Reedley City Council
April 9, 2024

0.50 4.19E-03
Emission/Unit
Vehicle Travel Percentage / Count
# Vehicles
Offsite Truck Travel Emissions
Category # of Trucks / Yr % of Total DPM EF
(lb/Mile)
Truck Idling
1,3-Butadiene
Ethylbenzene
Formaldehyde
Hexane
CARB
TOG Speciation Profile
Run Exhaust
Lbs/mi/yr
Chemical Name
Acetaldehyde
Acrolein
Benzene
Propylene
Styrene
Toluene
Methanol
Methyl Ethyl Ketone
Naphthalene
Ethylbenzene
Hexane
Toluene
Xylenes
1 2
Xylenes
Diesel
CARB
TOG Speciation Profile
Evaporative Losses
Lbs/mi/yr
Chemical Name
Benzene
9 10 11 12
Emissions Summary
Onsite_1 Onsite_2 Onsite_3 Onsite_4 Onsite_5
3 4 5 6 7 8
OUT_S
Cars
7% 7% 10% 9% 5% 5% 50% 50%
Onsite_6 IN OUT Out_N IN_N IN_S

25.00%
25% 25% 25% 25%

7.13% 7.35% 9.64% 9.37% 4.62% 4.60% 50.00% 50.00% 25.00% 25.00% 25.00% 0% 0% 0% 0%

0.00% 0.00% 0.00%
Chemical Name
Acetaldehyde
Acrolein
0%

0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00%
0% 0% 0% 0% 0% 0% Trucks 0%
Diesel
Methyl Ethyl Ketone
Naphthalene
Propylene
Styrene
Toluene
Xylenes
Benzene
1,3-Butadiene
Ethylbenzene
Formaldehyde
Hexane
Methanol
Model Source Source Col Dat Col Col Row CAS# Chemical Name Pol Count Source Count 1 Onsite_11818 98 75070 Acetaldehyde 15 1918 9811 Onsite_100 75070 Acetaldehyde1 1.16E-03 3.87E-07 1 2 Onsite_22 102 10 99 107028 Acrolein18 9912 Onsite_100 107028 Acrolein1 5.40E-04 1.80E-07 1 3 Onsite_33 123 12 100 71432 Benzene18 10013 Onsite_100 71432 Benzene1 1.17E-02 3.92E-06 1 4 Onsite_44 144 14 101 106990 1-3,Butadiene18 10114 Onsite_100 106990 1-3,Butadiene1 2.28E-03 7.61E-07 1 5 Onsite_55 165 16 102 100414 Ethylbenzene18 10215 Onsite_100 100414 Ethylbenzene1 4.85E-03 1.62E-06 1 6 Onsite_66 186 18 103 50000 Formaldehyde18 10316 Onsite_100 50000 Formaldehyde 1 6.56E-03 2.19E-06
1 7 IN7 207 20 104 110543 Hexane18 10417 Onsite_100 110543 Hexane1 1.30E-02 4.34E-06 1 8 OUT8 228 22 105 67561 Methanol18 10518 Onsite_100 67561 Methanol1 4.98E-04 1.66E-07 1 9 Out_N9 249 24 106 78933 Methyl Ethyl Ketone18 10619 Onsite_100 78933 Methyl Ethyl Ketone1 8.30E-05 2.77E-08 1 10 IN_N 10 26 10 26 107 91203 Naphthalene18 1071 10 Onsite_100 91203 Naphthalene1 2.08E-04 6.92E-08 1 11 IN_S 11 28 11 28 108 115071 Propylene18 1081 11 Onsite_100 115071 Propylene1 1.27E-02 4.23E-06 1 12 OUT_S 12 30 12 30 109 100425 Styrene18 1091 12 Onsite_1 00 100425 Styrene1 4.98E-04 1.66E-07
1 13 Idle Idle188 110 108883 Toluene18 1101 13 Onsite_100 108883 Toluene1 3.10E-02 1.03E-05 1 140 Idle198 111 1330207 Xylenes18 1111 14 Onsite_100 1330207 Xylenes1 2.23E-02 7.44E-06 1 150 Idle1 108 112 9901 Diesel18 1121 15 Onsite_100 9901 Diesel1 4.60E-01 1.02E-04 1 160 Idle1 1182 10 9821 Onsite_200 75070 Acetaldehyde1 1.20E-03 3.99E-07 1 170 Idle1 128 37 Idle2 10 9922 Onsite_200 107028 Acrolein1 5.56E-04 1.85E-07 1 180 Idle1 137 47 TRU2 10 10023 Onsite_200 71432 Benzene1 1.21E-02 4.03E-06 1 19 TRU TRU72 10 10124 Onsite_200 106990 1-3,Butadiene1 2.35E-03 7.84E-07 1 202 10 10225 Onsite_200 100414 Ethylbenzene1 4.99E-03 1.66E-06 1 212 10 10326 Onsite_200 50000 Formaldehyde1 6.76E-03 2.25E-06 1 222 10 10427 Onsite_200 110543 Hexane1 1.34E-02 4.48E-06 1 232 10 10528 Onsite_200 67561 Methanol1 5.13E-04 1.71E-07 1 242 10 10629 Onsite_200 78933 Methyl Ethyl Ketone1 8.55E-05 2.85E-08 1 252 10 1072 10 Onsite_200 91203 Naphthalene1 2.14E-04 7.13E-08 1 262 10 1082 11 Onsite_200 115071 Propylene1 1.31E-02 4.36E-06 1 272 10 1092 12 Onsite_20
0 100425 Styrene1 5.13E-04 1.71E-07
1 282 10 1102 13 Onsite_200 108883 Toluene1 3.19E-02 1.06E-05 1 292 10 1112 14 Onsite_200 1330207 Xylenes1 2.30E-02 7.67E-06 1 302 10 1122 15 Onsite_200 9901 Diesel1 4.79E-01 1.05E-04 1 313 12 9831 Onsite_300 75070 Acetaldehyde1 1.57E-03 5.24E-07 1 323 12 9932 Onsite_300 107028 Acrolein1 7.29E-04 2.43E-07 1 333 12 10033 Onsite_300 71432 Benzene1 1.59E-02 5.29E-06 1 343 12 10134 Onsite_300 106990 1-3,Butadiene1 3.09E-03 1.03E-06 1 353 12 10235 Onsite_300 100414 Ethylbenzene1 6.55E-03 2.18E-06 1 363 12 10336 Onsite_3
00 50000 Formaldehyde1 8.86E-03 2.95E-06
1 373 12 10437 Onsite_300 110543 Hexane1 1.76E-02 5.87E-06 1 383 12 10538 Onsite_300 67561 Methanol1 6.73E-04 2.24E-07 1 393 12 10639 Onsite_300 78933 Methyl Ethyl Ketone1 1.12E-04 3.74E-08 1 403 12 1073 10 Onsite_300 91203 Naphthalene1 2.80E-04 9.35E-08 1 413 12 1083 11 Onsite_300 115071 Propylene1 1.72E-02 5.72E-06 1 423 12 1093 12 Onsite_300 100425 Styrene1 6.73E-04 2.24E-07 1 433 12 1103 13 Onsite_300 108883 Toluene1 4.18E-02 1.39E-05 1 443 12 1113 14 Onsite_300 1330207 Xylenes1 3.02E-02 1.01E-05 1 453 12 1123 15 Onsite_3
00 9901 Diesel1 6.95E-01 1.38E-04
1 464 14 9841 Onsite_400 75070 Acetaldehyde1 1.53E-03 5.09E-07 1 474 14 9942 Onsite_400 107028 Acrolein1 7.09E-04 2.36E-07 1 484 14 10043 Onsite_400 71432 Benzene1 1.54E-02 5.14E-06 1 4 14 10144 Onsite_400 106990 1-3,Butadiene1 3.00E-03 1.00E-06 1 4 14 10245 Onsite_400 100414 Ethylbenzene1 6.37E-03 2.12E-06 1 4 14 10346 Onsite_400 50000 Formaldehyde1 8.62E-03 2.87E-06 1 4 14 10447 Onsite_400 110543 Hexane1 1.71E-02 5.71E-06 1 4 14 10548 Onsite_400 67561 Methanol1 6.54E-04 2.18E-07 1 4 14 10649 Onsite_400 78933 Methyl Ethyl Ketone
1 1.09E-04 3.64E-081
4 14 1074 10 Onsite_400 91203 Naphthalene1 2.73E-04 9.09E-08 1 4 14 1084 11 Onsite_400 115071 Propylene1 1.67E-02 5.56E-06 1 4 14 1094 12 Onsite_400 100425 Styrene1 6.54E-04 2.18E-07 1 4 14 1104 13 Onsite_400 108883 Toluene1 4.07E-02 1.36E-05 1 4 14 1114 14 Onsite_400 1330207 Xylenes1 2.93E-02 9.78E-06 1 4 14 1124 15 Onsite_400 9901 Diesel1 3.03E-01 1.26E-05 1 5 16 9851 Onsite_500 75070 Acetaldehyde1 3.48E-05 1.16E-08 1 5 16 9952 Onsite_500 107028 Acrolein1 1.62E-05 5.39E-09 1 5 16 10053 Onsite_500 71432 Benzene1 3.52E-04 1.17E-07 1 5 16 1015
4 Onsite_500 106990 1-3,Butadiene1 6.84E-05 2.28E-081
5 16 10255 Onsite_500 100414 Ethylbenzene1 1.45E-04 4.84E-08 1 5 16 10356 Onsite_500 50000 Formaldehyde1 1.96E-04 6.55E-08 1 5 16 10457 Onsite_500 110543 Hexane1 3.90E-04 1.30E-07 1 5 16 10558 Onsite_500 67561 Methanol1 1.49E-05 4.97E-09 1 5 16 10659 Onsite_500 78933 Methyl Ethyl Ketone1 2.49E-06 8.29E-10 1 5 16 1075 10 Onsite_500 91203 Naphthalene1 6.21E-06 2.07E-09 1 5 16 1085 11 Onsite_500 115071 Propylene1 3.80E-04 1.27E-07 1 5 16 1095 12 Onsite_500 100425 Styrene1 1.49E-05 4.97E-09 1 5 16 1105 13 Onsite_500 108883 Toluene1 9.27E-04 3.09E-07 1 5 16 1115 14 Onsite_500 1330207 Xylenes1 6.68E-04 2.23E-07 1 5 16 1125 15 Onsite_500 9901 Diesel1 7.36E-02 3.06E-06 1 6 18 9861 Onsite_600 75070 Acetaldehyde1 3.45E-05 1.15E-08 1 6 18 9962 Onsite_600 107028 Acrolein1 1.60E-05 5.34E-09 1 6 18 10063 Onsite_600 71432 Benzene1 3.48E-04 1.16E-07 1 6 18 10164 Onsite_600 106990 1-3,Butadiene1 6.77E-05 2.26E-08 1 6 18 10265 Onsite_600 100414 Ethylbenzene1 1.44E-04 4.79E-08 1 6 18 10366 Onsite_600 50000 Formaldehyde1 1.95E-04 6.48E-08 1 6 18 10467 Onsite_600 110543 Hexane1 3.87E-04 1.29E-07 1 6 18 10568 Onsite_6
00 67561 Methanol1 1.48E-05 4.92E-091
6 18 10669 Onsite_600 78933 Methyl Ethyl Ketone1 2.46E-06 8.21E-10 1 6 18 1076 10 Onsite_600 91203 Naphthalene1 6.16E-06 2.05E-09 1 6 18 1086 11 Onsite_600 115071 Propylene1 3.77E-04 1.26E-07 1 6 18 1096 12 Onsite_600 100425 Styrene1 1.48E-05 4.92E-09 1 6 18 1106 13 Onsite_600 108883 Toluene1 9.19E-04 3.06E-07 1 6 18 1116 14 Onsite_600 1330207 Xylenes1 6.62E-04 2.21E-07 1 6 18 1126 15 Onsite_600 9901 Diesel1 7.29E-02 3.03E-06 1 7 20 9871 IN00 75070 Acetaldehyde1 4.07E-03 1.36E-06
1 7 20 9972 IN00 107028 Acrolein1 1.89E-03 6.30E-07
1 7 20 10073 IN00 71432 Benzene1 4.12E-02 1.37E-05
1 7 20 10174 IN00 106990 1-3,Butadiene1 8.00E-03 2.67E-06 1 7 20 10275 IN00 100414 Ethylbenzene1 1.70E-02 5.66E-06 1 7 20 10376 IN00 50000 Formaldehyde1 2.30E-02 7.66E-06 1 7 20 10477 IN00 110543 Hexane1 4.57E-02 1.52E-05
1 7 20 10578 IN00 67561 Methanol1 1.75E-03 5.82E-07
1 7 20 10679 IN00 78933 Methyl Ethyl Ketone1 2.91E-04 9.70E-08 1 7 20 1077 10 IN00 91203 Naphthalene1 7.27E-04 2.42E-07 1 7 20 1087 11 IN00 115071 Propylene1 4.45E-02 1.48E-05 1 7 20 1097 12 IN00 100425 Styrene
1 1.75E-03 5.82E-07
1 7 20 1107 13 IN00 108883 Toluene1 1.09E-01 3.62E-05
1 7 20 1117 14 IN00 1330207 Xylenes1 7.82E-02 2.61E-05
1 7 20 1127 15 IN00 9901 Diesel1 1.82E+00 3.58E-04
1 8 22 9881 OUT00 75070 Acetaldehyde1 4.07E-03 1.36E-06 1 8 22 9982 OUT00 107028 Acrolein1 1.89E-03 6.30E-07
1 8 22 10083 OUT00 71432 Benzene1 4.12E-02 1.37E-05
1 8 22 10184 OUT00 106990 1-3,Butadiene1 8.00E-03 2.67E-06 1 8 22 10285 OUT00 100414 Ethylbenzene1 1.70E-02 5.66E-06 1 8 22 10386 OUT00 50000 Formaldehyde1 2.30E-02 7.66E-06 1 8 22 104
87 OUT00 110543 Hexane1 4.57E-02 1.52E-051
8 22 10588 OUT00 67561 Methanol1 1.75E-03 5.82E-07
1 8 22 10689 OUT00 78933 Methyl Ethyl Ketone1 2.91E-04 9.70E-08 1 8 22 1078 10 OUT00 91203 Naphthalene1 7.27E-04 2.42E-07 1 8 22 1088 11 OUT00 115071 Propylene1 4.45E-02 1.48E-05 1 8 22 1098 12 OUT00 100425 Styrene1 1.75E-03 5.82E-07
1 8 22 1108 13 OUT00 108883 Toluene1 1.09E-01 3.62E-05
1 8 22 1118 14 OUT00 1330207 Xylenes1 7.82E-02 2.61E-05 1 8 22 1128 15 OUT00 9901 Diesel1 1.87E+00 3.58E-04
1 9 24 9891 Out_N00 75070 Acetaldehyde
1 1.02E-03 3.39E-07
1 9 24 9992 Out_N00 107028 Acrolein1 4.73E-04 1.58E-07
1 9 24 10093 Out_N00 71432 Benzene1 1.03E-02 3.43E-06
1 9 24 10194 Out_N00 106990 1-3,Butadiene1 2.00E-03 6.67E-07 1 9 24 10295 Out_N00 100414 Ethylbenzene1 4.25E-03 1.42E-06 1 9 24 10396 Out_N00 50000 Formaldehyde1 5.75E-03 1.92E-06 1 9 24 10497 Out_N00 110543 Hexane1 1.14E-02 3.81E-06
1 9 24 10598 Out_N00 67561 Methanol1 4.36E-04 1.45E-07
1 9 24 10699 Out_N00 78933 Methyl Ethyl Ketone1 7.27E-05 2.42E-08 1 9 24 1079 10 Out_N00 91203 Naphthalene1 1.82E-04 6.06E-08 1 9 24 1089 11 Out_N
00 115071 Propylene1 1.11E-02 3.71E-06
1 9 24 1099 12 Out_N00 100425 Styrene1 4.36E-04 1.45E-07 1 9 24 1109 13 Out_N00 108883 Toluene1 2.71E-02 9.04E-06 1 9 24 1119 14 Out_N00 1330207 Xylenes1 1.96E-02 6.52E-06 1 9 24 1129 15 Out_N00 9901 Diesel1 1.75E+00 8.95E-05
1 10 26 98 101 IN_N00 75070 Acetaldehyde1 1.02E-03 3.39E-07 1 10 26 99 102 IN_N00 107028 Acrolein1 4.73E-04 1.58E-07 1 10 26 100 103 IN_N00 71432 Benzene1 1.03E-02 3.43E-06 1 10 26 101 104 IN_N00 106990 1-3,Butadiene1 2.00E-03 6.67E-07 1 10 26 102 105 IN_N00 100414 Ethylbenzene1 4.25E-03 1.42E-06 1 10 26 103 106 IN_N00 50000 Formaldehyde1 5.75E-03 1.92E-06 1 10 26 104 107 IN_N00 110543 Hexane1 1.14E-02 3.81E-06 1 10 26 105 108 IN_N00 67561 Methanol1 4.36E-04 1.45E-07 1 10 26 106 109 IN_N00 78933 Methyl Ethyl Ketone1 7.27E-05 2.42E-08 1 10 26 107 10 10 IN_N00 91203 Naphthalene1 1.82E-04 6.06E-08 1 10 26 108 10 11 IN_N00 115071 Propylene1 1.11E-02 3.71E-06 1 10 26 109 10 12 IN_N
00 100425 Styrene1 4.36E-04 1.45E-07
1 10 26 110 10 13 IN_N00 108883 Toluene1 2.71E-02 9.04E-06 1 10 26 111 10 14 IN_N00 1330207 Xylenes1 1.96E-02 6.52E-06 1 10 26 112 10 15 IN_N00 9901 Diesel1 1.73E+00 8.95E-05 1 11 28 98 111 IN_S00 75070 Acetaldehyde1 1.02E-03 3.39E-07 1 11 28 99 112 IN_S00 107028 Acrolein1 4.73E-04 1.58E-07 1 11 28 100 113 IN_S00 71432 Benzene1 1.03E-02 3.43E-06 1 11 28 101 114 IN_S00 106990 1-3,Butadiene1 2.00E-03 6.67E-07 1 11 28 102 115 IN_S00 100414 Ethylbenzene1 4.25E-03 1.42E-06 1 11 28 103 116 IN_S00 50000 Formaldehyde1 5.75E-03 1.92E-06 1 11 28 104 117 IN_S00 110543 Hexane
1 1.14E-02 3.81E-06
1 11 28 105 118 IN_S00 67561 Methanol1 4.36E-04 1.45E-07 1 11 28 106 119 IN_S00 78933 Methyl Ethyl Ketone1 7.27E-05 2.42E-08 1 11 28 107 11 10 IN_S00 91203 Naphthalene1 1.82E-04 6.06E-08 1 11 28 108 11 11 IN_S00 115071 Propylene1 1.11E-02 3.71E-06 1 11 28 109 11 12 IN_S00 100425 Styrene1 4.36E-04 1.45E-07 1 11 28 110 11 13 IN_S00 108883 Toluene1 2.71E-02 9.04E-06 1 11 28 111 11 14 IN_S00 1330207 Xylenes1 1.96E-02 6.52E-06 1 11 28 112 11 15 IN_S00 9901 Diesel1 1.37E+00 8.95E-05 1 12 30 98 121 OUT_S00 75070 Acetaldehyde1 1.02E-03 3.39E-07 1 12 30 99 12
2 OUT_S00 107028 Acrolein1 4.73E-04 1.58E-07
1 12 30 100 123 OUT_S00 71432 Benzene1 1.03E-02 3.43E-06 1 12 30 101 124 OUT_S00 106990 1-3,Butadiene1 2.00E-03 6.67E-07 1 12 30 102 125 OUT_S00 100414 Ethylbenzene1 4.25E-03 1.42E-06 1 12 30 103 126 OUT_S00 50000 Formaldehyde1 5.75E-03 1.92E-06 1 12 30 104 127 OUT_S00 110543 Hexane1 1.14E-02 3.81E-06 1 12 30 105 128 OUT_S00 67561 Methanol1 4.36E-04 1.45E-07 1 12 30 106 129 OUT_S00 78933 Methyl Ethyl Ketone1 7.27E-05 2.42E-08 1 12 30 107 12 10 OUT_S00 91203 Naphthalene1 1.82E-04 6.06E-08 1 12 30 108 12 11 OUT_S00 115071 Propylene
1 1.11E-02 3.71E-06
1 12 30 109 12 12 OUT_S00 100425 Styrene1 4.36E-04 1.45E-07 1 12 30 110 12 13 OUT_S00 108883 Toluene1 2.71E-02 9.04E-06 1 12 30 111 12 14 OUT_S00 1330207 Xylenes1 1.96E-02 6.52E-06 1 12 30 112 12 15 OUT_S00 9901 Diesel1 1.36E+00 8.95E-05 1 Idle8 98 131 Idle00 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle8 99 132 Idle00 107028 Acrolein1 0.00E+00 0.00E+00 1 Idle8 100 133 Idle00 71432 Benzene1 0.00E+00 0.00E+00 1 Idle8 101 134 Idle00 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle8 102 135 Idle00 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle8 103 13
6 Idle00 50000 Formaldehyde1 0.00E+00 0.00E+00
1 Idle8 104 137 Idle00 110543 Hexane1 0.00E+00 0.00E+00 1 Idle8 105 138 Idle00 67561 Methanol1 0.00E+00 0.00E+00 1 Idle8 106 139 Idle00 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle8 107 13 10 Idle00 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle8 108 13 11 Idle00 115071 Propylene1 0.00E+00 0.00E+00 1 Idle8 109 13 12 Idle00 100425 Styrene1 0.00E+00 0.00E+00 1 Idle8 110 13 13 Idle00 108883 Toluene1 0.00E+00 0.00E+00 1 Idle8 111 13 14 Idle00 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle8 37 13 15 Idle00 9901 Diesel1 1.73E-02 1.73E-02
1 Idle9 98 141000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle9 99 142000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle9 100 143000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle9 101 144000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle9 102 145000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle9 103 146000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle9 104 147000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle9 105 148000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle9 106 149000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle9 107 14 100
00 91203 Naphthalene1 0.00E+00 0.00E+001
Idle9 108 14 11000 115071 Propylene1 0.00E+00 0.00E+00
1 Idle9 109 14 12000 100425 Styrene1 0.00E+00 0.00E+00
1 Idle9 110 14 13000 108883 Toluene1 0.00E+00 0.00E+00
1 Idle9 111 14 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle9 37 14 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 10 98 151000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 10 99 152000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 10 100 153000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle 10 101 154000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 10 102 155000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 10 103 156000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 10 104 157000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 10 105 158000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 10 106 159000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle 10 107 15 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 10 108 15 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 10 109 15 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 10 110 15 13000 108883 Toluene1 0.00E+00 0.00E+00 1 Idle 10 111 15 14000 1330207 Xylenes
1 0.00E+00 0.00E+001
Idle 10 37 15 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 11 98 161000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 11 99 162000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 11 100 163000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle 11 101 164000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 11 102 165000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 11 103 166000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 11 104 167000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 11 105 168000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 11 106 16
9000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+001
Idle 11 107 16 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 11 108 16 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 11 109 16 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 11 110 16 13000 108883 Toluene1 0.00E+00 0.00E+00 1 Idle 11 111 16 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle 11 37 16 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 12 98 171000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 12 99 172000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 12 100 173000 71432 Benzene
1 0.00E+00 0.00E+00
1 Idle 12 101 174000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 12 102 175000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 12 103 176000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 12 104 177000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 12 105 178000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 12 106 179000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle 12 107 17 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 12 108 17 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 12 109 17 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 12 110 17 13
000 108883 Toluene1 0.00E+00 0.00E+00
1 Idle 12 111 17 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle 12 37 17 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 13 98 181000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 13 99 182000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 13 100 183000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle 13 101 184000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 13 102 185000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 13 103 186000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 13 104 187000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 13 105 188000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 13 106 189000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle 13 107 18 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 13 108 18 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 13 109 18 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 13 110 18 13000 108883 Toluene1 0.00E+00 0.00E+00 1 Idle 13 111 18 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle 13 37 18 15000 9901 Diesel1 0.00E+00 0.00E+00
1 TRU7 98 191 TRU00 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 TRU7 99 192 TRU
00 107028 Acrolein1 0.00E+00 0.00E+00
1 TRU7 100 193 TRU00 71432 Benzene1 0.00E+00 0.00E+00
1 TRU7 101 194 TRU00 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 TRU7 102 195 TRU00 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 TRU7 103 196 TRU00 50000 Formaldehyde1 0.00E+00 0.00E+00 1 TRU7 104 197 TRU00 110543 Hexane1 0.00E+00 0.00E+00
1 TRU7 105 198 TRU00 67561 Methanol1 0.00E+00 0.00E+00
1 TRU7 106 199 TRU00 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 TRU7 107 19 10 TRU00 91203 Naphthalene1 0.00E+00 0.00E+00 1 TRU7 108 19 11 TRU00 115071 Propylene1 0.00E+00 0.00E+00 1 TRU7 109 19 12 TRU00 100425 Styrene1 0.00E+00 0.00E+00 1 TRU7 110 19 13 TRU00 108883 Toluene1 0.00E+00 0.00E+00 1 TRU7 111 19 14 TRU00 1330207 Xylenes1 0.00E+00 0.00E+00 1 TRU7 47 19 15 TRU00 9901 Diesel1 0.00E+00 0.00E+00
1 Daily Trips
561
Passenger
Vehicles 2-Axle Trks 3-Axle Trks 4-Axle Trks Total
Percentage 69.0% 6.8% 5.5% 18.7% 100%
# Daily Vehicles 387.00 38.00 31.00 105.00 561
# Annual Vehicles 141,255 13,870 11,315 38,325 204,765
Truck Travel
DPM Lbs/ Yr IN_S2 OUT_S2 IN_S1 OUT_N2 IN_N2 OUT_N1 Total Distance (m) 220.1 221.9 245.8 196 215.7 374.7 1474.2

6.0% 6.1% 6.7% 5.4% 5.9% 10.2% 40%
2-Axle Trks 13,870 21.8% 3.36E-01 2-Axle Trks 2.76E-03 2.81E-03 3.44E-03 2.19E-03 2.65E-03 8.00E-03 5.57E-03 3-Axle Trks 11,315 17.8% 9.53E+00 3-Axle Trks 7.84E-02 7.97E-02 9.78E-02 6.22E-02 7.53E-02 2.27E-01 1.58E-01 4-Axle Trks 38,325 60.3% 2.23E+00 4-Axle Trks 1.83E-02 1.86E-02 2.29E-02 1.45E-02 1.76E-02 5.31E-02 3.69E-02 Total 63,510 100% --- Total 9.95E-02 1.01E-01 1.24E-01 7.89E-02 9.56E-02 2.88E-01 2.01E-01 DPM Lbs/ Yr Total
Gas Only N N N N N N
Distance (m) 1 0 0 0 0 0 1
% 0% 0% 0% 0% 0% 0% 0%
2-Axle Trks 13,870 21.8% 8.40E-01 2-Axle Trks 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3-Axle Trks 11,315 17.8% 2.67E-01 3-Axle Trks 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4-Axle Trks 38,325 60.3% 2.68E+00 4-Axle Trks 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 Total 63,510 100% --- Total 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 Truck Idle
# of Idling Pts 1
Idle Total
Category # of Trucks / Yr Idle EF
(lbs / Event) Time (Hr) Lbs/ Yr Lbs / Yr /Unit 0 0 0 0 0 0 0 2-Axle Trks 13,870 6.08E-05 0.25 2.11E-01 2.11E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3-Axle Trks 11,315 4.61E-05 0.25 1.30E-01 1.30E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4-Axle Trks 38,325 8.53E-05 0.25 8.17E-01 8.17E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 Total 63,510 -- -- 1.16E+00 1.16E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 TRUs
Percent of Trucks 0 0.00 # of Units 1
Category Percentage # of TRUs / Yr Time (Hr) *DPM EF
(lbs/Event)
Emissions
(lb/Yr)
2-Axle Trks 15.5 0 0.00
3-Axle Trks 4.9 0 0.00
4-Axle Trks 24.3 0 0.00
Total 45 0 0.00
* TRU EF * BHP * Load factor * Time in hours
Vehicle Emissions
Category # of Vehicles / Yr % LDA % LDT
Passenger Vehicles 141,255 67% 32.72%
95,041 46,214
Category TOG Exhaust
EF (lb/Mile)
TOG Runloss
EF (lb/Mile)
LDA 2.85E-05 5.12E-04
LDT 6.73E-05 8.81E-04
CAS# Fraction LDA LDT
75070 2.80E-03 7.59E-03 8.70E-03
107028 1.30E-03 3.52E-03 4.04E-03
71432 2.47E-02 6.69E-02 7.68E-02
106990 5.50E-03 1.49E-02 1.71E-02
100414 1.05E-02 2.85E-02 3.26E-02
50000 1.58E-02 4.28E-02 4.91E-02
110543 1.60E-02 4.34E-02 4.97E-02
67561 1.20E-03 3.25E-03 3.73E-03
78933 2.00E-04 5.42E-04 6.22E-04
91203 5.00E-04 1.36E-03 1.55E-03
115071 3.06E-02 8.29E-02 9.51E-02
100425 1.20E-03 3.25E-03 3.73E-03
108883 5.76E-02 1.56E-01 1.79E-01
1330207 4.80E-02 1.30E-01 1.49E-01
9901 1.38E-02 2.89E+00 1.41E+00
CAS# Fraction LDA LDT
71432 3.600E-03 9.76E-03 1.12E-02
100414 1.180E-03 3.20E-03 3.67E-03
110543 1.540E-02 4.17E-02 4.79E-02
108883 1.700E-02 4.61E-02 5.28E-02
1330207 5.780E-03 1.57E-02 1.80E-02
Vehicle Emissions Travel Summary
Source Col
Vehicles Total
Percentage
Total
Distance

40.36% 1475.2
CAS# Lbs/mi/Hr Lbs/mi/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr 75070 5.43E-06 1.63E-02 1.97E-08 5.90E-05 2.00E-08 5.99E-05 2.45E-08 7.35E-05 1.56E-08 4.68E-05 1.89E-08 5.66E-05 5.70E-08 1.71E-04 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 1.56E-07 4.67E-04 107028 2.52E-06 7.56E-03 9.13E-09 2.74E-05 9.27E-09 2.78E-05 1.14E-08 3.41E-05 7.24E-09 2.17E-05 8.76E-09 2.63E-05 2.64E-08 7.93E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 7.22E-08 2.17E-04 71432 5.49E-05 1.65E-01 1.99E-07 5.96E-04 2.02E-07 6.06E-04 2.48E-07 7.43E-04 1.58E-07 4.73E-04 1.91E-07 5.72E-04 5.76E-07 1.73E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 1.57E-06 4.72E-03 106990 1.07E-05 3.20E-02 3.86E-08 1.16E-04 3.92E-08 1.18E-04 4.81E-08 1.44E-04 3.06E-08 9.18E-05 3.71E-08 1.11E-04 1.12E-07 3.36E-04 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.06E-07 9.17E-04 100414 2.27E-05 6.80E-02 8.20E-08 2.46E-04 8.33E-08 2.50E-04 1.02E-07 3.07E-04 6.50E-08 1.95E-04 7.87E-08 2.36E-04 2.38E-07 7.13E-04 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 6.49E-07 1.95E-03 50000 3.06E-05 9.19E-02 1.11E-07 3.33E-04 1.13E-07 3.38E-04 1.38E-07 4.15E-04 8.79E-08 2.64E-04 1.07E-07 3.20E-04 3.21E-07 9.64E-04 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 8.78E-07 2.63E-03 110543 6.09E-05 1.83E-01 2.20E-07 6.61E-04 2.24E-07 6.72E-04 2.75E-07 8.25E-04 1.75E-07 5.24E-04 2.12E-07 6.35E-04 6.39E-07 1.92E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 1.74E-06 5.23E-03 67561 2.33E-06 6.98E-03 8.42E-09 2.53E-05 8.56E-09 2.57E-05 1.05E-08 3.15E-05 6.68E-09 2.00E-05 8.09E-09 2.43E-05 2.44E-08 7.32E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 6.67E-08 2.00E-04 78933 3.88E-07 1.16E-03 1.40E-09 4.21E-06 1.43E-09 4.28E-06 1.75E-09 5.25E-06 1.11E-09 3.34E-06 1.35E-09 4.04E-06 4.07E-09 1.22E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 1.11E-08 3.33E-05 91203 9.70E-07 2.91E-03 3.51E-09 1.05E-05 3.57E-09 1.07E-05 4.38E-09 1.31E-05 2.78E-09 8.35E-06 3.37E-09 1.01E-05 1.02E-08 3.05E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 2.78E-08 8.33E-05 115071 5.93E-05 1.78E-01 2.15E-07 6.44E-04 2.18E-07 6.55E-04 2.68E-07 8.04E-04 1.70E-07 5.11E-04 2.06E-07 6.19E-04 6.23E-07 1.87E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 1.70E-06 5.10E-03 100425 2.33E-06 6.98E-03 8.42E-09 2.53E-05 8.56E-09 2.57E-05 1.05E-08 3.15E-05 6.68E-09 2.00E-05 8.09E-09 2.43E-05 2.44E-08 7.32E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 6.67E-08 2.00E-04 108883 1.45E-04 4.34E-01 5.24E-07 1.57E-03 5.32E-07 1.60E-03 6.53E-07 1.96E-03 4.15E-07 1.25E-03 5.03E-07 1.51E-03 1.52E-06 4.55E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4.14E-06 1.24E-02 1330207 1.04E-04 3.13E-01 3.77E-07 1.13E-03 3.84E-07 1.15E-03 4.71E-07 1.41E-03 2.99E-07 8.98E-04 3.63E-07 1.09E-03 1.09E-06 3.28E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 2.99E-06 8.96E-03 9901 1.43E-03 4.30E+00 5.18E-06 1.15E-01 5.27E-06 1.17E-01 6.46E-06 1.44E-01 4.11E-06 9.13E-02 4.98E-06 1.11E-01 1.50E-05 3.34E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4.10E-05 9.11E-01 Onsite Truck Travel Emissions
Offsite Truck Travel Emissions
Truck Idling
Onsite TRU Emissions

0.25 2.09E-03
% of Total DPM EF
(lb/Mile)
Acetaldehyde
Acrolein
Benzene
1,3-Butadiene
Ethylbenzene
Formaldehyde
Emission/Unit
Vehicle Travel Percentage / Count
# Vehicles
CARB
TOG Speciation Profile
Run Exhaust
Lbs/mi/yr
Chemical Name
Naphthalene
Propylene
Styrene
Hexane
Methanol
Methyl Ethyl Ketone
Ethylbenzene
Hexane
Toluene
Xylenes
Toluene
Xylenes
Diesel
CARB
TOG Speciation Profile
Evaporative Losses
Lbs/mi/yr
Chemical Name
Benzene
1 2 3 4 5 6 10 11 12
OUT_N2 IN_N2
Trucks 0% 0% 0%
7 8 9

6.02% 6.07% 6.72% 5.36% 5.90% 10.24%
0%
0%
0 Cars
6% 6% 7% 5% 6% 10% 0% 0%
IN_S2 OUT_S2 OUT_N1 0 0 0 0 0

0.07% 0.00% 0.00% 0.00% 0.00% 0.00%
0% 0% 0%

0.00% 0.00% 0.00% 0.00% 0.00%
Chemical Name
0% 0% 0%

0.01% 0.01% 0.01% 0.01% 0.01% 0.02% 0.00%
0% 0% 0% 0% 0%
Emissions Summary
IN_S1
Toluene
Xylenes
Diesel
Category # of Trucks / Yr % of Total DPM EF
(lb/Mile)
Category # of Trucks / Yr
Hexane
Methanol
Methyl Ethyl Ketone
Naphthalene
Propylene
Styrene
Acetaldehyde
Acrolein
Benzene
1,3-Butadiene
Ethylbenzene
Formaldehyde
Model Source Source Col Dat Col Col Row CAS# Chemical Name Pol Count Source Count 1 IN_S21818 98 75070 Acetaldehyde 15 1918 9811 IN_S200 75070 Acetaldehyde1 5.90E-05 1.97E-08 1 2 OUT_S22 102 10 99 107028 Acrolein18 9912 IN_S200 107028 Acrolein1 2.74E-05 9.13E-09 1 3 IN_S13 123 12 100 71432 Benzene18 10013 IN_S200 71432 Benzene1 5.96E-04 1.99E-07 1 4 OUT_N24 144 14 101 106990 1-3,Butadiene18 10114 IN_S200 106990 1-3,Butadiene1 1.16E-04 3.86E-08 1 5 IN_N25 165 16 102 100414 Ethylbenzene18 10215 IN_S200 100414 Ethylbenzene1 2.46E-04 8.20E-08 1 6 OUT_N16 186 18 103 50000 Formaldehyde18 10316 IN_S200 50000 Formaldehyde 1 3.33E-04 1.11E-07
1 707 207 20 104 110543 Hexane18 10417 IN_S200 110543 Hexane1 6.61E-04 2.20E-07 1 808 228 22 105 67561 Methanol18 10518 IN_S200 67561 Methanol1 2.53E-05 8.42E-09 1 909 249 24 106 78933 Methyl Ethyl Ketone18 10619 IN_S200 78933 Methyl Ethyl Ketone1 4.21E-06 1.40E-09 1 100 10 26 10 26 107 91203 Naphthalene18 1071 10 IN_S200 91203 Naphthalene1 1.05E-05 3.51E-09 1 110 11 28 11 28 108 115071 Propylene18 1081 11 IN_S200 115071 Propylene1 6.44E-04 2.15E-07 1 120 12 30 12 30 109 100425 Styrene18 1091 12 IN_S2
00 100425 Styrene1 2.53E-05 8.42E-09
1 13 Idle Idle18 138 110 108883 Toluene18 1101 13 IN_S200 108883 Toluene1 1.57E-03 5.24E-07 1 140 Idle19 148 111 1330207 Xylenes18 1111 14 IN_S200 1330207 Xylenes1 1.13E-03 3.77E-07 1 150 Idle1 10 158 112 9901 Diesel18 1121 15 IN_S200 9901 Diesel1 1.15E-01 5.18E-06 1 160 Idle1 11 1682 10 9821 OUT_S200 75070 Acetaldehyde1 5.99E-05 2.00E-08 1 170 Idle1 12 178 37 Idle2 10 9922 OUT_S200 107028 Acrolein1 2.78E-05 9.27E-09 1 180 Idle1 13 187 47 TRU2 10 10023 OUT_S2
00 71432 Benzene1 6.06E-04 2.02E-07
1 19 TRU TRU7 192 10 10124 OUT_S200 106990 1-3,Butadiene1 1.18E-04 3.92E-08 1 202 10 10225 OUT_S200 100414 Ethylbenzene1 2.50E-04 8.33E-08 1 212 10 10326 OUT_S200 50000 Formaldehyde1 3.38E-04 1.13E-07 1 222 10 10427 OUT_S200 110543 Hexane1 6.72E-04 2.24E-07 1 232 10 10528 OUT_S200 67561 Methanol1 2.57E-05 8.56E-09 1 242 10 10629 OUT_S200 78933 Methyl Ethyl Ketone1 4.28E-06 1.43E-09 1 252 10 1072 10 OUT_S200 91203 Naphthalene1 1.07E-05 3.57E-09 1 262 10 1082 11 OUT_S200 115071 Propylene1 6.55E-04 2.18E-07 1 27
2 10 1092 12 OUT_S200 100425 Styrene1 2.57E-05 8.56E-09 1 282 10 1102 13 OUT_S200 108883 Toluene1 1.60E-03 5.32E-07 1 292 10 1112 14 OUT_S200 1330207 Xylenes1 1.15E-03 3.84E-07 1 302 10 1122 15 OUT_S200 9901 Diesel1 1.17E-01 5.27E-06 1 313 12 9831 IN_S100 75070 Acetaldehyde1 7.35E-05 2.45E-08 1 323 12 9932 IN_S100 107028 Acrolein1 3.41E-05 1.14E-08 1 333 12 10033 IN_S100 71432 Benzene1 7.43E-04 2.48E-07 1 343 12 10134 IN_S100 106990 1-3,Butadiene1 1.44E-04 4.81E-08 1 353 12 10235 IN_S100 100414 Ethylbenzene1 3.07E-04 1.02E-07 1 363 12 10336 IN_S100 50000 Formaldehyde1 4.15E-04 1.38E-07 1 373 12 10437 IN_S100 110543 Hexane1 8.25E-04 2.75E-07 1 383 12 10538 IN_S100 67561 Methanol1 3.15E-05 1.05E-08 1 393 12 10639 IN_S100 78933 Methyl Ethyl Ketone1 5.25E-06 1.75E-09 1 403 12 1073 10 IN_S100 91203 Naphthalene1 1.31E-05 4.38E-09 1 413 12 1083 11 IN_S100 115071 Propylene1 8.04E-04 2.68E-07 1 423 12 1093 12 IN_S100 100425 Styrene1 3.15E-05 1.05E-08 1 433 12 1103 13 IN_S100 108883 Toluene1 1.96E-03 6.53E-07 1 443 12 1113 14 IN_S100 1330207 Xylenes1 1.41E-03 4.71E-07 1 453 12 1123 15 IN_S100 9901 Diesel1 1.44E-01 6.46E-06 1 464 14 9841 OUT_N200 75070 Acetaldehyde1 4.68E-05 1.56E-08 1 474 14 9942 OUT_N200 107028 Acrolein1 2.17E-05 7.24E-09 1 484 14 10043 OUT_N200 71432 Benzene1 4.73E-04 1.58E-07 1 4 14 10144 OUT_N200 106990 1-3,Butadiene1 9.18E-05 3.06E-08 1 4 14 10245 OUT_N200 100414 Ethylbenzene1 1.95E-04 6.50E-08 1 4 14 10346 OUT_N200 50000 Formaldehyde1 2.64E-04 8.79E-08 1 4 14 10447 OUT_N200 110543 Hexane1 5.24E-04 1.75E-07
1 4 14 10548 OUT_N200 67561 Methanol1 2.00E-05 6.68E-09 1 4 14 106
49 OUT_N200 78933 Methyl Ethyl Ketone1 3.34E-06 1.11E-091 4 14 1074 10 OUT_N200 91203 Naphthalene1 8.35E-06 2.78E-09 1 4 14 1084 11 OUT_N200 115071 Propylene1 5.11E-04 1.70E-07 1 4 14 1094 12 OUT_N200 100425 Styrene1 2.00E-05 6.68E-09 1 4 14 1104 13 OUT_N200 108883 Toluene1 1.25E-03 4.15E-07 1 4 14 1114 14 OUT_N200 1330207 Xylenes1 8.98E-04 2.99E-07 1 4 14 1124 15 OUT_N200 9901 Diesel1 9.13E-02 4.11E-06
1 5 16 9851 IN_N200 75070 Acetaldehyde1 5.66E-05 1.89E-08 1 5 16 9952 IN_N200 107028 Acrolein1 2.63E-05 8.76E-09
1 5 16 10053 IN_N200 71432 Benzene1 5.72E-04 1.91E-07
1 5 16 10154 IN_N200 106990 1-3,Butadiene1 1.11E-04 3.71E-08 1 5 16 10255 IN_N200 100414 Ethylbenzene1 2.36E-04 7.87E-08 1 5 16 10356 IN_N200 50000 Formaldehyde1 3.20E-04 1.07E-07 1 5 16 10457 IN_N200 110543 Hexane1 6.35E-04 2.12E-07
1 5 16 10558 IN_N200 67561 Methanol1 2.43E-05 8.09E-09
1 5 16 10659 IN_N200 78933 Methyl Ethyl Ketone1 4.04E-06 1.35E-09 1 5 16 1075 10 IN_N200 91203 Naphthalene1 1.01E-05 3.37E-09 1 5 16 1085 11 IN_N200 115071 Propylene1 6.19E-04 2.06E-07 1 5 16 1095 12 IN_N200 100425 Styrene1 2.43E-05 8.09E-09 1 5 16 1105 13 IN_N2
00 108883 Toluene1 1.51E-03 5.03E-071
5 16 1115 14 IN_N200 1330207 Xylenes1 1.09E-03 3.63E-07 1 5 16 1125 15 IN_N200 9901 Diesel1 1.11E-01 4.98E-06
1 6 18 9861 OUT_N100 75070 Acetaldehyde1 1.71E-04 5.70E-08 1 6 18 9962 OUT_N100 107028 Acrolein1 7.93E-05 2.64E-08 1 6 18 10063 OUT_N100 71432 Benzene1 1.73E-03 5.76E-07
1 6 18 10164 OUT_N100 106990 1-3,Butadiene1 3.36E-04 1.12E-07 1 6 18 10265 OUT_N100 100414 Ethylbenzene1 7.13E-04 2.38E-07 1 6 18 10366 OUT_N100 50000 Formaldehyde1 9.64E-04 3.21E-07 1 6 18 10467 OUT_N100 110543 Hexane1 1.92E-03 6.39E-07
1 6 18 10568 OUT_N100 67561 Methanol1 7.32E-05 2.44E-08 1 6 18 10669 OUT_N100 78933 Methyl Ethyl Ketone1 1.22E-05 4.07E-09 1 6 18 1076 10 OUT_N100 91203 Naphthalene1 3.05E-05 1.02E-08 1 6 18 1086 11 OUT_N100 115071 Propylene1 1.87E-03 6.23E-07 1 6 18 1096 12 OUT_N100 100425 Styrene1 7.32E-05 2.44E-08 1 6 18 1106 13 OUT_N100 108883 Toluene1 4.55E-03 1.52E-06 1 6 18 1116 14 OUT_N100 1330207 Xylenes1 3.28E-03 1.09E-06 1 6 18 1126 15 OUT_N100 9901 Diesel1 3.34E-01 1.50E-05
1 7 20 9871000 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 7 20 997200
0 107028 Acrolein1 0.00E+00 0.00E+00
1 7 20 10073000 71432 Benzene1 0.00E+00 0.00E+00
1 7 20 10174000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 7 20 10275000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 7 20 10376000 50000 Formaldehyde1 0.00E+00 0.00E+00
1 7 20 10477000 110543 Hexane1 0.00E+00 0.00E+00
1 7 20 10578000 67561 Methanol1 0.00E+00 0.00E+00
1 7 20 10679000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 7 20 1077 10000 91203 Naphthalene1 0.00E+00 0.00E+00
1 7 20 1087 11000 115071 Propylene1 0.00E+00 0.00E+00
1 7 20 109
7 12000 100425 Styrene1 0.00E+00 0.00E+00
1 7 20 1107 13000 108883 Toluene1 0.00E+00 0.00E+00
1 7 20 1117 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 7 20 1127 15000 9901 Diesel1 0.00E+00 0.00E+00
1 8 22 9881000 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 8 22 9982000 107028 Acrolein1 0.00E+00 0.00E+00
1 8 22 10083000 71432 Benzene1 0.00E+00 0.00E+00
1 8 22 10184000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 8 22 10285000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 8 22 10386000 50000 Formaldehyde
1 0.00E+00 0.00E+00
1 8 22 10487000 110543 Hexane1 0.00E+00 0.00E+00
1 8 22 10588000 67561 Methanol1 0.00E+00 0.00E+00
1 8 22 10689000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 8 22 1078 10000 91203 Naphthalene1 0.00E+00 0.00E+00
1 8 22 1088 11000 115071 Propylene1 0.00E+00 0.00E+00
1 8 22 1098 12000 100425 Styrene1 0.00E+00 0.00E+00
1 8 22 1108 13000 108883 Toluene1 0.00E+00 0.00E+00
1 8 22 1118 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 8 22 1128 15000 9901 Diesel1 0.00E+00 0.00E+00
1 9 24 98
91000 75070 Acetaldehyde1 0.00E+00 0.00E+001
9 24 9992000 107028 Acrolein1 0.00E+00 0.00E+00
1 9 24 10093000 71432 Benzene1 0.00E+00 0.00E+00
1 9 24 10194000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 9 24 10295000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 9 24 10396000 50000 Formaldehyde1 0.00E+00 0.00E+00
1 9 24 10497000 110543 Hexane1 0.00E+00 0.00E+00
1 9 24 10598000 67561 Methanol1 0.00E+00 0.00E+00
1 9 24 10699000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 9 24 1079 10000 91203 Naphthalene1 0.00E+00 0.00E+00
1 9 24 1089 11000 115071 Propylene1 0.00E+00 0.00E+00
1 9 24 1099 12000 100425 Styrene1 0.00E+00 0.00E+00
1 9 24 1109 13000 108883 Toluene1 0.00E+00 0.00E+00
1 9 24 1119 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 9 24 1129 15000 9901 Diesel1 0.00E+00 0.00E+00
1 10 26 98 101000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 10 26 99 102000 107028 Acrolein1 0.00E+00 0.00E+00
1 10 26 100 103000 71432 Benzene1 0.00E+00 0.00E+00
1 10 26 101 104000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 10 26 102 105
000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 10 26 103 106000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 10 26 104 107000 110543 Hexane1 0.00E+00 0.00E+00
1 10 26 105 108000 67561 Methanol1 0.00E+00 0.00E+00
1 10 26 106 109000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 10 26 107 10 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 10 26 108 10 11000 115071 Propylene1 0.00E+00 0.00E+00 1 10 26 109 10 12
000 100425 Styrene1 0.00E+00 0.00E+00
1 10 26 110 10 13000 108883 Toluene1 0.00E+00 0.00E+00
1 10 26 111 10 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 10 26 112 10 15000 9901 Diesel1 0.00E+00 0.00E+00
1 11 28 98 111000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 11 28 99 112000 107028 Acrolein1 0.00E+00 0.00E+00
1 11 28 100 113000 71432 Benzene1 0.00E+00 0.00E+00
1 11 28 101 114000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 11 28 102 115000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 11 28 103 116000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 11 28 104 117000 110543 Hexane
1 0.00E+00 0.00E+00
1 11 28 105 118000 67561 Methanol1 0.00E+00 0.00E+00
1 11 28 106 119000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 11 28 107 11 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 11 28 108 11 11000 115071 Propylene1 0.00E+00 0.00E+00 1 11 28 109 11 12000 100425 Styrene1 0.00E+00 0.00E+00
1 11 28 110 11 13000 108883 Toluene1 0.00E+00 0.00E+00
1 11 28 111 11 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 11 28 112 11 15000 9901 Diesel1 0.00E+00 0.00E+00
1 12 30 98 121000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 12 30 99 12
2000 107028 Acrolein1 0.00E+00 0.00E+00
1 12 30 100 123000 71432 Benzene1 0.00E+00 0.00E+00
1 12 30 101 124000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 12 30 102 125000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 12 30 103 126000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 12 30 104 127000 110543 Hexane1 0.00E+00 0.00E+00
1 12 30 105 128000 67561 Methanol1 0.00E+00 0.00E+00
1 12 30 106 129000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 12 30 107 12 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 12 30 108 12 11000 115071 Propylene
1 0.00E+00 0.00E+00
1 12 30 109 12 12000 100425 Styrene1 0.00E+00 0.00E+00
1 12 30 110 12 13000 108883 Toluene1 0.00E+00 0.00E+00
1 12 30 111 12 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 12 30 112 12 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle8 98 131 Idle00 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle8 99 132 Idle00 107028 Acrolein1 0.00E+00 0.00E+00 1 Idle8 100 133 Idle00 71432 Benzene1 0.00E+00 0.00E+00 1 Idle8 101 134 Idle00 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle8 102 135 Idle00 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle8 103 13
6 Idle00 50000 Formaldehyde1 0.00E+00 0.00E+00
1 Idle8 104 137 Idle00 110543 Hexane1 0.00E+00 0.00E+00 1 Idle8 105 138 Idle00 67561 Methanol1 0.00E+00 0.00E+00 1 Idle8 106 139 Idle00 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle8 107 13 10 Idle00 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle8 108 13 11 Idle00 115071 Propylene1 0.00E+00 0.00E+00 1 Idle8 109 13 12 Idle00 100425 Styrene1 0.00E+00 0.00E+00 1 Idle8 110 13 13 Idle00 108883 Toluene1 0.00E+00 0.00E+00 1 Idle8 111 13 14 Idle00 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle8 37 13 15 Idle00 9901 Diesel1 0.00E+00 0.00E+00
1 Idle9 98 141000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle9 99 142000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle9 100 143000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle9 101 144000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle9 102 145000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle9 103 146000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle9 104 147000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle9 105 148000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle9 106 149000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle9 107 14 100
00 91203 Naphthalene1 0.00E+00 0.00E+001
Idle9 108 14 11000 115071 Propylene1 0.00E+00 0.00E+00
1 Idle9 109 14 12000 100425 Styrene1 0.00E+00 0.00E+00
1 Idle9 110 14 13000 108883 Toluene1 0.00E+00 0.00E+00
1 Idle9 111 14 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle9 37 14 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 10 98 151000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 10 99 152000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 10 100 153000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle 10 101 154000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 10 102 155000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 10 103 156000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 10 104 157000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 10 105 158000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 10 106 159000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle 10 107 15 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 10 108 15 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 10 109 15 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 10 110 15 13000 108883 Toluene1 0.00E+00 0.00E+00 1 Idle 10 111 15 14000 1330207 Xylenes
1 0.00E+00 0.00E+001
Idle 10 37 15 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 11 98 161000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 11 99 162000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 11 100 163000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle 11 101 164000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 11 102 165000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 11 103 166000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 11 104 167000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 11 105 168000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 11 106 16
9000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+001
Idle 11 107 16 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 11 108 16 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 11 109 16 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 11 110 16 13000 108883 Toluene1 0.00E+00 0.00E+00 1 Idle 11 111 16 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle 11 37 16 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 12 98 171000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 12 99 172000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 12 100 173000 71432 Benzene
1 0.00E+00 0.00E+00
1 Idle 12 101 174000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 12 102 175000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 12 103 176000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 12 104 177000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 12 105 178000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 12 106 179000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle 12 107 17 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 12 108 17 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 12 109 17 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 12 110 17 13
000 108883 Toluene1 0.00E+00 0.00E+00
1 Idle 12 111 17 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle 12 37 17 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 13 98 181000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 13 99 182000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 13 100 183000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle 13 101 184000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 13 102 185000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 13 103 186000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 13 104 187000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 13 105 188000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 13 106 189000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle 13 107 18 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 13 108 18 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 13 109 18 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 13 110 18 13000 108883 Toluene1 0.00E+00 0.00E+00 1 Idle 13 111 18 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle 13 37 18 15000 9901 Diesel1 0.00E+00 0.00E+00
1 TRU7 98 191 TRU00 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 TRU7 99 192 TRU
00 107028 Acrolein1 0.00E+00 0.00E+00
1 TRU7 100 193 TRU00 71432 Benzene1 0.00E+00 0.00E+00
1 TRU7 101 194 TRU00 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 TRU7 102 195 TRU00 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 TRU7 103 196 TRU00 50000 Formaldehyde1 0.00E+00 0.00E+00 1 TRU7 104 197 TRU00 110543 Hexane1 0.00E+00 0.00E+00
1 TRU7 105 198 TRU00 67561 Methanol1 0.00E+00 0.00E+00
1 TRU7 106 199 TRU00 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 TRU7 107 19 10 TRU00 91203 Naphthalene1 0.00E+00 0.00E+00 1 TRU7 108 19 11 TRU00 115071 Propylene1 0.00E+00 0.00E+00 1 TRU7 109 19 12 TRU00 100425 Styrene1 0.00E+00 0.00E+00 1 TRU7 110 19 13 TRU00 108883 Toluene1 0.00E+00 0.00E+00 1 TRU7 111 19 14 TRU00 1330207 Xylenes1 0.00E+00 0.00E+00 1 TRU7 47 19 15 TRU00 9901 Diesel1 0.00E+00 0.00E+00
1 Daily Trips
561
Passenger
Vehicles 2-Axle Trks 3-Axle Trks 4-Axle Trks Total
Percentage 69.0% 6.8% 5.5% 18.7% 100%
# Daily Vehicles 387.00 38.00 31.00 105.00 561
# Annual Vehicles 141,255 13,870 11,315 38,325 204,765
Truck Travel
DPM Lbs/ Yr OUT_S1 IN_N1 Total
Distance (m) 245.6 375.9 0 0 0 0 621.5
5 6.7% 10.3% 0% 0% 0% 0% 17%
2-Axle Trks 13,870 21.8% 3.36E-01 2-Axle Trks 3.44E-03 8.06E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 1.15E-02 3-Axle Trks 11,315 17.8% 9.53E+00 3-Axle Trks 9.77E-02 2.29E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.26E-01 4-Axle Trks 38,325 60.3% 2.23E+00 4-Axle Trks 2.28E-02 5.34E-02 0.00E+00 0.00E+00 0.00E+00 0.00E+00 7.63E-02 Total 63,510 100% --- Total 1.24E-01 2.90E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4.14E-01 DPM Lbs/ Yr Total
Gas Only N N N N N N
Distance (m) 1 0 0 0 0 0 1
% 0% 0% 0% 0% 0% 0% 0%
2-Axle Trks 13,870 21.8% 8.40E-01 2-Axle Trks 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3-Axle Trks 11,315 17.8% 2.67E-01 3-Axle Trks 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4-Axle Trks 38,325 60.3% 2.68E+00 4-Axle Trks 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 Total 63,510 100% --- Total 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 Truck Idle
# of Idling Pts 1
Idle Total
Category # of Trucks / Yr Idle EF
(lbs / Event) Time (Hr) Lbs/ Yr Lbs / Yr /Unit 0 0 0 0 0 0 0 2-Axle Trks 13,870 6.08E-05 0.25 2.11E-01 2.11E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3-Axle Trks 11,315 4.61E-05 0.25 1.30E-01 1.30E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4-Axle Trks 38,325 8.53E-05 0.25 8.17E-01 8.17E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 Total 63,510 -- -- 1.16E+00 1.16E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 TRUs
Percent of Trucks 0 0.00 # of Units 1
Category Percentage # of TRUs / Yr Time (Hr) *DPM EF
(lbs/Event)
Emissions
(lb/Yr)
2-Axle Trks 15.5 0 0.00
3-Axle Trks 4.9 0 0.00
4-Axle Trks 24.3 0 0.00
Total 45 0 0.00
* TRU EF * BHP * Load factor * Time in hours
Vehicle Emissions
Category # of Vehicles / Yr % LDA % LDT
Passenger Vehicles 141,255 67% 32.72%
95,041 46,214
Category TOG Exhaust
EF (lb/Mile)
TOG Runloss
EF (lb/Mile)
LDA 2.85E-05 5.12E-04
LDT 6.73E-05 8.81E-04
CAS# Fraction LDA LDT
75070 2.80E-03 7.59E-03 8.70E-03
107028 1.30E-03 3.52E-03 4.04E-03
71432 2.47E-02 6.69E-02 7.68E-02
106990 5.50E-03 1.49E-02 1.71E-02
100414 1.05E-02 2.85E-02 3.26E-02
50000 1.58E-02 4.28E-02 4.91E-02
110543 1.60E-02 4.34E-02 4.97E-02
67561 1.20E-03 3.25E-03 3.73E-03
78933 2.00E-04 5.42E-04 6.22E-04
91203 5.00E-04 1.36E-03 1.55E-03
115071 3.06E-02 8.29E-02 9.51E-02
100425 1.20E-03 3.25E-03 3.73E-03
108883 5.76E-02 1.56E-01 1.79E-01
1330207 4.80E-02 1.30E-01 1.49E-01
9901 1.38E-02 2.89E+00 1.41E+00
CAS# Fraction LDA LDT
71432 3.600E-03 9.76E-03 1.12E-02
100414 1.180E-03 3.20E-03 3.67E-03
110543 1.540E-02 4.17E-02 4.79E-02
108883 1.700E-02 4.61E-02 5.28E-02
1330207 5.780E-03 1.57E-02 1.80E-02
Vehicle Emissions Travel Summary
Source Col
Vehicles Total
Percentage
Total
Distance

