0.250 0.458 0.000 0.500 0.000 0.500 0.948 0.500 0.000 0.500 0.796 0.500 0.333 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 1 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 0 2 0 2 0 3 0 3 148 0 1 0 147 6 0 314
4:15 PM 0 0 0 0 1 0 0 0 1 174 0 1 0 118 3 1 299
4:30 PM 3 0 6 0 2 1 5 0 5 195 0 3 2 144 5 0 371
4:45 PM 2 0 0 0 1 0 3 0 3 145 0 1 1 131 3 0 290
5:00 PM 2 0 0 0 4 0 3 0 1 163 0 1 1 117 3 0 295
5:15 PM 2 0 0 0 3 0 2 0 4 172 0 1 1 108 4 0 297
5:30 PM 2 0 1 1 2 1 2 0 3 157 1 2 0 143 2 0 317
5:45 PM 0 0 2 0 4 0 3 0 2 143 1 0 1 133 3 0 292

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 13 0 11 1 19 2 21 0 22 1297 2 10 6 1041 29 1 2475 APPROACH %'s : 52.00% 0.00% 44.00% 4.00% 45.24% 4.76% 50.00% 0.00% 1.65% 97.45% 0.15% 0.75% 0.56% 96.66% 2.69% 0.09% PEAK HR : 04:00 PM 289 0 0 TOTAL
PEAK HR VOL : 7 0 8 0 6 1 11 0 12 662 0 6 3 540 17 1 1274 PEAK HR FACTOR : 0.583 0.000 0.333 0.000 0.750 0.250 0.550 0.000 0.600 0.849 0.000 0.500 0.375 0.918 0.708 0.250 22-010012-006
2/1/2022
04:00 PM - 05:00 PM

0.858 0.417 0.563 0.837 0.917
07:30 AM - 08:30 AM

0.853
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.482 0.477 0.946 0.779
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Ashdale St Ashdale St Cerritos Ave Cerritos Ave
National Data & Surveying ServicesIntersection Turning Movement Count Location: Dale Ave & Cerritos Ave
City: Stanton Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 8 39 9 0 9 58 16 0 7 51 6 0 8 73 9 0 293
7:15 AM 10 45 8 0 24 65 21 0 11 55 20 0 11 77 24 0 371
7:30 AM 11 52 8 0 41 74 30 0 36 87 14 0 21 92 39 0 505
7:45 AM 13 59 14 0 56 82 60 0 32 102 16 0 16 117 40 0 607 8:00 AM 13 52 11 0 16 70 66 0 14 114 18 0 20 125 16 0 535 8:15 AM 15 46 10 0 18 71 22 0 7 85 18 0 10 86 8 0 396
8:30 AM 7 43 5 0 12 56 20 0 8 90 24 0 12 93 14 0 384
8:45 AM 11 51 6 0 7 52 11 0 4 73 15 0 8 54 5 0 297

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 88 387 71 0 183 528 246 0 119 657 131 0 106 717 155 0 3388 APPROACH %'s : 16.12% 70.88% 13.00% 0.00% 19.12% 55.17% 25.71% 0.00% 13.12% 72.44% 14.44% 0.00% 10.84% 73.31% 15.85% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 52 209 43 0 131 297 178 0 89 388 66 0 67 420 103 0 2043 PEAK HR FACTOR : 0.867 0.886 0.768 0.000 0.585 0.905 0.674 0.000 0.618 0.851 0.917 0.000 0.798 0.840 0.644 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 21 80 13 0 12 68 18 0 18 115 22 0 13 88 8 0 476 4:15 PM 20 111 12 0 22 71 27 0 24 104 21 0 7 83 11 0 513 4:30 PM 18 106 17 0 17 70 22 0 30 113 22 0 10 81 18 0 524 4:45 PM 14 93 10 0 18 71 17 0 19 121 24 0 13 99 16 0 515 5:00 PM 23 101 17 0 24 87 24 0 20 132 18 0 10 84 16 0 556 5:15 PM 23 93 22 0 18 71 20 0 26 107 19 0 12 95 24 0 530 5:30 PM 21 79 18 0 21 108 24 0 23 113 21 0 12 101 10 0 551 5:45 PM 24 88 20 0 14 99 11 0 16 119 13 0 9 91 11 0 515

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 164 751 129 0 146 645 163 0 176 924 160 0 86 722 114 0 4180 APPROACH %'s : 15.71% 71.93% 12.36% 0.00% 15.30% 67.61% 17.09% 0.00% 13.97% 73.33% 12.70% 0.00% 9.33% 78.31% 12.36% 0.00% PEAK HR : 05:00 PM 293 0 0 TOTAL
PEAK HR VOL : 91 361 77 0 77 365 79 0 85 471 71 0 43 371 61 0 2152 PEAK HR FACTOR : 0.948 0.894 0.875 0.000 0.802 0.845 0.823 0.000 0.817 0.892 0.845 0.000 0.896 0.918 0.635 0.000 22-010012-007
2/1/2022
05:00 PM - 06:00 PM

0.968 0.938 0.851 0.922 0.906
07:30 AM - 08:30 AM

0.841
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.884 0.765 0.905 0.853
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Dale Ave Dale Ave Cerritos Ave Cerritos Ave
National Data & Surveying ServicesIntersection Turning Movement Count Location: Rose St & Cerritos Ave
City: Stanton Project ID:

Control: 1-Way Stop(NB) Date:

NS/EW Streets:
0 1 0 0 0 0 0 0 0 2 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 0 4 0 0 0 0 0 0 76 2 0 0 90 0 1 175
7:15 AM 9 0 0 0 0 0 0 0 0 102 1 0 1 98 0 0 211
7:30 AM 7 0 3 0 0 0 0 0 0 131 3 0 2 135 0 0 281
7:45 AM 9 0 1 0 0 0 0 0 0 146 3 0 1 145 0 0 305
8:00 AM 4 0 1 0 0 0 0 0 0 144 2 0 1 127 0 0 279
8:15 AM 4 0 0 0 0 0 0 0 0 127 2 0 1 122 0 1 257
8:30 AM 1 0 2 0 0 0 0 0 0 135 3 0 0 94 0 0 235
8:45 AM 4 0 0 0 0 0 0 0 0 86 4 0 1 93 0 0 188

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 40 0 11 0 0 0 0 0 0 947 20 0 7 904 0 2 1931 APPROACH %'s : 78.43% 0.00% 21.57% 0.00% 0.00% 97.93% 2.07% 0.00% 0.77% 99.01% 0.00% 0.22% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 24 0 5 0 0 0 0 0 0 548 10 0 5 529 0 1 1122 PEAK HR FACTOR : 0.667 0.000 0.417 0.000 0.000 0.000 0.000 0.000 0.000 0.938 0.833 0.000 0.625 0.912 0.000 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 0 0 0 0 2 0 0 0 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 4 0 2 0 0 0 0 0 0 176 6 0 0 141 0 2 331
4:15 PM 3 0 3 0 0 0 0 0 0 134 1 0 2 155 0 1 299
4:30 PM 2 0 1 0 0 0 0 0 0 167 2 0 3 135 0 2 312
4:45 PM 5 0 6 0 0 0 0 0 0 158 2 0 3 130 0 0 304
5:00 PM 3 0 6 0 0 0 0 0 0 172 6 0 1 140 0 0 328
5:15 PM 9 0 4 0 0 0 0 0 0 159 3 0 1 137 0 0 313
5:30 PM 6 0 1 0 0 0 0 0 0 183 3 0 3 139 0 1 336
5:45 PM 5 0 2 0 0 0 0 0 0 129 3 0 0 136 0 0 275

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 37 0 25 0 0 0 0 0 0 1278 26 0 13 1113 0 6 2498 APPROACH %'s : 59.68% 0.00% 40.32% 0.00% 0.00% 98.01% 1.99% 0.00% 1.15% 98.32% 0.00% 0.53% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 23 0 17 0 0 0 0 0 0 672 14 0 8 546 0 1 1281 PEAK HR FACTOR : 0.639 0.000 0.708 0.000 0.000 0.000 0.000 0.000 0.000 0.918 0.583 0.000 0.667 0.975 0.000 0.250 Data - Totals
Rose St Rose St Cerritos Ave Cerritos Ave

0.725 0.936 0.916
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-009
2/1/2022
04:45 PM - 05:45 PM

0.953 0.769 0.922 0.970
07:30 AM - 08:30 AM

0.920
National Data & Surveying ServicesIntersection Turning Movement Count Location: Court Ave & Cerritos Ave
City: Stanton Project ID:

Control: 1-Way Stop(NB) Date:

NS/EW Streets:
0 1 0 0 0 0 0 0 0 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 1 0 0 0 0 0 0 70 0 0 1 103 0 0 175
7:15 AM 8 0 4 0 0 0 0 0 0 78 1 0 1 117 0 0 209
7:30 AM 2 0 8 0 0 0 0 0 0 114 0 0 1 139 0 0 264
7:45 AM 2 0 3 0 0 0 0 0 0 155 2 0 4 179 0 0 345
8:00 AM 0 0 2 0 0 0 0 0 0 109 0 0 3 140 0 1 255
8:15 AM 2 0 2 0 0 0 0 0 0 117 0 0 2 110 0 2 235
8:30 AM 1 0 4 0 0 0 0 0 0 115 1 0 2 138 0 1 262
8:45 AM 3 0 2 0 0 0 0 0 0 70 1 0 1 93 0 0 170

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 18 0 26 0 0 0 0 0 0 828 5 0 15 1019 0 4 1915 APPROACH %'s : 40.91% 0.00% 59.09% 0.00% 0.00% 99.40% 0.60% 0.00% 1.45% 98.17% 0.00% 0.39% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 6 0 15 0 0 0 0 0 0 495 2 0 10 568 0 3 1099 PEAK HR FACTOR : 0.750 0.000 0.469 0.000 0.000 0.000 0.000 0.000 0.000 0.798 0.250 0.000 0.625 0.793 0.000 0.375 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 0 0 0 0 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 3 0 2 0 0 0 0 0 0 153 0 0 5 136 0 0 299
4:15 PM 6 0 5 0 0 0 0 0 0 165 2 1 4 127 0 0 310
4:30 PM 4 0 3 0 0 0 0 0 0 145 1 0 1 141 0 0 295
4:45 PM 0 0 2 0 0 0 0 0 0 175 1 0 1 138 0 0 317
5:00 PM 3 0 3 0 0 0 0 0 0 171 2 0 3 127 0 0 309
5:15 PM 1 0 3 0 0 0 0 0 0 149 4 1 3 140 0 2 303
5:30 PM 4 0 6 0 0 0 0 0 0 161 3 0 6 135 0 1 316
5:45 PM 1 0 2 0 0 0 0 0 0 149 1 0 6 136 0 0 295

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 22 0 26 0 0 0 0 0 0 1268 14 2 29 1080 0 3 2444 APPROACH %'s : 45.83% 0.00% 54.17% 0.00% 0.00% 98.75% 1.09% 0.16% 2.61% 97.12% 0.00% 0.27% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 8 0 14 0 0 0 0 0 0 656 10 1 13 540 0 3 1245 PEAK HR FACTOR : 0.500 0.000 0.583 0.000 0.000 0.000 0.000 0.000 0.000 0.937 0.625 0.250 0.542 0.964 0.000 0.375 Data - Totals
Court Ave Court Ave Cerritos Ave Cerritos Ave

0.525 0.791 0.794
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-010
2/1/2022
04:45 PM - 05:45 PM

0.982 0.550 0.947 0.959
07:30 AM - 08:30 AM

0.796
National Data & Surveying ServicesIntersection Turning Movement Count Location: Fern Ave & Cerritos Ave
City: Stanton Project ID:

Control: 2-Way Stop(NB/SB) Date:

NS/EW Streets:
0 1 0 0 0 1 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 0 1 0 1 0 19 0 3 64 2 1 4 74 3 0 174
7:15 AM 2 0 3 0 6 0 18 0 7 76 6 0 3 101 10 0 232
7:30 AM 4 0 8 0 9 0 17 0 13 109 4 0 8 120 10 0 302
7:45 AM 0 0 7 0 3 1 19 0 25 139 6 0 5 158 23 0 386
8:00 AM 2 1 8 0 6 1 20 0 13 110 2 2 7 156 32 0 360
8:15 AM 0 1 2 0 8 0 16 0 10 113 3 1 5 101 6 0 266
8:30 AM 2 1 1 0 6 1 23 0 4 108 2 2 1 127 9 0 287
8:45 AM 4 0 3 0 10 0 18 0 5 89 2 3 3 79 3 0 219

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 16 3 33 0 49 3 150 0 80 808 27 9 36 916 96 0 2226 APPROACH %'s : 30.77% 5.77% 63.46% 0.00% 24.26% 1.49% 74.26% 0.00% 8.66% 87.45% 2.92% 0.97% 3.44% 87.40% 9.16% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 6 2 25 0 26 2 72 0 61 471 15 3 25 535 71 0 1314 PEAK HR FACTOR : 0.375 0.500 0.781 0.000 0.722 0.500 0.900 0.000 0.610 0.847 0.625 0.375 0.781 0.847 0.555 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 1 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 6 0 11 0 7 0 19 1 19 137 1 0 3 113 9 0 326
4:15 PM 6 0 5 0 3 0 15 0 13 144 1 2 1 118 5 0 313
4:30 PM 18 1 22 0 0 2 12 0 13 121 4 2 4 117 6 0 322
4:45 PM 8 0 11 0 4 0 21 0 17 156 4 5 4 119 9 0 358
5:00 PM 6 2 11 0 6 0 13 0 15 166 2 2 2 105 10 0 340
5:15 PM 3 1 7 0 3 0 23 0 17 144 4 2 8 134 10 0 356
5:30 PM 2 0 4 0 6 1 18 0 16 139 1 2 6 129 12 0 336
5:45 PM 3 0 6 0 8 1 18 0 12 144 1 3 4 130 13 0 343

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 52 4 77 0 37 4 139 1 122 1151 18 18 32 965 74 0 2694 APPROACH %'s : 39.10% 3.01% 57.89% 0.00% 20.44% 2.21% 76.80% 0.55% 9.32% 87.93% 1.38% 1.38% 2.99% 90.10% 6.91% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 19 3 33 0 19 1 75 0 65 605 11 11 20 487 41 0 1390 PEAK HR FACTOR : 0.594 0.375 0.750 0.000 0.792 0.250 0.815 0.000 0.956 0.911 0.688 0.550 0.625 0.909 0.854 0.000 Data - Totals
Fern Ave Fern Ave Cerritos Ave Cerritos Ave

0.688 0.926 0.809 0.809
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-011
2/1/2022
04:45 PM - 05:45 PM

0.971 0.724 0.913 0.935 0.901
07:30 AM - 08:30 AM

0.851
National Data & Surveying ServicesIntersection Turning Movement Count Location: Court Ave & Katella Ave
City: Stanton Project ID:

Control: 1-Way Stop(SB) Date:

NS/EW Streets:
0 0 0 0 0 1 0 0 0 3 0 0 0 3 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 1 0 1 0 2 127 0 0 0 138 0 0 269
7:15 AM 0 0 0 0 3 0 1 0 1 159 0 1 0 233 0 0 398
7:30 AM 0 0 0 0 0 0 1 0 0 278 0 0 0 244 0 0 523
7:45 AM 0 0 0 0 2 0 1 0 0 256 0 0 0 258 1 0 518
8:00 AM 0 0 0 0 2 0 1 0 0 215 0 0 0 210 0 0 428
8:15 AM 0 0 0 0 0 0 0 0 1 180 0 0 0 217 0 0 398
8:30 AM 0 0 0 0 0 0 0 0 0 194 0 0 0 195 0 0 389
8:45 AM 0 0 0 0 2 0 0 0 0 151 0 0 0 177 0 0 330

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 10 0 5 0 4 1560 0 1 0 1672 1 0 3253 APPROACH %'s : 66.67% 0.00% 33.33% 0.00% 0.26% 99.68% 0.00% 0.06% 0.00% 99.94% 0.06% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 4 0 3 0 1 929 0 0 0 929 1 0 1867
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.500 0.000 0.750 0.000 0.250 0.835 0.000 0.000 0.000 0.900 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 1 0 0 0 3 0 0 0 3 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 0 0 0 0 0 1 0 1 264 0 1 0 240 0 0 507
4:15 PM 0 0 0 0 2 0 3 0 1 246 0 1 0 195 0 0 448
4:30 PM 0 0 0 0 0 0 2 0 0 312 0 0 0 253 0 0 567
4:45 PM 0 0 0 0 0 0 1 0 0 284 0 0 0 252 1 0 538
5:00 PM 0 0 0 0 5 0 2 0 1 279 0 1 0 234 0 0 522
5:15 PM 0 0 0 0 2 0 0 0 0 265 0 0 0 262 0 0 529
5:30 PM 0 0 0 0 0 0 1 0 1 226 0 0 0 221 0 0 449
5:45 PM 0 0 0 0 1 0 2 0 0 233 0 0 0 193 0 0 429

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 10 0 12 0 4 2109 0 3 0 1850 1 0 3989 APPROACH %'s : 45.45% 0.00% 54.55% 0.00% 0.19% 99.67% 0.00% 0.14% 0.00% 99.95% 0.05% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 7 0 5 0 1 1140 0 1 0 1001 1 0 2156 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.350 0.000 0.625 0.000 0.250 0.913 0.000 0.250 0.000 0.955 0.250 0.000 Data - Totals
Court Ave Court Ave Katella Ave Katella Ave

0.583 0.836 0.898
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-012
2/1/2022
04:30 PM - 05:30 PM

0.951 0.429 0.915 0.956
07:30 AM - 08:30 AM

0.892
File Name: DaleAve_StandustrialSt
Site Code: 00000000
Start Date: 2/8/2022
Page No: 1
Groups Printed- Vehicles
Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 7:00 AM 0 83 6 0 0 0 5 56 0 3 0 7 160
7:15 AM 0 99 1 0 0 0 5 66 0 2 0 0 173
7:30 AM 0 110 4 0 0 0 6 73 0 0 0 1 194
7:45 AM 0 107 7 0 0 0 4 101 0 2 0 2 223
Total 0 399 18 0 0 0 20 296 0 7 0 10 750
8:00 AM 0 130 3 0 0 0 4 81 0 2 0 2 222
8:15 AM 0 109 4 0 0 0 3 66 0 2 0 2 186
8:30 AM 0 106 4 0 0 0 4 73 0 4 0 4 195
8:45 AM 0 94 4 0 0 0 0 72 0 0 0 5 175
Total 0 439 15 0 0 0 11 292 0 8 0 13 778
4:00 PM 0 103 2 0 0 0 2 121 0 2 0 7 237
4:15 PM 0 115 4 0 0 0 2 128 0 6 0 5 260
4:30 PM 0 151 2 0 0 0 2 131 0 5 0 4 295
4:45 PM 0 105 2 0 0 0 2 135 0 1 0 8 253
Total 0 474 10 0 0 0 8 515 0 14 0 24 1045
5:00 PM 0 106 2 0 0 0 2 131 0 3 0 0 244
5:15 PM 0 136 0 0 0 0 2 104 0 5 0 4 251
5:30 PM 0 123 0 0 0 0 1 117 0 0 0 1 242
5:45 PM 0 97 0 0 0 0 0 100 0 2 0 1 200
Total 0 462 2 0 0 0 5 452 0 10 0 6 937
Grand Total 0 1774 45 0 0 0 44 1555 0 39 0 53 3510
Apprch % 0 97.5 2.5 0 0 0 2.8 97.2 0 42.4 0 57.6
Total % 0 50.5 1.3 0 0 0 1.3 44.3 0 1.1 0 1.5
File Name: DaleAve_StandustrialSt
Site Code: 00000000
Start Date: 2/8/2022
Page No: 2
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 09:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
7:45 AM 0 107 7 114 0 0 0 0 4 101 0 105 2 0 2 4 223
8:00 AM 0 130 3 133 0 0 0 0 4 81 0 85 2 0 2 4 222
8:15 AM 0 109 4 113 0 0 0 0 3 66 0 69 2 0 2 4 186
8:30 AM 0 106 4 110 0 0 0 0 4 73 0 77 4 0 4 8 195
Total
Volume 0 452 18 470 0 0 0 0 15 321 0 336 10 0 10 20 826 % App.

Total 0 96.2 3.8 0 0 0 4.5 95.5 0 50 0 50
PHF 0 0.869 0.643 0.883 0 0 0 0 0.938 0.795 0 0.8 0.625 0 0.625 0.625 0.926 File Name: DaleAve_StandustrialSt
Site Code: 00000000
Start Date: 2/8/2022
Page No: 3
Dale Avenue
Southbound Westbound
Dale Avenue
Southbound Westbound
Standustrial Street
Eastbound
Dale Avenue
Northbound
Dale Avenue
Northbound
Standustrial Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
4:15 PM 0 115 4 119 0 0 0 0 2 128 0 130 6 0 5 11 260
4:30 PM 0 151 2 153 0 0 0 0 2 131 0 133 5 0 4 9 295
4:45 PM 0 105 2 107 0 0 0 0 2 135 0 137 1 0 8 9 253
5:00 PM 0 106 2 108 0 0 0 0 2 131 0 133 3 0 0 3 244
Total
Volume 0 477 10 487 0 0 0 0 8 525 0 533 15 0 17 32 1052 % App.

