Agenda packet — Beaumont City Council, January 20, 2026 (part 4 of 11)

18+25 0.4646 0.07 Q
18+30 0.4651 0.07 Q
18+35 0.4655 0.05 Q
18+40 0.4658 0.04 Q
18+45 0.4660 0.04 Q
18+50 0.4662 0.02 Q
18+55 0.4662 0.01 Q
19+ 0 0.4663 0.01 Q
19+ 5 0.4665 0.02 Q
19+10 0.4667 0.04 Q
19+15 0.4670 0.04 Q
19+20 0.4674 0.06 Q
19+25 0.4679 0.07 Q
19+30 0.4683 0.07 Q
19+35 0.4687 0.06 Q
19+40 0.4690 0.04 Q
19+45 0.4693 0.04 Q
19+50 0.4695 0.02 Q
19+55 0.4696 0.01 Q
20+ 0 0.4696 0.01 Q
20+ 5 0.4698 0.03 Q
20+10 0.4701 0.04 Q
20+15 0.4704 0.04 Q
20+20 0.4707 0.04 Q
20+25 0.4710 0.04 Q
20+30 0.4713 0.04 Q
20+35 0.4716 0.04 Q
20+40 0.4719 0.04 Q
20+45 0.4722 0.04 Q
20+50 0.4724 0.03 Q
20+55 0.4725 0.02 Q
21+ 0 0.4726 0.01 Q
21+ 5 0.4728 0.03 Q
21+10 0.4731 0.04 Q
21+15 0.4734 0.05 Q
21+20 0.4736 0.03 Q
21+25 0.4737 0.02 Q
21+30 0.4738 0.01 Q
21+35 0.4740 0.03 Q
21+40 0.4743 0.04 Q
21+45 0.4746 0.05 Q
21+50 0.4749 0.03 Q
21+55 0.4750 0.02 Q
22+ 0 0.4751 0.02 Q
22+ 5 0.4753 0.03 Q
22+10 0.4756 0.04 Q
22+15 0.4759 0.05 Q
22+20 0.4761 0.03 Q
22+25 0.4763 0.02 Q
22+30 0.4764 0.02 Q
22+35 0.4765 0.02 Q
22+40 0.4766 0.02 Q
22+45 0.4767 0.02 Q
22+50 0.4768 0.02 Q
22+55 0.4770 0.02 Q
23+ 0 0.4771 0.02 Q
23+ 5 0.4772 0.02 Q
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V

Page 387 of 1376 ends

23+10
23+15
23+20
23+25
23+30
23+35
23+40
23+45
23+50
23+55
24+ 0
24+ 5
24+10

0.4773 0.02 Q

0.4774 0.02 Q

0.4776 0.02 Q

0.4777 0.02 Q

0.4778 0.02 Q

0.4779 0.02 Q

0.4781 0.02 Q

0.4782 0.02 Q

0.4783 0.02 Q

0.4784 0.02 Q

0.4786 0.02 Q

0.4786 0.01 Q

0.4786 0.00 Q
V
V
V
V
V
V
V
V
V
V
V
V
V

Page 388 of 1376 ends

Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 09/16/25 File: PENCE24100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4042
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format

SITETECH
PENCE

PROPOSED CONDITION
100 -YEAR
Drainage Area = 1.20(Ac.) = 0.002 Sq. Mi.

Drainage Area for Depth -Area Areal Adjustment = 1.20(Ac.)= 0.002 Sq. Mi.

Length along longest watercourse = 462.00(Ft.)
Length along longest watercourse measured to centroid = 231.00(Ft.) Length along longest watercourse = 0.087 Mi.

Length along longest watercourse measured to centroid 0.044 Mi.

Difference in elevation = 1.70(Ft.)
Slope along watercourse = 19.4286 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.025 Hr.

Lag time = 1.48 Min.
25% of lag time = 0.37 Min.
40% of lag time = 0.59 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]

1.20 Rainfall(In)[2] Weighting[1*2]

2.65 3.18
100 YEAR Area rainfall data:

Area(Ac.)[1]

1.20 Rainfall(In)[2] Weighting[1*2]

6.42 7.70

Page 389 of 1376 ends

STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 2.650(In)
Area Averaged 100 -Year Rainfall = 6.420(In)
Point rain (area
Areal adjustment
Adjusted average
averaged) = 6.420(In)
factor = 100.00 %
point rain = 6.420(In)
Sub -Area Data:

Area(Ac.) Runoff Index Impervious %

1.200 69.00 0.801
Total Area Entered = 1.20(Ac.)
RI RI Infil. Rate Impervious
AMC2 AMC -3 (In/Hr) (Dec.%)

69.0 84.4 0.194 0.801
Adj. Infil.
(In/Hr)