17.15% 622.5
CAS# Lbs/mi/Hr Lbs/mi/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr Lbs/ Hr Lbs/ Yr 75070 5.43E-06 1.63E-02 2.45E-08 7.34E-05 5.73E-08 1.72E-04 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 8.18E-08 2.45E-04 107028 2.52E-06 7.56E-03 1.14E-08 3.41E-05 2.66E-08 7.98E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.80E-08 1.14E-04 71432 5.49E-05 1.65E-01 2.47E-07 7.42E-04 5.79E-07 1.74E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 8.27E-07 2.48E-03 106990 1.07E-05 3.20E-02 4.81E-08 1.44E-04 1.13E-07 3.38E-04 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 1.61E-07 4.82E-04 100414 2.27E-05 6.80E-02 1.02E-07 3.06E-04 2.39E-07 7.17E-04 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.41E-07 1.02E-03 50000 3.06E-05 9.19E-02 1.38E-07 4.14E-04 3.23E-07 9.70E-04 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 4.62E-07 1.38E-03 110543 6.09E-05 1.83E-01 2.74E-07 8.23E-04 6.43E-07 1.93E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 9.17E-07 2.75E-03 67561 2.33E-06 6.98E-03 1.05E-08 3.15E-05 2.46E-08 7.37E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.51E-08 1.05E-04 78933 3.88E-07 1.16E-03 1.75E-09 5.24E-06 4.09E-09 1.23E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 5.84E-09 1.75E-05 91203 9.70E-07 2.91E-03 4.37E-09 1.31E-05 1.02E-08 3.07E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 1.46E-08 4.38E-05 115071 5.93E-05 1.78E-01 2.67E-07 8.02E-04 6.26E-07 1.88E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 8.94E-07 2.68E-03 100425 2.33E-06 6.98E-03 1.05E-08 3.15E-05 2.46E-08 7.37E-05 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 3.51E-08 1.05E-04 108883 1.45E-04 4.34E-01 6.52E-07 1.96E-03 1.53E-06 4.58E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 2.18E-06 6.54E-03 1330207 1.04E-04 3.13E-01 4.70E-07 1.41E-03 1.10E-06 3.30E-03 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 1.57E-06 4.71E-03 9901 Diesel 1.43E-03 4.30E+00 6.45E-06 1.43E-01 1.51E-05 3.36E-01 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 0.00E+00 2.16E-05 4.79E-01 6 7 8
Methyl Ethyl Ketone
Naphthalene
Propylene
Styrene
Toluene
Xylenes
Benzene
1,3-Butadiene
Ethylbenzene
Formaldehyde
Hexane
Methanol
0% 0% 0% 0%

0.16% 0.00%
Chemical Name
Acetaldehyde
Acrolein
0%

0.02% 0.04% 0.04% 0.04% 0.04% 0.00% 0.00% 0.00% 0.00%
0% 0% 0% 0% 0% 0% Trucks 0%

6.71% 10.27% 0.00% 0.00% 0.00% 0.00%

0.00% 0.00% 0.00%
0 0 0 0 0

0.00% 0.00% 0.00% 0.00%
0% 0% 0% 0%
9 10 11 12
Emissions Summary
OUT_S1 IN_N1 0 0 0
3 4 5
0 Cars
7% 10% 0% 0% 0% 0% 0% 0%
0 Ethylbenzene
Hexane
Toluene
Xylenes
1 2
Xylenes
Diesel
CARB
TOG Speciation Profile
Evaporative Losses
Lbs/mi/yr
Chemical Name
Benzene
Propylene
Styrene
Toluene
Methanol
Methyl Ethyl Ketone
Naphthalene
1,3-Butadiene
Ethylbenzene
Formaldehyde
Hexane
CARB
TOG Speciation Profile
Run Exhaust
Lbs/mi/yr
Chemical Name
Acetaldehyde
Acrolein
Benzene
Emission/Unit
Vehicle Travel Percentage / Count
# Vehicles
Offsite Truck Travel Emissions
Category # of Trucks / Yr % of Total DPM EF
(lb/Mile)
Truck Idling
Onsite Truck Travel Emissions
Category # of Trucks / Yr % of Total DPM EF
(lb/Mile)
Onsite TRU Emissions

0.25 2.09E-03
Model Source Source Col Dat Col Col Row CAS# Chemical Name Pol Count Source Count 1 OUT_S11818 98 75070 Acetaldehyde 15 1918 9811 OUT_S100 75070 Acetaldehyde1 7.34E-05 2.45E-08 1 2 IN_N12 102 10 99 107028 Acrolein18 9912 OUT_S100 107028 Acrolein1 3.41E-05 1.14E-08 1 303 123 12 100 71432 Benzene18 10013 OUT_S100 71432 Benzene1 7.42E-04 2.47E-07 1 404 144 14 101 106990 1-3,Butadiene18 10114 OUT_S100 106990 1-3,Butadiene1 1.44E-04 4.81E-08 1 505 165 16 102 100414 Ethylbenzene18 10215 OUT_S100 100414 Ethylbenzene1 3.06E-04 1.02E-07 1 606 186 18 103 50000 Formaldehyde18 10316 OUT_S100 50000 Formaldehyde 1 4.14E-04 1.38E-07
1 707 207 20 104 110543 Hexane18 10417 OUT_S100 110543 Hexane1 8.23E-04 2.74E-07 1 808 228 22 105 67561 Methanol18 10518 OUT_S100 67561 Methanol1 3.15E-05 1.05E-08 1 909 249 24 106 78933 Methyl Ethyl Ketone18 10619 OUT_S100 78933 Methyl Ethyl Ketone1 5.24E-06 1.75E-09 1 100 10 26 10 26 107 91203 Naphthalene18 1071 10 OUT_S100 91203 Naphthalene1 1.31E-05 4.37E-09 1 110 11 28 11 28 108 115071 Propylene18 1081 11 OUT_S100 115071 Propylene1 8.02E-04 2.67E-07 1 120 12 30 12 30 109 100425 Styrene18 1091 12 OUT_S1
00 100425 Styrene1 3.15E-05 1.05E-08
1 13 Idle Idle18 138 110 108883 Toluene18 1101 13 OUT_S100 108883 Toluene1 1.96E-03 6.52E-07 1 140 Idle19 148 111 1330207 Xylenes18 1111 14 OUT_S100 1330207 Xylenes1 1.41E-03 4.70E-07 1 150 Idle1 10 158 112 9901 Diesel18 1121 15 OUT_S100 9901 Diesel1 1.43E-01 6.45E-06 1 160 Idle1 11 1682 10 9821 IN_N100 75070 Acetaldehyde1 1.72E-04 5.73E-08 1 170 Idle1 12 178 37 Idle2 10 9922 IN_N100 107028 Acrolein1 7.98E-05 2.66E-08 1 180 Idle1 13 187 47 TRU2 10 10023 IN_N1
00 71432 Benzene1 1.74E-03 5.79E-07
1 19 TRU TRU7 192 10 10124 IN_N100 106990 1-3,Butadiene1 3.38E-04 1.13E-07 1 202 10 10225 IN_N100 100414 Ethylbenzene1 7.17E-04 2.39E-07 1 212 10 10326 IN_N100 50000 Formaldehyde1 9.70E-04 3.23E-07 1 222 10 10427 IN_N100 110543 Hexane1 1.93E-03 6.43E-07 1 232 10 10528 IN_N100 67561 Methanol1 7.37E-05 2.46E-08 1 242 10 10629 IN_N100 78933 Methyl Ethyl Ketone1 1.23E-05 4.09E-09 1 252 10 1072 10 IN_N100 91203 Naphthalene1 3.07E-05 1.02E-08 1 262 10 1082 11 IN_N100 115071 Propylene1 1.88E-03 6.26E-07 1 27
2 10 1092 12 IN_N100 100425 Styrene1 7.37E-05 2.46E-08
1 282 10 1102 13 IN_N100 108883 Toluene1 4.58E-03 1.53E-06 1 292 10 1112 14 IN_N100 1330207 Xylenes1 3.30E-03 1.10E-06 1 302 10 1122 15 IN_N100 9901 Diesel1 3.36E-01 1.51E-05 1 313 12 9831000 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 323 12 9932000 107028 Acrolein1 0.00E+00 0.00E+00
1 333 12 10033000 71432 Benzene1 0.00E+00 0.00E+00
1 343 12 10134000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 353 12 10235000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 363 12 10336000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 373 12 10437000 110543 Hexane1 0.00E+00 0.00E+00
1 383 12 10538000 67561 Methanol1 0.00E+00 0.00E+00
1 393 12 10639000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 403 12 1073 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 413 12 1083 11000 115071 Propylene1 0.00E+00 0.00E+00 1 423 12 1093 12000 100425 Styrene1 0.00E+00 0.00E+00
1 433 12 1103 13000 108883 Toluene1 0.00E+00 0.00E+00
1 443 12 1113 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 453 12 1123 15000 9901 Diesel1 0.00E+00 0.00E+00
1 464 14 9841000 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 474 14 9942000 107028 Acrolein1 0.00E+00 0.00E+00
1 484 14 10043000 71432 Benzene1 0.00E+00 0.00E+00
1 4 14 10144000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 4 14 10245000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 4 14 10346000 50000 Formaldehyde1 0.00E+00 0.00E+00
1 4 14 10447000 110543 Hexane1 0.00E+00 0.00E+00
1 4 14 10548000 67561 Methanol1 0.00E+00 0.00E+00
1 4 14 106
49000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+001
4 14 1074 10000 91203 Naphthalene1 0.00E+00 0.00E+00
1 4 14 1084 11000 115071 Propylene1 0.00E+00 0.00E+00
1 4 14 1094 12000 100425 Styrene1 0.00E+00 0.00E+00
1 4 14 1104 13000 108883 Toluene1 0.00E+00 0.00E+00
1 4 14 1114 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 4 14 1124 15000 9901 Diesel1 0.00E+00 0.00E+00
1 5 16 9851000 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 5 16 9952000 107028 Acrolein1 0.00E+00 0.00E+00
1 5 16 10053000 71432 Benzene1 0.00E+00 0.00E+00
1 5 16 10154000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 5 16 10255000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 5 16 10356000 50000 Formaldehyde1 0.00E+00 0.00E+00
1 5 16 10457000 110543 Hexane1 0.00E+00 0.00E+00
1 5 16 10558000 67561 Methanol1 0.00E+00 0.00E+00
1 5 16 10659000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 5 16 1075 10000 91203 Naphthalene1 0.00E+00 0.00E+00
1 5 16 1085 11000 115071 Propylene1 0.00E+00 0.00E+00
1 5 16 1095 12000 100425 Styrene1 0.00E+00 0.00E+00
1 5 16 1105 13
000 108883 Toluene1 0.00E+00 0.00E+001
5 16 1115 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 5 16 1125 15000 9901 Diesel1 0.00E+00 0.00E+00
1 6 18 9861000 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 6 18 9962000 107028 Acrolein1 0.00E+00 0.00E+00
1 6 18 10063000 71432 Benzene1 0.00E+00 0.00E+00
1 6 18 10164000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 6 18 10265000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 6 18 10366000 50000 Formaldehyde1 0.00E+00 0.00E+00
1 6 18 10467000 110543 Hexane1 0.00E+00 0.00E+00
1 6 18 10568000 67561 Methanol1 0.00E+00 0.00E+00
1 6 18 10669000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 6 18 1076 10000 91203 Naphthalene1 0.00E+00 0.00E+00
1 6 18 1086 11000 115071 Propylene1 0.00E+00 0.00E+00
1 6 18 1096 12000 100425 Styrene1 0.00E+00 0.00E+00
1 6 18 1106 13000 108883 Toluene1 0.00E+00 0.00E+00
1 6 18 1116 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 6 18 1126 15000 9901 Diesel1 0.00E+00 0.00E+00
1 7 20 9871000 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 7 20 997200
0 107028 Acrolein1 0.00E+00 0.00E+00
1 7 20 10073000 71432 Benzene1 0.00E+00 0.00E+00
1 7 20 10174000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 7 20 10275000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 7 20 10376000 50000 Formaldehyde1 0.00E+00 0.00E+00
1 7 20 10477000 110543 Hexane1 0.00E+00 0.00E+00
1 7 20 10578000 67561 Methanol1 0.00E+00 0.00E+00
1 7 20 10679000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 7 20 1077 10000 91203 Naphthalene1 0.00E+00 0.00E+00
1 7 20 1087 11000 115071 Propylene1 0.00E+00 0.00E+00
1 7 20 109
7 12000 100425 Styrene1 0.00E+00 0.00E+00
1 7 20 1107 13000 108883 Toluene1 0.00E+00 0.00E+00
1 7 20 1117 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 7 20 1127 15000 9901 Diesel1 0.00E+00 0.00E+00
1 8 22 9881000 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 8 22 9982000 107028 Acrolein1 0.00E+00 0.00E+00
1 8 22 10083000 71432 Benzene1 0.00E+00 0.00E+00
1 8 22 10184000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 8 22 10285000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 8 22 10386000 50000 Formaldehyde
1 0.00E+00 0.00E+00
1 8 22 10487000 110543 Hexane1 0.00E+00 0.00E+00
1 8 22 10588000 67561 Methanol1 0.00E+00 0.00E+00
1 8 22 10689000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 8 22 1078 10000 91203 Naphthalene1 0.00E+00 0.00E+00
1 8 22 1088 11000 115071 Propylene1 0.00E+00 0.00E+00
1 8 22 1098 12000 100425 Styrene1 0.00E+00 0.00E+00
1 8 22 1108 13000 108883 Toluene1 0.00E+00 0.00E+00
1 8 22 1118 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 8 22 1128 15000 9901 Diesel1 0.00E+00 0.00E+00
1 9 24 98
91000 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 9 24 9992000 107028 Acrolein1 0.00E+00 0.00E+00
1 9 24 10093000 71432 Benzene1 0.00E+00 0.00E+00
1 9 24 10194000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 9 24 10295000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 9 24 10396000 50000 Formaldehyde1 0.00E+00 0.00E+00
1 9 24 10497000 110543 Hexane1 0.00E+00 0.00E+00
1 9 24 10598000 67561 Methanol1 0.00E+00 0.00E+00
1 9 24 10699000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 9 24 1079 10000 91203 Naphthalene1 0.00E+00 0.00E+00
1 9 24 1089 11000 115071 Propylene1 0.00E+00 0.00E+00
1 9 24 1099 12000 100425 Styrene1 0.00E+00 0.00E+00
1 9 24 1109 13000 108883 Toluene1 0.00E+00 0.00E+00
1 9 24 1119 14000 1330207 Xylenes1 0.00E+00 0.00E+00
1 9 24 1129 15000 9901 Diesel1 0.00E+00 0.00E+00
1 10 26 98 101000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 10 26 99 102000 107028 Acrolein1 0.00E+00 0.00E+00
1 10 26 100 103000 71432 Benzene1 0.00E+00 0.00E+00
1 10 26 101 104000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 10 26 102 105
000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 10 26 103 106000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 10 26 104 107000 110543 Hexane1 0.00E+00 0.00E+00
1 10 26 105 108000 67561 Methanol1 0.00E+00 0.00E+00
1 10 26 106 109000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 10 26 107 10 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 10 26 108 10 11000 115071 Propylene1 0.00E+00 0.00E+00 1 10 26 109 10 12
000 100425 Styrene1 0.00E+00 0.00E+00
1 10 26 110 10 13000 108883 Toluene1 0.00E+00 0.00E+00
1 10 26 111 10 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 10 26 112 10 15000 9901 Diesel1 0.00E+00 0.00E+00
1 11 28 98 111000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 11 28 99 112000 107028 Acrolein1 0.00E+00 0.00E+00
1 11 28 100 113000 71432 Benzene1 0.00E+00 0.00E+00
1 11 28 101 114000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 11 28 102 115000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 11 28 103 116000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 11 28 104 117000 110543 Hexane
1 0.00E+00 0.00E+00
1 11 28 105 118000 67561 Methanol1 0.00E+00 0.00E+00
1 11 28 106 119000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 11 28 107 11 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 11 28 108 11 11000 115071 Propylene1 0.00E+00 0.00E+00 1 11 28 109 11 12000 100425 Styrene1 0.00E+00 0.00E+00
1 11 28 110 11 13000 108883 Toluene1 0.00E+00 0.00E+00
1 11 28 111 11 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 11 28 112 11 15000 9901 Diesel1 0.00E+00 0.00E+00
1 12 30 98 121000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 12 30 99 12
2000 107028 Acrolein1 0.00E+00 0.00E+00
1 12 30 100 123000 71432 Benzene1 0.00E+00 0.00E+00
1 12 30 101 124000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 12 30 102 125000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 12 30 103 126000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 12 30 104 127000 110543 Hexane1 0.00E+00 0.00E+00
1 12 30 105 128000 67561 Methanol1 0.00E+00 0.00E+00
1 12 30 106 129000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 12 30 107 12 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 12 30 108 12 11000 115071 Propylene
1 0.00E+00 0.00E+00
1 12 30 109 12 12000 100425 Styrene1 0.00E+00 0.00E+00
1 12 30 110 12 13000 108883 Toluene1 0.00E+00 0.00E+00
1 12 30 111 12 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 12 30 112 12 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle8 98 131 Idle00 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle8 99 132 Idle00 107028 Acrolein1 0.00E+00 0.00E+00 1 Idle8 100 133 Idle00 71432 Benzene1 0.00E+00 0.00E+00 1 Idle8 101 134 Idle00 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle8 102 135 Idle00 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle8 103 13
6 Idle00 50000 Formaldehyde1 0.00E+00 0.00E+00
1 Idle8 104 137 Idle00 110543 Hexane1 0.00E+00 0.00E+00 1 Idle8 105 138 Idle00 67561 Methanol1 0.00E+00 0.00E+00 1 Idle8 106 139 Idle00 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle8 107 13 10 Idle00 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle8 108 13 11 Idle00 115071 Propylene1 0.00E+00 0.00E+00 1 Idle8 109 13 12 Idle00 100425 Styrene1 0.00E+00 0.00E+00 1 Idle8 110 13 13 Idle00 108883 Toluene1 0.00E+00 0.00E+00 1 Idle8 111 13 14 Idle00 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle8 37 13 15 Idle00 9901 Diesel1 0.00E+00 0.00E+00
1 Idle9 98 141000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle9 99 142000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle9 100 143000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle9 101 144000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle9 102 145000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle9 103 146000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle9 104 147000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle9 105 148000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle9 106 149000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle9 107 14 100
00 91203 Naphthalene1 0.00E+00 0.00E+001
Idle9 108 14 11000 115071 Propylene1 0.00E+00 0.00E+00
1 Idle9 109 14 12000 100425 Styrene1 0.00E+00 0.00E+00
1 Idle9 110 14 13000 108883 Toluene1 0.00E+00 0.00E+00
1 Idle9 111 14 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle9 37 14 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 10 98 151000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 10 99 152000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 10 100 153000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle 10 101 154000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 10 102 155000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 10 103 156000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 10 104 157000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 10 105 158000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 10 106 159000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle 10 107 15 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 10 108 15 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 10 109 15 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 10 110 15 13000 108883 Toluene1 0.00E+00 0.00E+00 1 Idle 10 111 15 14000 1330207 Xylenes
1 0.00E+00 0.00E+001
Idle 10 37 15 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 11 98 161000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 11 99 162000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 11 100 163000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle 11 101 164000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 11 102 165000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 11 103 166000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 11 104 167000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 11 105 168000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 11 106 16
9000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+001
Idle 11 107 16 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 11 108 16 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 11 109 16 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 11 110 16 13000 108883 Toluene1 0.00E+00 0.00E+00 1 Idle 11 111 16 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle 11 37 16 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 12 98 171000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 12 99 172000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 12 100 173000 71432 Benzene
1 0.00E+00 0.00E+00
1 Idle 12 101 174000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 12 102 175000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 12 103 176000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 12 104 177000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 12 105 178000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 12 106 179000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle 12 107 17 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 12 108 17 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 12 109 17 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 12 110 17 13
000 108883 Toluene1 0.00E+00 0.00E+00
1 Idle 12 111 17 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle 12 37 17 15000 9901 Diesel1 0.00E+00 0.00E+00
1 Idle 13 98 181000 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 Idle 13 99 182000 107028 Acrolein1 0.00E+00 0.00E+00
1 Idle 13 100 183000 71432 Benzene1 0.00E+00 0.00E+00
1 Idle 13 101 184000 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 Idle 13 102 185000 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 Idle 13 103 186000 50000 Formaldehyde1 0.00E+00 0.00E+00 1 Idle 13 104 187000 110543 Hexane1 0.00E+00 0.00E+00
1 Idle 13 105 188000 67561 Methanol1 0.00E+00 0.00E+00
1 Idle 13 106 189000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 Idle 13 107 18 10000 91203 Naphthalene1 0.00E+00 0.00E+00 1 Idle 13 108 18 11000 115071 Propylene1 0.00E+00 0.00E+00 1 Idle 13 109 18 12000 100425 Styrene1 0.00E+00 0.00E+00 1 Idle 13 110 18 13000 108883 Toluene1 0.00E+00 0.00E+00 1 Idle 13 111 18 14000 1330207 Xylenes1 0.00E+00 0.00E+00 1 Idle 13 37 18 15000 9901 Diesel1 0.00E+00 0.00E+00
1 TRU7 98 191 TRU00 75070 Acetaldehyde1 0.00E+00 0.00E+00 1 TRU7 99 192 TRU
00 107028 Acrolein1 0.00E+00 0.00E+00
1 TRU7 100 193 TRU00 71432 Benzene1 0.00E+00 0.00E+00
1 TRU7 101 194 TRU00 106990 1-3,Butadiene1 0.00E+00 0.00E+00 1 TRU7 102 195 TRU00 100414 Ethylbenzene1 0.00E+00 0.00E+00 1 TRU7 103 196 TRU00 50000 Formaldehyde1 0.00E+00 0.00E+00 1 TRU7 104 197 TRU00 110543 Hexane1 0.00E+00 0.00E+00
1 TRU7 105 198 TRU00 67561 Methanol1 0.00E+00 0.00E+00
1 TRU7 106 199 TRU00 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00 1 TRU7 107 19 10 TRU00 91203 Naphthalene1 0.00E+00 0.00E+00 1 TRU7 108 19 11 TRU00 115071 Propylene1 0.00E+00 0.00E+00 1 TRU7 109 19 12 TRU00 100425 Styrene1 0.00E+00 0.00E+00 1 TRU7 110 19 13 TRU00 108883 Toluene1 0.00E+00 0.00E+00 1 TRU7 111 19 14 TRU00 1330207 Xylenes1 0.00E+00 0.00E+00 1 TRU7 47 19 15 TRU00 9901 Diesel1 0.00E+00 0.00E+00
1 Onsite_1
00 75070 Acetaldehyde
1 1.22E-03 4.07E-071
Onsite_10
0 107028 Acrolein1 5.67E-04 1.89E-07
1 Onsite_10
0 71432 Benzene1 1.23E-02 4.11E-061
Onsite_100 106990 1-3,Butadiene1 2.40E-03 8.00E-071
Onsite_100 100414 Ethylbenzene
1 5.09E-03 1.70E-061
Onsite_100 50000 Formaldehyde
1 6.89E-03 2.30E-061
Onsite_100 110543 Hexane1 1.37E-02 4.56E-06
1 Onsite_10
0 67561 Methanol1 5.23E-04 1.74E-07
1 Onsite_100 78933 Methyl Ethyl Ketone
1 8.72E-05 2.91E-081
Onsite_100 91203 Naphthalene
1 2.18E-04 7.27E-081
Onsite_100 115071 Propylene
1 1.33E-02 4.45E-061
Onsite_10
0 100425 Styrene1 5.23E-04 1.74E-07
1 Onsite_100 108883 Toluene1 3.25E-02 1.08E-05
1 Onsite_100 1330207 Xylenes1 2.35E-02 7.82E-061
Onsite_100 9901 Diesel
1 5.75E-01 1.07E-041
Onsite_200 75070 Acetaldehyde
1 1.26E-03 4.19E-071
Onsite_200 107028 Acrolein1 5.84E-04 1.95E-07
1 Onsite_200 71432 Benzene
1 1.27E-02 4.24E-06
1 Onsite_200 106990 1-3,Butadiene1 2.47E-03 8.23E-071
Onsite_2
00 100414 Ethylbenzene1 5.24E-03 1.75E-06
1 Onsite_200 50000 Formaldehyde1 7.09E-03 2.36E-061
Onsite_200 110543 Hexane1 1.41E-02 4.70E-06
1 Onsite_200 67561 Methanol
1 5.39E-04 1.80E-071
Onsite_200 78933 Methyl Ethyl Ketone1 8.98E-05 2.99E-081 Onsite_2
00 91203 Naphthalene1 2.25E-04 7.48E-08
1 Onsite_200 115071 Propylene1 1.37E-02 4.58E-061
Onsite_200 100425 Styrene1 5.39E-04 1.80E-071
Onsite_200 108883 Toluene
1 3.35E-02 1.12E-051
Onsite_200 1330207 Xylenes1 2.41E-02 8.05E-061
Onsite_200 9901 Diesel1 5.96E-01 1.11E-04
1 Onsite_300 75070 Acetaldehyde1 1.64E-03 5.48E-071
Onsite_3
00 107028 Acrolein
1 7.63E-04 2.54E-07
1 Onsite_300 71432 Benzene1 1.66E-02 5.54E-06
1 Onsite_300 106990 1-3,Butadiene1 3.23E-03 1.08E-061
Onsite_300 100414 Ethylbenzene
1 6.86E-03 2.29E-061
Onsite_300 50000 Formaldehyde1 9.28E-03 3.09E-061
Onsite_30
0 110543 Hexane1 1.84E-02 6.15E-061
Onsite_300 67561 Methanol1 7.05E-04 2.35E-071
Onsite_300 78933 Methyl Ethyl Ketone1 1.17E-04 3.91E-081 Onsite_300 91203 Naphthalene1 2.94E-04 9.79E-081
Onsite_300 115071 Propylene1 1.80E-02 5.99E-061
Onsite_300 100425 Styrene
1 7.05E-04 2.35E-071
Onsite_300 108883 Toluene1 4.38E-02 1.46E-051
Onsite_300 1330207 Xylenes1 3.16E-02 1.05E-051
Onsite_300 9901 Diesel1 8.38E-01 1.45E-041
Onsite_400 75070 Acetaldehyde1 1.57E-03 5.25E-071
Onsite_4
00 107028 Acrolein
1 7.31E-04 2.44E-071
Onsite_400 71432 Benzene
1 1.59E-02 5.30E-061
Onsite_40
0 106990 1-3,Butadiene1 3.09E-03 1.03E-06
1 Onsite_40
0 100414 Ethylbenzene1 6.56E-03 2.19E-061
Onsite_400 50000 Formaldehyde1 8.88E-03 2.96E-061
Onsite_400 110543 Hexane
1 1.76E-02 5.88E-061
Onsite_400 67561 Methanol
1 6.74E-04 2.25E-071
Onsite_400 78933 Methyl Ethyl Ketone1 1.12E-04 3.75E-08 1 Onsite_40
0 91203 Naphthalene1 2.81E-04 9.37E-08
1 Onsite_400 115071 Propylene
1 1.72E-02 5.73E-061
Onsite_400 100425 Styrene
1 6.74E-04 2.25E-071
Onsite_400 108883 Toluene
1 4.19E-02 1.40E-051
Onsite_40
0 1330207 Xylenes1 3.02E-02 1.01E-05
1 Onsite_400 9901 Diesel1 3.94E-01 1.67E-05
1 Onsite_500 75070 Acetaldehyde1 9.14E-05 3.05E-081
Onsite_500 107028 Acrolein
1 4.25E-05 1.42E-081
Onsite_500 71432 Benzene
1 9.24E-04 3.08E-071
Onsite_500 106990 1-3,Butadiene1 1.80E-04 5.99E-08
1 Onsite_500 100414 Ethylbenzene
1 3.81E-04 1.27E-071
Onsite_500 50000 Formaldehyde1 5.16E-04 1.72E-071
Onsite_5
00 110543 Hexane1 1.03E-03 3.42E-07
1 Onsite_500 67561 Methanol1 3.92E-05 1.31E-081
Onsite_500 78933 Methyl Ethyl Ketone1 6.53E-06 2.18E-09 1 Onsite_500 91203 Naphthalene
1 1.63E-05 5.44E-091
Onsite_500 115071 Propylene1 9.99E-04 3.33E-071
Onsite_5
00 100425 Styrene1 3.92E-05 1.31E-08
1 Onsite_500 108883 Toluene1 2.44E-03 8.12E-071
Onsite_500 1330207 Xylenes1 1.76E-03 5.85E-071
Onsite_500 9901 Diesel
1 1.84E-01 8.04E-061
Onsite_600 75070 Acetaldehyde1 2.05E-04 6.85E-081
Onsite_600 107028 Acrolein1 9.53E-05 3.18E-08
1 Onsite_600 71432 Benzene1 2.08E-03 6.92E-071
Onsite_6
00 106990 1-3,Butadiene
1 4.03E-04 1.34E-07
1 Onsite_600 100414 Ethylbenzene1 8.57E-04 2.86E-07
1 Onsite_600 50000 Formaldehyde1 1.16E-03 3.86E-071
Onsite_600 110543 Hexane
1 2.30E-03 7.68E-071
Onsite_600 67561 Methanol1 8.80E-05 2.93E-081
Onsite_60
0 78933 Methyl Ethyl Ketone1 1.47E-05 4.89E-091
Onsite_600 91203 Naphthalene1 3.67E-05 1.22E-081
Onsite_600 115071 Propylene1 2.24E-03 7.48E-071
Onsite_600 100425 Styrene1 8.80E-05 2.93E-081
Onsite_600 108883 Toluene1 5.47E-03 1.82E-061
Onsite_600 1330207 Xylenes1 3.94E-03 1.31E-06
1 Onsite_600 9901 Diesel1 4.06E-01 1.81E-051
IN00 75070 Acetaldehyde1 4.07E-03 1.36E-061
IN00 107028 Acrolein1 1.89E-03 6.30E-071
IN00 71432 Benzene1 4.12E-02 1.37E-051
IN
00 106990 1-3,Butadiene
1 8.00E-03 2.67E-061
IN00 100414 Ethylbenzene
1 1.70E-02 5.66E-061
IN0
0 50000 Formaldehyde1 2.30E-02 7.66E-06
1 IN0
0 110543 Hexane1 4.57E-02 1.52E-051
IN00 67561 Methanol1 1.75E-03 5.82E-071
IN00 78933 Methyl Ethyl Ketone
1 2.91E-04 9.70E-081
IN00 91203 Naphthalene
1 7.27E-04 2.42E-071
IN00 115071 Propylene1 4.45E-02 1.48E-05
1 IN0
0 100425 Styrene1 1.75E-03 5.82E-07
1 IN00 108883 Toluene
1 1.09E-01 3.62E-051
IN00 1330207 Xylenes
1 7.82E-02 2.61E-051
IN00 9901 Diesel
1 1.82E+00 3.58E-041
OUT0
0 75070 Acetaldehyde1 4.07E-03 1.36E-06
1 OUT00 107028 Acrolein1 1.89E-03 6.30E-07
1 OUT00 71432 Benzene1 4.12E-02 1.37E-051
OUT00 106990 1-3,Butadiene
1 8.00E-03 2.67E-061
OUT00 100414 Ethylbenzene
1 1.70E-02 5.66E-061
OUT00 50000 Formaldehyde1 2.30E-02 7.66E-06
1 OUT00 110543 Hexane
1 4.57E-02 1.52E-051
OUT00 67561 Methanol1 1.75E-03 5.82E-071
OUT
00 78933 Methyl Ethyl Ketone1 2.91E-04 9.70E-08
1 OUT00 91203 Naphthalene1 7.27E-04 2.42E-071
OUT00 115071 Propylene1 4.45E-02 1.48E-05
1 OUT00 100425 Styrene
1 1.75E-03 5.82E-071
OUT00 108883 Toluene1 1.09E-01 3.62E-051
OUT
00 1330207 Xylenes1 7.82E-02 2.61E-05
1 OUT00 9901 Diesel1 1.87E+00 3.58E-041
Out_N00 75070 Acetaldehyde1 1.02E-03 3.39E-071
Out_N00 107028 Acrolein
1 4.73E-04 1.58E-071
Out_N00 71432 Benzene1 1.03E-02 3.43E-061
Out_N00 106990 1-3,Butadiene1 2.00E-03 6.67E-07
1 Out_N00 100414 Ethylbenzene1 4.25E-03 1.42E-061
Out_N
00 50000 Formaldehyde
1 5.75E-03 1.92E-06
1 Out_N00 110543 Hexane1 1.14E-02 3.81E-06
1 Out_N00 67561 Methanol1 4.36E-04 1.45E-071
Out_N00 78933 Methyl Ethyl Ketone
1 7.27E-05 2.42E-081
Out_N00 91203 Naphthalene1 1.82E-04 6.06E-081
Out_N0
0 115071 Propylene1 1.11E-02 3.71E-061
Out_N00 100425 Styrene1 4.36E-04 1.45E-071
Out_N00 108883 Toluene1 2.71E-02 9.04E-061
Out_N00 1330207 Xylenes1 1.96E-02 6.52E-061
Out_N00 9901 Diesel1 1.75E+00 8.95E-051
IN_N00 75070 Acetaldehyde
1 1.02E-03 3.39E-071
IN_N00 107028 Acrolein1 4.73E-04 1.58E-071
IN_N00 71432 Benzene1 1.03E-02 3.43E-061
IN_N00 106990 1-3,Butadiene1 2.00E-03 6.67E-071
IN_N00 100414 Ethylbenzene1 4.25E-03 1.42E-061
IN_N
00 50000 Formaldehyde
1 5.75E-03 1.92E-061
IN_N00 110543 Hexane
1 1.14E-02 3.81E-061
IN_N0
0 67561 Methanol1 4.36E-04 1.45E-07
1 IN_N0
0 78933 Methyl Ethyl Ketone1 7.27E-05 2.42E-081
IN_N00 91203 Naphthalene1 1.82E-04 6.06E-081
IN_N00 115071 Propylene
1 1.11E-02 3.71E-061
IN_N00 100425 Styrene
1 4.36E-04 1.45E-071
IN_N00 108883 Toluene1 2.71E-02 9.04E-06
1 IN_N0
0 1330207 Xylenes1 1.96E-02 6.52E-06
1 IN_N00 9901 Diesel
1 1.73E+00 8.95E-051
IN_S00 75070 Acetaldehyde
1 1.02E-03 3.39E-071
IN_S00 107028 Acrolein
1 4.73E-04 1.58E-071
IN_S0
0 71432 Benzene1 1.03E-02 3.43E-06
1 IN_S00 106990 1-3,Butadiene1 2.00E-03 6.67E-07
1 IN_S00 100414 Ethylbenzene1 4.25E-03 1.42E-061
IN_S00 50000 Formaldehyde
1 5.75E-03 1.92E-061
IN_S00 110543 Hexane
1 1.14E-02 3.81E-061
IN_S00 67561 Methanol1 4.36E-04 1.45E-07
1 IN_S00 78933 Methyl Ethyl Ketone
1 7.27E-05 2.42E-08
1 IN_S00 91203 Naphthalene1 1.82E-04 6.06E-081
IN_S
00 115071 Propylene1 1.11E-02 3.71E-06
1 IN_S00 100425 Styrene1 4.36E-04 1.45E-071
IN_S00 108883 Toluene1 2.71E-02 9.04E-06
1 IN_S00 1330207 Xylenes
1 1.96E-02 6.52E-061
IN_S00 9901 Diesel1 1.37E+00 8.95E-051
OUT_S
00 75070 Acetaldehyde1 1.02E-03 3.39E-07
1 OUT_S00 107028 Acrolein1 4.73E-04 1.58E-071
OUT_S00 71432 Benzene1 1.03E-02 3.43E-061
OUT_S00 106990 1-3,Butadiene
1 2.00E-03 6.67E-071
OUT_S00 100414 Ethylbenzene1 4.25E-03 1.42E-061
OUT_S00 50000 Formaldehyde1 5.75E-03 1.92E-06
1 OUT_S00 110543 Hexane1 1.14E-02 3.81E-061
OUT_S
00 67561 Methanol
1 4.36E-04 1.45E-07
1 OUT_S00 78933 Methyl Ethyl Ketone1 7.27E-05 2.42E-08
1 OUT_S00 91203 Naphthalene1 1.82E-04 6.06E-081
OUT_S00 115071 Propylene
1 1.11E-02 3.71E-061
OUT_S00 100425 Styrene1 4.36E-04 1.45E-071
OUT_S0
0 108883 Toluene1 2.71E-02 9.04E-061
OUT_S00 1330207 Xylenes1 1.96E-02 6.52E-061
OUT_S00 9901 Diesel1 1.36E+00 8.95E-051
Idle00 75070 Acetaldehyde1 0.00E+00 0.00E+001
Idle00 107028 Acrolein1 0.00E+00 0.00E+001
Idle00 71432 Benzene
1 0.00E+00 0.00E+001
Idle00 106990 1-3,Butadiene1 0.00E+00 0.00E+001
Idle00 100414 Ethylbenzene1 0.00E+00 0.00E+001
Idle00 50000 Formaldehyde1 0.00E+00 0.00E+001
Idle00 110543 Hexane1 0.00E+00 0.00E+001
Idle
00 67561 Methanol
1 0.00E+00 0.00E+001
Idle00 78933 Methyl Ethyl Ketone
1 0.00E+00 0.00E+001
Idle0
0 91203 Naphthalene1 0.00E+00 0.00E+00
1 Idle0
0 115071 Propylene1 0.00E+00 0.00E+001
Idle00 100425 Styrene1 0.00E+00 0.00E+001
Idle00 108883 Toluene
1 0.00E+00 0.00E+001
Idle00 1330207 Xylenes
1 0.00E+00 0.00E+001
Idle00 9901 Diesel1 1.73E-02 1.73E-02
1 00
0 75070 Acetaldehyde1 0.00E+00 0.00E+00
1 000 107028 Acrolein
1 0.00E+00 0.00E+001
000 71432 Benzene
1 0.00E+00 0.00E+001
000 106990 1-3,Butadiene
1 0.00E+00 0.00E+001
0 00 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 000 50000 Formaldehyde1 0.00E+00 0.00E+001
000 110543 Hexane1 0.00E+00 0.00E+001
000 67561 Methanol
1 0.00E+00 0.00E+001
000 78933 Methyl Ethyl Ketone
1 0.00E+00 0.00E+00
1 00
0 91203 Naphthalene1 0.00E+00 0.00E+001
000 115071 Propylene
1 0.00E+00 0.00E+001
0 00 100425 Styrene1 0.00E+00 0.00E+001
000 108883 Toluene
1 0.00E+00 0.00E+00
1 000 1330207 Xylenes1 0.00E+00 0.00E+001
00 0 9901 Diesel1 0.00E+00 0.00E+001
000 75070 Acetaldehyde
1 0.00E+00 0.00E+001
000 107028 Acrolein1 0.00E+00 0.00E+001
000 71432 Benzene
1 0.00E+00 0.00E+00
1 0
00 106990 1-3,Butadiene1 0.00E+00 0.00E+001
000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 000 50000 Formaldehyde
1 0.00E+00 0.00E+001
000 110543 Hexane1 0.00E+00 0.00E+00
1 000 67561 Methanol1 0.00E+00 0.00E+00
1 0
00 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+001
000 91203 Naphthalene
1 0.00E+00 0.00E+001
000 115071 Propylene1 0.00E+00 0.00E+00
1 000 100425 Styrene1 0.00E+00 0.00E+001
000 108883 Toluene
1 0.00E+00 0.00E+001
000 1330207 Xylenes1 0.00E+00 0.00E+001
000 9901 Diesel
1 0.00E+00 0.00E+001
000 75070 Acetaldehyde1 0.00E+00 0.00E+001
000 107028 Acrolein1 0.00E+00 0.00E+001
000 71432 Benzene1 0.00E+00 0.00E+001
000 106990 1-3,Butadiene1 0.00E+00 0.00E+001
000 100414 Ethylbenzene1 0.00E+00 0.00E+00
1 000 50000 Formaldehyde1 0.00E+00 0.00E+001
000 110543 Hexane1 0.00E+00 0.00E+001
000 67561 Methanol1 0.00E+00 0.00E+001
000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+001
0 00 91203 Naphthalene
1 0.00E+00 0.00E+001
000 115071 Propylene
1 0.00E+00 0.00E+001
00 0 100425 Styrene1 0.00E+00 0.00E+00
1 00
0 108883 Toluene1 0.00E+00 0.00E+001
000 1330207 Xylenes1 0.00E+00 0.00E+001
000 9901 Diesel
1 0.00E+00 0.00E+001
000 75070 Acetaldehyde
1 0.00E+00 0.00E+001
00 0 107028 Acrolein1 0.00E+00 0.00E+00
1 00
0 71432 Benzene1 0.00E+00 0.00E+00
1 000 106990 1-3,Butadiene
1 0.00E+00 0.00E+001
000 100414 Ethylbenzene
1 0.00E+00 0.00E+001
000 50000 Formaldehyde
1 0.00E+00 0.00E+001
0 00 110543 Hexane1 0.00E+00 0.00E+00
1 000 67561 Methanol1 0.00E+00 0.00E+001
000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+001
000 91203 Naphthalene
1 0.00E+00 0.00E+001
000 115071 Propylene
1 0.00E+00 0.00E+00
1 00
0 100425 Styrene1 0.00E+00 0.00E+001
000 108883 Toluene
1 0.00E+00 0.00E+001
0 00 1330207 Xylenes1 0.00E+00 0.00E+001
000 9901 Diesel
1 0.00E+00 0.00E+00
1 000 75070 Acetaldehyde1 0.00E+00 0.00E+001
00 0 107028 Acrolein1 0.00E+00 0.00E+001
000 71432 Benzene
1 0.00E+00 0.00E+001
000 106990 1-3,Butadiene1 0.00E+00 0.00E+001
000 100414 Ethylbenzene
1 0.00E+00 0.00E+00
1 0
00 50000 Formaldehyde1 0.00E+00 0.00E+001
000 110543 Hexane1 0.00E+00 0.00E+00
1 000 67561 Methanol
1 0.00E+00 0.00E+001
000 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+00
1 000 91203 Naphthalene1 0.00E+00 0.00E+00
1 0
00 115071 Propylene1 0.00E+00 0.00E+001
000 100425 Styrene
1 0.00E+00 0.00E+001
000 108883 Toluene1 0.00E+00 0.00E+00
1 000 1330207 Xylenes1 0.00E+00 0.00E+001
000 9901 Diesel
1 0.00E+00 0.00E+001
TRU00 75070 Acetaldehyde1 0.00E+00 0.00E+001
TRU0
0 107028 Acrolein1 0.00E+00 0.00E+001
TRU00 71432 Benzene1 0.00E+00 0.00E+001
TRU00 106990 1-3,Butadiene1 0.00E+00 0.00E+001
TRU00 100414 Ethylbenzene1 0.00E+00 0.00E+001
TRU00 50000 Formaldehyde1 0.00E+00 0.00E+001
TRU00 110543 Hexane
1 0.00E+00 0.00E+001
TRU00 67561 Methanol1 0.00E+00 0.00E+001
TRU00 78933 Methyl Ethyl Ketone1 0.00E+00 0.00E+001
TRU00 91203 Naphthalene1 0.00E+00 0.00E+001
TRU00 115071 Propylene1 0.00E+00 0.00E+001
TRU
00 100425 Styrene
1 0.00E+00 0.00E+001
TRU00 108883 Toluene
1 0.00E+00 0.00E+001
TRU0
0 1330207 Xylenes1 0.00E+00 0.00E+00
1 TRU0
0 9901 Diesel1 0.00E+00 0.00E+001
Region Calendar Year Vehicle Category Model Year Speed Fuel PM2.5_RUNEX PM10_RUNEX San Bernardino 2024 HHDT Aggregate 5 Diesel 0.011565138 0.012088062 San Bernardino 2024 HHDT Aggregate 10 Diesel 0.011194969 0.011701156 San Bernardino 2024 HHDT Aggregate 15 Diesel 0.008744462 0.009139848 Average 0.010501523 0.010976355
San Bernardino 2024 LDT1 Aggregate 5 Diesel 0.989240237 1.033969291 San Bernardino 2024 LDT1 Aggregate 10 Diesel 0.675824786 0.706382583 San Bernardino 2024 LDT1 Aggregate 15 Diesel 0.490762276 0.512952368 San Bernardino 2024 LDT2 Aggregate 5 Diesel 0.015536399 0.016238886 San Bernardino 2024 LDT2 Aggregate 10 Diesel 0.012223083 0.012775757 San Bernardino 2024 LDT2 Aggregate 15 Diesel 0.009945228 0.010394907 Average 0.365588668 0.382118965
San Bernardino 2024 MHDT Aggregate 5 Diesel 0.032569873 0.034042538 San Bernardino 2024 MHDT Aggregate 10 Diesel 0.025986547 0.027161544 San Bernardino 2024 MHDT Aggregate 15 Diesel 0.017076185 0.017848294 Average 0.025210868 0.026350792
Source: EMFAC2021 (v1.0.2) Emission Rates
Region Type: County
Region: San Bernardino
Calendar Year: 2024
Season: Annual
Vehicle Classification: EMFAC2007 Categories
Units: miles/day for CVMT and EVMT, g/mile for RUNEX, PMBW and PMTW, mph for Speed, kWh/mile for Energy Consumption, gallon/mile for Fuel Consumption. PHEV calculated based on total VMT.

