Exhibit B - Draft MND Appendices Only — Menifee City Council, July 15, 2026 (part 2 of 3)

EXISTING CONDITIONS

WESTERLY PARKING AREA
10-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 8.81(Ac.) = 0.014 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 8.81(Ac.) = 0.014 Sq. Mi.

Length along longest watercourse = 506.00(Ft.)
Length along longest watercourse measured to centroid = 292.00(Ft.) Length along longest watercourse = 0.096 Mi.

Length along longest watercourse measured to centroid = 0.055 Mi.

Difference in elevation = 4.52(Ft.)
Slope along watercourse = 47.1652 Ft./Mi.

Average Manning's 'N' = 0.040
Lag time = 0.063 Hr.

Lag time = 3.78 Min.
25% of lag time = 0.95 Min.
40% of lag time = 1.51 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

8.81 1.60 14.10
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

8.81 4.00 35.24
STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.600(In)
Area Averaged 100-Year Rainfall = 4.000(In)
Point rain (area averaged) = 2.587(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.587(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

8.810 93.00 0.000
Total Area Entered = 8.81(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

93.0 93.0 0.091 0.000 0.091 1.000 0.091 Sum (F) = 0.091
Area averaged mean soil loss (F) (In/Hr) = 0.091
Minimum soil loss rate ((In/Hr)) = 0.045
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 132.225 28.626 2.542 2 0.167 264.451 48.173 4.277 3 0.250 396.676 12.339 1.096 4 0.333 528.901 5.498 0.488 5 0.417 661.127 3.009 0.267 6 0.500 793.352 1.627 0.144 7 0.583 925.578 0.728 0.065 Sum = 100.000 Sum= 8.879
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.021 ( 0.161) 0.019 0.002 2 0.17 0.07 0.021 ( 0.161) 0.019 0.002 3 0.25 0.07 0.021 ( 0.160) 0.019 0.002 4 0.33 0.10 0.031 ( 0.159) 0.028 0.003 5 0.42 0.10 0.031 ( 0.159) 0.028 0.003 6 0.50 0.10 0.031 ( 0.158) 0.028 0.003 7 0.58 0.10 0.031 ( 0.158) 0.028 0.003 8 0.67 0.10 0.031 ( 0.157) 0.028 0.003 9 0.75 0.10 0.031 ( 0.156) 0.028 0.003 10 0.83 0.13 0.041 ( 0.156) 0.037 0.004 11 0.92 0.13 0.041 ( 0.155) 0.037 0.004 12 1.00 0.13 0.041 ( 0.155) 0.037 0.004 13 1.08 0.10 0.031 ( 0.154) 0.028 0.003 14 1.17 0.10 0.031 ( 0.153) 0.028 0.003 15 1.25 0.10 0.031 ( 0.153) 0.028 0.003 16 1.33 0.10 0.031 ( 0.152) 0.028 0.003 17 1.42 0.10 0.031 ( 0.151) 0.028 0.003 18 1.50 0.10 0.031 ( 0.151) 0.028 0.003 19 1.58 0.10 0.031 ( 0.150) 0.028 0.003 20 1.67 0.10 0.031 ( 0.150) 0.028 0.003 21 1.75 0.10 0.031 ( 0.149) 0.028 0.003 22 1.83 0.13 0.041 ( 0.148) 0.037 0.004 23 1.92 0.13 0.041 ( 0.148) 0.037 0.004 24 2.00 0.13 0.041 ( 0.147) 0.037 0.004 25 2.08 0.13 0.041 ( 0.147) 0.037 0.004 26 2.17 0.13 0.041 ( 0.146) 0.037 0.004 27 2.25 0.13 0.041 ( 0.145) 0.037 0.004 28 2.33 0.13 0.041 ( 0.145) 0.037 0.004 29 2.42 0.13 0.041 ( 0.144) 0.037 0.004 30 2.50 0.13 0.041 ( 0.144) 0.037 0.004 31 2.58 0.17 0.052 ( 0.143) 0.047 0.005 32 2.67 0.17 0.052 ( 0.143) 0.047 0.005 33 2.75 0.17 0.052 ( 0.142) 0.047 0.005 34 2.83 0.17 0.052 ( 0.141) 0.047 0.005 35 2.92 0.17 0.052 ( 0.141) 0.047 0.005 36 3.00 0.17 0.052 ( 0.140) 0.047 0.005 37 3.08 0.17 0.052 ( 0.140) 0.047 0.005 38 3.17 0.17 0.052 ( 0.139) 0.047 0.005 39 3.25 0.17 0.052 ( 0.138) 0.047 0.005 40 3.33 0.17 0.052 ( 0.138) 0.047 0.005 41 3.42 0.17 0.052 ( 0.137) 0.047 0.005 42 3.50 0.17 0.052 ( 0.137) 0.047 0.005 43 3.58 0.17 0.052 ( 0.136) 0.047 0.005 44 3.67 0.17 0.052 ( 0.136) 0.047 0.005 45 3.75 0.17 0.052 ( 0.135) 0.047 0.005 46 3.83 0.20 0.062 ( 0.134) 0.056 0.006 47 3.92 0.20 0.062 ( 0.134) 0.056 0.006 48 4.00 0.20 0.062 ( 0.133) 0.056 0.006 49 4.08 0.20 0.062 ( 0.133) 0.056 0.006 50 4.17 0.20 0.062 ( 0.132) 0.056 0.006 51 4.25 0.20 0.062 ( 0.132) 0.056 0.006 52 4.33 0.23 0.072 ( 0.131) 0.065 0.007 53 4.42 0.23 0.072 ( 0.131) 0.065 0.007 54 4.50 0.23 0.072 ( 0.130) 0.065 0.007 55 4.58 0.23 0.072 ( 0.129) 0.065 0.007 56 4.67 0.23 0.072 ( 0.129) 0.065 0.007 57 4.75 0.23 0.072 ( 0.128) 0.065 0.007 58 4.83 0.27 0.083 ( 0.128) 0.075 0.008 59 4.92 0.27 0.083 ( 0.127) 0.075 0.008 60 5.00 0.27 0.083 ( 0.127) 0.075 0.008 61 5.08 0.20 0.062 ( 0.126) 0.056 0.006 62 5.17 0.20 0.062 ( 0.126) 0.056 0.006 63 5.25 0.20 0.062 ( 0.125) 0.056 0.006 64 5.33 0.23 0.072 ( 0.124) 0.065 0.007 65 5.42 0.23 0.072 ( 0.124) 0.065 0.007 66 5.50 0.23 0.072 ( 0.123) 0.065 0.007 67 5.58 0.27 0.083 ( 0.123) 0.075 0.008 68 5.67 0.27 0.083 ( 0.122) 0.075 0.008 69 5.75 0.27 0.083 ( 0.122) 0.075 0.008 70 5.83 0.27 0.083 ( 0.121) 0.075 0.008 71 5.92 0.27 0.083 ( 0.121) 0.075 0.008 72 6.00 0.27 0.083 ( 0.120) 0.075 0.008 73 6.08 0.30 0.093 ( 0.120) 0.084 0.009 74 6.17 0.30 0.093 ( 0.119) 0.084 0.009 75 6.25 0.30 0.093 ( 0.119) 0.084 0.009 76 6.33 0.30 0.093 ( 0.118) 0.084 0.009 77 6.42 0.30 0.093 ( 0.117) 0.084 0.009 78 6.50 0.30 0.093 ( 0.117) 0.084 0.009 79 6.58 0.33 0.103 ( 0.116) 0.093 0.010 80 6.67 0.33 0.103 ( 0.116) 0.093 0.010 81 6.75 0.33 0.103 ( 0.115) 0.093 0.010 82 6.83 0.33 0.103 ( 0.115) 0.093 0.010 83 6.92 0.33 0.103 ( 0.114) 0.093 0.010 84 7.00 0.33 0.103 ( 0.114) 0.093 0.010 85 7.08 0.33 0.103 ( 0.113) 0.093 0.010 86 7.17 0.33 0.103 ( 0.113) 0.093 0.010 87 7.25 0.33 0.103 ( 0.112) 0.093 0.010 88 7.33 0.37 0.114 ( 0.112) 0.102 0.011 89 7.42 0.37 0.114 ( 0.111) 0.102 0.011 90 7.50 0.37 0.114 ( 0.111) 0.102 0.011 91 7.58 0.40 0.124 0.110 ( 0.112) 0.014 92 7.67 0.40 0.124 0.110 ( 0.112) 0.014 93 7.75 0.40 0.124 0.109 ( 0.112) 0.015 94 7.83 0.43 0.135 0.109 ( 0.121) 0.026 95 7.92 0.43 0.135 0.108 ( 0.121) 0.026 96 8.00 0.43 0.135 0.108 ( 0.121) 0.027 97 8.08 0.50 0.155 0.107 ( 0.140) 0.048 98 8.17 0.50 0.155 0.107 ( 0.140) 0.049 99 8.25 0.50 0.155 0.106 ( 0.140) 0.049 100 8.33 0.50 0.155 0.106 ( 0.140) 0.050 101 8.42 0.50 0.155 0.105 ( 0.140) 0.050 102 8.50 0.50 0.155 0.105 ( 0.140) 0.051 103 8.58 0.53 0.166 0.104 ( 0.149) 0.061 104 8.67 0.53 0.166 0.104 ( 0.149) 0.062 105 8.75 0.53 0.166 0.103 ( 0.149) 0.062 106 8.83 0.57 0.176 0.103 ( 0.158) 0.073 107 8.92 0.57 0.176 0.102 ( 0.158) 0.074 108 9.00 0.57 0.176 0.102 ( 0.158) 0.074 109 9.08 0.63 0.197 0.101 ( 0.177) 0.095 110 9.17 0.63 0.197 0.101 ( 0.177) 0.096 111 9.25 0.63 0.197 0.100 ( 0.177) 0.096 112 9.33 0.67 0.207 0.100 ( 0.186) 0.107 113 9.42 0.67 0.207 0.099 ( 0.186) 0.108 114 9.50 0.67 0.207 0.099 ( 0.186) 0.108 115 9.58 0.70 0.217 0.098 ( 0.196) 0.119 116 9.67 0.70 0.217 0.098 ( 0.196) 0.119 117 9.75 0.70 0.217 0.097 ( 0.196) 0.120 118 9.83 0.73 0.228 0.097 ( 0.205) 0.131 119 9.92 0.73 0.228 0.097 ( 0.205) 0.131 120 10.00 0.73 0.228 0.096 ( 0.205) 0.132 121 10.08 0.50 0.155 0.096 ( 0.140) 0.060 122 10.17 0.50 0.155 0.095 ( 0.140) 0.060 123 10.25 0.50 0.155 0.095 ( 0.140) 0.061 124 10.33 0.50 0.155 0.094 ( 0.140) 0.061 125 10.42 0.50 0.155 0.094 ( 0.140) 0.061 126 10.50 0.50 0.155 0.093 ( 0.140) 0.062 127 10.58 0.67 0.207 0.093 ( 0.186) 0.114 128 10.67 0.67 0.207 0.092 ( 0.186) 0.115 129 10.75 0.67 0.207 0.092 ( 0.186) 0.115 130 10.83 0.67 0.207 0.092 ( 0.186) 0.115 131 10.92 0.67 0.207 0.091 ( 0.186) 0.116 132 11.00 0.67 0.207 0.091 ( 0.186) 0.116 133 11.08 0.63 0.197 0.090 ( 0.177) 0.106 134 11.17 0.63 0.197 0.090 ( 0.177) 0.107 135 11.25 0.63 0.197 0.089 ( 0.177) 0.107 136 11.33 0.63 0.197 0.089 ( 0.177) 0.108 137 11.42 0.63 0.197 0.088 ( 0.177) 0.108 138 11.50 0.63 0.197 0.088 ( 0.177) 0.109 139 11.58 0.57 0.176 0.088 ( 0.158) 0.088 140 11.67 0.57 0.176 0.087 ( 0.158) 0.089 141 11.75 0.57 0.176 0.087 ( 0.158) 0.089 142 11.83 0.60 0.186 0.086 ( 0.168) 0.100 143 11.92 0.60 0.186 0.086 ( 0.168) 0.100 144 12.00 0.60 0.186 0.085 ( 0.168) 0.101 145 12.08 0.83 0.259 0.085 ( 0.233) 0.174 146 12.17 0.83 0.259 0.085 ( 0.233) 0.174 147 12.25 0.83 0.259 0.084 ( 0.233) 0.175 148 12.33 0.87 0.269 0.084 ( 0.242) 0.185 149 12.42 0.87 0.269 0.083 ( 0.242) 0.186 150 12.50 0.87 0.269 0.083 ( 0.242) 0.186 151 12.58 0.93 0.290 0.082 ( 0.261) 0.207 152 12.67 0.93 0.290 0.082 ( 0.261) 0.208 153 12.75 0.93 0.290 0.082 ( 0.261) 0.208 154 12.83 0.97 0.300 0.081 ( 0.270) 0.219 155 12.92 0.97 0.300 0.081 ( 0.270) 0.219 156 13.00 0.97 0.300 0.080 ( 0.270) 0.220 157 13.08 1.13 0.352 0.080 ( 0.317) 0.272 158 13.17 1.13 0.352 0.080 ( 0.317) 0.272 159 13.25 1.13 0.352 0.079 ( 0.317) 0.273 160 13.33 1.13 0.352 0.079 ( 0.317) 0.273 161 13.42 1.13 0.352 0.078 ( 0.317) 0.274 162 13.50 1.13 0.352 0.078 ( 0.317) 0.274 163 13.58 0.77 0.238 0.078 ( 0.214) 0.160 164 13.67 0.77 0.238 0.077 ( 0.214) 0.161 165 13.75 0.77 0.238 0.077 ( 0.214) 0.161 166 13.83 0.77 0.238 0.076 ( 0.214) 0.162 167 13.92 0.77 0.238 0.076 ( 0.214) 0.162 168 14.00 0.77 0.238 0.076 ( 0.214) 0.162 169 14.08 0.90 0.279 0.075 ( 0.251) 0.204 170 14.17 0.90 0.279 0.075 ( 0.251) 0.205 171 14.25 0.90 0.279 0.074 ( 0.251) 0.205 172 14.33 0.87 0.269 0.074 ( 0.242) 0.195 173 14.42 0.87 0.269 0.074 ( 0.242) 0.195 174 14.50 0.87 0.269 0.073 ( 0.242) 0.196 175 14.58 0.87 0.269 0.073 ( 0.242) 0.196 176 14.67 0.87 0.269 0.073 ( 0.242) 0.197 177 14.75 0.87 0.269 0.072 ( 0.242) 0.197 178 14.83 0.83 0.259 0.072 ( 0.233) 0.187 179 14.92 0.83 0.259 0.071 ( 0.233) 0.187 180 15.00 0.83 0.259 0.071 ( 0.233) 0.188 181 15.08 0.80 0.248 0.071 ( 0.224) 0.178 182 15.17 0.80 0.248 0.070 ( 0.224) 0.178 183 15.25 0.80 0.248 0.070 ( 0.224) 0.178 184 15.33 0.77 0.238 0.070 ( 0.214) 0.168 185 15.42 0.77 0.238 0.069 ( 0.214) 0.169 186 15.50 0.77 0.238 0.069 ( 0.214) 0.169 187 15.58 0.63 0.197 0.069 ( 0.177) 0.128 188 15.67 0.63 0.197 0.068 ( 0.177) 0.128 189 15.75 0.63 0.197 0.068 ( 0.177) 0.129 190 15.83 0.63 0.197 0.068 ( 0.177) 0.129 191 15.92 0.63 0.197 0.067 ( 0.177) 0.129 192 16.00 0.63 0.197 0.067 ( 0.177) 0.130 193 16.08 0.13 0.041 ( 0.066) 0.037 0.004 194 16.17 0.13 0.041 ( 0.066) 0.037 0.004 195 16.25 0.13 0.041 ( 0.066) 0.037 0.004 196 16.33 0.13 0.041 ( 0.065) 0.037 0.004 197 16.42 0.13 0.041 ( 0.065) 0.037 0.004 198 16.50 0.13 0.041 ( 0.065) 0.037 0.004 199 16.58 0.10 0.031 ( 0.064) 0.028 0.003 200 16.67 0.10 0.031 ( 0.064) 0.028 0.003 201 16.75 0.10 0.031 ( 0.064) 0.028 0.003 202 16.83 0.10 0.031 ( 0.063) 0.028 0.003 203 16.92 0.10 0.031 ( 0.063) 0.028 0.003 204 17.00 0.10 0.031 ( 0.063) 0.028 0.003 205 17.08 0.17 0.052 ( 0.063) 0.047 0.005 206 17.17 0.17 0.052 ( 0.062) 0.047 0.005 207 17.25 0.17 0.052 ( 0.062) 0.047 0.005 208 17.33 0.17 0.052 ( 0.062) 0.047 0.005 209 17.42 0.17 0.052 ( 0.061) 0.047 0.005 210 17.50 0.17 0.052 ( 0.061) 0.047 0.005 211 17.58 0.17 0.052 ( 0.061) 0.047 0.005 212 17.67 0.17 0.052 ( 0.060) 0.047 0.005 213 17.75 0.17 0.052 ( 0.060) 0.047 0.005 214 17.83 0.13 0.041 ( 0.060) 0.037 0.004 215 17.92 0.13 0.041 ( 0.059) 0.037 0.004 216 18.00 0.13 0.041 ( 0.059) 0.037 0.004 217 18.08 0.13 0.041 ( 0.059) 0.037 0.004 218 18.17 0.13 0.041 ( 0.059) 0.037 0.004 219 18.25 0.13 0.041 ( 0.058) 0.037 0.004 220 18.33 0.13 0.041 ( 0.058) 0.037 0.004 221 18.42 0.13 0.041 ( 0.058) 0.037 0.004 222 18.50 0.13 0.041 ( 0.057) 0.037 0.004 223 18.58 0.10 0.031 ( 0.057) 0.028 0.003 224 18.67 0.10 0.031 ( 0.057) 0.028 0.003 225 18.75 0.10 0.031 ( 0.057) 0.028 0.003 226 18.83 0.07 0.021 ( 0.056) 0.019 0.002 227 18.92 0.07 0.021 ( 0.056) 0.019 0.002 228 19.00 0.07 0.021 ( 0.056) 0.019 0.002 229 19.08 0.10 0.031 ( 0.056) 0.028 0.003 230 19.17 0.10 0.031 ( 0.055) 0.028 0.003 231 19.25 0.10 0.031 ( 0.055) 0.028 0.003 232 19.33 0.13 0.041 ( 0.055) 0.037 0.004 233 19.42 0.13 0.041 ( 0.055) 0.037 0.004 234 19.50 0.13 0.041 ( 0.054) 0.037 0.004 235 19.58 0.10 0.031 ( 0.054) 0.028 0.003 236 19.67 0.10 0.031 ( 0.054) 0.028 0.003 237 19.75 0.10 0.031 ( 0.054) 0.028 0.003 238 19.83 0.07 0.021 ( 0.053) 0.019 0.002 239 19.92 0.07 0.021 ( 0.053) 0.019 0.002 240 20.00 0.07 0.021 ( 0.053) 0.019 0.002 241 20.08 0.10 0.031 ( 0.053) 0.028 0.003 242 20.17 0.10 0.031 ( 0.052) 0.028 0.003 243 20.25 0.10 0.031 ( 0.052) 0.028 0.003 244 20.33 0.10 0.031 ( 0.052) 0.028 0.003 245 20.42 0.10 0.031 ( 0.052) 0.028 0.003 246 20.50 0.10 0.031 ( 0.051) 0.028 0.003 247 20.58 0.10 0.031 ( 0.051) 0.028 0.003 248 20.67 0.10 0.031 ( 0.051) 0.028 0.003 249 20.75 0.10 0.031 ( 0.051) 0.028 0.003 250 20.83 0.07 0.021 ( 0.051) 0.019 0.002 251 20.92 0.07 0.021 ( 0.050) 0.019 0.002 252 21.00 0.07 0.021 ( 0.050) 0.019 0.002 253 21.08 0.10 0.031 ( 0.050) 0.028 0.003 254 21.17 0.10 0.031 ( 0.050) 0.028 0.003 255 21.25 0.10 0.031 ( 0.050) 0.028 0.003 256 21.33 0.07 0.021 ( 0.049) 0.019 0.002 257 21.42 0.07 0.021 ( 0.049) 0.019 0.002 258 21.50 0.07 0.021 ( 0.049) 0.019 0.002 259 21.58 0.10 0.031 ( 0.049) 0.028 0.003 260 21.67 0.10 0.031 ( 0.049) 0.028 0.003 261 21.75 0.10 0.031 ( 0.049) 0.028 0.003 262 21.83 0.07 0.021 ( 0.048) 0.019 0.002 263 21.92 0.07 0.021 ( 0.048) 0.019 0.002 264 22.00 0.07 0.021 ( 0.048) 0.019 0.002 265 22.08 0.10 0.031 ( 0.048) 0.028 0.003 266 22.17 0.10 0.031 ( 0.048) 0.028 0.003 267 22.25 0.10 0.031 ( 0.048) 0.028 0.003 268 22.33 0.07 0.021 ( 0.047) 0.019 0.002 269 22.42 0.07 0.021 ( 0.047) 0.019 0.002 270 22.50 0.07 0.021 ( 0.047) 0.019 0.002 271 22.58 0.07 0.021 ( 0.047) 0.019 0.002 272 22.67 0.07 0.021 ( 0.047) 0.019 0.002 273 22.75 0.07 0.021 ( 0.047) 0.019 0.002 274 22.83 0.07 0.021 ( 0.047) 0.019 0.002 275 22.92 0.07 0.021 ( 0.047) 0.019 0.002 276 23.00 0.07 0.021 ( 0.046) 0.019 0.002 277 23.08 0.07 0.021 ( 0.046) 0.019 0.002 278 23.17 0.07 0.021 ( 0.046) 0.019 0.002 279 23.25 0.07 0.021 ( 0.046) 0.019 0.002 280 23.33 0.07 0.021 ( 0.046) 0.019 0.002 281 23.42 0.07 0.021 ( 0.046) 0.019 0.002 282 23.50 0.07 0.021 ( 0.046) 0.019 0.002 283 23.58 0.07 0.021 ( 0.046) 0.019 0.002 284 23.67 0.07 0.021 ( 0.046) 0.019 0.002 285 23.75 0.07 0.021 ( 0.046) 0.019 0.002 286 23.83 0.07 0.021 ( 0.046) 0.019 0.002 287 23.92 0.07 0.021 ( 0.046) 0.019 0.002 288 24.00 0.07 0.021 ( 0.046) 0.019 0.002 (Loss Rate Not Used)
Sum = 100.0 Sum = 14.4 Flood volume = Effective rainfall 1.20(In)
times area 8.8(Ac.)/[(In)/(Ft.)] = 0.9(Ac.Ft) Total soil loss = 1.38(In)
Total soil loss = 1.016(Ac.Ft)
Total rainfall = 2.59(In)
Flood volume = 38499.8 Cubic Feet
Total soil loss = 44243.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 2.426(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.01 Q | | | | 0+10 0.0001 0.01 Q | | | | 0+15 0.0002 0.02 Q | | | | 0+20 0.0004 0.02 Q | | | | 0+25 0.0006 0.03 Q | | | | 0+30 0.0007 0.03 Q | | | | 0+35 0.0009 0.03 Q | | | | 0+40 0.0011 0.03 Q | | | | 0+45 0.0013 0.03 Q | | | | 0+50 0.0015 0.03 Q | | | | 0+55 0.0017 0.03 Q | | | | 1+ 0 0.0020 0.04 Q | | | | 1+ 5 0.0022 0.03 Q | | | | 1+10 0.0024 0.03 Q | | | | 1+15 0.0026 0.03 Q | | | | 1+20 0.0028 0.03 Q | | | | 1+25 0.0030 0.03 Q | | | | 1+30 0.0032 0.03 Q | | | | 1+35 0.0034 0.03 Q | | | | 1+40 0.0036 0.03 Q | | | | 1+45 0.0038 0.03 Q | | | | 1+50 0.0040 0.03 Q | | | | 1+55 0.0042 0.03 Q | | | | 2+ 0 0.0045 0.04 Q | | | | 2+ 5 0.0047 0.04 Q | | | | 2+10 0.0050 0.04 Q | | | | 2+15 0.0052 0.04 Q | | | | 2+20 0.0055 0.04 Q | | | | 2+25 0.0057 0.04 Q | | | | 2+30 0.0060 0.04 Q | | | | 2+35 0.0063 0.04 Q | | | | 2+40 0.0066 0.04 Q | | | | 2+45 0.0069 0.04 Q | | | | 2+50 0.0072 0.05 Q | | | | 2+55 0.0075 0.05 Q | | | | 3+ 0 0.0078 0.05 Q | | | | 3+ 5 0.0081 0.05 Q | | | | 3+10 0.0084 0.05 Q | | | | 3+15 0.0088 0.05 Q | | | | 3+20 0.0091 0.05 Q | | | | 3+25 0.0094 0.05 Q | | | | 3+30 0.0097 0.05 Q | | | | 3+35 0.0100 0.05 Q | | | | 3+40 0.0103 0.05 Q | | | | 3+45 0.0107 0.05 Q | | | | 3+50 0.0110 0.05 Q | | | | 3+55 0.0114 0.05 Q | | | | 4+ 0 0.0117 0.05 Q | | | | 4+ 5 0.0121 0.05 Q | | | | 4+10 0.0125 0.05 Q | | | | 4+15 0.0129 0.06 Q | | | | 4+20 0.0133 0.06 Q | | | | 4+25 0.0137 0.06 Q | | | | 4+30 0.0141 0.06 Q | | | | 4+35 0.0146 0.06 Q | | | | 4+40 0.0150 0.06 Q | | | | 4+45 0.0155 0.06 Q | | | | 4+50 0.0159 0.07 Q | | | | 4+55 0.0164 0.07 Q | | | | 5+ 0 0.0169 0.07 Q | | | | 5+ 5 0.0174 0.07 Q | | | | 5+10 0.0178 0.06 Q | | | | 5+15 0.0182 0.06 Q | | | | 5+20 0.0186 0.06 Q | | | | 5+25 0.0190 0.06 Q | | | | 5+30 0.0194 0.06 Q | | | | 5+35 0.0199 0.07 Q | | | | 5+40 0.0204 0.07 Q | | | | 5+45 0.0209 0.07 Q | | | | 5+50 0.0214 0.07 Q | | | | 5+55 0.0219 0.07 Q | | | | 6+ 0 0.0224 0.07 QV | | | | 6+ 5 0.0229 0.08 QV | | | | 6+10 0.0235 0.08 QV | | | | 6+15 0.0241 0.08 QV | | | | 6+20 0.0246 0.08 QV | | | | 6+25 0.0252 0.08 QV | | | | 6+30 0.0258 0.08 QV | | | | 6+35 0.0263 0.09 QV | | | | 6+40 0.0270 0.09 QV | | | | 6+45 0.0276 0.09 QV | | | | 6+50 0.0282 0.09 QV | | | | 6+55 0.0288 0.09 QV | | | | 7+ 0 0.0295 0.09 QV | | | | 7+ 5 0.0301 0.09 QV | | | | 7+10 0.0307 0.09 QV | | | | 7+15 0.0314 0.09 QV | | | | 7+20 0.0320 0.09 QV | | | | 7+25 0.0327 0.10 QV | | | | 7+30 0.0334 0.10 QV | | | | 7+35 0.0341 0.11 QV | | | | 7+40 0.0350 0.12 QV | | | | 7+45 0.0358 0.13 QV | | | | 7+50 0.0369 0.16 QV | | | | 7+55 0.0384 0.21 QV | | | | 8+ 0 0.0399 0.22 QV | | | | 8+ 5 0.0419 0.29 |Q | | | | 8+10 0.0445 0.38 |QV | | | | 8+15 0.0473 0.41 |QV | | | | 8+20 0.0502 0.43 |QV | | | | 8+25 0.0532 0.44 |QV | | | | 8+30 0.0563 0.44 |QV | | | | 8+35 0.0595 0.47 |QV | | | | 8+40 0.0632 0.52 | Q | | | | 8+45 0.0669 0.54 | QV | | | | 8+50 0.0708 0.57 | QV | | | | 8+55 0.0751 0.63 | QV | | | | 9+ 0 0.0796 0.64 | QV | | | | 9+ 5 0.0844 0.71 | QV | | | | 9+10 0.0899 0.80 | QV | | | | 9+15 0.0957 0.83 | QV | | | | 9+20 0.1017 0.87 | QV | | | | 9+25 0.1080 0.93 | QV | | | | 9+30 0.1145 0.94 | Q V | | | | 9+35 0.1213 0.98 | Q V | | | | 9+40 0.1284 1.03 | QV | | | | 9+45 0.1356 1.05 | Q V | | | | 9+50 0.1431 1.09 | Q V | | | | 9+55 0.1509 1.14 | Q V | | | | 10+ 0 0.1589 1.15 | Q V | | | | 10+ 5 0.1656 0.98 | Q V | | | | 10+10 0.1703 0.68 | Q V | | | | 10+15 0.1744 0.60 | Q V | | | | 10+20 0.1784 0.57 | Q V | | | | 10+25 0.1822 0.56 | Q V | | | | 10+30 0.1860 0.55 | Q V | | | | 10+35 0.1907 0.68 | Q V | | | | 10+40 0.1969 0.91 | Q V | | | | 10+45 0.2036 0.97 | Q V| | | | 10+50 0.2104 1.00 | Q V| | | | 10+55 0.2174 1.01 | Q V| | | | 11+ 0 0.2245 1.03 | Q V | | | 11+ 5 0.2314 1.01 | Q V | | | 11+10 0.2381 0.97 | Q V | | | 11+15 0.2447 0.96 | Q |V | | | 11+20 0.2513 0.96 | Q |V | | | 11+25 0.2579 0.96 | Q |V | | | 11+30 0.2645 0.96 | Q |V | | | 11+35 0.2708 0.91 | Q | V | | | 11+40 0.2765 0.83 | Q | V | | | 11+45 0.2821 0.81 | Q | V | | | 11+50 0.2878 0.83 | Q | V | | | 11+55 0.2938 0.87 | Q | V | | | 12+ 0 0.2998 0.88 | Q | V | | | 12+ 5 0.3072 1.08 | Q | V | | | 12+10 0.3168 1.39 | Q | V | | | 12+15 0.3270 1.48 | Q | V | | | 12+20 0.3376 1.54 | Q | V | | | 12+25 0.3487 1.61 | Q | V | | | 12+30 0.3600 1.64 | Q | V | | | 12+35 0.3717 1.70 | Q | V | | | 12+40 0.3841 1.80 | Q | V | | | 12+45 0.3966 1.82 | Q | V | | | 12+50 0.4095 1.87 | Q | V | | | 12+55 0.4227 1.92 | Q | V| | | 13+ 0 0.4360 1.94 | Q | V| | | 13+ 5 0.4504 2.08 | Q | V | | 13+10 0.4662 2.31 | Q| |V | | 13+15 0.4825 2.37 | Q| |V | | 13+20 0.4991 2.40 | Q| | V | | 13+25 0.5157 2.42 | Q| | V | | 13+30 0.5324 2.43 | Q| | V | | 13+35 0.5472 2.14 | Q | | V | | 13+40 0.5586 1.66 | Q | | V | | 13+45 0.5692 1.54 | Q | | V | | 13+50 0.5794 1.49 | Q | | V | | 13+55 0.5895 1.46 | Q | | V | | 14+ 0 0.5994 1.45 | Q | | V | | 14+ 5 0.6101 1.55 | Q | | V | | 14+10 0.6220 1.73 | Q | | V | | 14+15 0.6342 1.78 | Q | | V | | 14+20 0.6465 1.77 | Q | | V| | 14+25 0.6585 1.74 | Q | | V| | 14+30 0.6705 1.74 | Q | | V | 14+35 0.6825 1.74 | Q | | V | 14+40 0.6945 1.74 | Q | | |V | 14+45 0.7065 1.75 | Q | | |V | 14+50 0.7184 1.72 | Q | | | V | 14+55 0.7300 1.68 | Q | | | V | 15+ 0 0.7415 1.67 | Q | | | V | 15+ 5 0.7528 1.65 | Q | | | V | 15+10 0.7639 1.60 | Q | | | V | 15+15 0.7748 1.59 | Q | | | V | 15+20 0.7856 1.56 | Q | | | V | 15+25 0.7960 1.52 | Q | | | V | 15+30 0.8064 1.51 | Q | | | V | 15+35 0.8161 1.40 | Q | | | V | 15+40 0.8245 1.22 | Q | | | V | 15+45 0.8327 1.18 | Q | | | V | 15+50 0.8407 1.16 | Q | | | V | 15+55 0.8486 1.16 | Q | | | V | 16+ 0 0.8566 1.15 | Q | | | V | 16+ 5 0.8623 0.83 | Q | | | V| 16+10 0.8643 0.30 |Q | | | V| 16+15 0.8654 0.16 Q | | | V| 16+20 0.8661 0.10 Q | | | V| 16+25 0.8665 0.06 Q | | | V| 16+30 0.8668 0.04 Q | | | V| 16+35 0.8671 0.03 Q | | | V| 16+40 0.8673 0.03 Q | | | V| 16+45 0.8675 0.03 Q | | | V| 16+50 0.8677 0.03 Q | | | V| 16+55 0.8679 0.03 Q | | | V| 17+ 0 0.8680 0.03 Q | | | V| 17+ 5 0.8683 0.03 Q | | | V| 17+10 0.8686 0.04 Q | | | V| 17+15 0.8689 0.04 Q | | | V| 17+20 0.8692 0.04 Q | | | V| 17+25 0.8695 0.05 Q | | | V| 17+30 0.8698 0.05 Q | | | V| 17+35 0.8701 0.05 Q | | | V| 17+40 0.8704 0.05 Q | | | V| 17+45 0.8707 0.05 Q | | | V| 17+50 0.8710 0.04 Q | | | V| 17+55 0.8713 0.04 Q | | | V| 18+ 0 0.8716 0.04 Q | | | V| 18+ 5 0.8718 0.04 Q | | | V| 18+10 0.8721 0.04 Q | | | V| 18+15 0.8723 0.04 Q | | | V| 18+20 0.8726 0.04 Q | | | V| 18+25 0.8728 0.04 Q | | | V| 18+30 0.8731 0.04 Q | | | V| 18+35 0.8733 0.03 Q | | | V| 18+40 0.8735 0.03 Q | | | V| 18+45 0.8737 0.03 Q | | | V| 18+50 0.8739 0.03 Q | | | V| 18+55 0.8741 0.02 Q | | | V| 19+ 0 0.8742 0.02 Q | | | V| 19+ 5 0.8743 0.02 Q | | | V| 19+10 0.8745 0.03 Q | | | V| 19+15 0.8747 0.03 Q | | | V| 19+20 0.8749 0.03 Q | | | V| 19+25 0.8751 0.03 Q | | | V| 19+30 0.8754 0.04 Q | | | V| 19+35 0.8756 0.03 Q | | | V| 19+40 0.8758 0.03 Q | | | V| 19+45 0.8760 0.03 Q | | | V| 19+50 0.8762 0.03 Q | | | V| 19+55 0.8763 0.02 Q | | | V| 20+ 0 0.8765 0.02 Q | | | V| 20+ 5 0.8766 0.02 Q | | | V| 20+10 0.8768 0.03 Q | | | V| 20+15 0.8770 0.03 Q | | | V| 20+20 0.8772 0.03 Q | | | V| 20+25 0.8773 0.03 Q | | | V| 20+30 0.8775 0.03 Q | | | V| 20+35 0.8777 0.03 Q | | | V| 20+40 0.8779 0.03 Q | | | V| 20+45 0.8781 0.03 Q | | | V| 20+50 0.8783 0.02 Q | | | V| 20+55 0.8784 0.02 Q | | | V| 21+ 0 0.8786 0.02 Q | | | V| 21+ 5 0.8787 0.02 Q | | | V| 21+10 0.8789 0.03 Q | | | V| 21+15 0.8791 0.03 Q | | | V| 21+20 0.8792 0.02 Q | | | V| 21+25 0.8794 0.02 Q | | | V| 21+30 0.8795 0.02 Q | | | V| 21+35 0.8797 0.02 Q | | | V| 21+40 0.8798 0.03 Q | | | V| 21+45 0.8800 0.03 Q | | | V| 21+50 0.8802 0.02 Q | | | V| 21+55 0.8803 0.02 Q | | | V| 22+ 0 0.8805 0.02 Q | | | V| 22+ 5 0.8806 0.02 Q | | | V| 22+10 0.8808 0.03 Q | | | V| 22+15 0.8810 0.03 Q | | | V| 22+20 0.8811 0.02 Q | | | V| 22+25 0.8813 0.02 Q | | | V| 22+30 0.8814 0.02 Q | | | V| 22+35 0.8815 0.02 Q | | | V| 22+40 0.8817 0.02 Q | | | V| 22+45 0.8818 0.02 Q | | | V| 22+50 0.8819 0.02 Q | | | V| 22+55 0.8820 0.02 Q | | | V| 23+ 0 0.8822 0.02 Q | | | V| 23+ 5 0.8823 0.02 Q | | | V| 23+10 0.8824 0.02 Q | | | V| 23+15 0.8826 0.02 Q | | | V| 23+20 0.8827 0.02 Q | | | V| 23+25 0.8828 0.02 Q | | | V| 23+30 0.8829 0.02 Q | | | V| 23+35 0.8831 0.02 Q | | | V| 23+40 0.8832 0.02 Q | | | V| 23+45 0.8833 0.02 Q | | | V| 23+50 0.8834 0.02 Q | | | V| 23+55 0.8836 0.02 Q | | | V| 24+ 0 0.8837 0.02 Q | | | V| 24+ 5 0.8838 0.01 Q | | | V| 24+10 0.8838 0.00 Q | | | V| 24+15 0.8838 0.00 Q | | | V| 24+20 0.8838 0.00 Q | | | V| 24+25 0.8838 0.00 Q | | | V| 24+30 0.8838 0.00 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2014, Version 9.0 Study date 08/07/25 File: 4100PR10A110.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB NUMBER 4100

PROPOSED CONDITIONS

WESTERLY TRUCK YARD
10-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 8.81(Ac.) = 0.014 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 8.81(Ac.) = 0.014 Sq. Mi.

Length along longest watercourse = 506.00(Ft.)
Length along longest watercourse measured to centroid = 292.00(Ft.) Length along longest watercourse = 0.096 Mi.

Length along longest watercourse measured to centroid = 0.055 Mi.

Difference in elevation = 4.52(Ft.)
Slope along watercourse = 47.1652 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.024 Hr.

Lag time = 1.42 Min.
25% of lag time = 0.35 Min.
40% of lag time = 0.57 Min.

Unit time = 5.00 Min.

Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

8.81 0.45 3.96
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

8.81 1.20 10.57
STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 0.450(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 0.759(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 0.758(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

8.810 75.00 0.900
Total Area Entered = 8.81(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

PROPOSED CONDITIONS

WESTERLY TRUCK YARD
10-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 8.81(Ac.) = 0.014 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 8.81(Ac.) = 0.014 Sq. Mi.

Length along longest watercourse = 506.00(Ft.)
Length along longest watercourse measured to centroid = 292.00(Ft.) Length along longest watercourse = 0.096 Mi.

Length along longest watercourse measured to centroid = 0.055 Mi.

Difference in elevation = 4.52(Ft.)
Slope along watercourse = 47.1652 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.024 Hr.

Lag time = 1.42 Min.
25% of lag time = 0.35 Min.
40% of lag time = 0.57 Min.

Unit time = 5.00 Min.

Duration of storm = 3 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

8.81 0.80 7.05
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

8.81 1.80 15.86
STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 0.800(In)
Area Averaged 100-Year Rainfall = 1.800(In)
Point rain (area averaged) = 1.211(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.211(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

8.810 75.00 0.900
Total Area Entered = 8.81(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

PROPOSED CONDITIONS

WESTERLY TRUCK YARD
10-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 8.81(Ac.) = 0.014 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 8.81(Ac.) = 0.014 Sq. Mi.

Length along longest watercourse = 506.00(Ft.)
Length along longest watercourse measured to centroid = 292.00(Ft.) Length along longest watercourse = 0.096 Mi.

Length along longest watercourse measured to centroid = 0.055 Mi.

Difference in elevation = 4.52(Ft.)
Slope along watercourse = 47.1652 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.024 Hr.

Lag time = 1.42 Min.
25% of lag time = 0.35 Min.
40% of lag time = 0.57 Min.

Unit time = 5.00 Min.

Duration of storm = 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

8.81 1.00 8.81
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

8.81 2.50 22.03
STORM EVENT (YEAR) = 10.00
Area Averaged 2-Year Rainfall = 1.000(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 1.617(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.617(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

8.810 75.00 0.900
Total Area Entered = 8.81(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

PROPOSED CONDITIONS

WESTERLY TRUCK YARD
10-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 8.81(Ac.) = 0.014 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 8.81(Ac.) = 0.014 Sq. Mi.

Length along longest watercourse = 506.00(Ft.)
Length along longest watercourse measured to centroid = 292.00(Ft.) Length along longest watercourse = 0.096 Mi.

Length along longest watercourse measured to centroid = 0.055 Mi.

Difference in elevation = 4.52(Ft.)
Slope along watercourse = 47.1652 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.024 Hr.