Total 0 97.9 2.1 0 0 0 1.5 98.5 0 46.9 0 53.1
PHF 0 0.79 0.625 0.796 0 0 0 0 1 0.972 0 0.973 0.625 0 0.531 0.727 0.892 Dale Avenue
Northbound
Dale Avenue
Southbound Westbound
Standustrial Street
Eastbound
April 2022 Stanton Town Center Specific Plan Traffic Impact Study Appendix B – ICU Spreadsheets, HCM Reports, Synchro and SimTraffic Reports – Existing Conditions
Intersection #1
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 124 1 1.00 0.08
Comb. L-T
EB Thru 317 1 1.47 0.13
Comb. T-R 1
EB Right 113 0.53 0.13
Comb. L-T-R
WB Left 152 1 1.00 0.10
Comb. L-T
WB Thru 312 1 1.53 0.13
Comb. T-R 1
WB Right 95 0.47 0.13
Comb. L-T-R
NB Left 61 1 1.00 0.04
Comb. L-T 0
NB Thru 1323 3 3.78 0.22
Comb. T-R 1
NB Right 77 0.22 0.22
Comb. L-T-R
SB Left 91 1 1.00 0.06
Comb. L-T 0
SB Thru 2064 3 3.77 0.34
Comb. T-R 1
SB Right 128 0.23 0.34
Comb. L-T-R

0.23 0.38

0.61 Lost Time
V/C
Level of Service
Cerritos Ave
Beach Blvd
AM Existing
Critical Volumes
E-W:

N-S:

B
Total:

0.66 0.05
Intersection #1
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 163 1 1.00 0.10
Comb. L-T
EB Thru 414 1 1.55 0.17
Comb. T-R 1
EB Right 119 0 0.45 0.17
Comb. L-T-R
WB Left 127 1 1.00 0.08
Comb. L-T
WB Thru 290 1 1.48 0.12
Comb. T-R 1
WB Right 102 0 0.52 0.12
Comb. L-T-R
NB Left 119 1 1.00 0.07
Comb. L-T 0
NB Thru 1954 3 3.75 0.33
Comb. T-R 1
NB Right 133 0.25 0.33
Comb. L-T-R
SB Left 111 1 1.00 0.07
Comb. L-T 0
SB Thru 1645 3 3.70 0.28
Comb. T-R 1
SB Right 131 0.30 0.28
Comb. L-T-R

0.25 0.40

0.64 Lost Time
V/C
Level of Service
Cerritos Ave
Beach Blvd
PM Existing
Critical Volumes
E-W:

N-S:

Total:

0.05 B

0.69 Intersection #5
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 144 2 2.00 0.05
Comb. L-T
EB Thru 480 3 3.00 0.10
Comb. T-R 0
EB Right 133 1 1.00 0.08
Comb. L-T-R
WB Left 229 2 2.00 0.08
Comb. L-T
WB Thru 582 3 3.00 0.12
Comb. T-R 0
WB Right 129 1 1.00 0.08
Comb. L-T-R
NB Left 272 2 2.00 0.09
Comb. L-T 0
NB Thru 1230 3 3.28 0.23
Comb. T-R 1
NB Right 268 0.72 0.23
Comb. L-T-R
SB Left 186 2 2.00 0.06
Comb. L-T 0
SB Thru 1921 3 3.62 0.33
Comb. T-R 1
SB Right 201 0.38 0.33
Comb. L-T-R

0.18 0.43

0.61 Lost Time
V/C
Level of Service B

0.66 0.05
Critical Volumes
E-W:

N-S:

Total:

Katella Ave
Beach Blvd
AM Existing
Intersection #5
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 262 2 2.00 0.09
Comb. L-T
EB Thru 688 3 3.00 0.14
Comb. T-R 0
EB Right 210 1 1.00 0.13
Comb. L-T-R
WB Left 246 2 2.00 0.09
Comb. L-T
WB Thru 562 3 3.00 0.12
Comb. T-R 0
WB Right 165 1 1.00 0.10
Comb. L-T-R
NB Left 307 2 2.00 0.11
Comb. L-T 0
NB Thru 1703 3 3.55 0.30
Comb. T-R 1
NB Right 217 0.45 0.30
Comb. L-T-R
SB Left 169 2 2.00 0.06
Comb. L-T 0
SB Thru 1575 3 3.66 0.27
Comb. T-R 1
SB Right 148 0.34 0.27
Comb. L-T-R

0.23 0.38

0.60 Lost Time
V/C
Level of Service
Katella Ave
Beach Blvd
PM Existing
Critical Volumes
E-W:

N-S:

Total:

0.05 B

0.65 Intersection #10
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 89 1 1.00 0.06
Comb. L-T
EB Thru 388 1 1.71 0.14
Comb. T-R 1
EB Right 66 0 0.29 0.14
Comb. L-T-R
WB Left 67 1 1.00 0.04
Comb. L-T
WB Thru 420 1 1.61 0.16
Comb. T-R 1
WB Right 103 0 0.39 0.16
Comb. L-T-R
NB Left 52 1 1.00 0.03
Comb. L-T 0
NB Thru 209 1 1.66 0.08
Comb. T-R 1
NB Right 43 0.34 0.08
Comb. L-T-R
SB Left 131 1 1.00 0.08
Comb. L-T 0
SB Thru 297 1 1.25 0.15
Comb. T-R 1
SB Right 178 0.75 0.15
Comb. L-T-R

0.22 0.18

0.40 Lost Time
V/C
Level of Service A

0.45 0.05
Critical Volumes
E-W:

N-S:

Total:

Cerritos Ave
Dale Ave
AM Existing
Intersection #10
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 88 1 1.00 0.06
Comb. L-T
EB Thru 473 1 1.70 0.17
Comb. T-R 1
EB Right 82 0 0.30 0.17
Comb. L-T-R
WB Left 47 1 1.00 0.03
Comb. L-T
WB Thru 379 1 1.70 0.14
Comb. T-R 1
WB Right 66 0 0.30 0.14
Comb. L-T-R
NB Left 81 1 1.00 0.05
Comb. L-T 0
NB Thru 366 1 1.69 0.14
Comb. T-R 1
NB Right 67 0.31 0.14
Comb. L-T-R
SB Left 81 1 1.00 0.05
Comb. L-T 0
SB Thru 337 1 1.60 0.13
Comb. T-R 1
SB Right 85 0.40 0.13
Comb. L-T-R

0.20 0.19

0.39 Lost Time
V/C
Level of Service
Cerritos Ave
Dale Ave
PM Existing
Critical Volumes
E-W:

N-S:

Total:

0.05 A

0.44 SimTraffic Simulation Summary
City of Stanton, CA 04/13/2022
Stanton Town Center Existing AM Peak Hour SimTraffic Report QS Page 1
Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 7:25 7:25 7:25 7:25 7:25 7:25 7:25
End Time 8:30 8:30 8:30 8:30 8:30 8:30 8:30
Total Time (min) 65 65 65 65 65 65 65
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1 1
Vehs Entered 9054 9092 9092 9120 9071 9133 9222
Vehs Exited 9041 9054 9077 9081 9041 9106 9168
Starting Vehs 85 93 85 92 92 99 78
Ending Vehs 98 131 100 131 122 126 132
Travel Distance (mi) 2480 2490 2483 2490 2478 2481 2520 Travel Time (hr) 112.2 105.2 107.0 118.6 113.7 118.4 115.2 Total Delay (hr) 27.7 20.5 22.3 33.9 29.3 33.9 29.3
Total Stops 508 486 498 493 444 507 509
Fuel Used (gal) 81.1 79.5 79.7 82.5 81.1 82.4 82.9
Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 7:25 7:25 7:25 7:25
End Time 8:30 8:30 8:30 8:30
Total Time (min) 65 65 65 65
Time Recorded (min) 60 60 60 60
# of Intervals 2 2 2 2
# of Recorded Intervals 1 1 1 1
Vehs Entered 9100 9073 9040 9099
Vehs Exited 9075 9004 8979 9062
Starting Vehs 96 92 86 86
Ending Vehs 121 161 147 123
Travel Distance (mi) 2470 2463 2450 2481
Travel Time (hr) 118.7 122.5 120.2 115.2
Total Delay (hr) 34.4 38.4 36.7 30.7
Total Stops 466 560 587 504
Fuel Used (gal) 82.5 83.1 82.3 81.7
Interval #0 Information Seeding
Start Time 7:25
End Time 7:30
Total Time (min) 5
Volumes adjusted by Growth Factors.

No data recorded this interval.

SimTraffic Simulation Summary
City of Stanton, CA 04/13/2022
Stanton Town Center Existing AM Peak Hour SimTraffic Report QS Page 2
Interval #1 Information Recording
Start Time 7:30
End Time 8:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 9054 9092 9092 9120 9071 9133 9222
Vehs Exited 9041 9054 9077 9081 9041 9106 9168
Starting Vehs 85 93 85 92 92 99 78
Ending Vehs 98 131 100 131 122 126 132
Travel Distance (mi) 2480 2490 2483 2490 2478 2481 2520 Travel Time (hr) 112.2 105.2 107.0 118.6 113.7 118.4 115.2 Total Delay (hr) 27.7 20.5 22.3 33.9 29.3 33.9 29.3
Total Stops 508 486 498 493 444 507 509
Fuel Used (gal) 81.1 79.5 79.7 82.5 81.1 82.4 82.9
Interval #1 Information Recording
Start Time 7:30
End Time 8:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 9100 9073 9040 9099
Vehs Exited 9075 9004 8979 9062
Starting Vehs 96 92 86 86
Ending Vehs 121 161 147 123
Travel Distance (mi) 2470 2463 2450 2481
Travel Time (hr) 118.7 122.5 120.2 115.2
Total Delay (hr) 34.4 38.4 36.7 30.7
Total Stops 466 560 587 504
Fuel Used (gal) 82.5 83.1 82.3 81.7
SimTraffic Performance Report
City of Stanton, CA 04/13/2022
Stanton Town Center Existing AM Peak Hour SimTraffic Report QS Page 3
2: Beach Blvd & Main St Performance by movement
Movement EBL EBT EBR WBL WBR NBU NBL NBT NBR SBU SBL SBT Denied Delay (hr) 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Denied Del/Veh (s) 0.2 0.1 23.2 0.2 4.0 0.0 0.0 0.0 0.0 1.8 1.7 0.1 Total Delay (hr) 0.2 0.5 3.4 3.0 0.4 1.2 1.3 0.4 0.0 0.0 0.1 0.2 Total Del/Veh (s) 863.7 849.2 557.0 1818.4 90.6 424.4 291.0 1.0 0.2 32.3 25.8 0.3 Stop Delay (hr) 0.2 0.5 3.4 3.0 0.4 1.2 1.3 0.1 0.0 0.0 0.1 0.0 Stop Del/Veh (s) 861.8 847.6 555.9 1815.3 87.0 423.7 288.9 0.2 0.0 32.2 24.1 0.0 Total Stops 1 1 20 5 22 9 15 23 0 4 18 1
Stop/Veh 1.00 0.50 0.91 0.83 1.47 0.90 0.94 0.02 0.00 1.00 0.95 0.00 Travel Dist (mi) 0.0 0.1 1.2 0.4 1.3 1.0 1.7 165.8 3.0 0.2 1.1 132.7 Travel Time (hr) 0.2 0.5 3.6 3.0 0.4 1.2 1.4 6.0 0.1 0.0 0.2 4.7 Vehicles Entered 1 2 21 5 15 9 15 1433 26 4 19 2286
Vehicles Exited 0 0 14 2 12 8 13 1431 26 4 19 2286
Hourly Exit Rate 0 0 14 2 12 8 13 1431 26 4 19 2286
Input Volume 1 1 23 7 14 10 16 1450 26 4 17 2311
% of Volume 0 0 61 29 86 80 81 99 100 100 112 99
2: Beach Blvd & Main St Performance by movement
Movement SBR All
Denied Delay (hr) 0.0 0.2
Denied Del/Veh (s) 0.2 0.2
Total Delay (hr) 0.0 10.7
Total Del/Veh (s) 0.1 10.0
Stop Delay (hr) 0.0 10.2
Stop Del/Veh (s) 0.0 9.5
Total Stops 0 119
Stop/Veh 0.00 0.03
Travel Dist (mi) 0.5 309.0
Travel Time (hr) 0.0 21.4
Vehicles Entered 9 3845
Vehicles Exited 9 3824
Hourly Exit Rate 9 3824
Input Volume 9 3889
% of Volume 100 98
SimTraffic Performance Report
City of Stanton, CA 04/13/2022
Stanton Town Center Existing AM Peak Hour SimTraffic Report QS Page 4
3: Beach Blvd & Pacific St Performance by movement
Movement EBL EBR WBL WBR NBT NBR SBU SBL SBT SBR All
Denied Delay (hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (hr) 0.1 0.2 1.7 1.4 0.2 0.0 0.1 0.0 0.4 0.0 4.0 Total Del/Veh (s) 53.5 870.3 543.1 0.5 0.1 91.7 27.3 0.6 0.1 3.8 Stop Delay (hr) 0.1 0.2 1.7 1.4 0.0 0.0 0.1 0.0 0.0 0.0 3.4 Stop Del/Veh (s) 53.3 867.5 541.0 0.0 0.0 91.3 25.3 0.0 0.0 3.2 Total Stops 0 14 7 10 0 0 2 4 0 0 37
Stop/Veh 1.00 1.00 1.11 0.00 0.00 1.00 0.80 0.00 0.00 0.01 Travel Dist (mi) 0.0 0.8 0.5 0.7 204.9 3.1 0.3 0.6 267.1 0.8 478.7 Travel Time (hr) 0.1 0.2 1.7 1.4 7.1 0.1 0.1 0.1 9.4 0.0 20.2 Vehicles Entered 0 14 6 9 1476 22 2 5 2296 7 3837
Vehicles Exited 0 14 4 7 1474 22 2 5 2298 7 3833
Hourly Exit Rate 0 14 4 7 1474 22 2 5 2298 7 3833
Input Volume 1 15 6 9 1489 23 3 5 2336 8 3895
% of Volume 0 93 67 78 99 96 67 100 98 88 98
4: Beach Blvd & Central Ave/Grand Ave Performance by movement Movement EBL EBR WBL WBR NBL NBT SBL SBT SBR All
Denied Delay (hr) 0.8 3.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.2 Denied Del/Veh (s) 402.0 453.8 0.1 0.1 2.3 0.1 0.0 0.0 0.0 4.0 Total Delay (hr) 2.8 5.3 0.3 0.1 0.1 0.1 0.1 0.6 0.0 9.4 Total Del/Veh (s) 1654.8 1196.9 475.7 102.9 125.1 0.2 19.6 1.0 0.3 8.8 Stop Delay (hr) 2.8 5.3 0.3 0.1 0.1 0.0 0.1 0.0 0.0 8.7 Stop Del/Veh (s) 1654.7 1197.9 474.3 103.5 123.7 0.0 16.9 0.0 0.0 8.1 Total Stops 4 10 2 5 3 0 10 0 0 34
Stop/Veh 0.67 0.62 1.00 1.00 1.00 0.00 0.77 0.00 0.00 0.01 Travel Dist (mi) 0.2 0.5 0.1 0.2 0.1 61.3 1.8 304.8 2.5 371.6 Travel Time (hr) 3.5 8.7 0.3 0.2 0.1 2.2 0.1 10.9 0.1 26.2 Vehicles Entered 5 15 2 5 3 1473 13 2278 19 3813
Vehicles Exited 2 8 2 5 3 1474 13 2278 19 3804
Hourly Exit Rate 2 8 2 5 3 1474 13 2278 19 3804
Input Volume 8 24 2 4 3 1482 15 2315 21 3874
% of Volume 25 33 100 125 100 99 87 98 90 98
SimTraffic Performance Report
City of Stanton, CA 04/13/2022
Stanton Town Center Existing AM Peak Hour SimTraffic Report QS Page 5
Total Zone Performance
Denied Delay (hr) 4.5
Denied Del/Veh (s) 4.1
Total Delay (hr) 24.2
Total Del/Veh (s) 844.1
Stop Delay (hr) 22.2
Stop Del/Veh (s) 777.4
Total Stops 190
Stop/Veh 1.84
Travel Dist (mi) 1159.4
Travel Time (hr) 67.8
Vehicles Entered 3913
Vehicles Exited 27
Hourly Exit Rate 27
Input Volume 11658
% of Volume 0
Queuing and Blocking Report
City of Stanton, CA 04/13/2022
Stanton Town Center Existing AM Peak Hour SimTraffic Report QS Page 6
Intersection: 2: Beach Blvd & Main St
Movement EB WB WB NB NB NB NB SB SB SB SB
Directions Served LTR LT R UL T T T UL T T T
Maximum Queue (ft) 260 166 95 149 154 98 63 55 7 5 4
Average Queue (ft) 101 77 22 63 27 13 5 16 0 0 0
95th Queue (ft) 268 188 84 157 157 121 69 44 5 3 3
Link Distance (ft) 341 488 546 546 546 296 296 296
Upstream Blk Time (%) 5
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 55 125 145
Storage Blk Time (%) 75 15 0
Queuing Penalty (veh) 11 52 0
Intersection: 3: Beach Blvd & Pacific St
Movement EB WB WB NB SB
Directions Served LTR LTR R T UL
Maximum Queue (ft) 50 178 69 2 29
Average Queue (ft) 17 74 3 0 6
95th Queue (ft) 60 185 32 2 23
Link Distance (ft) 293 484 646
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 65 145
Storage Blk Time (%) 45 0
Queuing Penalty (veh) 2 0
Intersection: 4: Beach Blvd & Central Ave/Grand Ave
Movement EB WB NB NB NB SB
Directions Served LTR LTR UL T T UL
Maximum Queue (ft) 256 30 20 7 2 37
Average Queue (ft) 181 9 2 0 0 8
95th Queue (ft) 320 42 10 3 2 30
Link Distance (ft) 249 243 206 206
Upstream Blk Time (%) 54
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 70 160
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 65
SimTraffic Simulation Summary
City of Stanton, CA 04/13/2022
Stanton Town Center Existing PM Peak Hour SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 4:25 4:25 4:25 4:25 4:25 4:25 4:25
End Time 5:30 5:30 5:30 5:30 5:30 5:30 5:30
Total Time (min) 65 65 65 65 65 65 65
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1 1
Vehs Entered 10051 10068 10063 10022 10044 10085 9993
Vehs Exited 10027 10044 10020 9987 9984 10016 9946
Starting Vehs 99 109 107 101 109 80 97
Ending Vehs 123 133 150 136 169 149 144
Travel Distance (mi) 2733 2718 2733 2705 2719 2717 2707 Travel Time (hr) 126.1 109.1 136.9 121.9 152.8 126.6 129.9 Total Delay (hr) 33.0 16.3 43.7 29.5 60.1 33.9 37.5
Total Stops 603 631 664 643 747 667 660
Fuel Used (gal) 90.6 86.1 93.1 89.0 96.2 90.2 90.8
Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 4:25 4:25 4:25 4:25
End Time 5:30 5:30 5:30 5:30
Total Time (min) 65 65 65 65
Time Recorded (min) 60 60 60 60
# of Intervals 2 2 2 2
# of Recorded Intervals 1 1 1 1
Vehs Entered 9942 10010 10029 10030
Vehs Exited 9876 9962 9978 9988
Starting Vehs 102 110 121 97
Ending Vehs 168 158 172 148
Travel Distance (mi) 2697 2705 2701 2714
Travel Time (hr) 126.5 133.4 143.8 130.7
Total Delay (hr) 34.4 40.9 51.6 38.1
Total Stops 704 722 615 664
Fuel Used (gal) 89.7 92.1 93.5 91.1
Interval #0 Information Seeding
Start Time 4:25
End Time 4:30
Total Time (min) 5
Volumes adjusted by Growth Factors.

No data recorded this interval.

SimTraffic Simulation Summary
City of Stanton, CA 04/13/2022
Stanton Town Center Existing PM Peak Hour SimTraffic Report

Page 2 ends

Interval #1 Information Recording
Start Time 4:30
End Time 5:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 10051 10068 10063 10022 10044 10085 9993
Vehs Exited 10027 10044 10020 9987 9984 10016 9946
Starting Vehs 99 109 107 101 109 80 97
Ending Vehs 123 133 150 136 169 149 144
Travel Distance (mi) 2733 2718 2733 2705 2719 2717 2707 Travel Time (hr) 126.1 109.1 136.9 121.9 152.8 126.6 129.9 Total Delay (hr) 33.0 16.3 43.7 29.5 60.1 33.9 37.5
Total Stops 603 631 664 643 747 667 660
Fuel Used (gal) 90.6 86.1 93.1 89.0 96.2 90.2 90.8
Interval #1 Information Recording
Start Time 4:30
End Time 5:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 9942 10010 10029 10030
Vehs Exited 9876 9962 9978 9988
Starting Vehs 102 110 121 97
Ending Vehs 168 158 172 148
Travel Distance (mi) 2697 2705 2701 2714
Travel Time (hr) 126.5 133.4 143.8 130.7
Total Delay (hr) 34.4 40.9 51.6 38.1
Total Stops 704 722 615 664
Fuel Used (gal) 89.7 92.1 93.5 91.1
SimTraffic Performance Report
City of Stanton, CA 04/13/2022
Stanton Town Center Existing PM Peak Hour SimTraffic Report

Page 3 ends

2: Beach Blvd & Main St Performance by movement
Movement EBL EBR WBL WBR NBU NBL NBT NBR SBU SBL SBT SBR Denied Delay (hr) 0.0 0.3 0.1 0.6 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Denied Del/Veh (s) 0.1 41.7 41.5 49.6 0.0 0.0 0.0 0.0 1.5 2.0 0.1 0.2 Total Delay (hr) 0.4 3.0 4.0 3.9 1.0 1.2 0.6 0.0 0.4 0.4 0.2 0.0 Total Del/Veh (s) 1441.5 451.8 2035.2 396.3 149.4 108.7 1.0 0.2 217.1 105.3 0.3 0.1 Stop Delay (hr) 0.4 3.0 4.0 3.8 0.9 1.2 0.0 0.0 0.4 0.3 0.0 0.0 Stop Del/Veh (s) 1440.2 450.8 2031.5 393.0 148.4 106.4 0.1 0.0 217.1 103.8 0.0 0.0 Total Stops 0 24 6 41 22 37 19 0 6 12 2 0
Stop/Veh 0.00 1.00 0.86 1.17 0.96 0.95 0.01 0.00 1.00 1.00 0.00 0.00 Travel Dist (mi) 0.0 1.4 0.5 2.6 2.6 4.4 252.0 4.7 0.3 0.7 106.8 1.3 Travel Time (hr) 0.4 3.4 4.1 4.5 1.1 1.3 9.1 0.2 0.4 0.4 3.8 0.1 Vehicles Entered 1 24 6 35 23 38 2169 40 6 12 1843 23
Vehicles Exited 0 20 0 23 22 38 2170 40 5 11 1842 23
Hourly Exit Rate 0 20 0 23 22 38 2170 40 5 11 1842 23
Input Volume 1 26 7 38 21 40 2164 41 7 12 1848 27
% of Volume 0 77 0 61 105 95 100 98 71 92 100 85
2: Beach Blvd & Main St Performance by movement
Movement All
Denied Delay (hr) 1.0
Denied Del/Veh (s) 0.9
Total Delay (hr) 14.9
Total Del/Veh (s) 12.6
Stop Delay (hr) 14.0
Stop Del/Veh (s) 11.9
Total Stops 169
Stop/Veh 0.04
Travel Dist (mi) 377.4
Travel Time (hr) 28.7
Vehicles Entered 4220
Vehicles Exited 4194
Hourly Exit Rate 4194
Input Volume 4232
% of Volume 99
SimTraffic Performance Report
City of Stanton, CA 04/13/2022
Stanton Town Center Existing PM Peak Hour SimTraffic Report