Region Calendar Year Vehicle Category Model Year Speed Fuel Total VMCVMT EVMT NOx_RUNEX PM2.5_RUNEX PM10_RUNEX CO2_RUNEX CH4_RUNEX N2O_RUNEX ROG_RUNEX TOG_RUNEX CO_RUNEX SOx_RUNEX NH3_RUNEPM10_PMBPM2.5_PM Fuel ConsumEnergy Consumption San Bernardino 2024 HHDT Aggregate 5 Diesel 20.55 20.55337004 0 11.05847562 0.011565138 0.012088062 3076.293505 0.005742093 0.484671294 0.123625687 0.140738435 1.147396314 0.02913066 0.218767 0.137524 0.048133 0.30292 0 San Bernardino 2024 HHDT Aggregate 10 Diesel 360.2 360.1635112 0 8.245010184 0.011194969 0.011701156 2794.59562 0.003493283 0.440289678 0.075209415 0.085620194 0.711183774 0.026463149 0.213824 0.139282 0.048749 0.275181 0 San Bernardino 2024 HHDT Aggregate 15 Diesel 863.8 863.7631768 0 5.417974186 0.008744462 0.009139848 2299.269783 0.001771539 0.362250891 0.038140743 0.043420332 0.396857535 0.02177271 0.214131 0.137357 0.048075 0.226407 0 San Bernardino 2024 LDA Aggregate 5 Diesel 10.18 10.18274501 0 0.281177537 0.071772124 0.075017341 603.6639859 0.013432514 0.095107507 0.289194128 0.329228288 4.429922519 0.005720023 0.0031 0.00607 0.002124 0.059442 0 San Bernardino 2024 LDA Aggregate 10 Diesel 64.82 64.81666426 0 0.239662077 0.045008287 0.047043362 498.4077074 0.009469453 0.078524337 0.203871755 0.232094439 3.288613674 0.004722666 0.0031 0.007494 0.002623 0.049078 0 San Bernardino 2024 LDA Aggregate 15 Diesel 161.5 161.4918013 0 0.205951314 0.033221303 0.034723423 409.4362629 0.005178581 0.06450685 0.111491808 0.126926011 1.679982599 0.003879617 0.0031 0.008918 0.003121 0.040317 0 San Bernardino 2024 LDT1 Aggregate 5 Diesel 0.062 0.062329908 0 1.115068791 0.989240237 1.033969291 1051.78052 0.058465553 0.165708449 1.258728936 1.432979208 4.802901937 0.009966155 0.0031 0.009743 0.00341 0.103568 0 San Bernardino 2024 LDT1 Aggregate 10 Diesel 0.328 0.328280501 0 1.141392714 0.675824786 0.706382583 879.6055595 0.040387184 0.138582214 0.869512301 0.989881946 3.483026698 0.00833471 0.0031 0.012105 0.004237 0.086614 0 San Bernardino 2024 LDT1 Aggregate 15 Diesel 0.795 0.794755093 0 1.193096606 0.490762276 0.512952368 728.533143 0.029338109 0.114780693 0.631632204 0.719071271 2.606164351 0.006903222 0.0031 0.014489 0.005071 0.071738 0 San Bernardino 2024 LDT2 Aggregate 5 Diesel 5.781 5.780713311 0 0.168209395 0.015536399 0.016238886 770.2674895 0.012322761 0.121355957 0.26530179 0.30202845 2.533365142 0.007298676 0.0031 0.008004 0.002802 0.075847 0 San Bernardino 2024 LDT2 Aggregate 10 Diesel 38.59 38.59126133 0 0.141334908 0.012223083 0.012775757 643.086339 0.009131991 0.101318515 0.196606385 0.223823298 1.854533263 0.00609357 0.0031 0.009895 0.003463 0.063324 0 San Bernardino 2024 LDT2 Aggregate 15 Diesel 96.76 96.75797075 0 0.101404044 0.009945228 0.010394907 532.6593477 0.004526247 0.083920697 0.097447423 0.110937413 0.912236324 0.005047218 0.0031 0.011837 0.004143 0.05245 0 San Bernardino 2024 LHDT1 Aggregate 5 Diesel 10.05 10.05351686 0 2.625959943 0.107062208 0.111903086 1194.05254 0.022626272 0.188123464 0.487130315 0.554565477 1.565507956 0.011314255 0.154235 0.078 0.0273 0.117577 0 San Bernardino 2024 LHDT1 Aggregate 10 Diesel 151 151.0037901 0 2.241636981 0.080686677 0.08433497 1030.253306 0.017153198 0.162316828 0.36929826 0.420421516 1.14848051 0.009762174 0.160593 0.078 0.0273 0.101448 0 San Bernardino 2024 LHDT1 Aggregate 15 Diesel 406 406.0320882 0 2.039613111 0.06497044 0.067908115 865.1351526 0.013951334 0.136302396 0.300364002 0.341944447 0.902026452 0.008197595 0.16226 0.078 0.0273 0.085189 0 San Bernardino 2024 LHDT2 Aggregate 5 Diesel 4.403 4.403355673 0 2.294819552 0.091933802 0.096090641 1420.074275 0.019224368 0.22373328 0.41388933 0.471185485 1.313481136 0.013455925 0.169846 0.091 0.03185 0.139833 0 San Bernardino 2024 LHDT2 Aggregate 10 Diesel 65.24 65.23609461 0 1.965001653 0.072717207 0.076005157 1231.727147 0.015411398 0.194059114 0.331798321 0.37773033 1.010467066 0.011671241 0.173215 0.091 0.03185 0.121287 0 San Bernardino 2024 LHDT2 Aggregate 15 Diesel 174.8 174.7762188 0 1.757012842 0.059710324 0.062410159 1049.6505 0.01286676 0.165372864 0.277013777 0.315361768 0.807727483 0.009945972 0.174114 0.091 0.03185 0.103358 0 San Bernardino 2024 MHDT Aggregate 5 Diesel 63.72 63.7196644 0 3.289700857 0.032569873 0.034042538 2410.410956 0.008336883 0.379761228 0.179490809 0.204336623 0.470832404 0.02282515 0.215256 0.061496 0.021524 0.237351 0 San Bernardino 2024 MHDT Aggregate 10 Diesel 2294 2293.79086 0 2.483978743 0.025986547 0.027161544 1997.307216 0.005547204 0.314676565 0.119429783 0.135961717 0.327631472 0.018913305 0.215426 0.061496 0.021524 0.196673 0 San Bernardino 2024 MHDT Aggregate 15 Diesel 2014 2014.337503 0 1.740762394 0.017076185 0.017848294 1570.574498 0.002806433 0.247444652 0.060421742 0.068785554 0.206938365 0.014872401 0.215072 0.061496 0.021524 0.154653 0 Region Calendar Year Vehicle Category Model Year Speed Fuel Population Total VMT CVMT Diesel % Trips PM2.5_RUNEX PM10_RUNEX TOG_RUNEX TOG_RUNLOSS San Bernardino 2024 LDA Aggregate Aggregate Gasoline 768865.9289 33024787.61 33024787.61 0% 3568324.635 0.001173493 0.00127628 0.012934215 0.232343076 San Bernardino 2024 LDA Aggregate Aggregate Diesel 2082.571633 71739.62549 71739.62549 63% 8899.208594 0.016882337 0.017645682 0.030910941 0 33096527.24 67.3%
San Bernardino 2024 LDT1 Aggregate Aggregate Gasoline 71959.12939 2460565.057 2460565.057 0% 309662.07 0.002064499 0.00224527 0.060674402 0.721597526 San Bernardino 2024 LDT1 Aggregate Aggregate Diesel 26.71801826 374.0512762 374.0512762 0.3% 76.14596219 0.239547171 0.250378431 0.348963609 0 San Bernardino 2024 LDT2 Aggregate Aggregate Gasoline 330380.251 13590073.66 13590073.66 0% 1543019.585 0.001197678 0.001302579 0.017919217 0.244850621 San Bernardino 2024 LDT2 Aggregate Aggregate Diesel 956.1891951 42432.4165 42432.4165 37% 4611.071679 0.004976206 0.005201208 0.013976167 0 16093445.18 32.7% 114546 Gasoline Avg EF 0.030509278 0.399597074 Diesel Wt EF 0.013795746
Region Calendar Year Vehicle Category Model Year Speed Fuel Population Total VMT CVMT Trips PM2.5_RUNEXPM2.5_IDLEX PM10_RUNEX PM10_IDLEX San Bernardino 2024 HHDT Aggregate Aggregate Diesel 27173.91352 4430763.767 4430763.767 485811.7149 0.030334013 0.037015464 0.031705582 0.038689139 San Bernardino 2024 MHDT Aggregate Aggregate Diesel 17660.92816 809994.4973 809994.4973 219343.2888 0.01022919 0.020016746 0.010691708 0.020921814 San Bernardino 2024 LHDT1 Aggregate Aggregate Diesel 22449.99827 845078.5311 845078.5311 282392.7362 0.027876037 0.026461321 0.029136468 0.027657785 San Bernardino 2024 LHDT2 Aggregate Aggregate Diesel 9557.327727 367558.7935 367558.7935 120219.1597 0.024696826 0.026315952 0.025813507 0.027505843 Average 0.026286432 0.026388637 0.027474987 0.027581814 Source: EMFAC2021 (v1.0.2) Emission Rates
Region Type: County
Region: San Bernardino
Calendar Year: 2024
Season: Annual
Vehicle Classification: EMFAC2007 Categories
Units: miles/day for CVMT and EVMT, trips/day for Trips, g/mile for RUNEX, PMBW and PMTW, g/trip for STREX, HOTSOAK and RUNLOSS, g/vehicle/day for IDLEX and DIURN. PHEV calculated based on total VMT.

Region Calendar YVehicle CaModel YeaSpeed Fuel Populatio Total VMTCVMT EVMT Trips NOx_RUNEX NOx_IDLEX NOx_STREX PM2.5_RUNEX PM2.5_IDLEX PM2.5_STREX PM2.5_PMTW PM2.5_PMBW PM10_RUNEX PM10_IDLEX PM10_STREX PM10_PMTW PM10_PMBW CO2_RUNEX CO2_IDLEX CO2_STREX CH4_RUNEX CH4_IDLEX CH4_STREX N2O_RUNEX N2O_IDLEX N2O_STREX ROG_RUNEX ROG_IDLEX ROG_STREX ROG_HOTSOAK ROG_RUNLOSS ROG_DIURN TOG_RUNEX TOG_IDLEX TOG_STREX TOG_HOTSOAK TOG_RUNLOSS TOG_DIURN NH3_RUNEX CO_RUNEX CO_IDLEX CO_STREX SOx_RUNEX SOx_IDLEX SOx_STREX San Berna 2024 HHDT Aggregate Aggregate Gasoline 8.239703 379.7766 379.7766 0 164.86 10.62124716 0 0.961654193 0.003738896 0 0.002086697 0.005000001 0.030450475 0.00406639 0 0.002269474 0.020000006 0.087001356 2262.980946 0 52.95423724 0.337131119 0 8.32767E-05 0.264997739 0 0.020812892 2.1567968 0 0.00042982 0.142965404 1.271509521 11.5240469 3.147192828 0 0.000470599 0.142965404 1.271509521 11.5240469 0.040247169 118.6559106 0 2.915895277 0.022371871 0 0.000523507 San Berna 2024 HHDT Aggregate Aggregate Diesel 27173.91 4430764 4430764 0 485811.7 1.622971911 88.85366946 2.599613102 0.030334013 0.037015464 0 0.008904659 0.025391437 0.031705582 0.038689139 0 0.035618634 0.072546962 1558.041412 17260.03585 0 0.000598708 0.345528309 0 0.245470059 2.719325677 0 0.012890024 7.439129732 0 0 0 0 0.014674311 8.468882924 0 0 0 0 0.217832249 0.0521316 109.1591664 0 0.01475372 0.163442218 0 San Berna 2024 LDA Aggregate Aggregate Gasoline 768865.9 33024788 33024788 0 3568325 0.04117725 0 0.248421871 0.001173493 0 0.001931958 0.002000001 0.002325126 0.00127628 0 0.00210118 0.008000002 0.006643216 283.7502931 0 69.83949618 0.002375646 0 0.069927997 0.004690407 0 0.033133961 0.008863922 0 0.311563987 0.091620237 0.232343076 1.590241709 0.012934215 0 0.341123349 0.091620237 0.232343076 1.590241709 0.034567926 0.754066577 0 3.047958052 0.002805161 0 0.000690435 San Berna 2024 LDA Aggregate Aggregate Diesel 2082.572 71739.63 71739.63 0 8899.209 0.21633028 0 0 0.016882337 0 0 0.002000001 0.002307152 0.017645682 0 0 0.008000002 0.006591863 240.961696 0 0 0.001261166 0 0 0.037963613 0 0 0.027152171 0 0 0 0 0 0.030910941 0 0 0 0 0 0.0031 0.329960013 0 0 0.002283235 0 0 San Berna 2024 LDT1 Aggregate Aggregate Gasoline 71959.13 2460565 2460565 0 309662.1 0.194733506 0 0.483699488 0.002064499 0 0.003329495 0.002000001 0.00278649 0.00224527 0 0.003620997 0.008000002 0.0079614 341.9089803 0 91.02050975 0.009238928 0 0.133045835 0.013236728 0 0.043205355 0.041586497 0 0.71146614 0.240433423 0.721597526 4.270636525 0.060674402 0 0.778964881 0.240433423 0.721597526 4.270636525 0.038055578 1.982779928 0 6.77248854 0.003380118 0 0.00089983 San Berna 2024 LDT1 Aggregate Aggregate Diesel 26.71802 374.0513 374.0513 0 76.14596 1.668277368 0 0 0.239547171 0 0 0.002000001 0.003025087 0.250378431 0 0 0.008000002 0.008643106 426.6034305 0 0 0.014237716 0 0 0.067211544 0 0 0.306529634 0 0 0 0 0 0.348963609 0 0 0 0 0 0.0031 1.976282139 0 0 0.004042284 0 0 San Berna 2024 LDT2 Aggregate Aggregate Gasoline 330380.3 13590074 13590074 0 1543020 0.075731589 0 0.341335311 0.001197678 0 0.001946684 0.002000001 0.002654089 0.001302579 0 0.002117185 0.008000002 0.007583112 347.9635195 0 87.32334094 0.00312493 0 0.083501415 0.006354071 0 0.03763271 0.012280753 0 0.385674257 0.088834782 0.244850621 1.663403888 0.017919217 0 0.422264668 0.088834782 0.244850621 1.663403888 0.036544979 0.900710308 0 3.646232047 0.003439974 0 0.00086328 San Berna 2024 LDT2 Aggregate Aggregate Diesel 956.1892 42432.42 42432.42 0 4611.072 0.051812604 0 0 0.004976206 0 0 0.002000001 0.002558996 0.005201208 0 0 0.008000002 0.007311417 311.192302 0 0 0.000570228 0 0 0.049028474 0 0 0.012276665 0 0 0 0 0 0.013976167 0 0 0 0 0 0.0031 0.116105784 0 0 0.002948705 0 0 San Berna 2024 LHDT1 Aggregate Aggregate Gasoline 30244.62 1118103 1118103 0 450599.7 0.206819585 0.037215659 0.648302078 0.001173786 0 0.000356069 0.002000001 0.027300008 0.0012766 0 0.000387257 0.008000002 0.078000022 630.838266 120.0983533 25.63008318 0.006429878 0.116421283 0.035030335 0.01141867 0.002998225 0.051094974 0.032260271 0.426172763 0.173000976 0.055801002 0.316852855 3.580168595 0.047074112 0.621870296 0.189414293 0.055801002 0.316852855 3.580168595 0.0448632 1.313972347 3.749133416 3.027265688 0.006236479 0.001187294 0.000253379 San Berna 2024 LHDT1 Aggregate Aggregate Diesel 22450 845078.5 845078.5 0 282392.7 2.032479164 2.124988483 0 0.027876037 0.026461321 0 0.003000001 0.027300008 0.029136468 0.027657785 0 0.012000003 0.078000022 492.0941273 134.1311993 0 0.005205531 0.005098128 0 0.07752963 0.021132425 0 0.11207202 0.109759705 0 0 0 0 0.127586543 0.124954127 0 0 0 0 0.15748126 0.388742312 0.909745076 0 0.004662842 0.001270961 0 San Berna 2024 LHDT2 Aggregate Aggregate Gasoline 4610.823 165460.9 165460.9 0 68694.39 0.165591994 0.037305173 0.657472905 0.000969834 0 0.000248738 0.002000001 0.031850009 0.001054783 0 0.000270525 0.008000002 0.091000026 708.5513053 139.1452945 25.56301654 0.003599753 0.117731192 0.03390627 0.010263471 0.003000151 0.051248672 0.016579406 0.427776091 0.164858192 0.048106503 0.259826345 3.093862384 0.024192631 0.624209867 0.180498969 0.048106503 0.259826345 3.093862384 0.044977641 0.854382028 3.763254476 2.934723364 0.007004751 0.001375593 0.000252716 San Berna 2024 LHDT2 Aggregate Aggregate Diesel 9557.328 367558.8 367558.8 0 120219.2 1.49603547 2.072484038 0 0.024696826 0.026315952 0 0.003000001 0.031850009 0.025813507 0.027505843 0 0.012000003 0.091000026 589.0746722 214.1172799 0 0.004435535 0.005098128 0 0.092808955 0.033734265 0 0.095494453 0.109759705 0 0 0 0 0.108714086 0.124954127 0 0 0 0 0.17155482 0.280819179 0.909745076 0 0.005581782 0.00202887 0 San Berna 2024 MHDT Aggregate Aggregate Gasoline 2359.268 142286.4 142286.4 0 47204.24 0.432579006 0.089192741 0.431869599 0.000904711 0 0.000481419 0.003000001 0.014754156 0.000983955 0 0.000523587 0.012000003 0.042154733 1638.586521 542.5283984 46.05139983 0.011139324 0.263617533 0.047763848 0.021996314 0.007617108 0.033601481 0.053864948 1.001827579 0.255784474 0.035805421 0.28593583 3.29476365 0.078599605 1.461864451 0.280051803 0.035805421 0.28593583 3.29476365 0.044974885 1.342243818 14.34679563 5.442807793 0.016199096 0.005363446 0.000455265 San Berna 2024 MHDT Aggregate Aggregate Diesel 17660.93 809994.5 809994.5 0 219343.3 0.793489724 11.97664319 1.621157441 0.01022919 0.020016746 0 0.003000001 0.01482978 0.010691708 0.020921814 0 0.012000003 0.042370801 1083.730517 2163.544894 0 0.000667015 0.010136351 0 0.170742184 0.340867379 0 0.014360645 0.218232858 0 0 0 0 0.016348501 0.248441497 0 0 0 0 0.214242186 0.0606163 7.312794985 0 0.01026228 0.020487476 0

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APPENDIX C

NOISE AND VIBRATION IMPACT ANALYSIS

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January 2024

NOISE AND VIBRATION IMPACT ANALYSIS

EAST HUNTSMAN AVENUE INDUSTRIAL PARK PROJECT

REEDLEY, CALIFORNIA
January 2024

NOISE AND VIBRATION IMPACT ANALYSIS

EAST HUNTSMAN AVENUE INDUSTRIAL PARK PROJECT

REEDLEY, CALIFORNIA
Submitted to:

Rodney L. Horton, Community Development Director
Community Development Department
1733 Ninth Street
Reedley, CA 93654
Prepared by:

LSA
2565 Alluvial Avenue, Suite 172
Clovis, California 93611
(559) 490-1210
Project No. 20231045.02

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TABLE OF CONTENTS
FIGURES AND TABLES ............................................................................................................................. ii LIST OF ABBREVIATIONS AND ACRONYMS............................................................................................ iii INTRODUCTION .......................................................................................................... 1 Project Location and Description .................................................................................................. 1 Existing Land Uses in the Project Area .......................................................................................... 1 NOISE AND VIBRATION FUNDAMENTALS .................................................................... 5 Characteristics of Sound................................................................................................................ 5 Measurement of Sound................................................................................................................. 5 Physiological Effects of Noise .............................................................................................................6 Fundamentals of Vibration............................................................................................................ 8 REGULATORY SETTING.............................................................................................. 10 Applicable Noise Standards......................................................................................................... 10 State of California Green Building Standards Code..........................................................................10 City of Reedley..................................................................................................................................10 Federal Transit Administration.........................................................................................................12 Applicable Vibration Standards................................................................................................... 12 Federal Transit Administration.........................................................................................................12 OVERVIEW OF THE EXISTING NOISE ENVIRONMENT.................................................. 14 Ambient Noise Measurements ................................................................................................... 14 Noise Measurements .......................................................................................................................14 Existing Aircraft Noise ................................................................................................................. 14 PROJECT IMPACT ANALYSIS ...................................................................................... 16 Short-Term Construction Noise Impacts..................................................................................... 16 Short-Term Construction Vibration Impacts............................................................................... 19 Long-Term Off-Site Traffic Noise Impacts................................................................................... 21 Stationary Operational Noise Impacts to Off-Site Receivers ...................................................... 23 Heating, Ventilation, and Air Conditioning Equipment....................................................................23 Truck Deliveries, Truck Loading and Unloading Activities, Truck Maintenance and Truck Wash Operations..............................................................................................................................23 Cumulative Unmitigated Operations Noise Assessment..................................................................24 Cumulative Mitigated Impact Assessment.......................................................................................24 Long-Term Traffic-Related Vibration Impacts............................................................................. 25 BEST CONSTRUCTION PRACTICES .............................................................................. 26 REFERENCES ............................................................................................................. 27

APPENDICES
A: NOISE MONITORING DATA
B: CONSTRUCTION NOISE CALCULATIONS
C: FHWA TRAFFIC NOISE PRINTOUTS
D: SOUNDPLAN NOISE MODEL PRINTOUTS

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FIGURES AND TABLES

FIGURES
Figure 1: Project Location....................................................................................................................... 3 Figure 2: Site Plan................................................................................................................................... 4 Figure 3: Noise Monitoring Locations .................................................................................................. 15 TABLES
Table A: Definitions of Acoustical Terms................................................................................................ 7 Table B: Common Sound Levels and Their Noise Sources...................................................................... 8 Table C: Allowable City-Wide Noise Exposure – Transportation ......................................................... 11 Table D: Allowable Noise Exposure – Stationary Sources.................................................................... 11 Table E: Detailed Assessment Daytime Construction Noise Criteria.................................................... 12 Table F: Interpretation of Vibration Criteria for Detailed Analysis ...................................................... 13 Table G: Construction Vibration Damage Criteria................................................................................ 13 Table H: Ambient Noise Level Measurements..................................................................................... 14 Table I: Typical Construction Equipment Noise Levels......................................................................... 17 Table J: Potential Construction Noise Impacts at Nearest Receptor ................................................... 18 Table K: Vibration Source Amplitudes for Construction Equipment.................................................... 19 Table L: Potential Construction Vibration Annoyance Impacts at Nearest Receptor.......................... 20 Table M: Potential Construction Vibration Damage Impacts at Nearest Receptor ............................. 20 Table N: Traffic Noise Levels Without and With Proposed Project......... Error! Bookmark not defined.

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LIST OF ABBREVIATIONS AND ACRONYMS
ADT average daily trips
CEQA California Environmental Quality Act
City City of Reedley
CNEL Community Noise Equivalent Level
dB decibel
dBA A-weighted decibel(s)
EIR Environmental Impact Report
FHWA Federal Highway Administration
ft foot/feet
FTA Federal Transit Administration
FTA Manual FTA Transit Noise and Vibration Impact Assessment Manual in/sec inch/inches per second
Ldn day-night average noise level
Leq equivalent continuous sound level
Lmax maximum instantaneous sound level
mi mile/miles
Noise Element City of Reedley General Plan 2030 Noise Element PPV peak particle velocity
project East Huntsman Avenue Industrial Park Project
RMS root-mean-square
STC Sound Transmission Class
VdB vibration velocity decibels

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 1

INTRODUCTION
This noise and vibration impact analysis has been prepared to evaluate the potential noise and vibration impacts and reduction measures associated with the proposed Huntsman Avenue Industrial Park Project (project) in Reedley, California. This report is intended to satisfy the City of Reedley’s (City) requirement for a project-specific noise impact analysis by examining the impacts of the project site and evaluating noise reduction measures that the project may require.

PROJECT LOCATION AND DESCRIPTION
The 42-acre project site is located at 20349 East Huntsman Avenue in the City of Reedley’s Sphere of Influence (SOI), as shown in Figure 1-1. The project site is currently used for growing agricultural crops and contains agricultural support buildings and one single-family residence. The project site is surrounded by agricultural uses and Reedley Sports Park to the north, agricultural uses to the south, rural residential and agricultural uses to the east, and light industrial uses to the west. Traver Channel, an Alta Irrigation District (AID) channel, bounds the project site to the west and north. East Huntsman Avenue bounds the project site to the south. See Figure 1, Project Location, and Figure 2, Site Plan, below.

The proposed project would divide the 42-acre project site into 26 lots, which would be developed with light industrial uses. The lots would include office, warehouse, retail uses, and truck maintenance building. Future tenants have not been identified. Additionally, 2.23 acres of parking would be provided including, employee, guest, and truck parking stalls.

Additionally, the proposed project would retain two existing structures and one dwelling unit within an approximately 0.93-acre outlot (i.e., Outlot A) located on the southeast corner of the project site; and would retain the adjacent Traver Channel within an approximately 2.14-acre outlot (i.e., Outlot B). The proposed project would retain the 25-foot-wide easements that exist along both sides of the channel. Existing fencing along the project site’s northern, southern, and eastern boundary would be removed.

The proposed project would include solar fixtures and would comply with the latest California Green Building Standards Code (CALGreen) building measures and Title 24 standards.

Construction of the proposed project is anticipated to occur over a total 12-month period starting January 2025, and ending January 2026. The proposed project would not require any soil import/export. Additionally, Tier 3 equipment would be utilized during project construction.

EXISTING LAND USES IN THE PROJECT AREA
The project site is surrounded primarily by residential and agricultural uses. The areas adjacent to the project site include the following uses:
• North: Existing agricultural uses and Reedley Sports Park; • East: Existing rural residential and agricultural uses; • South: Existing agricultural uses; and

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 2 • West: Existing light industrial uses to the west.

The closest sensitive receptors to the project site include rural residential dwelling to the east within Outlot A and residential dwelling located approximately 20 feet away from the project site boundary.

F R E S N O C O U N T Y

T U L A R E C O U N T Y
N Buttonwillow
Ave
Pederson Ave
E Huntsman
Ave
En
g
l
e
h
a
rt
A
ve
Floral Ave
S
S Englehart Ave B
u
t
to
n
will
o
w
A
ve
E Dinuba Ave
SOURCE: Esri Topographic (2023)
J:\20231045.02\GIS\Pro\Huntsman Avenue Industrial Park\Huntsman Avenue Industrial Park.aprx (12/20/2023) FIGURE 1
East Huntsman Avenue Industrial Park Project

F R E S N O

C O U N T Y

T U L A R E

C O U N T Y
Ã201
Ã99
Ã180
Ã63
Project Vicinity
0 1000 2000
FEET
Project Location
Reedley City Limits
Reedley Sphere of Influence
Regional and Local Context

NOT TO SCALE
SOURCE: Rockspire, Inc., 12/2022
I:\20231045.02\G\SitePlan.ai (12/20/2023)
FIGURE 2
East Huntsman Avenue Industrial Park Project
Site Plan

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NOISE AND VIBRATION FUNDAMENTALS

CHARACTERISTICS OF SOUND
Noise is usually defined as unwanted sound. Noise consists of any sound that may produce physiological or psychological damage and/or interfere with communication, work, rest, recreation, and sleep.

To the human ear, sound has two significant characteristics: pitch and loudness. Pitch is generally an annoyance, while loudness can affect the ability to hear. Pitch is the number of complete vibrations, or cycles per second, of a sound wave, which results in the tone’s range from high to low. Loudness is the strength of a sound, and it describes a noisy or quiet environment; it is measured by the amplitude of the sound wave. Loudness is determined by the intensity of the sound waves combined with the reception characteristics of the human ear. Sound intensity is the average rate of sound energy transmitted through a unit area perpendicular to the direction in which the sound waves are traveling. This characteristic of sound can be precisely measured with instruments. The analysis of a project defines the noise environment of the project area in terms of sound intensity and its effect on adjacent sensitive land uses.

MEASUREMENT OF SOUND
Sound intensity is measured with the A-weighted decibel (dBA) scale to correct for the relative frequency response of the human ear. That is, an A-weighted noise level de-emphasizes low and very high frequencies of sound, similar to the human ear’s de-emphasis of these frequencies.

Decibels (dB), unlike the linear scale (e.g., inches or pounds), are measured on a logarithmic scale representing points on a sharply rising curve.

For example, 10 dB is 10 times more intense than 0 dB, 20 dB is 100 times more intense than 0 dB, and 30 dB is 1,000 times more intense than 0 dB. Thirty decibels (30 dB) represents 1,000 times as much acoustic energy as 0 dB. The decibel scale increases as the square of the change, representing the sound pressure energy. A sound as soft as human breathing is about 10 times greater than 0 dB.

The decibel system of measuring sound gives a rough connection between the physical intensity of sound and its perceived loudness to the human ear. A 10 dB increase in sound level is perceived by the human ear as only a doubling of the sound’s loudness. Ambient sounds generally range from 30 dB (very quiet) to 100 dB (very loud).

Sound levels are generated from a source, and their decibel level decreases as the distance from that source increases. Sound levels dissipate exponentially with distance from their noise sources.

For a single point source, sound levels decrease approximately 6 dB for each doubling of distance from the source. This drop-off rate is appropriate for noise generated by stationary equipment.

If noise is produced by a line source (e.g., highway traffic or railroad operations), the sound decreases 3 dB for each doubling of distance in a hard site environment. Line-source sound levels decrease 4.5 dB for each doubling of distance in a relatively flat environment with absorptive vegetation.

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 6 There are many ways to rate noise for various time periods, but an appropriate rating of ambient noise affecting humans also accounts for the annoying effects of sound. The equivalent continuous sound level (Leq) is the total sound energy of time-varying noise over a sample period. However, the predominant rating scales for human communities in the State of California are the Leq and Community Noise Equivalent Level (CNEL) or the day-night average noise level (Ldn) based on A-weighted decibels. CNEL is the time-weighted average noise over a 24-hour period, with a 5 dBA weighting factor applied to the hourly Leq for noises occurring from 7:00 p.m. to 10:00 p.m. (defined as relaxation hours) and a 10 dBA weighting factor applied to noises occurring from 10:00 p.m. to 7:00 a.m. (defined as sleeping hours). Ldn is similar to the CNEL scale but without the adjustment for events occurring during relaxation hours. CNEL and Ldn are within 1 dBA of each other and are normally interchangeable. The City uses the Ldn noise scale for long-term traffic noise impact assessment.

Other noise rating scales of importance when assessing the annoyance factor include the maximum instantaneous noise level (Lmax), which is the highest sound level that occurs during a stated time period. The noise environments discussed in this analysis for short-term noise impacts are specified in terms of maximum levels denoted by Lmax, which reflects peak operating conditions and addresses the annoying aspects of intermittent noise. It is often used together with another noise scale, or noise standards in terms of percentile noise levels, in noise ordinances for enforcement purposes.

For example, the L10 noise level represents the noise level exceeded 10 percent of the time during a stated period. The L50 noise level represents the median noise level. Half the time the noise level exceeds this level, and half the time it is less than this level. The L90 noise level represents the noise level exceeded 90 percent of the time and is considered the background noise level during a monitoring period. For a relatively constant noise source, the Leq and L50 are approximately the same.

Noise impacts can be described in three categories. The first category includes audible impacts, which are increases in noise levels noticeable to humans. Audible increases in noise levels generally refer to a change of 3 dB or greater because this level has been found to be barely perceptible in exterior environments. The second category, potentially audible, refers to a change in the noise level between 1 dB and 3 dB. This range of noise levels has been found to be noticeable only in laboratory environments. The last category includes changes in noise levels of less than 1 dB, which are inaudible to the human ear. Only audible changes in existing ambient or background noise levels are considered potentially significant.

Physiological Effects of Noise
Physical damage to human hearing begins at prolonged exposure to sound levels higher than 85 dBA. Exposure to high sound levels affects the entire system, with prolonged sound exposure in excess of 75 dBA increasing body tensions, thereby affecting blood pressure and functions of the heart and the nervous system. In comparison, extended periods of sound exposure above 90 dBA would result in permanent cell damage. When the sound level reaches 120 dBA, a tickling sensation occurs in the human ear, even with short-term exposure. This level of sound is called the threshold of feeling. As the sound reaches 140 dBA, the tickling sensation is replaced by a feeling of pain in the ear (i.e., the threshold of pain). A sound level of 160–165 dBA will result in dizziness or a

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 7 loss of equilibrium. The ambient or background noise problem is widespread and generally more concentrated in urban areas than in outlying, less developed areas.

Table A lists definitions of acoustical terms, and Table B shows common sound levels and their sources.

Table A: Definitions of Acoustical Terms
Term Definitions
Decibel, dB A unit of sound measurement that denotes the ratio between two quantities that are proportional to power; the number of decibels is 10 times the logarithm (to the base 10) of this ratio.

Frequency, Hz Of a function periodic in time, the number of times that the quantity repeats itself in 1 second (i.e., the number of cycles per second).

A-Weighted Sound
Level, dBA
The sound level obtained by use of A-weighting. The A-weighting filter de-emphasizes the very low and very high frequency components of the sound in a manner similar to the frequency response of the human ear and correlates well with subjective reactions to noise. (All sound levels in this report are A-weighted unless reported otherwise.) L01, L10, L50, L90 The fast A-weighted noise levels that are equaled or exceeded by a fluctuating sound level 1%, 10%, 50%, and 90% of a stated time period, respectively.

Equivalent
Continuous Noise
Level, Leq
The level of a steady sound that, in a stated time period and at a stated location, has the same A-weighted sound energy as the time-varying sound.

Community Noise
Equivalent Level,
CNEL
The 24-hour A-weighted average sound level from midnight to midnight, obtained after the addition of 5 dBA to sound levels occurring in the evening from 7:00 p.m. to 10:00 p.m. and after the addition of 10 dBA to sound levels occurring in the night between 10:00 p.m. and 7:00 a.m.

Day/Night Noise
Level, Ldn
The 24-hour A-weighted average sound level from midnight to midnight, obtained after the addition of 10 dBA to sound levels occurring in the night between 10:00 p.m. and 7:00 a.m.

Lmax, Lmin The maximum and minimum A-weighted sound levels measured on a sound level meter, during a designated time interval, using fast time averaging.

Ambient Noise Level The all-encompassing noise associated with a given environment at a specified time. Usually a composite of sound from many sources from many directions, near and far; no particular sound is dominant.

Sources: (1) Technical Noise Supplement (Caltrans 2013); (2) Transit Noise and Vibration Impact Assessment Manual (FTA 2018).

Caltrans = California Department of Transportation
FTA = Federal Transit Administration

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 8 Table B: Common Sound Levels and Their Noise Sources
Noise Source A-Weighted Sound
Level in Decibels Noise Environments Subjective Evaluations Near Jet Engine 140 Deafening 128 times as loud
Civil Defense Siren 130 Threshold of Pain 64 times as loud Hard Rock Band 120 Threshold of Feeling 32 times as loud Accelerating Motorcycle at a Few Feet Away 110 Very Loud 16 times as loud Pile Driver; Noisy Urban Street/Heavy City
Traffic
100 Very Loud 8 times as loud
Ambulance Siren; Food Blender 95 Very Loud —
Garbage Disposal 90 Very Loud 4 times as loud
Freight Cars; Living Room Music 85 Loud —
Pneumatic Drill; Vacuum Cleaner 80 Loud 2 times as loud Busy Restaurant 75 Moderately Loud —
Near Freeway Auto Traffic 70 Moderately Loud Reference level Average Office 60 Quiet One-half as loud
Suburban Street 55 Quiet —
Light Traffic; Soft Radio Music in Apartment 50 Quiet One-quarter as loud Large Transformer 45 Quiet —
Average Residence without Stereo Playing 40 Faint One-eighth as loud Soft Whisper 30 Faint —
Rustling Leaves 20 Very Faint —
Human Breathing 10 Very Faint Threshold of Hearing
— 0 Very Faint —
Source: Compiled by LSA (2023).

FUNDAMENTALS OF VIBRATION
Vibration refers to ground-borne noise and perceptible motion. Ground-borne vibration is almost exclusively a concern inside buildings and is rarely perceived as a problem outdoors, where the motion may not be discernible, but without the effects associated with the shaking of a building there is less adverse reaction. Vibration energy propagates from a source through intervening soil and rock layers to the foundations of nearby buildings. The vibration then propagates from the foundation throughout the remainder of the structure. Building vibration may be perceived by occupants as the motion of building surfaces, the rattling of items sitting on shelves or hanging on walls, or a low-frequency rumbling noise. The rumbling noise is caused by the vibration of walls, floors, and ceilings that radiate sound waves. Annoyance from vibration often occurs when the vibration exceeds the threshold of perception by 10 dB or less. This is an order of magnitude below the damage threshold for normal buildings.

Typical sources of ground-borne vibration are construction activities (e.g., blasting, pile-driving, and operating heavy-duty earthmoving equipment), steel-wheeled trains, and occasional traffic on rough roads. Problems with both ground-borne vibration and noise from these sources are usually localized to areas within approximately 100 feet (ft) from the vibration source, although there are examples of ground-borne vibration causing interference out to distances greater than 200 ft .

When roadways are smooth, vibration from traffic, even heavy trucks, is rarely perceptible. It is assumed for most projects that the roadway surface will be smooth enough that ground-borne

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 9 vibration from street traffic will not exceed the impact criteria; however, construction of the project could result in ground-borne vibration that may be perceptible and annoying.

Ground-borne noise is not likely to be a problem because noise arriving via the normal airborne path will usually be greater than ground-borne noise.

Ground-borne vibration has the potential to disturb people and damage buildings. Although it is very rare for train-induced ground-borne vibration to cause even cosmetic building damage, it is not uncommon for construction processes such as blasting and pile-driving to cause vibration of sufficient amplitudes to damage nearby buildings. Ground-borne vibration is usually measured in terms of vibration velocity, either the root-mean-square (RMS) velocity or peak particle velocity (PPV). The RMS is best for characterizing human response to building vibration, and PPV is used to characterize the potential for damage. Decibel notation acts to compress the range of numbers required to describe vibration. Vibration velocity level in decibels is defined as:

Lv = 20 log10 [V/Vref]
where “Lv” is the vibration velocity in decibels (VdB), “V” is the RMS velocity amplitude, and “Vref” is the reference velocity amplitude, or 1 x 10-6 inches/second (in/sec) used in the United States.

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REGULATORY SETTING

APPLICABLE NOISE STANDARDS
The applicable noise standards governing the project site include the criteria in the California Code of Regulations and the Noise Element of the City’s General Plan 2030 (Noise Element).

State of California Green Building Standards Code
The State of California’s Green Building Standards Code (CALGreen Code) contains mandatory measures for nonresidential building construction in Section 5.507 on Environmental Comfort.

These noise standards are applied to new construction in California for controlling interior noise levels resulting from exterior noise sources. The regulations specify that acoustical studies must be prepared when nonresidential structures are developed in areas where the exterior noise levels exceed 65 dBA CNEL, such as within a noise contour of an airport, freeway, railroad, or other noise source. If the development falls within an airport or freeway 65 dBA CNEL noise contour, buildings shall be construction to provide an interior noise level environment attributable to exterior sources that does not exceed an hourly equivalent level of 50 dBA Leq in occupied areas during any hour of operation.

City of Reedley
Noise Element of the General Plan 2030
The Noise Element provides the City’s goals and policies related to noise, including the land use compatibility guidelines for community exterior noise environments. The City has identified the following goals and policies in the Noise Element:

Goals.

NE 6.1A – To protect the citizens of the City from potential harmful effect due to exposure to excessive noise.

NE 6.1B – To preserve the tranquility of residential and other noise sensitive areas by preventing noise-producing uses from encroaching upon existing and planned noise sensitive uses.

NE 6.1C – To develop a policy framework necessary to achieve and maintain a healthful noise environment.

Policies.

NE 6.1.2: In order to maintain an acceptable noise environment, the following maximum acceptable noise levels should be established for various land use designations (see Tables C and D).

NE 6.1.3: Areas subject to a DNL greater than 60 dBA are identified as noise impact zones. As part of the special permit process the proposed development project will be required to have an acoustical

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NE 6.1.4: Within noise impact zones, the City will evaluate the noise impact on development proposals. Mitigating measures, including but not limited to the following, may be required:
(a) Setbacks, berms, and barriers.
(b) Acoustical design of structures.
(c) Location of structures.

NE 6.1.5: Design of all proposed development should incorporate features necessary to minimize adverse noise impacts, while also minimizing effects on surrounding lands uses.

Table C: Allowable City-Wide Noise Exposure – Transportation Location of Measurement Allowable Transportation Source Noise Exposure Noise Sensitive Land Uses New Transportation Noise Sources Indoor 45 dBA Ldn 45 dBA Ldn
Outdoor 60 dBA Ldn 60 dBA Ldn
Source: City of Reedley (2014).

Notes:

1. This table is applicable to noise sources created by either new development and/or new transportation projects.

2. Based on an evaluation of the existing condition and proposed project, the Community Development Director may allow exterior exposure up to 65 dB Ldn where practical application of construction practices has been used to mitigate exterior noise exposure.
dBA = A-weighted decibels
Ldn = day-night average noise level
Table D: Allowable Noise Exposure – Stationary Sources
Allowable Stationary Source Noise Exposure
Daytime (7:00 a.m. to 10:00 p.m.) Nighttime (10:00 p.m. to 7:00 a.m.) Hourly Leq, dBA 55 50
Maximum Level, dBA 70 65
Source: City of Reedley (2014).

Notes:

1. As determined within outdoor activity areas of existing or planned noise-sensitive uses, if outdoor activity area locations are unknown, the allowable noise exposure shall be determined at the property line of the noise sensitive use.

2. Based on an evaluation of the existing condition and proposed project, the Community Development Director may allow exterior exposure up to 65 dB Ldn where practical application of construction practices has been used to mitigate exterior noise exposure.
dBA = A-weighted decibels
Leq = equivalent continuous sound level

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Construction Noise Standards. The City has set restrictions to control noise impacts associated with the construction of the proposed project. According to the City’s General Plan Environmental Impact Report (EIR), construction activity is limited to the acceptable daily construction hours of 7:00 a.m. to 5:00 p.m.

Federal Transit Administration
Although the City does not have daytime construction noise level limits for activities that occur within the specified hours to determine potential California Environmental Quality Act (CEQA) noise impacts, construction noise was assessed using criteria from the Transit Noise and Vibration Impact Assessment Manual (FTA 2018) (FTA Manual). Table E shows the Federal Transit Administration’s (FTA) Detailed Assessment Construction Noise Criteria based on the composite noise levels per construction phase.

Table E: Detailed Assessment Daytime Construction Noise Criteria Land Use Daytime 8-hour Leq (dBA)
Residential 80
Commercial 85
Industrial 90
Source: Transit Noise and Vibration Impact Assessment Manual (FTA 2018). dBA = A-weighted decibels
Leq = equivalent continuous sound level

APPLICABLE VIBRATION STANDARDS
Federal Transit Administration
Vibration standards included in the FTA Manual are used in this analysis for ground-borne vibration impacts on human annoyance. The criteria for environmental impact from ground-borne vibration and noise are based on the maximum levels for a single event. Table F provides the criteria for assessing the potential for interference or annoyance from vibration levels in a building.

Table G lists the potential vibration building damage criteria associated with construction activities, as suggested in the FTA Manual. FTA guidelines show that a vibration level of up to 0.5 in/sec in PPV is considered safe for buildings consisting of reinforced concrete, steel, or timber (no plaster) and would not result in any construction vibration damage. For non-engineered timber and masonry buildings, the construction building vibration damage criterion is 0.2 in/sec in PPV.

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 13 Table F: Interpretation of Vibration Criteria for Detailed Analysis Land Use Max Lv (VdB)1 Description of Use
Workshop 90 Vibration that is distinctly felt. Appropriate for workshops and similar areas not as sensitive to vibration.

Office 84 Vibration that can be felt. Appropriate for offices and similar areas not as sensitive to vibration.

Residential Day 78 Vibration that is barely felt. Adequate for computer equipment and lowpower optical microscopes (up to 20×).