Lag time = 1.42 Min.
25% of lag time = 0.35 Min.
40% of lag time = 0.57 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

8.81 1.60 14.10
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

Area(Ac.) Runoff Index Impervious %
Revised 11/15

8.810 75.00 0.900
Total Area Entered = 8.81(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

75.0 75.0 0.303 0.900 0.058 1.000 0.058 Sum (F) = 0.058
Area averaged mean soil loss (F) (In/Hr) = 0.058
Minimum soil loss rate ((In/Hr)) = 0.029
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.100
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 352.601 61.513 5.462 2 0.167 705.202 34.395 3.054 3 0.250 1057.803 4.092 0.363 Sum = 100.000 Sum= 8.879
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.021 ( 0.102) 0.002 0.019 2 0.17 0.07 0.021 ( 0.102) 0.002 0.019 3 0.25 0.07 0.021 ( 0.101) 0.002 0.019 4 0.33 0.10 0.031 ( 0.101) 0.003 0.028 5 0.42 0.10 0.031 ( 0.100) 0.003 0.028 6 0.50 0.10 0.031 ( 0.100) 0.003 0.028 7 0.58 0.10 0.031 ( 0.100) 0.003 0.028 8 0.67 0.10 0.031 ( 0.099) 0.003 0.028 9 0.75 0.10 0.031 ( 0.099) 0.003 0.028 10 0.83 0.13 0.041 ( 0.099) 0.004 0.037 11 0.92 0.13 0.041 ( 0.098) 0.004 0.037 12 1.00 0.13 0.041 ( 0.098) 0.004 0.037 13 1.08 0.10 0.031 ( 0.097) 0.003 0.028 14 1.17 0.10 0.031 ( 0.097) 0.003 0.028 15 1.25 0.10 0.031 ( 0.097) 0.003 0.028 16 1.33 0.10 0.031 ( 0.096) 0.003 0.028 17 1.42 0.10 0.031 ( 0.096) 0.003 0.028 18 1.50 0.10 0.031 ( 0.095) 0.003 0.028 19 1.58 0.10 0.031 ( 0.095) 0.003 0.028 20 1.67 0.10 0.031 ( 0.095) 0.003 0.028 21 1.75 0.10 0.031 ( 0.094) 0.003 0.028 22 1.83 0.13 0.041 ( 0.094) 0.004 0.037 23 1.92 0.13 0.041 ( 0.094) 0.004 0.037 24 2.00 0.13 0.041 ( 0.093) 0.004 0.037 25 2.08 0.13 0.041 ( 0.093) 0.004 0.037 26 2.17 0.13 0.041 ( 0.092) 0.004 0.037 27 2.25 0.13 0.041 ( 0.092) 0.004 0.037 28 2.33 0.13 0.041 ( 0.092) 0.004 0.037 29 2.42 0.13 0.041 ( 0.091) 0.004 0.037 30 2.50 0.13 0.041 ( 0.091) 0.004 0.037 31 2.58 0.17 0.052 ( 0.091) 0.005 0.047 32 2.67 0.17 0.052 ( 0.090) 0.005 0.047 33 2.75 0.17 0.052 ( 0.090) 0.005 0.047 34 2.83 0.17 0.052 ( 0.089) 0.005 0.047 35 2.92 0.17 0.052 ( 0.089) 0.005 0.047 36 3.00 0.17 0.052 ( 0.089) 0.005 0.047 37 3.08 0.17 0.052 ( 0.088) 0.005 0.047 38 3.17 0.17 0.052 ( 0.088) 0.005 0.047 39 3.25 0.17 0.052 ( 0.088) 0.005 0.047 40 3.33 0.17 0.052 ( 0.087) 0.005 0.047 41 3.42 0.17 0.052 ( 0.087) 0.005 0.047 42 3.50 0.17 0.052 ( 0.087) 0.005 0.047 43 3.58 0.17 0.052 ( 0.086) 0.005 0.047 44 3.67 0.17 0.052 ( 0.086) 0.005 0.047 45 3.75 0.17 0.052 ( 0.085) 0.005 0.047 46 3.83 0.20 0.062 ( 0.085) 0.006 0.056 47 3.92 0.20 0.062 ( 0.085) 0.006 0.056 48 4.00 0.20 0.062 ( 0.084) 0.006 0.056 49 4.08 0.20 0.062 ( 0.084) 0.006 0.056 50 4.17 0.20 0.062 ( 0.084) 0.006 0.056 51 4.25 0.20 0.062 ( 0.083) 0.006 0.056 52 4.33 0.23 0.072 ( 0.083) 0.007 0.065 53 4.42 0.23 0.072 ( 0.083) 0.007 0.065 54 4.50 0.23 0.072 ( 0.082) 0.007 0.065 55 4.58 0.23 0.072 ( 0.082) 0.007 0.065 56 4.67 0.23 0.072 ( 0.082) 0.007 0.065 57 4.75 0.23 0.072 ( 0.081) 0.007 0.065 58 4.83 0.27 0.083 ( 0.081) 0.008 0.075 59 4.92 0.27 0.083 ( 0.080) 0.008 0.075 60 5.00 0.27 0.083 ( 0.080) 0.008 0.075 61 5.08 0.20 0.062 ( 0.080) 0.006 0.056 62 5.17 0.20 0.062 ( 0.079) 0.006 0.056 63 5.25 0.20 0.062 ( 0.079) 0.006 0.056 64 5.33 0.23 0.072 ( 0.079) 0.007 0.065 65 5.42 0.23 0.072 ( 0.078) 0.007 0.065 66 5.50 0.23 0.072 ( 0.078) 0.007 0.065 67 5.58 0.27 0.083 ( 0.078) 0.008 0.075 68 5.67 0.27 0.083 ( 0.077) 0.008 0.075 69 5.75 0.27 0.083 ( 0.077) 0.008 0.075 70 5.83 0.27 0.083 ( 0.077) 0.008 0.075 71 5.92 0.27 0.083 ( 0.076) 0.008 0.075 72 6.00 0.27 0.083 ( 0.076) 0.008 0.075 73 6.08 0.30 0.093 ( 0.076) 0.009 0.084 74 6.17 0.30 0.093 ( 0.075) 0.009 0.084 75 6.25 0.30 0.093 ( 0.075) 0.009 0.084 76 6.33 0.30 0.093 ( 0.075) 0.009 0.084 77 6.42 0.30 0.093 ( 0.074) 0.009 0.084 78 6.50 0.30 0.093 ( 0.074) 0.009 0.084 79 6.58 0.33 0.103 ( 0.074) 0.010 0.093 80 6.67 0.33 0.103 ( 0.073) 0.010 0.093 81 6.75 0.33 0.103 ( 0.073) 0.010 0.093 82 6.83 0.33 0.103 ( 0.073) 0.010 0.093 83 6.92 0.33 0.103 ( 0.072) 0.010 0.093 84 7.00 0.33 0.103 ( 0.072) 0.010 0.093 85 7.08 0.33 0.103 ( 0.072) 0.010 0.093 86 7.17 0.33 0.103 ( 0.071) 0.010 0.093 87 7.25 0.33 0.103 ( 0.071) 0.010 0.093 88 7.33 0.37 0.114 ( 0.071) 0.011 0.102 89 7.42 0.37 0.114 ( 0.070) 0.011 0.102 90 7.50 0.37 0.114 ( 0.070) 0.011 0.102 91 7.58 0.40 0.124 ( 0.070) 0.012 0.112 92 7.67 0.40 0.124 ( 0.069) 0.012 0.112 93 7.75 0.40 0.124 ( 0.069) 0.012 0.112 94 7.83 0.43 0.135 ( 0.069) 0.013 0.121 95 7.92 0.43 0.135 ( 0.068) 0.013 0.121 96 8.00 0.43 0.135 ( 0.068) 0.013 0.121 97 8.08 0.50 0.155 ( 0.068) 0.016 0.140 98 8.17 0.50 0.155 ( 0.067) 0.016 0.140 99 8.25 0.50 0.155 ( 0.067) 0.016 0.140 100 8.33 0.50 0.155 ( 0.067) 0.016 0.140 101 8.42 0.50 0.155 ( 0.067) 0.016 0.140 102 8.50 0.50 0.155 ( 0.066) 0.016 0.140 103 8.58 0.53 0.166 ( 0.066) 0.017 0.149 104 8.67 0.53 0.166 ( 0.066) 0.017 0.149 105 8.75 0.53 0.166 ( 0.065) 0.017 0.149 106 8.83 0.57 0.176 ( 0.065) 0.018 0.158 107 8.92 0.57 0.176 ( 0.065) 0.018 0.158 108 9.00 0.57 0.176 ( 0.064) 0.018 0.158 109 9.08 0.63 0.197 ( 0.064) 0.020 0.177 110 9.17 0.63 0.197 ( 0.064) 0.020 0.177 111 9.25 0.63 0.197 ( 0.063) 0.020 0.177 112 9.33 0.67 0.207 ( 0.063) 0.021 0.186 113 9.42 0.67 0.207 ( 0.063) 0.021 0.186 114 9.50 0.67 0.207 ( 0.063) 0.021 0.186 115 9.58 0.70 0.217 ( 0.062) 0.022 0.196 116 9.67 0.70 0.217 ( 0.062) 0.022 0.196 117 9.75 0.70 0.217 ( 0.062) 0.022 0.196 118 9.83 0.73 0.228 ( 0.061) 0.023 0.205 119 9.92 0.73 0.228 ( 0.061) 0.023 0.205 120 10.00 0.73 0.228 ( 0.061) 0.023 0.205 121 10.08 0.50 0.155 ( 0.060) 0.016 0.140 122 10.17 0.50 0.155 ( 0.060) 0.016 0.140 123 10.25 0.50 0.155 ( 0.060) 0.016 0.140 124 10.33 0.50 0.155 ( 0.060) 0.016 0.140 125 10.42 0.50 0.155 ( 0.059) 0.016 0.140 126 10.50 0.50 0.155 ( 0.059) 0.016 0.140 127 10.58 0.67 0.207 ( 0.059) 0.021 0.186 128 10.67 0.67 0.207 ( 0.058) 0.021 0.186 129 10.75 0.67 0.207 ( 0.058) 0.021 0.186 130 10.83 0.67 0.207 ( 0.058) 0.021 0.186 131 10.92 0.67 0.207 ( 0.058) 0.021 0.186 132 11.00 0.67 0.207 ( 0.057) 0.021 0.186 133 11.08 0.63 0.197 ( 0.057) 0.020 0.177 134 11.17 0.63 0.197 ( 0.057) 0.020 0.177 135 11.25 0.63 0.197 ( 0.056) 0.020 0.177 136 11.33 0.63 0.197 ( 0.056) 0.020 0.177 137 11.42 0.63 0.197 ( 0.056) 0.020 0.177 138 11.50 0.63 0.197 ( 0.056) 0.020 0.177 139 11.58 0.57 0.176 ( 0.055) 0.018 0.158 140 11.67 0.57 0.176 ( 0.055) 0.018 0.158 141 11.75 0.57 0.176 ( 0.055) 0.018 0.158 142 11.83 0.60 0.186 ( 0.055) 0.019 0.168 143 11.92 0.60 0.186 ( 0.054) 0.019 0.168 144 12.00 0.60 0.186 ( 0.054) 0.019 0.168 145 12.08 0.83 0.259 ( 0.054) 0.026 0.233 146 12.17 0.83 0.259 ( 0.053) 0.026 0.233 147 12.25 0.83 0.259 ( 0.053) 0.026 0.233 148 12.33 0.87 0.269 ( 0.053) 0.027 0.242 149 12.42 0.87 0.269 ( 0.053) 0.027 0.242 150 12.50 0.87 0.269 ( 0.052) 0.027 0.242 151 12.58 0.93 0.290 ( 0.052) 0.029 0.261 152 12.67 0.93 0.290 ( 0.052) 0.029 0.261 153 12.75 0.93 0.290 ( 0.052) 0.029 0.261 154 12.83 0.97 0.300 ( 0.051) 0.030 0.270 155 12.92 0.97 0.300 ( 0.051) 0.030 0.270 156 13.00 0.97 0.300 ( 0.051) 0.030 0.270 157 13.08 1.13 0.352 ( 0.051) 0.035 0.317 158 13.17 1.13 0.352 ( 0.050) 0.035 0.317 159 13.25 1.13 0.352 ( 0.050) 0.035 0.317 160 13.33 1.13 0.352 ( 0.050) 0.035 0.317 161 13.42 1.13 0.352 ( 0.050) 0.035 0.317 162 13.50 1.13 0.352 ( 0.049) 0.035 0.317 163 13.58 0.77 0.238 ( 0.049) 0.024 0.214 164 13.67 0.77 0.238 ( 0.049) 0.024 0.214 165 13.75 0.77 0.238 ( 0.049) 0.024 0.214 166 13.83 0.77 0.238 ( 0.048) 0.024 0.214 167 13.92 0.77 0.238 ( 0.048) 0.024 0.214 168 14.00 0.77 0.238 ( 0.048) 0.024 0.214 169 14.08 0.90 0.279 ( 0.048) 0.028 0.251 170 14.17 0.90 0.279 ( 0.047) 0.028 0.251 171 14.25 0.90 0.279 ( 0.047) 0.028 0.251 172 14.33 0.87 0.269 ( 0.047) 0.027 0.242 173 14.42 0.87 0.269 ( 0.047) 0.027 0.242 174 14.50 0.87 0.269 ( 0.046) 0.027 0.242 175 14.58 0.87 0.269 ( 0.046) 0.027 0.242 176 14.67 0.87 0.269 ( 0.046) 0.027 0.242 177 14.75 0.87 0.269 ( 0.046) 0.027 0.242 178 14.83 0.83 0.259 ( 0.045) 0.026 0.233 179 14.92 0.83 0.259 ( 0.045) 0.026 0.233 180 15.00 0.83 0.259 ( 0.045) 0.026 0.233 181 15.08 0.80 0.248 ( 0.045) 0.025 0.224 182 15.17 0.80 0.248 ( 0.045) 0.025 0.224 183 15.25 0.80 0.248 ( 0.044) 0.025 0.224 184 15.33 0.77 0.238 ( 0.044) 0.024 0.214 185 15.42 0.77 0.238 ( 0.044) 0.024 0.214 186 15.50 0.77 0.238 ( 0.044) 0.024 0.214 187 15.58 0.63 0.197 ( 0.043) 0.020 0.177 188 15.67 0.63 0.197 ( 0.043) 0.020 0.177 189 15.75 0.63 0.197 ( 0.043) 0.020 0.177 190 15.83 0.63 0.197 ( 0.043) 0.020 0.177 191 15.92 0.63 0.197 ( 0.042) 0.020 0.177 192 16.00 0.63 0.197 ( 0.042) 0.020 0.177 193 16.08 0.13 0.041 ( 0.042) 0.004 0.037 194 16.17 0.13 0.041 ( 0.042) 0.004 0.037 195 16.25 0.13 0.041 ( 0.042) 0.004 0.037 196 16.33 0.13 0.041 ( 0.041) 0.004 0.037 197 16.42 0.13 0.041 ( 0.041) 0.004 0.037 198 16.50 0.13 0.041 ( 0.041) 0.004 0.037 199 16.58 0.10 0.031 ( 0.041) 0.003 0.028 200 16.67 0.10 0.031 ( 0.041) 0.003 0.028 201 16.75 0.10 0.031 ( 0.040) 0.003 0.028 202 16.83 0.10 0.031 ( 0.040) 0.003 0.028 203 16.92 0.10 0.031 ( 0.040) 0.003 0.028 204 17.00 0.10 0.031 ( 0.040) 0.003 0.028 205 17.08 0.17 0.052 ( 0.040) 0.005 0.047 206 17.17 0.17 0.052 ( 0.039) 0.005 0.047 207 17.25 0.17 0.052 ( 0.039) 0.005 0.047 208 17.33 0.17 0.052 ( 0.039) 0.005 0.047 209 17.42 0.17 0.052 ( 0.039) 0.005 0.047 210 17.50 0.17 0.052 ( 0.039) 0.005 0.047 211 17.58 0.17 0.052 ( 0.038) 0.005 0.047 212 17.67 0.17 0.052 ( 0.038) 0.005 0.047 213 17.75 0.17 0.052 ( 0.038) 0.005 0.047 214 17.83 0.13 0.041 ( 0.038) 0.004 0.037 215 17.92 0.13 0.041 ( 0.038) 0.004 0.037 216 18.00 0.13 0.041 ( 0.037) 0.004 0.037 217 18.08 0.13 0.041 ( 0.037) 0.004 0.037 218 18.17 0.13 0.041 ( 0.037) 0.004 0.037 219 18.25 0.13 0.041 ( 0.037) 0.004 0.037 220 18.33 0.13 0.041 ( 0.037) 0.004 0.037 221 18.42 0.13 0.041 ( 0.037) 0.004 0.037 222 18.50 0.13 0.041 ( 0.036) 0.004 0.037 223 18.58 0.10 0.031 ( 0.036) 0.003 0.028 224 18.67 0.10 0.031 ( 0.036) 0.003 0.028 225 18.75 0.10 0.031 ( 0.036) 0.003 0.028 226 18.83 0.07 0.021 ( 0.036) 0.002 0.019 227 18.92 0.07 0.021 ( 0.035) 0.002 0.019 228 19.00 0.07 0.021 ( 0.035) 0.002 0.019 229 19.08 0.10 0.031 ( 0.035) 0.003 0.028 230 19.17 0.10 0.031 ( 0.035) 0.003 0.028 231 19.25 0.10 0.031 ( 0.035) 0.003 0.028 232 19.33 0.13 0.041 ( 0.035) 0.004 0.037 233 19.42 0.13 0.041 ( 0.035) 0.004 0.037 234 19.50 0.13 0.041 ( 0.034) 0.004 0.037 235 19.58 0.10 0.031 ( 0.034) 0.003 0.028 236 19.67 0.10 0.031 ( 0.034) 0.003 0.028 237 19.75 0.10 0.031 ( 0.034) 0.003 0.028 238 19.83 0.07 0.021 ( 0.034) 0.002 0.019 239 19.92 0.07 0.021 ( 0.034) 0.002 0.019 240 20.00 0.07 0.021 ( 0.033) 0.002 0.019 241 20.08 0.10 0.031 ( 0.033) 0.003 0.028 242 20.17 0.10 0.031 ( 0.033) 0.003 0.028 243 20.25 0.10 0.031 ( 0.033) 0.003 0.028 244 20.33 0.10 0.031 ( 0.033) 0.003 0.028 245 20.42 0.10 0.031 ( 0.033) 0.003 0.028 246 20.50 0.10 0.031 ( 0.033) 0.003 0.028 247 20.58 0.10 0.031 ( 0.032) 0.003 0.028 248 20.67 0.10 0.031 ( 0.032) 0.003 0.028 249 20.75 0.10 0.031 ( 0.032) 0.003 0.028 250 20.83 0.07 0.021 ( 0.032) 0.002 0.019 251 20.92 0.07 0.021 ( 0.032) 0.002 0.019 252 21.00 0.07 0.021 ( 0.032) 0.002 0.019 253 21.08 0.10 0.031 ( 0.032) 0.003 0.028 254 21.17 0.10 0.031 ( 0.032) 0.003 0.028 255 21.25 0.10 0.031 ( 0.031) 0.003 0.028 256 21.33 0.07 0.021 ( 0.031) 0.002 0.019 257 21.42 0.07 0.021 ( 0.031) 0.002 0.019 258 21.50 0.07 0.021 ( 0.031) 0.002 0.019 259 21.58 0.10 0.031 ( 0.031) 0.003 0.028 260 21.67 0.10 0.031 ( 0.031) 0.003 0.028 261 21.75 0.10 0.031 ( 0.031) 0.003 0.028 262 21.83 0.07 0.021 ( 0.031) 0.002 0.019 263 21.92 0.07 0.021 ( 0.030) 0.002 0.019 264 22.00 0.07 0.021 ( 0.030) 0.002 0.019 265 22.08 0.10 0.031 ( 0.030) 0.003 0.028 266 22.17 0.10 0.031 ( 0.030) 0.003 0.028 267 22.25 0.10 0.031 ( 0.030) 0.003 0.028 268 22.33 0.07 0.021 ( 0.030) 0.002 0.019 269 22.42 0.07 0.021 ( 0.030) 0.002 0.019 270 22.50 0.07 0.021 ( 0.030) 0.002 0.019 271 22.58 0.07 0.021 ( 0.030) 0.002 0.019 272 22.67 0.07 0.021 ( 0.030) 0.002 0.019 273 22.75 0.07 0.021 ( 0.030) 0.002 0.019 274 22.83 0.07 0.021 ( 0.029) 0.002 0.019 275 22.92 0.07 0.021 ( 0.029) 0.002 0.019 276 23.00 0.07 0.021 ( 0.029) 0.002 0.019 277 23.08 0.07 0.021 ( 0.029) 0.002 0.019 278 23.17 0.07 0.021 ( 0.029) 0.002 0.019 279 23.25 0.07 0.021 ( 0.029) 0.002 0.019 280 23.33 0.07 0.021 ( 0.029) 0.002 0.019 281 23.42 0.07 0.021 ( 0.029) 0.002 0.019 282 23.50 0.07 0.021 ( 0.029) 0.002 0.019 283 23.58 0.07 0.021 ( 0.029) 0.002 0.019 284 23.67 0.07 0.021 ( 0.029) 0.002 0.019 285 23.75 0.07 0.021 ( 0.029) 0.002 0.019 286 23.83 0.07 0.021 ( 0.029) 0.002 0.019 287 23.92 0.07 0.021 ( 0.029) 0.002 0.019 288 24.00 0.07 0.021 ( 0.029) 0.002 0.019 (Loss Rate Not Used)
Sum = 100.0 Sum = 27.9 Flood volume = Effective rainfall 2.33(In)
times area 8.8(Ac.)/[(In)/(Ft.)] = 1.7(Ac.Ft) Total soil loss = 0.26(In)
Total soil loss = 0.190(Ac.Ft)
Total rainfall = 2.59(In)
Flood volume = 74469.4 Cubic Feet
Total soil loss = 8274.4 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 2.813(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0007 0.10 Q | | | | 0+10 0.0018 0.16 Q | | | | 0+15 0.0029 0.17 Q | | | | 0+20 0.0044 0.22 Q | | | | 0+25 0.0061 0.24 Q | | | | 0+30 0.0078 0.25 Q | | | | 0+35 0.0095 0.25 Q | | | | 0+40 0.0112 0.25 Q | | | | 0+45 0.0129 0.25 Q | | | | 0+50 0.0150 0.30 VQ | | | | 0+55 0.0173 0.33 VQ | | | | 1+ 0 0.0195 0.33 VQ | | | | 1+ 5 0.0215 0.28 VQ | | | | 1+10 0.0232 0.25 VQ | | | | 1+15 0.0249 0.25 Q | | | | 1+20 0.0266 0.25 Q | | | | 1+25 0.0283 0.25 Q | | | | 1+30 0.0300 0.25 Q | | | | 1+35 0.0318 0.25 Q | | | | 1+40 0.0335 0.25 Q | | | | 1+45 0.0352 0.25 Q | | | | 1+50 0.0372 0.30 VQ | | | | 1+55 0.0395 0.33 VQ | | | | 2+ 0 0.0418 0.33 VQ | | | | 2+ 5 0.0440 0.33 |Q | | | | 2+10 0.0463 0.33 |Q | | | | 2+15 0.0486 0.33 |Q | | | | 2+20 0.0509 0.33 |Q | | | | 2+25 0.0532 0.33 |Q | | | | 2+30 0.0554 0.33 |Q | | | | 2+35 0.0581 0.38 |Q | | | | 2+40 0.0609 0.41 |Q | | | | 2+45 0.0638 0.41 |Q | | | | 2+50 0.0666 0.41 |Q | | | | 2+55 0.0694 0.41 |Q | | | | 3+ 0 0.0723 0.41 |Q | | | | 3+ 5 0.0751 0.41 |Q | | | | 3+10 0.0780 0.41 |Q | | | | 3+15 0.0808 0.41 |Q | | | | 3+20 0.0837 0.41 |Q | | | | 3+25 0.0865 0.41 |QV | | | | 3+30 0.0894 0.41 |QV | | | | 3+35 0.0922 0.41 |QV | | | | 3+40 0.0951 0.41 |QV | | | | 3+45 0.0979 0.41 |QV | | | | 3+50 0.1011 0.46 |QV | | | | 3+55 0.1045 0.49 |QV | | | | 4+ 0 0.1080 0.50 |QV | | | | 4+ 5 0.1114 0.50 |QV | | | | 4+10 0.1148 0.50 |QV | | | | 4+15 0.1182 0.50 |QV | | | | 4+20 0.1220 0.55 | Q | | | | 4+25 0.1260 0.58 | Q | | | | 4+30 0.1299 0.58 | QV | | | | 4+35 0.1339 0.58 | QV | | | | 4+40 0.1379 0.58 | QV | | | | 4+45 0.1419 0.58 | QV | | | | 4+50 0.1462 0.63 | QV | | | | 4+55 0.1508 0.66 | QV | | | | 5+ 0 0.1553 0.66 | QV | | | | 5+ 5 0.1592 0.56 | QV | | | | 5+10 0.1627 0.50 | QV | | | | 5+15 0.1661 0.50 |Q V | | | | 5+20 0.1699 0.55 | QV | | | | 5+25 0.1738 0.58 | Q V | | | | 5+30 0.1778 0.58 | Q V | | | | 5+35 0.1821 0.63 | Q V | | | | 5+40 0.1867 0.66 | Q V | | | | 5+45 0.1912 0.66 | Q V | | | | 5+50 0.1958 0.66 | Q V | | | | 5+55 0.2004 0.66 | Q V | | | | 6+ 0 0.2049 0.66 | Q V | | | | 6+ 5 0.2098 0.71 | Q V | | | | 6+10 0.2149 0.74 | Q V | | | | 6+15 0.2201 0.74 | Q V | | | | 6+20 0.2252 0.74 | Q V | | | | 6+25 0.2303 0.74 | Q V | | | | 6+30 0.2354 0.74 | Q V | | | | 6+35 0.2409 0.80 | Q V | | | | 6+40 0.2466 0.82 | Q V | | | | 6+45 0.2523 0.83 | Q V | | | | 6+50 0.2580 0.83 | Q V | | | | 6+55 0.2637 0.83 | Q V | | | | 7+ 0 0.2694 0.83 | Q V | | | | 7+ 5 0.2751 0.83 | Q V | | | | 7+10 0.2808 0.83 | Q V | | | | 7+15 0.2865 0.83 | Q V | | | | 7+20 0.2925 0.88 | Q V | | | | 7+25 0.2988 0.91 | Q V | | | | 7+30 0.3051 0.91 | Q V | | | | 7+35 0.3117 0.96 | Q V | | | | 7+40 0.3185 0.99 | Q V | | | | 7+45 0.3253 0.99 | Q V | | | | 7+50 0.3325 1.04 | Q V | | | | 7+55 0.3399 1.07 | Q V | | | | 8+ 0 0.3473 1.08 | Q V | | | | 8+ 5 0.3554 1.18 | Q V | | | | 8+10 0.3639 1.23 | Q V | | | | 8+15 0.3725 1.24 | Q V | | | | 8+20 0.3810 1.24 | Q V | | | | 8+25 0.3896 1.24 | Q V| | | | 8+30 0.3981 1.24 | Q V| | | | 8+35 0.4070 1.29 | Q V| | | | 8+40 0.4161 1.32 | Q V| | | | 8+45 0.4252 1.32 | Q V| | | | 8+50 0.4347 1.37 | Q V | | | 8+55 0.4444 1.40 | Q V | | | 9+ 0 0.4540 1.41 | Q V | | | 9+ 5 0.4644 1.51 | Q V | | | 9+10 0.4752 1.57 | Q |V | | | 9+15 0.4860 1.57 | Q |V | | | 9+20 0.4972 1.62 | Q |V | | | 9+25 0.5086 1.65 | Q |V | | | 9+30 0.5200 1.65 | Q | V | | | 9+35 0.5317 1.71 | Q | V | | | 9+40 0.5437 1.73 | Q | V | | | 9+45 0.5556 1.74 | Q | V | | | 9+50 0.5680 1.79 | Q | V | | | 9+55 0.5805 1.82 | Q | V | | | 10+ 0 0.5930 1.82 | Q | V | | | 10+ 5 0.6031 1.46 | Q | V | | | 10+10 0.6118 1.26 | Q | V | | | 10+15 0.6204 1.24 | Q | V | | | 10+20 0.6289 1.24 | Q | V | | | 10+25 0.6375 1.24 | Q | V | | | 10+30 0.6460 1.24 | Q | V | | | 10+35 0.6563 1.50 | Q | V | | | 10+40 0.6676 1.64 | Q | V | | | 10+45 0.6790 1.65 | Q | V | | | 10+50 0.6904 1.65 | Q | V | | | 10+55 0.7018 1.65 | Q | V | | | 11+ 0 0.7132 1.65 | Q | V | | | 11+ 5 0.7242 1.60 | Q | V | | | 11+10 0.7351 1.58 | Q | V | | | 11+15 0.7459 1.57 | Q | V | | | 11+20 0.7567 1.57 | Q | V | | | 11+25 0.7676 1.57 | Q | V | | | 11+30 0.7784 1.57 | Q | V | | | 11+35 0.7885 1.47 | Q | V | | | 11+40 0.7982 1.41 | Q | V | | | 11+45 0.8079 1.41 | Q | V | | | 11+50 0.8180 1.46 | Q | V| | | 11+55 0.8282 1.49 | Q | V| | | 12+ 0 0.8385 1.49 | Q | V| | | 12+ 5 0.8512 1.85 | Q | V| | | 12+10 0.8653 2.04 | Q | V | | 12+15 0.8795 2.07 | Q | V | | 12+20 0.8941 2.12 | Q | V | | 12+25 0.9089 2.15 | Q | |V | | 12+30 0.9237 2.15 | Q | |V | | 12+35 0.9392 2.25 | Q| |V | | 12+40 0.9551 2.31 | Q| | V | | 12+45 0.9711 2.32 | Q| | V | | 12+50 0.9874 2.37 | Q| | V | | 12+55 1.0039 2.40 | Q| | V | | 13+ 0 1.0204 2.40 | Q| | V | | 13+ 5 1.0387 2.65 | Q | V | | 13+10 1.0580 2.80 | |Q | V | | 13+15 1.0773 2.81 | |Q | V | | 13+20 1.0967 2.81 | |Q | V | | 13+25 1.1161 2.81 | |Q | V | | 13+30 1.1355 2.81 | |Q | V | | 13+35 1.1510 2.25 | Q| | V | | 13+40 1.1643 1.94 | Q | | V | | 13+45 1.1774 1.90 | Q | | V | | 13+50 1.1906 1.90 | Q | | V | | 13+55 1.2037 1.90 | Q | | V | | 14+ 0 1.2168 1.90 | Q | | V | | 14+ 5 1.2313 2.11 | Q | | V | | 14+10 1.2466 2.22 | Q | | V| | 14+15 1.2620 2.23 | Q | | V| | 14+20 1.2770 2.18 | Q | | V| | 14+25 1.2918 2.15 | Q | | V | 14+30 1.3066 2.15 | Q | | V | 14+35 1.3215 2.15 | Q | | V | 14+40 1.3363 2.15 | Q | | |V | 14+45 1.3511 2.15 | Q | | |V | 14+50 1.3656 2.10 | Q | | |V | 14+55 1.3798 2.07 | Q | | | V | 15+ 0 1.3941 2.07 | Q | | | V | 15+ 5 1.4080 2.02 | Q | | | V | 15+10 1.4217 1.99 | Q | | | V | 15+15 1.4354 1.99 | Q | | | V | 15+20 1.4487 1.93 | Q | | | V | 15+25 1.4618 1.91 | Q | | | V | 15+30 1.4749 1.90 | Q | | | V | 15+35 1.4866 1.70 | Q | | | V | 15+40 1.4975 1.59 | Q | | | V | 15+45 1.5084 1.57 | Q | | | V | 15+50 1.5192 1.57 | Q | | | V | 15+55 1.5300 1.57 | Q | | | V | 16+ 0 1.5409 1.57 | Q | | | V | 16+ 5 1.5464 0.81 | Q | | | V | 16+10 1.5491 0.38 |Q | | | V | 16+15 1.5513 0.33 |Q | | | V | 16+20 1.5536 0.33 |Q | | | V | 16+25 1.5559 0.33 |Q | | | V | 16+30 1.5582 0.33 |Q | | | V | 16+35 1.5601 0.28 |Q | | | V | 16+40 1.5618 0.25 |Q | | | V | 16+45 1.5635 0.25 Q | | | V | 16+50 1.5652 0.25 Q | | | V | 16+55 1.5670 0.25 Q | | | V | 17+ 0 1.5687 0.25 Q | | | V | 17+ 5 1.5711 0.35 |Q | | | V | 17+10 1.5739 0.41 |Q | | | V | 17+15 1.5767 0.41 |Q | | | V | 17+20 1.5796 0.41 |Q | | | V | 17+25 1.5824 0.41 |Q | | | V | 17+30 1.5853 0.41 |Q | | | V | 17+35 1.5881 0.41 |Q | | | V | 17+40 1.5910 0.41 |Q | | | V | 17+45 1.5938 0.41 |Q | | | V | 17+50 1.5963 0.36 |Q | | | V | 17+55 1.5986 0.33 |Q | | | V | 18+ 0 1.6009 0.33 |Q | | | V | 18+ 5 1.6032 0.33 |Q | | | V | 18+10 1.6055 0.33 |Q | | | V | 18+15 1.6077 0.33 |Q | | | V | 18+20 1.6100 0.33 |Q | | | V | 18+25 1.6123 0.33 |Q | | | V | 18+30 1.6146 0.33 |Q | | | V | 18+35 1.6165 0.28 |Q | | | V | 18+40 1.6182 0.25 |Q | | | V | 18+45 1.6200 0.25 Q | | | V | 18+50 1.6213 0.20 Q | | | V | 18+55 1.6225 0.17 Q | | | V | 19+ 0 1.6236 0.17 Q | | | V | 19+ 5 1.6251 0.22 Q | | | V | 19+10 1.6268 0.24 Q | | | V | 19+15 1.6285 0.25 Q | | | V | 19+20 1.6306 0.30 |Q | | | V | 19+25 1.6328 0.33 |Q | | | V | 19+30 1.6351 0.33 |Q | | | V | 19+35 1.6370 0.28 |Q | | | V | 19+40 1.6388 0.25 |Q | | | V | 19+45 1.6405 0.25 Q | | | V | 19+50 1.6418 0.20 Q | | | V | 19+55 1.6430 0.17 Q | | | V | 20+ 0 1.6441 0.17 Q | | | V | 20+ 5 1.6456 0.22 Q | | | V | 20+10 1.6473 0.24 Q | | | V | 20+15 1.6490 0.25 Q | | | V | 20+20 1.6507 0.25 Q | | | V | 20+25 1.6524 0.25 Q | | | V | 20+30 1.6541 0.25 Q | | | V | 20+35 1.6559 0.25 Q | | | V | 20+40 1.6576 0.25 Q | | | V | 20+45 1.6593 0.25 Q | | | V | 20+50 1.6606 0.20 Q | | | V | 20+55 1.6618 0.17 Q | | | V | 21+ 0 1.6629 0.17 Q | | | V | 21+ 5 1.6644 0.22 Q | | | V | 21+10 1.6661 0.24 Q | | | V | 21+15 1.6678 0.25 Q | | | V| 21+20 1.6692 0.20 Q | | | V| 21+25 1.6703 0.17 Q | | | V| 21+30 1.6715 0.17 Q | | | V| 21+35 1.6730 0.22 Q | | | V| 21+40 1.6747 0.24 Q | | | V| 21+45 1.6764 0.25 Q | | | V| 21+50 1.6777 0.20 Q | | | V| 21+55 1.6789 0.17 Q | | | V| 22+ 0 1.6800 0.17 Q | | | V| 22+ 5 1.6815 0.22 Q | | | V| 22+10 1.6832 0.24 Q | | | V| 22+15 1.6849 0.25 Q | | | V| 22+20 1.6863 0.20 Q | | | V| 22+25 1.6874 0.17 Q | | | V| 22+30 1.6886 0.17 Q | | | V| 22+35 1.6897 0.17 Q | | | V| 22+40 1.6909 0.17 Q | | | V| 22+45 1.6920 0.17 Q | | | V| 22+50 1.6931 0.17 Q | | | V| 22+55 1.6943 0.17 Q | | | V| 23+ 0 1.6954 0.17 Q | | | V| 23+ 5 1.6966 0.17 Q | | | V| 23+10 1.6977 0.17 Q | | | V| 23+15 1.6988 0.17 Q | | | V| 23+20 1.7000 0.17 Q | | | V| 23+25 1.7011 0.17 Q | | | V| 23+30 1.7023 0.17 Q | | | V| 23+35 1.7034 0.17 Q | | | V| 23+40 1.7045 0.17 Q | | | V| 23+45 1.7057 0.17 Q | | | V| 23+50 1.7068 0.17 Q | | | V| 23+55 1.7080 0.17 Q | | | V| 24+ 0 1.7091 0.17 Q | | | V| 24+ 5 1.7095 0.06 Q | | | V| 24+10 1.7096 0.01 Q | | | V -----------------------------------------------------------------------

APPENDIX D

HYDROLOGY MAPS

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0 20 40 80 120

I I I I I
SCALE: 1"=40'
l"IEINEDFOAa
m<ISLAND BARNES GROUP /UKIAH PARlNERS. ILC
6 CALENDAR COURT SUITE 3
COLUMBIA, SC 29206
PHONE: (723) 580-9053
Last Updllla:5/1/24
0:\4100-4199\4100\4101l-l'YD-EX.dwg

CITY OF MENIFEE

PUBLIC WORKS DEPARTMENT

EXISTNQ CONDITION
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LOVEI I 215

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m<ISLAND BARNES GROUP /UKIAH PARlNERS. ILC
6 CALENDAR COURT SUITE 3
COLUMBIA, SC 29206
PHONE: (723) 580-9053
LEGEND
PRO.£CT BOUNDARY

SUBAREA BOUNDARY

FLOW PATH

4.10 AC. SUBAREA AREA
8 NODE NUMBER

PONDING LIMITS
Last Update: 8/7 /25
0: \4100-41n\+100\4-100HYD-PREUM.dwg

CITY OF MENIFEE

PUBLIC WORKS DEPARTMENT
PAOPOSEO CONDmON
iY MAP
LOVEI I 215

TRUMBLE ROAD
Designed by _____ _ Approved by Dote ___ _
Date
Checked by
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0 APPENDIX E

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DETAIL "A"
DETAIL "B"
l'AEI AAED F0f'II
CROSLAND BARNES GROOP / UKIAH PARlNERS, LlC
6 CALENDAR COURT SUllE J
COLUMlllk SC 29206
PHONE: (732) 560-9053
&L
O Thienes Engineering, Inc.
7[j
Ql-11. ENGJNEERINC •LAND SUR'-£'11NC
1"'349 FIRESTONE BOULEVARD
LA MIRADA. CALIFORNIA 906.RJ
a PH.(114)521-4811 FA)f714}521-f1TJ
0 10 20 40 60
SCALE: 1"=20'
PLOT DAlE: B/7 /2025
0: \4100-4199\4100\41 OOCGP-04-SD.dwg
crTY OF MENIFEE

PUBLIC WORKS DEPARTMENT

CONCEPTUAL STORM DRAIN PLAN

MENIFEE TRUMBLE ROAD

I HUMBLE ROAD
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Designed by Appro'led by Date ___ ~
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R.C.E. •
of 7 Sheets

APPENDIX F

CITY OF MENIFEE DETENTION
MEMO

Thienes Engineering, Inc.

CIVIL ENGINEERING  LAND SURVEYING

14349 Firestone Blvd.  La Mirada, CA 90638  Tel: (714) 521-4811  Fax: (714) 521-4173 September 13, 2024

Mr. Haile Ford
City of Menifee
Senior Engineer, Public Works
29844 Haun Road
Menifee, CA 92586
[email protected]

Subject: PL22-0190
Response to 7/1 Meeting and City Letter Regarding Truck Yard Ponding

Mr. Ford:

See below for responses to your email dated 7/1 regarding the meeting held between City of Menifee and Thienes Engineering.

“As a policy, the City does not allow surface water ponding. Some reasons why we have this policy are as follows:
• Ponding water can become a safety hazard for pedestrians and motorists, as well as site operations”
RESPONSE: The temporarily detained stormwater will only occur in the 100-year storm event and will be in the easterly truck yard. This area is secured and fenced off from the general public. Only authorized/trained employees will be permitted in the truck yard area. Drivers will dock their trailers and move out while warehouse employees will unload directly from the dock doors. Therefore, the temporarily detained stormwater will not affect site operations. The site/property owner and tenants are made aware that this is an intentional design and they have accepted these conditions as the benefits outweigh the temporary inconvenience.
• “Ponding water on pavement can accelerate the deterioration of the pavement surface.” RESPONSE: The paved surface is currently estimated as 6.5” thick concrete pavement over a 12” 95% compacted subgrade, which will withstand deterioration from the temporary surface detention that will occur only during the 100-year storm event. Concrete will withstand deterioration much better than traditional asphalt.
• “Ponding water can attract vectors.”
RESP
ONSE: Ponded stormwater is only a vector concern if it is stagnant for 72 hours. The temporary surface detention in the truck yard will be for a maximum of 3 hours, and the truck yard is still sloped down to the catch basins, so stormwater will never become stagnant. It will be constantly flowing to the outlets. This is unlike a traditional detention basin, which has been stated to be allowed within the City, where stormwater will stagnate until it either infiltrates or ponds high enough to discharge out of a riser.

“In consideration of what is stated above, please provide a letter or memo that explains the surface water ponding strategy that you’re proposing for the Trumble and Watson Warehouse project. Additionally, update the exhibits to better illustrate this strategy.”
REPSONSE: See below detention explanation and attached exhibit for further explanation on surface detention scheme.

Haile Ford
September 13, 2024

Page 2 of 3 ends

14349 Firestone Blvd.  La Mirada, CA 90638  Tel: (714) 521-4811  Fax: (714) 521-4173

“One
last thing: Also in our meeting earlier today, you mentioned that flows that exceed a certain threshold would bypass the underground detention system and drain directly to the storm drain. We cannot allow that. All flows up to the 100-year storm must be treated before entering the storm drain / MS4.” RESPONSE: The MS4 Permit (Order No. R8-2010-0033) that Menifee is subjected to requires stormwater treatment of the 85th-percentile, 24-hour storm event – which is closer to the 2-year storm event rather than the 100-year. The 85th-percentile will capture what’s commonly known as the “first flush” which is what conveys most of the pollutants that require treatment; that will then be taken to the proposed underground detention system. From here, it is routed through the biofiltration unit for treatment prior to discharging offsite. Storm events exceeding the first flush tend to be “cleaner” and therefore do not require treatment per the MS4 Permit. The site will also adhere to the latest State Waterboard Trash Provisions that require all sites to be designed with full capture devices sized for the 1-year, 1-hour storm event. The 100-year storm event is not subject to treatment under the MS4 Permit; it is only required to be mitigated to preserve the downstream capacities of the connecting storm drain.

Onsite Truck Yard Detention:

The general concept of truck yard surface detention is like a traditional above-ground dirt basin (save for the erosion potential and transfer of sediment associated with a dirt basin). In a dirt basin, discharge from the basin is controlled by the elevation and size of the outlet structure (i.e. riser) and downstream storm drain facility. Truck yard surface detention works the same: stormwater ponds on top of the truck yard catch basins due to the restricted size of the basins and downstream storm drain pipe. The system is designed such that water will only rise to the design elevation in the 100-year storm event. Smaller storm events will flow directly to the catch basins and discharge from the project site without surface ponding. Therefore, the occurrence of temporary surface detention will be a relatively rare scenario.