Page 4 ends

3: Beach Blvd & Pacific St Performance by movement
Movement EBL EBR WBL WBR NBT NBR SBU SBL SBT SBR All
Denied Delay (hr) 0.0 0.0 0.1 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.4 Denied Del/Veh (s) 0.1 4.6 71.2 60.7 0.0 0.0 0.0 0.0 0.0 0.0 0.3 Total Delay (hr) 0.5 1.3 2.5 4.1 0.5 0.0 0.9 0.2 0.3 0.0 10.3 Total Del/Veh (s) 945.9 205.6 1791.6 1063.9 0.8 0.3 366.3 191.1 0.6 0.1 8.8 Stop Delay (hr) 0.5 1.3 2.5 4.1 0.0 0.0 0.9 0.2 0.0 0.0 9.5 Stop Del/Veh (s) 944.0 205.0 1788.2 1061.2 0.0 0.0 366.0 189.2 0.0 0.0 8.1 Total Stops 2 22 5 16 0 0 9 4 1 0 59
Stop/Veh 1.00 1.00 1.00 1.14 0.00 0.00 1.00 1.00 0.00 0.00 0.01 Travel Dist (mi) 0.1 1.1 0.3 1.1 308.8 1.8 1.0 0.5 216.0 0.8 531.6 Travel Time (hr) 0.5 1.3 2.6 4.4 10.9 0.1 1.0 0.2 7.6 0.0 28.7 Vehicles Entered 2 22 5 14 2252 13 9 4 1865 7 4193
Vehicles Exited 0 19 1 8 2253 13 9 4 1867 7 4181
Hourly Exit Rate 0 19 1 8 2253 13 9 4 1867 7 4181
Input Volume 2 23 6 15 2241 12 8 5 1881 8 4201
% of Volume 0 83 17 53 101 108 112 80 99 88 100
4: Beach Blvd & Central Ave/Grand Ave Performance by movement Movement EBL EBR WBR NBU NBL NBT NBR SBU SBL SBT SBR All Denied Delay (hr) 0.2 1.7 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 1.9 Denied Del/Veh (s) 172.1 239.7 0.1 1.7 1.8 0.1 0.2 0.0 0.1 0.0 0.0 1.7 Total Delay (hr) 1.3 4.0 0.2 0.2 0.4 0.2 0.0 0.3 0.2 0.4 0.0 7.2 Total Del/Veh (s) 1569.7 854.7 35.5 117.6 70.8 0.3 0.1 113.5 69.5 0.9 0.3 6.3 Stop Delay (hr) 1.3 4.0 0.2 0.2 0.3 0.0 0.0 0.3 0.2 0.0 0.0 6.6 Stop Del/Veh (s) 1568.5 854.2 36.0 118.2 69.6 0.0 0.0 112.7 67.1 0.0 0.0 5.8 Total Stops 3 15 23 7 17 6 0 8 10 0 0 89
Stop/Veh 1.00 0.88 1.00 1.00 0.94 0.00 0.00 1.00 0.91 0.00 0.00 0.02 Travel Dist (mi) 0.1 0.7 1.1 0.3 0.8 89.0 0.4 1.1 1.4 243.8 4.1 342.8 Travel Time (hr) 1.5 5.7 0.3 0.2 0.4 3.2 0.0 0.3 0.3 8.7 0.2 20.8 Vehicles Entered 3 17 23 7 18 2150 10 8 11 1834 32 4113 Vehicles Exited 1 10 23 7 18 2150 10 8 10 1833 31 4101
Hourly Exit Rate 1 10 23 7 18 2150 10 8 10 1833 31 4101 Input Volume 3 25 23 8 19 2137 9 9 9 1859 32 4133
% of Volume 33 40 100 88 95 101 111 89 111 99 97 99
SimTraffic Performance Report
City of Stanton, CA 04/13/2022
Stanton Town Center Existing PM Peak Hour SimTraffic Report

Page 5 ends

Total Zone Performance
Denied Delay (hr) 3.3
Denied Del/Veh (s) 2.8
Total Delay (hr) 32.4
Total Del/Veh (s) 904.3
Stop Delay (hr) 30.2
Stop Del/Veh (s) 841.5
Total Stops 317
Stop/Veh 2.46
Travel Dist (mi) 1251.8
Travel Time (hr) 78.2
Vehicles Entered 4328
Vehicles Exited 34
Hourly Exit Rate 34
Input Volume 12566
% of Volume 0
Queuing and Blocking Report
City of Stanton, CA 04/13/2022
Stanton Town Center Existing PM Peak Hour SimTraffic Report

Page 6 ends

Intersection: 2: Beach Blvd & Main St
Movement EB WB WB NB NB NB NB SB SB SB SB
Directions Served LTR LT R UL T T T UL T T TR
Maximum Queue (ft) 182 406 103 170 217 55 45 76 45 2 2
Average Queue (ft) 89 174 29 74 26 6 4 25 3 0 0
95th Queue (ft) 271 446 92 157 151 85 72 69 38 2 1
Link Distance (ft) 341 488 546 546 546 296 296 296
Upstream Blk Time (%) 10 12
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 55 125 145
Storage Blk Time (%) 75 7 11 0 0 0
Queuing Penalty (veh) 28 0 61 0 1 0
Intersection: 3: Beach Blvd & Pacific St
Movement EB WB WB NB SB SB
Directions Served LTR LTR R TR UL T
Maximum Queue (ft) 164 279 52 3 87 56
Average Queue (ft) 54 153 2 0 29 3
95th Queue (ft) 172 362 29 3 87 41
Link Distance (ft) 293 484 646 546
Upstream Blk Time (%) 3 5
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 65 145
Storage Blk Time (%) 69 0 1 0
Queuing Penalty (veh) 5 0 4 0
Intersection: 4: Beach Blvd & Central Ave/Grand Ave
Movement EB WB NB NB NB NB NB SB SB SB SB
Directions Served LTR LTR UL T T T TR UL T T TR
Maximum Queue (ft) 239 58 60 74 15 10 8 76 2 7 7
Average Queue (ft) 127 12 17 5 1 0 0 20 0 0 0
95th Queue (ft) 285 38 51 42 8 6 5 59 2 6 4
Link Distance (ft) 249 243 206 206 206 206 646 646 646
Upstream Blk Time (%) 28
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 70 160
Storage Blk Time (%) 2 0
Queuing Penalty (veh) 10 0
Zone Summary
Zone wide Queuing Penalty: 110
HCM 6th TWSC
6: Rose St & Cerritos Ave 04/27/2022
Stanton Town Center Existing AM Peak Hour 2:04 pm 01/26/2022 City of Stanton, CA Synchro 11 Report QS Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 548 10 6 529 24 5
Future Vol, veh/h 548 10 6 529 24 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 75 - - 0 50
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 596 11 7 575 26 5
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 607 0 898 298
Stage 1 - - - - 596 -
Stage 2 - - - - 302 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 967 - 279 698
Stage 1 - - - - 513 -
Stage 2 - - - - 724 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 967 - 276 698
Mov Cap-2 Maneuver - - - - 276 -
Stage 1 - - - - 513 -
Stage 2 - - - - 716 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 17.8

HCM LOS C
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 276 698 - - 967 -
HCM Lane V/C Ratio 0.095 0.008 - - 0.007 -
HCM Control Delay (s) 19.4 10.2 - - 8.7 0
HCM Lane LOS C B - - A A
HCM 95th %tile Q(veh) 0.3 0 - - 0 -
HCM 6th TWSC
7: Court Ave & Cerritos Ave 04/27/2022
Stanton Town Center Existing AM Peak Hour 2:04 pm 01/26/2022 City of Stanton, CA Synchro 11 Report QS Page 2
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 495 2 3 10 568 6 15
Future Vol, veh/h 495 2 3 10 568 6 15
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - None - - None - None
Storage Length - - - 85 - 0 -
Veh in Median Storage, #0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2
Mvmt Flow 538 2 3 11 617 7 16
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 540 540 0 876 270
Stage 1 - - - - - 539 -
Stage 2 - - - - - 337 -
Critical Hdwy - - 6.44 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - - 5.84 -
Critical Hdwy Stg 2 - - - - - 5.84 -
Follow-up Hdwy - - 2.52 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 653 1025 - 288 728
Stage 1 - - - - - 549 -
Stage 2 - - - - - 695 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 900 900 - 283 728
Mov Cap-2 Maneuver - - - - - 283 -
Stage 1 - - - - - 549 -
Stage 2 - - - - - 684 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 12.5

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 502 - - 900 -
HCM Lane V/C Ratio 0.045 - - 0.016 -
HCM Control Delay (s) 12.5 - - 9.1 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
8: Fern Ave & Cerritos Ave 04/27/2022
Stanton Town Center Existing AM Peak Hour 2:04 pm 01/26/2022 City of Stanton, CA Synchro 11 Report QS Page 3
Intersection
Int Delay, s/veh 2.5
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 61 471 15 25 535 71 6 2 25 26 2 72 Future Vol, veh/h 3 61 471 15 25 535 71 6 2 25 26 2 72
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 50 - - 95 - - - - - - - -
Veh in Median Storage, #- - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 66 512 16 27 582 77 7 2 27 28 2 78
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 659 659 0 0 528 0 0 1004 1371 264 1070 1341 330 Stage 1 - - - - - - - 658 658 - 675 675 -
Stage 2 - - - - - - - 346 713 - 395 666 -
Critical Hdwy 6.44 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.52 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver549 925 - - 1035 - - 196 145 734 175 151 666 Stage 1 - - - - - - - 420 459 - 410 451 -
Stage 2 - - - - - - - 643 434 - 602 456 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver888 888 - - 1035 - - 157 130 734 153 135 666 Mov Cap-2 Maneuver - - - - - - - 157 130 - 153 135 -
Stage 1 - - - - - - - 387 423 - 378 439 -
Stage 2 - - - - - - - 550 423 - 531 420 -
Approach EB WB NB SB
HCM Control Delay, s1.1 0.3 15.6 20.4

HCM LOS C C
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 376 888 - - 1035 - - 341
HCM Lane V/C Ratio 0.095 0.078 - - 0.026 - - 0.319
HCM Control Delay (s) 15.6 9.4 - - 8.6 - - 20.4
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q(veh) 0.3 0.3 - - 0.1 - - 1.3
HCM 6th TWSC
9: Ashdale St & Cerritos Ave 04/27/2022
Stanton Town Center Existing AM Peak Hour 2:04 pm 01/26/2022 City of Stanton, CA Synchro 11 Report QS Page 4
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 512 10 8 16 624 6 8 0 19 11 0 10
Future Vol, veh/h 4 512 10 8 16 624 6 8 0 19 11 0 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - - None - - None - - None
Storage Length 100 - - - 95 - - - - - - - -
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 557 11 9 17 678 7 9 0 21 12 0 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 685 0 0 567 568 0 0 962 1308 284 1021 1310 343 Stage 1 - - - - - - - 571 571 - 734 734 -
Stage 2 - - - - - - - 391 737 - 287 576 -
Critical Hdwy 4.14 - - 6.44 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.52 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 904 - - 628 1000 - - 210 158 713 191 158 653 Stage 1 - - - - - - - 473 503 - 378 424 -
Stage 2 - - - - - - - 605 423 - 696 500 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 904 - - 825 825 - - 201 152 713 180 152 653 Mov Cap-2 Maneuver - - - - - - - 201 152 - 180 152 -
Stage 1 - - - - - - - 471 501 - 376 410 -
Stage 2 - - - - - - - 576 409 - 673 498 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.3 14.6 19.3

HCM LOS B C
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 406 904 - - 825 - - 275
HCM Lane V/C Ratio 0.072 0.005 - - 0.032 - - 0.083
HCM Control Delay (s) 14.6 9 - - 9.5 - - 19.3
HCM Lane LOS B A - - A - - C
HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.3
HCM 6th TWSC
11: Dale Ave & Standustrial St 04/27/2022
Stanton Town Center Existing AM Peak Hour 2:04 pm 01/26/2022 City of Stanton, CA Synchro 11 Report QS Page 5
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 7 17 321 456 18
Future Vol, veh/h 6 7 17 321 456 18
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 100 - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 7 8 18 349 496 20
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 717 258 516 0 - 0
Stage 1 506 - - - - -
Stage 2 211 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver364 741 1046 - - -
Stage 1 571 - - - - -
Stage 2 804 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver358 741 1046 - - -
Mov Cap-2 Maneuver454 - - - - -
Stage 1 561 - - - - -
Stage 2 804 - - - - -
Approach EB NB SB
HCM Control Delay, s11.3 0.4 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR
Capacity (veh/h) 1046 - 454 741 - -
HCM Lane V/C Ratio 0.018 - 0.014 0.01 - -
HCM Control Delay (s) 8.5 - 13 9.9 - -
HCM Lane LOS A - B A - -
HCM 95th %tile Q(veh) 0.1 - 0 0 - -
HCM 6th TWSC
12: Katella Ave & Court Ave 04/27/2022
Stanton Town Center Existing AM Peak Hour 2:04 pm 01/26/2022 City of Stanton, CA Synchro 11 Report QS Page 6
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 929 929 1 4 3
Future Vol, veh/h 1 929 929 1 4 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 1010 1010 1 4 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1011 0 - 0 1417 506
Stage 1 - - - - 1011 -
Stage 2 - - - - 406 -
Critical Hdwy 5.34 - - - 5.74 7.14
Critical Hdwy Stg 1 - - - - 6.64 -
Critical Hdwy Stg 2 - - - - 6.04 -
Follow-up Hdwy 3.12 - - - 3.82 3.92
Pot Cap-1 Maneuver 387 - - - 190 438
Stage 1 - - - - 238 -
Stage 2 - - - - 587 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 387 - - - 189 438
Mov Cap-2 Maneuver - - - - 212 -
Stage 1 - - - - 237 -
Stage 2 - - - - 587 -
Approach EB WB SB
HCM Control Delay, s 0 0 18.6

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 387 - - - 272
HCM Lane V/C Ratio 0.003 - - - 0.028
HCM Control Delay (s) 14.3 - - - 18.6
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th TWSC
6: Rose St & Cerritos Ave 04/27/2022
Stanton Town Center Existing PM Peak Hour 4:13 pm 03/14/2022 City of Stanton, CA Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 672 14 9 546 23 17
Future Vol, veh/h 672 14 9 546 23 17
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 75 - - 0 50
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 730 15 10 593 25 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 745 0 1047 365
Stage 1 - - - - 730 -
Stage 2 - - - - 317 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 859 - 224 632
Stage 1 - - - - 438 -
Stage 2 - - - - 711 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 859 - 220 632
Mov Cap-2 Maneuver - - - - 220 -
Stage 1 - - - - 438 -
Stage 2 - - - - 699 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 18.1

HCM LOS C
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 220 632 - - 859 -
HCM Lane V/C Ratio 0.114 0.029 - - 0.011 -
HCM Control Delay (s) 23.5 10.9 - - 9.2 0.1
HCM Lane LOS C B - - A A
HCM 95th %tile Q(veh) 0.4 0.1 - - 0 -
HCM 6th TWSC
7: Court Ave & Cerritos Ave 04/27/2022
Stanton Town Center Existing PM Peak Hour 4:13 pm 03/14/2022 City of Stanton, CA Synchro 11 Report

Page 2 ends

Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 656 10 3 13 540 8 14
Future Vol, veh/h 656 10 3 13 540 8 14
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - None - - None - None
Storage Length - - - 85 - 0 -
Veh in Median Storage, #0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2
Mvmt Flow 713 11 3 14 587 9 15
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 724 724 0 1047 362
Stage 1 - - - - - 719 -
Stage 2 - - - - - 328 -
Critical Hdwy - - 6.44 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - - 5.84 -
Critical Hdwy Stg 2 - - - - - 5.84 -
Follow-up Hdwy - - 2.52 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 499 874 - 224 635
Stage 1 - - - - - 444 -
Stage 2 - - - - - 702 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 761 761 - 219 635
Mov Cap-2 Maneuver - - - - - 219 -
Stage 1 - - - - - 444 -
Stage 2 - - - - - 687 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 15.2

HCM LOS C
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 376 - - 761 -
HCM Lane V/C Ratio 0.064 - - 0.023 -
HCM Control Delay (s) 15.2 - - 9.8 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.2 - - 0.1 -
HCM 6th TWSC
8: Fern Ave & Cerritos Ave 04/27/2022
Stanton Town Center Existing PM Peak Hour 4:13 pm 03/14/2022 City of Stanton, CA Synchro 11 Report

Page 3 ends

Intersection
Int Delay, s/veh 2.8
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 65 605 11 20 487 41 19 3 33 19 1 75 Future Vol, veh/h 11 65 605 11 20 487 41 19 3 33 19 1 75 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 50 - - 95 - - - - - - - -
Veh in Median Storage, #- - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 71 658 12 22 529 45 21 3 36 21 1 82
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 574 574 0 0 670 0 0 1139 1448 335 1093 1432 287 Stage 1 - - - - - - - 830 830 - 596 596 -
Stage 2 - - - - - - - 309 618 - 497 836 -
Critical Hdwy 6.44 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.52 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver621 995 - - 916 - - 156 130 661 169 133 710 Stage 1 - - - - - - - 331 383 - 457 490 -
Stage 2 - - - - - - - 676 479 - 523 381 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver893 893 - - 916 - - 125 115 661 143 118 710 Mov Cap-2 Maneuver - - - - - - - 125 115 - 143 118 -
Stage 1 - - - - - - - 300 347 - 414 478 -
Stage 2 - - - - - - - 583 468 - 444 346 -
Approach EB WB NB SB
HCM Control Delay, s 1 0.3 24.8 17.7

HCM LOS C C
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 241 893 - - 916 - - 385
HCM Lane V/C Ratio 0.248 0.093 - - 0.024 - - 0.268
HCM Control Delay (s) 24.8 9.4 - - 9 - - 17.7
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q(veh) 0.9 0.3 - - 0.1 - - 1.1
HCM 6th TWSC
9: Ashdale St & Cerritos Ave 04/27/2022
Stanton Town Center Existing PM Peak Hour 4:13 pm 03/14/2022 City of Stanton, CA Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0.7
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 11 637 1 3 499 12 9 0 1 10 1 10
Future Vol, veh/h 5 11 637 1 3 499 12 9 0 1 10 1 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 100 - - 95 - - - - - - - -
Veh in Median Storage, #- - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 12 692 1 3 542 13 10 0 1 11 1 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 555 555 0 0 693 0 0 1005 1288 347 935 1282 278 Stage 1 - - - - - - - 727 727 - 555 555 -
Stage 2 - - - - - - - 278 561 - 380 727 -
Critical Hdwy 6.44 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.52 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver639 1011 - - 898 - - 196 163 649 220 164 719 Stage 1 - - - - - - - 381 427 - 484 511 -
Stage 2 - - - - - - - 705 508 - 614 427 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver850 850 - - 898 - - 189 159 649 216 160 719 Mov Cap-2 Maneuver - - - - - - - 189 159 - 216 160 -
Stage 1 - - - - - - - 373 418 - 474 509 -
Stage 2 - - - - - - - 691 506 - 601 418 -
Approach EB WB NB SB
HCM Control Delay, s0.2 0.1 23.7 17.3

HCM LOS C C
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 203 850 - - 898 - - 316
HCM Lane V/C Ratio 0.054 0.02 - - 0.004 - - 0.072
HCM Control Delay (s) 23.7 9.3 - - 9 - - 17.3
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2
HCM 6th TWSC
11: Dale Ave & Standustrial St 04/27/2022
Stanton Town Center Existing PM Peak Hour 4:13 pm 03/14/2022 City of Stanton, CA Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 13 7 487 470 4
Future Vol, veh/h 9 13 7 487 470 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 100 - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 10 14 8 529 511 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 794 258 515 0 - 0
Stage 1 513 - - - - -
Stage 2 281 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver325 741 1047 - - -
Stage 1 566 - - - - -
Stage 2 741 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver322 741 1047 - - -
Mov Cap-2 Maneuver433 - - - - -
Stage 1 561 - - - - -
Stage 2 741 - - - - -
Approach EB NB SB
HCM Control Delay, s11.4 0.1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR
Capacity (veh/h) 1047 - 433 741 - -
HCM Lane V/C Ratio 0.007 - 0.023 0.019 - -
HCM Control Delay (s) 8.5 - 13.5 10 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0 - 0.1 0.1 - -
HCM 6th TWSC
12: Katella Ave & Court Ave 04/27/2022
Stanton Town Center Existing PM Peak Hour 4:13 pm 03/14/2022 City of Stanton, CA Synchro 11 Report

Page 6 ends

Intersection
Int Delay, s/veh 0.1
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 2 1054 969 1 7 4
Future Vol, veh/h 1 2 1054 969 1 7 4
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length - 100 - - - 0 -
Veh in Median Storage, #- - 0 0 - 0 -
Grade, % - - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2
Mvmt Flow 1 2 1146 1053 1 8 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 770 1054 0 - 0 1518 527
Stage 1 - - - - - 1054 -
Stage 2 - - - - - 464 -
Critical Hdwy 5.64 5.34 - - - 5.74 7.14
Critical Hdwy Stg 1 - - - - - 6.64 -
Critical Hdwy Stg 2 - - - - - 6.04 -
Follow-up Hdwy 2.32 3.12 - - - 3.82 3.92
Pot Cap-1 Maneuver589 369 - - - 169 424
Stage 1 - - - - - 224 -
Stage 2 - - - - - 548 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver420 420 - - - 168 424
Mov Cap-2 Maneuver - - - - - 197 -
Stage 1 - - - - - 222 -
Stage 2 - - - - - 548 -
Approach EB WB SB
HCM Control Delay, s 0 0 20.4

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 420 - - - 245
HCM Lane V/C Ratio 0.008 - - - 0.049
HCM Control Delay (s) 13.6 - - - 20.4
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0 - - - 0.2
HCM 6th TWSC
12: Katella Ave & Court Ave 04/27/2022
Stanton Town Center Existing PM Peak Hour 4:13 pm 03/14/2022 City of Stanton, CA Synchro 11 Report

Page 6 ends

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 420 - - - 245
HCM Lane V/C Ratio 0.008 - - - 0.049
HCM Control Delay (s) 13.6 - - - 20.4
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0 - - - 0.2
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Appendix C – ICU Spreadsheets, HCM Reports, Synchro and SimTraffic Reports – Existing Plus Project Conditions
Intersection #1
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 244 1 1.00 0.15
Comb. L-T 0
EB Thru 384 1 1.45 0.17
Comb. T-R 1
EB Right 144 0 0.55 0.17
Comb. L-T-R 0
WB Left 251 1 1.00 0.16
Comb. L-T 0
WB Thru 325 1 1.42 0.14
Comb. T-R 1
WB Right 134 0 0.58 0.14
Comb. L-T-R 0
NB Left 116 1 1.00 0.07
Comb. L-T 0
NB Thru 1429 3 3.75 0.24
Comb. T-R 1
NB Right 94 0 0.25 0.24
Comb. L-T-R 0
SB Left 114 1 1.00 0.07
Comb. L-T 0
SB Thru 2156 3 3.78 0.36
Comb. T-R 1
SB Right 128 0 0.22 0.36
Comb. L-T-R 0

0.32 0.43

0.75 Lost Time
V/C
Level of Service
AM Existing + Project
Cerritos Ave
Beach Blvd
Critical Volumes
E-W:

N-S:

D
Total:

0.80 0.05
Intersection #1
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 223 1 1.00 0.14
Comb. L-T 0
EB Thru 450 1 1.51 0.19
Comb. T-R 1
EB Right 146 0 0.49 0.19
Comb. L-T-R 0
WB Left 259 1 1.00 0.16
Comb. L-T 0
WB Thru 318 1 1.42 0.14
Comb. T-R 1
WB Right 131 0 0.58 0.14
Comb. L-T-R 0
NB Left 171 1 1.00 0.11
Comb. L-T 0
NB Thru 2051 3 3.68 0.35
Comb. T-R 1
NB Right 179 0 0.32 0.35
Comb. L-T-R 0
SB Left 152 1 1.00 0.10
Comb. L-T 0
SB Thru 1839 3 3.73 0.31
Comb. T-R 1
SB Right 131 0 0.27 0.31
Comb. L-T-R 0