Residential Night and
Operating Rooms
72 Vibration is not felt, but ground-borne noise may be audible inside quiet rooms. Suitable for medium-power microscopes (100×) and other equipment of low sensitivity.

Source: Transit Noise and Vibration Impact Assessment Manual (FTA 2018). 1 As measured in 1/3-octave bands of frequency over a frequency range of 8 to 80 Hertz.

FTA = Federal Transit Administration
LV = velocity in decibels
Max = maximum
VdB = vibration velocity decibels
Table G: Construction Vibration Damage Criteria
Building Category PPV (in/sec)
Reinforced concrete, steel, or timber (no plaster) 0.50 Engineered concrete and masonry (no plaster) 0.30
Non-engineered timber and masonry buildings 0.20
Buildings extremely susceptible to vibration damage 0.12 Source: Transit Noise and Vibration Impact Assessment Manual (FTA 2018).

FTA = Federal Transit Administration
in/sec = inch/inches per second
PPV = peak particle velocity

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OVERVIEW OF THE EXISTING NOISE ENVIRONMENT
The primary existing noise sources in the project area are transportation facilities. Local traffic on Huntsman Avenue is a steady source of ambient noise.

AMBIENT NOISE MEASUREMENTS
Noise Measurements
Two long-term (24-hour) noise level measurements were conducted on July 26 and 27, 2023, using two Larson Davis Spark 706RC Dosimeter. Table H provides a summary of the measured hourly noise levels from the noise level measurements. Hourly noise levels at surrounding sensitive uses are as low as 44.7 dBA Leq during nighttime hours and 37.4 dBA Leq during daytime hours. Long-term noise monitoring data results are provided in Appendix A. Figure 3 shows the monitoring locations.

Table H: Ambient Noise Level Measurements
Location
Daytime Noise
Levels1
(dBA Leq)
Nighttime
Noise Levels2
(dBA Leq)
Daily Noise
levels
(dBA Ldn)
LT-1
Near southwest corner of project site, on a fence,
approximately 20 feet from Huntsman Avenue
centerline.

52.3 – 62.9 44.7 – 59.7 61.9
LT-2
Near northeast corner of project site, on a fence,
approximately 1,300 feet from Huntsman Avenue
centerline.

37.4 – 51.7 46.7 – 56.0 56.5
Source: Compiled by LSA (2023).

Note: Noise measurements were conducted from July 26 to July 27, 2023, starting at 4:00 p.m. 1 Daytime Noise Levels = Noise levels during the hours from 7:00 a.m. to 10:00 p.m. 2 Nighttime Noise Levels = Noise levels during the hours from 10:00 p.m. to 7:00 a.m. dBA = A-weighted decibels
ft = foot/feet
Ldn = day-night noise level
Leq = equivalent continuous sound level

EXISTING AIRCRAFT NOISE
Airport-related noise levels are primarily associated with aircraft engine noise made while aircraft are taking off, landing, or running their engines while still on the ground. The closest airport to the proposed project site is Reedley Municipal Airport, located approximately 6 miles (mi) north of the project site. According to Figure 6.2 of the City’s General Plan, the project site is located well outside the 65 dBA CNEL airport noise impact zone. Therefore, the project would not be adversely affected by airport/airfield noise, nor would the project contribute to or result in adverse airport/airfield noise impacts.

LEGEND
Project Site Boundary
LT-1 Long-term Noise Monitoring Loca�on
SOURCE: Google Earth (2023)
FIGURE 3
I:\20231045.02\G\Noise_Locs.ai (12/20/2023)
Noise Monitoring Locations
East Huntsman Avenue Industrial Park Project FEET
0 350 700
E Dinuba Ave
E Huntsman Ave
S Englehart Ave
LT-1
LT-2
S Englehart Ave

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PROJECT IMPACT ANALYSIS

SHORT-TERM CONSTRUCTION NOISE IMPACTS
Two types of short-term noise impacts could occur during the construction of the proposed project.

First, construction crew commutes and the transport of construction equipment and materials to the site for the proposed project would incrementally increase noise levels on access roads leading to the site. Although there would be a relatively high single-event noise-exposure potential causing intermittent noise nuisance (passing trucks at 50 ft would generate up to 84 dBA Lmax), the effect on longer-term ambient noise levels would be small when compared to existing daily traffic volumes on Huntsman Avenue. The results of the California Emissions Estimator Model (CalEEMod) for the proposed project indicate that during the grading phase, an additional 642 vehicles, consisting of worker and hauling trips, would be added to the roadway adjacent to the project site. Because the existing traffic volume on Huntsman Avenue is approximately 570, the future construction-related vehicle trips would increase by 3.3 dBA Ldn. Although a noise level increase greater than 3 dBA would be perceptible to the human ear in an outdoor environment, the Ldn on Huntsman Avenue would be

54.9 dBA Ldn, which is below the 60 dBA Ldn exterior City standard. Therefore, short-term construction-related impacts associated with worker commute and equipment transport to the project site would be less than significant.

The second type of short-term noise impact is related to noise generated during construction, which includes site preparation, grading, building construction, paving, and architectural coating on the project site. Construction is completed in discrete steps, each of which has its own mix of equipment and, consequently, its own noise characteristics. These various sequential phases would change the character of the noise generated on the site and, therefore, the noise levels surrounding the site as construction progresses. Despite the variety in the type and size of construction equipment, similarities in the dominant noise sources and patterns of operation allow construction-related noise ranges to be categorized by work phase. Table I lists typical construction equipment noise levels recommended for noise impact assessments, based on a distance of 50 ft between the equipment and a noise receptor, taken from the Federal Highway Administration (FHWA) Roadway Construction Noise Model (FHWA 2006).

In addition to the reference maximum noise level, the usage factor provided in Table I is used to calculate the hourly noise level impact for each piece of equipment based on the following equation:


 

 = + − 50 ( ) . . 10log( . .) 20log D Leq equip E L U F where: Leq (equip) = Leq at a receiver resulting from the operation of a single piece of equipment over a specified time period.

E.L. = noise emission level of the particular piece of equipment at a reference distance of 50 ft.

U.F. = usage factor that accounts for the fraction of time that the equipment is in use over the specified period of time.

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Table I: Typical Construction Equipment Noise Levels
Equipment Description Acoustical Usage Factor (%)1 Maximum Noise Level (Lmax) at 50 Feet2
Auger Drill Rig 20 84
Backhoes 40 80
Compactor (ground) 20 80
Compressor 40 80
Cranes 16 85
Dozers 40 85
Dump Trucks 40 84
Excavators 40 85
Flat Bed Trucks 40 84
Forklift 20 85
Front-end Loaders 40 80
Graders 40 85
Impact Pile Drivers 20 95
Jackhammers 20 85
Paver 50 77
Pickup Truck 40 55
Pneumatic Tools 50 85
Pumps 50 77
Rock Drills 20 85
Rollers 20 85
Scrapers 40 85
Tractors 40 84
Trencher 50 80
Welder 40 73
Source: FHWA Roadway Construction Noise Model User’s Guide, Table 1 (FHWA 2006).

Note: Noise levels reported in this table are rounded to the nearest whole number. 1 Usage factor is the percentage of time during a construction noise operation that a piece of construction equipment is operating at full power. 2 Maximum noise levels were developed based on Specification 721.560 from the Central Artery/ Tunnel program to be consistent with the City of Boston’s Noise Code for the “Big Dig” project.

FHWA = Federal Highway Administration
Lmax = maximum instantaneous sound level
Each piece of construction equipment operates as an individual point source. Using the following equation, a composite noise level can be calculated when multiple sources of noise operate simultaneously:

𝐿𝐿𝐿𝐿𝐿𝐿 (𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐𝑐 ) = 10 ∗ log10 ��10
𝐿𝐿𝐿𝐿
10 1
�
Using the equations from the methodology above, the reference information in Table I, and the construction equipment list provided, the composite noise level of each construction phase was calculated. The project construction composite noise levels at a distance of 50 ft would range from

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 18 74 dBA Leq to 88 dBA Leq, with the highest noise levels occurring during the site preparation and grading phases.

Once composite noise levels are calculated, reference noise levels can then be adjusted for distance using the following equation:

𝐿𝐿𝐿𝐿𝐿𝐿 (𝑎𝑎 𝑑𝑑 𝑑𝑑 𝑋𝑋) = 𝐿𝐿𝐿𝐿𝐿𝐿 (𝑎𝑎 50 𝑓𝑓 ) − 20 ∗ lo g10 � 𝑋𝑋
50�
In general, this equation shows that doubling the distance would decrease noise levels by 6 dBA, while halving the distance would increase noise levels by 6 dBA.

Table J shows the nearest sensitive uses to the project site, their distance from the center of construction activities, and composite noise levels expected during construction. These noise level projections do not consider intervening topography or barriers. Construction equipment calculations are provided in Appendix B.

Table J: Potential Construction Noise Impacts at Nearest Receptor Receptor (Location) Composite Noise Level
(dBA Leq) at 50 feet1 Distance (feet) Composite Noise Level (dBA Leq) Residences (East)
88 800 64
Residences (Northeast) 1,145 61
Source: Compiled by LSA (2023). 1 The composite construction noise level represents the site preparation/grading phases, which are expected to result in the greatest noise level as compared to other phases.
dBA = A-weighted decibels
Leq = equivalent continuous sound level
While construction noise will vary, it is expected that composite noise levels during construction at the nearest off-site sensitive residential uses to the east would reach an average noise level of 64 dBA Leq during daytime hours. These predicted noise levels would only occur when all construction equipment is operating simultaneously and, therefore, are assumed to be rather conservative in nature. While construction-related short-term noise levels have the potential to be higher than existing ambient noise levels in the project area under existing conditions, the noise impacts would no longer occur once project construction is completed.

The proposed project would comply with the construction hours specified above, which states that construction activities are allowed between the hours of 7:00 a.m. and 5:00 p.m. As it relates to offsite uses, construction-related noise impacts would not exceed the 80 dBA Leq construction noise level criteria, as established by the FTA for residential land uses for the average daily condition as modeled from the center of the project site. Construction would be temporary and within the acceptable daily construction hours and therefore the impacts will be intermittent and considered less than significant. Best construction practices presented at the end of this analysis shall be implemented to minimize noise impacts to surrounding receptors.

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SHORT-TERM CONSTRUCTION VIBRATION IMPACTS
This construction vibration impact analysis discusses the level of human annoyance using vibration levels in RMS (VdB) and assesses the potential for building damages using vibration levels in PPV (in/sec). This is because vibration levels calculated in RMS are best for characterizing human response to building vibration, while calculating vibration levels in PPV is best for characterizing the potential for damage.

Table K shows the PPV and VdB values at 25 ft from the construction vibration source. As shown in Table K, bulldozers and other heavy-tracked construction equipment (expected to be used for this project) generate approximately 0.089 PPV in/sec or 87 VdB of ground-borne vibration when measured at 25 ft, based on the FTA Manual. The distance to the nearest buildings for vibration impact analysis is measured between the nearest off-site buildings and the project construction boundary (assuming the construction equipment would be used at or near the project setback line).

Table K: Vibration Source Amplitudes for Construction
Equipment
Equipment Reference PPV/LV at 25 ft
PPV (in/sec) LV (VdB)1
Pile Driver (Impact), Typical 0.644 104
Pile Driver (Sonic), Typical 0.170 93
Vibratory Roller 0.210 94
Hoe Ram 0.089 87
Large Bulldozer2 0.089 87
Caisson Drilling 0.089 87
Loaded Trucks2 0.076 86
Jackhammer 0.035 79
Small Bulldozer 0.003 58
Source: Transit Noise and Vibration Impact Assessment Manual (FTA 2018). 1 RMS vibration velocity in decibels (VdB) is 1 µin/sec. 2 Equipment shown in bold is expected to be used on site. µin/sec = microinches per second
ft = foot/feet
FTA = Federal Transit Administration
in/sec = inch/inches per second
LV = velocity in decibels
PPV = peak particle velocity
RMS = root-mean-square
VdB = vibration velocity decibels
The formulae for vibration transmission are provided below, and Tables L and M provide a summary of off-site construction vibration levels.

LvdB (D) = LvdB (25 ft) – 30 Log (D/25)
PPVequip = PPVref x (25/D)1.5
As shown in Table F, above, the threshold at which vibration levels would result in annoyance would be 78 VdB for daytime residential uses. As shown in Table G, the FTA guidelines indicate that for a non-engineered timber and masonry building, the construction vibration damage criterion is

0.2 in/sec in PPV.

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Receptor (Location) Reference Vibration
Level (VdB) at 25 ft1 Distance (ft) 2 Vibration Level(VdB) Residences (East) 87 800 42
Residences (Northeast) 1,145 37
Source: Compiled by LSA (2023). 1 The reference vibration level is associated with a large bulldozer, which is expected to be representative of the heavy equipment used during construction. 2 The reference distance is associated with the average condition, identified by the distance from the center of construction activities to surrounding uses.
ft = foot/feet
VdB = vibration velocity decibels
Table M: Potential Construction Vibration Damage Impacts at Nearest Receptor
Receptor (Location) Reference Vibration
Level (PPV) at 25 ft1 Distance (ft)2 Vibration Level (PPV) Residences (East) 0.089 20 0.124
Residences (Northeast) 380 0.002
Source: Compiled by LSA (2023). 1 The reference vibration level is associated with a large bulldozer, which is expected to be representative of the heavy equipment used during construction. 2 The reference distance is associated with the peak condition, identified by the distance from the perimeter of construction activities to surrounding structures. ft = foot/feet
PPV = peak particle velocity
Based on the information provided in Table L, vibration levels are expected to approach 42 VdB at the closest residential uses located east of the project site, which is below the 78 VdB threshold for annoyance.

Based on the information provided in Table M, vibration levels are expected to approach 0.124 PPV in/sec at the nearest surrounding structures and would not exceed the 0.2 PPV in/sec damage threshold considered safe for non-engineered timber and masonry buildings. Vibration levels at all other buildings would be lower. Therefore, construction would not result in any vibration damage, and impacts would be less than significant.

Because construction activities are allowed between the hours of 7:00 a.m. and 5:00 p.m., vibration impacts would not occur during the more sensitive nighttime hours.

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LONG-TERM OFF-SITE TRAFFIC NOISE IMPACTS
The guidelines included in the FHWA Highway Traffic Noise Prediction Model (FHWA-RD-77 108) were used to evaluate highway traffic-related noise conditions along roadway segments in the project vicinity. This model requires various parameters, including traffic volumes, vehicle mix, vehicle speed, and roadway geometry, to compute typical equivalent noise levels during daytime, evening, and nighttime hours. The resultant noise levels are weighted and summed over 24-hour periods to determine the Ldn values. Table N provides the traffic noise levels for the opening year with and without project scenarios. These noise levels represent the worst-case scenario, which assumes no shielding is provided between the traffic and the location where the noise contours are drawn.

The without and with project scenario traffic volumes were obtained from the Traffic Impact Study for East Huntsman Avenue Industrial Park Project (LSA 2023). Appendix C provides the specific assumptions used in developing these noise levels and model printouts. Table N shows that the increase in project-related traffic noise would be up to 6.5 dBA on Huntsman Avenue. Although the noise level increase is greater than 3 dBA, the Ldn on Huntsman Avenue would be 53.9 dBA Ldn, which is below the 60 dBA Ldn exterior City standard. Therefore, traffic noise impacts from project-related traffic on off-site sensitive receptors would be less than significant and no mitigation measures are required.

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 22 Table N: Traffic Noise Levels Without and With Proposed Project Roadway Segment
Existing – Without Project Existing – With Project Near Term – Without Project Near Term – With Project Cumulative – Without Project Cumulative – With Project ADT
Ldn (dBA)
50 ft from
Centerline of
Nearest Lane
ADT
Ldn (dBA)
50 ft from
Centerline of
Nearest Lane
Increase from
Existing
Conditions
(dBA)
ADT
Ldn (dBA)
50 ft from
Centerline of
Nearest Lane
ADT
Ldn (dBA)
50 ft from
Centerline of
Nearest Lane
Increase from
Existing
Conditions
(dBA)
ADT
Ldn (dBA)
50 ft from
Centerline of
Nearest Lane
ADT
Ldn (dBA)
50 ft from
Centerline of
Nearest Lane
Increase from
Existing
Conditions
(dBA)
Buttonwillow Avenue
between Dinuba Avenue and
Huntsman Avenue
8,290 64.0 8,800 64.2 0.2 8,360 64.0 8,870 64.3 0.3 9,440 64.5 9,950 64.8 0.3 Buttonwillow Avenue
between Huntsman Avenue
and Reedley City Limit
7,880 63.7 8,100 63.9 0.2 7,910 63.8 8,130 63.9 0.1 8,710 64.2 8,930 64.3 0.1 Buttonwillow Avenue
between Reedley City limits
and Floral Avenue
7,470 63.5 7,690 63.6 0.1 7,510 63.5 7,730 63.7 0.2 7,990 63.8 8,210 63.9 0.1 Englehart Avenue between
Dinuba Avenue and
Huntsman Avenue
2,470 59.1 2,630 59.4 0.3 2,520 59.2 2,680 59.5 0.3 2,960 59.9 3,120 60.2 0.3 Englehart Avenue between
Huntsmen Avenue and Floral
Avenue
2,560 59.3 2,720 59.6 0.3 2,610 59.4 2,770 59.6 0.2 2,740 59.6 2,900 59.8 0.2 Dinuba Avenue between
Buttonwillow Avenue and
Englehart Avenue
8,250 64.4 8,250 64.4 0.0 8,610 64.6 8,610 64.6 0.0 8,880 64.7 8,880 64.7 0.0 Huntsman Avenue between
Buttonwillow Avenue and
the project site
210 47.0 940 53.5 6.5 210 47.0 940 53.5 6.5 1,730 56.2 2,460 57.7 1.5 Huntsman Avenue between
the project site and
Englehart Avenue
360 49.4 1,030 53.9 4.5 360 49.4 1,030 53.9 4.5 660 52.0 1,330 55.0 3.0 Source: Compiled by LSA (January 2024).

Note: Shaded cells indicate roadway segments adjacent to the project site.

ADT = average daily traffic
Ldn= day-night noise level
dBA = A-weighted decibels
ft = foot/feet

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STATIONARY OPERATIONAL NOISE IMPACTS TO OFF-SITE RECEIVERS Adjacent off-site land uses would be potentially exposed to stationary-source noise impacts from the proposed on-site heating, ventilation, and air conditioning (HVAC) equipment, truck deliveries and loading and unloading activities, and truck maintenance and wash. The potential noise impacts to off-site sensitive land uses from the proposed operational activities are discussed below. To provide a conservative analysis, it is assumed that operations would occur equally during all daytime hours of the day and that 4 loading docks would be active at all times. Additionally, it is assumed that within any given hour, 15 heavy trucks would maneuver to park near or back into one of the proposed loading docks. To determine the future noise impacts from project operations to the noise sensitive uses, a 3-D noise model, SoundPLAN, was used to incorporate the site topography as well as the shielding from the proposed buildings, and the proposed 10 ft high wall along the eastern and northeastern property line. A graphic representation of the operational noise impacts is presented in Appendix D.

Heating, Ventilation, and Air Conditioning Equipment
The project would have various rooftop mechanical equipment, including HVAC units, on the proposed buildings. Based on the project site plan, the project is assumed to have a total of 46 rooftop HVAC units and assumed to operate 24 hours per day. The HVAC equipment could operate 24 hours per day and would generate sound power levels (SPL) of up to 87 dBA SPL or 72 dBA Leq at 5 ft, based on manufacturer data (Trane n.d.).

Truck Deliveries, Truck Loading and Unloading Activities, Truck Maintenance and Truck Wash Operations
Noise levels generated by delivery trucks would be similar to noise readings from truck loading and unloading activities, which generate a noise level of 75 dBA Leq at 20 ft based on measurements taken by LSA (Operational Noise Impact Analysis for Richmond Wholesale Meat Distribution Center [LSA 2016]). Shorter term noise levels that occur during the docking process taken by LSA were measured to be 76.3 dBA L8 at 20 ft. Delivery trucks would arrive on site and maneuver their trailers so that trailers would be parked within the loading docks. During this process, noise levels are associated with the truck engine noise, air brakes, and back-up alarms while the truck is backing into the dock. These noise levels would occur for a shorter period of time (less than 5 minutes). After a truck enters the loading dock, the doors would be closed, and the remainder of the truck loading activities would be enclosed and therefore much less perceptible. To present a conservative assessment, it is assumed that truck arrivals and departure activities could occur at 15 spaces for a period of less than 5 minutes each and unloading activities could occur at 4 docks simultaneously for a period of more than 30 minutes in a given hour.

Truck Maintenance
The significant sources of noise in the service area include impact wrenches and car lifts. • Impact wrenches: It is assumed that an impact wrench would operate for a total of 30 minutes per hour. Based on reference information gathered from Dewalt, an impact wrench would produce a noise level of 104 dBA SPL at a distance of 2 feet.

NOISE AND VIBRATION I MPACT A NALYSIS
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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 24 • Drive Ratchets: It is assumed that a drive ratchet would operate for a total of 30 minutes per hour. Based on reference information gathered from Milwaukee, an impact wrench would produce a noise level of 99 dBA SPL at a distance of 2 feet. • Car lifts: It is assumed that car lifts would operate for a total of 30 minutes in a given hour.

Based on reference noise levels measured by LSA, a car lift would produce a noise level of

81.9 dBA SPL at a distance of 3 feet.
• Air Hoses: It is assumed that air hoses would operate for less than 30 minutes in a given hour. Based on reference noise levels by Air Saving Products, an air hose would produce a noise level of 84 dBA SPL at a distance of 3 feet.

Truck Wash
Below are sources at the wash bays of the project.
• Shop Vacuum: It is assumed that the shop vacuum equipment would operate for 30 minutes each hour. Based on reference noise level from a variety of commercially available products, each shop vacuum would produce a noise level of 70 dBA SPL at a distance of 3 feet. • Water Blaster: It is assumed that the water blaster would operate for 30 minutes each hour.

Based on reference noise levels from Tech Gear Lab, the shop vacuum would produce a noise level of 65.1 dBA SPL at a distance of 25 feet.

Cumulative Unmitigated Operations Noise Assessment
The SoundPLAN results provided in Appendix D (Sheet B-1) show that the unmitigated projectgenerated noise levels would exceed the residential use daytime and nighttime noise standards of 55 dBA Leq and 50 dBA Leq, respectively, at the receptors to the east.

Cumulative Mitigated Impact Assessment
Due to an expected noise exceedance at the property line of the residential uses to the east, noise reduction features in the form of sound walls were evaluated. Sheet B-2 in Appendix D shows the daytime noise levels from the project’s operations at the surrounding sensitive land uses with the incorporation of a 10 ft wall along the eastern and northeastern property line, would result in noise levels below 55 dBA Leq and would be in compliance with the desired daytime noise criteria.

Sheet B-3 in Appendix D shows the nighttime noise levels from the project’s operations at the surrounding sensitive land uses. To meet the nighttime standard of 50 dBA Leq, the following additional mitigation measures are required:
• No operations at the truck wash or maintenance buildings between the hours of 10 p.m. to 7 a.m.
• No loading dock or heavy truck operations/movements at the buildings on Parcels 21 and 22 between the hours of 10 p.m. to 7 a.m.

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P:\20231045.02 Huntsman\BACKGROUND\Noise\20231045.02 - Huntsman N&V Report_20240103.docx «01/04/24» 25 Therefore, with the incorporation of the mitigation measures above, the impact would be less than significant.

LONG-TERM TRAFFIC-RELATED VIBRATION IMPACTS
The proposed project would not generate vibration levels related to on-site operations. In addition, vibration levels generated from project-related traffic on the adjacent roadways are unusual for onroad vehicles because the rubber tires and suspension systems of on-road vehicles provide vibration isolation. Based on a reference vibration level of 0.076 in/sec PPV, structures greater than 20 ft from the roadways that contain project trips would experience vibration levels below the most conservative standard of 0.12 in/sec PPV; therefore, vibration levels generated from project-related traffic on the adjacent roadways would be less than significant, and no mitigation measures are required.

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BEST CONSTRUCTION PRACTICES
In addition to compliance with the City’s General Plan EIR allowed daily hours of construction between 7:00 a.m. and 5:00 p.m., the following best construction practices would further minimize construction noise impacts:
• The project construction contractor shall equip all construction equipment, fixed or mobile, with properly operating and maintained noise mufflers consistent with manufacturer’s standards. • The project construction contractor shall locate staging areas away from off-site sensitive uses during the later phases of project development.
• The project construction contractor shall place all stationary construction equipment so that emitted noise is directed away from sensitive receptors nearest the project site whenever feasible.

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REFERENCES
California Department of Transportation (Caltrans). 2013. Technical Noise Supplement to the Traffic Noise Analysis Protocol. September.

City of Reedley. 2014. General Plan 2030. February 18.

Federal Highway Administration (FHWA). 2006. Roadway Construction Noise Model User’s Guide.

January. Washington, D.C. Website: www.fhwa.dot.gov/environment/noise/construction_ noise/rcnm/rcnm.pdf (accessed January 2024).

Federal Transit Administration (FTA). 2018. Transit Noise and Vibration Impact Assessment Manual.

Office of Planning and Environment. Report No. 0123. September.

LSA Associates, Inc. (LSA). 2016. Operational Noise Impact Analysis for Richmond Wholesale Meat Distribution Center. May.
_____. 2023. Traffic Impact Study for East Huntsman Avenue Industrial Park Project.

State of California. 2020. 2019 California Green Building Standards Code.

Trane. n.d. Fan Performance - Product Specifications RT-PRC023AU-EN.

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APPENDIX A

NOISE MONITORING DATA
Noise Measurement Survey – 24 HR
Project Number: 20231045.02 Test Personnel: Moe Abushanab Project Name: Huntsman Reedley Equipment: Spark 706RC (SN:17815) Site Number: LT-1 Date: 7/26/2023 Time: From 4:00 p.m. To 4:00 p.m.

Site Location: Near southwest corner of project site, on a fence, approximately 20 feet from Huntsman Avenue centerline.

Primary Noise Sources: Traffic noise on Huntsman Avenue Comments: Some agricultural operations noise (sprinklers, pumps) Photo:

Long-Term (24-Hour) Noise Level Measurement Results at LT-1 Start Time Date Noise Level (dBA)
Leq Lmax Lmin
4:00 PM 7/26/23   62.9 88.7 36.3
5:00 PM 7/26/23 57.7 84.5 36.5
6:00 PM 7/26/23 54.7 80.7 36.0
7:00 PM 7/26/23 56.9 87.8 38.3
8:00 PM 7/26/23 52.3 77.1 40.7
9:00 PM 7/26/23 57.3 80.8 43.2
10:00 PM 7/26/23 49.2 73.9 42.7
11:00 PM 7/26/23 50.2 79.7 42.3
12:00 AM 7/27/23 44.7 62.1 42.4
1:00 AM 7/27/23 46.5 55.3 42.9
2:00 AM 7/27/23 47.9 59.7 43.8
3:00 AM 7/27/23 48.7 55.6 45.5
4:00 AM 7/27/23 54.6 80.8 44.4
5:00 AM 7/27/23 59.4 83.5 45.2
6:00 AM 7/27/23 59.7 82.5 43.7
7:00 AM 7/27/23 61.0 86.7 41.2
8:00 AM 7/27/23 57.2 84.3 39.5
9:00 AM 7/27/23 58.5 82.6 37.7
10:00 AM 7/27/23 62.6 88.0 37.5
11:00 AM 7/27/23 60.3 82.2 36.9
12:00 PM 7/27/23 61.3 83.6 37.1
1:00 PM 7/27/23 56.3 80.8 36.7
2:00 PM 7/27/23 60.1 83.3 37.2
3:00 PM 7/27/23 56.1 83.3 38.2
Source: Compiled by LSA Associates, Inc. (2023).
dBA = A-weighted decibel
Leq = equivalent continuous sound level
Lmax = maximum instantaneous noise level
Lmin = minimum measured sound level

30.0 35.0

40.0 45.0

50.0 55.0

60.0 65.0

70.0 75.0

80.0 85.0

90.0 95.0
4:00 PM5:00 PM6:00 PM7:00 PM8:00 PM9:00 PM
10:00 PM
11:00 PM
12:00 AM
1:00 AM2:00 AM3:00 AM4:00 AM5:00 AM6:00 AM7:00 AM8:00 AM9:00 AM 10:00 AM
11:00 AM
12:00 PM
1:00 PM2:00 PM3:00 PM
Noise Level (dBA Leq)
Time of Day
Long‐Term (24‐Hour) Noise Level Measurement
LT‐1
Leq
Lmax
Lmin
Noise Measurement Survey – 24 HR
Project Number: 20231045.02 Test Personnel: Moe Abushanab Project Name: Huntsman Reedley Equipment: Spark 706RC (SN:18572) Site Number: LT-2 Date: 7/26/2023 Time: From 4:00 p.m. To 4:00 p.m.

Site Location: Near northeast corner of project site, on a fence, approximately 1,300 feet from Huntsman Avenue centerline.

Primary Noise Sources: Background traffic noise
Occasional aircraft
Comments: Some agricultural operations noise (sprinklers, pumps) Photo:

Long-Term (24-Hour) Noise Level Measurement Results at LT-2 Start Time Date Noise Level (dBA)
Leq Lmax Lmin
4:00 PM 7/26/23   37.4 54.0 33.2
5:00 PM 7/26/23 41.2 60.0 32.9
6:00 PM 7/26/23 38.8 52.4 34.6
7:00 PM 7/26/23 42.3 64.7 36.0
8:00 PM 7/26/23 42.7 48.8 38.6
9:00 PM 7/26/23 47.7 55.5 41.4
10:00 PM 7/26/23 47.9 55.5 40.6
11:00 PM 7/26/23 46.7 59.3 40.4
12:00 AM 7/27/23 47.9 50.5 42.5
1:00 AM 7/27/23 47.2 51.0 40.0
2:00 AM 7/27/23 47.2 54.9 41.2
3:00 AM 7/27/23 48.3 54.8 41.3
4:00 AM 7/27/23 47.9 50.9 42.9
5:00 AM 7/27/23 56.0 77.7 43.5
6:00 AM 7/27/23 53.2 79.4 41.7
7:00 AM 7/27/23 51.7 76.1 40.2
8:00 AM 7/27/23 45.3 68.5 38.1
9:00 AM 7/27/23 45.2 67.4 35.8
10:00 AM 7/27/23 42.8 58.9 35.8
11:00 AM 7/27/23 45.3 67.6 34.5
12:00 PM 7/27/23 48.9 73.5 33.9
1:00 PM 7/27/23 43.5 65.3 33.5
2:00 PM 7/27/23 41.1 56.2 33.9
3:00 PM 7/27/23 41.3 68.1 34.0
Source: Compiled by LSA Associates, Inc. (2023).
dBA = A-weighted decibel
Leq = equivalent continuous sound level
Lmax = maximum instantaneous noise level
Lmin = minimum measured sound level

30.0 35.0

40.0 45.0

50.0 55.0

60.0 65.0

70.0 75.0

80.0 85.0
4:00 PM5:00 PM6:00 PM7:00 PM8:00 PM9:00 PM
10:00 PM
11:00 PM
12:00 AM
1:00 AM2:00 AM3:00 AM4:00 AM5:00 AM6:00 AM7:00 AM8:00 AM9:00 AM 10:00 AM
11:00 AM
12:00 PM
1:00 PM2:00 PM3:00 PM
Noise Level (dBA Leq)
Time of Day
Long‐Term (24‐Hour) Noise Level Measurement
LT‐2
Leq
Lmax
Lmin

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APPENDIX B

CONSTRUCTION NOISE CALCULATIONS
Phase: Site Preparation
Lmax Leq
Dozer 3 82 40 50 0.5 82 83
Tractor 4 84 40 50 0.5 84 86
Combined at 50 feet 86 88
Combined at Receptor 800 feet 62 64
Combined at Receptor 1145 feet 59 61
Phase: Grading
Lmax Leq
Excavator 2 81 40 50 0.5 81 80
Grader 1 85 40 50 0.5 85 81
Dozer 1 82 40 50 0.5 82 78
Scraper 2 84 40 50 0.5 84 83
Tractor 2 84 40 50 0.5 84 83
Combined at 50 feet 90 88
Combined at Receptor 800 feet 66 64
Combined at Receptor 1145 feet 63 61
Phase:Building Construstion
Lmax Leq
Crane 1 81 16 50 0.5 81 73
Man Lift 3 75 20 50 0.5 75 73
Generator 1 81 50 50 0.5 81 78
Tractor 3 84 40 50 0.5 84 85
Welder / Torch 1 74 40 50 0.5 74 70
Combined at 50 feet 87 86
Combined at Receptor 800 feet 63 62
Phase:Paving
Lmax Leq
Paver 2 77 50 50 0.5 77 77
All Other Equipment > 5 hp 2 85 50 50 0.5 85 85
Roller 2 80 20 50 0.5 80 76
Combined at 50 feet 87 86
Combined at Receptor 800 feet 63 62
Phase:Architectural Coating
Lmax Leq
Compressor (air) 1 78 40 50 0.5 78 74
Combined at 50 feet 78 74
Combined at Receptor 800 feet 54 50
Sources: RCNM
1 - Percentage of time that a piece of equipment is operating at full power dBA – A-weighted Decibels
Lmax- Maximum Level
Leq- Equivalent Level
Construction Calculations
Equipment Quantity Reference (dBA)
50 ft Lmax
Usage
Factor1
Distance to
Receptor (ft)
Ground
Effects
Noise Level (dBA)
Noise Level (dBA)
Equipment Quantity Reference (dBA)
50 ft Lmax
Usage
Factor1
Distance to
Receptor (ft)
Ground
Effects
Noise Level (dBA)
Equipment Quantity Reference (dBA)
50 ft Lmax
Usage
Factor1
Distance to
Receptor (ft)
Ground
Effects
Noise Level (dBA)
Equipment Quantity Reference (dBA)
50 ft Lmax
Usage
Factor1
Distance to
Receptor (ft)
Ground
Effects
Noise Level (dBA)
Equipment Quantity Reference (dBA)
50 ft Lmax
Usage
Factor1
Distance to
Receptor (ft)
Ground
Effects

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APPENDIX C

FHWA TRAFFIC NOISE PRINTOUTS
TABLE Existing -01

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Existing ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8290 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.96

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 56.0 117.1 250.6
______________________________________________________________________ TABLE Existing -02

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Huntsman Avenue and Reedley City Limit
NOTES: East Huntsman Industrial Park Project - Existing ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 7880 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.74

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 54.2 113.3 242.3
______________________________________________________________________ TABLE Existing -03

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Reedley City limits and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Existing ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 7470 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.51

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 52.5 109.4 233.9
______________________________________________________________________ TABLE Existing -04

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Existing ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2470 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.14

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 52.8 112.1
______________________________________________________________________ TABLE Existing -05

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Huntsmen Avenue and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Existing ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2560 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.30

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 54.0 114.8
______________________________________________________________________ TABLE Existing -06

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Dinuba Avenue between Buttonwillow Avenue and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Existing ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8250 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.38

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 54.7 116.3 249.7
______________________________________________________________________ TABLE Existing -07

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between Buttonwillow Avenue and the project site
NOTES: East Huntsman Industrial Park Project - Existing ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 210 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 47.02

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 0.0
______________________________________________________________________ TABLE Existing -08

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between the project site and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Existing ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 360 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 49.36

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 0.0
______________________________________________________________________ TABLE Existing With Project-01

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Existing With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8800 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.22

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 58.1 121.8 260.7
______________________________________________________________________ TABLE Existing With Project-02

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Huntsman Avenue and Reedley City Limit
NOTES: East Huntsman Industrial Park Project - Existing With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8100 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.86

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 55.2 115.3 246.8
______________________________________________________________________ TABLE Existing With Project-03

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Reedley City limits and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Existing With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 7690 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.64

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 53.4 111.5 238.4
______________________________________________________________________ TABLE Existing With Project-04

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Existing With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2630 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.41

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 55.0 116.9
______________________________________________________________________ TABLE Existing With Project-05

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Huntsmen Avenue and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Existing With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2720 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.56

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 56.2 119.5
______________________________________________________________________ TABLE Existing With Project-06

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Dinuba Avenue between Buttonwillow Avenue and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Existing With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8250 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.38

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 54.7 116.3 249.7
______________________________________________________________________ TABLE Existing With Project-07

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between Buttonwillow Avenue and the project site
NOTES: East Huntsman Industrial Park Project - Existing With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 940 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 53.53

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 0.0
______________________________________________________________________ TABLE Existing With Project-08

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between the project site and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Existing With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 1030 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 53.92

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 51.1
______________________________________________________________________ TABLE Near Term -01

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Near Term ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8360 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.00

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 56.3 117.7 252.0
______________________________________________________________________ TABLE Near Term -02

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Huntsman Avenue and Reedley City Limit
NOTES: East Huntsman Industrial Park Project - Near Term ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 7910 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.76

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 54.4 113.6 242.9
______________________________________________________________________ TABLE Near Term -03

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Reedley City limits and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Near Term ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 7510 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.53

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 52.7 109.8 234.7
______________________________________________________________________ TABLE Near Term -04

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Near Term ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2520 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.23

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 53.5 113.6
______________________________________________________________________ TABLE Near Term -05

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Huntsmen Avenue and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Near Term ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2610 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.38

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 54.7 116.3
______________________________________________________________________ TABLE Near Term -06

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Dinuba Avenue between Buttonwillow Avenue and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Near Term ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8610 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.56

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 56.2 119.6 256.9
______________________________________________________________________ TABLE Near Term -07

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between Buttonwillow Avenue and the project site
NOTES: East Huntsman Industrial Park Project - Near Term ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 210 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 47.02

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 0.0
______________________________________________________________________ TABLE Near Term -08

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between the project site and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Near Term ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 360 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 49.36

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 0.0
______________________________________________________________________ TABLE Near Term With Project-01

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Near Term With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8870 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.26

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 58.4 122.4 262.1
______________________________________________________________________ TABLE Near Term With Project-02

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Huntsman Avenue and Reedley City Limit
NOTES: East Huntsman Industrial Park Project - Near Term With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8130 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.88

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 55.3 115.6 247.4
______________________________________________________________________ TABLE Near Term With Project-03

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Reedley City limits and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Near Term With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 7730 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.66

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 53.6 111.9 239.2
______________________________________________________________________ TABLE Near Term With Project-04

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Near Term With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2680 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.50

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 55.7 118.3
______________________________________________________________________ TABLE Near Term With Project-05

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Huntsmen Avenue and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Near Term With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2770 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.64

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 56.9 121.0
______________________________________________________________________ TABLE Near Term With Project-06

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Dinuba Avenue between Buttonwillow Avenue and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Near Term With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8610 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.56

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 56.2 119.6 256.9
______________________________________________________________________ TABLE Near Term With Project-07

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between Buttonwillow Avenue and the project site
NOTES: East Huntsman Industrial Park Project - Near Term With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 940 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 53.53

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 0.0
______________________________________________________________________ TABLE Near Term With Project-08

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between the project site and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Near Term With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 1030 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 53.92

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 51.1
______________________________________________________________________ TABLE Cumulative-01

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 9440 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.53

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 60.7 127.5 273.2
______________________________________________________________________ TABLE Cumulative-02

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Huntsman Avenue and Reedley City Limit
NOTES: East Huntsman Industrial Park Project - Cumulative ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8710 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.18

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 57.7 121.0 259.0
______________________________________________________________________ TABLE Cumulative-03

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Reedley City limits and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 7990 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.80

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 54.7 114.3 244.5
______________________________________________________________________ TABLE Cumulative-04

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2960 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.93

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 59.3 126.4
______________________________________________________________________ TABLE Cumulative-05

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Huntsmen Avenue and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2740 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.59

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 56.5 120.1
______________________________________________________________________ TABLE Cumulative-06

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Dinuba Avenue between Buttonwillow Avenue and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8880 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.70

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 57.4 122.1 262.2
______________________________________________________________________ TABLE Cumulative-07

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between Buttonwillow Avenue and the project site
NOTES: East Huntsman Industrial Park Project - Cumulative ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 1730 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 56.18

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 71.5
______________________________________________________________________ TABLE Cumulative-08

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between the project site and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 660 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 51.99

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 0.0
______________________________________________________________________ TABLE Cumulative With Project-01

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 9950 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.75

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 62.7 132.0 282.9
______________________________________________________________________ TABLE Cumulative With Project-02

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Huntsman Avenue and Reedley City Limit
NOTES: East Huntsman Industrial Park Project - Cumulative With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8930 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.29

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 58.6 123.0 263.3
______________________________________________________________________ TABLE Cumulative With Project-03

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Buttonwillow Avenue between Reedley City limits and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8210 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 15 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 63.92

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 55.6 116.4 249.0
______________________________________________________________________ TABLE Cumulative With Project-04

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Dinuba Avenue and Huntsman Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 3120 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 60.16

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 61.4 130.9
______________________________________________________________________ TABLE Cumulative With Project-05

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Englehart Avenue between Huntsmen Avenue and Floral Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2900 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 59.84

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 58.6 124.7
______________________________________________________________________ TABLE Cumulative With Project-06

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Dinuba Avenue between Buttonwillow Avenue and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 8880 SPEED (MPH): 40 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 64.70

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 57.4 122.1 262.2
______________________________________________________________________ TABLE Cumulative With Project-07

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between Buttonwillow Avenue and the project site
NOTES: East Huntsman Industrial Park Project - Cumulative With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 2460 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 57.70

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 90.1
______________________________________________________________________ TABLE Cumulative With Project-08

FHWA ROADWAY NOISE LEVEL ANALYSIS
RUN DATE: 12/21/2023
ROADWAY SEGMENT: Huntsman Avenue between the project site and Englehart Avenue
NOTES: East Huntsman Industrial Park Project - Cumulative With Project ______________________________________________________________________ * * ASSUMPTIONS * *
AVERAGE DAILY TRAFFIC: 1330 SPEED (MPH): 35 GRADE: .5

TRAFFIC DISTRIBUTION PERCENTAGES

DAY EVENING NIGHT
--- ------- -----
AUTOS

75.51 12.57 9.34

M-TRUCKS

1.56 0.09 0.19

H-TRUCKS

0.64 0.02 0.08
ACTIVE HALF-WIDTH (FT): 10 SITE CHARACTERISTICS: SOFT
______________________________________________________________________ * * CALCULATED NOISE LEVELS * *
CNEL AT 50 FT FROM NEAR TRAVEL LANE CENTERLINE (dB) = 55.03

DISTANCE (FEET) FROM ROADWAY CENTERLINE TO CNEL
70 CNEL 65 CNEL 60 CNEL 55 CNEL
------- ------- ------- -------

0.0 0.0 0.0 60.3
______________________________________________________________________

NOISE AND VIBRATION I MPACT A NALYSIS
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APPENDIX D

SOUNDPLAN NOISE MODEL PRINTOUTS
East Hunstman Avenue Industrial Park Project
Project No. 20231045.02
Project Operational Noise Levels - Daytime - Unmitigated Hourly NoiseLevel (dBA Leq)
<= 40
40 < <= 4343 < <= 4646 < <= 4949 < <= 5252 < <= 5555 < <= 5858 < <= 6161 < <= 6464 < <= 6767 < <= 7070 < Scale
0 50 100 200 300 400
feet
Signs and symbols
Point sourceBuildingsTruck Wash / MaintenanceOutdoor area sourceLimit line ‐ 55 dBAPoint receiver C:\Users\MAbushanab\OneDrive - LSA Associates\Documents\Desktop\SoundPLAN\20231045 02 - Huntsman Reedley\Day - truck washmain halftime - unmit sgs - last edit 1/2/2024 East Hunstman Avenue Industrial Park Project
Project No. 20231045.02
Project Operational Noise Levels - Daytime - Mitigated (10ft Wall) Hourly NoiseLevel (dBA Leq)
<= 40
40 < <= 4343 < <= 4646 < <= 4949 < <= 5252 < <= 5555 < <= 5858 < <= 6161 < <= 6464 < <= 6767 < <= 7070 < Scale
0 50 100 200 300 400
feet
Signs and symbols
Point sourceBuildingsTruck Wash / MaintenanceOutdoor area sourceLimit line ‐ 55 dBAPoint receiverWall C:\Users\MAbushanab\OneDrive - LSA Associates\Documents\Desktop\SoundPLAN\20231045 02 - Huntsman Reedley\Day - truck washmain halftime sgs - last edit 1/2/2024 East Hunstman Avenue Industrial Park Project
Project No. 20231045.02
Project Operational Noise Levels - Nighttime - Mitigated (10ft Wall) Hourly NoiseLevel (dBA Leq)
<= 40
40 < <= 4343 < <= 4646 < <= 4949 < <= 5252 < <= 5555 < <= 5858 < <= 6161 < <= 6464 < <= 6767 < <= 7070 < Scale
0 50 100 200 300 400
feet
Signs and symbols
Point sourceBuildingsTruck Wash / MaintenanceOutdoor area sourceLimit line ‐ 50 dBAPoint receiverWall C:\Users\MAbushanab\OneDrive - LSA Associates\Documents\Desktop\SoundPLAN\20231045 02 - Huntsman Reedley\Nighttime - ops sgs - last edit 1/2/2024

INITIAL S TUDY /MITIGATED NEGATIVE DECLARATION
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APPENDIX D

TRAFFIC IMPACT STUDY

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

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INITIAL S TUDY /MITIGATED NEGATIVE DECLARATION
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December 2023

TRAFFIC IMPACT STUDY

EAST HUNTSMAN AVENUE INDUSTRIAL PARK PROJECT

REEDLEY, CALIFORNIA
December 2023

TRAFFIC IMPACT STUDY

EAST HUNTSMAN AVENUE INDUSTRIAL PARK PROJECT

REEDLEY, CALIFORNIA
Prepared for:

City of Reedley
1733 Ninth Street
Reedley, California 93654
Prepared by:

LSA
1500 Iowa Avenue, Suite 200
Riverside, California 92507
951.781.9310
Project No. 20231045.02
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FIGURES AND TABLES

FIGURES
Figure 1‐1: Regional and Project Location........................................................................................... 1‐4 Figure 1‐2: Conceptual Site Plan ......................................................................................................... 1‐5 Figure 1‐3: Study Area Intersections................................................................................................... 1‐6 Figure 3‐1: City of Reedley Roadway Classification............................................................................. 3‐3 Figure 3‐2: Study Intersection Geometrics and Traffic Control under ‘Plus Project’ Scenarios..........3‐4 Figure 3‐3: City of Reedley Bike Routes............................................................................................... 3‐5 Figure 3‐4: City of Reedley Truck Routes ............................................................................................ 3‐6 Figure 4‐1: Existing Peak Hour Traffic Volumes................................................................................... 4‐3 Figure 4‐2: Cumulative Project Locations............................................................................................ 4‐4 Figure 4‐3: Cumulative Projects Trip Assignment ............................................................................... 4‐5 Figure 4‐4: Near‐Term without Project Peak Hour Traffic Volumes ...................................................4‐7 Figure 4‐5: Cumulative without Project Peak Hour Traffic Volumes...................................................4‐8 Figure 5‐1: Project Trip Distribution ‐ Passenger Vehicles.................................................................. 5‐3 Figure 5‐2: Project Trip Distribution ‐ Trucks ...................................................................................... 5‐4 Figure 5‐3: Project Trip Assignment‐ Passenger Vehicles ................................................................... 5‐5 Figure 5‐4: Project Trip Assignment‐ Trucks........................................................................................ 5‐6 Figure 5‐5: Total Project Trip Assignment........................................................................................... 5‐7 Figure 6‐1: Existing plus Project Peak Hour Traffic Volumes...............................................................6‐2 Figure 6‐2: Near‐Term plus Project Peak Hour Traffic Volumes .........................................................6‐3 Figure 6‐3: Cumulative Year plus Project Peak Hour Traffic Volumes ................................................6‐4 Figure 9‐1: Study Intersection Geometrics and Traffic Control with Recommended Improvements............................................................................................................................ 9‐7 TABLES
Table 2‐A: Intersection Level of Service Definitions............................................................................ 2‐3 Table 2‐B: Roadway Segment Level of Service Definitions ................................................................. 2‐3 Table 2‐B: Roadway Segment Level of Service Definitions ................................................................. 2‐4 Table 2‐C: Level of Service Criteria for Unsignalized and Signalized Intersections.............................2‐4 Table 2‐D: Roadway Segment Capacity and Levels of Service ............................................................2‐4 Table 4‐A: Existing Roadway Segment Peak Hour Traffic Volumes.....................................................4‐9 Table 4‐B: Cumulative Projects Trip Generation............................................................................... 4‐10 Table 4‐C: Near‐Term Roadway Segment Peak Hour Traffic Volumes..............................................4‐11 Table 4‐D: Cumulative Year Roadway Segment Peak Hour Traffic Volumes ....................................4‐12 Table 5‐A: Project Trip Generation...................................................................................................... 5‐8 Table 7‐A: Existing Intersection Levels of Service ............................................................................... 7‐4 Table 7‐B: Existing Roadway Segments Peak Hour Levels of Service..................................................7‐5 Table 7‐C: Near‐Term Intersection Levels of Service .......................................................................... 7‐6 Table 7‐D: Near Term Roadway Segments Peak Hour Levels of Service.............................................7‐7 Table 7‐E: Cumulative Intersection Levels of Service.......................................................................... 7‐8 Table 7‐F: Cumulative Roadway Segments Peak Hour Levels of Service ............................................7‐9 iv

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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23) Table 8‐A: Existing Queuing Analysis................................................................................................... 8‐2 Table 8‐B: Near‐Term Queuing Analysis.............................................................................................. 8‐3 Table 8‐C: Cumulative Year Queuing Analysis..................................................................................... 8‐4 Table 9‐A: Near‐Term Plus Project with Recommended Improvements Intersection Levels of Service ........................................................................................................................................9‐8 Table 9‐B: Cumulative Plus Project with Recommended Improvements Intersection Levels of Service ........................................................................................................................................9‐9 Table 9‐C: Recommended Improvements for Intersections and Fair Share .....................................9‐10 Table 10‐A: Baseline (2020) Regional and Project VMT per Employee.............................................10‐3

v

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LIST OF ABBREVIATIONS AND ACRONYMS
ABM Activity‐Based Model
AWSC All‐Way Stop Control
CEQA California Environmental Quality Act
COG (Fresno) Council of Governments
County County of Fresno
CSTDM California Statewide Travel Demand Model
DART Dinuba Area Regional Transit
FCRTA Fresno County Rural Transit Agency
FDOT Florida Department of Transportation
HCM Highway Capacity Manual
HCM 7 Highway Capacity Manual 7th Edition
HDM (Caltrans) Highway Design Manual
ITE Institute of Transportation Engineers
LOS Level of Service
mph Miles Per Hour
NCHRP National Cooperative Highway Research Program
OPR Office of Planning and Research
OWSC One‐Way Stop Control
PCE Passenger Car Equivalent
PV Passenger Vehicles
SB 743 Senate Bill 743
TIS Transportation Traffic Impact Study
TWSC Two‐Way Stop Control
TPA Transit priority Area
v/c Volume to Capacity
VMT Vehicle Miles Traveled

1‐1

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1.0 INTRODUCTION
The Traffic Impact Study (TIS) has been prepared to assess the potential circulation impacts associated with the proposed East Huntsman Avenue Industrial Park (project) in Fresno County (County) and proposed to be annexed in the City of Reedley (City). The project site is bounded by agricultural lands on the north, and east, agricultural lands and a channel on the west, and Huntsman Avenue on the south. Figure 1‐1 illustrates the regional and project location (Figures and tables are provided at the end of each chapter).