For preliminary detention design in the County of Riverside, basin sizing may be based on the largest difference in runoff hydrograph volume between the “developed” condition and the “pre-developed” conditions. This occurs during the 10-year 24-hour storm event. A site is considered to have sufficient detention capabilities if this volume can be provided onsite.

For the project site, the easterly truck yard has sufficient surface volume in the truck yard to mitigate the 10-year 24-hour volumes. Therefore, the surface of the truck yard will serve as the temporary detention area for the easterly portion of the project site. The detained volume will be approximately 0.875 ac-ft at a depth of 0.78’. This is compliant with City of Menifee Design Guidelines (adopted February 2020 and amended March 2, 2022) under Appendix A Item 9, which states that above-ground facilities should be designed such that the depth does not exceed 18”. The proposed underground chambers in the westerly truck yard are for the 85th percentile storm (per the MS4 Permit) and mitigated HCOC volume.

In the
case of the easterly truck yard, storm water is detained on a larger paved/concrete surface area which minimizes the ponding depth when compared to a traditional basin. A traditional basin will pond much deeper, which presents a potential safety hazard. The cross-section of the easterly truck yard (section A- A) shows the detention limits and depth, as well as the top of grate elevation and finished floor elevation.

The maximum detention depth of 0.78’ (approximately 9”, 1425.40 WSE) occurs directly over the top of the catch basins and reduces to 6” within 25’ of the easterly catch basins. There will be minimal detention against the building at a depth of approximately 0.18’ (approximately 2”, 1424.80 WSE). This water surface elevation is significantly lower than finished floor elevation of the proposed building (elevation 1429.26).

Therefore, proposed detention does not create a flooding risk for the proposed building. Furthermore, these depths are not safety hazards, but more of a temporary inconvenience that has been accepted by the property owner. Furthermore, this depth does not affect the movements of the large semitrucks, nor the employees working to unload the trucks. Therefore, site operations will not be impacted by this surface detention. The increased number of basins allow the truck yard to drain quickly once the 100-year storm event passes, in less than three hours.

Haile Ford
September 13, 2024

Page 3 of 3 ends

14349 Firestone Blvd.  La Mirada, CA 90638  Tel: (714) 521-4811  Fax: (714) 521-4173

Furthe
rmore, detained water in the truck yard can be compared to stormwater flowing in a public street. Per the Riverside County Flood Control and Water Conservation District Hydraulic Design Manual (March 2024), the 10-year flood level must be contained within the top of curb and the 100-year elevation contained within the street right of way limits. For a general street section with 6’ from curb to right of way, this is approximately 0.8’ of ponding in the 100-year storm event. This is what is occurring in the easterly truck yard, with stormwater detained at approximately 0.78’ of depth. However, stormwater in the street is flowing at a high velocity in a public area, where it poses a safety hazard to pedestrians and the public. Detained water in the truckyard is flowing into the catch basins at a much lower velocity in a secured truck yard area.

This poses no danger to the general public.

The westerly portion of the project site is tributary to a vehicle parking area. It is Thienes Engineering policy to limit the depth of the surface detention to approximately 0.5’ in vehicle parking areas. Therefore, there is very little surface volume available for storage, and the detained volume was designed to be stored underground along with the design capture volume (per the MS4 Permit) and mitigated HCOC volume.

If you have any questions or require additional information, please contact me at (714) 521-4811 or [email protected].

Respectfully Submitted,
THIENES ENGINEERING, INC.

Morgan Holve
Design Engineer

ec. Haile Ford, City of Menifee
Christopher Heron, City of Menifee
Brian Thienes, Thienes Engineering
Joshua Lichtman, Urban Hatchery

Enc: Hydrology Detention Exhibit dated 9/13/2024

Appendix G
Noise Modeling Results and Measurement Data

Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 03/14/2025
Case Description: Trumble and Watson
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night ----------- -------- ------- ------- ----- Site Preparation Industrial 60.0 55.0 50.0 Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding Description Device (%) (dBA) (dBA) (feet) (dBA) ----------- ------ ----- ----- ----- -------- --------- Dozer No 40 85.0 50.0 0.0 Dozer No 40 85.0 50.0 0.0 Tractor No 40 84.0 50.0 0.0 Backhoe No 40 80.0 50.0 0.0 Front End Loader No 40 80.0 50.0 0.0

Results
-------
Noise Limits (dBA)
Noise Limit Exceedance (dBA)

----------------------------------------------
----------------------------------------------
Calculated (dBA) Day Evening
Night Day Evening Night ---------------- -------------- -------------
-------------- -------------- -------------- -------------- Equipment Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq Lmax Leq
---------------------- ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ ------ Dozer 85.0 81.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Dozer 85.0 81.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Tractor 84.0 80.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Backhoe 80.0 76.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Front End Loader 80.0 76.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Total 85.0 86.4 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 03/14/2025
Case Description: Trumble and Watson
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night ----------- -------- ------- ------- ----- Grading Industrial 60.0 55.0 50.0 Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding Description Device (%) (dBA) (dBA) (feet) (dBA) ----------- ------ ----- ----- ----- -------- --------- Excavator No 40 85.0 50.0 0.0 Grader No 40 85.0 50.0 0.0 Dozer No 40 85.0 50.0 0.0 Scraper No 40 85.0 50.0 0.0 Backhoe No 40 80.0 50.0 0.0

Results
-------
Noise Limits (dBA)
Noise Limit Exceedance (dBA)

N/A N/A N/A N/A N/A N/A N/A
Grader 85.0 81.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Dozer 85.0 81.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Scraper 85.0 81.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Backhoe 80.0 76.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Total 85.0 87.4 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 03/14/2025
Case Description: Trumble and Watson
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night ----------- -------- ------- ------- ----- Building Construction Industrial 60.0 55.0 50.0 Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding Description Device (%) (dBA) (dBA) (feet) (dBA) ----------- ------ ----- ----- ----- -------- --------- Crane No 16 85.0 50.0 0.0 Generator No 50 82.0 50.0 0.0 Man Lift No 20 85.0 50.0 0.0 Tractor No 40 84.0 50.0 0.0 Backhoe No 40 80.0 50.0 0.0

Results
-------
Noise Limits (dBA)
Noise Limit Exceedance (dBA)

N/A N/A N/A N/A N/A N/A N/A
Generator 82.0 79.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Man Lift 85.0 78.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Tractor 84.0 80.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Backhoe 80.0 76.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Total 85.0 85.2 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 03/14/2025
Case Description: Trumble and Watson
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night ----------- -------- ------- ------- ----- Paving Industrial 60.0 55.0 50.0 Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding Description Device (%) (dBA) (dBA) (feet) (dBA) ----------- ------ ----- ----- ----- -------- --------- Paver No 50 85.0 50.0 0.0 Paver No 50 85.0 50.0 0.0 Pavement Scarafier No 20 85.0 50.0 0.0 Roller No 20 85.0 50.0 0.0 Roller No 20 85.0 50.0 0.0

Results
-------
Noise Limits (dBA)
Noise Limit Exceedance (dBA)

N/A N/A N/A N/A N/A N/A N/A
Paver 85.0 82.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Pavement Scarafier 85.0 78.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Roller 85.0 78.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Total 85.0 87.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
Roadway Construction Noise Model (RCNM),Version 1.1
Report date: 03/14/2025
Case Description: Trumble and Watson
**** Receptor #1 ****
Baselines (dBA)
Description Land Use Daytime Evening Night ----------- -------- ------- ------- ----- Architectural Coating Industrial 60.0 55.0 50.0 Equipment
---------
Spec Actual Receptor Estimated
Impact Usage Lmax Lmax Distance Shielding Description Device (%) (dBA) (dBA) (feet) (dBA) ----------- ------ ----- ----- ----- -------- --------- Compressor (air) No 40 80.0 50.0 0.0

Results
-------
Noise Limits (dBA)
Noise Limit Exceedance (dBA)

N/A N/A N/A N/A N/A N/A N/A
Total 80.0 76.0 N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
November 2022 PKGP-PRC019A-EN
Product Catalog
Packaged Rooftop Air Conditioners
Precedent™ Heat Pump
Standard Efficiency

12.5 to 25 Tons — 60 Hz

PKGP-PRC019A-EN 33
Fan Performance
Table 22. Outdoor sound power level
Tons Unit Model
Number
Octave Center Frequency Overall
dBA63 125 250 500 1000 2000 4000 8000

12.5 WSJ150A* 83 87 87 85 82 77 74 69 87
15 WSJ180A* 83 87 87 85 82 77 74 69 87
20 WSJ240A* 94 90 92 91 88 84 81 75 93
25 WSJ300A* 94 90 92 91 88 84 81 75 93
Notes:

1. Outdoor sound rating shown is tested in accordance with AHRI 270/370-2015. For additional information reference the outdoor sound power level data in the performance section.

2. Taken in accordance with AHRI 270/370-2015.

3. Indoor sound in accordance with AHRI 260 is available through Trane’s selection software.

Table 23. Static pressure drop through accessories (inches water column) - standard efficiency- economizer Tons
Unit
Model
Number
cfm(a) Standard
Filters(b)
2"
MERV 8
Filter(c)
2"
MERV 13
Filter(c)
Reheat
Coil
Economizer with OA/RA Dampers(d)
Downflow Horizontal Low Leak
Downflow(e)
Low Leak
Horizontal
100% OA 100% RA 100% OA 100% RA 100% OA 100% RA 100% OA 100% RA

12.5 WSJ150A
3750 0.02 0.04 0.07 0.02 0.10 0.02 0.10 0.02 0.11 0.09 0.05 0.09 5000 0.03 0.06 0.10 0.04 0.15 0.03 0.15 0.03 0.17 0.13 0.09 0.14 6000 0.04 0.08 0.13 0.04 0.20 0.04 0.20 0.04 0.23 0.17 0.12 0.18 15 WSJ180A
4500 0.03 0.05 0.09 0.04 0.13 0.02 0.13 0.02 0.14 0.11 0.07 0.12 6000 0.04 0.08 0.13 0.04 0.20 0.04 0.20 0.04 0.23 0.17 0.12 0.18 7200 0.06 0.10 0.17 0.02 0.27 0.05 0.27 0.05 0.32 0.23 0.16 0.25 20 WSJ240A
6000 0.04 0.08 0.13 0.04 0.20 0.04 0.20 0.04 0.23 0.17 0.12 0.18 8000 0.07 0.12 0.21 0.02 0.32 0.06 0.32 0.06 0.39 0.27 0.19 0.30 9600 0.09 0.16 0.27 0.05 0.44 0.07 0.44 0.07 0.54 0.37 0.27 0.41 25 WSJ300A
7500 0.06 0.11 0.19 0.02 0.29 0.05 0.29 0.05 0.34 0.24 0.17 0.27 10000 0.09 0.17 0.29 0.06 0.48 0.08 0.48 0.08 0.58 0.40 0.29 0.45 12000 0.12 0.23 0.39 0.06 0.66 0.11 0.66 0.11 0.82 0.55 0.39 0.62 (a) See below for restrictions:

Multi-speed, single zone VAV or multi-zone VAV applications are capable of running below 300 cfm/ton during low speed airflow operation. (b) Tested with: 2-in filters 12.5 to 25 tons.
(c) Difference in pressure drop should be considered when utilizing optional 2-in pleated filters. (d) OA = Outside Air and RA = Return Air.
(e) Model digit 11 selection of low gas heat is 5x5, medium gas heat is 7x7, and high gas heat is 8x8 for 12.5 to 25T units.

Table 24. Static pressure drop through accessories (inches water column) - standard efficiency- electric Tons
Unit
Model
Number
cfm(a)
Electric Heater
Accessory (kW)
18 36 54 72

12.5 WSJ150A
3750 0 0.01 0.01 N/A
5000 0.01 0.03 0.03 N/A
6000 0.01 0.04 0.04 N/A
15 WSJ180A
4500 0.01 0.02 0.02 N/A
6000 0.01 0.04 0.04 N/A
7200 0.02 0.06 0.06 N/A
20 WSJ240A
6000 N/A 0.04 0.04 0.04
8000 N/A 0.08 0.08 0.08
9600 N/A 0.12 0.12 0.12
• TRANE"
Number Start Date Start Time End Time Duration LZeq LCeq LAeq LZSmax LCSmax LASmax LZSmin LCSmin LASmin LZE LCE ST 1 5/7/2025 11:50:36 AM 12:05:36 PM 0:15:00 75.8 74.1 63.9 86.5 84 74.7 63.9 61.3 48 105.3 103.6 ST 2 5/7/2025 11:29:18 AM 11:44:18 AM 0:15:00 72.7 71.2 59.9 84.5 84.2 73.9 68.8 66.6 50.8 102.2 100.7 Number LAE LZpk LCpk LApk LAS1% LAS2% LAS5% LAS8% LAS10% LAS25% LAS50% LAS90% LAS95% LAS99% ST 1 93.4 99.7 98.1 95.8 72.4 70.3 68.2 67.4 66.9 64.5 62.5 56.3 53.8 48.4 ST 2 89.4 94.9 94.3 90.1 71.8 70.1 66.4 63.7 62.4 56.6 54.5 52.9 52.3 51.3 30 35
40 45
50 55
60 65
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
dBA
Time
LT-1 - May 7 - 8, 2025
30 35
40 45
50 55
60 65
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
12:00 AM
1:00 AM
2:00 AM
3:00 AM
4:00 AM
5:00 AM
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
dBA
Time
LT-2 - May 7 - 8, 2025

Appendix H
Traffic Impact Analysis

TRUMBLE RO

TRUMBLE ROAD AND

WATSON ROAD

WAREHOUSE

TRAFFIC STUDY

CITY OF MENIFEE

JUNE 27, 20255
PREPARED FOR:

Rincon Consultants. Inc.
11801 Pierce Street, Suite 200
Riverside, CA 92505

PREPARED BY:

translutions, inc.
17632 Irvine Boulevard, Suite 200
Tustin, California 92780
(949) 656-3131

tran slutions
the transportatio n solutions company. ..

Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

TABLE OF CONTENTS

1.0 INTRODUCTION ........................................................................................................................................................ 1

2.1 Purpose of Traffic Study and Study Objectives ................................................................................... 1

2.2 Project Location & Study Area..................................................................................................................... 1

3.0 PROJECT DESCRIPTION ...................................................................................................................................... 5

3.1 Project Trip Generation ................................................................................................................................... 5

3.2 Project Trip Distribution & Assignment ................................................................................................... 5

4.0 LOS DEFINITIONS, PROCEDURES, AND THRESHOLDS ...................................................................... 5

4.1 Intersection Levels of Service ...................................................................................................................... 5

4.2 Roadway Segment Levels of Service ...................................................................................................... 12

4.3 Levels of Service Thresholds ..................................................................................................................... 12

5.0 CUMULATIVE PROJECTS .............................................................................................................................. .... 14

6.0 VOLUME DEVELOPMENT METHODOLOGY ............................................................................................... 14

6.1 Existing Traffic Volumes .............................................................................................................................. . 17

6.2 Opening Year Traffic Volumes ................................................................................................................... 17

6.3 Opening Year Cumulative Traffic Volumes .......................................................................................... 17

6.4 Horizon Year Traffic Volumes ..................................................................................................................... 17

7.0 EXISTING CONDITIONS .............................................................................................................................. ........ 18

7.1 Existing Roadway Conditions ..................................................................................................................... 18

7.2 Existing Transit Service, Bicycle & Pedestrian Facilities .............................................................. 19

7.3 Existing Conditions - Levels of Service .................................................................................................. 19

7.4 Existing Plus Project Conditions - Levels of Service ....................................................................... 19

8.0 OPENING YEAR (2026) CONDITIONS ........................................................................................................... 26

8.1 Opening Year Without Project - Levels of Service ............................................................................ 26

8.2 Opening Year With Project- Levels of Service .................................................................................... 26

9.0 OPENING YEAR (2026) CUMULATIVE CONDITIONS ............................................................................ 26

9.1 Opening Year Cumulative Without Project - Levels of Service ................................................... 26

9.2 Opening Year Cumulative With Project - Levels of Service .......................................................... 26

10.0 HORIZON YEAR (2050) CONDITIONS .......................................................................................................... 36

10.1 Horizon Year Without Project - Levels of Service ............................................................................. 36

10.2 Horizon Year With Project - Levels of Service .................................................................................... 36

11.0 CIRCULATION IMPROVEMENTS .................................................................................................................... 41

11.1 Opening Year Cumulative Conditions Circulation Improvements ............................................. 41

11.2 Horizon Year Conditions Circulation Improvements ....................................................................... 41

12.0 ACCESS ANALYSIS ............................................................................................................................................... 46

12.1 Turning Radii ...................................................................................................................................................... 46

12.2 Driveway Width .............................................................................................................................. ................... 46

12.3 Driveway Spacing .............................................................................................................................. .............. 46

13.0 SUMMARY & CONCLUSIONS ........................................................................................................................... 46

tra11slutio11s
the tr·<in:--tport.1tion ~olution~ cornp,111q
Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

APPENDICES
Appendix A: Approved Scoping Agreement
Appendix B: List of Cumulative Projects
Appendix C: Cumulative Projects Trip Generation
Appendix D: Traffic Counts (Intersection and Roadway Segment) Appendix E: Volume Development Worksheets
Appendix F: Level of Service Worksheets

FIGURES AND TABLES

FIGURES
Figure 1: Regional Project Location ................................................................................................................................................ 2 Figure 2: Project Site Plan .............................................................................................................................................................. 3 Figure 3: Study Area Intersections ............................................................................................ ..................................................... 4 Figure 4: Project Trip Distribution – Passenger Vehicles ................................................................................................................ 7 Figure 5: Project Trip Assignment – Passenger Vehicles ............................................................................................................... 8 Figure 6: Project Trip Distribution – Trucks .................................................................................. .................................................. 9 Figure 7: Project Trip Assignment – Trucks .................................................................................................................................. 10 Figure 8: Total Project Trip Assignment ....................................................................................... ................................................ 11 Figure 9: Cumulative Project Locations ........................................................................................................................................ 15 Figure 10: Cumulative Projects Net Trip Assignment ................................................................................................................... 16 Figure 11: Existing Transit and Pedestrian Facilities .................................................................................................................... 20 Figure 12: Existing Intersection Geometrics and Stop Control ..................................................................................................... 21 Figure 13: Existing Peak Hour Traffic Volumes ............................................................................................................................ 22 Figure 14: Existing Plus Project Peak Hour Traffic Volumes ........................................................................................................ 25 Figure 15: Opening Year Intersection Geometrics and Stop Control ............................................................................................ 27 Figure 16: Opening Year Without Project Peak Hour Traffic Volumes ......................................................................................... 28 Figure 17: Opening Year With Project Peak Hour Traffic Volumes .............................................................................................. 31 Figure 18: Opening Year Cumulative Without Project Peak Hour Traffic Volumes ...................................................................... 32 Figure 19: Opening Year Cumulative With Project Peak Hour Traffic Volumes ........................................................................... 35 Figure 20: Horizon Year Without Project Peak Hour Traffic Volumes .......................................................................................... 37 Figure 21: Horizon Year With Project Peak Hour Traffic Volumes ............................................................................................... 40 Figure 22: Recommended Circulation Improvements - Opening Year Cumulative Conditions .................................................... 42 Figure 23: Recommended Circulation Improvements - Horizon Year Conditions ......................................................................... 44 Figure 24: Turning Radii – Driveway 1 ......................................................................................... ................................................ 47 Figure 25: Turning Radii – Driveway 2 ......................................................................................... ................................................ 48 Figure 26: Turning Radii – Watson Road & SR-74 ....................................................................................................................... 49

TABLES
Table A: Project Trip Generation .................................................................................................................................................... 6 Table B : Intersection LOS Criteria ............................................................................................................................................... 12 Table C: Roadway Segment Capacity Thresholds ....................................................................................................................... 13 Table D: Existing Intersection Levels of Service ........................................................................................................................... 23 Table E: Existing Roadway Segment Levels of Service ............................................................................................................... 24 Table F: Opening Year Intersection Levels of Service .................................................................................................................. 29 Table G: Opening Year Roadway Segment Level of Service ....................................................................................................... 30 Table H: Opening Year Cumualtive Level of Service .................................................................................................................... 33 Table I: Opening Year Cumulative Roadway Segment Level of Service ...................................................................................... 34 Table J: Horizon Year Level of Service ........................................................................................ ................................................ 38 Table K: Horizon Year Roadway Segment Level of Service ......................................................................................................... 39 Table L: Opening Year Cumulative With Circulation Improvements Level of Service .................................................................. 43 Table M: Horizon Year With Circulation Improvements Level of Service........................................................... ........................... 45 tra11slutio11s
the tr·<in:--tport.1tion ~olution~ cornp,111q
Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

1 1.0 INTRODUCTION
This report presents the methodology, findings, and conclusions of the Traffic Study (TS) prepared for the proposed Trumble Road and Watson Road Warehouse project. The proposed project site is located at the southeast corner of the intersection of Trumble Road and Watson Road in the City of Menifee. The proposed project includes construction of a 328,205 square foot warehouse.

2.1 Purpose of Traffic Study and Study Objectives
This report is intended to satisfy the requirements for a Traffi c Study (TS) established by the City of Menifee. City of Menifee follows the City of Menifee Engineering Department LOS Traffic Study Guidelines (October 2020) for level of service analyses. The operational analysis includes a quantitative evaluation of the project’s access and circulation operations. The study area, analysis scenarios, and analysis methodologies are based on the guidelines and on discussion with City Staff. The approved scoping agreement is included in Appendix A.

2.2 Project Location & Study Area
As stated earlier, the project is located at the southeast corner of the intersection of Trumble Road and Watson Road in the City of Menifee. Figure 1 shows the regional location of the project. The proposed project includes construction of a 328,205 square foot warehouse. The project opening year is expected to be 2026. Figure 2 illustrates the site plan of the proposed project. Based on the trip generation and trip distribution of the proposed project, and based on discussion with City staff, this report analyzes the following intersec tions and roadway segments fo r traffic operations. Figure 3 illustrates the study intersections included in the Traffic Study Study Intersections

1. Trumble Road/ Watson Road

2. Trumble Road / Driveway 1

3. Trumble Road / Driveway 2

4. Trumble Road / Illinois Avenue

5. Trumble Road / Ethanac Road

6. Watson Road/ SR-74
Roadway Segments

1. Trumble Road from Watson Road to Driveway 1

2. Trumble Road from Driveway 1 to Driveway 2

3. Trumble Road from Driveway 2 to Illinois Avenue

4. Trumble Road from Illinois Avenue to Ethanac Road

2.3 Analysis Scenarios
Based on the City guidelines, this report analyzes traffic conditions for the following eight scenarios:

1. Existing Conditions

2. Existing Plus Project Conditions

3. Opening Year (2026) without Project Conditions

4. Opening Year (2026) with Project Conditions

5. Opening Year (2026) Cumulative without Project Conditions

6. Opening Year (2026) Cumulative with Project Conditions

7. Horizon Year (2050) without Project Conditions

8. Horizon Year (2050) with Project Conditions
Consistent with the guidelines, this report analyzes weekday a.m. and p.m. peak hour conditions. In this area, 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

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FIGURE 1
Trumble Road and Watson Road Warehouse
Regional Project Location
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Project Site Plan
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FIGURE 3
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Study Area Intersections and Roadway Segments
G:\Rincon - Trumble & Watson Warehouse\reports\study area intersections.qgz (05-07-2025) Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

5 hour is defined as the one hour of highest traffic volumes occurring between 4:00 and 6:00 p.m. Roadway segment was analyzed during a 24-hour period using daily volume counts.

Based on the City’s guidelines and the trip generation of the project, a Horizon Year Analysis would not be required.

However, the additional Horizon Year analysis has been included since the project is located within a Connectivity Analysis Zone as identified in the City of Menifee’s General Plan Roadway Network Exhibit C-3. The City’s Roadway Network identifies four Connectivity Analysis Zones that may be subject to review and future consideration by the City of Menifee to recognize that additional evaluation of the roadw ay alignments, intersection geometrics and traffic control features may be needed.

3.0 PROJECT DESCRIPTION
The proposed project includes construction of a 328,205 square foot warehouse. Project access will be provided via two driveways on Trumble Road. The project will also realign the intersection of Watson Road and SR 74.

3.1 Project Trip Generation
Trip generation for the project is based on rates from the Institute of Transportation Engineers' (ITE) Trip Generation Manual (11th Edition) and are based on Land Use 150 "Warehousing”. The passenger vehicle/truck splits are based on percentages from the ITE Trip Generation, 11th Edition and the truck splits by axle type are based on percentages from the Fontana Truck Trip Generation Study (August 2003). The recommended passenger car equivalent (PCE) factors are from Riverside County’s Transportation Analysis Guidelines for Level of Service Vehicle Miles Traveled. Table A shows a summary of the project trip generation. As shown in Table A, the project is anticipated to generate 65 trips during the a.m. peak hour, 74 trips during the p.m. peak hour, and 861 daily trips.

3.2 Project Trip Distribution & Assignment
Project trip distribution patterns for the proposed project were developed based on the location of local and regional destinations, and in consultation with Ci ty staff. The project trip distribution was developed separately for passenger vehicles and trucks. The project trip gene ration was applied to the project trip di stribution pattern to develop project trip assignment.

Figure 4 and Figure 5 illustrate the project trip distribution for passenger vehicles for the proposed study intersections respectively. Figure 6 and Figure 7 illustrate the project trip distribution for trucks for the proposed study intersections respectively. The resulting total trip assignment for passenger vehicles and truck PCE are shown in Figure 8.

4.0 LOS DEFINITIONS, PROC EDURES, AND THRESHOLDS
Level of service (LOS) is a measure of the quality of operational conditions within a traffic stream and is generally expressed in terms of such measures as speed and travel time, freedom to maneuver, traffic interruptions, and comfort and convenience. Levels range from A to F, with LOS A representing excellent (free ‐flow) conditions and LOS F representing extreme congestion. Consistent to the guidel ines, the Highway Capacity Manual (HCM) procedures have been used to evaluate levels of service. This section discusses the LOS definitions, procedures, and thresholds used in this report.

4.1 Intersection Levels of Service
The analysis of traffic operations at intersections was conducted according to the Highway Capacity Manual 7th Edition (HCM, Transportation Research Board, Washington, D.C., June 2022) delay methodologies using Synchro 12 software.

Under the HCM methodology, LOS for signalized intersections and all-way stop controlled intersections is based on the average delay experienced by vehicles traveling through an intersection, whereas for unsignalized two way stop controlled intersections (or one way for three legged intersections), the LOS is based on the worst approach where the minor leg has a shared lane and on the worst movement where the minor leg has dedicated turn lanes. Table B presents a brief description of each level of service letter grade, as well as the range of delays associated with each grade.

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Land Use Units In Out Total In Out Total
Trip Generation Rates1 328.205 TSF 0.131 0.039 0.170 0.050 0.130 0.180 1.710 73% 27% 100% 33% 67% 100% 100%

92.06% 75.45% 88.24% 69.05% 88.89% 83.33% 64.91%

1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.121 0.030 0.150 0.035 0.115 0.150 1.110

1.35% 4.16% 1.99% 5.24% 1.88% 2.82% 5.94%

1.5 1.5 1.5 1.5 1.5 1.5 1.5

0.003 0.002 0.005 0.004 0.004 0.008 0.152

1.80% 5.58% 2.67% 7.03% 2.52% 3.79% 7.97%

2.0 2.0 2.0 2.0 2.0 2.0 2.0

0.005 0.004 0.009 0.007 0.007 0.014 0.273

4.79% 14.82% 7.10% 18.68% 6.71% 10.06% 21.18%

3.0 3.0 3.0 3.0 3.0 3.0 3.0

Recommended PCE Factor per County of Riverside Transportation Impact Analysis Preparation Guide for Vehicle Miles Traveled and Level of Service Assessment (December 2020)
Table A: Project Trip Generation
Total Vehicle Rates
PCE Inbound/Outbound Splits
Passenger Car Equivalent Rates Calculations
Peak Hour
DailyAM Peak Hour PM Peak Hour
Passenger Cars
PCE Rates
PCE Factor3
PCE Rates
2-Axle Trucks
Recommended Mix (%)2
PCE Factor3
PCE Rates
3-Axle Trucks
Recommended Mix (%)2
PCE Factor3
Recommended Mix (%)2
4-Axle Trucks
Recommended Mix (%)
2 PCE Factor3
PCE Rates
Project Trip Generation (Trips, By Vehicle Type)
Total Truck PCE
Passenger Cars
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Total Vehicles
Project Trip Generation (Passenger Car Equivalent Trips, By Vehicle Type) Passenger Cars
Truck PCE
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Total PCE
P:\Rincon - Watson & Trumble\Analysis\Trip Gen\Warehouse (5/7/2025) 5/7/2025

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[ (15%) [ (10%)
T 25% Q T (15%) Q T (60%) Z Q [ 10%
Y Y Y 50% S
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 25% \R
6 Watson Road and SR-74
FIGURE 4
XX%(YY%) Inbound%(Outbound%) Distribution Trumble Road and Watson Road Warehouse Project Trip Distribution - Passenger Vehicles
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15%
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[ 2/6 [ 1/4
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Y Y Y 20/6 S
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6 Watson Road and SR-74
FIGURE 5
XX/YY AM/PM Peak Hour Project Trips Trumble Road and Watson Road Warehouse Project Trip Assignment - Passenger Vehicles
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3/10
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P:\Rincon - Watson & Trumble\Analysis\Z30 05 Project Trips Auto (5/7/2025)

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(100%)
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P:\Rincon - Watson & Trumble\Analysis\Z30 06 Project Dist Trucks (5/7/2025)

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XX/YY AM/PM Peak Hour Project Trips Trumble Road and Watson Road Warehouse Project Trip Assignment - Trucks
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P:\Rincon - Watson & Trumble\Analysis\Z30 07 Project Trips Trucks (5/7/2025)

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FIGURE 8
XX/YY AM/PM Peak Hour Project Trips Trumble Road and Watson Road Warehouse Total Project Trip Assignment
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6/2
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1/4
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June 2025

12 Table B : Intersection LOS Criteria
LOS Description of Drivers’ Perception and Traffic Operation Delay in Seconds Unsignalized Signalized
A
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 it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping.
< 10
< 10
B This level is 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. > 10 and < 15 > 10 and < 20
C
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 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.
> 15 and < 25
> 20 and < 35
D
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.
> 25 and < 35
> 35 and < 55
E This level is typically assigned when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. > 35 and < 50 > 55 and < 80
F 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. > 50 > 80 Source: Highway Capacity Manual, 7th Edition

4.2 Roadway Segment Levels of Service
The City evaluates roadway segments by comparing average daily traffic (ADT) volumes to street capacity. Capacity is a measure of the ability of the street system to meet and serve the demands placed on it. Table C illustrates the Roadway Segment Capacity Thresholds based on roadway classification. The capacity of a roadway is affected by a number of factors, including street width, roadway design, number of tr avel lanes, number of roadway intersections, number of driveways, presence of on-street parking, and traffic sig nal cycle length. Roadway capacity values are based on the City’s LOS Traffic Study Guidelines.

4.3 Levels of Service Thresholds
All the study intersections except for the intersection of Watson Road and SR-74 fall under the shared jurisdiction of City of Menifee and City of Perris. Level of service thresholds for both cities are described below and stricter thresholds out of the two are applied to evaluate project related impact.

City of Menifee - The City of Menifee LOS Traffic Study Guidelines identifies LOS D as the standard for acceptable operating conditions for intersections except at constrained intersections and roadway segments in close proximity to I- 215, where LOS E is accepted during peak hours. Intersections or roadway segments not meeting the required LOS may be conditioned for improvements towards meeting the LOS standards. Based on the guidelines, a project would not meet the LOS standard under the following conditions:
 If the pre-project condition at an intersection or roadway segment is at or better than the minimum acceptable LOS (LOS D, or LOS E at constrained locations near I-215) and the addition of project trips results in unacceptable LOS (LOS E or LOS F).
 If the pre-Project condition is LOS E or F, and the Project adds 50 or more peak hour trips to the intersection or roadway segment, the impact would be considered a “cumulative” project impact in which the project would be required to contribute a fair share payment toward reducing the impact.

City of Perris - The City of Perris does not have TIA guidelines but generally follows the Riverside County Transportation Analysis Guidelines for Level of Service and Vehicle Miles Traveled (December 2020). Based on these guidelines the City maintains the following target level of service:

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Number of
Roadway Classification Lanes LOS C LOS D LOS E
Collector 2 10,400 11,700 13,000
Secondary 4 20,700 23,300 25,900
Major 4 27,300 30,700 34,100
Arterial 4 29,600 33,400 37,000
Mountain Arterial 2 12,900 14,500 16,100
Mountain Arterial 4 25,500 28,700 31,900
Urban Arterial 6 45,000 50,600 56,300
Urban Arterial 8 69,000 78,000 87,000
Expressway 4 53,000 58,000 64,000
Expressway 6 79,000 87,000 95,000
Expressway 8 106,000 119,000 132,000
Freeway 4 80,000 91,000 100,000
Freeway 6 102,000 123,000 132,000
Freeway 8 136,000 164,000 176,000
Freeway 10 169,000 205,000 220,000
Ramp(1)
1 16,000 18,000 20,000
Footnotes:

1. Ramp Capacity is given as a one-way traffic volume.

Source: Riverside County Transportation Department
Maximum Two-Way
Average Daily Traffic(ADT) Volume
Table C: Roadway Segment Capacity Thresholds
P:\Rincon - Watson & Trumble\Analysis\Table C Roadway Segment Capacity Thresholds\Table C

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Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

14  LOS D along all City maintained roads (Including intersections) and LOS D along I-215 and SR-74 (including intersections with local streets and roads). An exception to the local road standard is LOS E, at intersections of any Arterials and Expressways with SR-74, the Ramona-Cajalco Expressway, or at I-215 freeway ramps.  LOS E may be allowed within the boundaries of the Downto wn Specific Plan Area to the extent that it would support transit-oriented development and walkable communities.

The City of Perris has established thresholds of traffic im pacts to determine whether the addition of project-generated trips (or alternative-generated trips) results in a project traffic impact and requires improvements. Project related traffic impacts are evaluated based on the following criteria:
 A project-related traffic impact is considered direct wh en a study intersection operates at an acceptable Level of Service for existing conditions (without the project) an d the addition of 50 or more a.m. or p.m. peak hour project trips causes the intersection delay to increase by 2 seconds or more and causes the intersection to operate at an unacceptable Level of Service for existing plus project conditions.  A project-related traffic impact is considered direct when a study intersection operates at an unacceptable Level of Service for existing conditions (without the project) an d the addition of 50 or more a.m. or p.m. peak hour project trips causes the intersection delay to increase by 2 seconds or more.  A cumulative impact is considered direct when a study intersection is forecast to operate at an acceptable Level of Service without the project and with the addition of 50 or more a.m. or p.m. peak hour project trips causes the intersection delay to increase by 2 seconds or more and causes the intersection to operate at an unacceptable Level of Service.
 A cumulative impact is considered an indirect traffic impact when a study intersection is forecast to operate at an unacceptable Level of Service with the addition of cumulative/background traffic and the project contributes 50 or more a.m. or p.m. peak hour project trips and causes the intersection delay to increase by 2 seconds or more.

5.0 CUMULATIVE PROJECTS
Information regarding cumulative projects was obtained from the City of Menifee’s Land Development/CIP Projects List (September 2024). All approved and pending development projects located within a 3-mile radius of the project site were identified and included in the analysis. This included projects from City of Menifee and Perris. The list of cumulative projects is provided in Appendix B and location of cumulative projects is shown in Figure 9.

Some of the citywide development projects are phased over multiple years. Depending on the timing of the proposed opening year cumulative scenario, the City of Menifee LOS Traffic Study Guidelines recommend using absorption rates that assume partial buildout of these ph ased projects. For a typical opening year scenario that is about 2-3 years into the future following absorption rates are recommended:
 <= 100 dwelling units (assume 100% complete)
 101 to 249 dwelling units (assume 50% complete)
 >= 250 dwelling units (assume 25% complete)
 Non-residential uses (assume 100% complete)
Trip generation for cumulative projects is provided in Appendix C and net trip assignment for cumulative projects is shown in Figure 10.

6.0 VOLUME DEVELOPMENT METHODOLOGY
Forecast traffic volumes at study intersections were developed based on discussion with City staff and consistent with the City of Menifee LOS Traffic Study Guidelines. This section discusses the volume development methodology used to forecast future traffic volumes.

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• Cumul Project No. --, I I Project Boundary
--
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G:\Rincon - Trumble & Watson Warehouse\reports\Cumul Pr.qgz (05-07-2025) FIGURE 9
Trumble Road and Watson Road Warehouse
Cumulative Project Locations
[ 60(59)
416(558)
T 43(46) Z Q T 63(196)
12(14) \RY 14(21) \R 89(79) SR Y
555(392)
133(244) \
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 126(138)
T 21(22)
120(130) RY
21(22) \
6 Watson Road and SR-74
FIGURE 10
XX(YY) AM(PM) Trips Trumble Road and Watson Road Warehouse Cumulative Projects Net Trip Assignment
91(81)
68(90)
54(63)
20(23)
20(23)
52(81)
39(209)
113(265)
12(21)
51(60)
54(60)
54(60)
54(60)
10(14)
51(60)
41(46)
51(60)
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June 2025

17 6.1 Existing Traffic Volumes
Existing traffic volumes for intersections and roadway segments are based on peak hour intersection turn movement counts and daily counts collected by Counts Unlimited Inc. in February 2025. The counts included vehicle classification and are contained in Appendix D.

The vehicle classification counts were converted to Passenger Car Equivalent (PCE) volumes using PCE factors.

Passenger Car Equivalent is the number of passenger cars that will result in the same operational conditions as a single heavy vehicle of a particular type under identical roadway, traffic, and control conditions. PCE factors are used to convert counts of heavy vehicles into counts of passenger cars such that a mixed flow of heavy and light vehicles is converted to an equivalent traffic stream consisting entirely of passen ger cars. The City Guidelines does not provide PCE factors therefore PCE factors provided in the County of Riverside, Transportation Analysis Guidelines for Level of Service Vehicle Miles Traveled (December 2020) were used for this analysis. Consistent with the County of Riverside guidelines, PCE volumes at the study intersections were calculated by us ing a PCE factor of 1.5 for 2-axle trucks, 2.0 for 3-axle trucks and 3.0 for trucks with 4 or more axles. Detailed volume development worksheets are included in Appendix E.

Traffic volumes for Existing Plus Project conditions were developed by adding trips generated by the proposed project to the existing traffic volumes. Detailed volume develo pment worksheets for intersection and roadway segments are included in Appendix E.

6.2 Opening Year Traffic Volumes
Traffic volumes for Opening Year Without Project conditions for intersection and roadway segments were developed by applying an annual growth rate of 3 percent per year for 1 year (2025 to 2026) to the existing traffic volumes.

Traffic volumes for Opening Ye ar With Project conditions for intersection and roadway segments were developed by adding trips generated by the proposed project to the Openi ng Year Without Project traffic volumes. Detailed volume development worksheets are included in Appendix E.

6.3 Opening Year Cumulative Traffic Volumes
Traffic volumes for Opening Year Cumulative Without Project conditions for intersection and roadway segments were developed by adding trips generated by the cumulative projects to the Opening Year Without Project traffic volumes.

Detailed volume development worksheets are included in Appendix E.

Traffic volumes for Opening Year Cumulative With Projec t conditions for intersection and roadway segments were developed by adding trips generated by the proposed projec t to the Opening Year Cumulative Without Project traffic volumes. Detailed volume development worksheets are included in Appendix E.

6.4 Horizon Year Traffic Volumes
Future build-out year (2050) without project traffic volumes were developed using RIVCOM. The base year for the traffic model is 2018 and the forecast year is 2045. The difference between the modeled 2018 and 2045 peak period directional arterial traffic volumes (for each intersection approach and departure) was identified from loaded network model plots.

This difference defines the growth in traffic over the 27-year period. This incremental growth in peak period approach and departure volumes were factored in developing the incremental change in peak hour volumes. RIVCOM uses a three-hour a.m. peak period and a four-hour p.m. peak period. Southern California Association of Governments (SCAG), the regional Metropolitan Transportation Organization (M PO) has established that the a.m. peak hour comprises 38 percent of the a.m. peak period and that the p.m. peak hour comprises 28 percent of the p.m. peak period. Therefore, the incremental changes in peak period volumes were multiplied by the appropriate factor to develop incremental changes in peak hour volumes. The incremental growth in approach and departure volumes between 2018 and 2045

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June 2025

18 was factored to reflect the forecast growth between the year of the ground counts (2025) and 2050. For this purpose, linear growth between 2018 and year 2045 was assumed. Since the increment between 2025 and 2050 is 25 years of the 27-year time span, a factor of 92.59 percent (i.e., 25/27) was used. This forecast growth in approach and departure volumes was added to the 2025 ground counts, resulting in post-processed forecast year 2050 link volumes. Future build-out year (2050) without project turn volumes were developed using existing turn volumes and the future approach and departure volumes, based on the methodologies contained in National Cooperative Highway Research Program Report (NCHRP) 765: Analytical Travel Forecasting Approaches for Project-Level Planning and Design (Transportation Research Board, June 2014). At some locations, forecast turning movements were forecast to be less than those under existing conditions. This can be attributed to network improvements, planned transit, or changes in land use. Therefore, these turning movements were adjusted by applying a growth factor of five percent. Detailed volume development worksheets are included in Appendix E.

7.0 EXISTING CONDITIONS
This section discusses the existing transportation conditions in the study area.

7.1 Existing Roadway Conditions
The Menifee Roadway Classification has organized the roadways into the following six street types: Expressways, Urban Arterial, Arterial, Major, Secondary and Collector/Rural Collector and Local Streets.  Expressway/Limited Access Conventional Highway : The Expressway/Limited Access Conventional Highway accommodates 6 to 8 through travel lanes, applicable to the Ethanac Road/SR-74 east-west corridor on the northern edge of the City of Menifee.
 Urban Arterial: The Urban Arterial is generally a 6-lane section with a curbed median.  Arterial: An Arterial is a 4-lane section with a raised median. Shoulders on these roadways may accommodate exclusive bike lanes or share NEV/bike lanes. Sidewalks may be curb-adjacent or separated from the roadway by a landscaped parkway or on-street parking.
 Major: The Major is a 4-lane section with a painted median. Shoulders on these roadways may accommodate exclusive bike lanes or shared NEV/bike lanes. Sidewalks may be curb adjacent or separated from the roadway by a landscaped parkway.
 Secondary: The Secondary is a 4-lane roadway that provides median turn lanes and bike lanes or shared NEV/bike lanes when median turn lanes are not needed. The Secondary roadway provides a 100-foot' right-of- way.
 Collector/Rural Collector and Local Streets: Collector/Rural Collector and Local streets provide an important function for neighborhood-to-neighborhood interaction involving autos, bikes, pedestrians, and NEVs/golf carts.