0.35 0.44

0.79 Lost Time
V/C
Level of Service
PM Existing + Project
Cerritos Ave
Beach Blvd
Critical Volumes
E-W:

N-S:

Total:

0.05 D

0.84 Intersection #5
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 163 2 2.00 0.06
Comb. L-T 0
EB Thru 481 3 3.00 0.10
Comb. T-R 0
EB Right 133 1 1.00 0.08
Comb. L-T-R 0
WB Left 231 2 2.00 0.08
Comb. L-T 0
WB Thru 585 3 3.00 0.12
Comb. T-R 0
WB Right 133 1 1.00 0.08
Comb. L-T-R 0
NB Left 275 2 2.00 0.10
Comb. L-T 0
NB Thru 1335 3 3.32 0.25
Comb. T-R 1
NB Right 275 0 0.68 0.25
Comb. L-T-R 0
SB Left 263 2 2.00 0.09
Comb. L-T 0
SB Thru 2182 3 3.60 0.38
Comb. T-R 1
SB Right 245 0 0.40 0.38
Comb. L-T-R 0

0.18 0.47

0.66 Lost Time
V/C
Level of Service C

0.71 0.05
Critical Volumes
E-W:

N-S:

Total:

AM Existing + Project
Katella Ave
Beach Blvd
Intersection #5
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 303 2 2.00 0.11
Comb. L-T 0
EB Thru 688 3 3.00 0.14
Comb. T-R 0
EB Right 210 1 1.00 0.13
Comb. L-T-R 0
WB Left 253 2 2.00 0.09
Comb. L-T 0
WB Thru 564 3 3.00 0.12
Comb. T-R 0
WB Right 169 1 1.00 0.11
Comb. L-T-R 0
NB Left 310 2 2.00 0.11
Comb. L-T 0
NB Thru 1938 3 3.60 0.34
Comb. T-R 1
NB Right 217 0 0.40 0.34
Comb. L-T-R 0
SB Left 225 2 2.00 0.08
Comb. L-T 0
SB Thru 1750 3 3.63 0.30
Comb. T-R 1
SB Right 177 0 0.37 0.30
Comb. L-T-R 0

0.23 0.41

0.65 Lost Time
V/C
Level of Service
PM Existing + Project
Katella Ave
Beach Blvd
Critical Volumes
E-W:

N-S:

Total:

0.05 B

0.70 Intersection #10
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 88 1 1.00 0.06
Comb. L-T 0
EB Thru 516 1 1.59 0.20
Comb. T-R 1
EB Right 134 0 0.41 0.20
Comb. L-T-R 0
WB Left 78 1 1.00 0.05
Comb. L-T 0
WB Thru 467 1 1.64 0.18
Comb. T-R 1
WB Right 103 0 0.36 0.18
Comb. L-T-R 0
NB Left 93 1 1.00 0.06
Comb. L-T 0
NB Thru 209 1 1.63 0.08
Comb. T-R 1
NB Right 47 0 0.37 0.08
Comb. L-T-R 0
SB Left 131 1 1.00 0.08
Comb. L-T 0
SB Thru 297 1 1.26 0.15
Comb. T-R 1
SB Right 175 0 0.74 0.15
Comb. L-T-R 0

0.25 0.21

0.46 Lost Time
V/C
Level of Service A

0.51 0.05
Critical Volumes
E-W:

N-S:

Total:

AM Existing + Project
Cerritos Ave
Dale Ave
Intersection #10
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 83 1 1.00 0.05
Comb. L-T 0
EB Thru 552 1 1.64 0.21
Comb. T-R 1
EB Right 122 0 0.36 0.21
Comb. L-T-R 0
WB Left 53 1 1.00 0.03
Comb. L-T 0
WB Thru 493 1 1.76 0.17
Comb. T-R 1
WB Right 66 0 0.24 0.17
Comb. L-T-R 0
NB Left 197 1 1.00 0.12
Comb. L-T 0
NB Thru 366 1 1.64 0.14
Comb. T-R 1
NB Right 79 0 0.36 0.14
Comb. L-T-R 0
SB Left 81 1 1.00 0.05
Comb. L-T 0
SB Thru 337 1 1.61 0.13
Comb. T-R 1
SB Right 81 0 0.39 0.13
Comb. L-T-R 0

0.24 0.25

0.50 Lost Time
V/C
Level of Service
PM Existing + Project
Cerritos Ave
Dale Ave
Critical Volumes
E-W:

N-S:

Total:

0.05 A

0.55 SimTraffic Simulation Summary
04/13/2022
Stanton Town Center Existing+Project AM SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 7:25 7:25 7:25 7:25 7:25 7:25 7:25
End Time 8:30 8:30 8:30 8:30 8:30 8:30 8:30
Total Time (min) 65 65 65 65 65 65 65
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1 1
Vehs Entered 10220 10325 10056 10294 10197 10360 10099
Vehs Exited 10096 10242 9960 10219 10066 10256 10059
Starting Vehs 101 108 121 146 120 119 120
Ending Vehs 225 191 217 221 251 223 160
Travel Distance (mi) 2776 2828 2731 2826 2758 2809 2756 Travel Time (hr) 243.5 225.4 254.8 303.6 292.7 241.7 285.9 Total Delay (hr) 148.4 128.6 161.5 206.8 198.3 145.6 191.6 Total Stops 1173 1087 1246 1430 1389 1040 1172
Fuel Used (gal) 119.3 116.3 120.9 134.8 130.7 119.1 128.3 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 7:25 7:25 7:25 7:25
End Time 8:30 8:30 8:30 8:30
Total Time (min) 65 65 65 65
Time Recorded (min) 60 60 60 60
# of Intervals 2 2 2 2
# of Recorded Intervals 1 1 1 1
Vehs Entered 10277 10167 10273 10225
Vehs Exited 10229 10088 10194 10144
Starting Vehs 137 119 133 118
Ending Vehs 185 198 212 202
Travel Distance (mi) 2808 2769 2796 2786
Travel Time (hr) 310.6 244.3 297.1 269.9
Total Delay (hr) 214.7 149.5 201.4 174.6
Total Stops 1319 1573 1459 1288
Fuel Used (gal) 135.8 120.2 132.3 125.8
Interval #0 Information Seeding
Start Time 7:25
End Time 7:30
Total Time (min) 5
Volumes adjusted by Growth Factors.

No data recorded this interval.

SimTraffic Simulation Summary
04/13/2022
Stanton Town Center Existing+Project AM SimTraffic Report

Page 2 ends

Interval #1 Information Recording
Start Time 7:30
End Time 8:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 10220 10325 10056 10294 10197 10360 10099
Vehs Exited 10096 10242 9960 10219 10066 10256 10059
Starting Vehs 101 108 121 146 120 119 120
Ending Vehs 225 191 217 221 251 223 160
Travel Distance (mi) 2776 2828 2731 2826 2758 2809 2756 Travel Time (hr) 243.5 225.4 254.8 303.6 292.7 241.7 285.9 Total Delay (hr) 148.4 128.6 161.5 206.8 198.3 145.6 191.6 Total Stops 1173 1087 1246 1430 1389 1040 1172
Fuel Used (gal) 119.3 116.3 120.9 134.8 130.7 119.1 128.3 Interval #1 Information Recording
Start Time 7:30
End Time 8:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 10277 10167 10273 10225
Vehs Exited 10229 10088 10194 10144
Starting Vehs 137 119 133 118
Ending Vehs 185 198 212 202
Travel Distance (mi) 2808 2769 2796 2786
Travel Time (hr) 310.6 244.3 297.1 269.9
Total Delay (hr) 214.7 149.5 201.4 174.6
Total Stops 1319 1573 1459 1288
Fuel Used (gal) 135.8 120.2 132.3 125.8
SimTraffic Performance Report
04/13/2022
Stanton Town Center Existing+Project AM SimTraffic Report

Page 3 ends

2: Beach Blvd & Main St Performance by movement
Movement EBL EBT EBR WBL WBR NBU NBL NBT NBR SBU SBL SBT Denied Delay (hr) 0.2 0.2 36.1 4.6 13.8 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Denied Del/Veh (s) 658.7 872.3 684.3 855.2 0.0 0.0 0.0 0.0 1.6 1.6 0.1 Total Delay (hr) 0.0 0.4 12.9 9.1 9.1 4.1 9.7 2.4 0.0 0.7 0.7 0.3 Total Del/Veh (s) 1566.3 663.1 2980.8 1643.7 994.3 898.3 5.7 0.3 115.9 73.6 0.4 Stop Delay (hr) 0.0 0.4 13.0 9.1 9.1 4.1 9.7 1.4 0.0 0.7 0.7 0.0 Stop Del/Veh (s) 1567.3 668.0 2977.6 1640.2 996.0 898.7 3.4 0.0 115.7 71.9 0.0 Total Stops 0 0 30 9 23 16 38 277 0 21 34 9
Stop/Veh 0.00 0.43 0.82 1.15 1.07 0.97 0.19 0.00 0.95 0.97 0.00 Travel Dist (mi) 0.0 0.0 3.8 0.5 1.1 1.5 3.6 170.3 3.6 1.2 2.0 142.8 Travel Time (hr) 0.2 0.6 49.2 13.7 23.0 4.2 9.9 8.1 0.1 0.8 0.8 5.2 Vehicles Entered 0 1 64 9 19 15 37 1480 32 22 35 2460
Vehicles Exited 0 0 55 0 8 9 24 1477 32 21 34 2460
Hourly Exit Rate 0 0 55 0 8 9 24 1477 32 21 34 2460
Input Volume 1 1 146 24 57 17 43 1533 34 23 36 2454
% of Volume 0 0 38 0 14 53 56 96 94 91 94 100
2: Beach Blvd & Main St Performance by movement
Movement SBR All
Denied Delay (hr) 0.0 54.9
Denied Del/Veh (s) 0.1 45.8
Total Delay (hr) 0.0 49.5
Total Del/Veh (s) 0.1 42.4
Stop Delay (hr) 0.0 48.4
Stop Del/Veh (s) 0.0 41.4
Total Stops 0 457
Stop/Veh 0.00 0.11
Travel Dist (mi) 0.5 331.1
Travel Time (hr) 0.0 115.7
Vehicles Entered 8 4182
Vehicles Exited 8 4128
Hourly Exit Rate 8 4128
Input Volume 9 4378
% of Volume 89 94
SimTraffic Performance Report
04/13/2022
Stanton Town Center Existing+Project AM SimTraffic Report

Page 4 ends

3: Beach Blvd & Pacific St Performance by movement
Movement EBL EBR WBL WBR NBT NBR SBU SBL SBT SBR All
Denied Delay (hr) 0.0 3.2 9.4 9.5 0.0 0.0 0.0 0.0 0.0 0.0 22.1 Denied Del/Veh (s) 168.1 940.6 873.2 0.0 0.0 0.0 0.0 0.0 0.0 18.6 Total Delay (hr) 0.2 2.2 10.2 9.5 3.4 0.0 0.1 0.2 0.5 0.0 26.3 Total Del/Veh (s) 130.7 2443.1 1908.3 7.7 0.3 78.7 42.5 0.7 0.2 22.2 Stop Delay (hr) 0.2 2.2 10.2 9.5 2.4 0.0 0.1 0.2 0.0 0.0 24.8 Stop Del/Veh (s) 129.9 2443.3 1909.1 5.5 0.0 78.5 40.6 0.0 0.0 21.0 Total Stops 0 59 9 13 254 0 5 15 0 0 355
Stop/Veh 0.98 0.60 0.72 0.16 0.00 0.83 0.88 0.00 0.00 0.08 Travel Dist (mi) 0.0 3.2 0.7 0.9 218.1 4.7 0.6 1.9 291.6 0.9 522.5 Travel Time (hr) 0.2 5.5 19.6 19.0 10.7 0.2 0.2 0.3 10.4 0.0 66.1 Vehicles Entered 0 59 12 15 1564 33 5 16 2519 8 4231
Vehicles Exited 0 55 4 7 1558 33 5 16 2520 8 4206
Hourly Exit Rate 0 55 4 7 1558 33 5 16 2520 8 4206
Input Volume 1 72 39 39 1587 32 6 16 2637 8 4437
% of Volume 0 76 10 18 98 103 83 100 96 100 95
4: Beach Blvd & Central Ave/Grand Ave Performance by movement Movement EBL EBR WBL WBR NBU NBL NBT NBR SBL SBT SBR All Denied Delay (hr) 1.8 6.1 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 8.0 Denied Del/Veh (s) 728.2 784.0 0.1 0.1 1.8 2.0 0.1 0.2 0.0 0.0 0.0 6.8 Total Delay (hr) 3.0 5.7 0.3 0.3 0.2 0.5 0.1 0.0 0.1 0.7 0.0 11.0 Total Del/Veh (s) 2165.1 1567.4 979.4 186.3 396.6 231.2 0.2 0.0 23.6 1.0 0.5 9.3 Stop Delay (hr) 3.0 5.7 0.3 0.3 0.2 0.5 0.0 0.0 0.1 0.0 0.0 10.1 Stop Del/Veh (s) 2164.3 1567.5 977.6 186.9 397.4 230.0 0.0 0.0 21.0 0.0 0.0 8.6 Total Stops 4 9 1 6 2 8 2 0 17 2 0 51
Stop/Veh 0.80 0.69 1.00 1.00 1.00 1.00 0.00 0.00 0.85 0.00 0.00 0.01 Travel Dist (mi) 0.1 0.4 0.1 0.3 0.1 0.3 66.0 0.2 2.6 338.7 3.2 412.0 Travel Time (hr) 4.8 11.8 0.3 0.3 0.2 0.5 2.4 0.0 0.2 12.2 0.1 32.9 Vehicles Entered 5 12 1 6 2 8 1589 5 19 2535 24 4206
Vehicles Exited 1 6 1 6 2 8 1589 5 20 2537 24 4199
Hourly Exit Rate 1 6 1 6 2 8 1589 5 20 2537 24 4199
Input Volume 9 27 2 5 2 9 1604 5 20 2701 27 4411
% of Volume 11 22 50 120 100 89 99 100 100 94 89 95
SimTraffic Performance Report
04/13/2022
Stanton Town Center Existing+Project AM SimTraffic Report

Page 5 ends

Total Zone Performance
Denied Delay (hr) 85.0
Denied Del/Veh (s) 66.9
Total Delay (hr) 86.8
Total Del/Veh (s) 1523.6
Stop Delay (hr) 83.3
Stop Del/Veh (s) 1462.7
Total Stops 863
Stop/Veh 4.21
Travel Dist (mi) 1265.6
Travel Time (hr) 214.8
Vehicles Entered 4357
Vehicles Exited 50
Hourly Exit Rate 50
Input Volume 13226
% of Volume 0
Queuing and Blocking Report
04/13/2022
Stanton Town Center Existing+Project AM SimTraffic Report

Page 6 ends

Intersection: 2: Beach Blvd & Main St
Movement EB WB WB NB NB NB NB NB SB SB SB SB
Directions Served LTR LT R UL T T T TR UL T T T
Maximum Queue (ft) 366 495 97 230 563 569 490 10 161 187 32 2 Average Queue (ft) 310 402 9 188 347 233 61 0 56 19 1 0 95th Queue (ft) 449 642 53 282 724 638 318 5 126 111 28 2 Link Distance (ft) 341 488 546 546 546 546 296 296 296
Upstream Blk Time (%) 77 69 24 1 0 0 0
Queuing Penalty (veh) 0 0 96 4 0 0 0
Storage Bay Dist (ft) 55 125 145
Storage Blk Time (%) 97 2 82 0 4 0
Queuing Penalty (veh) 55 0 308 0 25 0
Intersection: 2: Beach Blvd & Main St
Movement SB
Directions Served TR
Maximum Queue (ft) 1
Average Queue (ft) 0
95th Queue (ft) 1
Link Distance (ft) 296
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Beach Blvd & Pacific St
Movement EB WB WB NB NB NB NB SB
Directions Served LTR LTR R T T T TR UL
Maximum Queue (ft) 161 504 82 328 313 155 4 63
Average Queue (ft) 77 442 8 90 79 23 0 18
95th Queue (ft) 228 601 57 325 299 134 3 50
Link Distance (ft) 293 484 646 646 646 646
Upstream Blk Time (%) 14 76
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 65 145
Storage Blk Time (%) 100 0
Queuing Penalty (veh) 19 0
Queuing and Blocking Report
04/13/2022
Stanton Town Center Existing+Project AM SimTraffic Report

Page 7 ends

Intersection: 4: Beach Blvd & Central Ave/Grand Ave
Movement EB WB NB NB NB SB SB SB SB SB
Directions Served LTR LTR UL T T UL T T T TR
Maximum Queue (ft) 257 58 53 55 6 48 12 8 10 5
Average Queue (ft) 199 12 13 4 0 13 0 0 0 0
95th Queue (ft) 315 54 48 36 3 39 7 5 6 4
Link Distance (ft) 249 243 206 206 646 646 646 646
Upstream Blk Time (%) 66
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 70 160
Storage Blk Time (%) 5 0
Queuing Penalty (veh) 22 0
Zone Summary
Zone wide Queuing Penalty: 530
SimTraffic Simulation Summary
04/15/2022
Stanton Town Center Existing+Project PM SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 4:25 4:25 4:25 4:25 4:25 4:25 4:25
End Time 5:30 5:30 5:30 5:30 5:30 5:30 5:30
Total Time (min) 65 65 65 65 65 65 65
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1 1
Vehs Entered 10737 10889 10889 10928 10813 10792 10871
Vehs Exited 10639 10765 10830 10897 10752 10629 10844
Starting Vehs 124 140 136 128 126 115 125
Ending Vehs 222 264 195 159 187 278 152
Travel Distance (mi) 2878 2928 2939 2970 2920 2873 2942 Travel Time (hr) 384.2 467.5 416.0 333.3 429.7 460.3 374.9 Total Delay (hr) 285.7 367.3 315.3 231.3 329.4 361.7 273.9 Total Stops 2098 1622 1234 1423 1401 1831 985
Fuel Used (gal) 156.7 176.6 164.6 145.9 166.7 173.0 154.8 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 4:25 4:25 4:25 4:25
End Time 5:30 5:30 5:30 5:30
Total Time (min) 65 65 65 65
Time Recorded (min) 60 60 60 60
# of Intervals 2 2 2 2
# of Recorded Intervals 1 1 1 1
Vehs Entered 11055 10982 10687 10861
Vehs Exited 10946 10895 10628 10782
Starting Vehs 160 130 140 127
Ending Vehs 269 217 199 211
Travel Distance (mi) 2982 2985 2847 2927
Travel Time (hr) 369.0 299.2 438.9 397.3
Total Delay (hr) 266.9 197.0 341.4 297.0
Total Stops 1524 1763 1347 1518
Fuel Used (gal) 154.6 138.6 166.9 159.8
Interval #0 Information Seeding
Start Time 4:25
End Time 4:30
Total Time (min) 5
Volumes adjusted by Growth Factors.

No data recorded this interval.

SimTraffic Simulation Summary
04/15/2022
Stanton Town Center Existing+Project PM SimTraffic Report

Page 2 ends

Interval #1 Information Recording
Start Time 4:30
End Time 5:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 10737 10889 10889 10928 10813 10792 10871
Vehs Exited 10639 10765 10830 10897 10752 10629 10844
Starting Vehs 124 140 136 128 126 115 125
Ending Vehs 222 264 195 159 187 278 152
Travel Distance (mi) 2878 2928 2939 2970 2920 2873 2942 Travel Time (hr) 384.2 467.5 416.0 333.3 429.7 460.3 374.9 Total Delay (hr) 285.7 367.3 315.3 231.3 329.4 361.7 273.9 Total Stops 2098 1622 1234 1423 1401 1831 985
Fuel Used (gal) 156.7 176.6 164.6 145.9 166.7 173.0 154.8 Interval #1 Information Recording
Start Time 4:30
End Time 5:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 11055 10982 10687 10861
Vehs Exited 10946 10895 10628 10782
Starting Vehs 160 130 140 127
Ending Vehs 269 217 199 211
Travel Distance (mi) 2982 2985 2847 2927
Travel Time (hr) 369.0 299.2 438.9 397.3
Total Delay (hr) 266.9 197.0 341.4 297.0
Total Stops 1524 1763 1347 1518
Fuel Used (gal) 154.6 138.6 166.9 159.8
SimTraffic Performance Report
04/15/2022
Stanton Town Center Existing+Project PM SimTraffic Report

Page 3 ends

2: Beach Blvd & Main St Performance by movement
Movement EBL EBR WBL WBR NBU NBL NBT NBR SBU SBL SBT SBR Denied Delay (hr) 0.0 0.4 3.9 13.7 0.0 0.0 0.0 0.0 0.9 4.3 134.3 2.2 Denied Del/Veh (s) 56.9 744.5 703.8 0.0 0.0 0.0 0.0 261.2 264.5 250.9 260.5 Total Delay (hr) 0.2 2.2 6.3 11.4 2.6 5.5 1.3 0.0 2.0 7.5 2.5 0.0 Total Del/Veh (s) 326.8 2836.4 1362.9 203.8 168.6 2.1 0.6 718.1 536.6 5.7 1.2 Stop Delay (hr) 0.2 2.2 6.3 11.3 2.6 5.4 0.4 0.0 2.0 7.5 1.8 0.0 Stop Del/Veh (s) 325.9 2833.7 1360.8 201.3 164.7 0.6 0.0 721.4 538.2 3.9 0.1 Total Stops 0 23 6 32 30 76 112 0 7 32 83 0
Stop/Veh 0.96 0.75 1.07 0.65 0.65 0.05 0.00 0.70 0.64 0.05 0.00 Travel Dist (mi) 0.0 1.4 0.4 1.9 5.1 13.0 260.2 7.0 0.5 2.5 93.1 1.4 Travel Time (hr) 0.2 2.7 10.2 25.1 2.8 6.0 10.1 0.3 2.9 11.9 140.0 2.2 Vehicles Entered 0 24 6 29 45 112 2258 60 10 48 1603 24 Vehicles Exited 0 20 0 15 44 114 2259 60 8 40 1599 24
Hourly Exit Rate 0 20 0 15 44 114 2259 60 8 40 1599 24
Input Volume 1 26 20 73 42 119 2343 62 12 58 1945 27
% of Volume 0 77 0 21 105 96 96 97 67 69 82 89
2: Beach Blvd & Main St Performance by movement
Movement All
Denied Delay (hr) 159.7
Denied Del/Veh (s) 124.5
Total Delay (hr) 41.5
Total Del/Veh (s) 35.2
Stop Delay (hr) 39.5
Stop Del/Veh (s) 33.5
Total Stops 401
Stop/Veh 0.09
Travel Dist (mi) 386.6
Travel Time (hr) 214.4
Vehicles Entered 4219
Vehicles Exited 4183
Hourly Exit Rate 4183
Input Volume 4728
% of Volume 88
SimTraffic Performance Report
04/15/2022
Stanton Town Center Existing+Project PM SimTraffic Report