While Level of Service (LOS) analysis is no longer a determinant of California Environmental Quality Act (CEQA) impacts, the project needs to demonstrate consistency with the General Plan goals and policies of the City and County, since project traffic will be affecting the surrounding roadway circulation network under the jurisdiction of the City and the County. Therefore, this TIS includes a detailed LOS study. Both the City and County follows the Draft Guidelines for the Preparation of Traffic Impact Studies within the County of Fresno (TIS Guidelines), dated May 2018. Therefore, the LOS study has been prepared in accordance with the recommended methodology included in the TIS Guidelines.

Additionally, pursuant to CEQA, a VMT (Vehicle Miles Traveled) analysis was conducted for the project.

The City follows the Fresno County SB 743 Implementation Regional Guidelines, dated January 2021 (VMT Guidelines) for CEQA VMT analysis purposes. Therefore, the VMT analysis was conducted using the screening criteria, recommended methodology, significant thresholds included in the VMT Guidelines.

The scope of work for this TIS, including trip generation, trip distribution, study area, LOS analysis methodologies, and VMT analysis methodology has been approved by the City and County staff via the Scoping Agreement process. A copy of the Scoping Agreement is included as Appendix A.

This study examines traffic operations in the vicinity of the proposed project under the following six scenarios:
 Existing conditions;
 Existing Plus Project conditions;
 Near‐term Without Project conditions;
 Near‐term Plus Project conditions;
 Cumulative Without Project conditions; and
 Cumulative Plus Project conditions.

Traffic operations at the study intersections and study roadway segments were analyzed during the weekday a.m. and p.m. peak hours. Within the TIS Guidelines, the a.m. peak hour is defined as the one hour of highest traffic volumes occurring between 7:00 and 9:00 a.m. The p.m. peak hour is the one hour of highest traffic volumes occurring between 4:00 and 6:00 p.m. 1‐2

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1.1 PROJECT DESCRIPTION
The project site is currently used for growing agricultural crops and contains agricultural support buildings and one single‐family residence. The proposed project would divide the 42‐acre project site into 26 lots, which would be developed with office/retail, warehouse, and truck maintenance facilities. Additionally, 2.23 acres of parking would be provided including, employee, guest, and truck parking stalls.

Access to the site will be provided via two driveways on Huntsman Avenue. A third driveway is proposed in the site plan on the northern side of the project. However, since it is not currently connected to the existing circulation system, this driveway is not anticipated to have any project trips. Figure 1‐2 illustrates the conceptual site plan for the project.

1.2 STUDY AREA
Based on the County’s TIS Guidelines, any intersection where the project is projected to add 10 or more peak hour trips should be included in the TIS. However, it should be noted that the County’s TIS Guidelines were developed primarily to address traffic operations in rural areas. Since the project is located within the City’s sphere of influence (suburban settings), intersections where the project is estimated to add 50 or more peak hour trips were considered for evaluation. Study intersections and roadway segments considered for the analysis were finalized during the TIS scoping agreement process and based on the discussion with City and County staff.

1.2.1 Study Intersections
Based on the approved scoping agreement and recommendations from City and County staff, the intersections analyzed in this study are as follows:

1. Buttonwillow Avenue/Dinuba Avenue (Reedley);

2. Englehart Avenue/Dinuba Avenue (County of Fresno);

3. Buttonwillow Avenue/Huntsman Avenue (Reedley);

4. Englehart Avenue/Huntsman Avenue (County of Fresno);

5. Project Driveway 1/Huntsman Avenue (County of Fresno); and

6. Project Driveway 2/Huntsman Avenue (County of Fresno).

Figure 1‐3 illustrates the study area intersections.

1.2.2 Roadway Segments
Based on the approved scoping agreement and recommendations from City and County staff (Appendix A), roadway segments analyzed in this study are as follows:

Buttonwillow Avenue

1. Between Dinuba Avenue and Huntsman Avenue (City of Reedley);

2. Between Huntsman Avenue and Reedley City Limit (City of Reedley);

3. Between Reedley City Limits and Floral Avenue (Fresno County); Englehart Avenue

4. Between Dinuba Avenue and Huntsman Avenue (Fresno County); 1‐3

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5. Between Huntsman Avenue and Floral Avenue (Fresno County); Dinuba Avenue

6. Between Buttonwillow Avenue and Englehart Avenue (City of Reedley); Huntsman Avenue

7. Between Buttonwillow Avenue and the project site (City of Reedley/Fresno County); and

8. Between project site and Englehart Avenue (Fresno County).

For each roadway segment, the highest volume on any part of the segment has been considered as the analysis volume for the entire segment as a conservative approach.

1.3 LIST OF CHAPTER 1.0 FIGURES
 Figure 1‐1: Regional and Project Location
 Figure 1‐2: Conceptual Site Plan
 Figure 1‐3: Study Area Intersections
SOURCE: Google Earth, 2022.

P:\20231045.02 Huntsman\PRODUCTS\Traffic\GIS and Graphics\Report\Huntsman.aprx (12/19/2023) FIGURE 1-1
East Huntsman Industrial Park Project
Traffic Impact Study

F R E S N O

C O U N T Y

T U L A R E

C O U N T Y

K I N G S

C O U N T Y
Ã43 Ã201
Ã99 Ã63
Ã180
Project Vicinity
0 1000 2000
FEET
LEGEND
Project Location
Regional and Project Location
Project Location
Project
Location

HUNTSMAN AVENUE

BUTTONWILLOW AVENUE

DINUBA AVENUE

FLORAL AVENUE

ENGLEHART AVENUE
N
FEET
SOURCE: Excel Engineering, Inc., July, 2023.

P:\20231045.02 Huntsman\PRODUCTS\Traffic\GIS and Graphics\Report\fig2_SitePlan.ai (09/11/2023) 0 40 80 160
FIGURE 1-2
Conceptual Site Plan
East Huntsman Industrial Park
Traffic Impact Study
Google Earth, 2022
P:\20231045.02 Huntsman\PRODUCTS\Traffic\PDF\Figures\fig_2-3_study_intersections.pdf (12/11/2023) FIGURE 1-3
East Huntsman Industrial Park Project
Traffic Impact Study
Study Area Intersections
0 500 1000
FEET
LEGEND
Study Intersections
Project Driveway
Project Location
5 6 4
2 1
3 DINUBA AVENUE

BUTTONWILLOW AVENUE

ENGLEHART AVENUE

HUNTSMAN AVENUE

FLORAL AVENUE
Reedley City Limits
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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

2.0 ANALYSIS METHODOLOGY

2.1 LEVEL OF SERVICE DEFINITIONS
LOS can be characterized for the whole intersection, each intersection approach, and by each lane group. Control delay alone is used to characterize LOS for the entire intersection. Control delay quantifiesthe increase in travel time due to the traffic signal control and is a surrogate measure of driver discomfort and fuel consumption.

A complete description of the meaning of LOS can be found in the Transportation Research Board Special Report 209, Highway Capacity Manual (HCM). The HCM establishes LOS A through F for intersections. A description of LOS for signalized and unsignalized intersections is summarized in Table 2‐A. A description of LOS for roadway segments is summarized in Table 2‐B.

Table 2‐C shows the LOS criteria for unsignalized and signalized intersections. For all study area intersections, the Highway Capacity Manual 7th Edition (HCM 7) analysis methodologies were used to determine intersection LOS. Intersection LOS was calculated using the Synchro 12 software, which uses the HCM 7 methodologies, and SIDRA software for roundabouts.

The TIS Guidelines recommend using Florida LOS tables for roadway segment analysis. Table 2‐D summarizes the LOS criteria used to evaluate roadway segments based on the Florida LOS Tables for Rural Town, which was adapted from Motor Vehicle Arterial Generalized Service Volume Tables of the Multimodal Quality/Level of Service Handbook by Florida Department of Transportation (FDOT), dated January 2023. The directional peak‐hour traffic volumes at roadway segments represent the total vehicles (along one direction) traveling on the segment during the a.m. and p.m. peak hour.

2.2 LEVEL OF SERVICE PROCEDURES AND STANDARDS
Study intersections and roadway segments analyzed in this report are under the jurisdiction of City of Reedley and Fresno County.

As per the Circulation Element of the City of Reedley General Plan (2030), the City’s goal is to maintain LOS C or better. As per the County of Fresno Draft Guidelines for the Preparation of Traffic Impact Studies within the County of Fresno, dated May 2018, LOS D is considered as the level of service standard for all intersections and roadway segments under all analysis scenarios within the sphere of influence of the Cities of Fresno and Clovis. The level of service standard on all other roadways in the County is LOS C. None of the study intersections and roadway segments are located within the spheres of influence of the Cities of Fresno and Clovis. Therefore, for the study area, LOS C have been considered as the applicable LOS standard. The County considers the following operational deficiency criteria for study intersections and roadway segments:
 Signalized Intersections
a) If the project causes an intersection that is operating at an acceptable LOS to deteriorate to an unacceptable LOS; OR
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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23) b) If the project causes the average delay to increase by more than 5.0 seconds at a signalized intersection that is operating at an unacceptable LOS. It is to be noted that a decrease from an unacceptable LOS to a lesser LOS (e.g., from LOS D to LOS E in County areas) is not considered a deficiency unless the corresponding delay increase is greater than 5.0 seconds.  Unsignalized Intersections
a) If the project causes a movement or approach that is operating at an acceptable LOS to deteriorate to an unacceptable LOS; OR
b) If the project causes the average delay to increase by more than 5.0 seconds on a movement or approach that is operating at an unacceptable LOS. It is to be noted that a decrease from an unacceptable LOS to a lesser LOS (e.g., from LOS D to LOS E in County areas) is not considered a deficiency unless the corresponding delay increase is greater than

5.0 seconds.
 Roadway Segments
a) If the project causes a roadway that is operating at an acceptable LOS to deteriorate to an unacceptable LOS; OR
b) If the project causes the V/C ratio (on a unidirectional peak hour basis) to increase by more than 0.05 on a roadway that is already operating at an unacceptable LOS. It is to be noted that a decrease from an unacceptable LOS to a lesser LOS (e.g., from LOS D to LOS E in County areas) is not considered a deficiency unless the corresponding V/C ratio increase is greater than 0.05.

2.3 LIST OF CHAPTER 2.0 TABLES
 Table 2‐A: Intersection Level of Service Definitions
 Table 2‐B: Roadway Segment Level of Service Definitions  Table 2‐C: Level of Service Criteria for Unsignalized and Signalized Intersections  Table 2‐D: Roadway Segment Capacity and Levels of Service 2‐3

T RAFFIC I MPACT S TUDY
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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23) Table 2‐A: Intersection Level of Service Definitions
LOS Description
A
Traffic operations with a control delay of 10 seconds per vehicle or less and a volume‐to‐capacity ratio no greater than 1.0. This level is typically assigned when the volume‐to‐capacity ratio is low and either progression is exceptionally favorable, or the cycle length is very short. If LOS A is the result of favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping.

B
Traffic operations with control delay between 10 seconds per vehicle and 20 seconds per vehicle and a volume‐ to‐capacity ratio no greater than 1.0. This level is typically assigned when the volume‐to‐capacity ratio is low and either progression is highly favorable, or the cycle length is short. More vehicles stop than with LOS A.

C
Traffic operations with control delay between 20 and 35 seconds per vehicle and a volume‐to‐capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable, or the cycle length is moderate.

Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of the insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping.

D
Traffic operations with control delay between 35 and 55 seconds per vehicle and a volume‐to‐capacity ratio no greater than 1.0. This level is typically assigned when the volume‐to‐capacity ratio is high and either progression is ineffective, or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable.

E
Traffic operations with control delay between 55 and 80 seconds per vehicle and a volume‐to‐capacity ratio no greater than 1.0. This level is typically assigned when volume‐to‐capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent.

F
Traffic operations with control delay exceeding 80 seconds per vehicle or a volume‐to‐capacity ratio greater than

1.0. This level is typically assigned when the volume‐to‐capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue.

Source: Highway Capacity Manual (7th Edition)
Table 2‐B: Roadway Segment Level of Service Definitions LOS Description
A
Describes primarily free‐flow operation. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream. Control Delay at the boundary intersection is minimal. The travel speed exceeds 80% of the base free‐flow speed, and the volume‐to‐capacity ratio is no greater than 1.0.

B
Describes reasonably unimpeded operation. The ability to maneuver within the traffic stream is only slightly restricted, and control delay at the boundary is not significant. The travel speed is between 67% and 80% of the base free‐flow speed, and the volume‐to‐capacity ratio is no greater than 1.0.

C
Describes stable operation. The ability to maneuver and change lanes at mid‐segment locations may be more restricted than at LOS B. Longer queues at the boundary intersection may contribute to lower travel speeds. The travel speed is between 50% and 67% of the base free‐flow speed, and the volume‐to‐capacity ratio is no greater than 1.0.

D
Indicates a less stable condition in which small increases in flow may cause substantial increases in delay and decreases in travel speed. This operation may be due to adverse signal progression, high volume, or inappropriate signal timing at the boundary intersections. The travel speed is between 40% and 50% of the base free‐flow speed, and the volume‐to‐capacity ratio is no greater than 1.0.

E
Characterized by unstable operation and significant delay. Such operations may be due to some combination of adverse progression, high volume, and inappropriate signal timing at the boundary intersections. The travel speed is between 30% and 40% of the base free‐flow speed, and the volume‐to‐capacity ratio is no greater than

1.0. 2‐4

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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23) Table 2‐B: Roadway Segment Level of Service Definitions F
Characterized by flow at extremely low speed. Congestion is likely occurring at the boundary intersections, as indicated by high delay and extensive queuing. The travel speed is between 30% or less of the base free‐flow speed, and the volume‐to‐capacity ratio is greater than 1.0.

Source: Highway Capacity Manual (7th Edition)
Table 2‐C: Level of Service Criteria for Unsignalized and Signalized Intersections Level of
Service
Unsignalized Intersection Average Delay per
Vehicle (sec.)
Signalized Intersection Average Delay per
Vehicle (sec.)
A < 10 < 10
B > 10 and < 15 > 10 and < 20
C > 15 and < 25 > 20 and < 35
D > 25 and < 35 > 35 and < 55
E > 35 and < 50 > 55 and < 80
F > 50  > 80
Source: Highway Capacity Manual (7th Edition)
Table 2‐D: Roadway Segment Capacity and Levels of Service Motor Vehicle Arterial Generalized Service Volume Tables ‐ C2T‐Rural Town Lanes Median
Level of Service

B C D E
1 Undivided * 720 940 **
2 Divided * 1,140 1,640 **
3 Divided * 2,120 2,510 **
Source: State of Florida 2023 Multimodal Quality/Level of Service Handbook, January 2023. * Cannot be achieved using table input value defaults.
** Not applicable for that level of service letter grade. For the automobile mode, volumes greater than level of service D become F because intersection capacities have been reached.
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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

3.0 CIRCULATION NETWORK SETTING

3.1 EXISTING CIRCULATION NETWORK
The project study area includes the following major roadways as classified based on the roadway classification provided in the Circulation Element of the City of Reedley General Plan (2030). Figure 3‐1 summarizes the classifications of major roadways in the region. Following is a brief description of these roadways:
 Buttonwillow Avenue: Within the study area, Buttonwillow Avenue is designated as a Major Arterial Road in the City of Reedley General Plan. Buttonwillow Avenue is a two‐lane, undivided roadway within the study area. This segment has a dedicated bike lane and provision for designated on‐street parking along one direction in certain parts.  Englehart Avenue: Within the study area, Englehart Avenue is designated as a Future Arterial Road in the City of Reedley General Plan. Englehart Avenue is a two‐lane, undivided roadway within the study area. There are no bike facilities or provision for designated on‐street parking along either direction of this segment.
 Dinuba Avenue: Within the study area, Dinuba Avenue is designated as an Arterial Road in the City of Reedley General Plan. Dinuba Avenue is a two‐lane, undivided roadway for majority of the portion but has additional left and right turn lanes in certain portions within the study area.

There are no bike facilities but provision for designated on‐street parking along either direction is provided on in certain parts of this segment.
 Huntsman Avenue: Within the study area, Huntsman Avenue is designated as a Collector Road in the City of Reedley General Plan. Huntsman Avenue is a two‐lane, undivided roadway within the study area. There are no bike facilities or provision for designated on‐street parking along either direction of this segment.
 Floral Avenue: Within the study area, Floral Avenue is designated as a Future Arterial Road in the City of Reedley General Plan. Floral Avenue is a two‐lane, undivided roadway within the study area. There are no bike facilities or provision for designated on‐street parking along either direction of this segment.

Figure 3‐2 illustrates the study intersection geometrics and traffic control under ‘plus project’ scenarios.

3.2 BICYCLE, PEDESTRIAN, AND TRANSIT FACILITIES

3.2.1 Bicycle Network
The Reedley Bicycle Transportation Plan is a separate plan adopted consistent with the Reedley General Plan Circulation Element. The plan consists of text and maps that show both existing bikeways and future bikeways. The plan is an expression of the City’s intent to properly assess the needs of cyclists and to develop a bikeway system that can best satisfy the needs of cyclists in an efficient and effective manner, both in terms of safety and financial costs. 3‐2

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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23) According to the Plan, the bikeway network within the City is has three classifications: bike paths, bike lanes, and bike routes, based on the degree of exclusivity with which the facility is preserved for bicycle. The two main purposes of bikeways are to guide bicyclists to their destinations and to provide some measure of protection or safety. The types of bikeways included in a bikeway system will determine the measure of safety. Bike Path is a Class 1 facility which is a special pathway facility for the exclusive use of bicycles which is separated from motor vehicle facilities by space or a physical barrier. Bike Lane is a Class 2 facility which is a lane on a paved area of road for preferential bicycle use. It is usually located along the right edge of a paved road area or between the parking lane and the first motor vehicle lane. Bike Route is a recommended route for bicycle travel along an existing right‐of‐way which is signed but not striped, shared with other motor vehicles.

Figures 3‐3 illustrates the bike route networks in the region.

3.2.2 Pedestrian Network
Under existing conditions, the project site has extremely limited pedestrian access, as there are no sidewalks in the vicinity.

3.2.3 Transit Network
Fresno County Rural Transit Agency (FCRTA) is the Transportation Service Agency within the County and is responsible for coordinating transit services within its service area. FCRTA operated Orange Cove Transit runs from Orange Cove to Fresno through the City twice a day each way on the weekdays. Also, Dinuba Area Regional Transit (DART) operates a bus that runs from Reedley College, Adventist Medical Center Hospital and Palm Village to the Dinuba Transit Center. The service operates five times a day during the school year and seven times a day in the summer. Additionally, the City of Reedley’s Community Services Department runs an advance reservation van, and on‐call door‐to‐door van service. However, there are currently no transit routes present within the study area.

3.2.4 Truck Routes
The Reedley City Code authorizes the establishment of truck routes and provides that no truck is permitted to travel on a street which is not designated as a truck route unless it is for the purpose of picking up or delivering supplies within the City limits. Within the study area, Buttonwillow Avenue, Dinuba Avenue and Floral Avenues are designated truck routes.

Figures 3‐4 illustrates the truck route networks in the region.

3.3 LIST OF CHAPTER 3.0 FIGURES
 Figure 3‐1: City of Reedley Roadway Classification
 Figure 3‐2: Study Intersection Geometrics and Traffic Control under ‘Plus Project’ Scenarios  Figure 3‐3: City of Reedley Bike Routes
 Figure 3‐4: City of Reedley Truck Routes
Figure 3.1 - Circulation Diagram
N
FEET
SOURCE: City of Reedley General Plan 2030, February 2014 P:\20231045.02 Huntsman\PRODUCTS\Traffic\GIS and Graphics\Report\fig3-1_Road_Class.ai (09/12/2023) 0 1600 3200
FIGURE 3-1
City of Reedley Roadway Classifica�on
East Huntsman Industrial Park
Traffic Impact Study
City of Reedley, General Plan 2030 Page 57
Figure 3.1 - Circulation Diagram
Major Arterial
Arterial
Collector
Local Street
Private Street
Future Arterial
Future Collector
LEGEND
Railroad Tracks
Kings River
Proposed Sphere of Influence
Study Area
Sphere of Influence
City Limits
12 3
45 6
FIGURE 3‐2
Legend East Huntsman Industrial Park Project
Stop Sign Project Driveway Traffic Impact Study
Roundabout Yield Study Intersection Geometrics and Traffic Control under ‘Plus Project’ Scenario Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue  
 
  
Project Driveway 2/Huntsman Avenue
Englehart Avenue/Dinuba Avenue

 


 
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue  
Y
Y Y
Y Y
P:\20231045.02 Huntsman\PRODUCTS\Traffic\g12_Geo‐WP.xlsx (12/17/2023) County of Fresno adopted an update of the Fresno County Regional Bicycle Master Plan in March 2011. The intent of the Fresno County Regional Bicycle Master Plan is to provide regional connectivity to the unincorporated areas of Fresno County.

Figure 3.2 - Bikeway Plan Map
N
FEET
SOURCE: City of Reedley General Plan 2030, February 2014 P:\20231045.02 Huntsman\PRODUCTS\Traffic\GIS and Graphics\Report\fig3-1_Road_Class.ai (09/12/2023) 0 1600 3200
FIGURE 3-3
City of Reedley Bike Routes
East Huntsman Industrial Park
Traffic Impact Study
City of Reedley, General Plan 2030 Page 65
y gy
regional connectivity to the unincorporated areas of Fresno County.

Figure 3.2 - Bikeway Plan Map
Current Bikeways Class 1
Current Bikeways Class 2
Current Bikeways Class 3
Planned Bikeways Class 1
Planned Bikeways Class 2
Planned Bikeways Class 3
LEGEND Priority Project Bikeways
Dirt and other Trails
Regional Bikeways
Proposed Sphere of Influence
Study Area
Sphere of Influence
City Limits
N
FEET
SOURCE: City of Reedley General Plan 2030, February 2014 P:\20231045.02 Huntsman\PRODUCTS\Traffic\GIS and Graphics\Report\fig3-4_Truck_Routes.ai (09/12/2023) 0 2000 4000
FIGURE 3-4
City of Reedley Truck Routes
East Huntsman Industrial Park Project
Traffic Impact Study
City of Reedley, General Plan 2030 Page 57
Figure 3.1 - Circulation Diagram
Truck Route
Future/Planned Route
(Includes New River Crossing)
Railroad Tracks
LEGEND
Proposed Sphere of Influence
Study Area
Sphere of Influence
City Limits
City of Reedley, General Plan 2030 Page 74
Figure 3.4 - Truck Routes Map
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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

4.0 TRAFFIC VOLUMES FOR WITHOUT PROJECT SCENARIOS

4.1 EXISTING TRAFFIC VOLUMES
Traffic volumes for existing conditions were developed using recent peak‐hour count data collected by Counts Unlimited at the study intersections. As per the TIS Guidelines, the a.m. peak hour is defined as the one hour of highest traffic volumes occurring between 7:00 and 9:00 a.m. The p.m. peak hour is the one hour of highest traffic volumes occurring between 4:00 and 6:00 p.m.

Vehicle classification counts were collected for the peak periods within the study area. Truck traffic volumes at the study intersections were converted to PCEs using the appropriate PCE conversion factors. The concept of PCE accounts for the larger impact of trucks on traffic operations. It does so by assigning each type of truck a PCE factor that represents the number of passenger vehicles that could travel through an intersection at the same time that a particular type of truck could. HCM recommends applying a PCE factor of 2.0 to convert truck trips to equivalent passenger car trips.

However, as a conservative approach, all truck trips were converted to PCE using a 2.0 PCE factor for 2‐axle and 3‐axle trucks, and 3.0 for 4‐ and more axle trucks.

For the study segments, traffic volumes were developed by combining approach and departure volumes from the corresponding movements of adjacent intersections.

Figure 4‐1 illustrates the peak hour traffic volumes at the study intersection under existing conditions. Table 4‐A shows peak hour traffic volumes at roadway segments under existing conditions. Detailed count sheets are included in Appendix B.

4.2 NEAR‐TERM WITHOUT PROJECT TRAFFIC VOLUMES
Traffic volumes under near‐term without project conditions were developed by adding trips from approved and pending projects in the vicinity of the project. Information related to cumulative projects were obtained from the City of Reedley staff, and from the City of Reedley and Fresno County websites for recent entitlements. Figure 4‐2 illustrates the cumulative project locations.

Trip generation for cumulative projects was either obtained from the respective traffic studies prepared for the projects or developed using rates from the ITE Trip Generation Manual (11th Edition). Table 4‐B lists the cumulative projects included in this analysis and shows the cumulative projects are estimated to generate 689 net trips in the a.m. peak hour, 602 net trips in the p.m. peak hour, and 6,982 net daily trips. Cumulative project trips were assigned to the roadway network based on their locations in relation to surrounding land uses and regional arterials. Figure 4‐3 illustrates the peak hour cumulative project trip assignment at study intersections.

Figure 4‐4 illustrates the peak hour traffic volumes at study intersections under near‐term conditions. Table 4‐C shows the peak hour traffic volumes at roadway segments under near‐term conditions.
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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

4.3 CUMULATIVE YEAR WITHOUT PROJECT TRAFFIC VOLUMES
Traffic volumes for cumulative year conditions were developed using the Fresno COG’s Activity‐ Based Model (ABM). The methodology used to develop cumulative year traffic volumes at all study intersections is consistent with the National Cooperative Highway Research Program (NCHRP) and Fresno COG’s procedures for post‐processing of modeled traffic volumes. Figure 4‐5 illustrates the peak hour traffic volumes at study intersections under cumulative year without project conditions.

Table 4‐D shows the peak hour traffic volumes at roadway segments under cumulative year conditions.

Detailed volume development worksheets are included in Appendix C.

4.4 LIST OF CHAPTER 4.0 FIGURES AND TABLES
 Figure 4‐1: Existing Peak Hour Traffic Volumes
 Figure 4‐2: Cumulative Project Locations
 Figure 4‐3: Cumulative Projects Trip Assignment
 Figure 4‐4: Near‐Term without Project Peak Hour Traffic Volumes  Figure 4‐5: Cumulative without Project Peak Hour Traffic Volumes  Table 4‐A: Existing Roadway Segment Peak Hour Traffic Volumes  Table 4‐B: Cumulative Projects Trip Generation
 Table 4‐C: Near‐Term Roadway Segment Peak Hour Traffic Volumes  Table 4‐D: Cumulative Roadway Segment Peak Hour Traffic Volumes  84 / 82  2 / 5
 406 / 218  10 / 5  291 / 233
   65 / 58   3 / 2    22 / 12
78 / 131      16 / 16   
273 / 316  228 / 311 
128 / 207  36 / 49 
123
  15 / 17
5 / 5   11 / 19 
1 / 11 
456
FIGURE 4‐1
XXX / YYY East Huntsman Industrial Park Project
AM / PM Peak Hour Trips Traffic Impact Study
Existing Peak Hour Traffic Volumes
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue 2838 / 73 4 / 9
/ 19
299 / 41124 / 11
154 / 106
138 / 119178 / 18755 / 101
44 / 5159 / 48
12 / 8
12 / 484 / 128
153 / 217
46 / 50
327 / 372
4 / 3
8 / 7
109 / 108
Future Intersection Future Intersection
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Vol_Exist_NP.xlsx 12/17/2023 SOURCE: Google Earth, 2022.

P:\20231045.02 Huntsman\PRODUCTS\Traffic\GIS and Graphics\Report\Huntsman.aprx (12/21/2023) FIGURE 4-2
East Huntsman Industrial Park Project
Traffic Impact Study
Google Maps
0 1000 2000
FEET
LEGEND
Project Location
Cumulative Project Locations
FIGURE 4-2
1 2
3 4
5 6
7 8
9 10
11 Cumulative Project Locations
 8/6
 8/6
   2/2    0/1
4/10   1/1 
1/1 
2/2 
123


456
FIGURE 4‐3
XX/YY East Huntsman Industrial Park Project
AM/PM Peak Hour Trips (In PCE) Traffic Impact Study
Cumulative Projects Trip Assignment
12/92/29/90/1
1/3
2/11/0
1/2
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 2/2 Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
1/3
1/3
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Assign_Cumul_Proj.xlsx 12/20/2023  92 / 88  2 / 5
 414 / 224  10 / 5  291 / 234
   67 / 60   3 / 2    22 / 12
78 / 131     17 / 17   
277 / 326  229 / 312 
128 / 207  38 / 51 
123
  15 / 17
5 / 5   11 / 19 
1 / 11 
456
FIGURE 4‐4
XXX / YYY East Huntsman Industrial Park Project
AM / PM Peak Hour Trips Traffic Impact Study
Near‐Term without Project Peak Hour Traffic Volumes
8 / 7
110 / 111
12 / 8
12 / 486 / 130
153 / 217
47 / 53
328 / 374
4 / 3
154 / 106
150 / 128180 / 18964 / 110
45 / 5459 / 48
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue 2838 / 73 4 / 9
/ 20
301 / 41225 / 11
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue Future Intersection Future Intersection
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Vol_NearTerm_NP.xlsx 12/17/2023 Existing Existing
Existing Plus Project Existing Plus Project
Roadway # Segment Jurisdiction Direction Traffic Volumes Project Trips Traffic Volumes Traffic Volumes Project Trips Traffic Volumes Northbound 353 10 363 377 38 415
Southbound 371 39 410 452 13 465
Northbound 331 16 347 375 6 381
Southbound 302 5 307 413 16 429
Northbound 335 16 351 373 6 379
Southbound 300 5 305 374 16 390
Northbound 115 4 119 113 12 125
Southbound 96 14 110 134 4 138
Northbound 119 12 131 115 4 119
Southbound 85 3 88 141 12 153
Eastbound 374 0 374 467 0 467
Westbound 555 0 555 358 0 358
Eastbound 34 55 89 14 19 33
Westbound 13 15 28 7 54 61
Eastbound 11 44 55 19 24 43
Westbound 20 24 44 17 43 60
Huntsman Avenue
P.M. Peak Hour
Table 4‐A: Existing Roadway Segment Peak Hour Traffic Volumes 7 between Buttonwillow Avenue and the project site City of Reedley/Fresno County 8 between the project site and Englehart Avenue Fresno County 5 between Huntsmen Avenue and Floral Avenue Fresno County Dinuba Avenue 6 between Buttonwillow Avenue and Englehart Avenue City of Reedley Buttonwillow Avenue
Englehart Avenue
1 between Dinuba Avenue and Huntsman Avenue City of Reedley 2 between Huntsman Avenue and Reedley City Limit City of Reedley A.M. Peak Hour
3 between Reedley City limits and Floral Avenue Fresno County 4 between Dinuba Avenue and Huntsman Avenue Fresno County P:\20231045.02 Huntsman\PRODUCTS\Traffic\xRoadway.xlsx\Existing (12/17/2023) In Out Total In Out Total

1. Residential Units 80 DU
Trips/Unit1 0.10 0.30 0.40 0.32 0.19 0.51 6.74
Trip Generation 8 24 32 26 15 41 539
Office/Retail Space 1.00 TSF
Trips/Unit2 1.42 0.94 2.36 3.30 3.30 6.59 54.45
Trip Generation 1 1 2 3 3 6 54
Pass‐by Trips3 0 0 0 (1) (1) (2) (22)
Net Trip Generation 1 1 2 2 2 4 32
Total Net Trips 9 25 34 28 17 45 571

2. 5.20 TSF
Trips/Unit4 5.26 4.31 9.57 5.52 3.53 9.05 107.20
Trip Generation 27 22 49 29 18 47 557
Pass‐by Trips5 0 0 0 (12) (8) (20) (240)
Total Net Trips 27 22 49 17 10 27 317

3. 8 DU
Trips/Unit1 0.10 0.30 0.40 0.32 0.19 0.51 6.74
Trip Generation 1 2 3 3 2 5 54

4. 6.00 TSF
Trips/Unit4 5.26 4.31 9.57 5.52 3.53 9.05 107.20
Trip Generation 32 26 58 33 21 54 643
Pass‐by Trips5 0 0 0 (14) (9) (23) (276)
Net Trip Generation 32 26 58 19 12 31 367

5. 2.20 TSF
Trips/Unit6 43.80 42.08 85.88 19.50 19.50 38.99 533.57
Trip Generation 97 93 190 43 43 86 1,176
Pass‐by Trips7 (49) (47) (95) (24) (24) (48) (617)
Net Trip Generation 48 46 95 19 19 38 559

6. Residential Units 72 DU
Trips/Unit8 0.07 0.13 0.20 0.14 0.11 0.25 3.24
Trip Generation 5 10 15 10 8 18 233
Office 1.00 TSF
Trips/Unit9 1.37 0.30 1.67 0.73 1.43 2.16 14.39
Trip Generation 1 0 1 1 1 2 14

7. 5.56 TSF
Trips/Unit10 1.79 0.57 2.36 0.35 1.69 2.04 14.37
Trip Generation 10 3 13 2 9 11 80

8. 1 Tunnel
Trips/Unit11 19.38 19.37 38.75 38.75 38.75 77.50 775.00 Net Trip Generation 19 19 38 39 39 78 775

9. 12 DU
Trips/Unit1 0.10 0.30 0.40 0.32 0.19 0.51 6.74
Trip Generation 1 4 5 4 2 6 81
Table 4‐B ‐ Cumulative Projects Trip Generation
A.M. Peak Hour P.M. Peak Hour Project Units Daily
Reedley I Affordable Housing Project
Denny's
La Villita Apartment Project
Restaurant
Starbucks Drive‐thru
CCH Affordable Senior Housing Mixed Use Project
Kings Canyon Unified School District – Student Support Center Car Wash Facility
Kings View Residential Project
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Cumulative Projects.xlsx\CumulProjTripGen_C  (12/19/2023) In Out Total In Out Total
Table 4‐B ‐ Cumulative Projects Trip Generation
A.M. Peak Hour P.M. Peak Hour Project Units Daily
10 . 80 DU
Trips/Unit1 0.10 0.30 0.40 0.32 0.19 0.51 6.74
Trip Generation 8 24 32 26 15 41 539
11 .

Clinic 11.00 TSF 25 6 31 12 29 41 414
Trip Generation
Gas Station/Convenience store ‐ GFA (4‐5.5k)
Trip Generation 12 VP 163 162 325 137 137 274 3,086
Net Trip Generation 188 168 356 149 166 315 3,500
Internal Capture (5) (5) (10) (7) (7) (14) (108)
Total Trip Generation 183 163 346 142 159 301 3,392
Total Gross Trip Generation 398 396 794 368 342 710 8,245 Total Pass‐By Trips (49) (47) (95) (52) (42) (94) (1,155) Total Internal Capture (5) (5) (10) (7) (7) (14) (108)
Total Net Trip Generation 344 344 689 309 293 602 6,982 Notes:
1 2
3 4
5 6
7 8
9 10
11 12
Pass‐by rates for this land use are not available in the ITE Trip Generation Manual (11th Edition). Therefore, pass‐by rates for Land Use 821 ‐ "Shopping Plaza (40 ‐ 150k)" were used instead. A pass‐by rate of 40 percent was used for the p.m. peak hour. Since daily pass‐by rates are not available for this land use in the ITE Trip Generation Manual , the p.m. pass‐by rate was used as the daily pass‐by rate.

Trip generation rates from Peters Engineering Group Vehicle Miles Traveled Analysis, dated February 2023.

Rates based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) for Land Use 712 – “ Small Office Building", Setting/Location ‐ "General Urban/Suburban." Rates based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) for Land Use 528 – “School District Office”, Setting/Location ‐ "General Urban/Suburban." Rates based on Land Use 948 ‐ "Automated Car Wash" from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition), Setting/Location ‐ "General Urban/Suburban". ITE does not have an ADT rate for Land Use Code 948. 10 times the PM peak‐hour rate has been assumed. ITE does not have an AM peak‐hour rate for Land Use Code 948; this trip generation assumes 50 percent of the PM peak hour rate.

Rates based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) for Land Use 932 – “High‐Turnover (Sit‐Down) Restaurant”, Setting/Location ‐ "General Urban/Suburban." Pass‐by rates based on the ITE Trip Generation Manual (11th Edition) for Land Use 932 – “High‐Turnover (Sit‐Down) Restaurant.” A pass‐by rate of 0 percent was used for the a.m. peak hour and a pass‐by rate of 43 percent was used for the p.m. peak hour. The p.m. peak hour pass‐by rates was used as the daily rate.

Rates based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) for Land Use 937 – “Coffee/Donut Shop with Drive‐Through Window”, Setting/Location ‐ "General Urban/Suburban." Since pass‐by rates from the ITE Trip Generation Manual (11th Edition) for Land Use 937 ‐ 'Coffee/Donut Shop with Drive‐Through Window' do not exist. Pass‐by rates were taken from Land Use 934 ‐ 'Fast‐Food Restaurant with Drive‐Through Window.' A pass‐by rate of 50% was used for the a.m. peak hour and a pass‐by rate of 55% was used for the p.m. peak hour. Since daily pass‐by rates are not available for this land use in the ITE Trip Generation Manual , the average of a.m and p.m. pass‐by rate was used as the daily pass‐by rate.

Rates based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) for Land Use 252 – “Senior Adult Housing ‐ Multifamily”, Setting/Location ‐ "General Urban/Suburban." Frankwood Commons Commercial Village12
Rates based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) for Land Use 822 – “ Strip Retail Plaza (<40k)", Setting/Location ‐ "General Urban/Suburban." DU = Dwelling Units; TSF= Thousand Square Feet; VP = Vehicle Fueling Positions Rates based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) for Land Use 220 – “Multifamily Housing (Low‐Rise) Not Close to Rail Transit”, Setting/Location ‐ "General Urban/Suburban."
Residences at the Edge PUD Project
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Cumulative Projects.xlsx\CumulProjTripGen_C  (12/19/2023) Near‐Term Near‐Term
Existing Cumulative Near‐Term Plus Project Existing Cumulative Near‐Term Plus Project Roadway # Segment Jurisdiction Direction Traffic Volumes Projects Traffic Volumes Project Trips Traffic Volumes Traffic Volumes Projects Traffic Volumes Project Trips Traffic Volumes Northbound 353 1 354 10 364 377 3 380 38 418Southbound 371 4 375 39 414 452 4 456 13 469Northbound 331 1 332 16 348 375 2 377 6 383Southbound 302 2 304 5 309 413 1 414 16 430Northbound 335 1 336 16 352 373 2 375 6 381Southbound 300 2 302 5 307 374 2 376 16 392Northbound 115 1 116 4 120 113 3 116 12 128Southbound 96 2 98 14 112 134 2 136 4 140Northbound 119 1 120 12 132 115 3 118 4 122Southbound 85 2 87 3 90 141 2 143 12 155 Eastbound 374 14 388 0 388 467 22 489 0 489
Westbound 555 18 573 0 573 358 14 372 0 372
Eastbound 34 1 35 55 90 14 0 14 19 33
Westbound 13 0 13 15 28 7 0 7 54 61
Eastbound 11 0 11 44 55 19 0 19 24 43
Westbound 20 0 20 24 44 17 0 17 43 60 between the project site and Englehart Avenue Fresno County 4 between Dinuba Avenue and Huntsman Avenue Fresno County Huntsman Avenue
5 between Huntsmen Avenue and Floral Avenue Fresno County Dinuba Avenue 6 between Buttonwillow Avenue and Englehart Avenue City of Reedley Englehart Avenue
7 between Buttonwillow Avenue and the project site City of Reedley/Fresno County 8 Buttonwillow Avenue
Table 4‐C: Near‐Term Roadway Segment Peak Hour Traffic Volumes A.M. Peak Hour P.M. Peak Hour
1 between Dinuba Avenue and Huntsman Avenue City of Reedley 2 between Huntsman Avenue and Reedley City Limit City of Reedley 3 between Reedley City limits and Floral Avenue Fresno County P:\20231045.02 Huntsman\PRODUCTS\Traffic\xRoadway.xlsx\Near Term (12/18/2023) Cumulative Cumulative
Cumulative Plus Project Cumulative Plus Project
Roadway # Segment Jurisdiction Direction W/O Project Project Trips Traffic Volumes W/O Project Project Trips Traffic Volumes Northbound 392 10 402 449 38 487
Southbound 440 39 479 495 13 508
Northbound 370 16 386 410 6 416
Southbound 337 5 342 461 16 477
Northbound 350 16 366 411 6 417
Southbound 311 5 316 388 16 404
Northbound 122 4 126 152 12 164
Southbound 141 14 155 144 4 148
Northbound 125 12 137 124 4 128
Southbound 91 3 94 150 12 162
Eastbound 395 0 395 386 0 386
Westbound 591 0 591 502 0 502
Eastbound 137 55 192 83 19 102
Westbound 69 15 84 90 54 144
Eastbound 11 44 55 48 24 72
Westbound 59 24 83 18 43 61
Fresno CountyFresno CountyFresno County
City of Reedley
4 between Dinuba Avenue and Huntsman Avenue
5 between Huntsmen Avenue and Floral Avenue
6 between Buttonwillow Avenue and Englehart Avenue
7 between Buttonwillow Avenue and the project site City of Reedley/Fresno County 8 between the project site and Englehart Avenue Fresno County Huntsman Avenue
Dinuba Avenue
Englehart Avenue
Table 4‐D: Cumulative Year Roadway Segment Peak Hour Traffic Volumes A.M. Peak Hour P.M. Peak Hour
1 between Dinuba Avenue and Huntsman Avenue City of Reedley Buttonwillow Avenue 2 between Huntsman Avenue and Reedley City Limit City of Reedley 3 between Reedley City limits and Floral Avenue
P:\20231045.02 Huntsman\PRODUCTS\Traffic\xRoadway.xlsx\Cumulative (12/18/2023) 5‐1

T RAFFIC I MPACT S TUDY
DECEMBER 2023

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

REEDLEY , C ALIFORNIA
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

5.0 PROJECT TRAFFIC

5.1 PROJECT TRIP GENERATION
The project trip generation was approved by the City staff during the scoping agreement process.

The project trip generation have been developed using the following rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) as shown in Table 5‐A:
 Land Use 150 ‐ " Warehousing "
 Land Use 710 ‐ "General Office Building”
It should be noted that as shown in the conceptual site plan, Parcel 1 has been proposed either as a retail or an office facility. However, given the location of the project and location of parcel 1 within the project, it is estimated that Parcel 1 would be developed as a commercial office facility.

Therefore, for purposes of this analysis, Parcel 1 has been considered as an office facility to develop the project trip generation.

Additionally, as shown in the site plan, a truck repair facility has been proposed within the project.

However, this facility is estimated to provide truck repair services to trucks that are accessing the project’s industrial buildings. Therefore, no external trips were accounted for this use as part of the project trip generation.

Warehouse facilities typically generate a significant number of truck trips along with passenger vehicles (PV). Therefore, the total amount of trips generated by the warehouse facilities were converted to trucks and passenger vehicles based on the South Coast Air Quality Management District (SCAQMD) recommendations for warehousing projects. Based on our prior experience working on industrial projects within the County, SCAQMD vehicle splits is an acceptable methodology to develop vehicle mix estimates. As such, 31 percent of project traffic will be trucks.

Based on Vehicle Mix from the SCAQMD Warehouse Truck Trip Study Data Results and Usage, dated December 2014, the truck mix was considered as 18.7% 4‐ or more axle, 5.5% 3‐axle, and 6.8% 2‐ axle trucks.

Project truck trips were converted to PCEs using the appropriate PCE conversion factors. The concept of PCE accounts for the larger impact of trucks on traffic operations. It does so by assigning each type of truck a PCE factor that represents the number of passenger vehicles that could travel through an intersection at the same time that a particular type of truck could. HCM recommends applying a PCE factor of 2.0 to convert truck trips to equivalent passenger car trips. However, as a conservative approach, all truck trips were converted to PCE using a 2.0 PCE factor for 2‐axle and 3‐ axle trucks, and 3.0 for 4‐ and more axle trucks.

As shown in Table 5‐A, the project is estimated to generate 517 daily passenger vehicle (PV) trips, with 56 PV trips during the a.m. peak hour, and 58 PV trips during the p.m. peak hour. Additionally, the project is estimated to generate 174 daily truck trips, with 17 truck trips during the a.m. peak hour, and 18 truck trips during the p.m. peak hour. After converting the truck trips into PCE, the 5‐2

T RAFFIC I MPACT S TUDY
DECEMBER 2023

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

REEDLEY , C ALIFORNIA
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23) project is estimated to generate 970 daily PCE trips, with 100 trips occurring during the a.m. peak hour and 105 trips occurring during the p.m. peak hour.

5.2 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
Trip distribution percentages were developed based on the location of the proposed project in relation to surrounding land uses, project operational statement, the regional roadway network, and existing traffic volumes. Figure 5‐1 and Figure 5‐2 illustrate the proposed project trip distribution at the study intersections the passenger vehicles and trucks, respectively. The project trip assignment at the study intersections is the product of the project trip generation and the corresponding trip distribution percentages. Figure 5‐3 and Figure 5‐4 illustrate the project trip assignment at the study area intersections for passenger vehicles and trucks, respectively.

Figure 5‐5 illustrates the total peak hour project trip assignment (in PCE) at the study intersections.

Previously referenced Tables 4‐A, 4‐C, and 4‐E summarize the peak hour project trips at the study roadway segments.

5.3 LIST OF CHAPTER 5.0 FIGURES AND TABLES
 Figure 5‐1: Project Trip Distribution ‐ Passenger Vehicles  Figure 5‐2: Project Trip Distribution ‐ Trucks
 Figure 5‐3: Project Trip Assignment‐ Passenger Vehicles  Figure 5‐4: Project Trip Assignment ‐ Trucks
 Figure 5‐5: Total Project Trip Assignment
 Table 5‐A: Project Trip Generation

 (55%)
  (5%)  10%
30%     
123
   40%
(20%)  60% 
(20%) 
456
FIGURE 5‐1
XX% (YY%) East Huntsman Industrial Park Project
Inbound% (Outbound%) Distribution Traffic Impact Study
Project Trip Distribution ‐ Passenger Vehicles
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
20%
(10%)
(60%)
(25%)
5%
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 20% 25% (30%) (10%)
55%
(40%) 10%
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Dist_PV.xlsx 12/20/2023  (40%)
  (40%)  5%
 
123
  (30%)  20%
(10%)  50%  30% 
(10%)  30% 
456
FIGURE 5‐2
XX% (YY%) East Huntsman Industrial Park Project
Inbound% (Outbound%) Distribution Traffic Impact Study
Project Trip Distribution ‐ Trucks (20%) 5% (30%)
40%
(5%)
(40%)
40% (50%)
40%
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 10% Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
10%
(5%)
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Dist_TR.xlsx 12/20/2023  6/24
  1/2  5/1
14/4     
123
   18/6
2/9  27/8 
2/9 
456
FIGURE 5‐3
XX/YY East Huntsman Industrial Park Project
AM/PM Peak Hour Trips Traffic Impact Study
Project Trip Assignment ‐ Passenger Vehicles 4/18 5/1
11/4
1/4
3/13
25/8 7/26
3/11
2/1
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 9/3 Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
9/3
1/4
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Assign_PV.xlsx 12/20/2023  4/14
  4/14  2/1
  
123
  3/10  7/3
1/3  17/7  10/4 
1/3  10/4 
456
FIGURE 5‐4
XX/YY East Huntsman Industrial Park Project
AM/PM Peak Hour Trips (In PCE) Traffic Impact Study
Project Trip Assignment ‐ Trucks
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
3/1
1/2
5/17
14/5
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 3/1 14/5 1/2
4/14
14/5
3/102/7 2/1
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Assign_TR.xlsx 12/20/2023  10/38
  5/16  7/2
14/4     
123
  3/10  25/9
3/12  44/15  10/4 
3/12  10/4 
456
FIGURE 5‐5
XX/YY East Huntsman Industrial Park Project
AM/PM Peak Hour Trips (In PCE) Traffic Impact Study
Total Project Trip Assignment 3/10 6/25 7/2
25/9
2/6
3/13
39/13 12/43
7/2516/6
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 12/4 Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
12/4
2/6
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Assign_Total.xlsx 12/20/2023 Land Use In Out Total In Out Total
Proposed Project
Warehousing1 328.000 tsf
Trips/Unit (Cars) 0.089 0.028 0.117 0.034 0.090 0.124 1.180Trips/Unit (2‐Axle Trucks) 0.009 0.003 0.012 0.003 0.009 0.012 0.116Trips/Unit (3‐Axle Trucks) 0.007 0.002 0.009 0.003 0.007 0.010 0.094Trips/Unit (4+ Axle Trucks) 0.025 0.007 0.032 0.010 0.024 0.034 0.320 Trips/Unit (Total) 0.130 0.040 0.170 0.050 0.130 0.180 1.710Trip Generation (Cars) 29 9 38 11 30 41 387Trip Generation (2‐Axle Trucks) 3 1 4 1 3 4 38Trip Generation (3‐Axle Trucks) 2 1 3 1 2 3 31Trip Generation (4+ Axle Trucks) 8 2 10 3 8 11 105Trip Generation (Total) 42 13 55 16 43 59 561Trip Generation (Cars) 29 9 38 11 30 41 387PCE Trip Generation (2‐Axle Trucks) 6 2 8 2 6 8 76 PCE Trip Generation (3‐Axle Trucks) 4 2 6 2 4 6 62
PCE Trip Generation (4+ Axle Trucks) 24 6 30 9 24 33 315 PCE Trip Generation (Total) 63 19 82 24 64 88 840
Office 12.00 tsf
Trips/Unit2 1.34 0.18 1.52 0.24 1.20 1.44 10.84
Trip Generation 16 2 18 3 14 17 130
Total Trip Generation (Passenger Vehicles) 45 11 56 14 44 58 517 Total Trip Generation (Trucks) 13 4 17 5 13 18 174
Total Gross Trip Generation (Passenger Vehicles + Trucks) 58 15 73 19 57 76 691 Total Truck PCE Trip Generation 34 10 44 13 34 47 453
Total Net PCE Trip Generation 79 21 100 27 78 105 970
Notes:
tsf = thousand square‐feet
12 Rates based on the ITE Trip Generation Manual (11th Edition) for Land Use 710 ‐ "General Office Building”, Setting/Location ‐ "General Urban/Suburban." Table 5‐A ‐ Project Trip Generation
A.M. Peak Hour P.M. Peak Hour
Daily Units
The trip generation was developed based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) rates for Land Use 150 – “Warehousing.” The resulting trips were converted to trucks and passenger vehicles based on the South Coast Air Quality Management District (SCAQMD) recommendations for warehousing projects. As such, 31 percent of project traffic will be trucks. Based on Vehicle Mix from the SCAQMD, Warehouse Truck Trip Study Data Results and Usage, dated July 2014, the truck mix was considered as 18.7% 4‐axle, 5.5% 3‐axle, and 6.8% 2‐axle trucks. Finally, all truck trips were converted to passenger car equivalents (PCEs) using a 2.0 PCE factor for 2‐axle trucks and 3‐ axle trucks, and 3.0 for 4‐ and more axle trucks.