These are 2-lane, low-to-moderate speed connections. They provide an alternative to traveling on higher- capacity and higher-speed roads in order to navigate through the City of Menifee for short trips.

Regional access to the project site is provided by Interstate 215 to the west. Local access is provided by the following roadways:
 Trumble Road is a is a two-lane local roadway oriented in the north-south direction. In the City’s General Plan, it is classified as a Collector (2 Lanes, Undivided) roadway.  Watson Road is a is a two-lane local roadway oriented in the east-west direction in the project vicinity and extends west of Highway 74. In the City’s General Plan, it is classified as a Collector (2 Lanes, Undivided) roadway.
 Illinois Avenue is a is a two-lane local roadway oriented in the east-west direction and extends west of Trumble Road. East of Trumble Road Illinois Avenue is an unpaved driveway.

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June 2025

19  Ethanac Road is oriented in the east-west direction. It is a four-lane divided roadway west of Trumble Road and a two-lane undivided roadway east of Trumble Road. In the City’s General Plan, it is classified as an Expressway (6 to 8 Lanes, Divided) roadway.
 Highway 74 is a is a four-lane roadway oriented in the east-west direction. In the City’s General Plan, it is classified as a Major (4 Lanes, Divided) roadway.

7.2 Existing Transit Service, Bicycle & Pedestrian Facilities Public transportation services within the City of Menifee includes bus transit service provided by the Riverside Transit Agency (RTA) and commuter rail service provided by Metrolink.

Bus Service: RTA has one route that provides service near the project site. This service is further described below.  Route 28 provides service near the project site. The neares t stop is located at Hwy 74 west of Watson Road (approx. 0.3 miles from the project site). Route 28 provides service at varying headways during the day. Route 28 connects the project site to the Perris Station Transit Center towards the north and Hemet Valley Mall in Hemet towards east.

Commuter Rail Service: Commuter rail service is provided by Metrolink, which is operated by the Southern California Regional Rail Authority (SCRRA). Metrolink train service is available between the counties of Ventura, Los Angeles, San Bernardino, Orange, Riverside, and north San Diego. The area is served by the Perris – South Metrolink Station and is approximately 1.3 miles northwest of the project site.

Bicycle and Pedestrian Facilities: There are existing sidewalks on Trumble Road in the southbound direction between Watson Road and Illinois Avenue and South of Ethanac Road. There are no existing sidewalks on Trumble Road in the northbound direction bordering the project site. There is an existing sidewalk on Illinois Avenue in the westbound direction and on the Hwy 74 in the westbound direction. There are no existing bike lanes in the project vicinity.

Figure 11 illustrates the existing bus stop, Metrolink Station and existing sidewalks in the project vicinity.

7.3 Existing Conditions - Levels of Service
An intersection level of service (LOS) analysis was conduct ed for Existing Conditions to determine current circulation system performance. Figure 12 shows the existing lane geometrics and stop controls at the study intersections. Existing traffic volumes at study intersections are shown in Figure 13. The existing levels of service for the study area intersections are summarized in Table D. Detailed Level of Service (LOS) calculation worksheets are included in Appendix F. As shown in Table D, all existing study area intersections are currently operating at a satisfactory level of service during both a.m. and p.m. peak hours.

The existing levels of service for the study area roadway segments are summarized on Table E. As shown in Table E, the study area roadway segments are currently operating at satisfactory level of service.

7.4 Existing Plus Project Conditions - Levels of Service An intersection level of service (LOS) analysis was conducted for existing plus project conditions to determine current circulation system performance. Existing Plus Project traffic volumes at study intersections are shown in Figure 14. The Existing Plus Project levels of service for the study area intersections are summarized in Table D. Detailed Level of Service (LOS) calculation worksheets are included in Appendix F. As shown in Table D, all study area intersections are forecast to operate at a satisfactory level of service during both a.m. and p.m. peak hours.

The existing plus project levels of service for the study area roadway segments are summarized in Table E. As shown in Table E, the study area roadway segments are forecast to operate at satisfactory level of service.

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[ ~ Project Boundary
(=I BusStops
t-..iJ Perris-South Metrolink Station - Sidewalks
- Route28
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FIGURE 11
Trumble Road and Watson Road Warehouse
Existing Transit and Pedestrian Facilities
G:\Rincon - Trumble & Watson Warehouse\reports\Existing Transit Service, Bicycle & Pedestrian Facilities.qgz (05-07-2025) 1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & E thanac Road 6 Watson Road and SR-74
FIGURE 12
Legend
Signal RT Overlap Trumble Road and Watson Road Warehouse Stop Sign Defacto right turn Existing Intersection Geometrics and Stop Control cd
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Does Not Exist Does Not Exist
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[ 1(0) [ 19(12)
45(20) 536(388)
T 26(26) Z T 0(1) ZQ T 37(25)
24(37) RY 11(0) SR 9(11) SR 76(63) SR Y
49(26) \ 9(5) \ 49(72) \ 553(705)
28(29) \
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 1357(939)
T 43(22)
765(1172) RY
24(8) \
6 Watson Road and SR-74
FIGURE 13
XX(YY) AM(PM) Trips Trumble Road and Watson Road Warehouse Existing Peak Hour Traffic Volumes
54(24)
0(4)
21(16)
75(40)
0(1)
75(53)
13(13)
71(45)
75(53)
15(5)
32(44)
64(44)
77(75)
57(38)
55(33)
9(14)
27(27)
90(103)
15(8)
23(20)
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LOS
Intersection Std. Control Delay LOS Delay LOS Delay LOS Delay LOS 1 . Trumble Road & Watson Road D TWSC 9.6 A 10.4 B 9.8 A 10.4 B 2 . Trumble Road & Driveway 1 D TWSC 9.4 A 0 A
3 . Trumble Road & Driveway 2 D TWSC A 8.6 A 9.4 A 9.3 A 4 . Trumble Road & Illinois Avenue D TWSC 10 A 10.1 B 10.2 B 10.5 B 5 Trumble Road & Ethanac Road D Signal 26.4 C 23.7 C 27.3 C 24.5 C 6 Watson Road and SR-74 D TWSC 14.3 B 18.1 C 15 B 20.3 C Notes:
* Exceeds LOS Standard
TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case movement.

LOS = Level of Service
Table D: Existing Levels of Service
Does Not Exist Does Not Exist
Existing Existing With Project
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
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LOS
Standard Classification Roadway
Capacity
Daily V/C Daily V/C V/C Delta
Roadway Segment Volume LOS Volume LOS
1 . Trumble Road from Watson Road to Driveway 1 D Collecto r 13,000 1,968 0.151 A 2,060 A 0.158 0.007 2 . Trumble Road from Driveway 1 to Driveway 2 D Collecto r 13,000 1,796 0.138 A 2,134 A 0.164 0.026 3 . Trumble Road from Driveway 2 to Illinois Avenue D Collecto r 13,000 1,850 0.142 A 2,622 A 0.202 0.059 4 . Trumble Road from Illinois Avenue to Ethanac Road D Collecto r 13,000 3,050 0.235 A 3,820 A 0.294 0.059 Notes:

LOS = Level of Service, * = Exceeds Level of Service
Without Project With Project
Table E: Existing Roadway Segment Levels of Service
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[ 1(0) [ 23(13)
45(20) [ 2(6) [ 1(4) 536(388)
T 36(29) Q T 7(13) Q T 11(30) ZT 0(1) ZQ T 37(25)
24(37) RY Y 11(0) SR Y 9(11) SR 102(81) SR Y
49(26) \ 9(5) \ 49(72) \ 553(705)
28(29) \
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 1357(939)
T 43(22)
765(1172) RY
34(11) \
6 Watson Road and SR-74
FIGURE 14
XX(YY) AM(PM) Trips Trumble Road and Watson Road Warehouse Existing Plus Project Peak Hour Traffic Volumes
105(135)
17(14)
24(24)
12(24)
27(27)
21(7)
32(44)
73(52)
77(75)
26(13)
57(38)
90(53)
13(13)
89(87)
82(66)
4(1)
0(1)
79(54)
6(2)
54(24)
0(4)
24(26)
76(44)
9(8)
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June 2025

26 8.0 OPENING YEAR (2026) CONDITIONS
This section discusses opening year transportation conditions in the study area. It is anticipated that the project will open in 2026. For the opening year 2026 conditions transit service and pedestrian facilities are anticipated to remain the same as under existing conditions. Figure 15 shows the openi ng year lane geometrics and stop controls at the study intersections.

8.1 Opening Year Without Project - Levels of Service
An intersection level of service (LOS) analysis was conducted for opening year conditions to determine current circulation system performance. Opening year without project traffic volumes at study inte rsections are shown in Figure16. The opening year without project levels of service for the study area intersections are summarized in Table F. Detailed Level of Service (LOS) calculation worksheets are included in Appendix F. As shown in Table F, all study area intersections are forecast to operate at a satisfactory level of service during both a.m. and p.m. peak hours.

The opening year without project levels of service for the study area roadway segments are summarized on Table G. As shown in Table G, the study area roadway segments are forecast to operate at a satisfactory level of service.

8.2 Opening Year With Project- Levels of Service
An intersection level of service (LOS) analysis was conduct ed for opening year with project conditions to determine current circulation system performance. O pening year with project traffic volume s at study intersections are shown in Figure17. The opening year with project levels of service for the study area intersections are summarized in Table F.

Detailed Level of Service (LOS) calculation worksheets are included in Appendix F. As shown in Table F, all study area intersections are forecast to operate at a satisfactory level of service during both a.m. and p.m. peak hours.

The opening year project levels of service for the study area roadway segments are summarized in Table G. As shown in Table G, the study area roadway segments are forecast to operate at satisfactory level of service.

9.0 OPENING YEAR (2026) CUMULATIVE CONDITIONS
This section discusses opening year cumulative transporta tion conditions in the study area. For the opening year cumulative conditions, transit service and pedestrian facilities are anticipated to remain the same as under existing conditions.

9.1 Opening Year Cumulative Without Project - Levels of Service An intersection level of service (LOS) analysis was conducted for opening year conditions to determine current circulation system performance. Opening year without project traffic vo lumes at study intersections are shown in Figure 18. The opening year cumulative without project levels of service for the study area intersections are summarized in Table H.

Detailed Level of Service (LOS) calculation worksheets are included in Appendix F. As shown in Table H, all study area intersections are forecast to operate at a satisfactory leve l of service during both a.m. and p.m. peak hours with the exception of the following:
 Trumble Road and Ethanac Road (a.m. and p.m. peak hours).

The opening year cumulative without project levels of service for the study area roadway segments are summarized in Table I. As shown in Table I, all study area roadway segments are forecast to operate at a satisfactory level of service.

9.2 Opening Year Cumulative With Project - Levels of Service An intersection level of service (LOS) analysis was conducted for opening year cumulative with project conditions to determine current circulation system perf ormance. Opening year cumulative wi th project traffic volumes at study intersections are shown in Figure19. The opening year cumulative with project levels of service for the study area intersections are summarized in Table H. Detailed Level of Service (LOS) calculation worksheets are included in Appendix F. As shown in Table H, all study area intersections are forecast to operate at a satisfactory level of service during both a.m. and p.m. peak hours with the exception of the following:

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FIGURE 15
Legend
Signal RT Overlap Trumble Road and Watson Road Warehouse Stop Sign Defacto right turn Opening Year Intersection Geometrics and Stop Control cd
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46(21) 552(400)
T 27(27) Z T 0(1) ZQ T 38(26)
25(38) RY 11(0) SR 9(11) SR 78(65) SR Y
50(27) \ 9(5) \ 50(74) \ 570(726)
29(30) \
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 1398(967)
T 44(23)
788(1207) RY
25(8) \
6 Watson Road and SR-74
FIGURE 16
XX(YY) AM(PM) Trips Trumble Road and Watson Road Warehouse Opening Year Without Project Peak Hour Traffic Volumes
93(106)
15(8)
24(21)
9(14)
28(28)
15(5)
33(45)
66(45)
79(77)
59(39)
57(34)
13(13)
73(46)
77(55)
0(1)
77(55)
56(25)
0(4)
22(16)
77(41)
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LOS
Intersection Std. Control Delay LOS Delay LOS Delay LOS Delay LOS 1 . Trumble Road & Watson Road D TWSC 9.7 A 10.4 B 9.8 A 10.5 B 2 . Trumble Road & Driveway 1 D TWSC 9.4 A 9.1 A
3 . Trumble Road & Driveway 2 D TWSC 9.1 A 8.6 A 9.4 A 9.4 A 4 . Trumble Road & Illinois Avenue D TWSC 10 A 10.1 B 10.3 B 10.6 B 5 Trumble Road & Ethanac Road D Signal 26.9 C 24.4 C 27.8 C 25.3 C 6 Watson Road and SR-74 D TWSC 14.5 B 18.6 C 15.3 C 21 C Notes:
* Exceeds LOS Standard
TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case movement.

LOS = Level of Service
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Does Not Exist Does Not Exist
Table F: Opening Year Levels of Service
OY Without Project OY With Project
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LOS
Standard Classification Roadway
Capacity
Daily V/C Daily V/C V/C Delta
Roadway Segment Volume LOS Volume LOS
1 . Trumble Road from Watson Road to Driveway 1 D Collecto r 13,000 2,027 0.156 A 2,119 A 0.163 0.007 2 . Trumble Road from Driveway 1 to Driveway 2 D Collecto r 13,000 1,850 0.142 A 2,188 A 0.168 0.026 3 . Trumble Road from Driveway 2 to Illinois Avenue D Collecto r 13,000 1,905 0.147 A 2,677 A 0.206 0.059 4 . Trumble Road from Illinois Avenue to Ethanac Road D Collecto r 13,000 3,142 0.242 A 3,912 A 0.301 0.059 Notes:

LOS = Level of Service, * = Exceeds Level of Service
Without Project With Project
Table G: Opening Year Roadway Segment Levels of Service P:\Rincon - Watson & Trumble\Analysis\xRoadway LOS\OY LOS

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46(21) [ 2(6) [ 1(4) 552(400)
T 37(30) Q T 7(13) Q T 11(30) ZT 0(1) ZQ T 38(26)
25(38) RY Y 11(0) SR Y 9(11) SR 104(83) SR Y
50(27) \ 9(5) \ 50(74) \ 570(726)
29(30) \
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 1398(967)
T 44(23)
788(1207) RY
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FIGURE 17
XX(YY) AM(PM) Trips Trumble Road and Watson Road Warehouse Opening Year With Project Peak Hour Traffic Volumes
108(138)
17(14)
25(25)
12(24)
28(28)
21(7)
33(45)
75(53)
79(77)
26(13)
59(39)
92(54)
13(13)
91(88)
84(68)
4(1)
0(1)
81(56)
6(2)
56(25)
0(4)
25(26)
78(45)
9(8)
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[ 1(0) [ 80(71)
46(21) 968(958)
T 70(73) Z T 0(1) ZQ T 101(222)
25(38) RY 11(0) SR 9(11) SR 167(144) SR Y
62(41) \ 9(5) \ 64(95) \ 1125(1118)
162(274) \
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 1524(1105)
T 65(45)
908(1337) RY
46(30) \
6 Watson Road and SR-74
FIGURE 18
XX(YY) AM(PM) Trips Trumble Road and Watson Road Warehouse Opening Year Cumulative Without Project Peak Hour Traffic Volumes 184(187)
83(98)
78(84)
29(37)
48(51)
67(86)
72(254)
117(105)
192(342)
71(60)
108(94)
13(13)
127(106)
131(115)
0(1)
131(115)
66(39)
0(4)
63(62)
128(101)
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LOS
Intersection Std. Control Delay LOS Delay LOS Delay LOS Delay LOS 1 . Trumble Road & Watson Road D TWSC 10.4 B 10.89 B 10.5 B 11 B 2 . Trumble Road & Driveway 1 D TWSC 9.85 A 9.6 A
3 . Trumble Road & Driveway 2 D TWSC 9.5 A 8.9 A 9.9 A 9.9 A 4 . Trumble Road & Illinois Avenue D TWSC 9.46 A 10.7 B 11 B 11.1 B 5 Trumble Road & Ethanac Road D Signal >100 F * >100 F * >100 F * >100 F * 6 Watson Road and SR-74 D TWSC 18.9 C 28.7 D 19.6 C 32.5 D Notes:
* Exceeds LOS Standard
TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case movement.

LOS = Level of Service
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Does Not Exist Does Not Exist
Table H: Opening Year Cumulative Levels of Service
OY Cumulative Without Project OY Cumulative With Project P:\Rincon - Watson & Trumble\Analysis v2\LOS.xlsx\OY Cumul

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LOS
Standard Classification Roadway
Capacity
Daily V/C Daily V/C V/C Delta
Roadway Segment Volume LOS Volume LOS
1 . Trumble Road from Watson Road to Driveway 1 D Collecto r 13,000 3,531 0.272 A 3,623 A 0.279 0.007 2 . Trumble Road from Driveway 1 to Driveway 2 D Collecto r 13,000 3,356 0.258 A 3,694 A 0.284 0.026 3 . Trumble Road from Driveway 2 to Illinois Avenue D Collecto r 13,000 3,411 0.262 A 4,183 A 0.322 0.059 4 . Trumble Road from Illinois Avenue to Ethanac Road D Collecto r 13,000 8,735 0.672 B 9,505 C 0.731 0.059 Notes:

LOS = Level of Service, * = Exceeds Level of Service
Without Project With Project
Table I: Opening Year Cumulative Roadway Segment Levels of Service P:\Rincon - Watson & Trumble\Analysis\xRoadway LOS\OY Cumul LOS

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[ 1(0) [ 84(72)
46(21) [ 2(6) [ 1(4) 968(958)
T 80(76) Q T 7(13) Q T 11(30) ZT 0(1) ZQ T 101(222) 25(38) RY Y 11(0) SR Y 9(11) SR 193(162) SR Y
62(41) \ 9(5) \ 64(95) \ 1125(1118)
162(274) \
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 1524(1105)
T 65(45)
908(1337) RY
56(33) \
6 Watson Road and SR-74
FIGURE 19
XX(YY) AM(PM) Trips Trumble Road and Watson Road Warehouse Opening Year Cumulative With Project Peak Hour Traffic Volumes 199(219)
85(104)
79(88)
32(47)
48(51)
73(88)
72(254)
126(113)
192(342)
26(13)
71(60)
143(114)
13(13)
145(148)
138(128)
4(1)
0(1)
135(116)
6(2)
66(39)
0(4)
66(72)
129(105)
9(8)
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Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

36  Trumble Road and Ethanac Road (a.m. and p.m. peak hours). This intersection also operates at an unsatisfactory level of service under opening year cumulative no project conditions. This intersection is shared by the Cities of Menifee and Perris. According to the City of Perris’ Guidelines “A cumulative impact is considered an indirect traffic impact when a study inters ection is forecast to operate at an unacceptable Level of Service with the addition of cumulative/background traffic and the project contributes 50 or more a.m. or p.m. peak hour project trips and causes the intersection delay to increase by 2 seconds or more.” Since the trips added by the project at this intersection are more than 50 during both a.m. and p.m. peak hours and the delay added by the project is more than 2 seconds, the impact at this intersection is considered to be an indirect impact.

The opening year cumulative with project levels of service for the study area roadway segments are summarized in Table I. As shown in Table I, all study area roadway segments are forecast to operate at satisfactory level of service.

10.0 HORIZON YEAR (2050) CONDITIONS
This section discusses horizon year cumulative transportation conditions in the study area. For the horizon year cumulative conditions, transit service and pedestrian facilities are anticipated to remain the same as under existing conditions.

As stated earlier, based on the City’s guidelines and the trip generation of the project, a horizon year analysis would not be required. However, the additional horizon year analysis has been included since the project is located within a Connectivity Analysis Zone as identified in the City of Menifee’s General Plan Roadway Network Exhibit C-3. The City’s Roadway Network identifies four Connectivity analysis Zones that may be subject to review and future consideration by the City of Menifee to recognize that additional evaluation of the roadway alignments, intersection geometrics and traffic control features may be needed.

10.1 Horizon Year Without Pr oject - Levels of Service
An intersection level of service (LOS) analysis was conducted for horizon year conditions to determine current circulation system performance. Horizon year without project traffic vo lumes at study intersections are shown in Figure 20. The horizon year without project levels of service for the study area intersections are summarized in Table J. Detailed Level of Service (LOS) calculation worksheets are included in Appendix F. As shown in Table J, all study area intersections are forecast to operate at a satisfactory level of service dur ing both a.m. and p.m. peak h ours with the exception of the following:
 Trumble Road and Ethanac Road (a.m. and p.m. peak hours).  Watson Road and SR-74 (a.m. and p.m. peak hours).

The horizon year without project levels of service for the study area roadway segment is summarized on Table K. As shown in Table K, all study area roadway segments are forecast to operate at satisfactory level of service.

10.2 Horizon Year With Project - Levels of Service
An intersection level of service (LOS) analysis was conducted for horizon year with project conditions to determine current circulation system performance. Horizon year with project traffic volumes at study intersections are shown in Figure 21. The horizon year cumulative with project levels of service for the study area intersections are summarized in Table J. Detailed Level of Service (LOS) calculation workshee ts are included in Appendix F. As shown in Table J, all study area intersections are forecast to operate at a satisfactory level of service during both a.m. and p.m. peak hours with the exception of the following:
 Trumble Road and Ethanac Road (a.m. and p.m. peak hours). This intersection also operates at an unsatisfactory level of service under horizon year no project conditions. This intersection is shared by the Cities of Menifee and Perris. According to the City of Perris’ Guidelines “A cumulative impact is considered an indirect traffic impact when a study intersection is forecast to operate at an unacceptable Level of Service with the

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[ 1(0) [ 84(75)
48(22) 1016(1006)
T 254(237) Z T 0(1) ZQ T 106(233)
26(40) RY 12(0) SR 11(15) SR 175(151) SR Y
65(43) \ 9(5) \ 67(100) \ 1181(1174)
170(288) \
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 1734(1419)
T 209(192)
1317(1679) RY
108(45) \
6 Watson Road and SR-74
FIGURE 20
XX(YY) AM(PM) Trips Trumble Road and Watson Road Warehouse Horizon Year Without Project Peak Hour Traffic Volumes
193(196)
87(103)
82(88)
56(65)
233(161)
70(90)
76(267)
292(198)
202(359)
75(63)
281(183)
14(14)
275(257)
288(268)
0(1)
319(281)
69(41)
0(4)
266(182)
335(223)
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LOS
Intersection Std. Control Delay LOS Delay LOS Delay LOS Delay LOS 1 . Trumble Road & Watson Road D TWSC 14.9 B 15.6 C 15.2 C 15.7 C 2 . Trumble Road & Driveway 1 D TWSC 11.8 B 10.9 B
3 . Trumble Road & Driveway 2 D TWSC 10.9 B 9.8 A 11.6 B 11.1 B 4 . Trumble Road & Illinois Avenue D TWSC 12.7 B 11.7 B 10.5 B 12.9 B 5 Trumble Road & Ethanac Road D Signal >100 F * >100 F * >100 F * >100 F * 6 Watson Road and SR-74 D TWSC >100 F * >100 F * >100 F * >100 F * Notes:
* Exceeds LOS Standard
TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case movement.

LOS = Level of Service
Table J: Horizon Year Levels of Service
Horizon Year Without Project Horizon Year With Project
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Does Not Exist Does Not Exist
P:\Rincon - Watson & Trumble\Analysis v2\LOS.xlsx\2050

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LOS
Standard Classification Roadway
Capacity
Daily V/C Daily V/C V/C Delta
Roadway Segment Volume LOS Volume LOS
1 . Trumble Road from Watson Road to Driveway 1 D Collecto r 13,000 5,145 0.396 A 5,237 A 0.403 0.007 2 . Trumble Road from Driveway 1 to Driveway 2 D Collector 13,000 5,021 0.386 A 5,359 A 0.412 0.026 3 . Trumble Road from Driveway 2 to Illinois Avenue D Collector 13,000 5,069 0.390 A 5,841 A 0.449 0.059 4 . Trumble Road from Illinois Avenue to Ethanac Road D Collector 13,000 9,172 0.706 C 9,942 C 0.765 0.059 Notes:

LOS = Level of Service, * = Exceeds Level of Service
Without Project With Project
Table K: Horizon Year Roadway Segment Levels of Service P:\Rincon - Watson & Trumble\Analysis\xRoadway LOS\2050 LOS

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[ 1(0) [ 88(76)
48(22) [ 2(6) [ 1(4) 1016(1006)
T 264(240) Q T 7(13) Q T 11(30) ZT 0(1) ZQ T 106(233) 26(40) RY Y 12(0) SR Y 11(15) SR 201(169) SR Y 65(43) \ 9(5) \ 67(100) \ 1181(1174)
170(288) \
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & Ethanac Road 1734(1419)
T 209(192)
1317(1679) RY
118(48) \
6 Watson Road and SR-74
FIGURE 21
XX(YY) AM(PM) Trips Trumble Road and Watson Road Warehouse Horizon Year With Project Peak Hour Traffic Volumes
208(228)
89(109)
83(92)
59(75)
233(161)
76(92)
76(267)
301(206)
202(359)
26(13)
75(63)
316(203)
14(14)
293(299)
295(281)
4(1)
0(1)
323(282)
6(2)
69(41)
0(4)
269(192)
336(227)
9(8)
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Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

41 addition of cumulative/background traffic and the project contributes 50 or more a.m. or p.m. peak hour project trips and causes the intersection delay to increase by 2 seconds or more.” Since the trips added by the project at this intersection are more than 50 during both a.m. and p.m. peak hours and the delay added by the project is more than 2 seconds, the impact at this intersection is considered to be an indirect impact. The project’s fair share is 2.71%.
 Watson Road and SR-74 (a.m. and p.m. peak hours). This intersection also operates at an unsatisfactory level of service under horizon year no project conditions. According to the City of Menifee’s Guidelines “If the pre- Project condition is LOS E or F, and the Project adds 50 or more peak hour trips to the intersection or roadway segment, the impact would be considered a “cumulative” project impact in which the project would be required to contribute a fair share payment toward reducing t he impact.” Since the trips added by the project at this intersection are less than 50 during both a.m. and p.m. peak hours, the impact at this intersection is not considered to be a cumulative impact.

The horizon year with project levels of service for the study area roadway segment is summarized on Table K. As shown in Table I, all study area roadway segments are forecast to operate at satisfactory level of service.

11.0 CIRCULATION IMPROVEMENTS
The City guidelines require that circulation improvements be recommended at any intersection which operates at an unsatisfactory level of service. These include conversion of stop control, signalization, changes to signal phasing, and/or addition of lanes as appropriate.

11.1 Opening Year Cumulative Conditions Circulation Improvements Under opening year cumulative conditions, the following modifications to intersection configuration are recommended as mitigation measure and are as follows:
 Intersection 5: Trumble Road and Ethanac Road - Add one eastbound through lane, one westbound through lane, one dedicated westbound right turn lane, one northbound left turn lane, one dedicated northbound right turn lane, and one dedicated southbound right turn lane. As stated earlier, since the trips added by the project at this intersection are more than 50 during the peak hours and the delay added by the project is more than 2 seconds, the impact at this intersection is considered to be an indirect impact. The project’s fair share is 2.71%.

Figure 22 shows the lane geometries and stop control for study intersections with recommended improvements for the opening year cumulative conditions. Table L shows the resulting levels of service for the opening year cumulative conditions with the recommended circulation Improvements.

11.2 Horizon Year Conditions Circulation Improvements
Under horizon year conditions, the following modifications to intersection configuration are recommended as mitigation measure and are as follows:
 Intersection 5: Trumble Road and Ethanac Road – Add one eastbound through lane, one westbound through lane, one dedicated westbound right turn lane, one northbound left turn lane, one dedicated northbound right turn lane, and one dedicated southbound right turn lane. As stated earlier, since the trips added by the project at this intersection are more than 50 during the peak hours and the delay added by the project is more than 2 seconds, the impact at this intersection is considered to be an indirect impact. The project’s fair share is 2.71%.  Intersection 6: Watson Road and Highway 74 – Add a traffic signal. Since the trips added by the project at this intersection are less than 50 during both a.m. and p.m. peak hours, the impact at this intersection is not considered to be a cumulative impact. The project’s fair share is 0.93%.

Figure 23 shows the lane geometries and stop control for study intersections with recommended improvements for the horizon year conditions. Table M shows the resulting levels of service for the horizon year conditions with the recommended circulation Improvements.

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1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & E thanac Road 6 Watson Road and SR-74
FIGURE 22
Legend
Signal RT Overlap Trumble Road and Watson Road Warehouse Stop Sign Defacto right turn Recommended Circulation Improvements - Opening Year Cumulative Conditions fd a d
f
ae
ace
wt
ad
acce
f xvt
acce
cd
g
acc
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wt
f
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RTC
Dela,
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LOS
Intersection Std. Control Delay LOS Delay LOS Delay LOS Delay LOS 5 . Trumble Road & Ethanac Road D Signal >100 F * >100 F * 38.9 D 40.8 D Notes:
* Exceeds LOS Standard
TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case movement.

LOS = Level of Service
Table L: Opening Year Cumulative With Circulation Improvements Levels of Service Without Circulation Improvements With Circulation Improvements AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
P:\Rincon - Watson & Trumble\Analysis\LOS\OY Cumul Cir Improvements

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translutions
1 Trumble Road & Watson Road 2 Trumble Road & Driveway 1 3 Trumble Road & Driveway 2 4 Trumble Road & Illinois Avenue 5 Trumble Road & E thanac Road 6 Watson Road and SR-74
FIGURE 23
Legend
Signal RT Overlap Trumble Road and Watson Road Warehouse Stop Sign Defacto right turn Recommended Circulation Improvements - Horizon Year Conditions fd a d
f
ae
ace
wt
ad
acce
f xvt
acce
cd
g
acc
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f vt
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LOS
Intersection Std. Control Delay LOS Delay LOS Control Delay LOS Delay LOS 5 . Trumble Road & Ethanac Road D Signal >100 F * >100 F * Signal 28.1 C 51.5 D 6 . Watson Road and SR-74 D TWSC >100 F * >100 F * Signal 23 C 22.2 C Notes:
* Exceeds LOS Standard
TWSC = Two-Way Stop Control; For TWSC intersections, reported delay is for worst-case movement.

LOS = Level of Service
Table M: Horizon Year With Circualtion Improvemetns Levels of Service AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
With Circulation ImprovementsWithout Circulation Improvements P:\Rincon - Watson & Trumble\Analysis\LOS\2050 Cir Improvements

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Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

46 12.0 ACCESS ANALYSIS
An access analysis for both driveways were conducted considering factors like truck size, truck turning radius, driveway width and driveway spacing.

12.1 Turning Radii
Truck turning templates for both project driveways are shown in Figure 24 and Figure 25. The templates are based on California Legal Heavy-Duty Truck (Kenworth W900 series) used for long haul and heavy-haul trips. As seen on the figures, trucks can make turns without encroaching onto the oncoming traffic lanes.

As stated earlier, the project will realign the intersection of Watson Road and SR 74. Figure 26 shows the turning truck turning templates at this location. As seen on Figure 26, trucks can make tu rns safely without encroaching onto the oncoming traffic lanes.

12.2 Driveway Width
Riverside County Standard Plans (Standard Plan No. 207 A- Commercial Drive Approach) requires a minimum width of 24 feet and a maximum width of 40 feet for commercial driveways. Both project access driveways are 40 feet wide and are therefore consistent with the Riverside County Standard Plan requirements.

12.3 Driveway Spacing
Both project access driveways have a spacing of 500 feet in between them. Riverside County Standard Plans (Standard Plan No. 114 Roadway Design Requirements) recommends an in tersection interval of 200 feet for intersections along Collector Streets. As mentioned earlier, Trumble Road is a Collector Street and both project access driveways are located along Trumble Road with spacing more than the recommended spacing.

Along Trumble Road the spacing between the proposed study intersections is more than 200 feet with the exception of a private driveway adjacent to and north of Driveway 1. Th e location of this private driveway is approximately 30 feet north of Driveway 1. It should be noted that the proximity of the driveway will not create a hazardous situation since there is good visibility. In addition, th is will not create issues with truck queueing on Trumble Road as all trips to the project are anticipated to travel to and from the south.

13.0 SUMMARY & CONCLUSIONS
The proposed project is forecast to generate 65 trips during the a.m. peak hour, 74 trips during the p.m. peak hour, and 861 daily trips. Access to the project will be provided via two driveways on Tr umble Road. Under existing and opening year (2026) conditions, all intersections are forecast to oper ate at satisfactory levels of service. Under opening year cumulative (2026) conditions, the intersection of Trumble Road/Ethanac Road is forecast to operate at an unsatisfactory level of service under both without and with project conditions. Under horizon year (2050) conditions, the intersections of Trumble Road/Ethanac Road and Watson Road/SR-74 are forecast to operate at an unsatisfactory level of service under both without and with project conditions. With the implementation of the circulation improvements, all intersections are forecast to operate at satisfactory levels of service.

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FIGURE 24
Trumble Road and Watson Road Warehouse
Turning Radii - Driveway 1
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FIGURE 25
Trumble Road and Watson Road Warehouse
Turning Radii - Driveway 2
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FIGURE 26
Legend
Traffic Signal RT Overlap Trumble Road & Watson Road Warehouse Stop Sign Defacto right turn Turning Radii - Watson Road & SR-74

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Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

50 APPENDIX A:

Approved Scoping Agreement

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the tr.in~port.1bu11 ~olutiun~ comp,111q
1 Sandipan Bhattacharjee
From: Christopher Heron <[email protected]>
Sent: Thursday, January 16, 2025 10:15 AM
To: Sandipan Bhattacharjee
Cc: Ryan Luckert; Russell Brown
Subject: Re: Discuss Watson & Trumble
Good Morning,

No further comments on the Watson and Trumble Scope.

Thank you,

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*Please note that email correspondence with the City of Menifee, along with attachments, may be subject to the California Public Records Act, and therefore may be subject to disclosure unless otherwise exempt. The City of Menifee shall not be responsible for any claims, losses or damages resulting from the use of digital data that may be contained in this email.

From: Sandipan Bhattacharjee <[email protected]> Sent: Monday, January 13, 2025 12:18 PM
To: Christopher Heron <[email protected]>
Cc: Ryan Luckert <[email protected]>
Subject: RE: Discuss Watson & Trumble

[CAUTION]: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe.

Hi Christopher,
I have attached the revised scope in this email.

Appendix A - 1

MENIFEE CITY OF INNOVATION
', Building for the Future
New. Better. Best.
00 ATTACHMENT A

SCOPING AGREEMENT FOR TRAFFIC STUDY
This letter acknowledges the City Menifee Engineering Department requirements for the traffic study of the following project. The analysis must follow the latest City Traffic Study Guidelines dated October 2020
Case No.

Related Cases -
SP No.

EIR No.

GPA No.

CZ No.

Project Name:

Project Location:

Project Description:

Name:

Address:

Consultant Developer
Telephone:

A. Trip Generation Source : ITE Trip Generation Manual, most recent edition Existing Land Use Proposed Land U se
Existing Zoning Proposed Zoning
Total Daily Trips
AM
Trips
In Out Total
PM
Trips
Internal T
rip
Allowance
Yes No ( % Trip Discount)
Pass-By Trip Allowance Yes No ( % Trip Discount)
(Attach additional sheet if this is a multi-use site with a breakdown of trips generated) B. Trip Geographic Distr ibution: N % S % E % W %
(See attached exhibit for detailed assignment)
C. Background Traffic
Project Completion Year:

Othe
r area projects to be included:

Annual Ambient Growth Rate: %
PLN22-0190
Trumble Rd. and Watson Rd. Warehouse
SEC Trumble Rd & Watson Rd.
328,205 s.f. Warehouse
Translutions
17632 Irvine Blvd. Suite 200
Tustin CA 92780
949-656-3131
Rincon Consultants
250 East 1st St. Suite 1400
Los Angeles, CA 90012
213-788-4842
EDC
EDC-NG
EDC
EDC-NG
45 20 65
23 51 74
861
X
X
32026
Appendix A - 2
□ □
□ □
Please contact the Engineering Department or use the most recently provided data Model/Forecast methodology if req uired
D. Horizon Year Anal ysis: Does this project require a Horizon Year Analysis? Yes No
E. Study intersections: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments from other agencies.)

1. 5.

2. 6.

3. 7.

4. 8.

F. Study Roadway Segments:

1. 5.

2. 6.

3. 7.

4. 8.

G. Other Jurisdictional Impacts
Is this project within any other Agency’s Sphere of Influence or one-mile radius of boundaries? Y
es
No
If so, name of Jurisdiction:

H. Site Plan (please attach a legible 11’X17’ copy)
I. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (To be filled out by Engineering Department) Recommended by:

Consultant’s Representativ e Date
Scoping Agreement Submitte d on Date
Scoping Agreement Resubmitt ed on Date
Approved Scoping Agr eement:

City of Menifee Date
RIVCOM
x
Trumble Rd/Watson Rd.

Trumble Rd/Dwy 1
Trumble Rd/Dwy 2
Trumble Rd/Illinois Ave
y
Perris
Robert Aguirre
1/10/25
1/9/25
Trumble Rd/Ethanac Rd
Watson Rd/SR-74
Trumble Rd-Watson Rd. to Dwy 1
Trumble Rd-Dwy 1 to Dwy 2
Trumble Rd-Dwy 2 to Illinois Ave
Trumble Rd-Illinois Ave to Ethanac Rd
Appendix A - 3
□ □
□ □

ATTACHMENT 1: Trumble Rd. & Watson Rd. Warehouse - Traffic Analysis

the transportation solutions company...

BACKGROUND
In October 2023, a traffic study was prepared for the project by TJW Engineering, Inc. Since then, an additional analysis is required that addresses the possible Watson Road re alignment and improvements at the railroad crossing. The additional analysis is due to the project being located within a Connectivity Analysis Zone as identified in the City of Menifee’s General Plan Roadway Network Exhibit C-3 . The City’s Roadway Network identifies four Connectivity analysis Zones that may be subject to review and future consideration by the City of Menifee to recognize that additional evaluation of the roadway alignments, intersection geometrics and traffic control features may be needed. Since the project is located within a Connectivity Analysis Zone, the following scope of work includes a focused evaluation of future traffic conditions with the Watson Road re-alignment and improvements at railroad crossing.

INTRODUCTION
This scope of work proposes to evaluate the potential traffic and circulation impacts associated with the Trumble Road and Watson Road warehouse project. The proposed project si te is located at the southeast corner of Trumble Road and Watson Road in the City of Menifee, California. The pr oject includes the construction of a 328,025 square foot warehouse development.

The City of Menifee Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (June 3, 2020) includes standardized criteria and established thresholds of significance for analyzing transportation impacts for CEQA. The City also maintains the City of Menifee LOS Traffic Study Guidelines (October 2020) for LOS policies as part of the General Plan and discretionary review process. Therefore, the analysis will be prepared consistent with the City’s guidelines.

PROJECT DESCRIPTION
The project site is located at the southeast corner of Trumble Road and Watson Road in the City of Menifee, California.

Access to the project will be provided via two driveways on Trumble Road. Figure 1 illustrates the site plan and Figure 2 includes the Watson Road re-alignment and improvements.

PROJECT TRIP GENERATION
The project trip generation was developed using rates for Land Use 150 “Warehousing” from the Institute of Transportation Engineers’ (ITE) Trip Generation , 11
th Edition. The passenger vehicle/truck splits are based on percentages from the ITE Trip Generation, 11th Edition and the truck splits by axle-type are based on percentages from the Fontana Truck Trip Generation Study (August 2003). The recommended passenger car equivalent (PCE) factors are from Riverside County’s Transportation Analysis Guidelines for Level of Service Vehicle Miles Traveled. Table A shows the project trip generation forecast for the project under the a.m. peak hour, p.m. peak hour, and weekday. As shown in Table A, the proposed project is forecast to generate 65 PCE trips in the a.m. peak hour, 74 PCE trips in the p.m. peak hour, and 861 PCE daily trips.

PROJECT TRIP DISTRIBUTION/TRIP ASSIGNMENT
The project trip distribution was developed separately for passenger vehicles and trucks based on the location of local destinations. It should be noted the trucks were not distributed to Watson Road and SR-74 because trucks are restricted on SR-74. The passenger vehicle trip distribution and assignment are shown in Figures 3 and 4. The truck trip distribution and assignment are shown in Figures 5 and 6. The resulting total trip assignment for passenger vehicles and truck PCE are shown in Figure 7.

STUDY AREA
Appendix A - 4
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ATTACHMENT 1: Trumble Rd. & Watson Rd. Warehouse - Traffic Analysis

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The study area is anticipated to include the following study area intersections and roadway segments:

Intersections

1. Trumble Road & Watson Road.

2. Trumble Road & Driveway 1.

3. Trumble Road & Driveway 2.

4. Trumble Road & Illinois Avenue.

5. Trumble Road & Ethanac Road.

6. Watson Road and SR-74.

Roadway Segments

1. Trumble Road from Watson Road to Driveway 1.

2. Trumble Road from Driveway 1 to Driveway 2.

3. Trumble Road from Driveway 2 to Illinois Avenue.

4. Trumble Road from Illinois Avenue to Ethanac Road.

The study area intersections and roadway segments are shown in Figure 8.

The weekday peak hours to be analyzed are from 7:00 a.m. to 9:00 a.m. in the morning and 4:00 p.m. to 6:00 p.m. in the evening. The analysis of traffic operations and LOS du ring the a.m. and p.m. peak hours will be provided for the following analysis years:
 Existing Without Project Conditions.
 Existing With Project Conditions.
 Opening Year (2026) Cumulative Without Project Conditions.  Opening Year (2026) Cumulative With Project Conditions.  Horizon Year without Project Conditions.
 Horizon Year with Project Conditions.

EXISTING WITHOUT PROJECT TRAFFIC VOLUMES
Traffic counts will be collected at the proposed study area intersections on a weekday (Tuesday, Wednesday, Thursday) during the school year between 7-9 a.m. and 4-6 p.m.

FUTURE TRAFFIC VOLUMES
The opening year without project traffic volumes will be developed by applying a 3% annual ambient growth rate to the existing traffic volumes and adding approved and pending project trips. The horizon year without project volumes will be developed by using forecast volumes obtained from the RivCOM and will be post-processed using methodologies consistent with National Cooperative Highway Research Program Report 255 (NCHRP-255).