Page 4 ends

3: Beach Blvd & Pacific St Performance by movement
Movement EBL EBR WBL WBR NBT NBR SBU SBL SBT SBR All
Denied Delay (hr) 0.1 3.4 8.3 11.5 0.3 0.0 0.0 0.1 0.7 0.0 24.5 Denied Del/Veh (s) 304.7 250.4 906.3 966.2 0.4 0.0 0.1 16.7 1.5 0.0 20.3 Total Delay (hr) 0.6 3.9 9.3 10.2 6.0 0.0 3.2 6.3 2.5 0.0 41.9 Total Del/Veh (s) 2148.1 371.0 2781.2 2438.3 8.7 0.6 1043.3 906.7 5.3 1.1 35.1 Stop Delay (hr) 0.6 3.9 9.3 10.2 4.5 0.0 3.2 6.3 1.5 0.0 39.5 Stop Del/Veh (s) 2146.0 370.3 2780.9 2437.8 6.6 0.0 1043.3 905.1 3.3 0.0 33.0 Total Stops 1 36 7 11 295 0 11 25 150 0 536
Stop/Veh 1.00 0.95 0.58 0.73 0.12 0.00 1.00 1.00 0.09 0.00 0.12 Travel Dist (mi) 0.0 1.9 0.5 0.7 341.6 4.9 1.1 2.4 191.6 0.7 545.4 Travel Time (hr) 0.7 7.4 17.6 21.7 17.9 0.2 3.2 6.5 9.7 0.0 84.9 Vehicles Entered 1 37 10 13 2467 35 10 24 1668 6 4271
Vehicles Exited 0 31 2 4 2463 35 7 15 1666 6 4229
Hourly Exit Rate 0 31 2 4 2463 35 7 15 1666 6 4229
Input Volume 2 53 32 40 2510 34 14 31 2027 8 4751
% of Volume 0 58 6 10 98 103 50 48 82 75 89
4: Beach Blvd & Central Ave/Grand Ave Performance by movement Movement EBL EBR WBR NBU NBL NBT NBR SBU SBL SBT SBR All Denied Delay (hr) 0.9 3.2 0.0 0.0 0.1 12.5 0.0 0.0 0.0 0.0 0.0 16.8 Denied Del/Veh (s) 413.8 329.9 0.1 10.9 18.0 18.4 13.4 0.1 0.1 0.0 0.0 14.1 Total Delay (hr) 1.7 3.8 0.5 0.3 0.4 1.4 0.0 0.3 0.3 0.7 0.0 9.2 Total Del/Veh (s) 749.9 425.5 59.6 87.1 66.9 2.1 0.2 155.9 130.3 1.4 1.3 7.8 Stop Delay (hr) 1.7 3.8 0.5 0.3 0.3 1.0 0.0 0.3 0.2 0.0 0.0 8.2 Stop Del/Veh (s) 751.6 427.9 59.9 87.2 65.4 1.5 0.0 155.3 127.9 0.0 0.1 6.9 Total Stops 4 20 30 8 14 53 0 7 6 1 0 143
Stop/Veh 0.50 0.62 0.97 0.73 0.74 0.02 0.00 1.00 0.86 0.00 0.00 0.03 Travel Dist (mi) 0.3 1.4 1.5 0.5 0.8 99.5 0.4 1.0 0.9 223.4 3.4 333.1 Travel Time (hr) 2.6 7.1 0.6 0.3 0.5 17.3 0.1 0.3 0.3 8.2 0.1 37.3 Vehicles Entered 7 31 30 11 18 2411 10 7 7 1685 26 4243 Vehicles Exited 7 28 29 11 18 2410 10 7 7 1685 26 4238
Hourly Exit Rate 7 28 29 11 18 2410 10 7 7 1685 26 4238 Input Volume 8 36 28 14 21 2449 10 9 10 2089 34 4708
% of Volume 88 78 104 79 86 98 100 78 70 81 76 90
SimTraffic Performance Report
04/15/2022
Stanton Town Center Existing+Project PM SimTraffic Report

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Total Zone Performance
Denied Delay (hr) 201.0
Denied Del/Veh (s) 145.9
Total Delay (hr) 92.6
Total Del/Veh (s) 1657.7
Stop Delay (hr) 87.2
Stop Del/Veh (s) 1561.3
Total Stops 1080
Stop/Veh 5.37
Travel Dist (mi) 1265.1
Travel Time (hr) 336.7
Vehicles Entered 4445
Vehicles Exited 47
Hourly Exit Rate 47
Input Volume 14187
% of Volume 0
Queuing and Blocking Report
04/15/2022
Stanton Town Center Existing+Project PM SimTraffic Report

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Intersection: 2: Beach Blvd & Main St
Movement EB WB WB NB NB NB NB NB SB SB SB SB
Directions Served LTR LT R UL T T T TR UL T T T
Maximum Queue (ft) 158 496 104 230 532 540 362 8 249 313 299 160 Average Queue (ft) 70 383 17 131 211 99 27 0 193 221 101 16 95th Queue (ft) 239 643 68 281 609 427 212 6 320 434 332 122 Link Distance (ft) 341 488 546 546 546 546 296 296 296
Upstream Blk Time (%) 8 63 18 1 0 55 4 0
Queuing Penalty (veh) 0 0 115 4 0 0 0 0
Storage Bay Dist (ft) 55 125 145
Storage Blk Time (%) 92 12 43 0 72 5
Queuing Penalty (veh) 67 2 244 0 349 3
Intersection: 2: Beach Blvd & Main St
Movement SB
Directions Served TR
Maximum Queue (ft) 51
Average Queue (ft) 3
95th Queue (ft) 48
Link Distance (ft) 296
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Beach Blvd & Pacific St
Movement EB WB WB NB NB NB NB SB SB SB SB SB
Directions Served LTR LTR R T T T TR UL T T T TR
Maximum Queue (ft) 212 499 46 454 436 405 206 219 490 475 422 258 Average Queue (ft) 115 440 6 124 107 74 21 149 216 119 52 13 95th Queue (ft) 301 611 42 499 456 375 193 284 600 466 300 149 Link Distance (ft) 293 484 646 646 646 646 546 546 546 546 Upstream Blk Time (%) 26 75 6 2 0 0 11 1 0 0
Queuing Penalty (veh) 0 0 39 15 2 0 58 6 2 0
Storage Bay Dist (ft) 65 145
Storage Blk Time (%) 99 0 53 0
Queuing Penalty (veh) 20 0 269 0
Queuing and Blocking Report
04/15/2022
Stanton Town Center Existing+Project PM SimTraffic Report

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Intersection: 4: Beach Blvd & Central Ave/Grand Ave
Movement EB WB NB NB NB NB NB SB SB SB SB
Directions Served LTR LTR UL T T T TR UL T T TR
Maximum Queue (ft) 250 98 73 122 78 55 29 88 2 26 13
Average Queue (ft) 138 21 20 27 18 11 2 19 0 1 1
95th Queue (ft) 299 75 69 137 113 84 33 64 2 25 9
Link Distance (ft) 249 243 206 206 206 206 646 646 646
Upstream Blk Time (%) 33 0 7 4 1 0
Queuing Penalty (veh) 0 0 0 0 0 0
Storage Bay Dist (ft) 70 160
Storage Blk Time (%) 4 8
Queuing Penalty (veh) 21 3
Zone Summary
Zone wide Queuing Penalty: 1221
HCM 6th TWSC
6: Rose St & Cerritos Ave 04/27/2022
Stanton Town Center Existing+Project AM 10:25 am 04/08/2022 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 567 10 6 572 24 5
Future Vol, veh/h 567 10 6 572 24 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 75 - - 0 50
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 616 11 7 622 26 5
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 627 0 941 308
Stage 1 - - - - 616 -
Stage 2 - - - - 325 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 951 - 262 688
Stage 1 - - - - 501 -
Stage 2 - - - - 705 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 951 - 259 688
Mov Cap-2 Maneuver - - - - 259 -
Stage 1 - - - - 501 -
Stage 2 - - - - 697 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 18.7

HCM LOS C
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 259 688 - - 951 -
HCM Lane V/C Ratio 0.101 0.008 - - 0.007 -
HCM Control Delay (s) 20.5 10.3 - - 8.8 0
HCM Lane LOS C B - - A A
HCM 95th %tile Q(veh) 0.3 0 - - 0 -
HCM 6th TWSC
7: Court Ave & Cerritos Ave 04/27/2022
Stanton Town Center Existing+Project AM 10:25 am 04/08/2022 Synchro 11 Report

Page 2 ends

Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 663 5 3 23 661 24 43
Future Vol, veh/h 663 5 3 23 661 24 43
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - None - - None - None
Storage Length - - - 85 - 0 -
Veh in Median Storage, #0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2
Mvmt Flow 721 5 3 25 718 26 47
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 726 726 0 1139 363
Stage 1 - - - - - 724 -
Stage 2 - - - - - 415 -
Critical Hdwy - - 6.44 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - - 5.84 -
Critical Hdwy Stg 2 - - - - - 5.84 -
Follow-up Hdwy - - 2.52 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 497 873 - 195 634
Stage 1 - - - - - 441 -
Stage 2 - - - - - 635 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 792 792 - 188 634
Mov Cap-2 Maneuver - - - - - 188 -
Stage 1 - - - - - 441 -
Stage 2 - - - - - 613 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 18.3

HCM LOS C
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 343 - - 792 -
HCM Lane V/C Ratio 0.212 - - 0.036 -
HCM Control Delay (s) 18.3 - - 9.7 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.8 - - 0.1 -
HCM 6th TWSC
8: Fern Ave & Cerritos Ave 04/27/2022
Stanton Town Center Existing+Project AM 10:25 am 04/08/2022 Synchro 11 Report

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Intersection
Int Delay, s/veh 3.2
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 61 663 24 30 624 71 16 2 33 26 2 72 Future Vol, veh/h 3 61 663 24 30 624 71 16 2 33 26 2 72 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 50 - - 95 - - - - - - - -
Veh in Median Storage, #- - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 66 721 26 33 678 77 17 2 36 28 2 78
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 755 755 0 0 747 0 0 1278 1693 374 1283 1668 378 Stage 1 - - - - - - - 872 872 - 783 783 -
Stage 2 - - - - - - - 406 821 - 500 885 -
Critical Hdwy 6.44 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.52 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver476 851 - - 857 - - 123 92 623 122 95 620 Stage 1 - - - - - - - 312 366 - 353 403 -
Stage 2 - - - - - - - 593 387 - 521 361 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver812 812 - - 857 - - 96 81 623 102 83 620 Mov Cap-2 Maneuver - - - - - - - 96 81 - 102 83 -
Stage 1 - - - - - - - 285 335 - 323 387 -
Stage 2 - - - - - - - 495 372 - 446 330 -
Approach EB WB NB SB
HCM Control Delay, s0.8 0.4 28.3 29.5

HCM LOS D D
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 209 812 - - 857 - - 253
HCM Lane V/C Ratio 0.265 0.086 - - 0.038 - - 0.43
HCM Control Delay (s) 28.3 9.8 - - 9.4 - - 29.5
HCM Lane LOS D A - - A - - D
HCM 95th %tile Q(veh) 1 0.3 - - 0.1 - - 2
HCM 6th TWSC
9: Ashdale St & Cerritos Ave 04/27/2022
Stanton Town Center Existing+Project AM 10:25 am 04/08/2022 Synchro 11 Report

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Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 713 9 8 15 717 6 8 0 18 11 0 10
Future Vol, veh/h 4 713 9 8 15 717 6 8 0 18 11 0 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - - None - - None - - None
Storage Length 100 - - - 95 - - - - - - - -
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 4 775 10 9 16 779 7 9 0 20 12 0 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 786 0 0 785 785 0 0 1228 1624 393 1229 1626 393 Stage 1 - - - - - - - 788 788 - 833 833 -
Stage 2 - - - - - - - 440 836 - 396 793 -
Critical Hdwy 4.14 - - 6.44 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.52 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 829 - - 456 829 - - 134 102 606 134 101 606 Stage 1 - - - - - - - 350 400 - 329 382 -
Stage 2 - - - - - - - 566 381 - 601 398 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 829 - - 635 635 - - 127 98 606 125 97 606 Mov Cap-2 Maneuver - - - - - - - 127 98 - 125 97 -
Stage 1 - - - - - - - 348 398 - 327 367 -
Stage 2 - - - - - - - 534 366 - 579 396 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.3 19.3 25.2

HCM LOS C D
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 280 829 - - 635 - - 201
HCM Lane V/C Ratio 0.101 0.005 - - 0.039 - - 0.114
HCM Control Delay (s) 19.3 9.4 - - 10.9 - - 25.2
HCM Lane LOS C A - - B - - D
HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0.4
HCM 6th TWSC
11: Dale Ave & Standustrial St 04/27/2022
Stanton Town Center Existing+Project AM 10:25 am 04/08/2022 Synchro 11 Report

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Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 10 21 367 524 22
Future Vol, veh/h 9 10 21 367 524 22
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 100 - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 10 11 23 399 570 24
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 828 297 594 0 - 0
Stage 1 582 - - - - -
Stage 2 246 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver309 699 978 - - -
Stage 1 522 - - - - -
Stage 2 772 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver302 699 978 - - -
Mov Cap-2 Maneuver407 - - - - -
Stage 1 509 - - - - -
Stage 2 772 - - - - -
Approach EB NB SB
HCM Control Delay, s12 0.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR
Capacity (veh/h) 978 - 407 699 - -
HCM Lane V/C Ratio 0.023 - 0.024 0.016 - -
HCM Control Delay (s) 8.8 - 14.1 10.2 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.1 0 - -
HCM 6th TWSC
12: Katella Ave & Court Ave 04/27/2022
Stanton Town Center Existing+Project AM 10:25 am 04/08/2022 Synchro 11 Report

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Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 1004 939 1 4 4
Future Vol, veh/h 1 1004 939 1 4 4
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 1091 1021 1 4 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1022 0 - 0 1460 511
Stage 1 - - - - 1022 -
Stage 2 - - - - 438 -
Critical Hdwy 5.34 - - - 5.74 7.14
Critical Hdwy Stg 1 - - - - 6.64 -
Critical Hdwy Stg 2 - - - - 6.04 -
Follow-up Hdwy 3.12 - - - 3.82 3.92
Pot Cap-1 Maneuver 382 - - - 181 435
Stage 1 - - - - 234 -
Stage 2 - - - - 565 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 382 - - - 180 435
Mov Cap-2 Maneuver - - - - 207 -
Stage 1 - - - - 233 -
Stage 2 - - - - 565 -
Approach EB WB SB
HCM Control Delay, s 0 0 18.2

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 382 - - - 281
HCM Lane V/C Ratio 0.003 - - - 0.031
HCM Control Delay (s) 14.5 - - - 18.2
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th TWSC
6: Rose St & Cerritos Ave 04/27/2022
Stanton Town Center Existing+Project PM 10:25 am 04/08/2022 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 712 14 9 576 23 17
Future Vol, veh/h 712 14 9 576 23 17
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 75 - - 0 50
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 774 15 10 626 25 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 789 0 1107 387
Stage 1 - - - - 774 -
Stage 2 - - - - 333 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 827 - 204 611
Stage 1 - - - - 415 -
Stage 2 - - - - 698 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 827 - 200 611
Mov Cap-2 Maneuver - - - - 200 -
Stage 1 - - - - 415 -
Stage 2 - - - - 685 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 19.4

HCM LOS C
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 200 611 - - 827 -
HCM Lane V/C Ratio 0.125 0.03 - - 0.012 -
HCM Control Delay (s) 25.6 11.1 - - 9.4 0.1
HCM Lane LOS D B - - A A
HCM 95th %tile Q(veh) 0.4 0.1 - - 0 -
HCM 6th TWSC
7: Court Ave & Cerritos Ave 04/27/2022
Stanton Town Center Existing+Project PM 10:25 am 04/08/2022 Synchro 11 Report

Page 2 ends

Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 773 20 3 43 747 23 36
Future Vol, veh/h 773 20 3 43 747 23 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - None - - None - None
Storage Length - - - 85 - 0 -
Veh in Median Storage, #0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2
Mvmt Flow 840 22 3 47 812 25 39
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 862 862 0 1357 431
Stage 1 - - - - - 851 -
Stage 2 - - - - - 506 -
Critical Hdwy - - 6.44 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - - 5.84 -
Critical Hdwy Stg 2 - - - - - 5.84 -
Follow-up Hdwy - - 2.52 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 407 776 - 140 573
Stage 1 - - - - - 379 -
Stage 2 - - - - - 571 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 727 727 - 130 573
Mov Cap-2 Maneuver - - - - - 130 -
Stage 1 - - - - - 379 -
Stage 2 - - - - - 532 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 24.7

HCM LOS C
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 246 - - 727 -
HCM Lane V/C Ratio 0.261 - - 0.069 -
HCM Control Delay (s) 24.7 - - 10.3 -
HCM Lane LOS C - - B -
HCM 95th %tile Q(veh) 1 - - 0.2 -
HCM 6th TWSC
8: Fern Ave & Cerritos Ave 04/27/2022
Stanton Town Center Existing+Project PM 10:25 am 04/08/2022 Synchro 11 Report

Page 3 ends

Intersection
Int Delay, s/veh 4.5
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 65 731 22 26 720 41 28 3 38 19 1 75 Future Vol, veh/h 11 65 731 22 26 720 41 28 3 38 19 1 75 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 50 - - 95 - - - - - - - -
Veh in Median Storage, #- - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 71 795 24 28 783 45 30 3 41 21 1 82
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 827 828 0 0 819 0 0 1421 1857 410 1427 1847 414 Stage 1 - - - - - - - 973 973 - 862 862 -
Stage 2 - - - - - - - 448 884 - 565 985 -
Critical Hdwy 6.44 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.52 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver429 799 - - 805 - - 97 73 591 96 74 587 Stage 1 - - - - - - - 271 329 - 316 370 -
Stage 2 - - - - - - - 560 362 - 477 324 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver686 686 - - 805 - - 73 62 591 76 63 587 Mov Cap-2 Maneuver - - - - - - - 73 62 - 76 63 -
Stage 1 - - - - - - - 238 289 - 278 357 -
Stage 2 - - - - - - - 464 349 - 386 285 -
Approach EB WB NB SB
HCM Control Delay, s 1 0.3 57.8 30.7

HCM LOS F D
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 139 686 - - 805 - - 241
HCM Lane V/C Ratio 0.54 0.12 - - 0.035 - - 0.428
HCM Control Delay (s) 57.8 11 - - 9.6 - - 30.7
HCM Lane LOS F B - - A - - D
HCM 95th %tile Q(veh) 2.6 0.4 - - 0.1 - - 2
HCM 6th TWSC
9: Ashdale St & Cerritos Ave 04/27/2022
Stanton Town Center Existing+Project PM 10:25 am 04/08/2022 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0.6
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 11 764 0 2 736 12 7 0 0 10 1 10
Future Vol, veh/h 5 11 764 0 2 736 12 7 0 0 10 1 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 100 - - 95 - - - - - - - -
Veh in Median Storage, #- - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 12 830 0 2 800 13 8 0 0 11 1 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 813 813 0 0 830 0 0 1269 1681 415 1260 1675 407 Stage 1 - - - - - - - 864 864 - 811 811 -
Stage 2 - - - - - - - 405 817 - 449 864 -
Critical Hdwy 6.44 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.52 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver438 810 - - 798 - - 125 94 586 127 94 593 Stage 1 - - - - - - - 315 369 - 339 391 -
Stage 2 - - - - - - - 593 388 - 559 369 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver635 635 - - 798 - - 119 91 586 124 91 593 Mov Cap-2 Maneuver - - - - - - - 119 91 - 124 91 -
Stage 1 - - - - - - - 306 359 - 330 390 -
Stage 2 - - - - - - - 579 387 - 544 359 -
Approach EB WB NB SB
HCM Control Delay, s0.2 0 37.3 26

HCM LOS E D
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 119 635 - - 798 - - 194
HCM Lane V/C Ratio 0.064 0.027 - - 0.003 - - 0.118
HCM Control Delay (s) 37.3 10.8 - - 9.5 - - 26
HCM Lane LOS E B - - A - - D
HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.4
HCM 6th TWSC
11: Dale Ave & Standustrial St 04/27/2022
Stanton Town Center Existing+Project PM 10:25 am 04/08/2022 Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 17 10 603 514 7
Future Vol, veh/h 13 17 10 603 514 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 100 - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 14 18 11 655 559 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 913 284 567 0 - 0
Stage 1 563 - - - - -
Stage 2 350 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver273 713 1001 - - -
Stage 1 534 - - - - -
Stage 2 684 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver270 713 1001 - - -
Mov Cap-2 Maneuver392 - - - - -
Stage 1 528 - - - - -
Stage 2 684 - - - - -
Approach EB NB SB
HCM Control Delay, s12.1 0.1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR
Capacity (veh/h) 1001 - 392 713 - -
HCM Lane V/C Ratio 0.011 - 0.036 0.026 - -
HCM Control Delay (s) 8.6 - 14.5 10.2 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0 - 0.1 0.1 - -
HCM 6th TWSC
12: Katella Ave & Court Ave 04/27/2022
Stanton Town Center Existing+Project PM 10:25 am 04/08/2022 Synchro 11 Report

Page 6 ends

Intersection
Int Delay, s/veh 0.2
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 2 1093 978 1 10 7
Future Vol, veh/h 1 2 1093 978 1 10 7
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length - 100 - - - 0 -
Veh in Median Storage, #- - 0 0 - 0 -
Grade, % - - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2
Mvmt Flow 1 2 1188 1063 1 11 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 777 1064 0 - 0 1545 532
Stage 1 - - - - - 1064 -
Stage 2 - - - - - 481 -
Critical Hdwy 5.64 5.34 - - - 5.74 7.14
Critical Hdwy Stg 1 - - - - - 6.64 -
Critical Hdwy Stg 2 - - - - - 6.04 -
Follow-up Hdwy 2.32 3.12 - - - 3.82 3.92
Pot Cap-1 Maneuver584 364 - - - 163 421
Stage 1 - - - - - 221 -
Stage 2 - - - - - 537 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver415 415 - - - 162 421
Mov Cap-2 Maneuver - - - - - 193 -
Stage 1 - - - - - 219 -
Stage 2 - - - - - 537 -
Approach EB WB SB
HCM Control Delay, s 0 0 20.7

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 415 - - - 248
HCM Lane V/C Ratio 0.008 - - - 0.075
HCM Control Delay (s) 13.8 - - - 20.7
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0 - - - 0.2
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Appendix D – ICU Spreadsheets, HCM Reports, Synchro and SimTraffic Reports – 2050 Cumulative Conditions
Intersection #1
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 143 1 1.00 0.09
Comb. L-T 0
EB Thru 365 1 1.47 0.15
Comb. T-R 1
EB Right 130 0 0.53 0.15
Comb. L-T-R 0
WB Left 175 1 1.00 0.11
Comb. L-T 0
WB Thru 359 1 1.53 0.15
Comb. T-R 1
WB Right 109 0 0.47 0.15
Comb. L-T-R 0
NB Left 70 1 1.00 0.04
Comb. L-T 0
NB Thru 1521 3 3.78 0.25
Comb. T-R 1
NB Right 89 0 0.22 0.25
Comb. L-T-R 0
SB Left 105 1 1.00 0.07
Comb. L-T 0
SB Thru 2373 3 3.77 0.39
Comb. T-R 1
SB Right 147 0 0.23 0.39
Comb. L-T-R 0