P:\20231045.02 Huntsman\PRODUCTS\Traffic\model.xlsx\Trip Gen (12/17/2023) 6‐1

T RAFFIC I MPACT S TUDY
DECEMBER 2023

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

REEDLEY , C ALIFORNIA
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

6.0 TRAFFIC VOLUMES FOR PLUS PROJECT SCENARIOS
Existing, near‐term, and cumulative year plus project traffic volumes were developed by adding project traffic to the traffic volumes for the corresponding no project scenarios. Figures 6‐1, 6‐2 and 6‐3 illustrate ‘plus project’ peak hour traffic volumes at study intersections under existing, near‐ term, and cumulative year conditions, respectively. Previously referenced Tables 4‐A, 4‐B, and 4‐C summarize the with project peak hour traffic volumes at study roadway segments for Existing, near‐ term, and cumulative year plus project scenarios, respectively.

Detailed volume development worksheets are included in Appendix C.

6.1 LIST OF CHAPTER 6.0 FIGURES
 Figure 6‐1: Existing Plus Project Peak Hour Traffic Volumes  Figure 6‐2: Near‐Term Plus Project Peak Hour Traffic Volumes  Figure 6‐3: Cumulative Year Plus Project Peak Hour Traffic Volumes  84 / 82  2 / 5
 406 / 218  20 / 43  291 / 233
   65 / 58   8 / 18    29 / 14
78 / 131      16 / 16   
273 / 316  228 / 311 
142 / 211  36 / 49 
123
 25 / 9
   18 / 27  15 / 17
8 / 17   44 / 15  10 / 4 
4 / 23  11 / 23  11 / 19 
456
Legend FIGURE 6‐1
Project Driveway
XXX / YYY East Huntsman Industrial Park Project
AM / PM Peak Hour Trips Traffic Impact Study
Existing Plus Project Peak Hour Traffic Volumes
20 / 11
109 / 108
14 / 14
24 / 884 / 12812 / 43
160 / 242
46 / 50
327 / 372
20 / 9
3 / 10
157 / 119
138 / 119203 / 19655 / 101
44 / 5161 / 54
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue 6 / 25 2845 / 75 4 / 9
/ 19
299 / 41163 / 24
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Vol_Exist_WP.xlsx 12/17/2023  92 / 88  2 / 5
 414 / 224  20 / 43  291 / 234
   67 / 60   8 / 18    29 / 14
78 / 131      17 / 17   
277 / 326  229 / 312 
142 / 211  38 / 51 
123
 25 / 9
   18 / 27  15 / 17
8 / 17   44 / 15  10 / 4 
4 / 23  21 / 23  11 / 19 
456
Legend FIGURE 6‐2
Project Driveway
XXX / YYY East Huntsman Industrial Park Project
AM / PM Peak Hour Trips Traffic Impact Study
Near‐Term Plus Project Peak Hour Traffic Volumes
20 / 11
110 / 111
14 / 14
24 / 886 / 13012 / 43
160 / 242
47 / 53
328 / 374
20 / 9
3 / 10
157 / 119
150 / 128205 / 19864 / 110
45 / 5461 / 54
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue 6 / 25 2845 / 75 4 / 9
/ 20
301 / 41264 / 24
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Vol_NearTerm_WP.xlsx 12/17/2023  97 / 92  2 / 6
 422 / 234  58 / 100  300 / 244
   72 / 60   26 / 44    31 / 15
83 / 145      18 / 30   
279 / 330  231 / 328 
166 / 234  45 / 54 
123
 25 / 9
   56 / 28  53 / 18
8 / 47   44 / 15  10 / 4 
4 / 23  22 / 52  12 / 48 
456
Legend FIGURE 6‐3
Project Driveway
XXX / YYY East Huntsman Industrial Park Project
AM / PM Peak Hour Trips Traffic Impact Study
Cumulative Year Plus Project Peak Hour Traffic Volumes
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue 6 / 25 4572 / 79 6 / 9
/ 20
316 / 433150 / 75
173 / 143
157 / 132241 / 20967 / 116
47 / 5764 / 7115 / 14
63 / 1190 / 13712 / 43
167 / 281
49 / 56
344 / 387
42 / 27
3 / 10
20 / 11
116 / 117
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Vol_Cumul_WP.xlsx 12/17/2023 7‐1

T RAFFIC I MPACT S TUDY
DECEMBER 2023

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

REEDLEY , C ALIFORNIA
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

7.0 LEVELS OF SERVICE ANALYSIS

7.1 EXISTING LEVELS OF SERVICE

7.1.1 Study Intersections
An intersection LOS analysis was conducted for existing conditions using the methodologies previously discussed. Table 7‐A summarizes the results of this analysis and shows that all study intersections are currently operating at a satisfactory LOS under existing conditions.

7.1.2 Roadway Segments
A roadway segment LOS analysis was conducted for existing conditions using the methodologies previously discussed. Table 7‐B summarizes the results of this analysis and shows that all roadway segments are currently operating at a satisfactory LOS under existing conditions.

7.2 EXISTING PLUS PROJECT LEVELS OF SERVICE
Analysis of the existing plus project scenario is provided to identify direct project‐related operational deficiency if the project were to be built and in operation today. This scenario eliminates the effects of ambient growth and other cumulative projects and deals specifically with operational deficiencies only due to the project traffic. Previously referenced Figure 3‐2 illustrates the study intersection geometrics and traffic control under ‘plus project’ conditions.

7.2.1 Study Intersections
An intersection LOS analysis was conducted for existing plus project conditions using the methodologies previously discussed. Table 7‐A summarizes the results of this analysis and shows that all study intersections are forecasted to operate at a satisfactory LOS under existing plus project conditions.

7.2.2 Roadway Segments
A roadway segment LOS analysis was conducted for existing plus project conditions using the methodologies previously discussed. Table 7‐B summarizes the results of this analysis and shows that all roadway segments are forecast to operate at a satisfactory LOS under existing plus project conditions.

7.3 NEAR‐TERM WITHOUT PROJECT LEVELS OF SERVICE

7.3.1 Study Intersections
An intersection LOS analysis was conducted for near‐term without project conditions using the methodologies previously discussed. Table 7‐C summarizes the results of this analysis and shows that all study intersections are forecast to operate at a satisfactory LOS under near‐term without project conditions.

7.3.2 Roadway Segments
A roadway segment LOS analysis was conducted for near‐term without project conditions using the methodologies previously discussed. Table 7‐D summarizes the results of this analysis and shows 7‐2

T RAFFIC I MPACT S TUDY
DECEMBER 2023

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

REEDLEY , C ALIFORNIA
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23) that all roadway segments are forecast to operate at a satisfactory LOS under near‐term without project conditions.

7.4 NEAR‐TERM PLUS PROJECT LEVELS OF SERVICE

7.4.1 Study Intersections
An intersection LOS analysis was conducted for near‐term plus project conditions using the methodologies previously discussed. Table 7‐C summarizes the results of this analysis and shows that the following intersection is forecast to operate at a deficient LOS under near‐term plus project conditions:
 Englehart Avenue/Dinuba Avenue (p.m. peak hour only).

7.4.2 Roadway Segments
A roadway segment LOS analysis was conducted for near‐term plus project conditions using the methodologies previously discussed. Table 7‐D summarizes the results of this analysis and shows that all roadway segments are forecast to operate at a satisfactory LOS under near‐term plus project conditions.

7.5 CUMULATIVE WITHOUT PROJECT LEVELS OF SERVICE

7.5.1 Study Intersections
An intersection LOS analysis was conducted for cumulative year without project conditions using the methodologies previously discussed. Table 7‐E summarizes the results of this analysis and shows that the following intersection is forecast to operate at a deficient LOS under cumulative without project conditions:
 Englehart Avenue/Dinuba Avenue (p.m. peak hour only).

7.5.2 Roadway Segments
A roadway segment LOS analysis was conducted for cumulative without project conditions using the methodologies previously discussed. Table 7‐F summarizes the results of this analysis and shows that all roadway segments are forecast to operate at a satisfactory LOS under cumulative without project conditions.

7.6 CUMULATIVE PLUS PROJECT LEVELS OF SERVICE

7.6.1 Study Intersections
An intersection LOS analysis was conducted for cumulative plus project conditions using the methodologies previously discussed. Table 7‐E summarizes the results of this analysis and shows that the following intersection is forecast to operate at a deficient LOS under cumulative plus project conditions:
 Englehart Avenue/Dinuba Avenue (a.m. and p.m. peak hour). 7‐3

T RAFFIC I MPACT S TUDY
DECEMBER 2023

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

REEDLEY , C ALIFORNIA
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

7.6.2 Roadway Segments
A roadway segment LOS analysis was conducted for cumulative plus project conditions using the methodologies previously discussed. Table 7‐F summarizes the results of this analysis and shows that all roadway segments are forecast to operate at a satisfactory LOS under cumulative plus project conditions.

Detailed intersection LOS worksheets are included in Appendix D.

7.7 LIST OF CHAPTER 7.0 TABLES
 Table 7‐A: Existing Intersection Levels of Service
 Table 7‐B: Existing Roadway Segments Peak Hour Levels of Service  Table 7‐C: Near Term Intersection Levels of Service
 Table 7‐D: Near Term Roadway Segments Peak Hour Levels of Service  Table 7‐E: Cumulative Intersection Levels of Service
 Table 7‐F: Cumulative Roadway Segments Peak Hour Levels of Service A.M. Peak Hour P.M. Peak Hour
Increase Increase
Delay Delay Delay Delay in Delay in Delay Improvement
Intersection Jurisdiction Control (sec.) LOS (sec.) LOS Control (sec.) LOS (sec.) LOS (sec.) (sec.) Required? 1 . Buttonwillow Avenue/Dinuba Avenue City of Reedley C RND 14.9 B 14.7 B RND 16.0 C 15.7 C 1.1 1.0 No 2 . Buttonwillow Avenue/Huntsman Avenue City of Reedley C OWSC 11.8 B 12.1 B OWSC 13.3 B 13.3 B 1.5 1.2 No 3 . Englehart Avenue/Dinuba Avenue County of Fresno C TWSC 20.9 C 23.4 C TWSC 22.1 C 24.0 C 1.2 0.6 No 4 . Englehart Avenue/Huntsman Avenue County of Fresno C OWSC 9.6 A 9.7 A OWSC 9.7 A 9.7 A 0.1 0.0 No 5 . Project Driveway 1/Huntsman Avenue County of Fresno C OWSC OWSC 8.4 A 8.6 A 8.4 8.6 No 6 . Project Driveway 2/Huntsman Avenue County of Fresno C OWSC OWSC 8.8 A 8.8 A 8.8 8.8 No Notes:

Delay = Average control delay in seconds (For OWSC/TWSC intersections, reported delay is for worst‐case movement). Delay for LOS calculations for intersection with roundabout was obtained from SIDRA. *
Future Intersection Future Intersection
RND = Roundabout; TWSC= Two‐Way Stop Control; OWSC = One‐Way Stop Control; LOS = Level of Service Exceeds LOS Standard
Future Intersection Future Intersection
Table 7‐A ‐ Existing Intersection Levels of Service
LOS
Standard
No Project With Project
A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour P:\20231045.02 Huntsman\PRODUCTS\Traffic\LOS.xlsx\Existing LOS (12/17/2023) A.M. P.M.

Volume v/c Volume v/c Volume v/c Volume v/c Peak Hour Peak Hour Segments on Buttonwillow Avenue
1 . between Dinuba Avenue and Huntsman Avenue (Northbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 353 0.49 C 377 0.52 C 363 0.50 C 415 0.58 C 0.01 0.05 No between Dinuba Avenue and Huntsman Avenue (Southbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 371 0.52 C 452 0.63 C 410 0.57 C 465 0.65 C 0.05 0.02 No 2 . between Huntsman Avenue and Reedley City Limit (Northbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 331 0.46 C 375 0.52 C 347 0.48 C 381 0.53 C 0.02 0.01 No between Huntsman Avenue and Reedley City Limit (Southbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 302 0.42 C 413 0.57 C 307 0.43 C 429 0.60 C 0.01 0.02 No 3 . between Reedley City limits and Floral Avenue (Northbound) Fresno County 1‐Lane Undivided Major Arterial Road 720 335 0.47 C 373 0.52 C 351 0.49 C 379 0.53 C 0.02 0.01 No between Reedley City limits and Floral Avenue (Southbound) Fresno County 1‐Lane Undivided Major Arterial Road 720 300 0.42 C 374 0.52 C 305 0.42 C 390 0.54 C 0.01 0.02 No Segments on Englehart Avenue
4 . between Dinuba Avenue and Huntsman Avenue (Northbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 115 0.16 C 113 0.16 C 119 0.17 C 125 0.17 C 0.01 0.02 No between Dinuba Avenue and Huntsman Avenue (Southbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 96 0.13 C 134 0.19 C 110 0.15 C 138 0.19 C 0.02 0.01 No 5 . between Huntsmen Avenue and Floral Avenue (Northbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 119 0.17 C 115 0.16 C 131 0.18 C 119 0.17 C 0.02 0.01 No between Huntsmen Avenue and Floral Avenue (Southbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 85 0.12 C 141 0.20 C 88 0.12 C 153 0.21 C 0.00 0.02 No Segments on Dinuba Avenue
6 . between Buttonwillow Avenue and Englehart Avenue (Eastbound) City of Reedley 1‐Lane Undivided Arterial Road 720 374 0.52 C 467 0.65 C 374 0.52 C 467 0.65 C 0.00 0.00 No between Buttonwillow Avenue and Englehart Avenue (Westbound) City of Reedley 1‐Lane Undivided Arterial Road 720 555 0.77 C 358 0.50 C 555 0.77 C 358 0.50 C 0.00 0.00 No Segments on Huntsman Avenue
7 . between Buttonwillow Avenue and the project site (Eastbound) City of Reedley/Fresno County 1‐Lane Undivided Collector 720 34 0.05 C 14 0.02 C 89 0.12 C 33 0.05 C 0.08 0.03 No between Buttonwillow Avenue and the project site (Westbound) City of Reedley/Fresno County 1‐Lane Undivided Collector 720 13 0.02 C 7 0.01 C 28 0.04 C 61 0.08 C 0.02 0.08 No 8 . between the project site and Englehart Avenue (Eastbound) Fresno County 1‐Lane Undivided Collector 720 11 0.02 C 19 0.03 C 55 0.08 C 43 0.06 C 0.06 0.03 No between the project site and Englehart Avenue (Westbound) Fresno County 1‐Lane Undivided Collector 720 20 0.03 C 17 0.02 C 44 0.06 C 60 0.08 C 0.03 0.06 No Notes:

LOS = Level of Service; v/c = Volume to Capacity Ratio
1 Classification obtained from the Figure 3.1 ‐ Circulation Diagram, City of Reedley, General Plan 2030 .2 Roadway Capacity obtained from Motor Vehicle Arterial Generalized Service Volume Tables (C2T‐Rural Town) State of Florida 2023 Multimodal Quality/Level of Service Handbook, January 2023* Exceeds LOS Standard LOS
Increase in v/c
Table 7‐B: Existing Roadway Segments Peak Hour Levels of Service LOS
Improvement
Roadway Segment Functional Classification Required? 1
Peak Hour
RoadwayCapacity2 Jurisdiction
Without Project Plus Project
A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour

LOS LOS
P:\20231045.02 Huntsman\PRODUCTS\Traffic\xRoadway LOS.xlsx\Existing (12/18/2023) A.M. Peak Hour P.M. Peak Hour
Increase Increase
Delay Delay Delay Delay in Delay in Delay Improvement
Intersection Jurisdiction Control (sec.) LOS (sec.) LOS Control (sec.) LOS (sec.) LOS (sec.) (sec.) Required? 1 . Buttonwillow Avenue/Dinuba Avenue City of Reedley C RND 16.1 C 15.7 C RND 17.4 C 16.8 C 1.3 1.1 No 2 . Buttonwillow Avenue/Huntsman Avenue City of Reedley C OWSC 11.9 B 12.1 B OWSC 14.8 B 13.3 B 2.9 1.2 No 3 . Englehart Avenue/Dinuba Avenue County of Fresno C TWSC 21.2 C 24.3 C TWSC 25.3 D * 24.9 C 4.1 0.6 Yes 4 . Englehart Avenue/Huntsman Avenue County of Fresno C OWSC 9.7 A 9.4 A OWSC 9.7 A 9.7 A 0.0 0.3 No 5 . Project Driveway 1/Huntsman Avenue County of Fresno C OWSC OWSC 8.4 A 8.6 A 8.4 8.6 No 6 . Project Driveway 2/Huntsman Avenue County of Fresno C OWSC OWSC 8.8 A 8.8 A 8.8 8.8 No Notes:
*
Table 7‐C ‐ Near Term Intersection Levels of Service
No Project With Project
A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour LOS
Standard
Future Intersection Future Intersection
Delay = Average control delay in seconds (For OWSC/TWSC intersections, reported delay is for worst‐case movement). Delay for LOS calculations for intersection with roundabout was obtained from SIDRA.

Exceeds LOS Standard
Future Intersection Future Intersection
RND = Roundabout; TWSC= Two‐Way Stop Control; OWSC = One‐Way Stop Control; LOS = Level of Service P:\20231045.02 Huntsman\PRODUCTS\Traffic\LOS.xlsx\Near Term LOS (12/17/2023) A.M. P.M.

Volume v/c Volume v/c Volume v/c Volume v/c Peak Hour Peak Hour Segments on Buttonwillow Avenue
1 . between Dinuba Avenue and Huntsman Avenue (Northbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 354 0.49 C 380 0.53 C 364 0.51 C 418 0.58 C 0.01 0.05 No between Dinuba Avenue and Huntsman Avenue (Southbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 375 0.52 C 456 0.63 C 414 0.58 C 469 0.65 C 0.05 0.02 No 2 . between Huntsman Avenue and Reedley City Limit (Northbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 332 0.46 C 377 0.52 C 348 0.48 C 383 0.53 C 0.02 0.01 No between Huntsman Avenue and Reedley City Limit (Southbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 304 0.42 C 414 0.58 C 309 0.43 C 430 0.60 C 0.01 0.02 No 3 . between Reedley City limits and Floral Avenue (Northbound) Fresno County 1‐Lane Undivided Major Arterial Road 720 336 0.47 C 375 0.52 C 352 0.49 C 381 0.53 C 0.02 0.01 No between Reedley City limits and Floral Avenue (Southbound) Fresno County 1‐Lane Undivided Major Arterial Road 720 302 0.42 C 376 0.52 C 307 0.43 C 392 0.54 C 0.01 0.02 No Segments on Englehart Avenue
4 . between Dinuba Avenue and Huntsman Avenue (Northbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 116 0.16 C 116 0.16 C 120 0.17 C 128 0.18 C 0.01 0.02 No between Dinuba Avenue and Huntsman Avenue (Southbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 98 0.14 C 136 0.19 C 112 0.16 C 140 0.19 C 0.02 0.01 No 5 . between Huntsmen Avenue and Floral Avenue (Northbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 120 0.17 C 118 0.16 C 132 0.18 C 122 0.17 C 0.02 0.01 No between Huntsmen Avenue and Floral Avenue (Southbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 87 0.12 C 143 0.20 C 90 0.13 C 155 0.22 C 0.00 0.02 No Segments on Dinuba Avenue
6 . between Buttonwillow Avenue and Englehart Avenue (Eastbound) City of Reedley 1‐Lane Undivided Arterial Road 720 388 0.54 C 489 0.68 C 388 0.54 C 489 0.68 C 0.00 0.00 No between Buttonwillow Avenue and Englehart Avenue (Westbound) City of Reedley 1‐Lane Undivided Arterial Road 720 573 0.80 C 372 0.52 C 573 0.80 C 372 0.52 C 0.00 0.00 No Segments on Huntsman Avenue
7 . between Buttonwillow Avenue and the project site (Eastbound) City of Reedley/Fresno County 1‐Lane Undivided Collector 720 35 0.05 C 14 0.02 C 90 0.13 C 33 0.05 C 0.08 0.03 No between Buttonwillow Avenue and the project site (Westbound) City of Reedley/Fresno County 1‐Lane Undivided Collector 720 13 0.02 C 7 0.01 C 28 0.04 C 61 0.08 C 0.02 0.08 No 8 . between the project site and Englehart Avenue (Eastbound) Fresno County 1‐Lane Undivided Collector 720 11 0.02 C 19 0.03 C 55 0.08 C 43 0.06 C 0.06 0.03 No between the project site and Englehart Avenue (Westbound) Fresno County 1‐Lane Undivided Collector 720 20 0.03 C 17 0.02 C 44 0.06 C 60 0.08 C 0.03 0.06 No Notes:

LOS = Level of Service; v/c = Volume to Capacity Ratio
1 Classification obtained from the Figure 3.1 ‐ Circulation Diagram, City of Reedley, General Plan 2030 .2 Roadway Capacity obtained from Motor Vehicle Arterial Generalized Service Volume Tables (C2T‐Rural Town) State of Florida 2023 Multimodal Quality/Level of Service Handbook, January 2023* Exceeds LOS Standard P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour

LOS LOS LOS LOS
Table 7‐D: Near Term Roadway Segments Peak Hour Levels of Service Roadway Segment Jurisdiction Functional Classification1 Peak Hour
RoadwayCapacity2
Without Project Plus Project Increase in v/c
Improvement
Required?
A.M. Peak Hour
P:\20231045.02 Huntsman\PRODUCTS\Traffic\xRoadway LOS.xlsx\Near Term (12/18/2023) A.M. Peak Hour P.M. Peak Hour
Increase Increase
Delay Delay Delay Delay in Delay in Delay Improvement
Intersection Jurisdiction Control (sec.) LOS (sec.) LOS Control (sec.) LOS (sec.) LOS (sec.) (sec.) Required? 1 . Buttonwillow Avenue/Dinuba Avenue City of Reedley C RND 20.2 C 19.8 C RND 22.4 C 21.6 C 2.2 1.8 No 2 . Buttonwillow Avenue/Huntsman Avenue City of Reedley C OWSC 16.8 C 15.6 C OWSC 20.2 C 18.2 C 3.4 2.6 No 3 . Englehart Avenue/Dinuba Avenue County of Fresno C TWSC 24.8 C 31.8 D * TWSC 26.7 D * 33.4 D * 1.9 1.6 Yes 4 . Englehart Avenue/Huntsman Avenue County of Fresno C OWSC 9.9 A 10.2 B OWSC 9.9 A 10.4 B 0.0 0.2 No 5 . Project Driveway 1/Huntsman Avenue County of Fresno C OWSC OWSC 8.6 A 8.6 A 8.6 8.6 No 6 . Project Driveway 2/Huntsman Avenue County of Fresno C OWSC OWSC 9.0 A 9.0 A 9.0 9.0 No Notes:
*
Future Intersection Future Intersection
Delay = Average control delay in seconds (For OWSC/TWSC intersections, reported delay is for worst‐case movement). Delay for LOS calculations for intersection with roundabout was obtained from SIDRA.

Exceeds LOS Standard
Future Intersection Future Intersection
RND = Roundabout; TWSC= Two‐Way Stop Control; OWSC = One‐Way Stop Control; LOS = Level of Service Table 7‐E ‐ Cumulative Intersection Levels of Service
No Project With Project
A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour LOS
Standard
P:\20231045.02 Huntsman\PRODUCTS\Traffic\LOS.xlsx\Cumul LOS (12/17/2023) A.M. P.M.

Volume v/c Volume v/c Volume v/c Volume v/c Peak Hour Peak Hour Segments on Buttonwillow Avenue
1 . between Dinuba Avenue and Huntsman Avenue (Northbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 392 0.54 C 449 0.62 C 402 0.56 C 487 0.68 C 0.01 0.05 No between Dinuba Avenue and Huntsman Avenue (Southbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 440 0.61 C 495 0.69 C 479 0.67 C 508 0.71 C 0.05 0.02 No 2 . between Huntsman Avenue and Reedley City Limit (Northbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 370 0.51 C 410 0.57 C 386 0.54 C 416 0.58 C 0.02 0.01 No between Huntsman Avenue and Reedley City Limit (Southbound) City of Reedley 1‐Lane Undivided Major Arterial Road 720 337 0.47 C 461 0.64 C 342 0.48 C 477 0.66 C 0.01 0.02 No 3 . between Reedley City limits and Floral Avenue (Northbound) Fresno County 1‐Lane Undivided Major Arterial Road 720 350 0.49 C 411 0.57 C 366 0.51 C 417 0.58 C 0.02 0.01 No between Reedley City limits and Floral Avenue (Southbound) Fresno County 1‐Lane Undivided Major Arterial Road 720 311 0.43 C 388 0.54 C 316 0.44 C 404 0.56 C 0.01 0.02 No Segments on Englehart Avenue
4 . between Dinuba Avenue and Huntsman Avenue (Northbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 122 0.17 C 152 0.21 C 126 0.18 C 164 0.23 C 0.01 0.02 No between Dinuba Avenue and Huntsman Avenue (Southbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 141 0.20 C 144 0.20 C 155 0.22 C 148 0.21 C 0.02 0.01 No 5 . between Huntsmen Avenue and Floral Avenue (Northbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 125 0.17 C 124 0.17 C 137 0.19 C 128 0.18 C 0.02 0.01 No between Huntsmen Avenue and Floral Avenue (Southbound) Fresno County 1‐Lane Undivided Future Arterial Road 720 91 0.13 C 150 0.21 C 94 0.13 C 162 0.23 C 0.00 0.02 No Segments on Dinuba Avenue
6 . between Buttonwillow Avenue and Englehart Avenue (Eastbound) City of Reedley 1‐Lane Undivided Arterial Road 720 395 0.55 C 386 0.54 C 395 0.55 C 386 0.54 C 0.00 0.00 No between Buttonwillow Avenue and Englehart Avenue (Westbound) City of Reedley 1‐Lane Undivided Arterial Road 720 591 0.82 C 502 0.70 C 591 0.82 C 502 0.70 C 0.00 0.00 No Segments on Huntsman Avenue
7 . between Buttonwillow Avenue and the project site (Eastbound) City of Reedley/Fresno County 1‐Lane Undivided Collector 720 137 0.19 C 83 0.12 C 192 0.27 C 102 0.14 C 0.08 0.03 No between Buttonwillow Avenue and the project site (Westbound) City of Reedley/Fresno County 1‐Lane Undivided Collector 720 69 0.10 C 90 0.13 C 84 0.12 C 144 0.20 C 0.02 0.08 No 8 . between the project site and Englehart Avenue (Eastbound) Fresno County 1‐Lane Undivided Collector 720 11 0.02 C 48 0.07 C 55 0.08 C 72 0.10 C 0.06 0.03 No between the project site and Englehart Avenue (Westbound) Fresno County 1‐Lane Undivided Collector 720 59 0.08 C 18 0.03 C 83 0.12 C 61 0.08 C 0.03 0.06 No Notes:

LOS = Level of Service; v/c = Volume to Capacity Ratio
1 Classification obtained from the Figure 3.1 ‐ Circulation Diagram, City of Reedley, General Plan 2030 .2 Roadway Capacity obtained from Motor Vehicle Arterial Generalized Service Volume Tables (C2T‐Rural Town) State of Florida 2023 Multimodal Quality/Level of Service Handbook, January 2023* Exceeds LOS Standard

LOS LOS LOS LOS
Table 7‐F: Cumulative Roadway Segments Peak Hour Levels of Service Roadway Segment Jurisdiction Functional Classification1 Peak Hour
RoadwayCapacity2
Without Project Plus Project Increase in v/c
Improvement
Required?
A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour P:\20231045.02 Huntsman\PRODUCTS\Traffic\xRoadway LOS.xlsx\Cumulative (12/18/2023) 8‐1

T RAFFIC I MPACT S TUDY
DECEMBER 2023

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

REEDLEY , C ALIFORNIA
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

8.0 DRIVEWAY ACCESS ANALYSIS
Tables 8‐A, 8‐B, and 8‐C shows the available turn‐pocket storage lengths and summarize the 95th percentile back‐of‐queue lengths at the project driveways under existing, near‐term, and cumulative without project and plus project conditions. The queues have been reported from SimTraffic since Synchro does not appropriately report queues at unsignalized intersections.

As shown in these tables, the queues at the project driveways are nominal. Additionally, as shown in the detailed report for these queuing and blocking analysis, the project traffic does not create any blockages for the through traffic along Huntsman Avenue.

Detailed queuing worksheets are included in Appendix E
Both the project driveways are proposed to be stop controlled. Therefore, project vehicles exiting from the project site will stop and yield to the traffic along Huntsman Avenue. Along the project frontage, currently there is no dedicated on‐street parking provision. Additionally, there’s no other large objects present or proposed as part of the project frontage improvement to obstruct the sight distance of vehicles exiting the project site. Therefore, both the driveways would have adequate sight distance for safe maneuvers of project traffic.

8.1 LIST OF CHAPTER 8.0 TABLES
 Table 8‐A: Existing Queuing Analysis
 Table 8‐B: Near‐Term Queuing Analysis
 Table 8‐C: Cumulative Year Queuing Analysis

AM PM AM PM

5. Project Driveway 1/Huntsman Avenue SBLR 280 0 0 30 45 OWSC

6. Project Driveway 2/Huntsman Avenue SBLR 70 0 0 25 35 OWSC
Notes:EB = Eastbound; WB = Westbound; NB = Northbound; SB = Southbound L = Left; R = Right
Bold = Queue exceeds available storage.
1 Storage length for all movements obtained from Google Earth measurements and conceptual site plan.2 Table 8‐A ‐ Existing Queuing Analysis
Storage Length1
(ft/ln)
Existing
Intersection Movement
All queues reported are 95th percentile queues. Queues for unsignalized intersections have been taken from SimTraffic.

No Project2 Plus Project 2
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Intersection Queue.xlsx (12/20/2023)

AM PM AM PM

5. Project Driveway 1/Huntsman Avenue SBLR 280 0 0 30 45 OWSC

6. Project Driveway 2/Huntsman Avenue SBLR 70 0 0 30 45 OWSC
Notes:EB = Eastbound; WB = Westbound; NB = Northbound; SB = Southbound L = Left; R = Right
Bold = Queue exceeds available storage.
1 Storage length for all movements obtained from Google Earth measurements and conceptual site plan.2 All queues reported are 95th percentile queues. Queues for unsignalized intersections have been taken from SimTraffic.

Table 8‐B ‐ Near‐Term Queuing Analysis
Storage Length1
(ft/ln)
Near Term
No Project2 Plus Project 2 Intersection Movement
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Intersection Queue.xlsx (12/20/2023)

AM PM AM PM

5. Project Driveway 1/Huntsman Avenue SBLR 280 0 0 55 75 OWSC

6. Project Driveway 2/Huntsman Avenue SBLR 70 0 0 25 65 OWSC
Notes:EB = Eastbound; WB = Westbound; NB = Northbound; SB = Southbound L = Left; R = Right
Bold = Queue exceeds available storage.
1 Storage length for all movements obtained from Google Earth measurements and conceptual site plan.2 All queues reported are 95th percentile queues. Queues for unsignalized intersections have been taken from SimTraffic.

Table 8‐C ‐ Cumulative Year Queuing Analysis
Storage Length1
(ft/ln)
Cumulative
No Project2 Plus Project 2 Intersection Movement
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Intersection Queue.xlsx (12/20/2023) 9‐5

T RAFFIC I MPACT S TUDY
DECEMBER 2023

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

REEDLEY , C ALIFORNIA
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

9.0 CIRCULATION IMPROVEMENTS AND FUNDING SOURCES

9.1 RECOMMENDED IMPROVEMENTS
Improvements have been recommended at the study intersection where an operational deficiency has been identified based on the results of the LOS analysis. Figure 9‐1 illustrates the study intersection geometrics and traffic control under ‘plus project’ conditions with recommended improvements.

For the intersection at Dinuba Avenue/Englehart Avenue, converting the existing two‐way stop control (TWSC) to all‐way stop control (AWSC) is being proposed to eliminate the forecasted operational deficiency under near‐term and cumulative conditions. Tables 9‐A and 9‐B summarize the post‐improvement intersection LOS under near‐term and cumulative conditions, respectively.

Detailed LOS worksheets are included in Appendix D.

9.2 FUNDING SOURCES AND MECHANISMS
Where there is a funding mechanism (fee program) for the recommended improvements, payment into the fee program would be considered sufficient project obligation to alleviate project‐related operational deficiencies. At study locations where the addition of project traffic creates an operational deficiency (existing plus project conditions) and there is no funding mechanism in place, the project will be responsible for the implementation of the improvement. At locations where the project adds to or creates a forecast deficiency and there is no funding mechanism in place, the project is responsible for its fair‐share payment. As such, the project will be paying its fair share for the recommended improvement at the intersection of Dinuba Avenue/Englehart Avenue.

9.2.1 Project Fair Share
In the absence of a fee program where the project has an impact on the roadway network, the project will pay its respective fair share for the proposed improvements. The project’s fair share has been calculated based on project traffic as a percentage of total growth of existing traffic plus project volumes. The fair share calculation formula may be found below:

𝐹𝑎𝑖𝑟 𝑆ℎ𝑎𝑟𝑒 % ൌ 𝑃𝑟𝑜𝑗𝑒𝑐𝑡 𝑇𝑟𝑖𝑝𝑠
𝑃𝑟𝑜𝑗𝑒𝑐𝑡 𝑇𝑟𝑖𝑝𝑠 ൅ 𝑇𝑜𝑡𝑎𝑙 𝐺𝑟𝑜𝑤𝑡ℎ
The project will be paying its fair share for the recommended improvements at the intersection of Englehart Avenue/Dinuba Avenue.

Table 9‐C summarizes the recommended improvement for the deficient intersection and its fair share percentage for the improvement.

9.3 LIST OF CHAPTER 9.0 FIGURES AND TABLES
 Figure 9‐1: Study Intersection Geometrics and Traffic Control under ‘Plus Project’ Conditions with Improvements
9‐6

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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)  Table 9‐A: Near‐Term Plus Project with Recommended Improvements Intersection Levels of Service
 Table 9‐B: Cumulative Plus Project with Recommended Improvements Intersection Levels of Service
 Table 9‐C: Recommended Improvements for Intersections and Fair Share 12 3
45 6
FIGURE 9‐1
Yield
Legend Recommended Improvements East Huntsman Industrial Park Project Stop Sign Project Driveway Traffic Impact Study
Roundabout Study Intersection Geometrics and Traffic Control with Recommended Improvements 
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue  

  
Project Driveway 2/Huntsman Avenue
Englehart Avenue/Dinuba Avenue

 


  
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue  
Y
Y Y
Y Y
P:\20231045.02 Huntsman\PRODUCTS\Traffic\g12_Geo‐MIT.xlsx (12/20/2023) Delay Delay Delay Delay Delay
Intersection Jurisdiction Control (sec.) LOS (sec.) (sec.) LOS Control (sec.) LOS (sec.) LOS 3 . Englehart Avenue/Dinuba Avenue County of Fresno C TWSC 25.3 D * 24.9 24.9 C AWSC 14.7 B 15.1 C Notes:

AWSC = All way Stop control; TWSC= Two‐Way Stop Control; OWSC = One‐Way Stop Control; LOS = Level of Service Delay = Average control delay in seconds (For OWSC/TWSC intersections, reported delay is for worst‐case movement). Delay for LOS calculations for intersection with roundabout was obtained from SIDRA. * Exceeds LOS Standard
Table 9‐A ‐ Near‐Term Plus Project with Recommended Improvements Intersection Levels of Service LOS
Standard
Plus Project Without Improvements Plus Project With Improvements A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour P:\20231045.02 Huntsman\PRODUCTS\Traffic\LOS.xlsx\Near Term MIT (12/21/2023) Delay Delay Delay Delay
Intersection Jurisdiction Control (sec.) LOS (sec.) LOS Control (sec.) LOS (sec.) LOS 3 . Englehart Avenue/Dinuba Avenue County of Fresno C TWSC 26.7 D * 33.4 D * AWSC 16.3 C 17.6 C Notes:

AWSC = All way Stop control; TWSC= Two‐Way Stop Control; OWSC = One‐Way Stop Control; LOS = Level of Service Delay = Average control delay in seconds (For OWSC/TWSC intersections, reported delay is for worst‐case movement). Delay for LOS calculations for intersection with roundabout was obtained from SIDRA. * Exceeds LOS Standard
Table 9‐B ‐ Cumulative Plus Project with Recommended Improvements Intersection Levels of Service Plus Project Without Improvements Plus Project With Improvements A.M. Peak Hour P.M. Peak Hour A.M. Peak Hour P.M. Peak Hour LOS
Standard
P:\20231045.02 Huntsman\PRODUCTS\Traffic\LOS.xlsx\Cumul MIT (12/20/2023) Improvements
Near Term (2026) Cumulative (2046) Funding Covered by Fair Share Plus Project Improvements Plus Project Improvements Mechanism Fair Share Percentage1 3 . Englehart Avenue/Dinuba Avenue Convert TWSC to AWSC Convert TWSC to AWSC Fair Share Convert TWSC to AWSC 18.75% Notes:

AWSC = All‐Way Stop Control, TWSC = Two‐Way Stop Control 1 Table 9‐C ‐ Recommended Improvements for Intersections and Fair Share Project Fair Share Percentage is the highest fair share value of the AM and PM peak hour when both peak hours require improvements, or only in the peak hour that require improvements.

Intersection
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Improvements.xlsx\Int LOS MIT All (12/20/2023) 10‐1

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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

10.0 VEHICLE MILES TRAVELED ANALYSIS
On December 28, 2018, the California Office of Administrative Law cleared the revised CEQA guidelines for use. Among the changes to the guidelines was removal of vehicle delay and level of service from consideration under CEQA. With the adopted guidelines, transportation impacts are to be evaluated based on a project’s effect on VMT.

The City is one of the member jurisdictions of Fresno County Association of Governments (Fresno COG) and follows the Fresno County SB 743 Implementation Regional Guidelines, dated January 2021 (VMT Guidelines) that includes recommended screening criteria, methodology and significant threshold criteria for projects within Fresno COG member jurisdictions, including the City.

Substantial evidence is also included in the implementation guidelines for these screening criteria, recommended methodologies, and significant impact criteria. Therefore, the VMT evaluation was conducted using the recommended screening criteria, methodology and significant threshold criteria included in the VMT Guidelines.

10.1 Methodology
Fresno COG’s VMT analysis guidelines provide multiple screening criteria for land use projects. Each of these criteria was evaluated for the project to determine if the project can be screened out.

Following is a brief description about the applicability of each of these screening criteria for the proposed project:
 Transit Priority Area (TPA) Screening: As per the VMT Guideline, TPAs are defined as an area within one‐half mile of a major transit stop that is existing or planned. As discussed in Section 3 of this report, currently there is no transit facilities in the vicinity of the project. Additionally, based on information within the City of Reedley General Plan (2030), the project is not estimated to be within any future TPA. Therefore, this screening criteria does not apply to the project.
 Low Trip Generator: The VMT analysis guidelines identify that projects generating less than 500 daily trips could be screened out. As shown in Table 5‐A in the project trip generation section, the project is estimated to generate 561 daily trips. Therefore, this screening criteria does not apply to the project.
 Other Screening Criteria: The project land use does not include only residential or office land uses. Therefore, it cannot be screened out using low VMT area maps. Additionally, it is neither an affordable housing project nor can it be classified as retail, institutional/government uses, or public service uses. As such, these screening criteria do not apply to the project.

Based on the reasons stated above, the project cannot be screened out from a detailed VMT analysis. As such, pursuant to the VMT Guidelines, a detailed VMT analysis was conducted using the regional travel demand model.

10.1.1 Thresholds of Significance
As previously stated, the project includes non‐residential land uses only. However, it is a mixed‐use project with primarily industrial and office uses that would require a General Plan Amendment. 10‐2

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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23) Pursuant to the VMT Guidelines, VMT per employee was used as the VMT metric to determine project impacts. Therefore, as recommended in the VMT Guidelines, the threshold for determining VMT impacts has been considered as 13 percent below the region’s current baseline VMT per employee.

As recommended in the VMT Guidelines, the entire Fresno County was identified as the region for VMT analysis for non‐residential projects. Additionally, since the Fresno COG Activity Based Model (ABM), is the regional travel demand model for the entire county. Therefore, this model was used to determine the project VMT. The project VMT was calculated from the Fresno COG ABM model run as described below:

10.1.2 Project Traffic Analysis Zone Update
The first step was to update the traffic analysis zones (TAZs) in the model that include the project area. The project was isolated to estimate the project VMT. As such, two separate TAZ was used for the warehouse and the office land use. The project employee estimate was obtained from project site plan. The Fresno COG ABM socioeconomic database for the baseline (2019) scenario was updated with the project socioeconomic data within the project TAZs. Model run was conducted for this updated model and the outputs from this model run was used to estimate project VMT per employee for both the office and warehouse uses.

10.1.3 Model Runs and Project Vehicle Miles Traveled Estimation A model run was conducted for this updated model upon completion of the socioeconomic data update. The outputs from this updated model run were used to calculate the project VMT per employee office and warehouse uses.

10.2 PROJECT VEHICLE MILES TRAVELED ANALYSIS
As previously mentioned, the baseline (2019) regional VMT per employee was obtained from the Fresno COG ABM “without project” run. The Regional Average VMT per Employee is 25.6. Further, as stated above, 13 percent below the baseline regional VMT per employee, or 22.3, was considered as the VMT threshold. Table 10‐A shows the regional threshold and project VMT per employee for both the office and warehouse land uses. As shown in Table 10‐A, the project VMT per employee for the proposed office use is 12.4, which is 44.39 percent lower than the VMT threshold. Similarly, the VMT per employee for the proposed warehouse use is 12.8, which is 42.60 percent lower than the VMT threshold. As such, both the project component is estimated to have no significant VMT impact. Therefore, the proposed project would not have any significant VMT impact.

Detailed VMT calculation worksheets for the project are included in Appendix F

10.3 LIST OF CHAPTER 10.0 TABLES
 Table 10‐A: Baseline (2019) Regional and Project VMT per Employee 10‐3

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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23) Table 10‐A: Baseline (2020) Regional and Project VMT per Employee Project Land Use
VMT Threshold
(13% Below
Regional Average)
Project VMT per
Employee
Percentage
Difference
Significant
Impact?
Office 22.3 12.4 44.39% NO
Warehouse 22.3 12.8 42.60% NO
Source: Fresno COG Activity Based Model
VMT = Vehicle Miles Traveled
11‐1

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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

11.0 SUMMARY AND CONCLUSIONS
The proposed project site will be developed into an industrial park with office/retail, warehouse, and truck maintenance facilities with an estimated completion date of 2026. Access to the site will be provided via two driveways on Huntsman Avenue. Overall, the project is estimated to generate 970 daily PCE trips, with 100 trips occurring during the a.m. peak hour and 105 trips occurring during the p.m. peak hour.

11.1 EXISTING CONDITIONS SUMMARY
All study intersections and all roadway segments operate at a satisfactory LOS under existing and existing plus project conditions.

11.2 NEAR‐TERM CONDITIONS SUMMARY
All study intersections and roadway segments are forecast to operate at a satisfactory LOS under near‐term without project conditions while five study intersections are forecast to operate at a satisfactory LOS under near‐term plus project conditions. One study intersection is forecast to operate at a deficient LOS under near‐term plus project condition. All roadway segments are forecast to operate at a satisfactory LOS under near‐term plus project conditions.

11.3 CUMULATIVE YEAR CONDITIONS SUMMARY
Five study intersections and all roadway segments are forecast to operate at a satisfactory LOS under cumulative year ‘without project’ and ‘plus project’ conditions. One study intersection is forecast to operate at a deficient LOS under cumulative ‘without project’ and ‘plus project’ conditions.

11.4 IMPROVEMENTS SUMMARY
Based on the improvements discussed in Section 9.1 “Recommended Improvements” of this report the recommended improvements include converting the existing two‐way stop control to an all‐way stop control at the deficient intersection. The project will pay its fair share for intersections where improvements are not covered by a fee program.

11.5 DRIVEWAY ACCESS ANALYSIS SUMMARY
The stop control at the project driveways will be one‐way stop control (OWSC). Based on the locations of the project driveway, the project is not anticipated to create deficiency in the neighborhood traffic flow pattern.

11.6 VEHICLE MILES TRAVELED SUMMARY
Based on the recommended screening criteria included in the VMT Guidelines, the project is not expected to have any significant VMT impact.

T RAFFIC I MPACT S TUDY
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P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

APPENDIX A

SCOPING AGREEMENT
12/21/23 (P:\20231045.02 Huntsman\PRODUCTS\Traffic\Scoping Agreement\Huntsman Industrial Park Scoping Agreement ‐ New.docx)

CARLSBAD
CLOVIS
IRVINE

LOS ANGELES

PALM SPRINGS

POINT RICHMOND

RIVERSIDE

ROSEVILLE

SAN LUIS OBISPO
1500 Iowa Avenue, Suite 200, Riverside, California  92507     951.781.9310     www.lsa.net December 21, 2023
Rodney L. Horton, MPA
Community Development Director
Community Development Department; City of Reedley
1733 9th Street
Reedley, CA 93654
Subject: Scope of Work for the East Huntsman Avenue Industrial Park Project Traffic Impact Study (LSA Project No. 20231045.02)
Dear Rodney:

LSA will be preparing a Traffic Impact Study (TIS) for the proposed East Huntsman Avenue Industrial Park Project (project) to be located within Fresno County (County) and proposed to be annexed in the City of Reedley (City). The project site is bounded by Huntsman Avenue on the south and agricultural lands on the east and north. Figure 1 (all figures and tables attached) illustrates the regional and project location.

The project site is currently used for growing agricultural crops and contains agricultural support buildings and one single‐family residence. The proposed project would divide the 42‐acre project site into 26 lots, which would be developed with office/retail, warehouse, and truck maintenance facilities. Additionally, 2.23 acres of parking would be provided including, employee, guest, and truck parking stalls.

Access to the site will be provided via two driveways on Huntsman Avenue. A third driveway is proposed in the site plan on the northern side of the project. However, since it is not currently connected to the existing circulation system, this driveway is not anticipated to have any project trips. Figure 2 illustrates the conceptual site plan for the project.

LSA anticipates that the following scope of work will be required for preparation of the TIS.

SCOPE OF WORK: LEVEL OF SERVICE ANALYSIS
While Level of Service (LOS) analysis is no longer a determinant of California Environmental Quality Act (CEQA) impacts, the project will need to demonstrate consistency with the General Plan goals and policies since project traffic will be affecting the surrounding roadway circulation network under the jurisdiction of the County. Therefore, an LOS analysis will be prepared for the project. It is LSA’s understanding that the City does not have its own LOS study guidelines but follows the Draft Guidelines for the Preparation of Traffic Impact Studies within the County of Fresno (TIS Guidelines), dated May 2018. Therefore, the TIS scope has been prepared in accordance with the recommendations included in the County’s TIS Guidelines. 12/21/2023 (P:\20231045.02 Huntsman\PRODUCTS\Traffic\Scoping Agreement\Huntsman Industrial Park Scoping Agreement ‐ New.docx) 2 Study Intersections
As previously mentioned, the TIS for the proposed project will be prepared to meet the requirements of the County’s TIS Guidelines. As per the County’s TIS Guidelines, any intersection where the project is anticipated to add 10 or more peak hour trips should be included in the study.