INTERSECTION ANALYSIS METHODOLOGY
Traffic volumes for forecast year conditions will be used to calculate levels of service at the study intersections using the HCM 7
th Edition Methodology using Synchro software.

SPECIAL ISSUES
The following Special Issues will be included in the traffic impact analysis and are based on discussion with the City staff:

Appendix A - 5
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ATTACHMENT 1: Trumble Rd. & Watson Rd. Warehouse - Traffic Analysis

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 Inbound/outbound truck turning template s at all project driveways serving trucks will be included in several graphics.
 The proposed driveway spacing will be compared to the Riverside County Standard Plans (Standard Plan No. 114).

VMT SCREENING ANALYSIS
A VMT screening analysis will be conducted based on the city guidelines. It is anticipate d that the project will screen out from a detailed VMT analysis based on the Low VMT area criteria. A VMT screening memo discussing the various screening criteria and methodology will be submitted to the city.

Attachments:

Figure 1 – Site Plan
Figure 2 – Watson Road Re-Alignment
Figure 3 – Project Trip Distribution – Passenger Vehicles Figure 4 – Project Trip Assignment - Passenger Vehicles Figure 5 – Project Trip Distribution – Trucks
Figure 6 – Project Trip Assignment – Trucks
Figure 7 – Total Project Trip Assignment
Figure 8 – Study Area Intersections and Roadway Segments Table A – Project Trip Generation
Appendix A - 6
translutions
Source: TIMS/SWITRS Gis Map Figure 1
Trumble Road and Watson Road Warehouse
Site Plan
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P:\Rincon - Watson & Trumble\Scope\Z30 Site Plan Landscape (10/23/2024) Appendix A - 7
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PROJECT INFORMATION

TABULATION
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SITE PLAN KEYNOTES
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OFFICIAL USE ONLY
Source: TIMS/SWITRS Gis Map Figure 2
Trumble Road and Watson Road Warehouse
Watson Road Re-Alignment
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\\TsolsRIV\Projects\Rincon - Watson & Trumble\Scope v2\Z30 Watson Re-alignment (12/23/2024) Appendix A - 8
WATBON l"IOAD C/L ST1'1:EET P'ftOF'ILE
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[ (15%) [ (10%)
T 25% Q T (15%) Q T (60%) Z Q [ 10%
Y Y Y 50% S
1 Trumble Rd & Watson Rd 2 Trumble Rd & Dwy 1 3 Trumble Rd & Dwy 2 4 Trumble Rd & Illinois Ave 5 Trumble Rd & Ethanac Rd 25% \R
6 Watson Rd & SR-74
FIGURE 3
XX%(YY%) Inbound%(Outbound%) Distribution Trumble Road and Watson Road Warehouse Project Trip Distribution - Passenger Vehicles
10%
15%
(50%)
(15%)
(10%)
(25%)
15%
(10%)
15%
60%
75%
(75%)
(15%)
10%
(25%)
15%
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P:\Rincon - Watson & Trumble\Scope v3\Figure 3 Project Trip Distribution - Passenger Vehicles (1/9/2025) Appendix A - 9
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[ 2/6 [ 1/4
T 10/3 Q T 2/6 Q T 6/23 Z Q [ 4/1
Y Y Y 20/6 S
1 Trumble Rd & Watson Rd 2 Trumble Rd & Dwy 1 3 Trumble Rd & Dwy 2 4 Trumble Rd & Illinois Ave 5 Trumble Rd & Ethanac Rd 10/3 \R
6 Watson Rd & SR-74
FIGURE 4
XX/YY AM/PM Peak Hour Project Trips Trumble Road and Watson Road Warehouse Project Trip Assignment - Passenger Vehicles
4/1
6/2
5/19
2/6
1/4
3/10
6/2
1/4
6/2
23/7
29/8
8/29
2/6
4/1
3/10
6/2
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P:\Rincon - Watson & Trumble\Scope v3\Figure 4 Project Trip Assignment - Passenger Vehicles (1/10/2025) Appendix A - 10
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T (50%) T (50%) Z
Y Y 100% S
1 Trumble Rd & Watson Rd 2 Trumble Rd & Dwy 1 3 Trumble Rd & Dwy 2 4 Trumble Rd & Illinois Ave 5 Trumble Rd & Ethanac Rd 6 Watson Rd & SR-74
FIGURE 5
XX%(YY%) Inbound%(Outbound%) Distribution Trumble Road and Watson Road Warehouse Project Trip Distribution - Trucks
(100%)
50%
50%
50%
100%
(100%)
(50%)
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\\TsolsRIV\Projects\Rincon - Watson & Trumble\Scope v2\Figure 5 Project Trip Distribution - Trucks (12/23/2024) Appendix A - 11
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T 5/7 T 5/7 Z
Y Y 6/12 S
1 Trumble Rd & Watson Rd 2 Trumble Rd & Dwy 1 3 Trumble Rd & Dwy 2 4 Trumble Rd & Illinois Ave 5 Trumble Rd & Ethanac Rd 6 Watson Rd & SR-74
FIGURE 6
XX/YY AM/PM Peak Hour Project Trips Trumble Road and Watson Road Warehouse Project Trip Assignment - Trucks
10/13
3/6
3/6
3/6
6/12
10/13
5/7
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P:\Rincon - Watson & Trumble\Scope v3\Figure 6 Project Trip Assignment - Trucks (1/10/2025) Appendix A - 12
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[ 2/6 [ 1/4
T 10/3 Q T 7/13 Q T 11/30 Z Q [ 4/1
Y Y Y 26/18 S
1 Trumble Rd & Watson Rd 2 Trumble Rd & Dwy 1 3 Trumble Rd & Dwy 2 4 Trumble Rd & Illinois Ave 5 Trumble Rd & Ethanac Rd 10/3 \R
6 Watson Rd & SR-74
FIGURE 7
XX/YY AM/PM Peak Hour Project Trips Trumble Road and Watson Road Warehouse Total Project Trip Assignment
6/2
3/10
15/32
2/6
1/4
3/10
9/8
1/4
9/8
26/13
35/20
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P:\Rincon - Watson & Trumble\Scope v3\Figure 7 Total Project Trip Assignment (1/10/2025) Appendix A - 13
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Appendix A - 14
Legend
C-.J Project Boundary • Study Area Intersections - Study Area Roadway Segments translutions
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G:\Rincon - Trumble & Watson Warehouselreportslstudy area intersections.qgz (12-23-2024) FIGURE 8
Trumble Road and Watson Road Warehouse
Study Area Intersections and Roadway Segments
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Land Use Units In Out Total In Out Total
Trip Generation Rates1 328.205 TSF 0.131 0.039 0.170 0.050 0.130 0.180 1.710 73% 27% 100% 33% 67% 100% 100%

92.06% 75.45% 88.24% 69.05% 88.89% 83.33% 64.91%

1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.121 0.030 0.150 0.035 0.115 0.150 1.110

1.35% 4.16% 1.99% 5.24% 1.88% 2.82% 5.94%

1.5 1.5 1.5 1.5 1.5 1.5 1.5

0.003 0.002 0.005 0.004 0.004 0.008 0.152

1.80% 5.58% 2.67% 7.03% 2.52% 3.79% 7.97%

2.0 2.0 2.0 2.0 2.0 2.0 2.0

0.005 0.004 0.009 0.007 0.007 0.014 0.273

4.79% 14.82% 7.10% 18.68% 6.71% 10.06% 21.18%

3.0 3.0 3.0 3.0 3.0 3.0 3.0

0.019 0.017 0.036 0.028 0.026 0.054 1.086
Warehouse Net PCE Rate 0.147 0.054 0.200 0.074 0.151 0.226 2.621 Warehouse 328.205 TSF
39 10 49 11 38 49 364
0111123 3
0111124 5
224336 1 1 9
All Trucks 24655 1 0 1 9 7
41 14 55 16 43 59 561
39 10 49 11 38 49 364
0221235 0
0222249 0
6 6 12 9 9 18 357
6 1 01 61 21 32 54 9 7
45 20 65 23 51 74 861
1 Rates based on Land Use 150 "Warehousing" from Institute of Transportation Engineers (ITE) Trip Generation (11th Edition). 2 Passenger Vehicle/Truck splits are based on percentages provided in ITE Trip Generation (11th Edition). Truck Splits by axle-type based on Fontana Truck Trip Generation Study, August 2003 3 Recommended PCE Factor per County of Riverside Transportation Impact Analysis Preparation Guide for Vehicle Miles Traveled and Level of Service Assessment (December 2020) Total PCE
Total Truck PCE
Passenger Cars
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Total Vehicles
Project Trip Generation (Passenger Car Equivalent Trips, By Vehicle Type) Passenger Cars
Truck PCE
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Project Trip Generation (Trips, By Vehicle Type)
4-Axle Trucks
Recommended Mix (%)
2 PCE Factor3
PCE Rates
Passenger Cars
PCE Rates
PCE Factor3
PCE Rates
2-Axle Trucks
Recommended Mix (%)2
PCE Factor3
PCE Rates
3-Axle Trucks
Recommended Mix (%)2
PCE Factor3
Recommended Mix (%)2
Table A: Project Trip Generation
Total Vehicle Rates
PCE Inbound/Outbound Splits
Passenger Car Equivalent Rates Calculations
Peak Hour
DailyAM Peak Hour PM Peak Hour
P:\Rincon - Watson & Trumble\Scope v3\Trip Gen\Warehouse (1/10/2025) 1/10/2025 Appendix A - 15
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Trumble Road and Watson Road Warehouse
Traffic Study
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51 APPENDIX B:

List of Cumulative Projects

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No. Project Title Project Description Absorption Rate
1 Cimarron Ridge (Van Daele) 240.3 acres - 756 residential lots - 5,000 - 10,000 sq ft lot sizes and 10.9 ac Park 25% 2 TTM 38128 96 single family lots, 7,200 sq. ft. minimum, on 28 acres 100% 3 Valley Blvd. Tract Map 21.95 acres - 68 residential lots, 7,200 sq ft min. 100% 4 Vista Ridge 2.73 acres - 30 apartment units 100%
5 Coronado Condos A 73 unit dettached condominium community on 6.5 net acres 100% 6 TR/PP Di Capri A 61 unit condo map 100%
7 McLaughlin Village 14.34 acres - 126 condominium units. Detached units 50% 8 Legado
332 acres - 1,022 residential lots on 216.9 acres - 20.1 acres of commerical land uses - 12.9 acres community park/community center - 1.9 acres of private recreation center - 7.9 acres of parks - 6.3 of conserved open space -

26.4 acres of detention qual*
25%
9 Underwood (KB Homes) 236 acres - 543 residential lots - 5,000 sq ft min. lot size 25% 10 Countryside TTM 38132 169 unit tract, lot sizes ranging from 4,250 to 11,801 sqft. 50% 11 Harvest Glenn TTM 38133 145 unit tract, lot sizes ranging from 4,250 to 11,801 sqft. 50% 12 Menifee Valley SP (Brookfield) 590 acres - Mixed Use, 1,718 residential units 25% 13 LDW TTM 38346 9.5 gross acres, 162 condominiums 50%
14 The Village at Junipero 17.87 gross acres, 240 luxury apartments 50% 15 Enclave 161.34 acres - 177 Single Family residential lots - 7,200 sq ft min. 50% Appendix B - List of Cumulative Projects
Residential Projects
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No. Project Title Project Description Absorption Rate
Appendix B - List of Cumulative Projects
16 Villago Villas GPA/ZCA/PP Add 2 Buildings, 24 residential units 100% 17 Kensington Apartments 20 acres - 26 Buildings - 221 Units 50% 18 Menifee Coastline TTM38525 A 45 single family unit tract at the north west corner of Coastline and Menifee Road. 100% 19 Green Valley 623 Single FamilyUnits and 842 Multi Family Units 25% 20 Goetz & Ethanac Commercial 3.81 acres, 4 buildings - C-Store-7,250 sq ft, Car wash 2,790 sq ft, Retail 7,040 sq ft and Fuel Canopy 100% 21 Ethanac Square Large truck diesel fuel station 4 pumps , 3,800 sq ft gas station/C-store, 2,080 sq ft express car was 100% 22 On-Deck 108 Hotel Rooms, sit down resturant, fast food resturant with drive through and a gas station/convenience store/car wash 100%
23 Menifee West Coast Self-Storage
Facility
Menifee West Coast Self-Storage proposes seven single-story buildings totaling 71,637 square feet of building area on

4.06 acres 100%
24 Motte Country Plaza 3.8 acres - Redevelopment of the Motte Country Plaza - Relocation of the train car restaurant; new 4,700 sq. ft. 6-dual pump gas station; new 3,838 sf Concenience store with drive-thru restaurant; new 1,050 sf car wash 100% 25 HWY 74 and Menifee Road
Commercial and Industrial Center
(Howard)
104-acres, 6 Commercial buildings (approx 81K SF), 10 Industrial buildings (approx 1.5M SF) 100% 26 Harvest Glen Marketplace 5.04 acres - 18,501 sq. ft. commercial buildings (gas station with canopy, convenience store, two (2) drive thru restaurants and a car wash with vacuums ) 100%
27 Omega Paving Asphalt contractor storage yard and repair facility 100% 28 Kaiser Permanente Medical Office
Kaiser Permanente is proposing a 50,800 sf net (54,500 sf gross) medical office building at the northeast corner of Encanto Drive and Rouse Rd. The site is currently vacant. The proposed mob will be 3 floors and approximately 54 ft tall including the mech
100%
29 The View Church Church Expansion. Adding 6,949 Sq.Ft. to existing sanctuary building. Adding 5,689 Sq.Ft. to existing fellowship hall. 100% 30 Burger King 2,158 Sq.Ft. Drive-Thru Quick Serve Restaurant Including 17 parking Stalls on 0.57 Acres, S variance was requested to allow for the 12'-4" landscape allowance within the ROW. 100% Commercial Projects
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No. Project Title Project Description Absorption Rate
Appendix B - List of Cumulative Projects
31 McCall-Encanto Gas Station 2.10 acres - 11,340 sf retail development of gas station, car wash, fast food, convenience store 100% 32 McCall Square (Rancon) 18.1 acres - 7 self-storage buildings (totaling 150,541 sq ft) - 6 commercial buildings (totaling 84,200 sq ft) 100% 33 New Wireless Communication Facility A new proposed 60 foot mono Eucalyptus wireless cell site 100% 34 Motte Town Center (MTC) 484,300 sq.ft. shopping center at SE corner of Ethanac and Trumble. 100% 35 Ethanac Travel Center 22,430 sq.ft. Convenience Store Gas Station at NW corner of Ethanac and Trumble. 100% 36 Beyond Market 6,900 Sq.ft gas station and carwash at NE corner of Ethanac and Trumble. 100% 37 Farmer Boys 3,300 sq.ft fast food restaurant on SE corner of Ethanac and Encanto. 100% 38 Home Depot Euipment Rent This is part of the existing Home Depot. No additional trips from this cumulative project will affect our project. 100% 39 COMPASS - Project Site 2 Wheat
Warehouse Warehouse distribution center - 87,770 sq. ft. 100% 40 CADO Menifee Industrial Warehouse 40.03 gross acres, 700,037 sq ft warehouse building 100% 41 COMPASS - Project Site 1 Corsica
Business Park The proposed development of 2 warehouse buildings on 13.66 acres totaling 154,831 square feet 100% 42 Ares Warehouse on Murrieta Proposes to construct one (1) concrete tilt-up building totaling 517,720 sq. ft. which includes 20,320 sq. ft. of office, and

497,400 square feet of warehouse 100%
43 Northern Gateway Commerce Center One industrial warehouse building totaling 1,286,607 square feet on 63.3 acres 100% 44 COMPASS - Project Site 3 Ethanac
and Evans Warehouse
Proposes the development of a 138,546 square foot warehouse. The proposed warehouse consists of 131,896 square feet of warehouse space and 6,000 square feet of office space 100% 45 Ethanac & Barnett Warehouse 13.89 acres, 2 buildings, 125,000 sq ft/bldg 100% Industrial Projects
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No. Project Title Project Description Absorption Rate
Appendix B - List of Cumulative Projects
46 Northern Gateway Logistics Center Proposes two warehouses; 109,757 sq. ft. and 302,072 sq. ft. 100% 47 United Carports Warehouse The proposed development of an approximatley 58,643 sq. f.t warehouse 100% 48 Mapes and Sherman Warehouse 13.35 gross acres, 277,578 square foot warehouse 100% 49 Ethanac Business Park Proposal to construct a 264,710 square foot industrial warehouse on 11.47 acres. Project includes a GPA, SPA & CZ to change one of the parcels from Heavy Industrial to Specific Plan. 100% 50 Menifee Commerce Center Two warehouse buildings - (1) 1,254,160 SF & (2) 385,970 SF, both sites comprise approximately 72 acres 100% 51 Motte Business Center One warehouse building totaling 1,138,638 sq. ft. which includes 10,000 sq. ft. of office, 928,638 sq. ft. of warehouse and 200,000 sq. ft. of mezzanine warehouse on an approximately 44 acre project site 100% 52 Nova Power Bank Project Proposes the re-development of the Inland Empire Energy Center (IEEC) generation plant, which has been decommissioned. The Project includes a 680 MW battery energy storage system 100% 53 Double Butte BESS Proposes the development of a 500 MW utility scale battery energy storage system 100% 54 McLaughlin San Jacinto Warehouses The proposed development of five industrial warehouse building totaling 491,467 square feet. 100% 55 IDI Site 3 - Bld 2 of 3 (Total 2,797,522
SF) 1000,000 sq.ft High Cube Warehouse at NE corner of Redlands & Ellis. 100% 56 IDI Site 2 - Bld 2 of 3 (Total
3,192,567) 1,396,020 sq.ft High Cube Warehouse at SW corner of Mapes and Goetz. 100% 57 IDI Site 2 - Bld 1 of 3 (Totla
3,192,567) 1,385,090 sq.ft High Cube Warehouse at SW corner of Mapes and Goetz. 100% 58 IDI Site 3 Bld 3 of 3 (Total 2,797,522
SF) 1,000,000 sq.ft High Cube Warehouse at NE corner of Redland and Ellis 100% 59 IDI - Site 1 784,000 sq.ft High Cube Warehouse at Sw corner of Mountain & Goetz. 100% 60 IDI Site 2 - Bld 3 of 3 (Total
3,192,567) 535,207 sq. ft High Cube Warehouse at SW corner of Mapes and Goetz. 100% 61 Marijuana Manufacturing 61,050 sq.ft manufacturing facility at N. side of Malbert St & W. of Goetz Rd. 100% P:\Rincon - Watson & Trumble\Analysis\Cumul Prj\Appendix B List of Cum Prjs Appendix B - 4
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No. Project Title Project Description Absorption Rate
Appendix B - List of Cumulative Projects
62 Malbert Cultivation 33,000 sq.ft manufacturing facility at N. side of Malbert St & W. of Goetz Rd. 100% 63 CSLM Construction - Modular
Storage 6,115 sq. ft light industrial facility at N. of Mapes & W of Goetz. 100% 64 NewCastle Indus 670,000 sq. ft High Cube Warehouse at S. Side of Ellis and 750' E. of Redlands. 100% 65 Richland Ind (Green Valley SP) 498,000 sq.ft High Cube Warehouse at High-Cube Warehouse at SW of Watson & Case. 100% 66 Richland Self-Storage (Green Valley
SP) 116,000 sq.ft of mini storage at Green Valley Parkway 600 north of Ethanac Road. 100% 67 Blue Marquise Indus 350,000 sq.ft of High Cuve Warehouse & 14,000 sq.ft of Business Park. SW corner Trumble and Mapes 100% 68 Hillwood San Jacinto New Perris Commerce Center Specific Plan. 100% 69 Perris Airport Logistics 742,000 sq.ft High Cube Warehouse at S. side of Ellis btw Goetz and Case. 100% 70 Airport / Mapes Commerce Ind 648630 sq. ft High Cube Warehouse at NE Goetz and Mapes. 100% 71 Ethanac Logistics Center (Hillwood

jr) 412,000 sq. ft of High Cube Warehouse at NE Ethanac and Trumble. 100% 72 Waypoint Commerce (Bld 1) 204269 sq.ft of Warehouse at S. Side of Mountain Ave & 1,300 W of Goetz. 100% 73 Waypoint Commerce (Bld 2) 155,583 sq.ft of Warehouse at S. Side of Mountain Ave & 1,300 W of Goetz. 100% 74 CH Truck Terminal 400 Spots at SW corner of Case and Ellis. 100% 75 Beyond Menifee Proposes a mixed use development on 17.3 acres including retail, office, & 240 dwelling units. 100% 76 Menifee Village TTM 18.17 acres, 91 residential lots, 2,720 sq ft - 4,819 sq ft 100% Mixed Use Projects
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No. Project Title Project Description Absorption Rate
Appendix B - List of Cumulative Projects
77 Case Road Mixed-Use 107,601 sq.ft development. Goetz Road at Case Road and Ellis Road. 100% P:\Rincon - Watson & Trumble\Analysis\Cumul Prj\Appendix B List of Cum Prjs Appendix B - 6
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Traffic Study
June 2025

52 APPENDIX C:

Cumulative Projects Trip Generation

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Land Use Units
In Out Total In Out Total
Single Family Detached Housing 189 DU
1 Cimarron Ridge (Van Daele) Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 34 98 132 112 66 178 1,782
Single Family Detached Housing 96 DU
2 TTM 38128 Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 17 50 67 57 33 90 905
Single Family Detached Housing 68 DU
3 Valley Blvd. Tract Map Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 12 36 48 40 24 64 641
Multi Family Low Rise 30 DU
4 Vista Ridge Trip Generation Rates2 0.10 0.30 0.40 0.32 0.19 0.51 6.74 3 9 12 10 5 15 202
Single Family Detached Housing 73 DU
5 Coronado Condos Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Detached Condominium 13 38 51 43 26 69 688
Single Family Detached Housing 61 DU
6 TR/PP Di Capri Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 11 32 43 36 21 57 575
Single Family Detached Housing 126 DU
7 McLaughlin Village Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 23 65 88 75 43 118 1,188
8L e gado
94 175 269 215 161 375 3,839
Single Family Detached Housing 136 DU
9 Underwood (KB Homes) Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 25 70 95 80 48 128 1,280
Multi Family Low Rise 85 DU
10 Countryside TTM 38132 Trip Generation Rates2 0.10 0.30 0.40 0.32 0.19 0.51 6.74 8 2 63 42 71 64 35 7 0
Multi Family Low Rise 73 DU
11 Harvest Glenn TTM 38133 Trip Generation Rates2 0.10 0.30 0.40 0.32 0.19 0.51 6.74 7 2 22 92 31 43 74 8 9
Single Family Detached Housing 332 DU
12 Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 60 172 232 197 115 312 3,131
Multi Family Low Rise 98 DU
Trip Generation Rates2 0.10 0.30 0.40 0.32 0.19 0.51 6.74 9 3 03 93 11 95 06 5 7
Multi Family Low Rise 81 DU
13 LDW TTM 38346 Trip Generation Rates2 0.10 0.30 0.40 0.32 0.19 0.51 6.74 8 2 43 22 61 54 15 4 6
Multi Family Low Rise 120 DU
14 The Village at Junipero Trip Generation Rates2 0.10 0.30 0.40 0.32 0.19 0.51 6.74 12 36 48 39 22 61 809
Single Family Detached Housing 89 DU
15 Enclave Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 16 46 62 52 31 83 835
Multi Family Low Rise 24 DU
16 Villago Villas Trip Generation Rates2 0.10 0.30 0.40 0.32 0.19 0.51 6.74 28 1 0 84 1 2 1 6 2
Multi Family Low Rise 111 DU
17 Kensington Apartments Trip Generation Rates2 0.10 0.30 0.40 0.32 0.19 0.51 6.74 11 33 44 36 20 56 745
AM Peak Hour PM Peak Hour
Residential Projects
Appendix C: Cumulative Projects Trip Generation
Cumul
Project
No.

Project Title
Peak Hours
Daily
SFR, Shopping Center, Sports Park.

Recreational Community Center
Trip Generation directly from Legado Specific Plan TIA
Menifee Valley SP (Brookfield)
P:\Rincon - Watson & Trumble\Analysis\Cumu l Prj Trips\Cumul Trip Gen (5/8/2025) 5/8/2025 Appendix C - 1
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Land Use Units
In Out Total In Out Total
AM Peak Hour PM Peak Hour
Cumul
Project
No.

Project Title
Peak Hours
Daily
Single Family Detached Housing 45 DU
18 Menifee Coastline TTM38525 Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 8 2 43 22 71 54 24 2 4
Single Family Detached Housing 156 DU
19 Green Valley Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 28 81 109 92 55 147 1,471
Multi Family Low Rise 211 DU
Trip Generation Rates2 0.10 0.30 0.40 0.32 0.19 0.51 6.74 20 64 84 68 40 108 1,422
Convenience Store/Gas Station 7.250 TSF
20 Goetz & Ethanac Commercial 28.26 28.26 56.52 27.26 27.26 54.52 700.43 205 205 410 198 197 395 5,078
Pass By -76% AM -156 -156 -312 -149 -148 -296 -3,834
Net New -75% PM 49 49 98 49 49 99 1,244
Fast-Food Restaurant without Drive-
Through Window 7.040 TSF

25.04 18.14 43.18 16.61 16.61 33.21 450.49
176 128 304 117 117 234 3,171
Automated Car Wash 2.890 TSF

7.10 7.10 14.20 7.10 7.10 14.20 142.00
21 20 41 21 20 41 410
Gasoline/Service Station 16 Pumps

5.14 5.14 10.28 6.96 6.96 13.91 172.01
82 82 164 111 112 223 2,752
Pass By -63% AM -52 -52 -103 -63 -64 -127 -1,651
Net New -57% PM 30 30 61 48 48 96 1,101
Total Net New Trips 276 227 504 235 234 470 5,926
Truck Stop 4P u mps
21 Ethanac Square 6.85 7.12 13.97 8.17 7.25 15.42 224.00 27 29 56 33 29 62 896
Convenience Store/Gas Station 3.800 TSF

28.26 28.26 56.52 27.26 27.26 54.52 700.43
107 108 215 104 103 207 2,662
Pass By -76% AM -81 -82 -163 -78 -77 -155 -2,010
Net New -75% PM 26 26 52 26 26 52 652
Automated Car Wash 2.080 TSF

7.10 7.10 14.20 7.10 7.10 14.20 142.00
15 15 30 15 15 30 295
Total Net New Trips 68 70 138 74 70 144 1,843
All Suites Hotel 108 Rooms
22 On-Deck Trip Generation Rates8 0.18 0.16 0.34 0.18 0.18 0.36 4.4 19 18 37 19 20 39 475
High-Turnover(Sit-Down) Restaurant 5.500 TSF
Trip Generation Rates9 5.26 4.307 9.570 5.52 3.530 9.050 107.2 29 24 53 30 20 50 590
Pass By -43% -12 -10 -23 -13 -9 -22 -254
Net New 17 14 30 17 11 28 336
Fast-Food Restaurant with Drive-
Throu
gh Window 3.000 TSF
22 On-Deck 22.75 21.86 44.61 17.18 15.85 33.03 467.48
68 66 134 52 47 99 1,402
Pass By -50% -34 -33 -67 -26 -24 -50 -701
Net New 34 33 67 26 23 49 701
Gasoline/Service Station 6.000 VFP

5.14 5.14 10.28 6.96 6.96 13.91 172.01
31 31 62 42 41 83 1,032
Pass By -63% AM -20 -20 -39 -24 -23 -47 -619
Net New -57% PM 11 11 23 18 18 36 413
Total Net New Trips 81 76 157 80 72 152 1,925
Trip Generation
Trip Generation Rates5
Trip Generation
Trip Generation Rates6
Trip Generation
Trip Generation Rates7
Commercial Projects
Trip Generation Rates3
Trip Generation
Trip Generation Rates4
Trip Generation
Trip Generation Rates3
Trip Generation
Trip Generation Rates5
Trip Generation
Trip Generation Rates10
Trip Generation
Trip Generation Rates6
Trip Generation
P:\Rincon - Watson & Trumble\Analysis\Cumu l Prj Trips\Cumul Trip Gen (5/8/2025) 5/8/2025 Appendix C - 2
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Land Use Units
In Out Total In Out Total
AM Peak Hour PM Peak Hour
Cumul
Project
No.

Project Title
Peak Hours
Daily
Mini Warehouse 71.637 TSF
23 0.05 0.04 0.09 0.07 0.08 0.15 1.45
4 2 6 5 6 11 104
Gasoline/Service Station 12.000 VFP
24 Motte Countr y Plaza 5.14 5.14 10.28 6.96 6.96 13.91 172.01 62 61 123 83 84 167 2,064
Pass By -63% AM -39 -38 -77 -47 -48 -95 -1,238
Net New -57% PM 23 23 46 36 36 72 826
Convenience Store/Gas Station 3.838 TSF

28.26 28.26 56.52 27.26 27.26 54.52 700.43
108 109 217 105 104 209 2,688
Pass By -76% AM -82 -83 -165 -79 -78 -157 -2,029
Net New -75% PM 26 26 52 26 26 52 659
Automated Car Wash 1.050 TSF

7.10 7.10 14.20 7.10 7.10 14.20 142.00
78 1 5 78 1 5 1 4 9
Total Net New Trips 56 57 113 69 70 139 1,634
General Light Industrial 1500.000 TSF
25 0.65 0.09 0.74 0.09 0.56 0.65 4.87
977 133 1,110 137 838 975 7,305
Gasoline/Service Station 8 VHP
26 Harvest Glen Marketplace 5.14 5.14 10.28 6.96 6.96 13.91 172.01 41 41 82 56 55 111 1,376
Pass By -63% AM -26 -26 -52 -32 -31 -63 -826
Net New -57% PM 15 15 30 24 24 48 550
Fast-Food Restaurant without Drive-
Through Window 1.102 TSF

25.04 18.14 43.18 16.61 16.61 33.21 450.49
28 20 48 18 19 37 496
Automated Car Wash 3.000 TSF

7.10 7.10 14.20 7.10 7.10 14.20 142.00
21 22 43 21 22 43 426
Fast-Food Restaurant with Drive-
Throu
gh Window 3.268 TSF

22.75 21.86 44.61 17.18 15.85 33.03 467.48
74 72 146 56 52 108 1,528
Pass By -50% -37 -36 -73 -28 -26 -54 -764
Net New 37 36 73 28 26 54 764
Total Net New Trips 101 93 194 91 91 182 2,236
27 Omega Paving Trip Generation
Medical-Dental Office Building 50.800 TSF
28 2.45 0.65 3.10 1.18 2.75 3.93 36.00
124 33 157 60 140 200 1,829
Church 12.638 TSF
29 The View Church 0.20 0.12 0.32 0.22 0.27 0.49 7.60
3143369 6
Fast-Food Restaurant with Drive-
Throu
gh Window 2.158 TSF
30 Burger King 22.75 21.86 44.61 17.18 15.85 33.03 467.48 49 47 96 37 34 71 1,009
Pass By -50% -25 -24 -48 -19 -17 -36 -505
Net New 24 23 48 18 17 35 504
Convenience Store/Gas Station 3.200 TSF
31 McCall-Encanto Gas Station 28.26 28.26 56.52 27.26 27.26 54.52 700.43 90 91 181 87 87 174 2,241
Pass By -76% AM -68 -69 -138 -65 -65 -131 -1,692
Net New -75% PM 22 22 43 22 22 43 549
Gasoline/Service Station 12 VFP

5.14 5.14 10.28 6.96 6.96 13.91 172.01
62 61 123 83 84 167 2,064
Pass By -63% AM -39 -38 -77 -47 -48 -95 -1,238
Net New -57% PM 23 23 46 36 36 72 826
Menifee West Coast Self-Storage
Facility Tri
p Generation Rates11
Trip Generation
Trip Generation Rates6
Trip Generation
Trip Generation Rates3
Trip Generation
Trip Generation Rates
5 Trip Generation
Trip Generation
Trip Generation Rates5
Trip Generation
Trip Generation Rates10
Trip Generation
NominalTrips
HWY 74 and Menifee Road
Commercial and Industrial Center
(Howard)
Trip Generation Rates
12 Trip Generation
Trip Generation Rates6
Trip Generation
Trip Generation Rates4
Trip Generation
Trip Generation Rates3
Trip Generation
Trip Generation Rates6
Trip Generation
Kaiser Permanente Medical Office Trip Generation Rates13 Trip Generation
Trip Generation Rates14
Trip Generation
Trip Generation Rates10
P:\Rincon - Watson & Trumble\Analysis\Cumu l Prj Trips\Cumul Trip Gen (5/8/2025) 5/8/2025 Appendix C - 3
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Land Use Units
In Out Total In Out Total
AM Peak Hour PM Peak Hour
Cumul
Project
No.

Project Title
Peak Hours
Daily
Automated Car Wash 1.140 TSF

7.10 7.10 14.20 7.10 7.10 14.20 142.00
88 1 6 88 1 6 1 6 2
Fast-Food Restaurant with Drive-
Through Window 3.900 TSF

22.75 21.86 44.61 17.18 15.85 33.03 467.48
89 85 174 67 62 129 1,823
Pass By -50% -45 -43 -87 -34 -31 -65 -912
Net New 44 42 87 33 31 64 911
Total Net New Trips 97 95 192 99 97 195 2,448
Mini Warehouse 150.541 TSF
32 McCall Square (Rancon) 0.05 0.04 0.09 0.07 0.08 0.15 1.45 8 6 14 11 12 23 218
Shopping Plaza (40-150k) 84.200 TSF

2.19 1.34 3.53 4.33 4.70 9.03 94.49
184 113 297 365 395 760 7,956
Pass By -40% -74 -45 -119 -146 -158 -304 -3,182
Net New 110 68 178 219 237 456 4,774
Total Net New Trips 118 74 192 230 249 479 4,992
33 New Wireless Communication
Facilit
y Trip Generation
Shopping Plaza (>150k) 484.300 TSF
34 Motte Town Center (MTC) 0.52 0.32 0.84 1.63 1.77 3.40 37.01 252 155 407 790 857 1,647 17,924
Pass By -19% -48 -29 -77 -150 -163 -313 -3,406
Net New 204 126 330 640 694 1,334 14,518
Convenience Store/Gas Station 22.430 TSF
35 Ethanac Travel Center 28.26 28.26 56.52 27.26 27.26 54.52 700.43 634 634 1,268 611 612 1,223 15,711
Pass By -76% AM -482 -482 -964 -458 -459 -917 -11,862
Net New -75% PM 152 152 304 153 153 306 3,849
Convenience Store/Gas Station 6.900 TSF
36 Beyond Market 28.26 28.26 56.52 27.26 27.26 54.52 700.43 195 195 390 188 188 376 4,833
Pass By -76% AM -148 -148 -296 -141 -141 -282 -3,649
Net New -75% PM 47 47 94 47 47 94 1,184
Fast-Food Restaurant with Drive-
Through Window 33.000 TSF
37 Farmer Boys 22.75 21.86 44.61 17.18 15.85 33.03 467.48 751 721 1,472 567 523 1,090 15,427
Pass By -50% -376 -361 -736 -284 -262 -545 -7,714
Net New 375 360 736 283 261 545 7,713
38 Home De pot Euipment Rent
Warehousing 87.770 TSF
39 Trip Generation Rates17 0.15 0.05 0.200 0.07 0.15 0.226 2.621 13 5 18 7 13 20 230
700.037 TSF
40 0.077 0.034 0.111 0.035 0.080 0.115 1.739
Trip Generation Rates18 54 24 78 25 56 81 1,218
Warehousing 154.831 TSF
41 Trip Generation Rates17 0.147 0.054 0.200 0.074 0.151 0.226 2.621 2 3 8 3 11 12 43 54 0 6
497.400 TSF
42 Ares Warehouse on Murrieta 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 38 17 55 18 39 57 865
General Office Building 20.320 TSF
Trip Generation Rates19 1.34 0.18 1.52 0.24 1.20 1.44 10.840 27 4 31 5 24 29 220
Industrial Projects
COMPASS - Project Site 2 Wheat
Warehouse
CADO Menifee Industrial
Warehouse
COMPASS - Project Site 1
Corsica Business Park
Trip Generation Rates
10 Trip Generation
Trip Generation Rates5
Trip Generation
Trip Generation Rates15
Trip Generation
NominalTrips
Trip Generation Rates16
Trip Generation
Trip Generation Rates11
Trip Generation
Trip Generation Rates6
Trip Generation
Trip Generation Rates6
Trip Generation
Trip Generation Rates10
Trip Generation
This is part of the existing Home Depot. No additional trips from this cumulative project will affect our project.

High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
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Land Use Units
In Out Total In Out Total
AM Peak Hour PM Peak Hour
Cumul
Project
No.

Project Title
Peak Hours
Daily
1,286.607 TSF
43 0.077 0.034 0.111 0.035 0.080 0.115 1.739
Trip Generation Rates18 99 44 143 45 103 148 2,238
Warehousing 138.546 TSF
44 Trip Generation Rates17

0.147 0.054 0.200 0.074 0.151 0.226 2.621
2 0 8 2 81 02 13 13 6 3
General Office Building 6.000 TSF
Trip Generation Rates19 1.34 0.18 1.52 0.24 1.20 1.44 10.840 8191896 5
Warehousing 103.069 TSF
45 Ethanac & Barnett Warehouse Trip Generation Rates17 0.147 0.054 0.200 0.074 0.151 0.226 2.621 15 6 21 8 15 23 270
Manufacturing 12.496 TSF

0.52 0.16 0.680 0.23 0.51 0.740 4.750
6283695 9
General Office Building 10.000 TSF
Trip Generation Rates19 1.34 0.18 1.52 0.24 1.20 1.44 10.840 13 2 15 2 12 14 108
Warehousing 411.829 TSF
46 Trip Generation Rates17 0.147 0.054 0.200 0.074 0.151 0.226 2.621 60 23 83 31 62 93 1,080
Warehousing 58.643 TSF
47 United Carports Warehouse Trip Generation Rates17 0.147 0.054 0.200 0.074 0.151 0.226 2.621 93 1 2 49 1 3 1 5 4
Warehousing 277.578 TSF
48 Trip Generation Rates17 0.147 0.054 0.200 0.074 0.151 0.226 2.621 41 15 56 21 42 63 728
264.710 TSF
49 Ethanac Business Park 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 20 9 29 9 22 31 460
1,640.130 TSF
50 Menifee Commerce Cente r 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 126 56 182 58 131 189 2,853
928.638 TSF
51 Motte Business Cente r 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 71 32 103 33 74 107 1,615
General Office Building 10.000 TSF
Trip Generation Rates19 1.34 0.18 1.52 0.24 1.20 1.44 10.840 13 2 15 2 12 14 108
Warehousing 200.000 TSF
Trip Generation Rates17 0.147 0.054 0.200 0.074 0.151 0.226 2.621 29 11 40 15 30 45 524
52 Nova Power Bank Project Trip Generation
53 Double Butte BESS Trip Generation
491.467 TSF
54 0.077 0.034 0.111 0.035 0.080 0.115 1.739
Trip Generation Rates18 38 16 54 17 40 57 855
1,000.000 TSF
55 0.077 0.034 0.111 0.035 0.080 0.115 1.739
Trip Generation Rates18 77 34 111 35 80 115 1,739
1,396.020 TSF
56 0.077 0.034 0.111 0.035 0.080 0.115 1.739
Trip Generation Rates18 107 48 155 49 112 161 2,428
1,385.090 TSF
57 0.077 0.034 0.111 0.035 0.080 0.115 1.739
Trip Generation Rates18 106 48 154 49 111 160 2,409
Northern Gateway Commerce
Center
High-Cube Transload and Short-Term
Storage Warehouse
COMPASS - Project Site 3
Ethanac and Evans Warehouse
Trip Generation Rates
20 McLaughlin San Jacinto
Warehouses
Northern Gateway Logistics
Center
Mapes and Sherman Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
IDI Site 3 - Bld 2 of 3 (Total
2,797,522 SF)
IDI Site 2 - Bld 2 of 3 (Total
3,192,567)
IDI Site 2 - Bld 1 of 3 (Totla
3,192,567)
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
NominalTrips
NominalTrips
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Land Use Units
In Out Total In Out Total
AM Peak Hour PM Peak Hour
Cumul
Project
No.

Project Title
Peak Hours
Daily
1,000.000 TSF
58 0.077 0.034 0.111 0.035 0.080 0.115 1.739
Trip Generation Rates18 77 34 111 35 80 115 1,739
784.000 TSF
59 IDI - Site 1 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 60 27 87 28 62 90 1,364
535.207 TSF
60 IDI Site 2 - Bld 3 of 3 (Total 3,192,5 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 41 18 59 19 43 62 931
Manufacturing 61.050 TSF
61 Marijuana Manufacturing 0.52 0.16 0.680 0.23 0.51 0.740 4.750 32 10 42 14 31 45 290
Manufacturing 33.000 TSF
62 Malbert Cultivation 0.52 0.16 0.680 0.23 0.51 0.740 4.750 17 5 22 8 16 24 157
General Light Industrial 6.115 TSF
63 CSLM Construction - Modular Stor a 0.65 0.09 0.74 0.09 0.56 0.65 4.87 4151343 0
670.000 TSF
64 NewCastle Indus 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 51 23 74 24 53 77 1,165
498.000 TSF
65 Richland Ind (Green Valley SP) 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 38 17 55 18 39 57 866
Mini Warehouse 116.000 TSF
66 0.05 0.04 0.09 0.07 0.08 0.15 1.45
64 1 0 89 1 7 1 6 8
350.000 TSF
67 Blue Mar quise Indus 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 27 12 39 12 28 40 609

14.000 TSF

1.15 0.20 1.35 0.32 0.90 1.22 12.44
Trip Generation Rates21 16 3 19 4 13 17 174
68 Hillwood San Jacinto 1,135 476 1,611 1,148 1,309 2,454 22,467 742.000 TSF
69 Perris Air port Logistics 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 57 25 82 26 60 86 1,290
648.630 TSF
70 Airport / Mapes Commerce Ind 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 50 22 72 23 52 75 1,128
412.000 TSF
71 Ethanac Lo gistics Center (Hillwo 0.077 0.034 0.111 0.035 0.080 0.115 1.739 Trip Generation Rates18 32 14 46 15 33 48 717
Warehousing 204.269 TSF
72 Waypoint Commerce (Bld 1) Trip Generation Rates17 0.147 0.054 0.200 0.074 0.151 0.226 2.621 30 11 41 15 31 46 535
Warehousing 155.583 TSF
73 Waypoint Commerce (Bld 2) Trip Generation Rates17 0.147 0.054 0.200 0.074 0.151 0.226 2.621 2 3 8 3 11 22 33 54 0 8
Drop Lot 22.86 Ac
74 CH Truck Terminal Trip Generation Rates22 3.01 3.15 6.19 2.48 3.01 5.49 81.04 69 72 141 57 69 126 1,852
Single Family Detached Housing 240 DU
75 Beyond Menifee Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 44 124 168 142 84 226 2,263
Shopping Plaza (40-150k) 71.100 TSF

2.19 1.34 3.53 4.33 4.70 9.03 94.49
Business Park
Richland Self-Storage (Green
Valley SP) Trip Generation Rates11
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
IDI Site 3 Bld 3 of 3 (Total
2,797,522 SF)
Trip Generation Rates
15 Trip Generation Rates12
Trip Generation
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
Trip Generation
High-Cube Transload and Short-Term
Storage Warehouse
Trips fom New Perris Commerce Center Specific Plan
High-Cube Transload and Short-Term
Storage Warehouse
High-Cube Transload and Short-Term
Storage Warehouse
Mixed Use Projects
Trip Generation Rates20
Trip Generation Rates20
P:\Rincon - Watson & Trumble\Analysis\Cumu l Prj Trips\Cumul Trip Gen (5/8/2025) 5/8/2025 Appendix C - 6
translutions
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Land Use Units
In Out Total In Out Total
AM Peak Hour PM Peak Hour
Cumul
Project
No.