0.26 0.44

0.70 Lost Time
V/C
Level of Service
Cerritos Ave
Beach Blvd
AM 2050 without Project
Critical Volumes
E-W:

N-S:

C
Total:

0.75 0.05
Intersection #1
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 187 1 1.00 0.12
Comb. L-T 0
EB Thru 476 1 1.55 0.19
Comb. T-R 1
EB Right 137 0 0.45 0.19
Comb. L-T-R 0
WB Left 146 1 1.00 0.09
Comb. L-T 0
WB Thru 333 1 1.48 0.14
Comb. T-R 1
WB Right 117 0 0.52 0.14
Comb. L-T-R 0
NB Left 136 1 1.00 0.09
Comb. L-T 0
NB Thru 2247 3 3.75 0.38
Comb. T-R 1
NB Right 153 0 0.26 0.38
Comb. L-T-R 0
SB Left 128 1 1.00 0.08
Comb. L-T 0
SB Thru 1892 3 3.70 0.32
Comb. T-R 1
SB Right 151 0 0.30 0.32
Comb. L-T-R 0

0.28 0.46

0.74 Lost Time
V/C
Level of Service
Cerritos Ave
Beach Blvd
PM 2050 without Project
Critical Volumes
E-W:

N-S:

Total:

0.05 C

0.79 Intersection #5
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 166 2 2.00 0.06
Comb. L-T 0
EB Thru 552 3 3.00 0.12
Comb. T-R 0
EB Right 153 1 1.00 0.10
Comb. L-T-R 0
WB Left 263 2 2.00 0.09
Comb. L-T 0
WB Thru 669 3 3.00 0.14
Comb. T-R 0
WB Right 148 1 1.00 0.09
Comb. L-T-R 0
NB Left 313 2 2.00 0.11
Comb. L-T 0
NB Thru 1414 3 3.28 0.27
Comb. T-R 1
NB Right 308 0 0.72 0.27
Comb. L-T-R 0
SB Left 213 2 2.00 0.07
Comb. L-T 0
SB Thru 2209 3 3.62 0.38
Comb. T-R 1
SB Right 231 0 0.38 0.38
Comb. L-T-R 0

0.21 0.49

0.70 Lost Time
V/C
Level of Service C

0.75 0.05
Critical Volumes
E-W:

N-S:

Total:

Katella Ave
Beach Blvd
AM 2050 without Project
Intersection #5
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 302 2 2.00 0.10
Comb. L-T 0
EB Thru 791 3 3.00 0.16
Comb. T-R 0
EB Right 241 1 1.00 0.15
Comb. L-T-R 0
WB Left 283 2 2.00 0.10
Comb. L-T 0
WB Thru 646 3 3.00 0.13
Comb. T-R 0
WB Right 190 1 1.00 0.12
Comb. L-T-R 0
NB Left 353 2 2.00 0.12
Comb. L-T 0
NB Thru 1958 3 3.55 0.35
Comb. T-R 1
NB Right 250 0 0.45 0.35
Comb. L-T-R 0
SB Left 195 2 2.00 0.07
Comb. L-T 0
SB Thru 1811 3 3.66 0.31
Comb. T-R 1
SB Right 170 0 0.34 0.31
Comb. L-T-R 0

0.26 0.43

0.70 Lost Time
V/C
Level of Service
Katella Ave
Beach Blvd
PM 2050 without Project
Critical Volumes
E-W:

N-S:

Total:

0.05 C

0.75 Intersection #10
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 102 1 1.00 0.06
Comb. L-T 0
EB Thru 446 1 1.71 0.16
Comb. T-R 1
EB Right 76 0 0.29 0.16
Comb. L-T-R 0
WB Left 77 1 1.00 0.05
Comb. L-T 0
WB Thru 483 1 1.61 0.19
Comb. T-R 1
WB Right 118 0 0.39 0.19
Comb. L-T-R 0
NB Left 60 1 1.00 0.04
Comb. L-T 0
NB Thru 240 1 1.66 0.09
Comb. T-R 1
NB Right 49 0 0.34 0.09
Comb. L-T-R 0
SB Left 151 1 1.00 0.09
Comb. L-T 0
SB Thru 342 1 1.25 0.17
Comb. T-R 1
SB Right 205 0 0.75 0.17
Comb. L-T-R 0

0.25 0.21

0.46 Lost Time
V/C
Level of Service A

0.51 0.05
Critical Volumes
E-W:

N-S:

Total:

Cerritos Ave
Dale Ave
AM 2050 without Project
Intersection #10
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 101 1 1.00 0.06
Comb. L-T 0
EB Thru 544 1 1.71 0.20
Comb. T-R 1
EB Right 94 0 0.29 0.20
Comb. L-T-R 0
WB Left 54 1 1.00 0.03
Comb. L-T 0
WB Thru 436 1 1.70 0.16
Comb. T-R 1
WB Right 76 0 0.30 0.16
Comb. L-T-R 0
NB Left 93 1 1.00 0.06
Comb. L-T 0
NB Thru 421 1 1.69 0.16
Comb. T-R 1
NB Right 77 0 0.31 0.16
Comb. L-T-R 0
SB Left 93 1 1.00 0.06
Comb. L-T 0
SB Thru 388 1 1.60 0.15
Comb. T-R 1
SB Right 98 0 0.40 0.15
Comb. L-T-R 0

0.23 0.21

0.45 Lost Time
V/C
Level of Service
Cerritos Ave
Dale Ave
PM 2050 without Project
Critical Volumes
E-W:

N-S:

Total:

0.05 A

0.50 SimTraffic Simulation Summary
04/14/2022
Stanton Town Center 2050 Without Project AM SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 7:25 7:25 7:25 7:25 7:25 7:25 7:25
End Time 8:30 8:30 8:30 8:30 8:30 8:30 8:30
Total Time (min) 65 65 65 65 65 65 65
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1 1
Vehs Entered 10289 10483 10338 10547 10614 10411 10403
Vehs Exited 10282 10425 10291 10526 10560 10339 10318
Starting Vehs 123 114 119 140 111 99 93
Ending Vehs 130 172 166 161 165 171 178
Travel Distance (mi) 2818 2869 2818 2879 2897 2846 2830 Travel Time (hr) 130.9 165.9 138.4 156.2 145.2 145.6 166.6 Total Delay (hr) 34.8 68.0 42.2 57.9 46.1 48.7 70.2
Total Stops 557 987 547 680 1027 544 565
Fuel Used (gal) 93.1 103.2 94.6 100.4 99.0 96.7 101.0
Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 7:25 7:25 7:25 7:25
End Time 8:30 8:30 8:30 8:30
Total Time (min) 65 65 65 65
Time Recorded (min) 60 60 60 60
# of Intervals 2 2 2 2
# of Recorded Intervals 1 1 1 1
Vehs Entered 10523 10414 10694 10472
Vehs Exited 10473 10363 10643 10420
Starting Vehs 101 107 109 104
Ending Vehs 151 158 160 155
Travel Distance (mi) 2879 2839 2918 2859
Travel Time (hr) 133.6 138.0 145.5 146.6
Total Delay (hr) 35.4 41.1 46.1 49.1
Total Stops 569 600 573 665
Fuel Used (gal) 95.2 95.3 98.1 97.7
Interval #0 Information Seeding
Start Time 7:25
End Time 7:30
Total Time (min) 5
Volumes adjusted by Growth Factors.

No data recorded this interval.

SimTraffic Simulation Summary
04/14/2022
Stanton Town Center 2050 Without Project AM SimTraffic Report

Page 2 ends

Interval #1 Information Recording
Start Time 7:30
End Time 8:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 10289 10483 10338 10547 10614 10411 10403
Vehs Exited 10282 10425 10291 10526 10560 10339 10318
Starting Vehs 123 114 119 140 111 99 93
Ending Vehs 130 172 166 161 165 171 178
Travel Distance (mi) 2818 2869 2818 2879 2897 2846 2830 Travel Time (hr) 130.9 165.9 138.4 156.2 145.2 145.6 166.6 Total Delay (hr) 34.8 68.0 42.2 57.9 46.1 48.7 70.2
Total Stops 557 987 547 680 1027 544 565
Fuel Used (gal) 93.1 103.2 94.6 100.4 99.0 96.7 101.0
Interval #1 Information Recording
Start Time 7:30
End Time 8:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 10523 10414 10694 10472
Vehs Exited 10473 10363 10643 10420
Starting Vehs 101 107 109 104
Ending Vehs 151 158 160 155
Travel Distance (mi) 2879 2839 2918 2859
Travel Time (hr) 133.6 138.0 145.5 146.6
Total Delay (hr) 35.4 41.1 46.1 49.1
Total Stops 569 600 573 665
Fuel Used (gal) 95.2 95.3 98.1 97.7
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Without Project AM SimTraffic Report

Page 3 ends

2: Beach Blvd & Main St Performance by movement
Movement EBL EBT EBR WBL WBR NBU NBL NBT NBR SBU SBL SBT Denied Delay (hr) 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Denied Del/Veh (s) 120.5 88.5 4.1 7.4 0.0 0.0 0.0 0.0 1.6 1.6 0.1 Total Delay (hr) 0.3 0.5 5.4 4.0 1.8 2.4 3.8 0.9 0.0 0.1 0.2 0.2 Total Del/Veh (s) 1650.7 815.4 2047.8 377.0 775.9 758.3 2.0 0.2 53.3 36.9 0.3 Stop Delay (hr) 0.3 0.5 5.4 4.0 1.8 2.4 3.8 0.3 0.0 0.1 0.2 0.0 Stop Del/Veh (s) 1647.8 814.4 2044.0 373.6 775.4 756.7 0.7 0.0 53.3 35.2 0.0 Total Stops 0 1 23 7 21 10 18 78 0 5 16 1
Stop/Veh 1.00 0.96 1.00 1.24 0.91 1.00 0.05 0.00 1.00 0.89 0.00 Travel Dist (mi) 0.0 0.1 1.2 0.4 1.3 1.1 1.9 191.6 3.2 0.3 1.0 154.2 Travel Time (hr) 0.3 0.5 6.2 4.0 1.9 2.4 3.9 7.4 0.1 0.1 0.2 5.5 Vehicles Entered 0 1 24 7 17 10 18 1654 28 5 17 2657
Vehicles Exited 0 0 14 0 12 7 13 1654 28 5 17 2657
Hourly Exit Rate 0 0 14 0 12 7 13 1654 28 5 17 2657
Input Volume 1 1 26 8 16 11 18 1667 30 5 20 2657
% of Volume 0 0 54 0 75 64 72 99 93 100 85 100
2: Beach Blvd & Main St Performance by movement
Movement SBR All
Denied Delay (hr) 0.0 0.9
Denied Del/Veh (s) 0.2 0.7
Total Delay (hr) 0.0 19.5
Total Del/Veh (s) 0.1 15.7
Stop Delay (hr) 0.0 18.6
Stop Del/Veh (s) 0.0 15.0
Total Stops 0 180
Stop/Veh 0.00 0.04
Travel Dist (mi) 0.7 357.0
Travel Time (hr) 0.0 32.5
Vehicles Entered 11 4449
Vehicles Exited 11 4418
Hourly Exit Rate 11 4418
Input Volume 10 4470
% of Volume 110 99
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Without Project AM SimTraffic Report

Page 4 ends

3: Beach Blvd & Pacific St Performance by movement
Movement EBL EBR WBL WBR NBT NBR SBU SBL SBT SBR All
Denied Delay (hr) 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 Denied Del/Veh (s) 44.0 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay (hr) 0.3 2.1 3.4 2.5 0.6 0.0 0.1 0.1 0.5 0.0 9.5 Total Del/Veh (s) 1189.7 435.1 1511.7 818.3 1.2 0.2 100.0 43.3 0.7 0.1 7.6 Stop Delay (hr) 0.3 2.1 3.4 2.5 0.2 0.0 0.1 0.1 0.0 0.0 8.6 Stop Del/Veh (s) 1189.2 434.8 1508.6 815.5 0.4 0.0 99.7 41.1 0.0 0.0 6.9 Total Stops 0 16 7 12 25 0 3 6 0 0 69
Stop/Veh 0.00 0.94 0.88 1.09 0.01 0.00 1.00 1.00 0.00 0.00 0.02 Travel Dist (mi) 0.0 0.9 0.5 0.8 236.7 3.6 0.3 0.7 309.8 1.1 554.4 Travel Time (hr) 0.3 2.3 3.4 2.5 8.5 0.1 0.1 0.1 11.0 0.0 28.5 Vehicles Entered 0 17 7 10 1703 26 3 6 2661 9 4442
Vehicles Exited 0 14 2 5 1702 26 2 6 2664 10 4431
Hourly Exit Rate 0 14 2 5 1702 26 2 6 2664 10 4431
Input Volume 1 17 7 10 1712 26 3 6 2684 9 4475
% of Volume 0 82 29 50 99 100 67 100 99 111 99
4: Beach Blvd & Central Ave/Grand Ave Performance by movement Movement EBL EBR WBL WBR NBL NBT SBL SBT SBR All
Denied Delay (hr) 1.3 5.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 6.4 Denied Del/Veh (s) 529.9 665.5 0.1 0.1 2.0 0.1 0.0 0.0 0.0 5.2 Total Delay (hr) 3.1 5.4 0.2 0.1 0.2 0.1 0.1 0.8 0.0 9.9 Total Del/Veh (s) 2236.5 1486.4 301.9 80.3 198.7 0.2 25.8 1.1 0.5 8.1 Stop Delay (hr) 3.1 5.4 0.2 0.1 0.2 0.0 0.1 0.0 0.0 9.0 Stop Del/Veh (s) 2236.2 1486.7 300.8 80.8 197.4 0.0 23.3 0.0 0.0 7.4 Total Stops 3 9 2 5 3 1 15 0 0 38
Stop/Veh 0.60 0.69 1.00 1.00 1.00 0.00 0.94 0.00 0.00 0.01 Travel Dist (mi) 0.2 0.4 0.1 0.3 0.1 70.7 2.2 352.3 3.4 429.5 Travel Time (hr) 4.4 10.4 0.2 0.1 0.2 2.5 0.2 12.7 0.1 30.8 Vehicles Entered 5 12 2 5 3 1703 16 2633 25 4404
Vehicles Exited 1 5 1 5 3 1702 16 2635 26 4394
Hourly Exit Rate 1 5 1 5 3 1702 16 2635 26 4394
Input Volume 9 28 2 5 3 1704 17 2662 24 4454
% of Volume 11 18 50 100 100 100 94 99 108 99
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Without Project AM SimTraffic Report

Page 5 ends

Total Zone Performance
Denied Delay (hr) 7.5
Denied Del/Veh (s) 5.9
Total Delay (hr) 38.9
Total Del/Veh (s) 1093.4
Stop Delay (hr) 36.2
Stop Del/Veh (s) 1018.2
Total Stops 287
Stop/Veh 2.24
Travel Dist (mi) 1340.9
Travel Time (hr) 91.7
Vehicles Entered 4522
Vehicles Exited 26
Hourly Exit Rate 26
Input Volume 13399
% of Volume 0
Queuing and Blocking Report
04/14/2022
Stanton Town Center 2050 Without Project AM SimTraffic Report

Page 6 ends

Intersection: 2: Beach Blvd & Main St
Movement EB WB WB NB NB NB NB SB SB
Directions Served LTR LT R UL T T T UL T
Maximum Queue (ft) 317 282 96 198 305 214 120 63 25
Average Queue (ft) 160 130 17 123 85 49 13 18 1
95th Queue (ft) 361 344 69 234 347 276 130 50 16
Link Distance (ft) 341 488 546 546 546 296
Upstream Blk Time (%) 17 1 3 0
Queuing Penalty (veh) 0 0 11 1
Storage Bay Dist (ft) 55 125 145
Storage Blk Time (%) 76 1 49 0 0
Queuing Penalty (veh) 12 0 203 0 0
Intersection: 3: Beach Blvd & Pacific St
Movement EB WB WB NB NB NB NB SB
Directions Served LTR LTR R T T T TR UL
Maximum Queue (ft) 140 268 58 41 33 25 2 38
Average Queue (ft) 63 135 3 8 6 2 0 8
95th Queue (ft) 205 291 30 72 64 36 2 28
Link Distance (ft) 293 484 646 646 646 646
Upstream Blk Time (%) 7
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 65 145
Storage Blk Time (%) 73 0
Queuing Penalty (veh) 4 0
Intersection: 4: Beach Blvd & Central Ave/Grand Ave
Movement EB WB NB NB NB NB SB
Directions Served LTR LTR UL T T T UL
Maximum Queue (ft) 259 33 18 4 2 2 42
Average Queue (ft) 194 7 2 0 0 0 12
95th Queue (ft) 312 30 11 3 3 2 36
Link Distance (ft) 249 243 206 206 206
Upstream Blk Time (%) 62
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 70 160
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 231
SimTraffic Simulation Summary
04/14/2022
Stanton Town Center 2050 Without Project PM SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 4:25 4:25 4:25 4:25 4:25 4:25 4:25
End Time 5:30 5:30 5:30 5:30 5:30 5:30 5:30
Total Time (min) 65 65 65 65 65 65 65
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1 1
Vehs Entered 11603 11661 11518 11618 11259 11476 11393
Vehs Exited 11495 11627 11450 11516 11164 11382 11358
Starting Vehs 127 116 119 112 98 108 145
Ending Vehs 235 150 187 214 193 202 180
Travel Distance (mi) 3103 3179 3104 3134 3014 3075 3063 Travel Time (hr) 410.2 164.1 150.8 153.1 178.0 177.7 180.4 Total Delay (hr) 304.2 55.5 44.9 45.9 75.0 72.7 75.7
Total Stops 797 1586 747 1316 945 1139 1536
Fuel Used (gal) 167.7 111.8 104.9 107.1 110.2 111.3 112.5 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 4:25 4:25 4:25 4:25
End Time 5:30 5:30 5:30 5:30
Total Time (min) 65 65 65 65
Time Recorded (min) 60 60 60 60
# of Intervals 2 2 2 2
# of Recorded Intervals 1 1 1 1
Vehs Entered 11654 11518 11569 11527
Vehs Exited 11544 11439 11466 11444
Starting Vehs 103 119 126 111
Ending Vehs 213 198 229 195
Travel Distance (mi) 3136 3114 3109 3103
Travel Time (hr) 170.7 167.7 176.3 192.9
Total Delay (hr) 63.7 61.3 70.2 86.9
Total Stops 1424 1311 1562 1235
Fuel Used (gal) 111.9 110.5 112.4 116.0
Interval #0 Information Seeding
Start Time 4:25
End Time 4:30
Total Time (min) 5
Volumes adjusted by Growth Factors.

No data recorded this interval.

SimTraffic Simulation Summary
04/14/2022
Stanton Town Center 2050 Without Project PM SimTraffic Report

Page 2 ends

Interval #1 Information Recording
Start Time 4:30
End Time 5:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 11603 11661 11518 11618 11259 11476 11393
Vehs Exited 11495 11627 11450 11516 11164 11382 11358
Starting Vehs 127 116 119 112 98 108 145
Ending Vehs 235 150 187 214 193 202 180
Travel Distance (mi) 3103 3179 3104 3134 3014 3075 3063 Travel Time (hr) 410.2 164.1 150.8 153.1 178.0 177.7 180.4 Total Delay (hr) 304.2 55.5 44.9 45.9 75.0 72.7 75.7
Total Stops 797 1586 747 1316 945 1139 1536
Fuel Used (gal) 167.7 111.8 104.9 107.1 110.2 111.3 112.5 Interval #1 Information Recording
Start Time 4:30
End Time 5:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 11654 11518 11569 11527
Vehs Exited 11544 11439 11466 11444
Starting Vehs 103 119 126 111
Ending Vehs 213 198 229 195
Travel Distance (mi) 3136 3114 3109 3103
Travel Time (hr) 170.7 167.7 176.3 192.9
Total Delay (hr) 63.7 61.3 70.2 86.9
Total Stops 1424 1311 1562 1235
Fuel Used (gal) 111.9 110.5 112.4 116.0
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Without Project PM SimTraffic Report

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2: Beach Blvd & Main St Performance by movement
Movement EBL EBR WBL WBR NBU NBL NBT NBR SBU SBL SBT SBR Denied Delay (hr) 0.0 0.0 0.1 0.4 0.0 0.0 0.0 0.0 0.1 0.2 27.4 0.3 Denied Del/Veh (s) 3.6 30.0 35.6 0.0 0.0 0.0 0.0 47.5 49.4 46.3 37.8 Total Delay (hr) 0.1 2.5 3.7 5.6 3.1 5.3 2.6 0.0 1.9 2.4 0.7 0.0 Total Del/Veh (s) 327.8 1894.7 528.6 448.6 390.3 3.8 0.5 696.6 541.2 1.2 0.4 Stop Delay (hr) 0.1 2.5 3.7 5.6 3.1 5.3 0.9 0.0 1.9 2.4 0.3 0.0 Stop Del/Veh (s) 327.5 1891.4 526.0 448.4 388.9 1.3 0.0 697.4 540.7 0.5 0.0 Total Stops 0 27 7 41 23 46 369 0 9 14 19 0
Stop/Veh 0.96 1.00 1.08 0.92 0.94 0.15 0.00 0.90 0.88 0.01 0.00 Travel Dist (mi) 0.0 1.6 0.4 2.7 2.7 5.2 287.6 5.0 0.5 0.8 121.2 1.8 Travel Time (hr) 0.1 2.7 3.7 6.1 3.2 5.5 12.3 0.2 2.1 2.7 32.2 0.4 Vehicles Entered 0 27 6 37 24 47 2476 43 10 16 2090 30
Vehicles Exited 0 24 0 24 21 43 2477 43 6 11 2088 30
Hourly Exit Rate 0 24 0 24 21 43 2477 43 6 11 2088 30
Input Volume 1 30 8 44 24 46 2488 47 8 14 2125 31
% of Volume 0 80 0 55 88 93 100 91 75 79 98 97
2: Beach Blvd & Main St Performance by movement
Movement All
Denied Delay (hr) 28.5
Denied Del/Veh (s) 21.2
Total Delay (hr) 28.1
Total Del/Veh (s) 20.9
Stop Delay (hr) 25.8
Stop Del/Veh (s) 19.3
Total Stops 555
Stop/Veh 0.11
Travel Dist (mi) 429.6
Travel Time (hr) 71.2
Vehicles Entered 4806
Vehicles Exited 4767
Hourly Exit Rate 4767
Input Volume 4866
% of Volume 98
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Without Project PM SimTraffic Report