However, it should be noted that the County’s TIS Guidelines were developed primarily to address traffic operations in rural areas. Since the project is located within the City’s sphere of influence (suburban settings), intersections where the project is estimated to add 50 or more peak hour trips were considered for evaluation. Using this criterion, and based on recommendation from City and County of Fresno staff, the following intersections are being proposed for evaluation:

1. Buttonwillow Avenue/Dinuba Avenue (Reedley)

2. Englehart Avenue/Dinuba Avenue (County of Fresno)

3. Buttonwillow Avenue/Huntsman Avenue (Reedley)

4. Englehart Avenue/Huntsman Avenue (County of Fresno)

5. Project Driveway 1/Huntsman Avenue (County of Fresno)

6. Project Driveway 2/Huntsman Avenue (County of Fresno) Figures 3 illustrate the study area intersection.

Traffic operations at all study intersections will be analyzed during the weekday a.m. and p.m. peak hours. The a.m. peak hour is defined as the one hour of highest traffic volumes occurring between 7:00 and 9:00 a.m., while the p.m. peak hour is defined as the one hour of highest traffic volumes occurring between 4:00 and 6:00 p.m. Intersection LOS will be calculated using the Highway Capacity Manual 7th Edition (HCM 7) analysis methodologies and using Synchro 12 software for signalized and unsignalized intersections, and SIDRA software for roundabouts.

Roadway Segments
Based on recommendation from City and County staff, the following roadway segments are being proposed for evaluation:

1. Buttonwillow Avenue, between Dinuba Avenue and Huntsman Avenue,

2. Buttonwillow Avenue, between Huntsman Avenue and Reedley City Limit,

3. Buttonwillow Avenue, between Reedley City limits and Floral Avenue,

4. Englehart Avenue, between Dinuba Avenue and Huntsman Avenue,

5. Englehart Avenue, between Huntsmen Avenue and Floral Avenue

6. Dinuba Avenue, between Buttonwillow Avenue and Englehart Avenue,

7. Huntsman Avenue, between Buttonwillow Avenue and the project site, and

8. Huntsman Avenue, between the project site and Englehart Avenue.

Analysis Scenarios
As per the County’s TIS Guidelines, the following scenarios will be included in the TIS:
 Existing Conditions;
 Existing Plus Project Conditions;
 Near‐Term Without Project Conditions;
12/21/2023 (P:\20231045.02 Huntsman\PRODUCTS\Traffic\Scoping Agreement\Huntsman Industrial Park Scoping Agreement ‐ New.docx) 3  Near‐Term Plus Project Conditions;
 Cumulative Without Project Conditions; and
 Cumulative Plus Project Conditions.

Trip Generation
The trip generation for the proposed project was developed using the following rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition):
 Land Use 150 ‐ " Warehousing "
 Land Use 710 ‐ "General Office Building”
It should be noted that as shown in the conceptual site plan, Parcel 1 has been proposed either as a retail or an office facility. However, given the location of the project and location of parcel 1 within the project, it is estimated that Parcel 1 would be developed as a commercial office facility.

Therefore, for purposes of this analysis, Parcel 1 has been considered as an office facility to develop the project trip generation.

Additionally, as shown in the site plan, a truck repair facility has been proposed. However, this facility is estimated to provide truck repair services to trucks that are accessing the project’s industrial buildings. Therefore, no external trips were accounted for this use as part of the project trip generation.

Warehouse facilities typically generate a significant number of truck trips along with passenger vehicles (PV). Therefore, the total amount of trips generated by the warehouse facilities were converted to trucks and passenger vehicles based on the South Coast Air Quality Management District (SCAQMD) recommendations for warehousing projects. Based on our prior experience working on industrial projects within the County, SCAQMD vehicle splits is an acceptable methodology to develop vehicle mix estimates. As such, 31 percent of project traffic will be trucks.

Based on Vehicle Mix from the SCAQMD, Warehouse Truck Trip Study Data Results and Usage, dated December 2014, the truck mix was considered as 18.7% 4‐ or more axle, 5.5% 3‐axle, and

6.8% 2‐axle trucks. The concept of passenger car equivalent (PCE) accounts for the larger impact of trucks on traffic operations. HCM recommends applying a PCE factor of 2.0 to convert truck trips to equivalent passenger car trips. It does so by assigning each type of truck a PCE factor that represents the number of passenger vehicles that could travel through an intersection at the same time that a particular type of truck could. However, as a conservative approach, all truck trips were converted to PCE using a 2.0 PCE factor for 2‐axle and 3‐axle trucks, and 3.0 for 4‐ and more axle trucks.

Table A summarizes the project trip generation. As shown in Table A, the project is estimated to generate 517 daily PV trips, with 56 PV trips during the a.m. peak hour, and 58 PV trips during the p.m. peak hour. Additionally, the project is estimated to generate 174 daily truck trips, with 17 truck trips during the a.m. peak hour, and 18 truck trips during the p.m. peak hour. After converting the truck trips into PCE, the project is estimated to generate 970 daily PCE trips, with 100 trips occurring during the a.m. peak hour and 105 trips occurring during the p.m. peak hour. 12/21/2023 (P:\20231045.02 Huntsman\PRODUCTS\Traffic\Scoping Agreement\Huntsman Industrial Park Scoping Agreement ‐ New.docx) 4 Generalized trip distribution patterns were developed based on the location of the proposed project in relation to surrounding land uses and the roadway network. Figure 4 illustrates the project trip distribution for the passenger vehicles. Figure 5 illustrates the project trip distribution for trucks.

The project trip assignment at the study intersections is the product of the project trip generation and the corresponding trip distribution percentages. Figure 6 and Figure 7 illustrates the project trip assignments at the study area intersections for passenger vehicles and trucks, respectively. Figure 8 illustrates the total peak hour project trip assignment (In PCE) at the study intersections.

Volume Development and Analysis Methodology
Traffic volumes for existing conditions will be developed using existing count data collected at study intersections and roadway segments.

Traffic volumes for near‐term without project conditions will be developed by adding traffic volumes from approved and pending development projects in the vicinity of the project to existing traffic volumes. Cumulative project information will be obtained from the City of Reedley, County of Fresno and other adjacent jurisdictions.

Traffic volumes for cumulative without project conditions will be developed using forecast volumes obtained from the latest version of the Fresno Council of Governments’ (Fresno COG’s) Activity‐ Based Model (ABM) and by applying the Fresno COG’s recommended post‐processing methodologies.

Traffic volumes for existing, near‐term, and cumulative plus project conditions will be developed by adding project traffic to the traffic volumes for the respective without project scenarios.

As previously stated, all study intersections will be analyzed during the a.m. and p.m. peak hours.

Intersection LOS will be calculated using Highway Capacity Manual 7th Edition (HCM 7) analysis methodologies by using the Synchro 12 software for signalized and unsignalized intersections, and SIDRA software for roundabouts. The a.m. peak hour is defined as the one hour of highest traffic volumes occurring between 7:00 and 9:00 a.m. while the p.m. peak hour is defined as the one hour of highest traffic volumes occurring between 4:00 and 6:00 p.m. Roadway segments will be analyzed for the highest volume on any part of the segment during the peak hours. Roadway segment analysis will be conducted using the latest version of Florida tables.

Analysis of Traffic Operations and Recommended Circulation Improvements LOS and delay will be analyzed under all analysis scenarios to determine operational deficiencies at the study intersection and roadway segments. Determination of operational deficiencies will be made based on the City’s LOS standards and operational deficiency criteria.

Improvements will be recommended at locations where the project creates an operational deficiency. Improvements may include addition of intersection turn lanes, roadway widening, traffic signal installation and modification, local street striping and channelization improvements, and signage. The LOS with improvements will be calculated and summarized along with a comparison of the LOS without improvements.
12/21/2023 (P:\20231045.02 Huntsman\PRODUCTS\Traffic\Scoping Agreement\Huntsman Industrial Park Scoping Agreement ‐ New.docx) 5 Signal Warrant Analysis (if required)
A signal warrant analysis will be conducted at unsignalized intersections if it is determined that a signal is required at this intersection as an operational improvement. Peak hour approach volumes for the intersection will be examined to determine whether signalization may be warranted per the criteria defined in the California supplement of the Manual on Uniform Traffic Control Devices (CA‐ MUTCD).

RTMF/Fair Share Contributions
LSA will evaluate whether the improvements identified in the TIS are included as part of the Fresno COG Regional Transportation Mitigation Fee (RTMF) program or any other fee program. If it is determined that the improvement is not covered through any such fee program, then the project’s fair share contribution will be calculated based on the project traffic as a percentage of total growth from existing to cumulative conditions, as outlined in the County’s guidelines.

Active Transportation and Public Transit Analysis
In this analysis, potential project impacts on public transit, bicycle, and pedestrian facilities will be evaluated and significant impacts would be determined based on whether the project conflicts with adopted policies, plans, or programs for these facilities, or whether the project decreases the performance or safety of these facilities.

Left‐Turn Pocket at Site Entrance Analysis
The County’s TIS Guidelines require an analysis to examine the need for left‐turn pockets at the project site entrances to be included in the TIS to address safe and acceptable traffic operations. The analysis will be conducted using the American Association of State and Highway Transportation Officials (AASHTO) tables, Harmelink tables, or similar analysis methodologies.

SCOPE OF WORK: PROJECT VMT ANALYSIS
The City follows the Fresno County SB 743 implementation Regional Guidelines, dated January 2021 (Fresno COG Guidelines), for California Environmental Quality Act (CEQA) Vehicle Miles Traveled (VMT) Analysis. Therefore, the VMT analysis will be based on the recommended methodology and significant threshold criteria included in the Fresno COG Guidelines. Based on the project size and estimated trip generation, a detailed VMT analysis will be required for the project. LSA will utilize the Fresno COG ABM for the VMT calculations for the project. The detailed scope of work for the project is as follows:

Project Traffic Analysis Zone Update
The first step in preparation of this analysis will be to update the traffic analysis zones (TAZs) in the model that includes the project area. LSA will convert the project land use into model socioeconomic categories using regional conversion factors. The socioeconomic data for the project TAZ in the existing year model scenario will be updated. 12/21/2023 (P:\20231045.02 Huntsman\PRODUCTS\Traffic\Scoping Agreement\Huntsman Industrial Park Scoping Agreement ‐ New.docx) 6 Project VMT Analysis
Upon completion of the socioeconomic data update, LSA will conduct model run for the existing scenario. LSA will utilize the outputs from the model runs to calculate the project VMT for the different land uses of the project. Since this is a mixed‐use project, individual land uses will be evaluated separately as recommended in the Fresno COG guidelines. Project VMT rate for separate land uses will be compared to the appropriate threshold to determine whether the project would create any significant VMT impact.

Should you have any questions, please do not hesitate to contact me at (951) 781‐9310 or email me at [email protected]
Sincerely,
LSA ASSOCIATES, INC.

Ambarish Mukherjee, PE, AICP
Principal

ATTACHMENTS
Tables:

Table A: Project Trip Generation
Figures:

Figure 1: Regional and Project Location
Figure 2: Conceptual Site Plan
Figure 3: Study Area Intersections
Figure 4: Project Trip Distribution ‐ Passenger Vehicles Figure 5: Project Trip Distribution ‐ Trucks
Figure 6: Project Trip Assignment ‐ Passenger Vehicles
Figure 7: Project Trip Assignment – Trucks
Figure 8: Total Project Trip Assignment
12/21/2023 (P:\20231045.02 Huntsman\PRODUCTS\Traffic\Scoping Agreement\Huntsman Industrial Park Scoping Agreement ‐ New.docx) 7 TABLES
Land Uses In Out Total In Out Total Daily
Warehousing1
328.000 tsf
Trips/Unit (Cars) 0.089 0.028 0.117 0.034 0.090 0.124 1.180 Trips/Unit (2‐Axle Trucks) 0.009 0.003 0.012 0.003 0.009 0.012 0.116 Trips/Unit (3‐Axle Trucks) 0.007 0.002 0.009 0.003 0.007 0.010 0.094 Trips/Unit (4+ Axle Trucks) 0.025 0.007 0.032 0.010 0.024 0.034 0.320 Trips/Unit (Total) 0.130 0.040 0.170 0.050 0.130 0.180 1.710 Trip Generation (Cars) 29 9 38 11 30 41 387
Trip Generation (2‐Axle Trucks) 3 1 4 1 3 4 38
Trip Generation (3‐Axle Trucks) 2 1 3 1 2 3 31
Trip Generation (4+ Axle Trucks) 8 2 10 3 8 11 105
Trip Generation (Total) 42 13 55 16 43 59 561
Trip Generation (Cars) 29 9 38 11 30 41 387
PCE Trip Generation (2‐Axle Trucks) 6 2 8 2 6 8 76
PCE Trip Generation (3‐Axle Trucks) 4 2 6 2 4 6 62
PCE Trip Generation (4+ Axle Trucks) 24 6 30 9 24 33 315 PCE Trip Generation (Total) 63 19 82 24 64 88 840
Office 12.00 tsf
Trips/Unit2 1.34 0.18 1.52 0.24 1.20 1.44 10.84
Trip Generation 16 2 18 3 14 17 130
Total Trip Generation (Passenger Vehicles) 45 11 56 14 44 58 517 Total Trip Generation (Trucks) 13 4 17 5 13 18 174
Total Gross Trip Generation (Passenger Vehicles + Trucks) 58 15 73 19 57 76 691 Total Truck PCE Trip Generation 34 10 44 13 34 47 453
Total Net PCE Trip Generation 79 21 100 27 78 105 970
Notes:
tsf = thousand square‐feet
1 2 Rates based on the ITE Trip Generation Manual (11th Edition) for Land Use 710 ‐ "General Office Building”, Setting/Location ‐ "General Urban/Suburban." Table A: Project Trip Generation
A.M. Peak Hour P.M. Peak Hour
Units
The trip generation was developed based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) rates for Land Use 150 – “Warehousing.” The resulting trips were converted to trucks and passenger vehicles based on the South Coast Air Quality Management District (SCAQMD) recommendations for warehousing projects. As such, 31 percent of project traffic will be trucks. Based on Vehicle Mix from the SCAQMD, Warehouse Truck Trip Study Data Results and Usage, dated July 2014, the truck mix was considered as 18.7% 4‐axle, 5.5% 3‐axle, and 6.8% 2‐axle trucks. Finally, all truck trips were converted to passenger car equivalents (PCEs) using a 2.0 PCE factor for 2‐axle trucks and 3‐ axle trucks, and 3.0 for 4‐ and more axle trucks.

P:\20231045.02 Huntsman\PRODUCTS\Traffic\Trip Gen.xlsx\ Trip Gen (9/20/2023) 12/21/2023 (P:\20231045.02 Huntsman\PRODUCTS\Traffic\Scoping Agreement\Huntsman Industrial Park Scoping Agreement ‐ New.docx) 8

FIGURES
SOURCE: Google Earth, 2022.

P:\20231045.02 Huntsman\PRODUCTS\Traffic\GIS and Graphics\Report\Huntsman.aprx (9/20/2023) FIGURE 1
Huntsman Industrial Park
Traffic Impact Study

F R E S N O

C O U N T Y

T U L A R E

C O U N T Y

K I N G S

C O U N T Y
Ã201 Ã43
Ã99 Ã63
Ã180
Project Vicinity
0 1000 2000
FEET
Project Location
Regional and Project Location
Project Location
Project
Location

HUNTSMAN AVENUE

BUTTONWILLOW AVENUE

DINUBA AVENUE

FLORAL AVENUE

ENGLEHART AVENUE
N
FEET
SOURCE: Excel Engineering, Inc., July, 2023.

P:\20231045.02 Huntsman\PRODUCTS\Traffic\GIS and Graphics\Report\fig2_SitePlan.ai (09/11/2023) 0 40 80 160
FIGURE 2
Conceptual Site Plan
Huntsman Industrial Park
Traffic Impact Study
Google Earth, 2022
P:\20231045.02 Huntsman\PRODUCTS\Traffic\GIS and Graphics\Report\Huntsman.aprx (10/13/2023) FIGURE 3
Huntsman Industrial Park
Traffic Impact Study
Study Area Intersections
0 500 1000
FEET
LEGEND
Study Intersections
Project Driveway
Project Location
5 6 4
2 1
3 DINUBA AVENUE

BUTTONWILLOW AVENUE

ENGLEHART AVENUE

HUNTSMAN AVENUE

FLORAL AVENUE
Reedley City Limits
 (55%)
  (5%)  10%
30%     
123
   40%
(20%)  60% 
(20%) 
456
FIGURE 4
XX% (YY%) Huntsman Industrial Park
Inbound% (Outbound%) Distribution Traffic Impact Study
Project Trip Distribution ‐ Passenger Vehicles
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
20%
(10%)
(60%)
(25%)
5%
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 20% 25% (30%) (10%)
55%
(40%) 10%
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Dist_PV.xlsx 10/13/2023  (40%)
  (40%)  5%
  
123
   20%
(10%)  50%  30% 
(10%) 
456
FIGURE 5
XX% (YY%) Huntsman Industrial Park
Inbound% (Outbound%) Distribution Traffic Impact Study
Project Trip Distribution ‐ Trucks
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
10%
(5%)
(50%)
40%
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 10% 40% (5%)
(40%)
40%
(30%) (20%) 5%
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Dist_TR.xlsx 10/13/2023  6/24
  1/2  5/1
14/4     
123
   18/6
2/9  27/8 
2/9 
456
FIGURE 6
XX/YY Huntsman Industrial Park
AM/PM Peak Hour Trips Traffic Impact Study
Project Trip Assignment ‐ Passenger Vehicles 4/18 5/1
11/4
1/4
3/13
25/8 7/26
3/11
2/1
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 9/3 Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
9/3
1/4
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Assign_PV.xlsx 10/13/2023  4/14
  4/14  2/1
  
123
   7/3
1/3  17/7  10/4 
1/3 
456
FIGURE 7
XX/YY Huntsman Industrial Park
AM/PM Peak Hour Trips (In PCE) Traffic Impact Study
Project Trip Assignment ‐ Trucks 3/10 2/7 2/1
14/5
1/2
4/14
14/5 5/17
14/5
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 3/1 Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
3/1
1/2
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Assign_TR.xlsx 10/13/2023  10/38
  5/16  7/2
14/4     
123
   25/9
3/12  44/15  10/4 
3/12 
456
FIGURE 8
XX/YY Huntsman Industrial Park
AM/PM Peak Hour Trips (In PCE) Traffic Impact Study
Total Project Trip Assignment
Englehart Avenue/Huntsman Avenue Project Driveway 1/Huntsman Avenue Project Driveway 2/Huntsman Avenue Englehart Avenue/Dinuba Avenue
12/4
2/6
12/43
7/2516/6
Buttonwillow Avenue/Dinuba Avenue Buttonwillow Avenue/Huntsman Avenue 12/4 25/9 2/6
3/13
39/13
3/106/25 7/2
P:\20231045.02 Huntsman\PRODUCTS\Traffic\z12_Assign_Total.xlsx 10/13/2023

T RAFFIC I MPACT S TUDY
DECEMBER 2023

E AST H UNTSMAN AVENUE INDUSTRIAL P ARK P ROJECT

REEDLEY , C ALIFORNIA
P:\20231045.02 Huntsman\PRODUCTS\Traffic\Report\Huntsman Avenue Industrial Park Project TIS.docx (12/21/23)