Project Title
Peak Hours
Daily
156 95 251 308 334 642 6,718
Pass By -40% -62 -38 -100 -123 -134 -257 -2,687
Net New 94 57 151 185 200 385 4,031
Convenience Store/Gas Station 7.460 TSF

20.30 20.30 40.59 24.24 24.24 48.48 624.20
151 152 303 181 181 362 4,657
Pass By -76% AM -115 -116 -230 -136 -136 -272 -3,516
Net New -75% PM 36 36 73 45 45 90 1,141
Automated Car Wash 1.790 TSF

7.10 7.10 14.20 7.10 7.10 14.20 142.00
13 12 25 13 12 25 254
Convenience Store/Gas Station 5.890 TSF

20.30 20.30 40.59 24.24 24.24 48.48 624.20
120 119 239 143 143 286 3,677
Pass By -76% AM -91 -90 -182 -107 -107 -215 -2,776
Net New -75% PM 29 29 57 36 36 71 901
Total Net New Trips 216 258 474 421 377 797 8,590
Single Family Detached Housing 91 DU
76 Menifee Village TTM Trip Generation Rates1 0.18 0.52 0.70 0.59 0.35 0.94 9.43 17 47 64 54 32 86 858
77 Case Road Mixed-Use Trips From Case Road Mixed Use TIA 773 391 1,164 926 1,049 1,975 17,508 5,754 4,063 9,820 5,621 6,941 12,561 140,653
Notes: DU=Dwelling Units, TSF=Thousand Square Feet
Trip Generation
Trip Generation Rates21
Trip Generation
Trip Generation Rates
5 Trip Generation
4 Trip generation based on rates for Land Use 933 - "Fast-Food Restaurant without Drive-Through Window" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 5 Trip generation based on rates for Land Use 948 - "Automated Car Wash" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). Wkdy avg. rate for trip gen for 1000 Sq.ft. is available for PM only.

PM rate used for AM. Daily rate is 10 times the PM rate. 6 Trip generation based on rates for Land Use 944 - "Gasoline Service Station" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 7 Trip generation based on rates for Land Use 950 - "Truck Stop" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 8 Trip generation based on rates for Land Use 311 - "All Suites Hotel" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 9 Trip generation based on rates for Land Use 932 - "High-Turnover(Sit-Down) Restaurant" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition).

Trip Generation Rates21
Trip Generation
Total Net Trip Generation
1 Trip generation based on rates for Land Use 210 - "Single-Family Detached Housing" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 2 Trip generation based on rates for Land Use 220 - "Multifamily Housing (Low-Rise)" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 3 Trip generation based on rates for Land Use 945 - "Convenience Store/Gas Station - VFP (9-15)" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 16 Trip generation based on rates for Land Use 820 - "Shopping Plaza (>150k)" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 17 Trip generation based on rates for Land Use 150 - "Warehousing" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). Refer to Appendix for PCE Conversion. 18 Trip generation based on PCE rates for Land Use 154 - "High-Cube Transload and Short-Term Warehouse" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). Refer to Appendix for PCE 19 Trip generation based on rates for Land Use 710 - "General Office Building" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 20 Trip generation based on rates for Land Use 140 - "Manufacturing" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 21 Trip generation based on rates for Land Use 770 - "Business Park" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 10 Trip generation based on rates for Land Use 934 - "Fast-Food Restaurant with Drive-Through Window" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 11 Trip generation based on rates for Land Use 151 - "Mini Warehouse" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 12 Trip generation based on rates for Land Use 110 - "General Light Industrial" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 13 Trip generation based on rates for Land Use 720 - "Medical Dental Office Building" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 14 Trip generation based on rates for Land Use 560 - "Church" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 15 Trip generation based on rates for Land Use 821 - " Shopping Plaza (40-150k)" from Institute of Transportation Engineers' (ITE) Trip Generation (11th Edition). 22 Rates base on Suvey Data.

Pass-By rates based on 2021 Pass-By Tables for ITE Trip Generaion.

P:\Rincon - Watson & Trumble\Analysis\Cumu l Prj Trips\Cumul Trip Gen (5/8/2025) 5/8/2025 Appendix C - 7
translutions

I I I I
the transportation solutions company...

Land Use Units In Out Total In Out Total
PHASE 1
Bldg. 1 High-Cube Warehouse1 611 TSF
32 5 37 14 41 55 721
1 2 3 0 2 2 33
4 2 6 0 2 2 56
12 12 24 6 6 12 252
Total Truck PCE 17 16 33 6 10 16 341
49 21 70 20 51 71 1,062
Bldg. 4 Fulfillment Center Warehouse (Based on 7-Surveyed Sites)2 1,100.900 TSF 308 65 373 440 411 851 4,751
2 2 3 0 2 2 219
6 6 12 2 6 8 254
39 27 69 24 39 63 1,308
Total Truck PCE 47 35 84 26 47 73 1,781
355 100 457 466 458 924 6,532
Bldg. 4 Cold Storage Warehouse3 120.100 TSF
9 1 10 4 7 11 165
0 2 2 0 2 2 47
0 0 0 0 0 0 20
3 3 6 3 3 6 147
Total Truck PCE 3 5 8 3 5 8 214
12 6 18 7 12 19 379
Bldg. 5 Business Park4 62.150 TSF
71 13 84 20 56 76 773
Bldg. 6 Business Park5 66.170 TSF
76 13 89 21 60 81 823
Bldg. 7 Business Park6 48.470 TSF
56 10 66 15 44 59 603
Bldg. 8 Business Park7 58.700 TSF
67 12 79 19 53 72 730
Retail8 6.780 TSF
10 6 16 22 23 45 369
(2) (2) (4) (9) (9) (18) (103)
8 4 12 13 14 27 266
Dog Park9 1.000 Park
8 5 13 12 22 34 265
Passenger Cars 635 128 763 558 708 1,266 9,097
Truck PCE
2-Axle Trucks 3 6 8 0 6 6 299
3-Axle Trucks 10 8 18 2 8 10 330
4-Axle Trucks 54 42 99 33 48 81 1,707
Total Truck PCE 67 56 125 35 62 97 2,336
Phase 1 Total PCE 702 184 888 593 770 1,363 11,433
Phase 2 Driveway Trips (Without Pass By) 704 186 892 602 779 1,381 11,536 Table A: Phases 1 and 2 Project Trip Generation Summary Peak Hour
DailyAM Peak Hour PM Peak Hour
Total PCE
Passenger Cars
Truck PCE
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Total PCE
Passenger Cars
Truck PCE
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Pass-By Trips
Passenger Cars
Truck PCE
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Total PCE
Total Trip Generation
Total Trip Generation
Total Trip Generation
Total Trip Generation
Total Trip Generation
Net Trip Generation
Total Trip Generation
PHASE 1 Trip Generation (Passenger Car Equivalent Trips, By Vehicle Type) P:\Hillwood - Perris San Jacinto\Scope v4\Trip Gen\With & WO Pass By (6/19/2024) 6/19/2024 Appendix C - 8
translutions
the transportation solutions company...

Land Use Units In Out Total In Out Total
Table A: Phases 1 and 2 Project Trip Generation Summary Peak Hour
DailyAM Peak Hour PM Peak Hour
PHASE 2
Bldg. 2 High-Cube Warehouse10 700.315 TSF
Passenger Cars 36 6 42 16 47 63 826
Truck PCE
1 2 3 0 2 2 39
3-Axle Trucks 4 2 6 0 2 2 64
15 12 27 6 6 12 288
Total Truck PCE 20 16 36 6 10 16 391
56 22 78 22 57 79 1,217
Bldg. 2 Cold Storage Warehouse11 76.035 TSF
6 0 6 3 4 7 104
2 0 2 2 0 2 30
0 0 0 0 0 0 12
0 3 3 0 3 3 93
Total Truck PCE 2 3 5 2 3 5 135
8 3 11 5 7 12 239
Bldg. 3 Fulfillment Center Warehouse (Based on 7-Surveyed Sites)12 743.033 TSF 208 44 252 297 277 574 3,207
2 2 2 0 2 2 149
4 4 8 2 4 6 170
27 18 45 18 27 42 882
Total Truck PCE 33 24 55 20 33 50 1,201
241 68 307 317 310 624 4,408
Bldg. 3 Cold Storage Warehouse13 80.337 TSF
6 0 6 2 5 7 110
2 0 2 2 0 2 32
0 0 0 0 0 0 14
0 3 3 0 3 3 99
Total Truck PCE 2 3 5 2 3 5 145
8 3 11 4 8 12 255
Convenience Store/Gas Station14 22.000 VFP
348 347 695 296 296 592 7,607
(264) (264) (528) (222) (222) (444) (5,705)
84 83 167 74 74 148 1,902
Car Wash15 1.800 TSF
0 0 0 13 13 26 499
84 83 167 87 87 174 2,401
Multifamily Residential16 373 DU
36 113 149 120 70 190 2,514
Passenger Cars 376 246 622 525 490 1,015 9,162
Truck PCE
2-Axle Trucks 7 4 9 4 4 8 250
3-Axle Trucks 8 6 14 2 6 8 260
4-Axle Trucks 42 36 78 24 39 60 1,362
Total Truck PCE 57 46 101 30 49 76 1,872
Phase 2 Total PCE 433 292 723 555 539 1,091 11,034
Phase 2 Driveway Trips (Without Pass By) 697 556 1,251 777 761 1,535 16,739 Total PCE
2-Axle Trucks
4+ Axle Trucks
Total PCE
Passenger Cars
Truck PCE
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Total PCE
Passenger Cars
Truck PCE
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Total PCE
Passenger Cars
Truck PCE
2-Axle Trucks
3-Axle Trucks
4+ Axle Trucks
Trip Generation
Pass-By Trips
Net Trip Generation
Trip Generation
Total Trip Generation
Total Trip Generation
PHASE 2 Trip Generation (Passenger Car Equivalent Trips, By Vehicle Type) P:\Hillwood - Perris San Jacinto\Scope v4\Trip Gen\With & WO Pass By (6/19/2024) 6/19/2024 Appendix C - 9
translutions
the transportation solutions company...

Land Use Units In Out Total In Out Total
Table A: Phases 1 and 2 Project Trip Generation Summary Peak Hour
DailyAM Peak Hour PM Peak Hour
1,011 374 1,385 1,083 1,198 2,281 18,259
10 10 17 4 10 14 549
18 14 32 4 14 18 590
96 78 177 57 87 141 3,069
124 102 226 65 111 173 4,208
Total PCE 1,135 476 1,611 1,148 1,309 2,454 22,467
Phase 1 and 2 Driveway Trips (Without Pass By) 1,401 742 2,143 1,379 1,540 2,916 28,275 1 Detailed trip generation and trip rates for Building 1 - "High-Cube Transload and Short Term Storage Warehouse" are included in Attachment B - Table B-1. 2 Detailed trip generation and trip rates for Building 4 - "Fullfillment Center Warehouse (Based on 7-surveyed Sites)" are included in Attachment B - Table B-2 and B-3. 3 Detailed trip generation and trip rates for Building 4 - "High-Cube Cold Storage Warehouse" are included in Attachment B - Table B-4. 4 Detailed trip generation and trip rates for Building 5 - "Business Park" are included in Attachment B - Table B-5. 5 Detailed trip generation and trip rates for Building 6 - "Business Park" are included in Attachment B - Table B-6. 6 Detailed trip generation and trip rates for Building 7 - "Business Park" are included in Attachment B - Table B-7. 7 Detailed trip generation and trip rates for Building 8 - "Business Park" are included in Attachment B - Table B-8. 8 Detailed trip generation and trip rates for "Retail" are included in Attachment B - Table B-9. 9 Detailed trip generation and trip rates for "Dog Park" are included in Attachment B - Table B-10. 10 Detailed trip generation and trip rates for Building 2 - "High-Cube Transload and Short Term Storage Warehouse" are included in Attachment B - Table B-11. 11 Detailed trip generation and trip rates for Building 2 - "High-Cube Cold Storage Warehouse are included in Attachment B - Table B-2. 12 Detailed trip generation and trip rates for Building 3 - "Fullfillment Center Warehouse (Based on 7-surveyed Sites)" are included in Attachment B - Table B-13 and Table B-3. 13 Detailed trip generation and trip rates for Building 3 - "High-Cube Cold Storage Warehouse" are included in Attachment B - Table B-14. 14 15
16 2-Axle Trucks
Project Completion Phases 1 and 2 Trip Generation (Passenger Car Equivalent Trips, By Vehicle Type) Passenger Cars
Truck PCE
3-Axle Trucks
4+ Axle Trucks
Total Truck PCE
Detailed trip generation and trip rates for "Convenience Store/Gas Station - GFA (5.5-10k)" are included in Attachment B - Table B-15.

Detailed trip generation and trip rates for "Automated Car Wash" are included in Attachment B - Table B-15.

Detailed trip generation and trip rates for "Multifamily Housing (Low-Rise) - Not Close to Rail Transit" are included in Attachment B - Table B-16.

P:\Hillwood - Perris San Jacinto\Scope v4\Trip Gen\With & WO Pass By (6/19/2024) 6/19/2024 Appendix C - 10
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/19 /4 /i255 /13 /14 /75 /16 /81 /3 /94/i255/22 /i255/22/i255/86/i255/22/i255/22/i255/86/i255/86/76 /i255 /i255 /i255 /i255 /i255 /i255/i255 /i255 /i255 /i255 /i255 /24 /11 /2 /10 /19 /4 /i255 /13 /14 /75 /16 /81 /3 /94/i255/86 /i255/86/i255/76/i255/86/i255/86/i255/76/i255/76/26 /i255 /i255 /i255 /i255 /i255 /i255/i255 /i255 /i255 /i255 /i255 /76 /95 /11 /2 /10 /19 /4 /i255 /13 /14 /75 /16 /81 /3 /94/i255/73 /i255/22/26/i255/22/73/i255/73/i255/22/26/i255/22/73/i255/22/77 /87 /i255 /i255 /i255 /i255 /i255 /i255/13 /6 /28 /2 /19 /i255 /13 /14 /75 /16 /81 /i255 /13 /14 /9 /27 /3 /i255 /71 /66 /1 /67 /74/94/22 /86/i255/22/24/i255/86/23/i255/22/86/i255/22/24/i255/86/23/i255/86/76 /86 /i255 /92 /75/19 /15 /9 /19 /19/69/4/18 /28 /i255 /1 /4 /18 /28 /4 /14 /i255 /13 /6 /28 /2 /19 /i255 /13 /14 /9 /27 /3/86 /24 /23 /87/i255/73/26/i255/76/76 /87/i255/86/76 /26/i255/24/77 /24/i255/25/22 /24/i255/24/72 /24 /23 /25/i255 /93 /6/28 /4/19/22 /86/87/5/6 /6/69/3 /24 /24/i255/86/25/i255/23/73/i255/24/73/i255/24/77/i255/77/25/i255/22/72 /26 /86 /76/i255 /i255 /i255 /i255 /i255 /i255/70 /18 /28 /4 /14 /18 /2 /19 /i255 /1 /2 /27 /28 /75 /14 /4 /i255 /13 /14 /9 /27 /i255 /5 /4 /7 /75 /16 /28 /9 /6 /18 /i255 /71 /93 /6 /28 /4 /19/74/11 /22/i255/11/25/i255/11/77/i255/11/86 /26/i255/11/22 /87/i255/11/24 /87/i255/11/23 /22 /86/i255 /93 /9 /79/62 /i255 /13 /75 /14 /18 /6 /68 /4 /14 /i255 /71 /65 /9 /28 /11 /91 /6/85/18/74 /i255 /5 /4 /3 /28 /2 /75 /14 /2 /18/28/86 /77 /82 /26 /26/26/13/65/92/22 /76 /86/i255/22/22 /25/i255/86/23 /87/i255/22/76 /73/i255/73/23/i255/86/76 /76/i255/86/72 /87 /73 /76/i255 /i255 /i255 /i255 /i255 /i255/66 /2 /3 /3 /11 /80 /20 /i255 /5 /4 /7 /75 /16 /28 /9 /6 /18 /i255 /71 /66/8/96/91 /2 /9 /19 /20 /i255 /97 /i255 /76 /24/98/74 /26/i255/26/i255/26/i255/11/86 /22/i255/11/86 /22/i255/11/76 /86/i255/11/77 /23 /76/i255 /92 /2 /3/28 /11 /92 /6 /6 /7 /i255 /5 /4 /3 /28 /2 /75 /14 /2 /18 /28 /i255/85/9/28 /62 /i255 /91 /14 /9 /68 /4 /11 /13 /62 /14/75/23 /82 /25 /26/26/13/65/92/22 /86 /77/i255/22/86 /86/i255/86/76 /73/i255/73/25/i255/87/73/i255/22/87 /23/i255/86/72 /25 /22 /87/i255 /i255 /i255 /i255 /i255 /i255/70 /18 /28 /4 /14 /18 /2 /19 /i255 /1 /2 /27 /28 /75 /14 /4 /i255 /13 /14 /9 /27 /i255 /5 /4 /7 /75 /16 /28 /9 /6 /18 /i255 /71 /5 /4 /3 /28 /2 /75 /14 /2 /18 /28/74/11 /22 /77/i255/11/22 /25/i255/11/24 /24/i255/11/87 /24/i255/11/87 /87/i255/11/22 /77 /22/i255/11/86 /72 /22 /73 /87/i255 /i255 /i255 /i255 /i255 /i255/66 /2 /3 /3 /11 /80 /20 /i255 /5 /4 /7 /75 /16 /28 /9 /6 /18 /i255 /71 /17/8/i255/97 /i255 /23 /26/98/99/i255 /66/8/96/91 /2 /9 /19 /20 /i255 /97 /i255 /23 /23/98/74 /11/23 /24/i255/11/23 /24/i255/11/22 /26 /25/i255/11/86 /25/i255/11/86 /25/i255/11/23 /86/i255/11/87 /25 /26/i255 /66 /2/3 /3 /4 /18 /79 /4 /14 /i255 /1 /2 /14/3/23 /87 /73/i255/86/77 /23/i255/87/25 /76/i255/24/77 /73/i255/76/76 /77/i255/87/86 /25/i255/23/72 /25 /77 /76/i255 /13 /14 /75/16 /81 /3 /i255 /71 /66 /1 /67/74/22 /86/i255/22/24/i255/86/23/i255/22/86/i255/22/24/i255/86/23/i255/86/76 /86 /i255 /41 /100 /101/102 /103 /104 /105 /i255 /32 /101 /105 /106 /107 /i255 /32 /100 /108 /109 /110 /i255 /53 /41 /45 /36 /54/56 /111 /59 /57/i255/56/112 /112/i255/112/112 /58/i255/30/58 /57/i255/38/111 /59/i255/112/29 /57/i255/29/113 /58 /57 /111/i255 /67 /10 /9/3 /28 /9 /18 /79 /i255 /1 /6/69/69/4/14 /16 /9 /2 /19/24 /24 /22 /73 /82 /26 /26/26/13/65/92/22 /73 /22/i255/22/22 /87/i255/24/26 /73/i255/25/22 /25/i255/25/25 /77/i255/22/72 /86 /87 /24/i255/22/24 /72 /86 /24/86 /i255 /i255 /i255 /i255 /i255 /i255/70 /18 /28 /4 /14 /18 /2 /19 /i255 /1 /2 /27 /28 /75 /14 /4 /i255 /13 /14 /9 /27 /i255 /5 /4 /7 /75 /16 /28 /9 /6 /18 /i255 /71 /5 /4 /28 /2 /9 /19/74/11 /22 /73/i255/11/22 /23/i255/11/24 /76/i255/11/87 /22/i255/11/77 /87/i255/11/22 /23 /73/i255/11/22 /72 /25 /76 /26/i255 /32 /101/105 /106 /107 /i255 /32 /100 /108 /109 /110 /i255 /53 /46 /114 /104 /107 /115 /116 /108 /114 /117 /i255 /36 /118 /108 /110 /105 /108 /114 /117 /i255 /45 /101/119/119/103/100 /104 /108 /106 /107/54/120 /120 /30/i255/30/58 /57/i255/57/113 /57 /111 /38/i255/58/56 /111/i255/57/113 /59 /38 /58/i255/57/113 /58 /120 /29/i255/57/120 /113 /29 /59/112 /i255 /22/i255 /i255 /13 /65 /92 /i255 /97 /i255 /28 /62 /6 /75 /3 /2 /18 /7 /i255 /3 /78 /75 /2 /14 /4 /i255 /15 /4 /4 /28 /86 /i255 /i255/13 /6 /28 /2 /19 /i255 /13 /14 /9 /27 /3 /i255 /97 /i255 /66 /2 /3 /3 /4 /18 /79 /4 /14 /i255 /1 /2 /14 /3 /i255 /95 /i255 /13 /14 /75 /16 /81 /i255 /13 /14 /9 /27 /3 /82 /24 /i255 /i255/13 /62 /4 /i255 /24 /22 /73 /72 /26 /26 /26 /i255 /3 /78 /75 /2 /14 /4 /i255 /15 /4 /4 /28 /i255 /6 /15 /i255 /79 /4 /18 /4 /14 /2 /19 /i255 /16 /6/69/69/4/14 /16 /9 /2 /19 /i255 /75 /3 /4 /i255 /28 /62 /2 /28 /i255 /16 /75 /14 /14 /4 /18 /28 /19 /20 /i255 /4 /10 /9 /3 /28 /3 /i255 /2 /28 /i255 /1 /2 /3 /4 /i255 /5 /6 /2 /7 /i255 /2 /18 /7 /i255 /67 /28 /62 /2 /18 /2 /16 /i255 /5 /6 /2 /7 /82 /17/8/i255/66 /4 /2 /81 /i255 /93 /6 /75/14/66 /8/i255/66 /4 /2 /81 /i255 /93 /6 /75 /14 Appendix C - 12

URBAN I CROSSROADS
Trumble Road and Watson Road Warehouse
Traffic Study
June 2025

53 APPENDIX D:

Traffic Counts (Intersection and Roadway Segment)

trans!utions
the tr.in~port.1bu11 ~olutiun~ comp,111q
File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 10 8 0 18 3 0 4 7 0 1 7 8 33
07:15 AM 0 0 0 0 4 7 0 11 6 0 3 9 0 4 4 8 28
07:30 AM 0 0 0 0 6 5 0 11 6 0 5 11 0 3 7 10 32
07:45 AM 0 0 0 0 8 5 0 13 4 0 4 8 0 4 7 11 32
Total 0 0 0 0 28 25 0 53 19 0 16 35 0 12 25 37 125
08:00 AM 0 0 0 0 10 7 0 17 4 0 3 7 0 4 3 7 31
08:15 AM 0 0 0 0 6 6 0 12 8 0 4 12 0 5 4 9 33
08:30 AM 0 0 0 0 5 7 0 12 9 0 3 12 0 1 7 8 32
08:45 AM 0 0 0 0 1 2 1 4 8 0 8 16 0 1 12 13 33
Total 0 0 0 0 22 22 1 45 29 0 18 47 0 11 26 37 129
Grand Total 0 0 0 0 50 47 1 98 48 0 34 82 0 23 51 74 254 Apprch % 0 0 0 51 48 1 58.5 0 41.5 0 31.1 68.9
Total % 0 0 0 0 19.7 18.5 0.4 38.6 18.9 0 13.4 32.3 0 9.1 20.1 29.1 Passenger Vehicles 0 0 0 0 45 26 1 72 18 0 29 47 0 11 16 27 146 % Passenger Vehicles 0 0 0 0 90 55.3 100 73.5 37.5 0 85.3 57.3 0 47.8 31.4 36.5 57.5 Large 2 Axle Vehicles 0 0 0 0 2 5 0 7 2 0 3 5 0 2 3 5 17 % Large 2 Axle Vehicles
0 0 0 0 4 10.6 0 7.1 4.2 0 8.8 6.1 0 8.7 5.9 6.8 6.7
3 Axle Vehicles 0 0 0 0 1 2 0 3 24 0 0 24 0 0 1 1 28
% 3 Axle Vehicles 0 0 0 0 2 4.3 0 3.1 50 0 0 29.3 0 0 2 1.4 11 4+ Axle Trucks 0 0 0 0 2 14 0 16 4 0 2 6 0 10 31 41 63
% 4+ Axle Trucks 0 0 0 0 4 29.8 0 16.3 8.3 0 5.9 7.3 0 43.5 60.8 55.4 24.8 Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 08:00 AM
08:00 AM
0 0 0 0 10 7 0 17 4 0 3 7 0 4 3 7 31
08:15 AM 0 0 0 0 6 6 0 12 8 0 4 12 0 5 4 9 33
08:30 AM 0 0 0 0 5 7 0 12 9 0 3 12 0 1 7 8 32
08:45 AM 0 0 0 0 1 2 1 4 8 0 8 16 0 1 12 13 33
Total Volume 0 0 0 0 22 22 1 45 29 0 18 47 0 11 26 37 129 % App. Total 0 0 0 48.9 48.9 2.2 61.7 0 38.3 0 29.7 70.3 PHF .000 .000 .000 .000 .550 .786 .250 .662 .806 .000 .563 .734 .000 .550 .542 .712 .977 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 1

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
1 0 1
Right
1 Thru
22 Left
22 OutTotal In
29 45 74
Left
29 Thru
0 Right
18 Out TotalIn
48 47 95
Left
0 Thru
11 Right
26 TotalOut In
51 37 88
Peak Hour Begins at 08:00 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:
07:00 AM 07:45 AM 08:00 AM 07:00 AM
+0 mins. 0 0 0 0 8 5 0 13 4 0 3 7 0 1 7 8
+15 mins. 0 0 0 0 10 7 0 17 8 0 4 12 0 4 4 8
+30 mins. 0 0 0 0 6 6 0 12 9 0 3 12 0 3 7 10
+45 mins. 0 0 0 0 5 7 0 12 8 0 8 16 0 4 7 11
Total Volume 0 0 0 0 29 25 0 54 29 0 18 47 0 12 25 37
% App. Total 0 0 0 53.7 46.3 0 61.7 0 38.3 0 32.4 67.6 PHF .000 .000 .000 .000 .725 .893 .000 .794 .806 .000 .563 .734 .000 .750 .893 .841 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 2
I

I I I I I
4 l t T t
l - _. .__
l
I I I
File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- Passenger Vehicles
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 9 7 0 16 2 0 4 6 0 1 1 2 24
07:15 AM 0 0 0 0 4 5 0 9 4 0 3 7 0 1 1 2 18
07:30 AM 0 0 0 0 5 4 0 9 2 0 5 7 0 2 2 4 20
07:45 AM 0 0 0 0 8 3 0 11 2 0 2 4 0 3 0 3 18
Total 0 0 0 0 26 19 0 45 10 0 14 24 0 7 4 11 80
08:00 AM 0 0 0 0 9 1 0 10 0 0 3 3 0 2 1 3 16
08:15 AM 0 0 0 0 5 4 0 9 2 0 4 6 0 0 2 2 17
08:30 AM 0 0 0 0 4 1 0 5 3 0 3 6 0 1 3 4 15
08:45 AM 0 0 0 0 1 1 1 3 3 0 5 8 0 1 6 7 18
Total 0 0 0 0 19 7 1 27 8 0 15 23 0 4 12 16 66
Grand Total 0 0 0 0 45 26 1 72 18 0 29 47 0 11 16 27 146 Apprch % 0 0 0 62.5 36.1 1.4 38.3 0 61.7 0 40.7 59.3 Total % 0 0 0 0 30.8 17.8 0.7 49.3 12.3 0 19.9 32.2 0 7.5 11 18.5 Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 9 1 0 10 0 0 3 3 0 2 1 3 16
08:15 AM 0 0 0 0 5 4 0 9 2 0 4 6 0 0 2 2 17
08:30 AM 0 0 0 0 4 1 0 5 3 0 3 6 0 1 3 4 15
08:45 AM 0 0 0 0 1 1 1 3 3 0 5 8 0 1 6 7 18
Total Volume 0 0 0 0 19 7 1 27 8 0 15 23 0 4 12 16 66
% App. Total 0 0 0 70.4 25.9 3.7 34.8 0 65.2 0 25 75 PHF .000 .000 .000 .000 .528 .438 .250 .675 .667 .000 .750 .719 .000 .500 .500 .571 .917 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 3

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
1 0 1
Right
1 Thru
7 Left
19 OutTotal In
19 27 46
Left
8 Thru
0 Right
15 Out TotalIn
31 23 54
Left
0 Thru
4 Right
12 TotalOut In
15 16 31
Peak Hour Begins at 08:00 AM

Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 9 1 0 10 0 0 3 3 0 2 1 3
+15 mins. 0 0 0 0 5 4 0 9 2 0 4 6 0 0 2 2
+30 mins. 0 0 0 0 4 1 0 5 3 0 3 6 0 1 3 4
+45 mins. 0 0 0 0 1 1 1 3 3 0 5 8 0 1 6 7
Total Volume 0 0 0 0 19 7 1 27 8 0 15 23 0 4 12 16
% App. Total 0 0 0 70.4 25.9 3.7 34.8 0 65.2 0 25 75 PHF .000 .000 .000 .000 .528 .438 .250 .675 .667 .000 .750 .719 .000 .500 .500 .571 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 4
I

I I I I I
4 l t T t
l - _. .__
l
I I I
File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 1 1 0 2 0 0 0 0 0 0 0 0 2
07:45 AM 0 0 0 0 0 0 0 0 1 0 1 2 0 1 0 1 3
Total 0 0 0 0 1 1 0 2 1 0 1 2 0 1 0 1 5
08:00 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 1 1 2 4
08:15 AM 0 0 0 0 1 1 0 2 1 0 0 1 0 0 1 1 4
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 2 2 0 0 1 1 3
Total 0 0 0 0 1 4 0 5 1 0 2 3 0 1 3 4 12
Grand Total 0 0 0 0 2 5 0 7 2 0 3 5 0 2 3 5 17
Apprch % 0 0 0 28.6 71.4 0 40 0 60 0 40 60
Total % 0 0 0 0 11.8 29.4 0 41.2 11.8 0 17.6 29.4 0 11.8 17.6 29.4 Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 1 1 2 4
08:15 AM 0 0 0 0 1 1 0 2 1 0 0 1 0 0 1 1 4
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 2 2 0 0 1 1 3
Total Volume 0 0 0 0 1 4 0 5 1 0 2 3 0 1 3 4 12
% App. Total 0 0 0 20 80 0 33.3 0 66.7 0 25 75
PHF .000 .000 .000 .000 .250 .500 .000 .625 .250 .000 .250 .375 .000 .250 .750 .500 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 5

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
4 Left
1 OutTotal In
3 5 8
Left
1 Thru
0 Right
2 Out TotalIn
4 3 7
Left
0 Thru
1 Right
3 TotalOut In
5 4 9
Peak Hour Begins at 08:00 AM

Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 1 1 2
+15 mins. 0 0 0 0 1 1 0 2 1 0 0 1 0 0 1 1
+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 2 2 0 0 1 1
Total Volume 0 0 0 0 1 4 0 5 1 0 2 3 0 1 3 4
% App. Total 0 0 0 20 80 0 33.3 0 66.7 0 25 75
PHF .000 .000 .000 .000 .250 .500 .000 .625 .250 .000 .250 .375 .000 .250 .750 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 6
I

I I I I I
4 l t T t
l - _. .__
l
I I I
File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- 3 Axle Vehicles
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 1 0 0 1 0 0 0 0 1
07:15 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 2
07:30 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 4
07:45 AM 0 0 0 0 0 1 0 1 1 0 0 1 0 0 0 0 2
Total 0 0 0 0 0 1 0 1 8 0 0 8 0 0 0 0 9
08:00 AM 0 0 0 0 1 1 0 2 2 0 0 2 0 0 0 0 4
08:15 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 5
08:30 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 5
08:45 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 1 1 5
Total 0 0 0 0 1 1 0 2 16 0 0 16 0 0 1 1 19
Grand Total 0 0 0 0 1 2 0 3 24 0 0 24 0 0 1 1 28
Apprch % 0 0 0 33.3 66.7 0 100 0 0 0 0 100
Total % 0 0 0 0 3.6 7.1 0 10.7 85.7 0 0 85.7 0 0 3.6 3.6 Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 1 1 0 2 2 0 0 2 0 0 0 0 4
08:15 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 5
08:30 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 5
08:45 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 1 1 5
Total Volume 0 0 0 0 1 1 0 2 16 0 0 16 0 0 1 1 19
% App. Total 0 0 0 50 50 0 100 0 0 0 0 100
PHF .000 .000 .000 .000 .250 .250 .000 .250 .800 .000 .000 .800 .000 .000 .250 .250 .950 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 7

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
1 Left
1 OutTotal In
0 2 2
Left
16 Thru
0 Right
0 Out TotalIn
2 16 18
Left
0 Thru
0 Right
1 TotalOut In
17 1 18
Peak Hour Begins at 08:00 AM

3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 1 1 0 2 2 0 0 2 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 4 0 0 4 0 0 1 1
Total Volume 0 0 0 0 1 1 0 2 16 0 0 16 0 0 1 1
% App. Total 0 0 0 50 50 0 100 0 0 0 0 100
PHF .000 .000 .000 .000 .250 .250 .000 .250 .800 .000 .000 .800 .000 .000 .250 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 8
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File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- 4+ Axle Trucks
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 1 1 0 2 0 0 0 0 0 0 6 6 8
07:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 3 3 6 8
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5 6 6
07:45 AM 0 0 0 0 0 1 0 1 0 0 1 1 0 0 7 7 9
Total 0 0 0 0 1 4 0 5 0 0 1 1 0 4 21 25 31
08:00 AM 0 0 0 0 0 3 0 3 2 0 0 2 0 1 1 2 7
08:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 5 1 6 7
08:30 AM 0 0 0 0 1 5 0 6 1 0 0 1 0 0 4 4 11
08:45 AM 0 0 0 0 0 1 0 1 1 0 1 2 0 0 4 4 7
Total 0 0 0 0 1 10 0 11 4 0 1 5 0 6 10 16 32
Grand Total 0 0 0 0 2 14 0 16 4 0 2 6 0 10 31 41 63
Apprch % 0 0 0 12.5 87.5 0 66.7 0 33.3 0 24.4 75.6
Total % 0 0 0 0 3.2 22.2 0 25.4 6.3 0 3.2 9.5 0 15.9 49.2 65.1 Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 3 0 3 2 0 0 2 0 1 1 2 7
08:15 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 5 1 6 7
08:30 AM 0 0 0 0 1 5 0 6 1 0 0 1 0 0 4 4 11
08:45 AM 0 0 0 0 0 1 0 1 1 0 1 2 0 0 4 4 7
Total Volume 0 0 0 0 1 10 0 11 4 0 1 5 0 6 10 16 32
% App. Total 0 0 0 9.1 90.9 0 80 0 20 0 37.5 62.5
PHF .000 .000 .000 .000 .250 .500 .000 .458 .500 .000 .250 .625 .000 .300 .625 .667 .727 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 9

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
10 Left
1 OutTotal In
7 11 18
Left
4 Thru
0 Right
1 Out TotalIn
11 5 16
Left
0 Thru
6 Right
10 TotalOut In
14 16 30
Peak Hour Begins at 08:00 AM

4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 3 0 3 2 0 0 2 0 1 1 2
+15 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 5 1 6
+30 mins. 0 0 0 0 1 5 0 6 1 0 0 1 0 0 4 4
+45 mins. 0 0 0 0 0 1 0 1 1 0 1 2 0 0 4 4
Total Volume 0 0 0 0 1 10 0 11 4 0 1 5 0 6 10 16
% App. Total 0 0 0 9.1 90.9 0 80 0 20 0 37.5 62.5
PHF .000 .000 .000 .000 .250 .500 .000 .458 .500 .000 .250 .625 .000 .300 .625 .667 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 10
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File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 8 2 0 10 2 0 7 9 0 10 12 22 41
04:15 PM 0 1 0 1 7 1 0 8 5 0 3 8 0 0 4 4 21
04:30 PM 0 0 0 0 6 4 0 10 2 0 6 8 0 5 4 9 27
04:45 PM 0 0 0 0 4 1 0 5 4 0 0 4 0 7 4 11 20
Total 0 1 0 1 25 8 0 33 13 0 16 29 0 22 24 46 109
05:00 PM 0 0 0 0 5 4 0 9 4 1 4 9 0 8 12 20 38
05:15 PM 0 0 0 0 5 1 0 6 3 0 3 6 0 5 6 11 23
05:30 PM 0 0 0 0 3 0 0 3 3 0 4 7 0 1 5 6 16
05:45 PM 0 0 0 0 1 0 0 1 0 0 1 1 0 3 2 5 7
Total 0 0 0 0 14 5 0 19 10 1 12 23 0 17 25 42 84
Grand Total 0 1 0 1 39 13 0 52 23 1 28 52 0 39 49 88 193 Apprch % 0 100 0 75 25 0 44.2 1.9 53.8 0 44.3 55.7
Total % 0 0.5 0 0.5 20.2 6.7 0 26.9 11.9 0.5 14.5 26.9 0 20.2 25.4 45.6 Passenger Vehicles 0 1 0 1 38 2 0 40 5 1 28 34 0 28 45 73 148 % Passenger Vehicles 0 100 0 100 97.4 15.4 0 76.9 21.7 100 100 65.4 0 71.8 91.8 83 76.7 Large 2 Axle Vehicles 0 0 0 0 1 1 0 2 0 0 0 0 0 1 0 1 3 % Large 2 Axle Vehicles
0 0 0 0 2.6 7.7 0 3.8 0 0 0 0 0 2.6 0 1.1 1.6
3 Axle Vehicles 0 0 0 0 0 0 0 0 14 0 0 14 0 0 0 0 14
% 3 Axle Vehicles 0 0 0 0 0 0 0 0 60.9 0 0 26.9 0 0 0 0 7.3 4+ Axle Trucks 0 0 0 0 0 10 0 10 4 0 0 4 0 10 4 14 28
% 4+ Axle Trucks 0 0 0 0 0 76.9 0 19.2 17.4 0 0 7.7 0 25.6 8.2 15.9 14.5 Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 04:00 PM
04:00 PM
0 0 0 0 8 2 0 10 2 0 7 9 0 10 12 22 41
04:15 PM 0 1 0 1 7 1 0 8 5 0 3 8 0 0 4 4 21
04:30 PM 0 0 0 0 6 4 0 10 2 0 6 8 0 5 4 9 27
04:45 PM 0 0 0 0 4 1 0 5 4 0 0 4 0 7 4 11 20
Total Volume 0 1 0 1 25 8 0 33 13 0 16 29 0 22 24 46 109 % App. Total 0 100 0 75.8 24.2 0 44.8 0 55.2 0 47.8 52.2 PHF .000 .250 .000 .250 .781 .500 .000 .825 .650 .000 .571 .806 .000 .550 .500 .523 .665 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 11

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
1 Left
0 InOut Total
0 1 1
Right
0 Thru
8 Left
25 OutTotal In
38 33 71
Left
13 Thru
0 Right
16 Out TotalIn
50 29 79
Left
0 Thru
22 Right
24 TotalOut In
21 46 67
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 04:00 PM 04:00 PM 04:30 PM
+0 mins. 0 0 0 0 8 2 0 10 2 0 7 9 0 5 4 9
+15 mins. 0 1 0 1 7 1 0 8 5 0 3 8 0 7 4 11
+30 mins. 0 0 0 0 6 4 0 10 2 0 6 8 0 8 12 20
+45 mins. 0 0 0 0 4 1 0 5 4 0 0 4 0 5 6 11
Total Volume 0 1 0 1 25 8 0 33 13 0 16 29 0 25 26 51
% App. Total 0 100 0 75.8 24.2 0 44.8 0 55.2 0 49 51 PHF .000 .250 .000 .250 .781 .500 .000 .825 .650 .000 .571 .806 .000 .781 .542 .638 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 12
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File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- Passenger Vehicles
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 8 2 0 10 1 0 7 8 0 8 11 19 37
04:15 PM 0 1 0 1 7 0 0 7 1 0 3 4 0 0 4 4 16
04:30 PM 0 0 0 0 5 0 0 5 1 0 6 7 0 2 4 6 18
04:45 PM 0 0 0 0 4 0 0 4 0 0 0 0 0 4 4 8 12
Total 0 1 0 1 24 2 0 26 3 0 16 19 0 14 23 37 83
05:00 PM 0 0 0 0 5 0 0 5 0 1 4 5 0 7 10 17 27
05:15 PM 0 0 0 0 5 0 0 5 1 0 3 4 0 4 5 9 18
05:30 PM 0 0 0 0 3 0 0 3 1 0 4 5 0 0 5 5 13
05:45 PM 0 0 0 0 1 0 0 1 0 0 1 1 0 3 2 5 7
Total 0 0 0 0 14 0 0 14 2 1 12 15 0 14 22 36 65
Grand Total 0 1 0 1 38 2 0 40 5 1 28 34 0 28 45 73 148
Apprch % 0 100 0 95 5 0 14.7 2.9 82.4 0 38.4 61.6
Total % 0 0.7 0 0.7 25.7 1.4 0 27 3.4 0.7 18.9 23 0 18.9 30.4 49.3 Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 0 0 0 8 2 0 10 1 0 7 8 0 8 11 19 37
04:15 PM 0 1 0 1 7 0 0 7 1 0 3 4 0 0 4 4 16
04:30 PM 0 0 0 0 5 0 0 5 1 0 6 7 0 2 4 6 18
04:45 PM 0 0 0 0 4 0 0 4 0 0 0 0 0 4 4 8 12
Total Volume 0 1 0 1 24 2 0 26 3 0 16 19 0 14 23 37 83
% App. Total 0 100 0 92.3 7.7 0 15.8 0 84.2 0 37.8 62.2 PHF .000 .250 .000 .250 .750 .250 .000 .650 .750 .000 .571 .594 .000 .438 .523 .487 .561 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 13