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3: Beach Blvd & Pacific St Performance by movement
Movement EBL EBR WBL WBR NBT NBR SBU SBL SBT SBR All
Denied Delay (hr) 0.1 1.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 Denied Del/Veh (s) 407.8 138.1 17.2 7.7 0.0 0.0 0.0 0.0 0.0 0.0 1.0 Total Delay (hr) 0.5 3.2 3.2 5.4 1.4 0.0 1.4 0.7 0.5 0.0 16.3 Total Del/Veh (s) 1777.6 424.4 1645.1 1135.4 2.0 0.2 611.5 431.6 0.9 0.3 12.2 Stop Delay (hr) 0.5 3.2 3.2 5.3 0.4 0.0 1.4 0.7 0.0 0.0 14.7 Stop Del/Veh (s) 1775.9 424.2 1642.1 1132.5 0.5 0.0 610.6 429.5 0.0 0.0 11.0 Total Stops 1 25 7 18 96 0 9 6 3 0 165
Stop/Veh 1.00 0.93 1.00 1.06 0.04 0.00 1.12 1.00 0.00 0.00 0.03 Travel Dist (mi) 0.1 1.4 0.4 1.1 354.2 2.1 1.0 0.7 244.2 0.9 606.0 Travel Time (hr) 0.6 4.4 3.2 5.4 13.4 0.1 1.4 0.7 8.8 0.0 38.2 Vehicles Entered 1 27 7 16 2582 15 8 6 2110 8 4780
Vehicles Exited 0 21 1 6 2577 15 6 5 2109 8 4748
Hourly Exit Rate 0 21 1 6 2577 15 6 5 2109 8 4748
Input Volume 2 26 7 17 2577 14 9 6 2163 9 4830
% of Volume 0 81 14 35 100 107 67 83 98 89 98
4: Beach Blvd & Central Ave/Grand Ave Performance by movement Movement EBL EBR WBR NBU NBL NBT NBR SBU SBL SBT SBR All Denied Delay (hr) 0.1 1.6 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 1.9 Denied Del/Veh (s) 262.3 204.3 0.1 1.7 1.9 0.2 0.2 0.0 0.0 0.0 0.0 1.5 Total Delay (hr) 0.8 3.6 0.3 0.4 0.9 0.3 0.0 0.4 0.3 0.7 0.0 7.7 Total Del/Veh (s) 1460.9 480.3 35.9 189.6 137.1 0.4 0.1 130.5 118.8 1.2 0.7 5.9 Stop Delay (hr) 0.8 3.6 0.3 0.4 0.9 0.0 0.0 0.4 0.3 0.0 0.0 6.7 Stop Del/Veh (s) 1460.3 480.7 36.3 190.5 136.2 0.1 0.0 129.5 116.2 0.0 0.0 5.1 Total Stops 2 22 26 7 20 14 0 10 9 4 0 114
Stop/Veh 1.00 0.81 1.00 0.88 0.87 0.01 0.00 0.91 1.00 0.00 0.00 0.02 Travel Dist (mi) 0.1 1.1 1.3 0.3 0.9 102.1 0.4 1.4 1.2 275.7 4.8 389.2 Travel Time (hr) 1.0 5.3 0.3 0.4 0.9 3.8 0.0 0.5 0.3 10.0 0.2 22.8 Vehicles Entered 2 26 26 7 22 2469 10 10 9 2075 36 4692 Vehicles Exited 1 21 26 8 22 2468 10 10 9 2073 37 4685
Hourly Exit Rate 1 21 26 8 22 2468 10 10 9 2073 37 4685 Input Volume 3 29 26 9 22 2457 10 10 10 2138 37 4751
% of Volume 33 72 100 89 100 100 100 100 90 97 100 99
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Without Project PM SimTraffic Report

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Total Zone Performance
Denied Delay (hr) 31.8
Denied Del/Veh (s) 22.9
Total Delay (hr) 52.0
Total Del/Veh (s) 1075.8
Stop Delay (hr) 47.2
Stop Del/Veh (s) 976.8
Total Stops 834
Stop/Veh 4.79
Travel Dist (mi) 1424.8
Travel Time (hr) 132.2
Vehicles Entered 4949
Vehicles Exited 37
Hourly Exit Rate 37
Input Volume 14447
% of Volume 0
Queuing and Blocking Report
04/14/2022
Stanton Town Center 2050 Without Project PM SimTraffic Report

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Intersection: 2: Beach Blvd & Main St
Movement EB WB WB NB NB NB NB NB SB SB SB SB
Directions Served LTR LT R UL T T T TR UL T T T
Maximum Queue (ft) 217 460 100 222 483 477 426 106 184 231 145 33 Average Queue (ft) 81 200 39 157 219 175 116 7 92 76 26 1 95th Queue (ft) 229 479 100 275 573 557 448 97 227 275 164 29 Link Distance (ft) 341 488 546 546 546 546 296 296 296
Upstream Blk Time (%) 2 11 3 1 0 0 13 0 0
Queuing Penalty (veh) 0 0 23 5 1 0 0 0 0
Storage Bay Dist (ft) 55 125 145
Storage Blk Time (%) 77 32 59 0 26 0
Queuing Penalty (veh) 34 3 365 0 137 0
Intersection: 2: Beach Blvd & Main St
Movement SB
Directions Served TR
Maximum Queue (ft) 8
Average Queue (ft) 0
95th Queue (ft) 4
Link Distance (ft) 296
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Beach Blvd & Pacific St
Movement EB WB WB NB NB NB NB SB SB
Directions Served LTR LTR R T T T TR UL T
Maximum Queue (ft) 214 386 72 164 155 110 5 123 87
Average Queue (ft) 103 196 4 22 17 9 0 47 10
95th Queue (ft) 285 434 39 138 125 93 4 131 79
Link Distance (ft) 293 484 646 646 646 646 546
Upstream Blk Time (%) 17 6
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 65 145
Storage Blk Time (%) 78 0 9 0
Queuing Penalty (veh) 6 0 47 0
Queuing and Blocking Report
04/14/2022
Stanton Town Center 2050 Without Project PM SimTraffic Report

Page 7 ends

Intersection: 4: Beach Blvd & Central Ave/Grand Ave
Movement EB WB NB NB NB NB NB SB SB SB SB SB
Directions Served LTR LTR UL T T T TR UL T T T TR
Maximum Queue (ft) 221 60 96 135 57 20 20 85 30 19 20 7 Average Queue (ft) 112 14 31 18 6 1 1 26 2 1 1 0
95th Queue (ft) 265 44 89 100 55 8 10 72 26 16 9 4
Link Distance (ft) 249 243 206 206 206 206 646 646 646 646 Upstream Blk Time (%) 16 1 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft) 70 160
Storage Blk Time (%) 11 0 0 0
Queuing Penalty (veh) 69 0 1 0
Zone Summary
Zone wide Queuing Penalty: 690
HCM 6th TWSC
6: Rose St & Cerritos Ave 04/27/2022
Stanton Town Center 2050 Without Project AM 4:37 pm 04/10/2022 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 630 11 7 608 28 6
Future Vol, veh/h 630 11 7 608 28 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 75 - - 0 50
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 685 12 8 661 30 7
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 697 0 1032 343
Stage 1 - - - - 685 -
Stage 2 - - - - 347 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 895 - 229 653
Stage 1 - - - - 462 -
Stage 2 - - - - 687 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 895 - 226 653
Mov Cap-2 Maneuver - - - - 226 -
Stage 1 - - - - 462 -
Stage 2 - - - - 677 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 21.1

HCM LOS C
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 226 653 - - 895 -
HCM Lane V/C Ratio 0.135 0.01 - - 0.009 -
HCM Control Delay (s) 23.4 10.6 - - 9.1 0.1
HCM Lane LOS C B - - A A
HCM 95th %tile Q(veh) 0.5 0 - - 0 -
HCM 6th TWSC
7: Court Ave & Cerritos Ave 04/27/2022
Stanton Town Center 2050 Without Project AM 4:37 pm 04/10/2022 Synchro 11 Report

Page 2 ends

Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 569 2 3 11 653 7 17
Future Vol, veh/h 569 2 3 11 653 7 17
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - None - - None - None
Storage Length - - - 85 - 0 -
Veh in Median Storage, #0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2
Mvmt Flow 618 2 3 12 710 8 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 621 620 0 1004 310
Stage 1 - - - - - 619 -
Stage 2 - - - - - 385 -
Critical Hdwy - - 6.44 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - - 5.84 -
Critical Hdwy Stg 2 - - - - - 5.84 -
Follow-up Hdwy - - 2.52 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 580 956 - 238 686
Stage 1 - - - - - 499 -
Stage 2 - - - - - 657 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 833 833 - 234 686
Mov Cap-2 Maneuver - - - - - 234 -
Stage 1 - - - - - 499 -
Stage 2 - - - - - 645 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 13.7

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 439 - - 833 -
HCM Lane V/C Ratio 0.059 - - 0.018 -
HCM Control Delay (s) 13.7 - - 9.4 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.2 - - 0.1 -
HCM 6th TWSC
8: Fern Ave & Cerritos Ave 04/27/2022
Stanton Town Center 2050 Without Project AM 4:37 pm 04/10/2022 Synchro 11 Report

Page 3 ends

Intersection
Int Delay, s/veh 3.3
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 70 542 17 29 615 82 7 2 29 30 2 83 Future Vol, veh/h 3 70 542 17 29 615 82 7 2 29 30 2 83
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 50 - - 95 - - - - - - - -
Veh in Median Storage, #- - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 76 589 18 32 668 89 8 2 32 33 2 90
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 758 757 0 0 607 0 0 1155 1577 304 1231 1542 379 Stage 1 - - - - - - - 756 756 - 777 777 -
Stage 2 - - - - - - - 399 821 - 454 765 -
Critical Hdwy 6.44 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.52 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver474 850 - - 967 - - 152 109 692 134 114 619 Stage 1 - - - - - - - 366 414 - 356 405 -
Stage 2 - - - - - - - 598 387 - 555 410 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver814 814 - - 967 - - 115 95 692 113 100 619 Mov Cap-2 Maneuver - - - - - - - 115 95 - 113 100 -
Stage 1 - - - - - - - 330 374 - 321 392 -
Stage 2 - - - - - - - 491 374 - 476 370 -
Approach EB WB NB SB
HCM Control Delay, s1.1 0.4 18.5 28.7

HCM LOS C D
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 307 814 - - 967 - - 274
HCM Lane V/C Ratio 0.135 0.097 - - 0.033 - - 0.456
HCM Control Delay (s) 18.5 9.9 - - 8.8 - - 28.7
HCM Lane LOS C A - - A - - D
HCM 95th %tile Q(veh) 0.5 0.3 - - 0.1 - - 2.2
HCM 6th TWSC
9: Ashdale St & Cerritos Ave 04/27/2022
Stanton Town Center 2050 Without Project AM 4:37 pm 04/10/2022 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 589 11 9 18 718 7 9 0 22 13 0 11
Future Vol, veh/h 5 589 11 9 18 718 7 9 0 22 13 0 11
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - - None - - None - - None
Storage Length 100 - - - 95 - - - - - - - -
Veh in Median Storage, # - 0 - - - 0 - - 0 - - 0 -
Grade, % - 0 - - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 640 12 10 20 780 8 10 0 24 14 0 12
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 788 0 0 652 652 0 0 1106 1504 326 1174 1506 394 Stage 1 - - - - - - - 656 656 - 844 844 -
Stage 2 - - - - - - - 450 848 - 330 662 -
Critical Hdwy 4.14 - - 6.44 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.52 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 827 - - 554 930 - - 165 120 670 147 120 605 Stage 1 - - - - - - - 421 460 - 324 377 -
Stage 2 - - - - - - - 558 376 - 657 457 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 827 - - 747 747 - - 156 115 670 137 115 605 Mov Cap-2 Maneuver - - - - - - - 156 115 - 137 115 -
Stage 1 - - - - - - - 418 457 - 322 362 -
Stage 2 - - - - - - - 526 361 - 630 454 -
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.4 16.7 24.4

HCM LOS C C
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 342 827 - - 747 - - 212
HCM Lane V/C Ratio 0.099 0.007 - - 0.039 - - 0.123
HCM Control Delay (s) 16.7 9.4 - - 10 - - 24.4
HCM Lane LOS C A - - B - - C
HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0.4
HCM 6th TWSC
11: Dale Ave & Standustrial St 04/27/2022
Stanton Town Center 2050 Without Project AM 4:37 pm 04/10/2022 Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 7 8 20 369 524 21
Future Vol, veh/h 7 8 20 369 524 21
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 100 - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 8 9 22 401 570 23
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 827 297 593 0 - 0
Stage 1 582 - - - - -
Stage 2 245 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver310 699 979 - - -
Stage 1 522 - - - - -
Stage 2 773 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver303 699 979 - - -
Mov Cap-2 Maneuver408 - - - - -
Stage 1 511 - - - - -
Stage 2 773 - - - - -
Approach EB NB SB
HCM Control Delay, s12 0.5 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR
Capacity (veh/h) 979 - 408 699 - -
HCM Lane V/C Ratio 0.022 - 0.019 0.012 - -
HCM Control Delay (s) 8.8 - 14 10.2 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.1 0 - -
HCM 6th TWSC
12: Katella Ave & Court Ave 04/27/2022
Stanton Town Center 2050 Without Project AM 4:37 pm 04/10/2022 Synchro 11 Report

Page 6 ends

Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 1068 1068 1 5 3
Future Vol, veh/h 1 1068 1068 1 5 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 1161 1161 1 5 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1162 0 - 0 1628 581
Stage 1 - - - - 1162 -
Stage 2 - - - - 466 -
Critical Hdwy 5.34 - - - 5.74 7.14
Critical Hdwy Stg 1 - - - - 6.64 -
Critical Hdwy Stg 2 - - - - 6.04 -
Follow-up Hdwy 3.12 - - - 3.82 3.92
Pot Cap-1 Maneuver 327 - - - 148 391
Stage 1 - - - - 192 -
Stage 2 - - - - 547 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 327 - - - 148 391
Mov Cap-2 Maneuver - - - - 171 -
Stage 1 - - - - 191 -
Stage 2 - - - - 547 -
Approach EB WB SB
HCM Control Delay, s 0 0 22.3

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 327 - - - 217
HCM Lane V/C Ratio 0.003 - - - 0.04
HCM Control Delay (s) 16 - - - 22.3
HCM Lane LOS C - - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th TWSC
6: Rose St & Cerritos Ave 04/27/2022
Stanton Town Center 2050 Without Project PM 4:38 pm 04/10/2022 Synchro 11 Report

Page 1 ends

Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 773 16 10 628 26 20
Future Vol, veh/h 773 16 10 628 26 20
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 75 - - 0 50
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 840 17 11 683 28 22
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 857 0 1204 420
Stage 1 - - - - 840 -
Stage 2 - - - - 364 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 779 - 177 582
Stage 1 - - - - 384 -
Stage 2 - - - - 673 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 779 - 173 582
Mov Cap-2 Maneuver - - - - 173 -
Stage 1 - - - - 384 -
Stage 2 - - - - 658 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 21.8

HCM LOS C
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 173 582 - - 779 -
HCM Lane V/C Ratio 0.163 0.037 - - 0.014 -
HCM Control Delay (s) 29.8 11.4 - - 9.7 0.1
HCM Lane LOS D B - - A A
HCM 95th %tile Q(veh) 0.6 0.1 - - 0 -
HCM 6th TWSC
7: Court Ave & Cerritos Ave 04/27/2022
Stanton Town Center 2050 Without Project PM 4:38 pm 04/10/2022 Synchro 11 Report

Page 2 ends

Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 754 13 3 15 621 9 16
Future Vol, veh/h 754 13 3 15 621 9 16
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - None - - None - None
Storage Length - - - 85 - 0 -
Veh in Median Storage, #0 - - - 0 0 -
Grade, % 0 - - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2
Mvmt Flow 820 14 3 16 675 10 17
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 834 834 0 1203 417
Stage 1 - - - - - 827 -
Stage 2 - - - - - 376 -
Critical Hdwy - - 6.44 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - - 5.84 -
Critical Hdwy Stg 2 - - - - - 5.84 -
Follow-up Hdwy - - 2.52 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 424 795 - 177 585
Stage 1 - - - - - 390 -
Stage 2 - - - - - 664 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 688 688 - 172 585
Mov Cap-2 Maneuver - - - - - 172 -
Stage 1 - - - - - 390 -
Stage 2 - - - - - 645 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 17.5

HCM LOS C
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 314 - - 688 -
HCM Lane V/C Ratio 0.087 - - 0.028 -
HCM Control Delay (s) 17.5 - - 10.4 -
HCM Lane LOS C - - B -
HCM 95th %tile Q(veh) 0.3 - - 0.1 -
HCM 6th TWSC
8: Fern Ave & Cerritos Ave 04/27/2022
Stanton Town Center 2050 Without Project PM 4:38 pm 04/10/2022 Synchro 11 Report

Page 3 ends

Intersection
Int Delay, s/veh 3.7
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 75 696 13 23 560 47 22 3 38 22 1 86 Future Vol, veh/h 13 75 696 13 23 560 47 22 3 38 22 1 86 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 50 - - 95 - - - - - - - -
Veh in Median Storage, #- - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 82 757 14 25 609 51 24 3 41 24 1 93
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 660 660 0 0 771 0 0 1311 1666 386 1257 1648 330 Stage 1 - - - - - - - 956 956 - 685 685 -
Stage 2 - - - - - - - 355 710 - 572 963 -
Critical Hdwy 6.44 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.52 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver548 924 - - 840 - - 116 96 612 128 98 666 Stage 1 - - - - - - - 277 335 - 404 447 -
Stage 2 - - - - - - - 635 435 - 472 332 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver812 812 - - 840 - - 88 82 612 103 84 666 Mov Cap-2 Maneuver - - - - - - - 88 82 - 103 84 -
Stage 1 - - - - - - - 244 295 - 356 434 -
Stage 2 - - - - - - - 528 422 - 384 293 -
Approach EB WB NB SB
HCM Control Delay, s1.1 0.3 36.5 23.9

HCM LOS E C
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 181 812 - - 840 - - 307
HCM Lane V/C Ratio 0.378 0.118 - - 0.03 - - 0.386
HCM Control Delay (s) 36.5 10 - - 9.4 - - 23.9
HCM Lane LOS E B - - A - - C
HCM 95th %tile Q(veh) 1.6 0.4 - - 0.1 - - 1.8
HCM 6th TWSC
9: Ashdale St & Cerritos Ave 04/27/2022
Stanton Town Center 2050 Without Project PM 4:38 pm 04/10/2022 Synchro 11 Report

Page 4 ends

Intersection
Int Delay, s/veh 0.7
Movement EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 13 732 1 3 574 14 10 0 1 11 1 11
Future Vol, veh/h 6 13 732 1 3 574 14 10 0 1 11 1 11
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - - None - - None - - None - - None
Storage Length - 100 - - 95 - - - - - - - -
Veh in Median Storage, #- - 0 - - 0 - - 0 - - 0 -
Grade, % - - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 14 796 1 3 624 15 11 0 1 12 1 12
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 639 639 0 0 797 0 0 1158 1484 399 1078 1477 320 Stage 1 - - - - - - - 839 839 - 638 638 -
Stage 2 - - - - - - - 319 645 - 440 839 -
Critical Hdwy 6.44 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.52 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver565 941 - - 821 - - 151 124 601 173 125 676 Stage 1 - - - - - - - 326 379 - 431 469 -
Stage 2 - - - - - - - 667 466 - 566 379 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver772 772 - - 821 - - 144 120 601 169 121 676 Mov Cap-2 Maneuver - - - - - - - 144 120 - 169 121 -
Stage 1 - - - - - - - 317 369 - 419 467 -
Stage 2 - - - - - - - 651 464 - 550 369 -
Approach EB WB NB SB
HCM Control Delay, s0.2 0 30.2 20.5

HCM LOS D C
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 155 772 - - 821 - - 257
HCM Lane V/C Ratio 0.077 0.027 - - 0.004 - - 0.097
HCM Control Delay (s) 30.2 9.8 - - 9.4 - - 20.5
HCM Lane LOS D A - - A - - C
HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.3
HCM 6th TWSC
11: Dale Ave & Standustrial St 04/27/2022
Stanton Town Center 2050 Without Project PM 4:38 pm 04/10/2022 Synchro 11 Report

Page 5 ends

Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 15 8 560 540 5
Future Vol, veh/h 10 15 8 560 540 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 100 - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 11 16 9 609 587 5
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 913 296 592 0 - 0
Stage 1 590 - - - - -
Stage 2 323 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver273 700 980 - - -
Stage 1 517 - - - - -
Stage 2 706 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver271 700 980 - - -
Mov Cap-2 Maneuver389 - - - - -
Stage 1 512 - - - - -
Stage 2 706 - - - - -
Approach EB NB SB
HCM Control Delay, s12 0.1 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR
Capacity (veh/h) 980 - 389 700 - -
HCM Lane V/C Ratio 0.009 - 0.028 0.023 - -
HCM Control Delay (s) 8.7 - 14.5 10.3 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0 - 0.1 0.1 - -
HCM 6th TWSC
12: Katella Ave & Court Ave 04/27/2022
Stanton Town Center 2050 Without Project PM 4:38 pm 04/10/2022 Synchro 11 Report

Page 6 ends

Intersection
Int Delay, s/veh 0.1
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 2 1212 1114 1 8 5
Future Vol, veh/h 1 2 1212 1114 1 8 5
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length - 100 - - - 0 -
Veh in Median Storage, #- - 0 0 - 0 -
Grade, % - - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2
Mvmt Flow 1 2 1317 1211 1 9 5
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 885 1212 0 - 0 1745 606
Stage 1 - - - - - 1212 -
Stage 2 - - - - - 533 -
Critical Hdwy 5.64 5.34 - - - 5.74 7.14
Critical Hdwy Stg 1 - - - - - 6.64 -
Critical Hdwy Stg 2 - - - - - 6.04 -
Follow-up Hdwy 2.32 3.12 - - - 3.82 3.92
Pot Cap-1 Maneuver509 309 - - - 128 377
Stage 1 - - - - - 179 -
Stage 2 - - - - - 505 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver354 354 - - - 127 377
Mov Cap-2 Maneuver - - - - - 157 -
Stage 1 - - - - - 178 -
Stage 2 - - - - - 505 -
Approach EB WB SB
HCM Control Delay, s 0 0 24.2

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 354 - - - 202
HCM Lane V/C Ratio 0.009 - - - 0.07
HCM Control Delay (s) 15.3 - - - 24.2
HCM Lane LOS C - - - C
HCM 95th %tile Q(veh) 0 - - - 0.2
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Appendix E – ICU Spreadsheets, HCM Reports, Synchro and SimTraffic Reports – 2050 Cumulative Plus Project Conditions
Intersection #1
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 261 1 1.00 0.16
Comb. L-T 0
EB Thru 430 1 1.46 0.18
Comb. T-R 1
EB Right 159 0 0.54 0.18
Comb. L-T-R 0
WB Left 269 1 1.00 0.17
Comb. L-T 0
WB Thru 371 1 1.44 0.16
Comb. T-R 1
WB Right 146 0 0.56 0.16
Comb. L-T-R 0
NB Left 124 1 1.00 0.08
Comb. L-T 0
NB Thru 1623 3 3.76 0.27
Comb. T-R 1
NB Right 102 0 0.24 0.27
Comb. L-T-R 0
SB Left 122 1 1.00 0.08
Comb. L-T 0
SB Thru 2455 3 3.77 0.41
Comb. T-R 1
SB Right 147 0 0.23 0.41
Comb. L-T-R 0