APPENDIX B

TRAFFIC COUNT AND SIGNAL TIMING SHEETS
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:00 AM 9 31 13 53 8 43 12 63 17 18 2 37 11 28 17 56 209 07:15 AM 11 43 29 83 4 64 13 81 19 44 7 70 12 42 8 62 296 07:30 AM 18 46 26 90 22 100 25 147 40 27 16 83 16 75 24 115 435 07:45 AM 13 39 47 99 20 130 27 177 44 40 12 96 24 90 34 148 520 Total 51 159 115 325 54 337 77 468 120 129 37 286 63 235 83 381 1460 08:00 AM 11 40 29 80 16 103 14 133 36 28 9 73 25 59 42 126 412 08:15 AM 5 28 25 58 10 55 10 75 30 32 2 64 21 32 23 76 273 08:30 AM 10 36 16 62 8 45 7 60 13 27 2 42 15 40 20 75 239 08:45 AM 7 27 13 47 8 59 17 84 38 30 2 70 12 31 23 66 267 Total 33 131 83 247 42 262 48 352 117 117 15 249 73 162 108 343 1191 Grand Total 84 290 198 572 96 599 125 820 237 246 52 535 136 397 191 724 2651 Apprch % 14.7 50.7 34.6 11.7 73 15.2 44.3 46 9.7 18.8 54.8 26.4 Total % 3.2 10.9 7.5 21.6 3.6 22.6 4.7 30.9 8.9 9.3 2 20.2 5.1 15 7.2 27.3 Passenger Vehicles 81 275 187 543 90 588 122 800 213 231 47 491 133 385 167 685 2519 % Passenger Vehicles 96.4 94.8 94.4 94.9 93.8 98.2 97.6 97.6 89.9 93.9 90.4 91.8 97.8 97 87.4 94.6 95 Large 2 Axle Vehicles 3 13 9 25 5 9 1 15 13 9 3 25 2 7 19 28 93 % Large 2 Axle Vehicles 3.6 4.5 4.5 4.4 5.2 1.5 0.8 1.8 5.5 3.7 5.8 4.7 1.5 1.8 9.9 3.9 3.5 3 Axle Vehicles 0 0 2 2 0 1 0 1 0 2 0 2 0 1 1 2 7
% 3 Axle Vehicles 0 0 1 0.3 0 0.2 0 0.1 0 0.8 0 0.4 0 0.3 0.5 0.3 0.3 4+ Axle Trucks 0 2 0 2 1 1 2 4 11 4 2 17 1 4 4 9 32
% 4+ Axle Trucks 0 0.7 0 0.3 1 0.2 1.6 0.5 4.6 1.6 3.8 3.2 0.7 1 2.1 1.2 1.2 Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 11 43 29 83 4 64 13 81 19 44 7 70 12 42 8 62 296 07:30 AM 18 46 26 90 22 100 25 147 40 27 16 83 16 75 24 115 435 07:45 AM 13 39 47 99 20 130 27 177 44 40 12 96 24 90 34 148 520 08:00 AM 11 40 29 80 16 103 14 133 36 28 9 73 25 59 42 126 412 Total Volume 53 168 131 352 62 397 79 538 139 139 44 322 77 266 108 451 1663 % App. Total 15.1 47.7 37.2 11.5 73.8 14.7 43.2 43.2 13.7 17.1 59 23.9 PHF .736 .913 .697 .889 .705 .763 .731 .760 .790 .790 .688 .839 .770 .739 .643 .762 .800 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
131
Thru
168
Left
53 Out In Total
295 352 647
Right
79 Thru
397
Left
62 Out Total In
363 538 901
Left
139
Thru
139
Right
44 Out In Total
338 322 660
Left
77 Thru
266
Right
108
Total Out In
667 451 1118
Peak Hour Begins at 07:15 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:30 AM
+0 mins. 11 43 29 83 4 64 13 81 19 44 7 70 16 75 24 115 +15 mins. 18 46 26 90 22 100 25 147 40 27 16 83 24 90 34 148 +30 mins. 13 39 47 99 20 130 27 177 44 40 12 96 25 59 42 126 +45 mins. 11 40 29 80 16 103 14 133 36 28 9 73 21 32 23 76 Total Volume 53 168 131 352 62 397 79 538 139 139 44 322 86 256 123 465 % App. Total 15.1 47.7 37.2 11.5 73.8 14.7 43.2 43.2 13.7 18.5 55.1 26.5 PHF .736 .913 .697 .889 .705 .763 .731 .760 .790 .790 .688 .839 .860 .711 .732 .785 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:00 AM 9 30 13 52 8 42 12 62 11 17 1 29 10 28 16 54 197 07:15 AM 11 43 28 82 4 62 11 77 17 39 7 63 12 39 7 58 280 07:30 AM 17 46 23 86 21 97 25 143 39 25 16 80 15 74 19 108 417 07:45 AM 12 38 46 96 19 129 26 174 40 38 11 89 24 88 29 141 500 Total 49 157 110 316 52 330 74 456 107 119 35 261 61 229 71 361 1394 08:00 AM 11 32 27 70 15 101 14 130 33 26 8 67 25 59 36 120 387 08:15 AM 4 25 22 51 9 54 10 73 28 31 1 60 21 29 21 71 255 08:30 AM 10 35 15 60 6 45 7 58 9 27 2 38 14 38 17 69 225 08:45 AM 7 26 13 46 8 58 17 83 36 28 1 65 12 30 22 64 258 Total 32 118 77 227 38 258 48 344 106 112 12 230 72 156 96 324 1125 Grand Total 81 275 187 543 90 588 122 800 213 231 47 491 133 385 167 685 2519 Apprch % 14.9 50.6 34.4 11.2 73.5 15.2 43.4 47 9.6 19.4 56.2 24.4 Total % 3.2 10.9 7.4 21.6 3.6 23.3 4.8 31.8 8.5 9.2 1.9 19.5 5.3 15.3 6.6 27.2 Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 11 43 28 82 4 62 11 77 17 39 7 63 12 39 7 58 280 07:30 AM 17 46 23 86 21 97 25 143 39 25 16 80 15 74 19 108 417 07:45 AM 12 38 46 96 19 129 26 174 40 38 11 89 24 88 29 141 500 08:00 AM 11 32 27 70 15 101 14 130 33 26 8 67 25 59 36 120 387 Total Volume 51 159 124 334 59 389 76 524 129 128 42 299 76 260 91 427 1584 % App. Total 15.3 47.6 37.1 11.3 74.2 14.5 43.1 42.8 14 17.8 60.9 21.3 PHF .750 .864 .674 .870 .702 .754 .731 .753 .806 .821 .656 .840 .760 .739 .632 .757 .792 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
124
Thru
159
Left
51 Out In Total
280 334 614
Right
76 Thru
389
Left
59 Out Total In
353 524 877
Left
129
Thru
128
Right
42 Out In Total
309 299 608
Left
76 Thru
260
Right
91 Total Out In
642 427 1069
Peak Hour Begins at 07:15 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 11 43 28 82 4 62 11 77 17 39 7 63 12 39 7 58
+15 mins. 17 46 23 86 21 97 25 143 39 25 16 80 15 74 19 108 +30 mins. 12 38 46 96 19 129 26 174 40 38 11 89 24 88 29 141 +45 mins. 11 32 27 70 15 101 14 130 33 26 8 67 25 59 36 120 Total Volume 51 159 124 334 59 389 76 524 129 128 42 299 76 260 91 427 % App. Total 15.3 47.6 37.1 11.3 74.2 14.5 43.1 42.8 14 17.8 60.9 21.3 PHF .750 .864 .674 .870 .702 .754 .731 .753 .806 .821 .656 .840 .760 .739 .632 .757 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:00 AM 0 0 0 0 0 1 0 1 2 0 0 2 1 0 1 2 5
07:15 AM 0 0 1 1 0 1 1 2 1 5 0 6 0 2 0 2 11
07:30 AM 1 0 3 4 1 2 0 3 1 1 0 2 1 1 2 4 13
07:45 AM 1 0 1 2 1 1 0 2 1 0 1 2 0 2 5 7 13
Total 2 0 5 7 2 5 1 8 5 6 1 12 2 5 8 15 42
08:00 AM 0 8 2 10 1 2 0 3 2 1 1 4 0 0 6 6 23
08:15 AM 1 3 1 5 1 1 0 2 2 0 0 2 0 1 2 3 12
08:30 AM 0 1 1 2 1 0 0 1 3 0 0 3 0 0 2 2 8
08:45 AM 0 1 0 1 0 1 0 1 1 2 1 4 0 1 1 2 8
Total 1 13 4 18 3 4 0 7 8 3 2 13 0 2 11 13 51
Grand Total 3 13 9 25 5 9 1 15 13 9 3 25 2 7 19 28 93
Apprch % 12 52 36 33.3 60 6.7 52 36 12 7.1 25 67.9
Total % 3.2 14 9.7 26.9 5.4 9.7 1.1 16.1 14 9.7 3.2 26.9 2.2 7.5 20.4 30.1 Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 1 1 0 1 1 2 1 5 0 6 0 2 0 2 11
07:30 AM 1 0 3 4 1 2 0 3 1 1 0 2 1 1 2 4 13
07:45 AM 1 0 1 2 1 1 0 2 1 0 1 2 0 2 5 7 13
08:00 AM 0 8 2 10 1 2 0 3 2 1 1 4 0 0 6 6 23
Total Volume 2 8 7 17 3 6 1 10 5 7 2 14 1 5 13 19 60
% App. Total 11.8 47.1 41.2 30 60 10 35.7 50 14.3 5.3 26.3 68.4 PHF .500 .250 .583 .425 .750 .750 .250 .833 .625 .350 .500 .583 .250 .625 .542 .679 .652 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
7 Thru
8 Left
2 Out In Total
9 17 26
Right
1 Thru
6 Left
3 Out Total In
9 10 19
Left
5 Thru
7 Right
2 Out In Total
24 14 38
Left
1 Thru
5 Right
13 Total Out In
18 19 37
Peak Hour Begins at 07:15 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 1 1 0 1 1 2 1 5 0 6 0 2 0 2
+15 mins. 1 0 3 4 1 2 0 3 1 1 0 2 1 1 2 4
+30 mins. 1 0 1 2 1 1 0 2 1 0 1 2 0 2 5 7
+45 mins. 0 8 2 10 1 2 0 3 2 1 1 4 0 0 6 6
Total Volume 2 8 7 17 3 6 1 10 5 7 2 14 1 5 13 19
% App. Total 11.8 47.1 41.2 30 60 10 35.7 50 14.3 5.3 26.3 68.4 PHF .500 .250 .583 .425 .750 .750 .250 .833 .625 .350 .500 .583 .250 .625 .542 .679 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
07:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 1 2
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 1 0 1 0 2 0 2 0 0 1 1 4
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 2 2 0 0 0 0 0 0 0 0 0 1 0 1 3
Grand Total 0 0 2 2 0 1 0 1 0 2 0 2 0 1 1 2 7
Apprch % 0 0 100 0 100 0 0 100 0 0 50 50
Total % 0 0 28.6 28.6 0 14.3 0 14.3 0 28.6 0 28.6 0 14.3 14.3 28.6 Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 1 2
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 1 0 1 0 1 0 1 0 0 1 1 3
% App. Total 0 0 0 0 100 0 0 100 0 0 0 100
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .250 .000 .250 .000 .000 .250 .250 .375 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
0 Thru
0 Left
0 Out In Total
1 0 1
Right
0 Thru
1 Left
0 Out Total In
0 1 1
Left
0 Thru
1 Right
0 Out In Total
1 1 2
Left
0 Thru
0 Right
1 Total Out In
1 1 2
Peak Hour Begins at 07:15 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 1
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 1 0 1 0 1 0 1 0 0 1 1
% App. Total 0 0 0 0 100 0 0 100 0 0 0 100
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .250 .000 .250 .000 .000 .250 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:00 AM 0 1 0 1 0 0 0 0 4 0 1 5 0 0 0 0 6
07:15 AM 0 0 0 0 0 0 1 1 1 0 0 1 0 1 1 2 4
07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 2 3
07:45 AM 0 1 0 1 0 0 1 1 3 2 0 5 0 0 0 0 7
Total 0 2 0 2 0 1 2 3 8 2 1 11 0 1 3 4 20
08:00 AM 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 2
08:15 AM 0 0 0 0 0 0 0 0 0 1 1 2 0 2 0 2 4
08:30 AM 0 0 0 0 1 0 0 1 1 0 0 1 1 1 1 3 5
08:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
Total 0 0 0 0 1 0 0 1 3 2 1 6 1 3 1 5 12
Grand Total 0 2 0 2 1 1 2 4 11 4 2 17 1 4 4 9 32
Apprch % 0 100 0 25 25 50 64.7 23.5 11.8 11.1 44.4 44.4 Total % 0 6.2 0 6.2 3.1 3.1 6.2 12.5 34.4 12.5 6.2 53.1 3.1 12.5 12.5 28.1 Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 1 1 1 0 0 1 0 1 1 2 4
07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 2 3
07:45 AM 0 1 0 1 0 0 1 1 3 2 0 5 0 0 0 0 7
08:00 AM 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 2
Total Volume 0 1 0 1 0 1 2 3 5 3 0 8 0 1 3 4 16
% App. Total 0 100 0 0 33.3 66.7 62.5 37.5 0 0 25 75
PHF .000 .250 .000 .250 .000 .250 .500 .750 .417 .375 .000 .400 .000 .250 .375 .500 .571 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
0 Thru
1 Left
0 Out In Total
5 1 6
Right
2 Thru
1 Left
0 Out Total In
1 3 4
Left
5 Thru
3 Right
0 Out In Total
4 8 12
Left
0 Thru
1 Right
3 Total Out In
6 4 10
Peak Hour Begins at 07:15 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 1 1 1 0 0 1 0 1 1 2
+15 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 2
+30 mins. 0 1 0 1 0 0 1 1 3 2 0 5 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0
Total Volume 0 1 0 1 0 1 2 3 5 3 0 8 0 1 3 4
% App. Total 0 100 0 0 33.3 66.7 62.5 37.5 0 0 25 75
PHF .000 .250 .000 .250 .000 .250 .500 .750 .417 .375 .000 .400 .000 .250 .375 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 04:00 PM 14 42 42 98 13 49 22 84 28 51 12 91 21 69 42 132 405 04:15 PM 22 49 37 108 10 55 17 82 22 59 13 94 21 69 41 131 415 04:30 PM 24 42 25 91 10 50 22 82 28 48 9 85 38 83 57 178 436 04:45 PM 37 46 32 115 19 47 24 90 26 58 16 100 29 72 44 145 450 Total 97 179 136 412 52 201 85 338 104 216 50 370 109 293 184 586 1706 05:00 PM 16 37 24 77 13 61 19 93 21 47 6 74 40 85 42 167 411 05:15 PM 31 42 30 103 11 55 31 97 20 40 9 69 29 80 36 145 414 05:30 PM 29 34 33 96 12 57 22 91 31 47 10 88 20 57 30 107 382 05:45 PM 28 53 29 110 10 66 29 105 24 56 7 87 28 60 20 108 410 Total 104 166 116 386 46 239 101 386 96 190 32 318 117 282 128 527 1617 Grand Total 201 345 252 798 98 440 186 724 200 406 82 688 226 575 312 1113 3323 Apprch % 25.2 43.2 31.6 13.5 60.8 25.7 29.1 59 11.9 20.3 51.7 28 Total % 6 10.4 7.6 24 2.9 13.2 5.6 21.8 6 12.2 2.5 20.7 6.8 17.3 9.4 33.5 Passenger Vehicles 198 332 248 778 94 433 186 713 191 398 75 664 220 568 287 1075 3230 % Passenger Vehicles 98.5 96.2 98.4 97.5 95.9 98.4 100 98.5 95.5 98 91.5 96.5 97.3 98.8 92 96.6 97.2 Large 2 Axle Vehicles 2 8 4 14 2 5 0 7 4 3 5 12 5 4 18 27 60 % Large 2 Axle Vehicles 1 2.3 1.6 1.8 2 1.1 0 1 2 0.7 6.1 1.7 2.2 0.7 5.8 2.4 1.8 3 Axle Vehicles 0 0 0 0 0 1 0 1 0 0 1 1 0 1 1 2 4
% 3 Axle Vehicles 0 0 0 0 0 0.2 0 0.1 0 0 1.2 0.1 0 0.2 0.3 0.2 0.1 4+ Axle Trucks 1 5 0 6 2 1 0 3 5 5 1 11 1 2 6 9 29
% 4+ Axle Trucks 0.5 1.4 0 0.8 2 0.2 0 0.4 2.5 1.2 1.2 1.6 0.4 0.3 1.9 0.8 0.9 Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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
04:15 PM 22 49 37 108 10 55 17 82 22 59 13 94 21 69 41 131 415 04:30 PM 24 42 25 91 10 50 22 82 28 48 9 85 38 83 57 178 436 04:45 PM 37 46 32 115 19 47 24 90 26 58 16 100 29 72 44 145 450 05:00 PM 16 37 24 77 13 61 19 93 21 47 6 74 40 85 42 167 411 Total Volume 99 174 118 391 52 213 82 347 97 212 44 353 128 309 184 621 1712 % App. Total 25.3 44.5 30.2 15 61.4 23.6 27.5 60.1 12.5 20.6 49.8 29.6 PHF .669 .888 .797 .850 .684 .873 .854 .933 .866 .898 .688 .883 .800 .909 .807 .872 .951 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
118
Thru
174
Left
99 Out In Total
422 391 813
Right
82 Thru
213
Left
52 Out Total In
452 347 799
Left
97 Thru
212
Right
44 Out In Total
410 353 763
Left
128
Thru
309
Right
184
Total Out In
428 621 1049
Peak Hour Begins at 04:15 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 04:00 PM 04:30 PM
+0 mins. 14 42 42 98 13 61 19 93 28 51 12 91 38 83 57 178 +15 mins. 22 49 37 108 11 55 31 97 22 59 13 94 29 72 44 145 +30 mins. 24 42 25 91 12 57 22 91 28 48 9 85 40 85 42 167 +45 mins. 37 46 32 115 10 66 29 105 26 58 16 100 29 80 36 145 Total Volume 97 179 136 412 46 239 101 386 104 216 50 370 136 320 179 635 % App. Total 23.5 43.4 33 11.9 61.9 26.2 28.1 58.4 13.5 21.4 50.4 28.2 PHF .655 .913 .810 .896 .885 .905 .815 .919 .929 .915 .781 .925 .850 .941 .785 .892 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 04:00 PM 13 41 42 96 13 46 22 81 26 50 12 88 20 68 37 125 390 04:15 PM 22 43 36 101 9 55 17 81 22 58 13 93 21 67 32 120 395 04:30 PM 24 40 25 89 9 48 22 79 25 47 8 80 37 82 52 171 419 04:45 PM 37 45 32 114 18 45 24 87 25 57 12 94 29 72 42 143 438 Total 96 169 135 400 49 194 85 328 98 212 45 355 107 289 163 559 1642 05:00 PM 15 37 24 76 12 61 19 92 19 47 6 72 38 82 40 160 400 05:15 PM 30 42 30 102 11 55 31 97 19 39 8 66 28 80 36 144 409 05:30 PM 29 32 30 91 12 57 22 91 31 45 9 85 19 57 30 106 373 05:45 PM 28 52 29 109 10 66 29 105 24 55 7 86 28 60 18 106 406 Total 102 163 113 378 45 239 101 385 93 186 30 309 113 279 124 516 1588 Grand Total 198 332 248 778 94 433 186 713 191 398 75 664 220 568 287 1075 3230 Apprch % 25.4 42.7 31.9 13.2 60.7 26.1 28.8 59.9 11.3 20.5 52.8 26.7 Total % 6.1 10.3 7.7 24.1 2.9 13.4 5.8 22.1 5.9 12.3 2.3 20.6 6.8 17.6 8.9 33.3 Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 22 43 36 101 9 55 17 81 22 58 13 93 21 67 32 120 395 04:30 PM 24 40 25 89 9 48 22 79 25 47 8 80 37 82 52 171 419 04:45 PM 37 45 32 114 18 45 24 87 25 57 12 94 29 72 42 143 438 05:00 PM 15 37 24 76 12 61 19 92 19 47 6 72 38 82 40 160 400 Total Volume 98 165 117 380 48 209 82 339 91 209 39 339 125 303 166 594 1652 % App. Total 25.8 43.4 30.8 14.2 61.7 24.2 26.8 61.7 11.5 21 51 27.9 PHF .662 .917 .813 .833 .667 .857 .854 .921 .910 .901 .750 .902 .822 .924 .798 .868 .943 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
117
Thru
165
Left
98 Out In Total
416 380 796
Right
82 Thru
209
Left
48 Out Total In
440 339 779
Left
91 Thru
209
Right
39 Out In Total
379 339 718
Left
125
Thru
303
Right
166
Total Out In
417 594 1011
Peak Hour Begins at 04:15 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 04:15 PM 04:15 PM
+0 mins. 22 43 36 101 9 55 17 81 22 58 13 93 21 67 32 120 +15 mins. 24 40 25 89 9 48 22 79 25 47 8 80 37 82 52 171 +30 mins. 37 45 32 114 18 45 24 87 25 57 12 94 29 72 42 143 +45 mins. 15 37 24 76 12 61 19 92 19 47 6 72 38 82 40 160 Total Volume 98 165 117 380 48 209 82 339 91 209 39 339 125 303 166 594 % App. Total 25.8 43.4 30.8 14.2 61.7 24.2 26.8 61.7 11.5 21 51 27.9 PHF .662 .917 .813 .833 .667 .857 .854 .921 .910 .901 .750 .902 .822 .924 .798 .868 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 04:00 PM 1 1 0 2 0 2 0 2 1 1 0 2 0 0 4 4 10
04:15 PM 0 3 1 4 1 0 0 1 0 0 0 0 0 1 5 6 11
04:30 PM 0 2 0 2 1 1 0 2 2 1 1 4 1 0 4 5 13
04:45 PM 0 0 0 0 0 2 0 2 1 0 3 4 0 0 2 2 8
Total 1 6 1 8 2 5 0 7 4 2 4 10 1 1 15 17 42
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 3 1 6 6
05:15 PM 1 0 0 1 0 0 0 0 0 0 1 1 1 0 0 1 3
05:30 PM 0 1 3 4 0 0 0 0 0 1 0 1 1 0 0 1 6
05:45 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 2 2 3
Total 1 2 3 6 0 0 0 0 0 1 1 2 4 3 3 10 18
Grand Total 2 8 4 14 2 5 0 7 4 3 5 12 5 4 18 27 60
Apprch % 14.3 57.1 28.6 28.6 71.4 0 33.3 25 41.7 18.5 14.8 66.7 Total % 3.3 13.3 6.7 23.3 3.3 8.3 0 11.7 6.7 5 8.3 20 8.3 6.7 30 45 Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0 3 1 4 1 0 0 1 0 0 0 0 0 1 5 6 11
04:30 PM 0 2 0 2 1 1 0 2 2 1 1 4 1 0 4 5 13
04:45 PM 0 0 0 0 0 2 0 2 1 0 3 4 0 0 2 2 8
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 3 1 6 6
Total Volume 0 5 1 6 2 3 0 5 3 1 4 8 3 4 12 19 38
% App. Total 0 83.3 16.7 40 60 0 37.5 12.5 50 15.8 21.1 63.2 PHF .000 .417 .250 .375 .500 .375 .000 .625 .375 .250 .333 .500 .375 .333 .600 .792 .731 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
1 Thru
5 Left
0 Out In Total
4 6 10
Right
0 Thru
3 Left
2 Out Total In
8 5 13
Left
3 Thru
1 Right
4 Out In Total
19 8 27
Left
3 Thru
4 Right
12 Total Out In
7 19 26
Peak Hour Begins at 04:15 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 04:15 PM 04:15 PM
+0 mins. 0 3 1 4 1 0 0 1 0 0 0 0 0 1 5 6
+15 mins. 0 2 0 2 1 1 0 2 2 1 1 4 1 0 4 5
+30 mins. 0 0 0 0 0 2 0 2 1 0 3 4 0 0 2 2
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 2 3 1 6
Total Volume 0 5 1 6 2 3 0 5 3 1 4 8 3 4 12 19
% App. Total 0 83.3 16.7 40 60 0 37.5 12.5 50 15.8 21.1 63.2 PHF .000 .417 .250 .375 .500 .375 .000 .625 .375 .250 .333 .500 .375 .333 .600 .792 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 04:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 1 1 0 0 1 1 2
Grand Total 0 0 0 0 0 1 0 1 0 0 1 1 0 1 1 2 4
Apprch % 0 0 0 0 100 0 0 0 100 0 50 50
Total % 0 0 0 0 0 25 0 25 0 0 25 25 0 25 25 50
Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 2
% App. Total 0 0 0 0 0 0 0 0 0 0 50 50
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .250 .500 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
1 0 1
Left
0 Thru
0 Right
0 Out In Total
1 0 1
Left
0 Thru
1 Right
1 Total Out In
0 2 2
Peak Hour Begins at 04:15 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 04:15 PM 04:15 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2
% App. Total 0 0 0 0 0 0 0 0 0 0 50 50
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .250 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 04:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 1 1 1 3 4
04:15 PM 0 3 0 3 0 0 0 0 0 1 0 1 0 1 4 5 9
04:30 PM 0 0 0 0 0 1 0 1 1 0 0 1 0 0 1 1 3
04:45 PM 0 1 0 1 1 0 0 1 0 1 1 2 0 0 0 0 4
Total 0 4 0 4 1 1 0 2 2 2 1 5 1 2 6 9 20
05:00 PM 1 0 0 1 1 0 0 1 2 0 0 2 0 0 0 0 4
05:15 PM 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 2
05:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2
05:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
Total 1 1 0 2 1 0 0 1 3 3 0 6 0 0 0 0 9
Grand Total 1 5 0 6 2 1 0 3 5 5 1 11 1 2 6 9 29
Apprch % 16.7 83.3 0 66.7 33.3 0 45.5 45.5 9.1 11.1 22.2 66.7 Total % 3.4 17.2 0 20.7 6.9 3.4 0 10.3 17.2 17.2 3.4 37.9 3.4 6.9 20.7 31 Buttonwillow Avenue
Southbound
Dinuba Avenue
Westbound
Buttonwillow Avenue
Northbound
Dinuba Avenue
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 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0 3 0 3 0 0 0 0 0 1 0 1 0 1 4 5 9
04:30 PM 0 0 0 0 0 1 0 1 1 0 0 1 0 0 1 1 3
04:45 PM 0 1 0 1 1 0 0 1 0 1 1 2 0 0 0 0 4
05:00 PM 1 0 0 1 1 0 0 1 2 0 0 2 0 0 0 0 4
Total Volume 1 4 0 5 2 1 0 3 3 2 1 6 0 1 5 6 20
% App. Total 20 80 0 66.7 33.3 0 50 33.3 16.7 0 16.7 83.3 PHF .250 .333 .000 .417 .500 .250 .000 .750 .375 .500 .250 .750 .000 .250 .313 .300 .556 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDY_BW_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Dinuba Avenue
Weather: Clear
Buttonwillow Avenue
Dinuba Avenue
Dinuba Avenue
Buttonwillow Avenue
Right
0 Thru
4 Left
1 Out In Total
2 5 7
Right
0 Thru
1 Left
2 Out Total In
3 3 6
Left
3 Thru
2 Right
1 Out In Total
11 6 17
Left
0 Thru
1 Right
5 Total Out In
4 6 10
Peak Hour Begins at 04:15 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:15 PM 04:15 PM 04:15 PM
+0 mins. 0 3 0 3 0 0 0 0 0 1 0 1 0 1 4 5
+15 mins. 0 0 0 0 0 1 0 1 1 0 0 1 0 0 1 1
+30 mins. 0 1 0 1 1 0 0 1 0 1 1 2 0 0 0 0
+45 mins. 1 0 0 1 1 0 0 1 2 0 0 2 0 0 0 0
Total Volume 1 4 0 5 2 1 0 3 3 2 1 6 0 1 5 6
% App. Total 20 80 0 66.7 33.3 0 50 33.3 16.7 0 16.7 83.3 PHF .250 .333 .000 .417 .500 .250 .000 .750 .375 .500 .250 .750 .000 .250 .313 .300 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 2 50 52 0 1 1 37 0 37 90
07:15 AM 1 54 55 0 4 4 64 1 65 124
07:30 AM 1 76 77 0 2 2 86 1 87 166
07:45 AM 4 70 74 0 3 3 94 1 95 172
Total 8 250 258 0 10 10 281 3 284 552
08:00 AM 9 90 99 2 1 3 65 1 66 168
08:15 AM 7 48 55 0 0 0 53 0 53 108
08:30 AM 0 57 57 1 2 3 38 0 38 98
08:45 AM 1 48 49 0 1 1 56 2 58 108
Total 17 243 260 3 4 7 212 3 215 482
Grand Total 25 493 518 3 14 17 493 6 499 1034
Apprch % 4.8 95.2 17.6 82.4 98.8 1.2
Total % 2.4 47.7 50.1 0.3 1.4 1.6 47.7 0.6 48.3
Passenger Vehicles 8 473 481 2 14 16 470 6 476 973
% Passenger Vehicles 32 95.9 92.9 66.7 100 94.1 95.3 100 95.4 94.1 Large 2 Axle Vehicles 16 12 28 1 0 1 12 0 12 41
% Large 2 Axle Vehicles 64 2.4 5.4 33.3 0 5.9 2.4 0 2.4 4 3 Axle Vehicles 1 2 3 0 0 0 3 0 3 6
% 3 Axle Vehicles 4 0.4 0.6 0 0 0 0.6 0 0.6 0.6
4+ Axle Trucks 0 6 6 0 0 0 8 0 8 14
% 4+ Axle Trucks 0 1.2 1.2 0 0 0 1.6 0 1.6 1.4
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 1 54 55 0 4 4 64 1 65 124
07:30 AM 1 76 77 0 2 2 86 1 87 166
07:45 AM 4 70 74 0 3 3 94 1 95 172
08:00 AM 9 90 99 2 1 3 65 1 66 168
Total Volume 15 290 305 2 10 12 309 4 313 630
% App. Total 4.9 95.1 16.7 83.3 98.7 1.3
PHF .417 .806 .770 .250 .625 .750 .822 1.00 .824 .916
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
290
Left
15 Out In Total
319 305 624
Right
10 Left
2 Out Total In
19 12 31
Thru
309
Right
4 Out In Total
292 313 605
Peak Hour Begins at 07:15 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM
+0 mins. 1 54 55 0 4 4 64 1 65
+15 mins. 1 76 77 0 2 2 86 1 87
+30 mins. 4 70 74 0 3 3 94 1 95
+45 mins. 9 90 99 2 1 3 65 1 66
Total Volume 15 290 305 2 10 12 309 4 313
% App. Total 4.9 95.1 16.7 83.3 98.7 1.3
PHF .417 .806 .770 .250 .625 .750 .822 1.000 .824
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 46 46 0 1 1 33 0 33 80
07:15 AM 1 53 54 0 4 4 60 1 61 119
07:30 AM 0 74 74 0 2 2 85 1 86 162
07:45 AM 2 68 70 0 3 3 90 1 91 164
Total 3 241 244 0 10 10 268 3 271 525
08:00 AM 3 87 90 1 1 2 61 1 62 154
08:15 AM 2 46 48 0 0 0 51 0 51 99
08:30 AM 0 53 53 1 2 3 37 0 37 93
08:45 AM 0 46 46 0 1 1 53 2 55 102
Total 5 232 237 2 4 6 202 3 205 448
Grand Total 8 473 481 2 14 16 470 6 476 973
Apprch % 1.7 98.3 12.5 87.5 98.7 1.3
Total % 0.8 48.6 49.4 0.2 1.4 1.6 48.3 0.6 48.9
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 1 53 54 0 4 4 60 1 61 119
07:30 AM 0 74 74 0 2 2 85 1 86 162
07:45 AM 2 68 70 0 3 3 90 1 91 164
08:00 AM 3 87 90 1 1 2 61 1 62 154
Total Volume 6 282 288 1 10 11 296 4 300 599
% App. Total 2.1 97.9 9.1 90.9 98.7 1.3
PHF .500 .810 .800 .250 .625 .688 .822 1.00 .824 .913
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
282
Left
6 Out In Total
306 288 594
Right
10 Left
1 Out Total In
10 11 21
Thru
296
Right
4 Out In Total
283 300 583
Peak Hour Begins at 07:15 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM
+0 mins. 1 53 54 0 4 4 60 1 61
+15 mins. 0 74 74 0 2 2 85 1 86
+30 mins. 2 68 70 0 3 3 90 1 91
+45 mins. 3 87 90 1 1 2 61 1 62
Total Volume 6 282 288 1 10 11 296 4 300
% App. Total 2.1 97.9 9.1 90.9 98.7 1.3
PHF .500 .810 .800 .250 .625 .688 .822 1.000 .824
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 1 3 4 0 0 0 2 0 2 6
07:15 AM 0 1 1 0 0 0 4 0 4 5
07:30 AM 1 1 2 0 0 0 0 0 0 2
07:45 AM 2 2 4 0 0 0 0 0 0 4
Total 4 7 11 0 0 0 6 0 6 17
08:00 AM 6 2 8 1 0 1 3 0 3 12
08:15 AM 5 1 6 0 0 0 0 0 0 6
08:30 AM 0 1 1 0 0 0 1 0 1 2
08:45 AM 1 1 2 0 0 0 2 0 2 4
Total 12 5 17 1 0 1 6 0 6 24
Grand Total 16 12 28 1 0 1 12 0 12 41
Apprch % 57.1 42.9 100 0 100 0
Total % 39 29.3 68.3 2.4 0 2.4 29.3 0 29.3
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 1 1 0 0 0 4 0 4 5
07:30 AM 1 1 2 0 0 0 0 0 0 2
07:45 AM 2 2 4 0 0 0 0 0 0 4
08:00 AM 6 2 8 1 0 1 3 0 3 12
Total Volume 9 6 15 1 0 1 7 0 7 23
% App. Total 60 40 100 0 100 0
PHF .375 .750 .469 .250 .000 .250 .438 .000 .438 .479
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
6 Left
9 Out In Total
7 15 22
Right
0 Left
1 Out Total In
9 1 10
Thru
7 Right
0 Out In Total
7 7 14
Peak Hour Begins at 07:15 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 1 1 0 0 0 4 0 4
+15 mins. 1 1 2 0 0 0 0 0 0
+30 mins. 2 2 4 0 0 0 0 0 0
+45 mins. 6 2 8 1 0 1 3 0 3
Total Volume 9 6 15 1 0 1 7 0 7
% App. Total 60 40 100 0 100 0
PHF .375 .750 .469 .250 .000 .250 .438 .000 .438
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 1 0 1 0 0 0 1 0 1 2
07:15 AM 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 1 1 0 0 0 1 0 1 2
07:45 AM 0 0 0 0 0 0 0 0 0 0
Total 1 1 2 0 0 0 2 0 2 4
08:00 AM 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 1 0 1 1
08:30 AM 0 1 1 0 0 0 0 0 0 1
08:45 AM 0 0 0 0 0 0 0 0 0 0
Total 0 1 1 0 0 0 1 0 1 2
Grand Total 1 2 3 0 0 0 3 0 3 6
Apprch % 33.3 66.7 0 0 100 0
Total % 16.7 33.3 50 0 0 0 50 0 50
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 1 1 0 0 0 1 0 1 2
07:45 AM 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0
Total Volume 0 1 1 0 0 0 1 0 1 2
% App. Total 0 100 0 0 100 0
PHF .000 .250 .250 .000 .000 .000 .250 .000 .250 .250
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
1 Left
0 Out In Total
1 1 2
Right
0 Left
0 Out Total In
0 0 0
Thru
1 Right
0 Out In Total
1 1 2
Peak Hour Begins at 07:15 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 0 1 1 0 0 0 1 0 1
+30 mins. 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 0 1 1 0 0 0 1 0 1
% App. Total 0 100 0 0 100 0
PHF .000 .250 .250 .000 .000 .000 .250 .000 .250
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 1 1 0 0 0 1 0 1 2
07:15 AM 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 4 0 4 4
Total 0 1 1 0 0 0 5 0 5 6
08:00 AM 0 1 1 0 0 0 1 0 1 2
08:15 AM 0 1 1 0 0 0 1 0 1 2
08:30 AM 0 2 2 0 0 0 0 0 0 2
08:45 AM 0 1 1 0 0 0 1 0 1 2
Total 0 5 5 0 0 0 3 0 3 8
Grand Total 0 6 6 0 0 0 8 0 8 14
Apprch % 0 100 0 0 100 0
Total % 0 42.9 42.9 0 0 0 57.1 0 57.1
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 4 0 4 4
08:00 AM 0 1 1 0 0 0 1 0 1 2
Total Volume 0 1 1 0 0 0 5 0 5 6
% App. Total 0 100 0 0 100 0
PHF .000 .250 .250 .000 .000 .000 .313 .000 .313 .375
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
1 Left
0 Out In Total
5 1 6
Right
0 Left
0 Out Total In
0 0 0
Thru
5 Right
0 Out In Total
1 5 6
Peak Hour Begins at 07:15 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 4 0 4
+45 mins. 0 1 1 0 0 0 1 0 1
Total Volume 0 1 1 0 0 0 5 0 5
% App. Total 0 100 0 0 100 0
PHF .000 .250 .250 .000 .000 .000 .313 .000 .313
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 4 94 98 0 1 1 83 0 83 182
04:15 PM 3 88 91 1 1 2 89 1 90 183
04:30 PM 3 104 107 1 3 4 79 1 80 191
04:45 PM 0 87 87 0 0 0 89 0 89 176
Total 10 373 383 2 5 7 340 2 342 732
05:00 PM 2 86 88 0 2 2 64 0 64 154
05:15 PM 0 87 87 0 1 1 57 0 57 145
05:30 PM 2 75 77 2 5 7 70 1 71 155
05:45 PM 0 76 76 0 4 4 82 1 83 163
Total 4 324 328 2 12 14 273 2 275 617
Grand Total 14 697 711 4 17 21 613 4 617 1349
Apprch % 2 98 19 81 99.4 0.6
Total % 1 51.7 52.7 0.3 1.3 1.6 45.4 0.3 45.7
Passenger Vehicles 13 666 679 3 17 20 583 2 585 1284
% Passenger Vehicles 92.9 95.6 95.5 75 100 95.2 95.1 50 94.8 95.2 Large 2 Axle Vehicles 1 10 11 1 0 1 13 2 15 27
% Large 2 Axle Vehicles 7.1 1.4 1.5 25 0 4.8 2.1 50 2.4 2 3 Axle Vehicles 0 1 1 0 0 0 1 0 1 2
% 3 Axle Vehicles 0 0.1 0.1 0 0 0 0.2 0 0.2 0.1
4+ Axle Trucks 0 20 20 0 0 0 16 0 16 36
% 4+ Axle Trucks 0 2.9 2.8 0 0 0 2.6 0 2.6 2.7
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total 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 04:00 PM
04:00 PM 4 94 98 0 1 1 83 0 83 182
04:15 PM 3 88 91 1 1 2 89 1 90 183
04:30 PM 3 104 107 1 3 4 79 1 80 191
04:45 PM 0 87 87 0 0 0 89 0 89 176
Total Volume 10 373 383 2 5 7 340 2 342 732
% App. Total 2.6 97.4 28.6 71.4 99.4 0.6
PHF .625 .897 .895 .500 .417 .438 .955 .500 .950 .958
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
373
Left
10 Out In Total
345 383 728
Right
5 Left
2 Out Total In
12 7 19
Thru
340
Right
2 Out In Total
375 342 717
Peak Hour Begins at 04:00 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 04:00 PM
+0 mins. 4 94 98 0 2 2 83 0 83
+15 mins. 3 88 91 0 1 1 89 1 90
+30 mins. 3 104 107 2 5 7 79 1 80
+45 mins. 0 87 87 0 4 4 89 0 89
Total Volume 10 373 383 2 12 14 340 2 342
% App. Total 2.6 97.4 14.3 85.7 99.4 0.6
PHF .625 .897 .895 .250 .600 .500 .955 .500 .950
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 3 88 91 0 1 1 80 0 80 172
04:15 PM 3 81 84 1 1 2 86 0 86 172
04:30 PM 3 97 100 1 3 4 70 1 71 175
04:45 PM 0 84 84 0 0 0 83 0 83 167
Total 9 350 359 2 5 7 319 1 320 686
05:00 PM 2 82 84 0 2 2 61 0 61 147
05:15 PM 0 85 85 0 1 1 55 0 55 141
05:30 PM 2 74 76 1 5 6 67 1 68 150
05:45 PM 0 75 75 0 4 4 81 0 81 160
Total 4 316 320 1 12 13 264 1 265 598
Grand Total 13 666 679 3 17 20 583 2 585 1284
Apprch % 1.9 98.1 15 85 99.7 0.3
Total % 1 51.9 52.9 0.2 1.3 1.6 45.4 0.2 45.6
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 3 88 91 0 1 1 80 0 80 172
04:15 PM 3 81 84 1 1 2 86 0 86 172
04:30 PM 3 97 100 1 3 4 70 1 71 175
04:45 PM 0 84 84 0 0 0 83 0 83 167
Total Volume 9 350 359 2 5 7 319 1 320 686
% App. Total 2.5 97.5 28.6 71.4 99.7 0.3
PHF .750 .902 .898 .500 .417 .438 .927 .250 .930 .980
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
350
Left
9 Out In Total
324 359 683
Right
5 Left
2 Out Total In
10 7 17
Thru
319
Right
1 Out In Total
352 320 672
Peak Hour Begins at 04:00 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM
+0 mins. 3 88 91 0 1 1 80 0 80
+15 mins. 3 81 84 1 1 2 86 0 86
+30 mins. 3 97 100 1 3 4 70 1 71
+45 mins. 0 84 84 0 0 0 83 0 83
Total Volume 9 350 359 2 5 7 319 1 320
% App. Total 2.5 97.5 28.6 71.4 99.7 0.3
PHF .750 .902 .898 .500 .417 .438 .927 .250 .930
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 1 4 5 0 0 0 2 0 2 7
04:15 PM 0 2 2 0 0 0 2 1 3 5
04:30 PM 0 2 2 0 0 0 4 0 4 6
04:45 PM 0 0 0 0 0 0 2 0 2 2
Total 1 8 9 0 0 0 10 1 11 20
05:00 PM 0 0 0 0 0 0 1 0 1 1
05:15 PM 0 1 1 0 0 0 0 0 0 1
05:30 PM 0 0 0 1 0 1 1 0 1 2
05:45 PM 0 1 1 0 0 0 1 1 2 3
Total 0 2 2 1 0 1 3 1 4 7
Grand Total 1 10 11 1 0 1 13 2 15 27
Apprch % 9.1 90.9 100 0 86.7 13.3
Total % 3.7 37 40.7 3.7 0 3.7 48.1 7.4 55.6
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 1 4 5 0 0 0 2 0 2 7
04:15 PM 0 2 2 0 0 0 2 1 3 5
04:30 PM 0 2 2 0 0 0 4 0 4 6
04:45 PM 0 0 0 0 0 0 2 0 2 2
Total Volume 1 8 9 0 0 0 10 1 11 20
% App. Total 11.1 88.9 0 0 90.9 9.1
PHF .250 .500 .450 .000 .000 .000 .625 .250 .688 .714
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
8 Left
1 Out In Total
10 9 19
Right
0 Left
0 Out Total In
2 0 2
Thru
10 Right
1 Out In Total
8 11 19
Peak Hour Begins at 04:00 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM
+0 mins. 1 4 5 0 0 0 2 0 2
+15 mins. 0 2 2 0 0 0 2 1 3
+30 mins. 0 2 2 0 0 0 4 0 4
+45 mins. 0 0 0 0 0 0 2 0 2
Total Volume 1 8 9 0 0 0 10 1 11
% App. Total 11.1 88.9 0 0 90.9 9.1
PHF .250 .500 .450 .000 .000 .000 .625 .250 .688
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 1 1 0 0 0 0 0 0 1
05:15 PM 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 1 0 1 1
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 1 1 0 0 0 1 0 1 2
Grand Total 0 1 1 0 0 0 1 0 1 2
Apprch % 0 100 0 0 100 0
Total % 0 50 50 0 0 0 50 0 50
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
0 Left
0 Out In Total
0 0 0
Right
0 Left
0 Out Total In
0 0 0
Thru
0 Right
0 Out In Total
0 0 0
Peak Hour Begins at 04:00 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 0 2 2 0 0 0 1 0 1 3
04:15 PM 0 5 5 0 0 0 1 0 1 6
04:30 PM 0 5 5 0 0 0 5 0 5 10
04:45 PM 0 3 3 0 0 0 4 0 4 7
Total 0 15 15 0 0 0 11 0 11 26
05:00 PM 0 3 3 0 0 0 2 0 2 5
05:15 PM 0 1 1 0 0 0 2 0 2 3
05:30 PM 0 1 1 0 0 0 1 0 1 2
05:45 PM 0 0 0 0 0 0 0 0 0 0
Total 0 5 5 0 0 0 5 0 5 10
Grand Total 0 20 20 0 0 0 16 0 16 36
Apprch % 0 100 0 0 100 0
Total % 0 55.6 55.6 0 0 0 44.4 0 44.4
Buttonwillow Avenue
Southbound
Huntsman Avenue
Westbound
Buttonwillow Avenue
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 2 2 0 0 0 1 0 1 3
04:15 PM 0 5 5 0 0 0 1 0 1 6
04:30 PM 0 5 5 0 0 0 5 0 5 10
04:45 PM 0 3 3 0 0 0 4 0 4 7
Total Volume 0 15 15 0 0 0 11 0 11 26
% App. Total 0 100 0 0 100 0
PHF .000 .750 .750 .000 .000 .000 .550 .000 .550 .650
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDY_BW_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
City of Reedley
N/S: Buttonwillow Avenue
E/W: Huntsman Avenue
Weather: Clear
Buttonwillow Avenue
Huntsman Avenue
Buttonwillow Avenue
Thru
15 Left
0 Out In Total
11 15 26
Right
0 Left
0 Out Total In
0 0 0
Thru
11 Right
0 Out In Total
15 11 26
Peak Hour Begins at 04:00 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 04:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM
+0 mins. 0 2 2 0 0 0 1 0 1
+15 mins. 0 5 5 0 0 0 1 0 1
+30 mins. 0 5 5 0 0 0 5 0 5
+45 mins. 0 3 3 0 0 0 4 0 4
Total Volume 0 15 15 0 0 0 11 0 11
% App. Total 0 100 0 0 100 0
PHF .000 .750 .750 .000 .000 .000 .550 .000 .550
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:00 AM 1 11 1 13 2 44 2 48 7 7 2 16 2 31 4 37 114
07:15 AM 1 8 4 13 3 53 0 56 8 22 3 33 3 43 7 53 155
07:30 AM 2 7 9 18 4 75 2 81 15 21 2 38 6 57 5 68 205
07:45 AM 1 16 7 24 4 89 0 93 10 9 1 20 7 70 15 92 229
Total 5 42 21 68 13 261 4 278 40 59 8 107 18 201 31 250 703 08:00 AM 0 7 8 15 6 67 0 73 7 7 5 19 0 53 8 61 168
08:15 AM 2 5 3 10 2 53 3 58 5 7 3 15 1 33 3 37 120
08:30 AM 3 10 1 14 1 41 1 43 4 16 5 25 1 34 9 44 126
08:45 AM 1 4 3 8 2 53 2 57 9 7 5 21 0 34 7 41 127
Total 6 26 15 47 11 214 6 231 25 37 18 80 2 154 27 183 541 Grand Total 11 68 36 115 24 475 10 509 65 96 26 187 20 355 58 433 1244 Apprch % 9.6 59.1 31.3 4.7 93.3 2 34.8 51.3 13.9 4.6 82 13.4 Total % 0.9 5.5 2.9 9.2 1.9 38.2 0.8 40.9 5.2 7.7 2.1 15 1.6 28.5 4.7 34.8 Passenger Vehicles 10 68 34 112 18 467 7 492 63 94 24 181 20 342 56 418 1203 % Passenger Vehicles 90.9 100 94.4 97.4 75 98.3 70 96.7 96.9 97.9 92.3 96.8 100 96.3 96.6 96.5 96.7 Large 2 Axle Vehicles 0 0 1 1 5 7 2 14 0 2 2 4 0 9 2 11 30 % Large 2 Axle Vehicles 0 0 2.8 0.9 20.8 1.5 20 2.8 0 2.1 7.7 2.1 0 2.5 3.4 2.5 2.4 3 Axle Vehicles 1 0 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2
% 3 Axle Vehicles 9.1 0 0 0.9 0 0 0 0 0 0 0 0 0 0.3 0 0.2 0.2 4+ Axle Trucks 0 0 1 1 1 1 1 3 2 0 0 2 0 3 0 3 9
% 4+ Axle Trucks 0 0 2.8 0.9 4.2 0.2 10 0.6 3.1 0 0 1.1 0 0.8 0 0.7 0.7 Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 1 8 4 13 3 53 0 56 8 22 3 33 3 43 7 53 155
07:30 AM 2 7 9 18 4 75 2 81 15 21 2 38 6 57 5 68 205
07:45 AM 1 16 7 24 4 89 0 93 10 9 1 20 7 70 15 92 229
08:00 AM 0 7 8 15 6 67 0 73 7 7 5 19 0 53 8 61 168
Total Volume 4 38 28 70 17 284 2 303 40 59 11 110 16 223 35 274 757 % App. Total 5.7 54.3 40 5.6 93.7 0.7 36.4 53.6 10 5.8 81.4 12.8 PHF .500 .594 .778 .729 .708 .798 .250 .815 .667 .670 .550 .724 .571 .796 .583 .745 .826 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
28 Thru
38 Left
4 Out In Total
77 70 147
Right
2 Thru
284
Left
17 Out Total In
238 303 541
Left
40 Thru
59 Right
11 Out In Total
90 110 200
Left
16 Thru
223
Right
35 Total Out In
352 274 626
Peak Hour Begins at 07:15 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:30 AM 07:15 AM 07:15 AM
+0 mins. 1 8 4 13 4 75 2 81 8 22 3 33 3 43 7 53
+15 mins. 2 7 9 18 4 89 0 93 15 21 2 38 6 57 5 68
+30 mins. 1 16 7 24 6 67 0 73 10 9 1 20 7 70 15 92
+45 mins. 0 7 8 15 2 53 3 58 7 7 5 19 0 53 8 61
Total Volume 4 38 28 70 16 284 5 305 40 59 11 110 16 223 35 274 % App. Total 5.7 54.3 40 5.2 93.1 1.6 36.4 53.6 10 5.8 81.4 12.8 PHF .500 .594 .778 .729 .667 .798 .417 .820 .667 .670 .550 .724 .571 .796 .583 .745 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:00 AM 0 11 0 11 2 44 1 47 7 5 1 13 2 31 4 37 108
07:15 AM 1 8 4 13 3 53 0 56 7 22 2 31 3 41 7 51 151
07:30 AM 2 7 9 18 4 73 2 79 14 21 2 37 6 56 5 67 201
07:45 AM 1 16 7 24 1 87 0 88 10 9 1 20 7 68 14 89 221
Total 4 42 20 66 10 257 3 270 38 57 6 101 18 196 30 244 681 08:00 AM 0 7 8 15 4 65 0 69 7 7 5 19 0 53 8 61 164
08:15 AM 2 5 3 10 2 52 2 56 5 7 3 15 1 28 3 32 113
08:30 AM 3 10 0 13 1 40 0 41 4 16 5 25 1 32 9 42 121
08:45 AM 1 4 3 8 1 53 2 56 9 7 5 21 0 33 6 39 124
Total 6 26 14 46 8 210 4 222 25 37 18 80 2 146 26 174 522 Grand Total 10 68 34 112 18 467 7 492 63 94 24 181 20 342 56 418 1203 Apprch % 8.9 60.7 30.4 3.7 94.9 1.4 34.8 51.9 13.3 4.8 81.8 13.4 Total % 0.8 5.7 2.8 9.3 1.5 38.8 0.6 40.9 5.2 7.8 2 15 1.7 28.4 4.7 34.7 Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 1 8 4 13 3 53 0 56 7 22 2 31 3 41 7 51 151
07:30 AM 2 7 9 18 4 73 2 79 14 21 2 37 6 56 5 67 201
07:45 AM 1 16 7 24 1 87 0 88 10 9 1 20 7 68 14 89 221
08:00 AM 0 7 8 15 4 65 0 69 7 7 5 19 0 53 8 61 164
Total Volume 4 38 28 70 12 278 2 292 38 59 10 107 16 218 34 268 737 % App. Total 5.7 54.3 40 4.1 95.2 0.7 35.5 55.1 9.3 6 81.3 12.7 PHF .500 .594 .778 .729 .750 .799 .250 .830 .679 .670 .500 .723 .571 .801 .607 .753 .834 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
28 Thru
38 Left
4 Out In Total
77 70 147
Right
2 Thru
278
Left
12 Out Total In
232 292 524
Left
38 Thru
59 Right
10 Out In Total
84 107 191
Left
16 Thru
218
Right
34 Total Out In
344 268 612
Peak Hour Begins at 07:15 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 1 8 4 13 3 53 0 56 7 22 2 31 3 41 7 51
+15 mins. 2 7 9 18 4 73 2 79 14 21 2 37 6 56 5 67
+30 mins. 1 16 7 24 1 87 0 88 10 9 1 20 7 68 14 89
+45 mins. 0 7 8 15 4 65 0 69 7 7 5 19 0 53 8 61
Total Volume 4 38 28 70 12 278 2 292 38 59 10 107 16 218 34 268 % App. Total 5.7 54.3 40 4.1 95.2 0.7 35.5 55.1 9.3 6 81.3 12.7 PHF .500 .594 .778 .729 .750 .799 .250 .830 .679 .670 .500 .723 .571 .801 .607 .753 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:00 AM 0 0 1 1 0 0 1 1 0 2 1 3 0 0 0 0 5
07:15 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 2 3
07:30 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 1 0 1 3
07:45 AM 0 0 0 0 3 1 0 4 0 0 0 0 0 2 1 3 7
Total 0 0 1 1 3 3 1 7 0 2 2 4 0 5 1 6 18
08:00 AM 0 0 0 0 2 2 0 4 0 0 0 0 0 0 0 0 4
08:15 AM 0 0 0 0 0 1 1 2 0 0 0 0 0 3 0 3 5
08:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 2
Total 0 0 0 0 2 4 1 7 0 0 0 0 0 4 1 5 12
Grand Total 0 0 1 1 5 7 2 14 0 2 2 4 0 9 2 11 30
Apprch % 0 0 100 35.7 50 14.3 0 50 50 0 81.8 18.2
Total % 0 0 3.3 3.3 16.7 23.3 6.7 46.7 0 6.7 6.7 13.3 0 30 6.7 36.7 Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 2 3
07:30 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 1 0 1 3
07:45 AM 0 0 0 0 3 1 0 4 0 0 0 0 0 2 1 3 7
08:00 AM 0 0 0 0 2 2 0 4 0 0 0 0 0 0 0 0 4
Total Volume 0 0 0 0 5 5 0 10 0 0 1 1 0 5 1 6 17
% App. Total 0 0 0 50 50 0 0 0 100 0 83.3 16.7
PHF .000 .000 .000 .000 .417 .625 .000 .625 .000 .000 .250 .250 .000 .625 .250 .500 .607 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
5 Left
5 Out Total In
6 10 16
Left
0 Thru
0 Right
1 Out In Total
6 1 7
Left
0 Thru
5 Right
1 Total Out In
5 6 11
Peak Hour Begins at 07:15 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 2
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 1 0 1
+30 mins. 0 0 0 0 3 1 0 4 0 0 0 0 0 2 1 3
+45 mins. 0 0 0 0 2 2 0 4 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 5 5 0 10 0 0 1 1 0 5 1 6
% App. Total 0 0 0 50 50 0 0 0 100 0 83.3 16.7
PHF .000 .000 .000 .000 .417 .625 .000 .625 .000 .000 .250 .250 .000 .625 .250 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:00 AM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Grand Total 1 0 0 1 0 0 0 0 0 0 0 0 0 1 0 1 2
Apprch % 100 0 0 0 0 0 0 0 0 0 100 0
Total % 50 0 0 50 0 0 0 0 0 0 0 0 0 50 0 50
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 07:15 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
Total 0 0 0 0 0 1 0 1 2 0 0 2 0 0 0 0 3
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2
08:30 AM 0 0 1 1 0 0 1 1 0 0 0 0 0 1 0 1 3
08:45 AM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1
Total 0 0 1 1 1 0 1 2 0 0 0 0 0 3 0 3 6
Grand Total 0 0 1 1 1 1 1 3 2 0 0 2 0 3 0 3 9
Apprch % 0 0 100 33.3 33.3 33.3 100 0 0 0 100 0
Total % 0 0 11.1 11.1 11.1 11.1 11.1 33.3 22.2 0 0 22.2 0 33.3 0 33.3 Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
07:45 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 1 0 1 2 0 0 2 0 0 0 0 3
% App. Total 0 0 0 0 100 0 100 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .500 .000 .000 .500 .000 .000 .000 .000 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
1 Left
0 Out Total In
0 1 1
Left
2 Thru
0 Right
0 Out In Total
0 2 2
Left
0 Thru
0 Right
0 Total Out In
3 0 3
Peak Hour Begins at 07:15 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0
+30 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 1 0 1 2 0 0 2 0 0 0 0
% App. Total 0 0 0 0 100 0 100 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .500 .000 .000 .500 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:00 PM 1 11 2 14 3 63 3 69 8 15 2 25 2 70 12 84 192
04:15 PM 1 20 3 24 2 47 2 51 11 13 2 26 4 66 12 82 183
04:30 PM 2 21 7 30 0 53 2 55 11 9 3 23 3 74 6 83 191
04:45 PM 4 19 3 26 5 58 2 65 10 16 2 28 2 84 20 106 225 Total 8 71 15 94 10 221 9 240 40 53 9 102 11 294 50 355 791 05:00 PM 3 17 4 24 4 45 1 50 20 10 1 31 4 71 12 87 192
05:15 PM 0 14 5 19 3 70 0 73 10 11 2 23 6 70 11 87 202
05:30 PM 1 20 3 24 2 61 0 63 7 10 3 20 3 62 11 76 183
05:45 PM 2 10 4 16 5 68 2 75 14 14 2 30 1 59 9 69 190
Total 6 61 16 83 14 244 3 261 51 45 8 104 14 262 43 319 767 Grand Total 14 132 31 177 24 465 12 501 91 98 17 206 25 556 93 674 1558 Apprch % 7.9 74.6 17.5 4.8 92.8 2.4 44.2 47.6 8.3 3.7 82.5 13.8 Total % 0.9 8.5 2 11.4 1.5 29.8 0.8 32.2 5.8 6.3 1.1 13.2 1.6 35.7 6 43.3 Passenger Vehicles 14 131 31 176 22 456 12 490 90 94 17 201 24 544 92 660 1527 % Passenger Vehicles 100 99.2 100 99.4 91.7 98.1 100 97.8 98.9 95.9 100 97.6 96 97.8 98.9 97.9 98 Large 2 Axle Vehicles 0 0 0 0 2 6 0 8 0 2 0 2 1 7 0 8 18 % Large 2 Axle Vehicles 0 0 0 0 8.3 1.3 0 1.6 0 2 0 1 4 1.3 0 1.2 1.2 3 Axle Vehicles 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0 2 3
% 3 Axle Vehicles 0 0 0 0 0 0.2 0 0.2 0 0 0 0 0 0.4 0 0.3 0.2 4+ Axle Trucks 0 1 0 1 0 2 0 2 1 2 0 3 0 3 1 4 10
% 4+ Axle Trucks 0 0.8 0 0.6 0 0.4 0 0.4 1.1 2 0 1.5 0 0.5 1.1 0.6 0.6 Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:30 PM
04:30 PM 2 21 7 30 0 53 2 55 11 9 3 23 3 74 6 83 191
04:45 PM 4 19 3 26 5 58 2 65 10 16 2 28 2 84 20 106 225 05:00 PM 3 17 4 24 4 45 1 50 20 10 1 31 4 71 12 87 192
05:15 PM 0 14 5 19 3 70 0 73 10 11 2 23 6 70 11 87 202
Total Volume 9 71 19 99 12 226 5 243 51 46 8 105 15 299 49 363 810 % App. Total 9.1 71.7 19.2 4.9 93 2.1 48.6 43.8 7.6 4.1 82.4 13.5 PHF .563 .845 .679 .825 .600 .807 .625 .832 .638 .719 .667 .847 .625 .890 .613 .856 .900 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
19 Thru
71 Left
9 Out In Total
66 99 165
Right
5 Thru
226
Left
12 Out Total In
316 243 559
Left
51 Thru
46 Right
8 Out In Total
132 105 237
Left
15 Thru
299
Right
49 Total Out In
296 363 659
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 05:00 PM 04:15 PM 04:30 PM
+0 mins. 1 20 3 24 4 45 1 50 11 13 2 26 3 74 6 83
+15 mins. 2 21 7 30 3 70 0 73 11 9 3 23 2 84 20 106
+30 mins. 4 19 3 26 2 61 0 63 10 16 2 28 4 71 12 87
+45 mins. 3 17 4 24 5 68 2 75 20 10 1 31 6 70 11 87
Total Volume 10 77 17 104 14 244 3 261 52 48 8 108 15 299 49 363 % App. Total 9.6 74 16.3 5.4 93.5 1.1 48.1 44.4 7.4 4.1 82.4 13.5 PHF .625 .917 .607 .867 .700 .871 .375 .870 .650 .750 .667 .871 .625 .890 .613 .856 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:00 PM 1 11 2 14 2 60 3 65 8 15 2 25 2 70 11 83 187
04:15 PM 1 20 3 24 2 46 2 50 10 12 2 24 4 64 12 80 178
04:30 PM 2 20 7 29 0 52 2 54 11 8 3 22 3 71 6 80 185
04:45 PM 4 19 3 26 5 55 2 62 10 16 2 28 2 81 20 103 219 Total 8 70 15 93 9 213 9 231 39 51 9 99 11 286 49 346 769 05:00 PM 3 17 4 24 4 44 1 49 20 10 1 31 3 70 12 85 189
05:15 PM 0 14 5 19 3 70 0 73 10 11 2 23 6 68 11 85 200
05:30 PM 1 20 3 24 1 61 0 62 7 8 3 18 3 61 11 75 179
05:45 PM 2 10 4 16 5 68 2 75 14 14 2 30 1 59 9 69 190
Total 6 61 16 83 13 243 3 259 51 43 8 102 13 258 43 314 758 Grand Total 14 131 31 176 22 456 12 490 90 94 17 201 24 544 92 660 1527 Apprch % 8 74.4 17.6 4.5 93.1 2.4 44.8 46.8 8.5 3.6 82.4 13.9 Total % 0.9 8.6 2 11.5 1.4 29.9 0.8 32.1 5.9 6.2 1.1 13.2 1.6 35.6 6 43.2 Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 2 20 7 29 0 52 2 54 11 8 3 22 3 71 6 80 185
04:45 PM 4 19 3 26 5 55 2 62 10 16 2 28 2 81 20 103 219 05:00 PM 3 17 4 24 4 44 1 49 20 10 1 31 3 70 12 85 189
05:15 PM 0 14 5 19 3 70 0 73 10 11 2 23 6 68 11 85 200
Total Volume 9 70 19 98 12 221 5 238 51 45 8 104 14 290 49 353 793 % App. Total 9.2 71.4 19.4 5 92.9 2.1 49 43.3 7.7 4 82.2 13.9 PHF .563 .875 .679 .845 .600 .789 .625 .815 .638 .703 .667 .839 .583 .895 .613 .857 .905 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
19 Thru
70 Left
9 Out In Total
64 98 162
Right
5 Thru
221
Left
12 Out Total In
307 238 545
Left
51 Thru
45 Right
8 Out In Total
131 104 235
Left
14 Thru
290
Right
49 Total Out In
291 353 644
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 2 20 7 29 0 52 2 54 11 8 3 22 3 71 6 80
+15 mins. 4 19 3 26 5 55 2 62 10 16 2 28 2 81 20 103
+30 mins. 3 17 4 24 4 44 1 49 20 10 1 31 3 70 12 85
+45 mins. 0 14 5 19 3 70 0 73 10 11 2 23 6 68 11 85
Total Volume 9 70 19 98 12 221 5 238 51 45 8 104 14 290 49 353 % App. Total 9.2 71.4 19.4 5 92.9 2.1 49 43.3 7.7 4 82.2 13.9 PHF .563 .875 .679 .845 .600 .789 .625 .815 .638 .703 .667 .839 .583 .895 .613 .857 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:00 PM 0 0 0 0 1 2 0 3 0 0 0 0 0 0 0 0 3
04:15 PM 0 0 0 0 0 1 0 1 0 1 0 1 0 2 0 2 4
04:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
04:45 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3 5
Total 0 0 0 0 1 6 0 7 0 1 0 1 0 6 0 6 14
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
05:30 PM 0 0 0 0 1 0 0 1 0 1 0 1 0 0 0 0 2
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 1 0 0 1 0 1 0 1 1 1 0 2 4
Grand Total 0 0 0 0 2 6 0 8 0 2 0 2 1 7 0 8 18
Apprch % 0 0 0 25 75 0 0 100 0 12.5 87.5 0
Total % 0 0 0 0 11.1 33.3 0 44.4 0 11.1 0 11.1 5.6 38.9 0 44.4 Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
04:45 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3 5
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Total Volume 0 0 0 0 0 3 0 3 0 0 0 0 1 5 0 6 9
% App. Total 0 0 0 0 100 0 0 0 0 16.7 83.3 0
PHF .000 .000 .000 .000 .000 .375 .000 .375 .000 .000 .000 .000 .250 .417 .000 .500 .450 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
0 Thru
0 Left
0 Out In Total
1 0 1
Right
0 Thru
3 Left
0 Out Total In
5 3 8
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
1 Thru
5 Right
0 Total Out In
3 6 9
Peak Hour Begins at 04:30 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
Total Volume 0 0 0 0 0 3 0 3 0 0 0 0 1 5 0 6
% App. Total 0 0 0 0 100 0 0 0 0 16.7 83.3 0
PHF .000 .000 .000 .000 .000 .375 .000 .375 .000 .000 .000 .000 .250 .417 .000 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Grand Total 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0 2 3
Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 33.3 0 33.3 0 0 0 0 0 66.7 0 66.7
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
% App. Total 0 0 0 0 0 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
1 0 1
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
1 Right
0 Total Out In
0 1 1
Peak Hour Begins at 04:30 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
% App. Total 0 0 0 0 0 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1
04:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
04:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 1 0 1 3
04:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
Total 0 1 0 1 0 1 0 1 1 1 0 2 0 1 1 2 6
05:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
05:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 1 0 1 0 1 0 1 0 2 0 2 4
Grand Total 0 1 0 1 0 2 0 2 1 2 0 3 0 3 1 4 10
Apprch % 0 100 0 0 100 0 33.3 66.7 0 0 75 25
Total % 0 10 0 10 0 20 0 20 10 20 0 30 0 30 10 40
Englehart Avenue
Southbound
Dinuba Avenue
Westbound
Englehart Avenue
Northbound
Dinuba Avenue
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 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 1 0 1 0 0 0 0 0 1 0 1 0 1 0 1 3
04:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
05:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Total Volume 0 1 0 1 0 2 0 2 0 1 0 1 0 3 0 3 7
% App. Total 0 100 0 0 100 0 0 100 0 0 100 0
PHF .000 .250 .000 .250 .000 .500 .000 .500 .000 .250 .000 .250 .000 .750 .000 .750 .583 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_CFO_Eng_Din PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Dinuba Avenue
Weather: Clear
Englehart Avenue
Dinuba Avenue
Dinuba Avenue
Englehart Avenue
Right
0 Thru
1 Left
0 Out In Total
1 1 2
Right
0 Thru
2 Left
0 Out Total In
3 2 5
Left
0 Thru
1 Right
0 Out In Total
1 1 2
Left
0 Thru
3 Right
0 Total Out In
2 3 5
Peak Hour Begins at 04:30 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 1 0 1 0 0 0 0 0 1 0 1 0 1 0 1
+15 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
Total Volume 0 1 0 1 0 2 0 2 0 1 0 1 0 3 0 3
% App. Total 0 100 0 0 100 0 0 100 0 0 100 0
PHF .000 .250 .000 .250 .000 .500 .000 .500 .000 .250 .000 .250 .000 .750 .000 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:00 AM 0 18 0 18 0 0 0 0 2 14 0 16 0 0 0 0 34
07:15 AM 0 17 1 18 0 0 0 0 4 38 0 42 2 0 0 2 62
07:30 AM 0 16 0 16 0 0 0 0 3 30 0 33 0 0 0 0 49
07:45 AM 0 32 4 36 0 0 0 0 1 19 0 20 2 0 0 2 58
Total 0 83 5 88 0 0 0 0 10 101 0 111 4 0 0 4 203
08:00 AM 0 18 2 20 0 0 0 0 0 17 0 17 1 0 1 2 39
08:15 AM 0 10 0 10 0 0 0 0 1 11 0 12 2 0 3 5 27
08:30 AM 0 16 2 18 0 0 0 0 2 28 0 30 1 0 2 3 51
08:45 AM 0 14 2 16 0 0 0 0 0 16 0 16 2 0 0 2 34
Total 0 58 6 64 0 0 0 0 3 72 0 75 6 0 6 12 151
Grand Total 0 141 11 152 0 0 0 0 13 173 0 186 10 0 6 16 354 Apprch % 0 92.8 7.2 0 0 0 7 93 0 62.5 0 37.5
Total % 0 39.8 3.1 42.9 0 0 0 0 3.7 48.9 0 52.5 2.8 0 1.7 4.5 Passenger Vehicles 0 140 4 144 0 0 0 0 13 168 0 181 10 0 6 16 341 % Passenger Vehicles 0 99.3 36.4 94.7 0 0 0 0 100 97.1 0 97.3 100 0 100 100 96.3 Large 2 Axle Vehicles 0 1 6 7 0 0 0 0 0 3 0 3 0 0 0 0 10 % Large 2 Axle Vehicles 0 0.7 54.5 4.6 0 0 0 0 0 1.7 0 1.6 0 0 0 0 2.8 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4+ Axle Trucks 0 0 1 1 0 0 0 0 0 2 0 2 0 0 0 0 3
% 4+ Axle Trucks 0 0 9.1 0.7 0 0 0 0 0 1.2 0 1.1 0 0 0 0 0.8 Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 17 1 18 0 0 0 0 4 38 0 42 2 0 0 2 62
07:30 AM 0 16 0 16 0 0 0 0 3 30 0 33 0 0 0 0 49
07:45 AM 0 32 4 36 0 0 0 0 1 19 0 20 2 0 0 2 58
08:00 AM 0 18 2 20 0 0 0 0 0 17 0 17 1 0 1 2 39
Total Volume 0 83 7 90 0 0 0 0 8 104 0 112 5 0 1 6 208
% App. Total 0 92.2 7.8 0 0 0 7.1 92.9 0 83.3 0 16.7
PHF .000 .648 .438 .625 .000 .000 .000 .000 .500 .684 .000 .667 .625 .000 .250 .750 .839 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Englehart Avenue
Huntsman Avenue
Huntsman Avenue
Englehart Avenue
Right
7 Thru
83 Left
0 Out In Total
109 90 199
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
8 Thru
104
Right
0 Out In Total
84 112 196
Left
5 Thru
0 Right
1 Total Out In
15 6 21
Peak Hour Begins at 07:15 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:00 AM 07:15 AM 07:45 AM
+0 mins. 0 17 1 18 0 0 0 0 4 38 0 42 2 0 0 2
+15 mins. 0 16 0 16 0 0 0 0 3 30 0 33 1 0 1 2
+30 mins. 0 32 4 36 0 0 0 0 1 19 0 20 2 0 3 5
+45 mins. 0 18 2 20 0 0 0 0 0 17 0 17 1 0 2 3
Total Volume 0 83 7 90 0 0 0 0 8 104 0 112 6 0 6 12
% App. Total 0 92.2 7.8 0 0 0 7.1 92.9 0 50 0 50
PHF .000 .648 .438 .625 .000 .000 .000 .000 .500 .684 .000 .667 .750 .000 .500 .600 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:00 AM 0 18 0 18 0 0 0 0 2 13 0 15 0 0 0 0 33
07:15 AM 0 17 1 18 0 0 0 0 4 36 0 40 2 0 0 2 60
07:30 AM 0 16 0 16 0 0 0 0 3 29 0 32 0 0 0 0 48
07:45 AM 0 31 1 32 0 0 0 0 1 19 0 20 2 0 0 2 54
Total 0 82 2 84 0 0 0 0 10 97 0 107 4 0 0 4 195
08:00 AM 0 18 0 18 0 0 0 0 0 17 0 17 1 0 1 2 37
08:15 AM 0 10 0 10 0 0 0 0 1 11 0 12 2 0 3 5 27
08:30 AM 0 16 2 18 0 0 0 0 2 27 0 29 1 0 2 3 50
08:45 AM 0 14 0 14 0 0 0 0 0 16 0 16 2 0 0 2 32
Total 0 58 2 60 0 0 0 0 3 71 0 74 6 0 6 12 146
Grand Total 0 140 4 144 0 0 0 0 13 168 0 181 10 0 6 16 341 Apprch % 0 97.2 2.8 0 0 0 7.2 92.8 0 62.5 0 37.5
Total % 0 41.1 1.2 42.2 0 0 0 0 3.8 49.3 0 53.1 2.9 0 1.8 4.7 Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 17 1 18 0 0 0 0 4 36 0 40 2 0 0 2 60
07:30 AM 0 16 0 16 0 0 0 0 3 29 0 32 0 0 0 0 48
07:45 AM 0 31 1 32 0 0 0 0 1 19 0 20 2 0 0 2 54
08:00 AM 0 18 0 18 0 0 0 0 0 17 0 17 1 0 1 2 37
Total Volume 0 82 2 84 0 0 0 0 8 101 0 109 5 0 1 6 199
% App. Total 0 97.6 2.4 0 0 0 7.3 92.7 0 83.3 0 16.7
PHF .000 .661 .500 .656 .000 .000 .000 .000 .500 .701 .000 .681 .625 .000 .250 .750 .829 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Englehart Avenue
Huntsman Avenue
Huntsman Avenue
Englehart Avenue
Right
2 Thru
82 Left
0 Out In Total
106 84 190
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
8 Thru
101
Right
0 Out In Total
83 109 192
Left
5 Thru
0 Right
1 Total Out In
10 6 16
Peak Hour Begins at 07:15 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 17 1 18 0 0 0 0 4 36 0 40 2 0 0 2
+15 mins. 0 16 0 16 0 0 0 0 3 29 0 32 0 0 0 0
+30 mins. 0 31 1 32 0 0 0 0 1 19 0 20 2 0 0 2
+45 mins. 0 18 0 18 0 0 0 0 0 17 0 17 1 0 1 2
Total Volume 0 82 2 84 0 0 0 0 8 101 0 109 5 0 1 6
% App. Total 0 97.6 2.4 0 0 0 7.3 92.7 0 83.3 0 16.7
PHF .000 .661 .500 .656 .000 .000 .000 .000 .500 .701 .000 .681 .625 .000 .250 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
07:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0 4
Total 0 1 3 4 0 0 0 0 0 2 0 2 0 0 0 0 6
08:00 AM 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 2
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
08:45 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1
Total 0 0 3 3 0 0 0 0 0 1 0 1 0 0 0 0 4
Grand Total 0 1 6 7 0 0 0 0 0 3 0 3 0 0 0 0 10
Apprch % 0 14.3 85.7 0 0 0 0 100 0 0 0 0
Total % 0 10 60 70 0 0 0 0 0 30 0 30 0 0 0 0
Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0 4
08:00 AM 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 2
Total Volume 0 1 5 6 0 0 0 0 0 1 0 1 0 0 0 0 7
% App. Total 0 16.7 83.3 0 0 0 0 100 0 0 0 0
PHF .000 .250 .417 .375 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .438 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Englehart Avenue
Huntsman Avenue
Huntsman Avenue
Englehart Avenue
Right
5 Thru
1 Left
0 Out In Total
1 6 7
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
1 Right
0 Out In Total
1 1 2
Left
0 Thru
0 Right
0 Total Out In
5 0 5
Peak Hour Begins at 07:15 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 1 3 4 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 1 5 6 0 0 0 0 0 1 0 1 0 0 0 0
% App. Total 0 16.7 83.3 0 0 0 0 100 0 0 0 0
PHF .000 .250 .417 .375 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Apprch % 0 0 0 0 0 0 0 0 0 0 0 0
Total %
Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Englehart Avenue
Huntsman Avenue
Huntsman Avenue
Englehart Avenue
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 07:15 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1
Total 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1
Grand Total 0 0 1 1 0 0 0 0 0 2 0 2 0 0 0 0 3
Apprch % 0 0 100 0 0 0 0 100 0 0 0 0
Total % 0 0 33.3 33.3 0 0 0 0 0 66.7 0 66.7 0 0 0 0
Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2
% App. Total 0 0 0 0 0 0 0 100 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt AM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 2
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Englehart Avenue
Huntsman Avenue
Huntsman Avenue
Englehart Avenue
Right
0 Thru
0 Left
0 Out In Total
2 0 2
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
2 Right
0 Out In Total
0 2 2
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 07:15 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:15 AM to 08:00 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 07:15 AM 07:15 AM
+0 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0
% App. Total 0 0 0 0 0 0 0 100 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .500 .000 .500 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_CFO_Eng_Hunt PM
Site Code : 00323989
Start Date : 10/19/2023
Page No : 1
County of Fresno
N/S: Englehart Avenue
E/W: Huntsman Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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 04:00 PM 0 24 2 26 0 0 0 0 0 23 0 23 1 0 4 5 54
04:15 PM 0 30 1 31 0 0 0 0 2 27 0 29 0 0 3 3 63
04:30 PM 0 29 0 29 0 0 0 0 3 20 0 23 3 0 3 6 58
04:45 PM 0 35 2 37 0 0 0 0 0 25 0 25 1 0 3 4 66
Total 0 118 5 123 0 0 0 0 5 95 0 100 5 0 13 18 241
05:00 PM 0 32 1 33 0 0 0 0 1 31 0 32 1 0 2 3 68
05:15 PM 0 28 1 29 0 0 0 0 1 23 0 24 0 0 6 6 59
05:30 PM 0 29 3 32 0 0 0 0 5 20 0 25 1 0 2 3 60
05:45 PM 0 20 2 22 0 0 0 0 2 31 0 33 0 0 0 0 55
Total 0 109 7 116 0 0 0 0 9 105 0 114 2 0 10 12 242
Grand Total 0 227 12 239 0 0 0 0 14 200 0 214 7 0 23 30 483 Apprch % 0 95 5 0 0 0 6.5 93.5 0 23.3 0 76.7
Total % 0 47 2.5 49.5 0 0 0 0 2.9 41.4 0 44.3 1.4 0 4.8 6.2 Passenger Vehicles 0 225 10 235 0 0 0 0 13 195 0 208 7 0 23 30 473 % Passenger Vehicles 0 99.1 83.3 98.3 0 0 0 0 92.9 97.5 0 97.2 100 0 100 100 97.9 Large 2 Axle Vehicles 0 0 2 2 0 0 0 0 1 2 0 3 0 0 0 0 5 % Large 2 Axle Vehicles 0 0 16.7 0.8 0 0 0 0 7.1 1 0 1.4 0 0 0 0 1 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4+ Axle Trucks 0 2 0 2 0 0 0 0 0 3 0 3 0 0 0 0 5
% 4+ Axle Trucks 0 0.9 0 0.8 0 0 0 0 0 1.5 0 1.4 0 0 0 0 1 Englehart Avenue
Southbound
Huntsman Avenue
Westbound
Englehart Avenue
Northbound
Huntsman Avenue
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
04:15 PM 0 30 1 31 0 0 0 0 2 27 0 29 0 0 3 3 63
04:30 PM 0 29 0 29 0 0 0 0 3 20 0 23 3 0 3 6 58
04:45 PM 0 35 2 37 0 0 0 0 0 25 0 25 1 0 3 4 66
05:00 PM 0 32 1 33 0 0 0 0 1 31 0 32 1 0 2 3 68
Total Volume 0 126 4 130 0 0 0 0 6 103 0 109 5 0 11 16 255 % App. Total 0 96.9 3.1 0 0 0 5.5 94.5 0 31.2 0 68.8
PHF .000 .900 .500 .878 .000 .000 .000 .000 .500 .831 .000 .852 .417 .000 .917 .667 .938 Counts Unlimited, Inc.