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
1 Left
0 InOut Total
0 1 1
Right
0 Thru
2 Left
24 OutTotal In
30 26 56
Left
3 Thru
0 Right
16 Out TotalIn
48 19 67
Left
0 Thru
14 Right
23 TotalOut In
5 37 42
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 04:00 PM
+0 mins. 0 0 0 0 8 2 0 10 1 0 7 8 0 8 11 19
+15 mins. 0 1 0 1 7 0 0 7 1 0 3 4 0 0 4 4
+30 mins. 0 0 0 0 5 0 0 5 1 0 6 7 0 2 4 6
+45 mins. 0 0 0 0 4 0 0 4 0 0 0 0 0 4 4 8
Total Volume 0 1 0 1 24 2 0 26 3 0 16 19 0 14 23 37
% App. Total 0 100 0 92.3 7.7 0 15.8 0 84.2 0 37.8 62.2 PHF .000 .250 .000 .250 .750 .250 .000 .650 .750 .000 .571 .594 .000 .438 .523 .487 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 14
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File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 0 0 0
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 1 0 0 1 0 0 0 0 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Total 0 0 0 0 1 0 0 1 0 0 0 0 0 1 0 1 2
05:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0
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 0 0 0 0 0 0 0 1
Grand Total 0 0 0 0 1 1 0 2 0 0 0 0 0 1 0 1 3
Apprch % 0 0 0 50 50 0 0 0 0 0 100 0
Total % 0 0 0 0 33.3 33.3 0 66.7 0 0 0 0 0 33.3 0 33.3
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 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 0 0 0 0 0 0 0
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 1 0 0 1 0 0 0 0 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Total Volume 0 0 0 0 1 0 0 1 0 0 0 0 0 1 0 1 2
% App. Total 0 0 0 100 0 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .250 .000 .000 .250 .000 .000 .000 .000 .000 .250 .000 .250 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 15

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
0 Left
1 OutTotal In
1 1 2
Left
0 Thru
0 Right
0 Out TotalIn
1 0 1
Left
0 Thru
1 Right
0 TotalOut In
0 1 1
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 04:00 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 0 0 0
+30 mins. 0 0 0 0 1 0 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 1 0 1
Total Volume 0 0 0 0 1 0 0 1 0 0 0 0 0 1 0 1
% App. Total 0 0 0 100 0 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .250 .000 .000 .250 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 16
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File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- 3 Axle Vehicles
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 0 0 0 0 1
04:15 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 4
04:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 3
Total 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 9
05:00 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 2
05:15 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 2
05:30 PM 0 0 0 0 0 0 0 0 1 0 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 0 0 0 5 0 0 5 0 0 0 0 5
Grand Total 0 0 0 0 0 0 0 0 14 0 0 14 0 0 0 0 14
Apprch % 0 0 0 0 0 0 100 0 0 0 0 0
Total % 0 0 0 0 0 0 0 0 100 0 0 100 0 0 0 0
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 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 1 0 0 1 0 0 0 0 1
04:15 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 4
04:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 3
Total Volume 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 9
% App. Total 0 0 0 0 0 0 100 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .563 .000 .000 .563 .000 .000 .000 .000 .563 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 17

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
0 Left
0 OutTotal In
0 0 0
Left
9 Thru
0 Right
0 Out TotalIn
0 9 9
Left
0 Thru
0 Right
0 TotalOut In
9 0 9
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 04:00 PM
+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 4 0 0 4 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0
% App. Total 0 0 0 0 0 0 100 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .563 .000 .000 .563 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 18
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File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Groups Printed- 4+ Axle Trucks
Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 2 1 3 3
04:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
04:30 PM 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
04:45 PM 0 0 0 0 0 1 0 1 1 0 0 1 0 2 0 2 4
Total 0 0 0 0 0 6 0 6 1 0 0 1 0 7 1 8 15
05:00 PM 0 0 0 0 0 3 0 3 2 0 0 2 0 1 2 3 8
05:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 1 2 3
05:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 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 0 4 0 4 3 0 0 3 0 3 3 6 13
Grand Total 0 0 0 0 0 10 0 10 4 0 0 4 0 10 4 14 28
Apprch % 0 0 0 0 100 0 100 0 0 0 71.4 28.6
Total % 0 0 0 0 0 35.7 0 35.7 14.3 0 0 14.3 0 35.7 14.3 50 Secard Pools & Spas
Driveway
Southbound
Watson Road
Westbound
Trumble Road
Northbound
Watson Road
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 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 0 0 0 2 1 3 3
04:15 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
04:30 PM 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
04:45 PM 0 0 0 0 0 1 0 1 1 0 0 1 0 2 0 2 4
Total Volume 0 0 0 0 0 6 0 6 1 0 0 1 0 7 1 8 15
% App. Total 0 0 0 0 100 0 100 0 0 0 87.5 12.5
PHF .000 .000 .000 .000 .000 .375 .000 .375 .250 .000 .000 .250 .000 .583 .250 .667 .536 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 19

I I I I I I

I I I I I I
File Name : 01_MEN_Tru_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Watson Road
Weather: Clear
Secard Pools & Spas Driveway
Watson Road
Watson Road
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
0 0 0
Right
0 Thru
6 Left
0 OutTotal In
7 6 13
Left
1 Thru
0 Right
0 Out TotalIn
1 1 2
Left
0 Thru
7 Right
1 TotalOut In
7 8 15
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 04:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 3
+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 4 0 4 0 0 0 0 0 3 0 3
+45 mins. 0 0 0 0 0 1 0 1 1 0 0 1 0 2 0 2
Total Volume 0 0 0 0 0 6 0 6 1 0 0 1 0 7 1 8
% App. Total 0 0 0 0 100 0 100 0 0 0 87.5 12.5
PHF .000 .000 .000 .000 .000 .375 .000 .375 .250 .000 .000 .250 .000 .583 .250 .667 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 20
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File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 4 15 0 0 0 0 11 12 0 23 1 0 3 4 42
07:15 AM 0 9 2 11 0 0 0 0 12 5 0 17 3 0 9 12 40
07:30 AM 0 9 5 14 0 0 0 0 17 9 0 26 2 0 11 13 53
07:45 AM 0 12 2 14 0 0 0 0 14 9 0 23 2 0 8 10 47
Total 0 41 13 54 0 0 0 0 54 35 0 89 8 0 31 39 182
08:00 AM 0 13 3 16 0 0 0 0 16 7 0 23 1 0 12 13 52
08:15 AM 0 8 2 10 0 0 0 0 9 10 0 19 3 0 15 18 47
08:30 AM 0 9 2 11 0 0 0 0 8 9 0 17 1 0 6 7 35
08:45 AM 0 11 0 11 0 0 0 0 18 15 1 34 2 1 5 8 53
Total 0 41 7 48 0 0 0 0 51 41 1 93 7 1 38 46 187
Grand Total 0 82 20 102 0 0 0 0 105 76 1 182 15 1 69 85 369 Apprch % 0 80.4 19.6 0 0 0 57.7 41.8 0.5 17.6 1.2 81.2 Total % 0 22.2 5.4 27.6 0 0 0 0 28.5 20.6 0.3 49.3 4.1 0.3 18.7 23 Passenger Vehicles 0 46 19 65 0 0 0 0 103 40 1 144 13 1 67 81 290 % Passenger Vehicles 0 56.1 95 63.7 0 0 0 0 98.1 52.6 100 79.1 86.7 100 97.1 95.3 78.6 Large 2 Axle Vehicles 0 2 1 3 0 0 0 0 2 5 0 7 2 0 1 3 13 % Large 2 Axle Vehicles
0 2.4 5 2.9 0 0 0 0 1.9 6.6 0 3.8 13.3 0 1.4 3.5 3.5
3 Axle Vehicles 0 2 0 2 0 0 0 0 0 24 0 24 0 0 0 0 26
% 3 Axle Vehicles 0 2.4 0 2 0 0 0 0 0 31.6 0 13.2 0 0 0 0 7 4+ Axle Trucks 0 32 0 32 0 0 0 0 0 7 0 7 0 0 1 1 40
% 4+ Axle Trucks 0 39 0 31.4 0 0 0 0 0 9.2 0 3.8 0 0 1.4 1.2 10.8 Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 07:30 AM
07:30 AM
0 9 5 14 0 0 0 0 17 9 0 26 2 0 11 13 53
07:45 AM 0 12 2 14 0 0 0 0 14 9 0 23 2 0 8 10 47
08:00 AM 0 13 3 16 0 0 0 0 16 7 0 23 1 0 12 13 52
08:15 AM 0 8 2 10 0 0 0 0 9 10 0 19 3 0 15 18 47
Total Volume 0 42 12 54 0 0 0 0 56 35 0 91 8 0 46 54 199 % App. Total 0 77.8 22.2 0 0 0 61.5 38.5 0 14.8 0 85.2 PHF .000 .808 .600 .844 .000 .000 .000 .000 .824 .875 .000 .875 .667 .000 .767 .750 .939 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 21

I I I I I I
File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
12 Thru
42 Left
0 InOut Total
43 54 97
Right
0 Thru
0 Left
0 OutTotal In
0 0 0
Left
56 Thru
35 Right
0 Out TotalIn
88 91 179
Left
8 Thru
0 Right
46 TotalOut In
68 54 122
Peak Hour Begins at 07:30 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 08:00 AM 07:30 AM
+0 mins. 0 9 2 11 0 0 0 0 16 7 0 23 2 0 11 13
+15 mins. 0 9 5 14 0 0 0 0 9 10 0 19 2 0 8 10
+30 mins. 0 12 2 14 0 0 0 0 8 9 0 17 1 0 12 13
+45 mins. 0 13 3 16 0 0 0 0 18 15 1 34 3 0 15 18
Total Volume 0 43 12 55 0 0 0 0 51 41 1 93 8 0 46 54
% App. Total 0 78.2 21.8 0 0 0 54.8 44.1 1.1 14.8 0 85.2 PHF .000 .827 .600 .859 .000 .000 .000 .000 .708 .683 .250 .684 .667 .000 .767 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 22
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File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 5 4 9 0 0 0 0 11 10 0 21 1 0 3 4 34
07:15 AM 0 5 2 7 0 0 0 0 12 2 0 14 3 0 9 12 33
07:30 AM 0 4 4 8 0 0 0 0 16 5 0 21 2 0 11 13 42
07:45 AM 0 6 2 8 0 0 0 0 14 4 0 18 1 0 7 8 34
Total 0 20 12 32 0 0 0 0 53 21 0 74 7 0 30 37 143
08:00 AM 0 9 3 12 0 0 0 0 16 3 0 19 1 0 11 12 43
08:15 AM 0 6 2 8 0 0 0 0 8 5 0 13 3 0 15 18 39
08:30 AM 0 4 2 6 0 0 0 0 8 3 0 11 1 0 6 7 24
08:45 AM 0 7 0 7 0 0 0 0 18 8 1 27 1 1 5 7 41
Total 0 26 7 33 0 0 0 0 50 19 1 70 6 1 37 44 147
Grand Total 0 46 19 65 0 0 0 0 103 40 1 144 13 1 67 81 290 Apprch % 0 70.8 29.2 0 0 0 71.5 27.8 0.7 16 1.2 82.7 Total % 0 15.9 6.6 22.4 0 0 0 0 35.5 13.8 0.3 49.7 4.5 0.3 23.1 27.9 Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 4 4 8 0 0 0 0 16 5 0 21 2 0 11 13 42
07:45 AM 0 6 2 8 0 0 0 0 14 4 0 18 1 0 7 8 34
08:00 AM 0 9 3 12 0 0 0 0 16 3 0 19 1 0 11 12 43
08:15 AM 0 6 2 8 0 0 0 0 8 5 0 13 3 0 15 18 39
Total Volume 0 25 11 36 0 0 0 0 54 17 0 71 7 0 44 51 158 % App. Total 0 69.4 30.6 0 0 0 76.1 23.9 0 13.7 0 86.3 PHF .000 .694 .688 .750 .000 .000 .000 .000 .844 .850 .000 .845 .583 .000 .733 .708 .919 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 23

I I I I I I

I I I I I I
File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
11 Thru
25 Left
0 InOut Total
24 36 60
Right
0 Thru
0 Left
0 OutTotal In
0 0 0
Left
54 Thru
17 Right
0 Out TotalIn
69 71 140
Left
7 Thru
0 Right
44 TotalOut In
65 51 116
Peak Hour Begins at 07:30 AM

Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins. 0 4 4 8 0 0 0 0 16 5 0 21 2 0 11 13
+15 mins. 0 6 2 8 0 0 0 0 14 4 0 18 1 0 7 8
+30 mins. 0 9 3 12 0 0 0 0 16 3 0 19 1 0 11 12
+45 mins. 0 6 2 8 0 0 0 0 8 5 0 13 3 0 15 18
Total Volume 0 25 11 36 0 0 0 0 54 17 0 71 7 0 44 51
% App. Total 0 69.4 30.6 0 0 0 76.1 23.9 0 13.7 0 86.3 PHF .000 .694 .688 .750 .000 .000 .000 .000 .844 .850 .000 .845 .583 .000 .733 .708 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 24
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File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 1 1 0 0 0 0 1 0 0 1 0 0 0 0 2
07:45 AM 0 0 0 0 0 0 0 0 0 2 0 2 1 0 0 1 3
Total 0 0 1 1 0 0 0 0 1 3 0 4 1 0 0 1 6
08:00 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 1 1 3
08:15 AM 0 1 0 1 0 0 0 0 1 0 0 1 0 0 0 0 2
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 1 0 1 1 0 0 1 2
Total 0 2 0 2 0 0 0 0 1 2 0 3 1 0 1 2 7
Grand Total 0 2 1 3 0 0 0 0 2 5 0 7 2 0 1 3 13
Apprch % 0 66.7 33.3 0 0 0 28.6 71.4 0 66.7 0 33.3
Total % 0 15.4 7.7 23.1 0 0 0 0 15.4 38.5 0 53.8 15.4 0 7.7 23.1 Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 0 1 1 0 0 0 0 1 0 0 1 0 0 0 0 2
07:45 AM 0 0 0 0 0 0 0 0 0 2 0 2 1 0 0 1 3
08:00 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 1 1 3
08:15 AM 0 1 0 1 0 0 0 0 1 0 0 1 0 0 0 0 2
Total Volume 0 2 1 3 0 0 0 0 2 3 0 5 1 0 1 2 10
% App. Total 0 66.7 33.3 0 0 0 40 60 0 50 0 50
PHF .000 .500 .250 .750 .000 .000 .000 .000 .500 .375 .000 .625 .250 .000 .250 .500 .833 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 25

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I I I I I I
File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
1 Thru
2 Left
0 InOut Total
4 3 7
Right
0 Thru
0 Left
0 OutTotal In
0 0 0
Left
2 Thru
3 Right
0 Out TotalIn
3 5 8
Left
1 Thru
0 Right
1 TotalOut In
3 2 5
Peak Hour Begins at 07:30 AM

Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins. 0 0 1 1 0 0 0 0 1 0 0 1 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 2 0 2 1 0 0 1
+30 mins. 0 1 0 1 0 0 0 0 0 1 0 1 0 0 1 1
+45 mins. 0 1 0 1 0 0 0 0 1 0 0 1 0 0 0 0
Total Volume 0 2 1 3 0 0 0 0 2 3 0 5 1 0 1 2
% App. Total 0 66.7 33.3 0 0 0 40 60 0 50 0 50
PHF .000 .500 .250 .750 .000 .000 .000 .000 .500 .375 .000 .625 .250 .000 .250 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 26
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File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 2 0 2 0 0 0 0 2
07:30 AM 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 4
07:45 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
Total 0 0 0 0 0 0 0 0 0 8 0 8 0 0 0 0 8
08:00 AM 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4
08:15 AM 0 0 0 0 0 0 0 0 0 5 0 5 0 0 0 0 5
08:30 AM 0 0 0 0 0 0 0 0 0 5 0 5 0 0 0 0 5
08:45 AM 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 4
Total 0 2 0 2 0 0 0 0 0 16 0 16 0 0 0 0 18
Grand Total 0 2 0 2 0 0 0 0 0 24 0 24 0 0 0 0 26
Apprch % 0 100 0 0 0 0 0 100 0 0 0 0
Total % 0 7.7 0 7.7 0 0 0 0 0 92.3 0 92.3 0 0 0 0
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 4
07:45 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
08:00 AM 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4
08:15 AM 0 0 0 0 0 0 0 0 0 5 0 5 0 0 0 0 5
Total Volume 0 2 0 2 0 0 0 0 0 12 0 12 0 0 0 0 14
% App. Total 0 100 0 0 0 0 0 100 0 0 0 0
PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .600 .000 .600 .000 .000 .000 .000 .700 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 27

I I I I I I

I I I I I I
File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
0 Thru
2 Left
0 InOut Total
12 2 14
Right
0 Thru
0 Left
0 OutTotal In
0 0 0
Left
0 Thru
12 Right
0 Out TotalIn
2 12 14
Left
0 Thru
0 Right
0 TotalOut In
0 0 0
Peak Hour Begins at 07:30 AM

3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins. 0 0 0 0 0 0 0 0 0 4 0 4 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 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 5 0 5 0 0 0 0
Total Volume 0 2 0 2 0 0 0 0 0 12 0 12 0 0 0 0
% App. Total 0 100 0 0 0 0 0 100 0 0 0 0
PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .600 .000 .600 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 28
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File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 6 0 6 0 0 0 0 0 1 0 1 0 0 0 0 7
07:15 AM 0 4 0 4 0 0 0 0 0 0 0 0 0 0 0 0 4
07:30 AM 0 5 0 5 0 0 0 0 0 0 0 0 0 0 0 0 5
07:45 AM 0 6 0 6 0 0 0 0 0 2 0 2 0 0 1 1 9
Total 0 21 0 21 0 0 0 0 0 3 0 3 0 0 1 1 25
08:00 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2
08:15 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
08:30 AM 0 5 0 5 0 0 0 0 0 1 0 1 0 0 0 0 6
08:45 AM 0 4 0 4 0 0 0 0 0 2 0 2 0 0 0 0 6
Total 0 11 0 11 0 0 0 0 0 4 0 4 0 0 0 0 15
Grand Total 0 32 0 32 0 0 0 0 0 7 0 7 0 0 1 1 40
Apprch % 0 100 0 0 0 0 0 100 0 0 0 100
Total % 0 80 0 80 0 0 0 0 0 17.5 0 17.5 0 0 2.5 2.5
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 5 0 5 0 0 0 0 0 0 0 0 0 0 0 0 5
07:45 AM 0 6 0 6 0 0 0 0 0 2 0 2 0 0 1 1 9
08:00 AM 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0 2
08:15 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
Total Volume 0 13 0 13 0 0 0 0 0 3 0 3 0 0 1 1 17
% App. Total 0 100 0 0 0 0 0 100 0 0 0 100
PHF .000 .542 .000 .542 .000 .000 .000 .000 .000 .375 .000 .375 .000 .000 .250 .250 .472 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 29

I I I I I I

I I I I I I
File Name : 02_MEN_Tru_Ill AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
0 Thru
13 Left
0 InOut Total
3 13 16
Right
0 Thru
0 Left
0 OutTotal In
0 0 0
Left
0 Thru
3 Right
0 Out TotalIn
14 3 17
Left
0 Thru
0 Right
1 TotalOut In
0 1 1
Peak Hour Begins at 07:30 AM

4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins. 0 5 0 5 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 6 0 6 0 0 0 0 0 2 0 2 0 0 1 1
+30 mins. 0 1 0 1 0 0 0 0 0 1 0 1 0 0 0 0
+45 mins. 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 13 0 13 0 0 0 0 0 3 0 3 0 0 1 1
% App. Total 0 100 0 0 0 0 0 100 0 0 0 100
PHF .000 .542 .000 .542 .000 .000 .000 .000 .000 .375 .000 .375 .000 .000 .250 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 30
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File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 18 2 20 0 0 0 0 12 7 0 19 5 0 25 30 69
04:15 PM 0 9 6 15 0 0 0 0 12 6 0 18 2 0 14 16 49
04:30 PM 0 8 3 11 1 0 0 1 8 3 0 11 4 0 20 24 47
04:45 PM 0 8 1 9 0 0 0 0 5 4 0 9 0 0 12 12 30
Total 0 43 12 55 1 0 0 1 37 20 0 57 11 0 71 82 195
05:00 PM 0 24 2 26 0 0 0 0 10 6 0 16 1 0 19 20 62
05:15 PM 0 10 0 10 0 0 0 0 10 6 0 16 0 0 14 14 40
05:30 PM 0 5 1 6 0 0 0 0 10 5 0 15 0 0 14 14 35
05:45 PM 0 4 0 4 0 0 0 0 10 0 0 10 1 0 12 13 27
Total 0 43 3 46 0 0 0 0 40 17 0 57 2 0 59 61 164
Grand Total 0 86 15 101 1 0 0 1 77 37 0 114 13 0 130 143 359 Apprch % 0 85.1 14.9 100 0 0 67.5 32.5 0 9.1 0 90.9
Total % 0 24 4.2 28.1 0.3 0 0 0.3 21.4 10.3 0 31.8 3.6 0 36.2 39.8 Passenger Vehicles 0 81 14 95 1 0 0 1 74 18 0 92 13 0 128 141 329 % Passenger Vehicles 0 94.2 93.3 94.1 100 0 0 100 96.1 48.6 0 80.7 100 0 98.5 98.6 91.6 Large 2 Axle Vehicles 0 1 1 2 0 0 0 0 3 0 0 3 0 0 2 2 7 % Large 2 Axle Vehicles
0 1.2 6.7 2 0 0 0 0 3.9 0 0 2.6 0 0 1.5 1.4 1.9
3 Axle Vehicles 0 1 0 1 0 0 0 0 0 14 0 14 0 0 0 0 15
% 3 Axle Vehicles 0 1.2 0 1 0 0 0 0 0 37.8 0 12.3 0 0 0 0 4.2 4+ Axle Trucks 0 3 0 3 0 0 0 0 0 5 0 5 0 0 0 0 8
% 4+ Axle Trucks 0 3.5 0 3 0 0 0 0 0 13.5 0 4.4 0 0 0 0 2.2 Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 04:00 PM
04:00 PM
0 18 2 20 0 0 0 0 12 7 0 19 5 0 25 30 69
04:15 PM 0 9 6 15 0 0 0 0 12 6 0 18 2 0 14 16 49
04:30 PM 0 8 3 11 1 0 0 1 8 3 0 11 4 0 20 24 47
04:45 PM 0 8 1 9 0 0 0 0 5 4 0 9 0 0 12 12 30
Total Volume 0 43 12 55 1 0 0 1 37 20 0 57 11 0 71 82 195 % App. Total 0 78.2 21.8 100 0 0 64.9 35.1 0 13.4 0 86.6 PHF .000 .597 .500 .688 .250 .000 .000 .250 .771 .714 .000 .750 .550 .000 .710 .683 .707 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 31

I I I I I I
File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
12 Thru
43 Left
0 InOut Total
31 55 86
Right
0 Thru
0 Left
1 OutTotal In
0 1 1
Left
37 Thru
20 Right
0 Out TotalIn
115 57 172
Left
11 Thru
0 Right
71 TotalOut In
49 82 131
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:
04:15 PM 04:00 PM 04:00 PM 04:00 PM
+0 mins. 0 9 6 15 0 0 0 0 12 7 0 19 5 0 25 30
+15 mins. 0 8 3 11 0 0 0 0 12 6 0 18 2 0 14 16
+30 mins. 0 8 1 9 1 0 0 1 8 3 0 11 4 0 20 24
+45 mins. 0 24 2 26 0 0 0 0 5 4 0 9 0 0 12 12
Total Volume 0 49 12 61 1 0 0 1 37 20 0 57 11 0 71 82
% App. Total 0 80.3 19.7 100 0 0 64.9 35.1 0 13.4 0 86.6 PHF .000 .510 .500 .587 .250 .000 .000 .250 .771 .714 .000 .750 .550 .000 .710 .683 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 32
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File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 18 2 20 0 0 0 0 11 6 0 17 5 0 25 30 67
04:15 PM 0 7 6 13 0 0 0 0 12 1 0 13 2 0 13 15 41
04:30 PM 0 8 2 10 1 0 0 1 8 2 0 10 4 0 20 24 45
04:45 PM 0 8 1 9 0 0 0 0 4 0 0 4 0 0 12 12 25
Total 0 41 11 52 1 0 0 1 35 9 0 44 11 0 70 81 178
05:00 PM 0 22 2 24 0 0 0 0 10 2 0 12 1 0 19 20 56
05:15 PM 0 9 0 9 0 0 0 0 10 4 0 14 0 0 14 14 37
05:30 PM 0 5 1 6 0 0 0 0 9 3 0 12 0 0 13 13 31
05:45 PM 0 4 0 4 0 0 0 0 10 0 0 10 1 0 12 13 27
Total 0 40 3 43 0 0 0 0 39 9 0 48 2 0 58 60 151
Grand Total 0 81 14 95 1 0 0 1 74 18 0 92 13 0 128 141 329 Apprch % 0 85.3 14.7 100 0 0 80.4 19.6 0 9.2 0 90.8
Total % 0 24.6 4.3 28.9 0.3 0 0 0.3 22.5 5.5 0 28 4 0 38.9 42.9 Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 18 2 20 0 0 0 0 11 6 0 17 5 0 25 30 67
04:15 PM 0 7 6 13 0 0 0 0 12 1 0 13 2 0 13 15 41
04:30 PM 0 8 2 10 1 0 0 1 8 2 0 10 4 0 20 24 45
04:45 PM 0 8 1 9 0 0 0 0 4 0 0 4 0 0 12 12 25
Total Volume 0 41 11 52 1 0 0 1 35 9 0 44 11 0 70 81 178 % App. Total 0 78.8 21.2 100 0 0 79.5 20.5 0 13.6 0 86.4 PHF .000 .569 .458 .650 .250 .000 .000 .250 .729 .375 .000 .647 .550 .000 .700 .675 .664 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 33

I I I I I I

I I I I I I
File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
11 Thru
41 Left
0 InOut Total
20 52 72
Right
0 Thru
0 Left
1 OutTotal In
0 1 1
Left
35 Thru
9 Right
0 Out TotalIn
112 44 156
Left
11 Thru
0 Right
70 TotalOut In
46 81 127
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 04:00 PM
+0 mins. 0 18 2 20 0 0 0 0 11 6 0 17 5 0 25 30
+15 mins. 0 7 6 13 0 0 0 0 12 1 0 13 2 0 13 15
+30 mins. 0 8 2 10 1 0 0 1 8 2 0 10 4 0 20 24
+45 mins. 0 8 1 9 0 0 0 0 4 0 0 4 0 0 12 12
Total Volume 0 41 11 52 1 0 0 1 35 9 0 44 11 0 70 81
% App. Total 0 78.8 21.2 100 0 0 79.5 20.5 0 13.6 0 86.4 PHF .000 .569 .458 .650 .250 .000 .000 .250 .729 .375 .000 .647 .550 .000 .700 .675 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 34
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File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 0 0 0 0 1
04:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 1 2
04:30 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
Total 0 1 1 2 0 0 0 0 2 0 0 2 0 0 1 1 5
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 1 0 0 1 0 0 1 1 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 0 0 0 0 1 0 0 1 0 0 1 1 2
Grand Total 0 1 1 2 0 0 0 0 3 0 0 3 0 0 2 2 7
Apprch % 0 50 50 0 0 0 100 0 0 0 0 100
Total % 0 14.3 14.3 28.6 0 0 0 0 42.9 0 0 42.9 0 0 28.6 28.6 Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 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 1 0 0 1 0 0 0 0 1
04:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 1 2
04:30 PM 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
Total Volume 0 1 1 2 0 0 0 0 2 0 0 2 0 0 1 1 5
% App. Total 0 50 50 0 0 0 100 0 0 0 0 100
PHF .000 .250 .250 .500 .000 .000 .000 .000 .500 .000 .000 .500 .000 .000 .250 .250 .625 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 35

I I I I I I

I I I I I I
File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
1 Thru
1 Left
0 InOut Total
0 2 2
Right
0 Thru
0 Left
0 OutTotal In
0 0 0
Left
2 Thru
0 Right
0 Out TotalIn
2 2 4
Left
0 Thru
0 Right
1 TotalOut In
3 1 4
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 04:00 PM
+0 mins. 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0
+15 mins. 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 1
+30 mins. 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0
Total Volume 0 1 1 2 0 0 0 0 2 0 0 2 0 0 1 1
% App. Total 0 50 50 0 0 0 100 0 0 0 0 100
PHF .000 .250 .250 .500 .000 .000 .000 .000 .500 .000 .000 .500 .000 .000 .250 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 36
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File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 1 0 1 0 0 0 0 1
04:15 PM 0 1 0 1 0 0 0 0 0 4 0 4 0 0 0 0 5
04:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 3
Total 0 1 0 1 0 0 0 0 0 9 0 9 0 0 0 0 10
05:00 PM 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2
05:15 PM 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2
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 0 0 0 0 5 0 5 0 0 0 0 5
Grand Total 0 1 0 1 0 0 0 0 0 14 0 14 0 0 0 0 15
Apprch % 0 100 0 0 0 0 0 100 0 0 0 0
Total % 0 6.7 0 6.7 0 0 0 0 0 93.3 0 93.3 0 0 0 0
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 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 1 0 1 0 0 0 0 1
04:15 PM 0 1 0 1 0 0 0 0 0 4 0 4 0 0 0 0 5
04:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 3
Total Volume 0 1 0 1 0 0 0 0 0 9 0 9 0 0 0 0 10
% App. Total 0 100 0 0 0 0 0 100 0 0 0 0
PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .563 .000 .563 .000 .000 .000 .000 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 37

I I I I I I

I I I I I I
File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
0 Thru
1 Left
0 InOut Total
9 1 10
Right
0 Thru
0 Left
0 OutTotal In
0 0 0
Left
0 Thru
9 Right
0 Out TotalIn
1 9 10
Left
0 Thru
0 Right
0 TotalOut In
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 04:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+15 mins. 0 1 0 1 0 0 0 0 0 4 0 4 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0
Total Volume 0 1 0 1 0 0 0 0 0 9 0 9 0 0 0 0
% App. Total 0 100 0 0 0 0 0 100 0 0 0 0
PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .563 .000 .563 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 38
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File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
Total 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 2
05:00 PM 0 2 0 2 0 0 0 0 0 2 0 2 0 0 0 0 4
05:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 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 3 0 3 0 0 0 0 0 3 0 3 0 0 0 0 6
Grand Total 0 3 0 3 0 0 0 0 0 5 0 5 0 0 0 0 8
Apprch % 0 100 0 0 0 0 0 100 0 0 0 0
Total % 0 37.5 0 37.5 0 0 0 0 0 62.5 0 62.5 0 0 0 0
Trumble Road
Southbound
Illinois Avenue
Westbound
Trumble Road
Northbound
Illinois 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 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 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
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
Appendix D - 39

I I I I I I

I I I I I I
File Name : 02_MEN_Tru_Ill PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Illinois Avenue
Weather: Clear
Trumble Road
Illinois Avenue
Illinois Avenue
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
2 0 2
Right
0 Thru
0 Left
0 OutTotal In
0 0 0
Left
0 Thru
2 Right
0 Out TotalIn
0 2 2
Left
0 Thru
0 Right
0 TotalOut In
0 0 0
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 04:00 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 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 1 0 1 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
Appendix D - 40
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File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 4 0 10 14 4 97 5 106 16 3 2 21 15 99 8 122 263 07:15 AM 4 3 12 19 9 105 1 115 21 1 6 28 17 132 10 159 321 07:30 AM 5 5 12 22 9 149 3 161 20 8 8 36 13 154 9 176 395 07:45 AM 2 2 17 21 10 137 6 153 16 4 5 25 16 135 3 154 353 Total 15 10 51 76 32 488 15 535 73 16 21 110 61 520 30 611 1332 08:00 AM 1 1 24 26 3 131 5 139 16 0 9 25 18 114 4 136 326 08:15 AM 3 4 17 24 4 110 5 119 8 2 4 14 12 76 1 89 246
08:30 AM 3 2 11 16 7 105 1 113 9 2 10 21 16 101 6 123 273 08:45 AM 2 1 15 18 5 71 8 84 10 5 1 16 21 115 6 142 260 Total 9 8 67 84 19 417 19 455 43 9 24 76 67 406 17 490 1105 Grand Total 24 18 118 160 51 905 34 990 116 25 45 186 128 926 47 1101 2437 Apprch % 15 11.2 73.8 5.2 91.4 3.4 62.4 13.4 24.2 11.6 84.1 4.3 Total % 1 0.7 4.8 6.6 2.1 37.1 1.4 40.6 4.8 1 1.8 7.6 5.3 38 1.9 45.2 Passenger Vehicles 14 13 90 117 45 878 25 948 106 22 41 169 101 889 43 1033 2267 % Passenger Vehicles 58.3 72.2 76.3 73.1 88.2 97 73.5 95.8 91.4 88 91.1 90.9 78.9 96 91.5 93.8 93 Large 2 Axle Vehicles 2 4 2 8 4 16 2 22 9 1 3 13 5 25 3 33 76 % Large 2 Axle Vehicles

8.3 22.2 1.7 5 7.8 1.8 5.9 2.2 7.8 4 6.7 7 3.9 2.7 6.4 3 3.1 3 Axle Vehicles 0 0 2 2 0 3 6 9 1 2 0 3 16 5 1 22 36
% 3 Axle Vehicles 0 0 1.7 1.2 0 0.3 17.6 0.9 0.9 8 0 1.6 12.5 0.5 2.1 2 1.5 4+ Axle Trucks 8 1 24 33 2 8 1 11 0 0 1 1 6 7 0 13 58
% 4+ Axle Trucks 33.3 5.6 20.3 20.6 3.9 0.9 2.9 1.1 0 0 2.2 0.5 4.7 0.8 0 1.2 2.4 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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
4 3 12 19 9 105 1 115 21 1 6 28 17 132 10 159 321
07:30 AM 5 5 12 22 9 149 3 161 20 8 8 36 13 154 9 176 395 07:45 AM 2 2 17 21 10 137 6 153 16 4 5 25 16 135 3 154 353 08:00 AM 1 1 24 26 3 131 5 139 16 0 9 25 18 114 4 136 326 Total Volume 12 11 65 88 31 522 15 568 73 13 28 114 64 535 26 625 1395 % App. Total 13.6 12.5 73.9 5.5 91.9 2.6 64 11.4 24.6 10.2 85.6 4.2 PHF .600 .550 .677 .846 .775 .876 .625 .882 .869 .406 .778 .792 .889 .869 .650 .888 .883 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 41

I I I I I I
File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
65 Thru
11 Left
12 InOut Total
92 88 180
Right
15 Thru
522
Left
31 OutTotal In
575 568 1143
Left
73 Thru
13 Right
28 Out TotalIn
68 114 182
Left
64 Thru
535
Right
26 TotalOut In
660 625 1285
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:
07:30 AM 07:30 AM 07:15 AM 07:15 AM
+0 mins. 5 5 12 22 9 149 3 161 21 1 6 28 17 132 10 159
+15 mins. 2 2 17 21 10 137 6 153 20 8 8 36 13 154 9 176 +30 mins. 1 1 24 26 3 131 5 139 16 4 5 25 16 135 3 154
+45 mins. 3 4 17 24 4 110 5 119 16 0 9 25 18 114 4 136
Total Volume 11 12 70 93 26 527 19 572 73 13 28 114 64 535 26 625 % App. Total 11.8 12.9 75.3 4.5 92.1 3.3 64 11.4 24.6 10.2 85.6 4.2 PHF .550 .600 .729 .894 .650 .884 .792 .888 .869 .406 .778 .792 .889 .869 .650 .888 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 42
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File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 7 8 4 95 4 103 14 3 2 19 13 94 7 114 244
07:15 AM 2 3 10 15 6 102 1 109 20 1 6 27 14 127 8 149 300 07:30 AM 2 1 9 12 7 146 3 156 19 7 6 32 10 150 9 169 369 07:45 AM 1 1 12 14 9 134 4 147 15 3 5 23 14 132 2 148 332 Total 6 5 38 49 26 477 12 515 68 14 19 101 51 503 26 580 1245 08:00 AM 0 1 20 21 3 125 4 132 12 0 7 19 15 107 4 126 298 08:15 AM 3 4 15 22 4 107 2 113 8 2 4 14 8 72 1 81 230
08:30 AM 3 2 6 11 7 102 1 110 9 2 10 21 9 99 6 114 256
08:45 AM 2 1 11 14 5 67 6 78 9 4 1 14 18 108 6 132 238
Total 8 8 52 68 19 401 13 433 38 8 22 68 50 386 17 453 1022 Grand Total 14 13 90 117 45 878 25 948 106 22 41 169 101 889 43 1033 2267 Apprch % 12 11.1 76.9 4.7 92.6 2.6 62.7 13 24.3 9.8 86.1 4.2 Total % 0.6 0.6 4 5.2 2 38.7 1.1 41.8 4.7 1 1.8 7.5 4.5 39.2 1.9 45.6 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 2 3 10 15 6 102 1 109 20 1 6 27 14 127 8 149 300 07:30 AM 2 1 9 12 7 146 3 156 19 7 6 32 10 150 9 169 369 07:45 AM 1 1 12 14 9 134 4 147 15 3 5 23 14 132 2 148 332 08:00 AM 0 1 20 21 3 125 4 132 12 0 7 19 15 107 4 126 298 Total Volume 5 6 51 62 25 507 12 544 66 11 24 101 53 516 23 592 1299 % App. Total 8.1 9.7 82.3 4.6 93.2 2.2 65.3 10.9 23.8 9 87.2 3.9 PHF .625 .500 .638 .738 .694 .868 .750 .872 .825 .393 .857 .789 .883 .860 .639 .876 .880 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 43

I I I I I I

I I I I I I
File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
51 Thru
6 Left
5 InOut Total
76 62 138
Right
12 Thru
507
Left
25 OutTotal In
545 544 1089
Left
66 Thru
11 Right
24 Out TotalIn
54 101 155
Left
53 Thru
516
Right
23 TotalOut In
624 592 1216
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. 2 3 10 15 6 102 1 109 20 1 6 27 14 127 8 149
+15 mins. 2 1 9 12 7 146 3 156 19 7 6 32 10 150 9 169
+30 mins. 1 1 12 14 9 134 4 147 15 3 5 23 14 132 2 148
+45 mins. 0 1 20 21 3 125 4 132 12 0 7 19 15 107 4 126
Total Volume 5 6 51 62 25 507 12 544 66 11 24 101 53 516 23 592 % App. Total 8.1 9.7 82.3 4.6 93.2 2.2 65.3 10.9 23.8 9 87.2 3.9 PHF .625 .500 .638 .738 .694 .868 .750 .872 .825 .393 .857 .789 .883 .860 .639 .876 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 44
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File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 1 1 1 0 0 1 0 4 1 5 7
07:15 AM 1 0 0 1 3 3 0 6 1 0 0 1 0 4 1 5 13
07:30 AM 0 4 0 4 0 2 0 2 1 1 2 4 0 2 0 2 12
07:45 AM 0 0 0 0 1 0 1 2 1 0 0 1 1 3 1 5 8
Total 1 4 0 5 4 5 2 11 4 1 2 7 1 13 3 17 40
08:00 AM 1 0 1 2 0 5 0 5 4 0 1 5 1 3 0 4 16
08:15 AM 0 0 1 1 0 3 0 3 0 0 0 0 2 2 0 4 8
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2
08:45 AM 0 0 0 0 0 3 0 3 1 0 0 1 1 5 0 6 10
Total 1 0 2 3 0 11 0 11 5 0 1 6 4 12 0 16 36
Grand Total 2 4 2 8 4 16 2 22 9 1 3 13 5 25 3 33 76
Apprch % 25 50 25 18.2 72.7 9.1 69.2 7.7 23.1 15.2 75.8 9.1 Total % 2.6 5.3 2.6 10.5 5.3 21.1 2.6 28.9 11.8 1.3 3.9 17.1 6.6 32.9 3.9 43.4 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 0 0 1 3 3 0 6 1 0 0 1 0 4 1 5 13
07:30 AM 0 4 0 4 0 2 0 2 1 1 2 4 0 2 0 2 12
07:45 AM 0 0 0 0 1 0 1 2 1 0 0 1 1 3 1 5 8
08:00 AM 1 0 1 2 0 5 0 5 4 0 1 5 1 3 0 4 16
Total Volume 2 4 1 7 4 10 1 15 7 1 3 11 2 12 2 16 49
% App. Total 28.6 57.1 14.3 26.7 66.7 6.7 63.6 9.1 27.3 12.5 75 12.5 PHF .500 .250 .250 .438 .333 .500 .250 .625 .438 .250 .375 .550 .500 .750 .500 .800 .766 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 45