0.35 0.48

0.84 Lost Time
V/C
Level of Service
AM 2050 + Project
Cerritos Ave
Beach Blvd
Critical Volumes N-S:

E-W:

D
Total:

0.89 0.05
Intersection #1
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 243 1 1.00 0.15
Comb. L-T 0
EB Thru 509 1 1.52 0.21
Comb. T-R 1
EB Right 162 0 0.48 0.21
Comb. L-T-R 0
WB Left 270 1 1.00 0.17
Comb. L-T 0
WB Thru 359 1 1.44 0.16
Comb. T-R 1
WB Right 140 0 0.56 0.16
Comb. L-T-R 0
NB Left 184 1 1.00 0.12
Comb. L-T 0
NB Thru 2332 3 3.69 0.39
Comb. T-R 1
NB Right 195 0 0.31 0.39
Comb. L-T-R 0
SB Left 164 1 1.00 0.10
Comb. L-T 0
SB Thru 2076 3 3.73 0.35
Comb. T-R 1
SB Right 150 0 0.27 0.35
Comb. L-T-R 0

0.38 0.50

0.88 Lost Time
V/C
Level of Service
PM 2050 + Project
Cerritos Ave
Beach Blvd
Critical Volumes
E-W:

N-S:

Total:

0.05 0.93
E
Intersection #5
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 182 2 2.00 0.06
Comb. L-T 0
EB Thru 552 3 3.00 0.12
Comb. T-R 0
EB Right 153 1 1.00 0.10
Comb. L-T-R 0
WB Left 263 2 2.00 0.09
Comb. L-T 0
WB Thru 671 3 3.00 0.14
Comb. T-R 0
WB Right 152 1 1.00 0.10
Comb. L-T-R 0
NB Left 315 2 2.00 0.11
Comb. L-T 0
NB Thru 1506 3 3.32 0.28
Comb. T-R 1
NB Right 311 0 0.68 0.28
Comb. L-T-R 0
SB Left 287 2 2.00 0.10
Comb. L-T 0
SB Thru 2463 3 3.60 0.43
Comb. T-R 1
SB Right 274 0 0.40 0.43
Comb. L-T-R 0

0.21 0.54

0.74 Lost Time
V/C
Level of Service C

0.79 0.05
Critical Volumes
E-W:

N-S:

Total:

AM 2050 + Project
Katella Ave
Beach Blvd
Intersection #5
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 340 2 2.00 0.12
Comb. L-T 0
EB Thru 791 3 3.00 0.16
Comb. T-R 0
EB Right 241 1 1.00 0.15
Comb. L-T-R 0
WB Left 283 2 2.00 0.10
Comb. L-T 0
WB Thru 646 3 3.00 0.13
Comb. T-R 0
WB Right 193 1 1.00 0.12
Comb. L-T-R 0
NB Left 355 2 2.00 0.12
Comb. L-T 0
NB Thru 2180 3 3.59 0.38
Comb. T-R 1
NB Right 247 0 0.41 0.38
Comb. L-T-R 0
SB Left 243 2 2.00 0.08
Comb. L-T 0
SB Thru 1969 3 3.64 0.34
Comb. T-R 1
SB Right 196 0 0.36 0.34
Comb. L-T-R 0

0.26 0.46

0.73 Lost Time
V/C
Level of Service
PM 2050 + Project
Katella Ave
Beach Blvd
Critical Volumes
E-W:

N-S:

Total:

0.05 0.78
C
Intersection #10
E-W Street:

N-S Street:

Scenario: AM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 101 1 1.00 0.06
Comb. L-T 0
EB Thru 571 1 1.61 0.22
Comb. T-R 1
EB Right 138 0 0.39 0.22
Comb. L-T-R 0
WB Left 84 1 1.00 0.05
Comb. L-T 0
WB Thru 525 1 1.63 0.20
Comb. T-R 1
WB Right 118 0 0.37 0.20
Comb. L-T-R 0
NB Left 93 1 1.00 0.06
Comb. L-T 0
NB Thru 240 1 1.64 0.09
Comb. T-R 1
NB Right 52 0 0.36 0.09
Comb. L-T-R 0
SB Left 151 1 1.00 0.09
Comb. L-T 0
SB Thru 342 1 1.26 0.17
Comb. T-R 1
SB Right 201 0 0.74 0.17
Comb. L-T-R 0

0.27 0.23

0.50 Lost Time
V/C
Level of Service A

0.55 0.05
Critical Volumes
E-W:

N-S:

Total:

AM 2050 + Project
Cerritos Ave
Dale Ave
Intersection #10
E-W Street:

N-S Street:

Scenario: PM Peak
Lane Capacity: 1600
Dual Lefts Capacity (per lane): 1440
Movement Total
Volume
No. of
Lanes
Equivalent
Lanes
Movement
V/C
EB Left 95 1 1.00 0.06
Comb. L-T 0
EB Thru 616 1 1.66 0.23
Comb. T-R 1
EB Right 125 0 0.34 0.23
Comb. L-T-R 0
WB Left 57 1 1.00 0.04
Comb. L-T 0
WB Thru 545 1 1.76 0.19
Comb. T-R 1
WB Right 76 0 0.24 0.19
Comb. L-T-R 0
NB Left 199 1 1.00 0.12
Comb. L-T 0
NB Thru 421 1 1.67 0.16
Comb. T-R 1
NB Right 84 0 0.33 0.16
Comb. L-T-R 0
SB Left 93 1 1.00 0.06
Comb. L-T 0
SB Thru 388 1 1.61 0.15
Comb. T-R 1
SB Right 93 0 0.39 0.15
Comb. L-T-R 0

0.27 0.27

0.54 Lost Time
V/C
Level of Service
PM 2050 + Project
Cerritos Ave
Dale Ave
Critical Volumes
E-W:

N-S:

Total:

0.05 0.59
A
SimTraffic Simulation Summary
04/14/2022
Stanton Town Center 2050 Total AM SimTraffic Report

Page 1 ends

Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 7:25 7:25 7:25 7:25 7:25 7:25 7:25
End Time 8:30 8:30 8:30 8:30 8:30 8:30 8:30
Total Time (min) 65 65 65 65 65 65 65
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1 1
Vehs Entered 11180 11471 11440 11730 11258 11576 11499
Vehs Exited 10943 11393 11317 11643 11092 11498 11367
Starting Vehs 130 128 148 151 116 121 134
Ending Vehs 367 206 271 238 282 199 266
Travel Distance (mi) 3009 3167 3122 3228 3049 3165 3136 Travel Time (hr) 441.9 224.9 318.1 266.2 363.9 245.6 302.0 Total Delay (hr) 338.9 116.5 211.3 155.8 259.6 137.2 194.7 Total Stops 1602 1183 1787 1210 1959 1231 1177
Fuel Used (gal) 171.0 124.6 145.7 136.4 154.5 129.7 140.8 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 7:25 7:25 7:25 7:25
End Time 8:30 8:30 8:30 8:30
Total Time (min) 65 65 65 65
Time Recorded (min) 60 60 60 60
# of Intervals 2 2 2 2
# of Recorded Intervals 1 1 1 1
Vehs Entered 11575 11559 11513 11481
Vehs Exited 11459 11461 11413 11358
Starting Vehs 125 109 127 127
Ending Vehs 241 207 227 246
Travel Distance (mi) 3160 3167 3155 3136
Travel Time (hr) 310.4 317.0 318.8 310.9
Total Delay (hr) 202.3 208.7 210.9 203.6
Total Stops 1474 1157 1145 1389
Fuel Used (gal) 144.5 146.3 145.2 143.9
Interval #0 Information Seeding
Start Time 7:25
End Time 7:30
Total Time (min) 5
Volumes adjusted by Growth Factors.

No data recorded this interval.

SimTraffic Simulation Summary
04/14/2022
Stanton Town Center 2050 Total AM SimTraffic Report

Page 2 ends

Interval #1 Information Recording
Start Time 7:30
End Time 8:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 11180 11471 11440 11730 11258 11576 11499
Vehs Exited 10943 11393 11317 11643 11092 11498 11367
Starting Vehs 130 128 148 151 116 121 134
Ending Vehs 367 206 271 238 282 199 266
Travel Distance (mi) 3009 3167 3122 3228 3049 3165 3136 Travel Time (hr) 441.9 224.9 318.1 266.2 363.9 245.6 302.0 Total Delay (hr) 338.9 116.5 211.3 155.8 259.6 137.2 194.7 Total Stops 1602 1183 1787 1210 1959 1231 1177
Fuel Used (gal) 171.0 124.6 145.7 136.4 154.5 129.7 140.8 Interval #1 Information Recording
Start Time 7:30
End Time 8:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 11575 11559 11513 11481
Vehs Exited 11459 11461 11413 11358
Starting Vehs 125 109 127 127
Ending Vehs 241 207 227 246
Travel Distance (mi) 3160 3167 3155 3136
Travel Time (hr) 310.4 317.0 318.8 310.9
Total Delay (hr) 202.3 208.7 210.9 203.6
Total Stops 1474 1157 1145 1389
Fuel Used (gal) 144.5 146.3 145.2 143.9
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Total AM SimTraffic Report

Page 3 ends

2: Beach Blvd & Main St Performance by movement
Movement EBL EBT EBR WBL WBR NBU NBL NBT NBR SBU SBL SBT Denied Delay (hr) 0.1 0.1 24.2 6.8 14.1 0.0 0.0 0.0 0.0 0.1 0.1 4.3 Denied Del/Veh (s) 593.8 907.7 862.9 0.0 0.0 0.0 0.0 7.9 8.2 5.5 Total Delay (hr) 0.1 0.1 13.0 9.0 9.8 4.0 8.3 2.1 0.0 1.9 1.9 0.7 Total Del/Veh (s) 448.6 2951.0 1856.6 911.1 806.9 4.5 0.6 272.1 192.4 0.8 Stop Delay (hr) 0.1 0.1 13.2 9.0 9.8 4.0 8.3 1.1 0.0 1.9 1.9 0.2 Stop Del/Veh (s) 455.2 2948.4 1853.7 908.7 803.1 2.3 0.1 272.8 191.7 0.3 Total Stops 0 0 29 8 20 15 33 238 1 22 30 24
Stop/Veh 0.28 0.73 1.05 0.94 0.89 0.14 0.03 0.88 0.83 0.01 Travel Dist (mi) 0.0 0.0 6.0 0.4 1.1 1.5 3.6 190.1 4.1 1.4 2.0 164.0 Travel Time (hr) 0.3 0.2 37.5 15.8 24.0 4.1 8.4 8.5 0.2 2.0 2.1 10.5 Vehicles Entered 0 0 98 8 19 15 35 1648 35 25 35 2825
Vehicles Exited 0 0 89 0 8 10 26 1644 35 23 34 2823
Hourly Exit Rate 0 0 89 0 8 10 26 1644 35 23 34 2823
Input Volume 1 1 148 24 58 18 45 1739 37 24 37 2791
% of Volume 0 0 60 0 14 56 58 95 95 96 92 101
2: Beach Blvd & Main St Performance by movement
Movement SBR All
Denied Delay (hr) 0.0 49.9
Denied Del/Veh (s) 1.8 36.9
Total Delay (hr) 0.0 50.9
Total Del/Veh (s) 0.2 38.3
Stop Delay (hr) 0.0 49.5
Stop Del/Veh (s) 0.0 37.3
Total Stops 0 420
Stop/Veh 0.00 0.09
Travel Dist (mi) 0.6 374.8
Travel Time (hr) 0.0 113.6
Vehicles Entered 10 4753
Vehicles Exited 10 4702
Hourly Exit Rate 10 4702
Input Volume 10 4933
% of Volume 100 95
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Total AM SimTraffic Report

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3: Beach Blvd & Pacific St Performance by movement
Movement EBL EBR WBL WBR NBT NBR SBU SBL SBT SBR All
Denied Delay (hr) 0.1 4.4 7.7 10.5 0.0 0.0 0.0 0.0 0.0 0.0 22.6 Denied Del/Veh (s) 213.9 224.0 789.8 941.4 0.0 0.0 0.0 0.0 0.0 0.0 16.7 Total Delay (hr) 0.3 3.9 10.6 9.1 5.7 0.0 0.2 0.4 0.7 0.0 31.0 Total Del/Veh (s) 1068.5 248.3 2124.3 1924.9 11.8 1.2 122.3 90.5 0.8 0.4 23.1 Stop Delay (hr) 0.3 3.9 10.6 9.1 4.5 0.0 0.2 0.4 0.0 0.0 29.1 Stop Del/Veh (s) 1068.2 248.3 2125.2 1925.4 9.2 0.3 121.8 88.7 0.0 0.0 21.7 Total Stops 1 52 10 14 308 1 7 14 0 0 407
Stop/Veh 1.00 0.91 0.56 0.82 0.18 0.03 1.00 0.88 0.00 0.00 0.08 Travel Dist (mi) 0.0 3.0 1.0 0.9 242.0 4.8 0.8 1.7 337.8 0.9 592.9 Travel Time (hr) 0.4 8.5 18.3 19.6 13.9 0.2 0.3 0.5 12.1 0.0 73.8 Vehicles Entered 1 57 15 15 1738 34 6 15 2915 8 4804
Vehicles Exited 0 51 7 7 1719 33 7 14 2914 8 4760
Hourly Exit Rate 0 51 7 7 1719 33 7 14 2914 8 4760
Input Volume 1 74 39 40 1792 35 6 16 2973 9 4985
% of Volume 0 69 18 18 96 94 117 88 98 89 95
4: Beach Blvd & Central Ave/Grand Ave Performance by movement Movement EBL EBR WBL WBR NBU NBL NBT NBR SBL SBT SBR All Denied Delay (hr) 2.5 6.9 0.0 0.0 0.0 0.2 21.2 0.1 0.0 0.0 0.0 31.0 Denied Del/Veh (s) 917.8 800.0 0.1 3.3 11.0 76.4 42.0 47.4 0.0 0.0 0.0 23.0 Total Delay (hr) 3.2 5.8 0.5 0.7 0.6 1.4 1.2 0.0 0.2 1.0 0.0 14.5 Total Del/Veh (s) 2271.6 1882.2 1805.6 515.8 549.7 550.9 2.4 0.1 33.3 1.3 0.7 10.9 Stop Delay (hr) 3.2 5.8 0.5 0.7 0.6 1.4 0.9 0.0 0.2 0.0 0.0 13.2 Stop Del/Veh (s) 2270.8 1882.0 1803.6 515.7 550.4 549.9 1.9 0.0 30.7 0.0 0.0 9.9 Total Stops 3 8 1 5 4 8 41 0 18 2 0 90
Stop/Veh 0.60 0.73 1.00 1.00 1.00 0.89 0.02 0.00 0.90 0.00 0.00 0.02 Travel Dist (mi) 0.1 0.4 0.0 0.2 0.1 0.3 73.2 0.3 2.7 389.8 4.2 471.4 Travel Time (hr) 5.7 12.7 0.5 0.7 0.6 1.6 24.9 0.1 0.3 14.2 0.2 61.5 Vehicles Entered 4 11 1 5 4 8 1768 8 20 2919 32 4780
Vehicles Exited 1 4 0 4 3 7 1766 8 19 2918 31 4761
Hourly Exit Rate 1 4 0 4 3 7 1766 8 19 2918 31 4761
Input Volume 10 30 2 5 4 9 1811 8 22 3035 29 4965
% of Volume 10 13 0 80 75 78 98 100 86 96 107 96
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Total AM SimTraffic Report

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Total Zone Performance
Denied Delay (hr) 103.5
Denied Del/Veh (s) 71.8
Total Delay (hr) 96.4
Total Del/Veh (s) 1578.2
Stop Delay (hr) 91.9
Stop Del/Veh (s) 1503.1
Total Stops 917
Stop/Veh 4.17
Travel Dist (mi) 1439.1
Travel Time (hr) 248.8
Vehicles Entered 4940
Vehicles Exited 37
Hourly Exit Rate 37
Input Volume 14883
% of Volume 0
Queuing and Blocking Report
04/14/2022
Stanton Town Center 2050 Total AM SimTraffic Report

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Intersection: 2: Beach Blvd & Main St
Movement EB WB WB NB NB NB NB NB SB SB SB SB
Directions Served LTR LT R UL T T T TR UL T T T
Maximum Queue (ft) 373 493 93 230 565 582 519 70 218 288 221 2 Average Queue (ft) 310 413 14 173 290 171 54 4 98 78 28 0 95th Queue (ft) 448 631 67 285 687 553 301 75 223 277 168 2 Link Distance (ft) 341 488 546 546 546 546 296 296 296
Upstream Blk Time (%) 78 64 22 1 0 0 9 0
Queuing Penalty (veh) 0 0 99 3 0 0 0 0
Storage Bay Dist (ft) 55 125 145
Storage Blk Time (%) 94 9 73 0 22 0
Queuing Penalty (veh) 55 2 313 0 152 0
Intersection: 2: Beach Blvd & Main St
Movement SB
Directions Served TR
Maximum Queue (ft) 4
Average Queue (ft) 0
95th Queue (ft) 3
Link Distance (ft) 296
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Beach Blvd & Pacific St
Movement EB WB WB NB NB NB NB SB SB SB
Directions Served LTR LTR R T T T TR UL T TR
Maximum Queue (ft) 209 506 80 404 395 285 191 84 17 2
Average Queue (ft) 115 446 8 110 103 69 26 23 1 0
95th Queue (ft) 302 595 55 444 433 350 223 65 17 2
Link Distance (ft) 293 484 646 646 646 646 546 546
Upstream Blk Time (%) 22 76 4 3 1 0
Queuing Penalty (veh) 0 0 16 14 3 1
Storage Bay Dist (ft) 65 145
Storage Blk Time (%) 99 0 0
Queuing Penalty (veh) 20 0 0
Queuing and Blocking Report
04/14/2022
Stanton Town Center 2050 Total AM SimTraffic Report

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Intersection: 4: Beach Blvd & Central Ave/Grand Ave
Movement EB WB NB NB NB NB NB SB SB SB SB SB
Directions Served LTR LTR UL T T T TR UL T T T TR
Maximum Queue (ft) 258 63 86 121 83 50 47 55 2 2 4 11
Average Queue (ft) 205 23 33 32 12 7 5 14 0 0 0 0
95th Queue (ft) 317 105 105 152 88 67 58 41 2 2 4 6
Link Distance (ft) 249 243 206 206 206 206 646 646 646 646 Upstream Blk Time (%) 68 1 8 2 1 1
Queuing Penalty (veh) 0 0 0 0 0 0
Storage Bay Dist (ft) 70 160
Storage Blk Time (%) 19 4
Queuing Penalty (veh) 87 1
Zone Summary
Zone wide Queuing Penalty: 765
SimTraffic Simulation Summary
04/14/2022
Stanton Town Center 2050 Total PM SimTraffic Report

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Summary of All Intervals
Run Number 1 2 3 4 5 6 7
Start Time 4:25 4:25 4:25 4:25 4:25 4:25 4:25
End Time 5:30 5:30 5:30 5:30 5:30 5:30 5:30
Total Time (min) 65 65 65 65 65 65 65
Time Recorded (min) 60 60 60 60 60 60 60
# of Intervals 2 2 2 2 2 2 2
# of Recorded Intervals 1 1 1 1 1 1 1
Vehs Entered 10887 11446 11985 12158 11810 11440 11412
Vehs Exited 10858 11388 11897 12154 11744 11384 11375
Starting Vehs 146 165 152 167 158 174 172
Ending Vehs 175 223 240 171 224 230 209
Travel Distance (mi) 2844 3019 3216 3296 3158 3010 2990 Travel Time (hr) 993.1 787.8 430.0 399.9 754.2 961.6 1077.5 Total Delay (hr) 895.3 684.4 319.8 286.8 645.9 858.4 974.9 Total Stops 888 1338 1648 1289 1659 872 854
Fuel Used (gal) 292.5 250.3 174.4 169.8 247.5 289.6 314.7 Summary of All Intervals
Run Number 8 9 10 Avg
Start Time 4:25 4:25 4:25 4:25
End Time 5:30 5:30 5:30 5:30
Total Time (min) 65 65 65 65
Time Recorded (min) 60 60 60 60
# of Intervals 2 2 2 2
# of Recorded Intervals 1 1 1 1
Vehs Entered 11629 11757 12346 11682
Vehs Exited 11591 11543 12285 11622
Starting Vehs 144 166 162 153
Ending Vehs 182 380 223 217
Travel Distance (mi) 3087 3098 3342 3106
Travel Time (hr) 629.5 760.4 492.8 728.7
Total Delay (hr) 523.7 654.3 378.5 622.2
Total Stops 1081 2326 1485 1342
Fuel Used (gal) 216.0 248.3 192.4 239.6
Interval #0 Information Seeding
Start Time 4:25
End Time 4:30
Total Time (min) 5
Volumes adjusted by Growth Factors.

No data recorded this interval.

SimTraffic Simulation Summary
04/14/2022
Stanton Town Center 2050 Total PM SimTraffic Report

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Interval #1 Information Recording
Start Time 4:30
End Time 5:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 1 2 3 4 5 6 7
Vehs Entered 10887 11446 11985 12158 11810 11440 11412
Vehs Exited 10858 11388 11897 12154 11744 11384 11375
Starting Vehs 146 165 152 167 158 174 172
Ending Vehs 175 223 240 171 224 230 209
Travel Distance (mi) 2844 3019 3216 3296 3158 3010 2990 Travel Time (hr) 993.1 787.8 430.0 399.9 754.2 961.6 1077.5 Total Delay (hr) 895.3 684.4 319.8 286.8 645.9 858.4 974.9 Total Stops 888 1338 1648 1289 1659 872 854
Fuel Used (gal) 292.5 250.3 174.4 169.8 247.5 289.6 314.7 Interval #1 Information Recording
Start Time 4:30
End Time 5:30
Total Time (min) 60
Volumes adjusted by Growth Factors.

Run Number 8 9 10 Avg
Vehs Entered 11629 11757 12346 11682
Vehs Exited 11591 11543 12285 11622
Starting Vehs 144 166 162 153
Ending Vehs 182 380 223 217
Travel Distance (mi) 3087 3098 3342 3106
Travel Time (hr) 629.5 760.4 492.8 728.7
Total Delay (hr) 523.7 654.3 378.5 622.2
Total Stops 1081 2326 1485 1342
Fuel Used (gal) 216.0 248.3 192.4 239.6
SimTraffic Performance Report
04/14/2022
Stanton Town Center 2050 Total PM SimTraffic Report

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Stanton City CouncilApril 9, 2024

Stanton City Council
April 9, 2024