I I I I I I

I I I I I I
File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
1 Thru
4 Left
2 InOut Total
4 7 11
Right
1 Thru
10 Left
4 OutTotal In
17 15 32
Left
7 Thru
1 Right
3 Out TotalIn
10 11 21
Left
2 Thru
12 Right
2 TotalOut In
18 16 34
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. 1 0 0 1 3 3 0 6 1 0 0 1 0 4 1 5
+15 mins. 0 4 0 4 0 2 0 2 1 1 2 4 0 2 0 2
+30 mins. 0 0 0 0 1 0 1 2 1 0 0 1 1 3 1 5
+45 mins. 1 0 1 2 0 5 0 5 4 0 1 5 1 3 0 4
Total Volume 2 4 1 7 4 10 1 15 7 1 3 11 2 12 2 16
% App. Total 28.6 57.1 14.3 26.7 66.7 6.7 63.6 9.1 27.3 12.5 75 12.5 PHF .500 .250 .250 .438 .333 .500 .250 .625 .438 .250 .375 .550 .500 .750 .500 .800 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 46
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File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 1 0 0 1 1 1 0 2 3
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 1 4 4
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 1 0 4 4
07:45 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
Total 0 0 0 0 0 0 0 0 1 1 0 2 7 2 1 10 12
08:00 AM 0 0 2 2 0 1 1 2 0 0 0 0 1 1 0 2 6
08:15 AM 0 0 0 0 0 0 3 3 0 0 0 0 2 1 0 3 6
08:30 AM 0 0 0 0 0 2 0 2 0 0 0 0 5 0 0 5 7
08:45 AM 0 0 0 0 0 0 2 2 0 1 0 1 1 1 0 2 5
Total 0 0 2 2 0 3 6 9 0 1 0 1 9 3 0 12 24
Grand Total 0 0 2 2 0 3 6 9 1 2 0 3 16 5 1 22 36
Apprch % 0 0 100 0 33.3 66.7 33.3 66.7 0 72.7 22.7 4.5 Total % 0 0 5.6 5.6 0 8.3 16.7 25 2.8 5.6 0 8.3 44.4 13.9 2.8 61.1 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 3 0 1 4 4
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 1 0 4 4
07:45 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
08:00 AM 0 0 2 2 0 1 1 2 0 0 0 0 1 1 0 2 6
Total Volume 0 0 2 2 0 1 1 2 0 1 0 1 7 2 1 10 15
% App. Total 0 0 100 0 50 50 0 100 0 70 20 10
PHF .000 .000 .250 .250 .000 .250 .250 .250 .000 .250 .000 .250 .583 .500 .250 .625 .625 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 47

I I I I I I

I I I I I I
File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
2 Thru
0 Left
0 InOut Total
9 2 11
Right
1 Thru
1 Left
0 OutTotal In
2 2 4
Left
0 Thru
1 Right
0 Out TotalIn
1 1 2
Left
7 Thru
2 Right
1 TotalOut In
3 10 13
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 3 0 1 4
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 3 1 0 4
+30 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+45 mins. 0 0 2 2 0 1 1 2 0 0 0 0 1 1 0 2
Total Volume 0 0 2 2 0 1 1 2 0 1 0 1 7 2 1 10
% App. Total 0 0 100 0 50 50 0 100 0 70 20 10
PHF .000 .000 .250 .250 .000 .250 .250 .250 .000 .250 .000 .250 .583 .500 .250 .625 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 48
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File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 3 0 3 6 0 2 0 2 0 0 0 0 1 0 0 1 9
07:15 AM 1 0 2 3 0 0 0 0 0 0 0 0 0 1 0 1 4
07:30 AM 3 0 3 6 2 1 0 3 0 0 0 0 0 1 0 1 10
07:45 AM 1 1 5 7 0 3 1 4 0 0 0 0 1 0 0 1 12
Total 8 1 13 22 2 6 1 9 0 0 0 0 2 2 0 4 35
08:00 AM 0 0 1 1 0 0 0 0 0 0 1 1 1 3 0 4 6
08:15 AM 0 0 1 1 0 0 0 0 0 0 0 0 0 1 0 1 2
08:30 AM 0 0 5 5 0 1 0 1 0 0 0 0 2 0 0 2 8
08:45 AM 0 0 4 4 0 1 0 1 0 0 0 0 1 1 0 2 7
Total 0 0 11 11 0 2 0 2 0 0 1 1 4 5 0 9 23
Grand Total 8 1 24 33 2 8 1 11 0 0 1 1 6 7 0 13 58
Apprch % 24.2 3 72.7 18.2 72.7 9.1 0 0 100 46.2 53.8 0 Total % 13.8 1.7 41.4 56.9 3.4 13.8 1.7 19 0 0 1.7 1.7 10.3 12.1 0 22.4 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 0 2 3 0 0 0 0 0 0 0 0 0 1 0 1 4
07:30 AM 3 0 3 6 2 1 0 3 0 0 0 0 0 1 0 1 10
07:45 AM 1 1 5 7 0 3 1 4 0 0 0 0 1 0 0 1 12
08:00 AM 0 0 1 1 0 0 0 0 0 0 1 1 1 3 0 4 6
Total Volume 5 1 11 17 2 4 1 7 0 0 1 1 2 5 0 7 32
% App. Total 29.4 5.9 64.7 28.6 57.1 14.3 0 0 100 28.6 71.4 0 PHF .417 .250 .550 .607 .250 .333 .250 .438 .000 .000 .250 .250 .500 .417 .000 .438 .667 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 49

I I I I I I

I I I I I I
File Name : 03_MEN_Tru_Eth AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
11 Thru
1 Left
5 InOut Total
3 17 20
Right
1 Thru
4 Left
2 OutTotal In
11 7 18
Left
0 Thru
0 Right
1 Out TotalIn
3 1 4
Left
2 Thru
5 Right
0 TotalOut In
15 7 22
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. 1 0 2 3 0 0 0 0 0 0 0 0 0 1 0 1
+15 mins. 3 0 3 6 2 1 0 3 0 0 0 0 0 1 0 1
+30 mins. 1 1 5 7 0 3 1 4 0 0 0 0 1 0 0 1
+45 mins. 0 0 1 1 0 0 0 0 0 0 1 1 1 3 0 4
Total Volume 5 1 11 17 2 4 1 7 0 0 1 1 2 5 0 7
% App. Total 29.4 5.9 64.7 28.6 57.1 14.3 0 0 100 28.6 71.4 0 PHF .417 .250 .550 .607 .250 .333 .250 .438 .000 .000 .250 .250 .500 .417 .000 .438 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 50
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File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 8 2 38 48 9 106 4 119 22 1 11 34 17 165 6 188 389 04:15 PM 3 3 20 26 4 80 3 87 18 0 9 27 16 190 10 216 356 04:30 PM 2 0 27 29 8 97 2 107 18 1 12 31 8 145 4 157 324 04:45 PM 7 3 16 26 3 99 2 104 13 1 11 25 11 184 3 198 353 Total 20 8 101 129 24 382 11 417 71 3 43 117 52 684 23 759 1422 05:00 PM 11 1 28 40 7 103 1 111 14 1 8 23 10 182 4 196 370 05:15 PM 9 0 18 27 6 91 4 101 25 1 10 36 13 191 5 209 373 05:30 PM 6 0 3 9 3 88 4 95 10 0 11 21 8 144 5 157 282
05:45 PM 2 0 17 19 6 90 3 99 11 0 12 23 9 180 8 197 338 Total 28 1 66 95 22 372 12 406 60 2 41 103 40 697 22 759 1363 Grand Total 48 9 167 224 46 754 23 823 131 5 84 220 92 1381 45 1518 2785 Apprch % 21.4 4 74.6 5.6 91.6 2.8 59.5 2.3 38.2 6.1 91 3 Total % 1.7 0.3 6 8 1.7 27.1 0.8 29.6 4.7 0.2 3 7.9 3.3 49.6 1.6 54.5 Passenger Vehicles 48 9 160 217 45 745 22 812 122 3 76 201 75 1347 40 1462 2692 % Passenger Vehicles 100 100 95.8 96.9 97.8 98.8 95.7 98.7 93.1 60 90.5 91.4 81.5 97.5 88.9 96.3 96.7 Large 2 Axle Vehicles 0 0 3 3 1 6 0 7 6 0 8 14 3 20 2 25 49 % Large 2 Axle Vehicles
0 0 1.8 1.3 2.2 0.8 0 0.9 4.6 0 9.5 6.4 3.3 1.4 4.4 1.6 1.8 3 Axle Vehicles 0 0 1 1 0 0 1 1 1 2 0 3 12 5 1 18 23
% 3 Axle Vehicles 0 0 0.6 0.4 0 0 4.3 0.1 0.8 40 0 1.4 13 0.4 2.2 1.2 0.8 4+ Axle Trucks 0 0 3 3 0 3 0 3 2 0 0 2 2 9 2 13 21
% 4+ Axle Trucks 0 0 1.8 1.3 0 0.4 0 0.4 1.5 0 0 0.9 2.2 0.7 4.4 0.9 0.8 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 04:00 PM
04:00 PM
8 2 38 48 9 106 4 119 22 1 11 34 17 165 6 188 389
04:15 PM 3 3 20 26 4 80 3 87 18 0 9 27 16 190 10 216 356 04:30 PM 2 0 27 29 8 97 2 107 18 1 12 31 8 145 4 157 324 04:45 PM 7 3 16 26 3 99 2 104 13 1 11 25 11 184 3 198 353 Total Volume 20 8 101 129 24 382 11 417 71 3 43 117 52 684 23 759 1422 % App. Total 15.5 6.2 78.3 5.8 91.6 2.6 60.7 2.6 36.8 6.9 90.1 3 PHF .625 .667 .664 .672 .667 .901 .688 .876 .807 .750 .896 .860 .765 .900 .575 .878 .914 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 51

I I I I I I
File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
101
Thru
8 Left
20 InOut Total
66 129 195
Right
11 Thru
382
Left
24 OutTotal In
747 417 1164
Left
71 Thru
3 Right
43 Out TotalIn
55 117 172
Left
52 Thru
684
Right
23 TotalOut In
554 759 1313
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 04:30 PM 04:00 PM 04:15 PM
+0 mins. 8 2 38 48 8 97 2 107 22 1 11 34 16 190 10 216
+15 mins. 3 3 20 26 3 99 2 104 18 0 9 27 8 145 4 157
+30 mins. 2 0 27 29 7 103 1 111 18 1 12 31 11 184 3 198 +45 mins. 7 3 16 26 6 91 4 101 13 1 11 25 10 182 4 196
Total Volume 20 8 101 129 24 390 9 423 71 3 43 117 45 701 21 767 % App. Total 15.5 6.2 78.3 5.7 92.2 2.1 60.7 2.6 36.8 5.9 91.4 2.7 PHF .625 .667 .664 .672 .750 .947 .563 .953 .807 .750 .896 .860 .703 .922 .525 .888 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 52
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File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- Passenger Vehicles
Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 8 2 38 48 8 104 4 116 21 1 11 33 15 158 5 178 375 04:15 PM 3 3 18 24 4 80 2 86 17 0 8 25 12 185 8 205 340 04:30 PM 2 0 26 28 8 97 2 107 17 0 11 28 8 139 4 151 314 04:45 PM 7 3 16 26 3 96 2 101 12 0 11 23 6 180 2 188 338 Total 20 8 98 126 23 377 10 410 67 1 41 109 41 662 19 722 1367 05:00 PM 11 1 26 38 7 102 1 110 12 1 7 20 8 176 4 188 356 05:15 PM 9 0 17 26 6 90 4 100 23 1 8 32 10 187 4 201 359 05:30 PM 6 0 3 9 3 86 4 93 9 0 9 18 7 144 5 156 276
05:45 PM 2 0 16 18 6 90 3 99 11 0 11 22 9 178 8 195 334 Total 28 1 62 91 22 368 12 402 55 2 35 92 34 685 21 740 1325 Grand Total 48 9 160 217 45 745 22 812 122 3 76 201 75 1347 40 1462 2692 Apprch % 22.1 4.1 73.7 5.5 91.7 2.7 60.7 1.5 37.8 5.1 92.1 2.7 Total % 1.8 0.3 5.9 8.1 1.7 27.7 0.8 30.2 4.5 0.1 2.8 7.5 2.8 50 1.5 54.3 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 8 2 38 48 8 104 4 116 21 1 11 33 15 158 5 178 375 04:15 PM 3 3 18 24 4 80 2 86 17 0 8 25 12 185 8 205 340 04:30 PM 2 0 26 28 8 97 2 107 17 0 11 28 8 139 4 151 314 04:45 PM 7 3 16 26 3 96 2 101 12 0 11 23 6 180 2 188 338 Total Volume 20 8 98 126 23 377 10 410 67 1 41 109 41 662 19 722 1367 % App. Total 15.9 6.3 77.8 5.6 92 2.4 61.5 0.9 37.6 5.7 91.7 2.6 PHF .625 .667 .645 .656 .719 .906 .625 .884 .798 .250 .932 .826 .683 .895 .594 .880 .911 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 53

I I I I I I

I I I I I I
File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
98 Thru
8 Left
20 InOut Total
52 126 178
Right
10 Thru
377
Left
23 OutTotal In
723 410 1133
Left
67 Thru
1 Right
41 Out TotalIn
50 109 159
Left
41 Thru
662
Right
19 TotalOut In
542 722 1264
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 04:00 PM
+0 mins. 8 2 38 48 8 104 4 116 21 1 11 33 15 158 5 178
+15 mins. 3 3 18 24 4 80 2 86 17 0 8 25 12 185 8 205
+30 mins. 2 0 26 28 8 97 2 107 17 0 11 28 8 139 4 151
+45 mins. 7 3 16 26 3 96 2 101 12 0 11 23 6 180 2 188
Total Volume 20 8 98 126 23 377 10 410 67 1 41 109 41 662 19 722 % App. Total 15.9 6.3 77.8 5.6 92 2.4 61.5 0.9 37.6 5.7 91.7 2.6 PHF .625 .667 .645 .656 .719 .906 .625 .884 .798 .250 .932 .826 .683 .895 .594 .880 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 54
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File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 1 0 0 1 1 4 0 5 9
04:15 PM 0 0 2 2 0 0 0 0 0 0 1 1 0 3 1 4 7
04:30 PM 0 0 0 0 0 0 0 0 1 0 1 2 0 5 0 5 7
04:45 PM 0 0 0 0 0 1 0 1 1 0 0 1 1 2 0 3 5
Total 0 0 2 2 1 3 0 4 3 0 2 5 2 14 1 17 28
05:00 PM 0 0 0 0 0 1 0 1 1 0 1 2 0 3 0 3 6
05:15 PM 0 0 0 0 0 0 0 0 2 0 2 4 1 2 1 4 8
05:30 PM 0 0 0 0 0 2 0 2 0 0 2 2 0 0 0 0 4
05:45 PM 0 0 1 1 0 0 0 0 0 0 1 1 0 1 0 1 3
Total 0 0 1 1 0 3 0 3 3 0 6 9 1 6 1 8 21
Grand Total 0 0 3 3 1 6 0 7 6 0 8 14 3 20 2 25 49
Apprch % 0 0 100 14.3 85.7 0 42.9 0 57.1 12 80 8
Total % 0 0 6.1 6.1 2 12.2 0 14.3 12.2 0 16.3 28.6 6.1 40.8 4.1 51 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 04:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 0 0 0 1 2 0 3 1 0 0 1 1 4 0 5 9
04:15 PM 0 0 2 2 0 0 0 0 0 0 1 1 0 3 1 4 7
04:30 PM 0 0 0 0 0 0 0 0 1 0 1 2 0 5 0 5 7
04:45 PM 0 0 0 0 0 1 0 1 1 0 0 1 1 2 0 3 5
Total Volume 0 0 2 2 1 3 0 4 3 0 2 5 2 14 1 17 28
% App. Total 0 0 100 25 75 0 60 0 40 11.8 82.4 5.9
PHF .000 .000 .250 .250 .250 .375 .000 .333 .750 .000 .500 .625 .500 .700 .250 .850 .778 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 55

I I I I I I

I I I I I I
File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
2 Thru
0 Left
0 InOut Total
2 2 4
Right
0 Thru
3 Left
1 OutTotal In
16 4 20
Left
3 Thru
0 Right
2 Out TotalIn
2 5 7
Left
2 Thru
14 Right
1 TotalOut In
8 17 25
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 04:00 PM
+0 mins. 0 0 0 0 1 2 0 3 1 0 0 1 1 4 0 5
+15 mins. 0 0 2 2 0 0 0 0 0 0 1 1 0 3 1 4
+30 mins. 0 0 0 0 0 0 0 0 1 0 1 2 0 5 0 5
+45 mins. 0 0 0 0 0 1 0 1 1 0 0 1 1 2 0 3
Total Volume 0 0 2 2 1 3 0 4 3 0 2 5 2 14 1 17
% App. Total 0 0 100 25 75 0 60 0 40 11.8 82.4 5.9
PHF .000 .000 .250 .250 .250 .375 .000 .333 .750 .000 .500 .625 .500 .700 .250 .850 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 56
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File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- 3 Axle Vehicles
Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 1 2 0 3 3
04:15 PM 0 0 0 0 0 0 1 1 0 0 0 0 4 0 1 5 6
04:30 PM 0 0 1 1 0 0 0 0 0 1 0 1 0 0 0 0 2
04:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 3 0 0 3 4
Total 0 0 1 1 0 0 1 1 0 2 0 2 8 2 1 11 15
05:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 1 2 0 3 4
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 1 0 3 3
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 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 1 0 0 1 4 3 0 7 8
Grand Total 0 0 1 1 0 0 1 1 1 2 0 3 12 5 1 18 23
Apprch % 0 0 100 0 0 100 33.3 66.7 0 66.7 27.8 5.6
Total % 0 0 4.3 4.3 0 0 4.3 4.3 4.3 8.7 0 13 52.2 21.7 4.3 78.3 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 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 0 0 1 2 0 3 3
04:15 PM 0 0 0 0 0 0 1 1 0 0 0 0 4 0 1 5 6
04:30 PM 0 0 1 1 0 0 0 0 0 1 0 1 0 0 0 0 2
04:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 3 0 0 3 4
Total Volume 0 0 1 1 0 0 1 1 0 2 0 2 8 2 1 11 15
% App. Total 0 0 100 0 0 100 0 100 0 72.7 18.2 9.1
PHF .000 .000 .250 .250 .000 .000 .250 .250 .000 .500 .000 .500 .500 .250 .250 .550 .625 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 57

I I I I I I

I I I I I I
File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
1 Thru
0 Left
0 InOut Total
11 1 12
Right
1 Thru
0 Left
0 OutTotal In
2 1 3
Left
0 Thru
2 Right
0 Out TotalIn
1 2 3
Left
8 Thru
2 Right
1 TotalOut In
1 11 12
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 04:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 3
+15 mins. 0 0 0 0 0 0 1 1 0 0 0 0 4 0 1 5
+30 mins. 0 0 1 1 0 0 0 0 0 1 0 1 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 1 0 1 3 0 0 3
Total Volume 0 0 1 1 0 0 1 1 0 2 0 2 8 2 1 11
% App. Total 0 0 100 0 0 100 0 100 0 72.7 18.2 9.1
PHF .000 .000 .250 .250 .000 .000 .250 .250 .000 .500 .000 .500 .500 .250 .250 .550 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 58
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File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Groups Printed- 4+ Axle Trucks
Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 1 1 2 2
04:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 2 0 2 3
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 2 0 2 0 0 0 0 1 2 1 4 6
Total 0 0 0 0 0 2 0 2 1 0 0 1 1 6 2 9 12
05:00 PM 0 0 2 2 0 0 0 0 0 0 0 0 1 1 0 2 4
05:15 PM 0 0 1 1 0 1 0 1 0 0 0 0 0 1 0 1 3
05:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Total 0 0 3 3 0 1 0 1 1 0 0 1 1 3 0 4 9
Grand Total 0 0 3 3 0 3 0 3 2 0 0 2 2 9 2 13 21
Apprch % 0 0 100 0 100 0 100 0 0 15.4 69.2 15.4
Total % 0 0 14.3 14.3 0 14.3 0 14.3 9.5 0 0 9.5 9.5 42.9 9.5 61.9 Trumble Road
Southbound
Ethanac Avenue
Westbound
Trumble Road
Northbound
Ethanac 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 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 0 0 0 1 1 2 2
04:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 2 0 2 3
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 2 0 2 0 0 0 0 1 2 1 4 6
Total Volume 0 0 0 0 0 2 0 2 1 0 0 1 1 6 2 9 12
% App. Total 0 0 0 0 100 0 100 0 0 11.1 66.7 22.2
PHF .000 .000 .000 .000 .000 .250 .000 .250 .250 .000 .000 .250 .250 .750 .500 .563 .500 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 59

I I I I I I

I I I I I I
File Name : 03_MEN_Tru_Eth PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: Trumble Road
E/W: Ethanac Avenue
Weather: Clear
Trumble Road
Ethanac Avenue
Ethanac Avenue
Trumble Road
Right
0 Thru
0 Left
0 InOut Total
1 0 1
Right
0 Thru
2 Left
0 OutTotal In
6 2 8
Left
1 Thru
0 Right
0 Out TotalIn
2 1 3
Left
1 Thru
6 Right
2 TotalOut In
3 9 12
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 04:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2
+15 mins. 0 0 0 0 0 0 0 0 1 0 0 1 0 2 0 2
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
+45 mins. 0 0 0 0 0 2 0 2 0 0 0 0 1 2 1 4
Total Volume 0 0 0 0 0 2 0 2 1 0 0 1 1 6 2 9
% App. Total 0 0 0 0 100 0 100 0 0 11.1 66.7 22.2
PHF .000 .000 .000 .000 .000 .250 .000 .250 .250 .000 .000 .250 .250 .750 .500 .563 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 60
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File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 133 8 141 8 314 322 4 2 6 469
07:15 AM 162 5 167 6 313 319 2 5 7 493
07:30 AM 174 5 179 6 313 319 4 3 7 505
07:45 AM 203 8 211 9 357 366 2 4 6 583
Total 672 26 698 29 1297 1326 12 14 26 2050
08:00 AM 161 4 165 11 304 315 0 6 6 486
08:15 AM 147 7 154 6 245 251 2 6 8 413
08:30 AM 168 6 174 6 255 261 1 4 5 440
08:45 AM 127 4 131 1 222 223 6 3 9 363
Total 603 21 624 24 1026 1050 9 19 28 1702
Grand Total 1275 47 1322 53 2323 2376 21 33 54 3752
Apprch % 96.4 3.6 2.2 97.8 38.9 61.1
Total % 34 1.3 35.2 1.4 61.9 63.3 0.6 0.9 1.4
Passenger Vehicles 1157 38 1195 41 2221 2262 14 23 37 3494 % Passenger Vehicles 90.7 80.9 90.4 77.4 95.6 95.2 66.7 69.7 68.5 93.1 Large 2 Axle Vehicles 60 2 62 3 43 46 3 3 6 114
% Large 2 Axle Vehicles 4.7 4.3 4.7 5.7 1.9 1.9 14.3 9.1 11.1 3 3 Axle Vehicles 18 2 20 1 19 20 0 0 0 40
% 3 Axle Vehicles 1.4 4.3 1.5 1.9 0.8 0.8 0 0 0 1.1
4+ Axle Trucks 40 5 45 8 40 48 4 7 11 104
% 4+ Axle Trucks 3.1 10.6 3.4 15.1 1.7 2 19 21.2 20.4 2.8 SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left 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
162 5 167 6 313 319 2 5 7 493
07:30 AM 174 5 179 6 313 319 4 3 7 505
07:45 AM 203 8 211 9 357 366 2 4 6 583
08:00 AM 161 4 165 11 304 315 0 6 6 486
Total Volume 700 22 722 32 1287 1319 8 18 26 2067
% App. Total 97 3 2.4 97.6 30.8 69.2
PHF .862 .688 .855 .727 .901 .901 .500 .750 .929 .886
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 61
I I
File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
22 Thru
700
InOut Total
1295 722 2017
Left
32 Thru
1287
Out TotalIn
718 1319 2037
Left
8 Right
18 TotalOut In
54 26 80
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 08:00 AM
+0 mins. 162 5 167 8 314 322 0 6 6
+15 mins. 174 5 179 6 313 319 2 6 8
+30 mins. 203 8 211 6 313 319 1 4 5
+45 mins. 161 4 165 9 357 366 6 3 9
Total Volume 700 22 722 29 1297 1326 9 19 28
% App. Total 97 3 2.2 97.8 32.1 67.9
PHF .862 .688 .855 .806 .908 .906 .375 .792 .778
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 62
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File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- Passenger Vehicles
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 117 8 125 7 308 315 2 2 4 444
07:15 AM 147 5 152 4 306 310 2 3 5 467
07:30 AM 158 5 163 5 295 300 4 2 6 469
07:45 AM 186 6 192 8 345 353 1 3 4 549
Total 608 24 632 24 1254 1278 9 10 19 1929
08:00 AM 150 4 154 8 286 294 0 4 4 452
08:15 AM 136 5 141 5 230 235 0 3 3 379
08:30 AM 151 1 152 3 243 246 1 4 5 403
08:45 AM 112 4 116 1 208 209 4 2 6 331
Total 549 14 563 17 967 984 5 13 18 1565
Grand Total 1157 38 1195 41 2221 2262 14 23 37 3494
Apprch % 96.8 3.2 1.8 98.2 37.8 62.2
Total % 33.1 1.1 34.2 1.2 63.6 64.7 0.4 0.7 1.1
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left 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 147 5 152 4 306 310 2 3 5 467
07:30 AM 158 5 163 5 295 300 4 2 6 469
07:45 AM 186 6 192 8 345 353 1 3 4 549
08:00 AM 150 4 154 8 286 294 0 4 4 452
Total Volume 641 20 661 25 1232 1257 7 12 19 1937
% App. Total 97 3 2 98 36.8 63.2
PHF .862 .833 .861 .781 .893 .890 .438 .750 .792 .882
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 63
I I
File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
20 Thru
641
InOut Total
1239 661 1900
Left
25 Thru
1232
Out TotalIn
653 1257 1910
Left
7 Right
12 TotalOut In
45 19 64
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. 147 5 152 4 306 310 2 3 5
+15 mins. 158 5 163 5 295 300 4 2 6
+30 mins. 186 6 192 8 345 353 1 3 4
+45 mins. 150 4 154 8 286 294 0 4 4
Total Volume 641 20 661 25 1232 1257 7 12 19
% App. Total 97 3 2 98 36.8 63.2
PHF .862 .833 .861 .781 .893 .890 .438 .750 .792
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 64
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File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 6 0 6 0 2 2 1 0 1 9
07:15 AM 9 0 9 0 4 4 0 0 0 13
07:30 AM 9 0 9 1 6 7 0 0 0 16
07:45 AM 8 0 8 0 4 4 1 1 2 14
Total 32 0 32 1 16 17 2 1 3 52
08:00 AM 4 0 4 1 4 5 0 1 1 10
08:15 AM 4 1 5 1 7 8 0 0 0 13
08:30 AM 12 1 13 0 6 6 0 0 0 19
08:45 AM 8 0 8 0 10 10 1 1 2 20
Total 28 2 30 2 27 29 1 2 3 62
Grand Total 60 2 62 3 43 46 3 3 6 114
Apprch % 96.8 3.2 6.5 93.5 50 50
Total % 52.6 1.8 54.4 2.6 37.7 40.4 2.6 2.6 5.3
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left 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 9 0 9 0 4 4 0 0 0 13
07:30 AM 9 0 9 1 6 7 0 0 0 16
07:45 AM 8 0 8 0 4 4 1 1 2 14
08:00 AM 4 0 4 1 4 5 0 1 1 10
Total Volume 30 0 30 2 18 20 1 2 3 53
% App. Total 100 0 10 90 33.3 66.7
PHF .833 .000 .833 .500 .750 .714 .250 .500 .375 .828
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 65
I I
File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
0 Thru
30 InOut Total
19 30 49
Left
2 Thru
18 Out TotalIn
32 20 52
Left
1 Right
2 TotalOut In
2 3 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
+0 mins. 9 0 9 0 4 4 0 0 0
+15 mins. 9 0 9 1 6 7 0 0 0
+30 mins. 8 0 8 0 4 4 1 1 2
+45 mins. 4 0 4 1 4 5 0 1 1
Total Volume 30 0 30 2 18 20 1 2 3
% App. Total 100 0 10 90 33.3 66.7
PHF .833 .000 .833 .500 .750 .714 .250 .500 .375
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 66
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File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- 3 Axle Vehicles
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 3 0 3 0 2 2 0 0 0 5
07:15 AM 2 0 2 0 0 0 0 0 0 2
07:30 AM 2 0 2 0 5 5 0 0 0 7
07:45 AM 2 2 4 0 4 4 0 0 0 8
Total 9 2 11 0 11 11 0 0 0 22
08:00 AM 2 0 2 0 4 4 0 0 0 6
08:15 AM 2 0 2 0 2 2 0 0 0 4
08:30 AM 3 0 3 1 1 2 0 0 0 5
08:45 AM 2 0 2 0 1 1 0 0 0 3
Total 9 0 9 1 8 9 0 0 0 18
Grand Total 18 2 20 1 19 20 0 0 0 40
Apprch % 90 10 5 95 0 0
Total % 45 5 50 2.5 47.5 50 0 0 0
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left 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 2 0 2 0 0 0 0 0 0 2
07:30 AM 2 0 2 0 5 5 0 0 0 7
07:45 AM 2 2 4 0 4 4 0 0 0 8
08:00 AM 2 0 2 0 4 4 0 0 0 6
Total Volume 8 2 10 0 13 13 0 0 0 23
% App. Total 80 20 0 100 0 0
PHF 1.00 .250 .625 .000 .650 .650 .000 .000 .000 .719
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 67
I I
File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
2 Thru
8 InOut Total
13 10 23
Left
0 Thru
13 Out TotalIn
8 13 21
Left
0 Right
0 TotalOut In
2 0 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. 2 0 2 0 0 0 0 0 0
+15 mins. 2 0 2 0 5 5 0 0 0
+30 mins. 2 2 4 0 4 4 0 0 0
+45 mins. 2 0 2 0 4 4 0 0 0
Total Volume 8 2 10 0 13 13 0 0 0
% App. Total 80 20 0 100 0 0
PHF 1.000 .250 .625 .000 .650 .650 .000 .000 .000
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 68
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File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- 4+ Axle Trucks
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 7 0 7 1 2 3 1 0 1 11
07:15 AM 4 0 4 2 3 5 0 2 2 11
07:30 AM 5 0 5 0 7 7 0 1 1 13
07:45 AM 7 0 7 1 4 5 0 0 0 12
Total 23 0 23 4 16 20 1 3 4 47
08:00 AM 5 0 5 2 10 12 0 1 1 18
08:15 AM 5 1 6 0 6 6 2 3 5 17
08:30 AM 2 4 6 2 5 7 0 0 0 13
08:45 AM 5 0 5 0 3 3 1 0 1 9
Total 17 5 22 4 24 28 3 4 7 57
Grand Total 40 5 45 8 40 48 4 7 11 104
Apprch % 88.9 11.1 16.7 83.3 36.4 63.6
Total % 38.5 4.8 43.3 7.7 38.5 46.2 3.8 6.7 10.6
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left 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 4 0 4 2 3 5 0 2 2 11
07:30 AM 5 0 5 0 7 7 0 1 1 13
07:45 AM 7 0 7 1 4 5 0 0 0 12
08:00 AM 5 0 5 2 10 12 0 1 1 18
Total Volume 21 0 21 5 24 29 0 4 4 54
% App. Total 100 0 17.2 82.8 0 100
PHF .750 .000 .750 .625 .600 .604 .000 .500 .500 .750
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 69
I I
File Name : 04_MEN_SR74_Wat AM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
0 Thru
21 InOut Total
24 21 45
Left
5 Thru
24 Out TotalIn
25 29 54
Left
0 Right
4 TotalOut In
5 4 9
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. 4 0 4 2 3 5 0 2 2
+15 mins. 5 0 5 0 7 7 0 1 1
+30 mins. 7 0 7 1 4 5 0 0 0
+45 mins. 5 0 5 2 10 12 0 1 1
Total Volume 21 0 21 5 24 29 0 4 4
% App. Total 100 0 17.2 82.8 0 100
PHF .750 .000 .750 .625 .600 .604 .000 .500 .500
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 70
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File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 261 8 269 0 259 259 8 11 19 547
04:15 PM 285 3 288 4 198 202 1 2 3 493
04:30 PM 277 3 280 7 210 217 2 9 11 508
04:45 PM 296 2 298 3 220 223 4 3 7 528
Total 1119 16 1135 14 887 901 15 25 40 2076
05:00 PM 322 3 325 4 216 220 5 7 12 557
05:15 PM 269 0 269 5 229 234 3 4 7 510
05:30 PM 260 1 261 2 244 246 1 5 6 513
05:45 PM 262 1 263 0 246 246 0 4 4 513
Total 1113 5 1118 11 935 946 9 20 29 2093
Grand Total 2232 21 2253 25 1822 1847 24 45 69 4169
Apprch % 99.1 0.9 1.4 98.6 34.8 65.2
Total % 53.5 0.5 54 0.6 43.7 44.3 0.6 1.1 1.7
Passenger Vehicles 2185 19 2204 16 1755 1771 22 37 59 4034 % Passenger Vehicles 97.9 90.5 97.8 64 96.3 95.9 91.7 82.2 85.5 96.8 Large 2 Axle Vehicles 35 1 36 0 36 36 1 0 1 73
% Large 2 Axle Vehicles 1.6 4.8 1.6 0 2 1.9 4.2 0 1.4 1.8 3 Axle Vehicles 3 0 3 0 16 16 0 0 0 19
% 3 Axle Vehicles 0.1 0 0.1 0 0.9 0.9 0 0 0 0.5
4+ Axle Trucks 9 1 10 9 15 24 1 8 9 43
% 4+ Axle Trucks 0.4 4.8 0.4 36 0.8 1.3 4.2 17.8 13 1
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left 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 04:45 PM
04:45 PM
296 2 298 3 220 223 4 3 7 528
05:00 PM 322 3 325 4 216 220 5 7 12 557
05:15 PM 269 0 269 5 229 234 3 4 7 510
05:30 PM 260 1 261 2 244 246 1 5 6 513
Total Volume 1147 6 1153 14 909 923 13 19 32 2108
% App. Total 99.5 0.5 1.5 98.5 40.6 59.4
PHF .891 .500 .887 .700 .931 .938 .650 .679 .667 .946
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 71
I I
File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
6 Thru
1147
InOut Total
922 1153 2075
Left
14 Thru
909
Out TotalIn
1166 923 2089
Left
13 Right
19 TotalOut In
20 32 52
Peak Hour Begins at 04:45 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 04:00 PM
+0 mins. 285 3 288 4 216 220 8 11 19
+15 mins. 277 3 280 5 229 234 1 2 3
+30 mins. 296 2 298 2 244 246 2 9 11
+45 mins. 322 3 325 0 246 246 4 3 7
Total Volume 1180 11 1191 11 935 946 15 25 40
% App. Total 99.1 0.9 1.2 98.8 37.5 62.5
PHF .916 .917 .916 .550 .950 .961 .469 .568 .526
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 72
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File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- Passenger Vehicles
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 252 8 260 0 249 249 7 10 17 526
04:15 PM 281 3 284 3 186 189 1 2 3 476
04:30 PM 270 2 272 3 202 205 2 6 8 485
04:45 PM 289 2 291 2 210 212 3 1 4 507
Total 1092 15 1107 8 847 855 13 19 32 1994
05:00 PM 319 2 321 2 210 212 5 6 11 544
05:15 PM 262 0 262 4 221 225 3 4 7 494
05:30 PM 251 1 252 2 239 241 1 4 5 498
05:45 PM 261 1 262 0 238 238 0 4 4 504
Total 1093 4 1097 8 908 916 9 18 27 2040
Grand Total 2185 19 2204 16 1755 1771 22 37 59 4034
Apprch % 99.1 0.9 0.9 99.1 37.3 62.7
Total % 54.2 0.5 54.6 0.4 43.5 43.9 0.5 0.9 1.5
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 289 2 291 2 210 212 3 1 4 507
05:00 PM 319 2 321 2 210 212 5 6 11 544
05:15 PM 262 0 262 4 221 225 3 4 7 494
05:30 PM 251 1 252 2 239 241 1 4 5 498
Total Volume 1121 5 1126 10 880 890 12 15 27 2043
% App. Total 99.6 0.4 1.1 98.9 44.4 55.6
PHF .879 .625 .877 .625 .921 .923 .600 .625 .614 .939
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 73
I I
File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
5 Thru
1121
InOut Total
892 1126 2018
Left
10 Thru
880
Out TotalIn
1136 890 2026
Left
12 Right
15 TotalOut In
15 27 42
Peak Hour Begins at 04:45 PM

Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:45 PM 04:45 PM
+0 mins. 289 2 291 2 210 212 3 1 4
+15 mins. 319 2 321 2 210 212 5 6 11
+30 mins. 262 0 262 4 221 225 3 4 7
+45 mins. 251 1 252 2 239 241 1 4 5
Total Volume 1121 5 1126 10 880 890 12 15 27
% App. Total 99.6 0.4 1.1 98.9 44.4 55.6
PHF .879 .625 .877 .625 .921 .923 .600 .625 .614
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 74
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File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 8 0 8 0 7 7 0 0 0 15
04:15 PM 4 0 4 0 6 6 0 0 0 10
04:30 PM 6 1 7 0 3 3 0 0 0 10
04:45 PM 5 0 5 0 5 5 1 0 1 11
Total 23 1 24 0 21 21 1 0 1 46
05:00 PM 2 0 2 0 2 2 0 0 0 4
05:15 PM 3 0 3 0 4 4 0 0 0 7
05:30 PM 7 0 7 0 3 3 0 0 0 10
05:45 PM 0 0 0 0 6 6 0 0 0 6
Total 12 0 12 0 15 15 0 0 0 27
Grand Total 35 1 36 0 36 36 1 0 1 73
Apprch % 97.2 2.8 0 100 100 0
Total % 47.9 1.4 49.3 0 49.3 49.3 1.4 0 1.4
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 5 0 5 0 5 5 1 0 1 11
05:00 PM 2 0 2 0 2 2 0 0 0 4
05:15 PM 3 0 3 0 4 4 0 0 0 7
05:30 PM 7 0 7 0 3 3 0 0 0 10
Total Volume 17 0 17 0 14 14 1 0 1 32
% App. Total 100 0 0 100 100 0
PHF .607 .000 .607 .000 .700 .700 .250 .000 .250 .727
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 75
I I
File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
0 Thru
17 InOut Total
15 17 32
Left
0 Thru
14 Out TotalIn
17 14 31
Left
1 Right
0 TotalOut In
0 1 1
Peak Hour Begins at 04:45 PM

Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:45 PM 04:45 PM
+0 mins. 5 0 5 0 5 5 1 0 1
+15 mins. 2 0 2 0 2 2 0 0 0
+30 mins. 3 0 3 0 4 4 0 0 0
+45 mins. 7 0 7 0 3 3 0 0 0
Total Volume 17 0 17 0 14 14 1 0 1
% App. Total 100 0 0 100 100 0
PHF .607 .000 .607 .000 .700 .700 .250 .000 .250
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 76
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File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- 3 Axle Vehicles
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 1 0 1 0 3 3 0 0 0 4
04:15 PM 0 0 0 0 2 2 0 0 0 2
04:30 PM 0 0 0 0 3 3 0 0 0 3
04:45 PM 0 0 0 0 2 2 0 0 0 2
Total 1 0 1 0 10 10 0 0 0 11
05:00 PM 0 0 0 0 3 3 0 0 0 3
05:15 PM 2 0 2 0 1 1 0 0 0 3
05:30 PM 0 0 0 0 1 1 0 0 0 1
05:45 PM 0 0 0 0 1 1 0 0 0 1
Total 2 0 2 0 6 6 0 0 0 8
Grand Total 3 0 3 0 16 16 0 0 0 19
Apprch % 100 0 0 100 0 0
Total % 15.8 0 15.8 0 84.2 84.2 0 0 0
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 0 0 0 2 2 0 0 0 2
05:00 PM 0 0 0 0 3 3 0 0 0 3
05:15 PM 2 0 2 0 1 1 0 0 0 3
05:30 PM 0 0 0 0 1 1 0 0 0 1
Total Volume 2 0 2 0 7 7 0 0 0 9
% App. Total 100 0 0 100 0 0
PHF .250 .000 .250 .000 .583 .583 .000 .000 .000 .750
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 77
I I
File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
0 Thru
2 InOut Total
7 2 9
Left
0 Thru
7 Out TotalIn
2 7 9
Left
0 Right
0 TotalOut In
0 0 0
Peak Hour Begins at 04:45 PM

3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:45 PM 04:45 PM
+0 mins. 0 0 0 0 2 2 0 0 0
+15 mins. 0 0 0 0 3 3 0 0 0
+30 mins. 2 0 2 0 1 1 0 0 0
+45 mins. 0 0 0 0 1 1 0 0 0
Total Volume 2 0 2 0 7 7 0 0 0
% App. Total 100 0 0 100 0 0
PHF .250 .000 .250 .000 .583 .583 .000 .000 .000
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 78
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File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 1
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
Groups Printed- 4+ Axle Trucks
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 1 1 2 2
04:15 PM 0 0 0 1 4 5 0 0 0 5
04:30 PM 1 0 1 4 2 6 0 3 3 10
04:45 PM 2 0 2 1 3 4 0 2 2 8
Total 3 0 3 6 9 15 1 6 7 25
05:00 PM 1 1 2 2 1 3 0 1 1 6
05:15 PM 2 0 2 1 3 4 0 0 0 6
05:30 PM 2 0 2 0 1 1 0 1 1 4
05:45 PM 1 0 1 0 1 1 0 0 0 2
Total 6 1 7 3 6 9 0 2 2 18
Grand Total 9 1 10 9 15 24 1 8 9 43
Apprch % 90 10 37.5 62.5 11.1 88.9
Total % 20.9 2.3 23.3 20.9 34.9 55.8 2.3 18.6 20.9
SR-74
Southbound
SR-74
Northbound
Watson Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 2 0 2 1 3 4 0 2 2 8
05:00 PM 1 1 2 2 1 3 0 1 1 6
05:15 PM 2 0 2 1 3 4 0 0 0 6
05:30 PM 2 0 2 0 1 1 0 1 1 4
Total Volume 7 1 8 4 8 12 0 4 4 24
% App. Total 87.5 12.5 33.3 66.7 0 100
PHF .875 .250 1.00 .500 .667 .750 .000 .500 .500 .750
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 79
I I
File Name : 04_MEN_SR74_Wat PM
Site Code : 99925132
Start Date : 2/11/2025
Page No : 2
City of Menifee
N/S: SR-74
E/W: Watson Road
Weather: Clear
SR-74
Watson Road
SR-74
Right
1 Thru
7 InOut Total
8 8 16
Left
4 Thru
8 Out TotalIn
11 12 23
Left
0 Right
4 TotalOut In
5 4 9
Peak Hour Begins at 04:45 PM

4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:45 PM to 05:30 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:45 PM 04:45 PM
+0 mins. 2 0 2 1 3 4 0 2 2
+15 mins. 1 1 2 2 1 3 0 1 1
+30 mins. 2 0 2 1 3 4 0 0 0
+45 mins. 2 0 2 0 1 1 0 1 1
Total Volume 7 1 8 4 8 12 0 4 4
% App. Total 87.5 12.5 33.3 66.7 0 100
PHF .875 .250 1.000 .500 .667 .750 .000 .500 .500
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
Appendix D - 80
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Page 1 ends

Menifee City CouncilJuly 15, 2026

Menifee City Council
July 15, 2026