0.054
Rate Area% F
(Dec.) (In/Hr)

1.000 0.054
Sum (F) = 0.054
Area averaged mean soil loss (F) (In/Hr) = 0.054
Minimum soil loss rate ((In/Hr)) = 0.027
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.580
Unit Hydrograph
VALLEY S -Curve
Unit Hydrograph Data
Unit time period Time % of lag Distribution Unit Hydrograph (hrs)
Graph %
(CFS)
1 0.083
2 0.167
3 0.250
337.121
674.241
1011.362

60.196

35.174

4.630
Sum = 100.000 Sum=

0.728

0.425

0.056

1.209
Unit Time
(Hr.)
1 0.08
2 0.17
3 0.25
4 0.33
5 0.42
6 0.50
7 0.58
8 0.67
9 0.75
10 0.83
11 0.92
12 1.00
13 1.08
14 1.17
15 1.25
Pattern
Percent

0.07 0.07

0.07 0.10

0.10 0.10

0.10 0.13

0.13 0.13

0.10 0.10

0.10 Storm Rain
(In/Hr)

0.051

0.077

0.103

0.077

0.077
Loss rate
Max

0.096

0.095

0.094

0.093

0.092

0.091

0.091
(In./Hr)
Low

0.030

0.045

0.045
Effective
(In/Hr)

0.02 0.02

0.02 0.03

0.03 0.03

0.03 0.01

0.01 0.01

0.03 0.03

0.03

Page 390 of 1376 ends

16 1.33 0.10 0.077 0.090
17 1.42 0.10 0.077 0.090
18 1.50 0.10 0.077 0.090
19 1.58 0.10 0.077 0.089
20 1.67 0.10 0.077 0.089
21 1.75 0.10 0.077 0.089
22 1.83 0.13 0.103 0.088
23 1.92 0.13 0.103 0.088
24 2.00 0.13 0.103 0.088
25 2.08 0.13 0.103 0.087
26 2.17 0.13 0.103 0.087
27 2.25 0.13 0.103 0.086
28 2.33 0.13 0.103 0.086
29 2.42 0.13 0.103 0.086
30 2.50 0.13 0.103 0.085
31 2.58 0.17 0.128 0.085
32 2.67 0.17 0.128 0.085
33 2.75 0.17 0.128 0.084
34 2.83 0.17 0.128 0.084
35 2.92 0.17 0.128 0.084
36 3.00 0.17 0.128 0.083
37 3.08 0.17 0.128 0.083
38 3.17 0.17 0.128 0.083
39 3.25 0.17 0.128 0.082
40 3.33 0.17 0.128 0.082
41 3.42 0.17 0.128 0.082
42 3.50 0.17 0.128 0.081
43 3.58 0.17 0.128 0.081
44 3.67 0.17 0.128 0.081
45 3.75 0.17 0.128 0.080
46 3.83 0.20 0.154 0.080
47 3.92 0.20 0.154 0.080
48 4.00 0.20 0.154 0.079
49 4.08 0.20 0.154 0.079
50 4.17 0.20 0.154 0.079
51 4.25 0.20 0.154 0.078
52 4.33 0.23 0.180 0.078
53 4.42 0.23 0.180 0.078
54 4.50 0.23 0.180 0.077
55 4.58 0.23 0.180 0.077
56 4.67 0.23 0.180 0.077
57 4.75 0.23 0.180 0.076
58 4.83 0.27 0.205 0.076
59 4.92 0.27 0.205 0.076
60 5.00 0.27 0.205 0.075
61 5.08 0.20 0.154 0.075
62 5.17 0.20 0.154 0.075
63 5.25 0.20 0.154 0.074
64 5.33 0.23 0.180 0.074
65 5.42 0.23 0.180 0.074
66 5.50 0.23 0.180 0.073
67 5.58 0.27 0.205 0.073
68 5.67 0.27 0.205 0.073
69 5.75 0.27 0.205 0.072
70 5.83 0.27 0.205 0.072
71 5.92 0.27 0.205 0.072
72 6.00 0.27 0.205 0.071

0.045

0.03 0.03

0.01 0.01

0.02 0.02

0.02 0.04

0.04 0.04

0.05 0.05

0.07 0.07

0.07 0.08

0.08 0.08

0.10 0.10

0.13 0.13

0.13 0.08

0.08 0.08

0.11 0.11

0.11 0.13

0.13 0.13

0.13

Page 391 of 1376 ends

73 6.08 0.30 0.231 0.071
74 6.17 0.30 0.231 0.071
75 6.25 0.30 0.231 0.070
76 6.33 0.30 0.231 0.070
77 6.42 0.30 0.231 0.070
78 6.50 0.30 0.231 0.070
79 6.58 0.33 0.257 0.069
80 6.67 0.33 0.257 0.069
81 6.75 0.33 0.257 0.069
82 6.83 0.33 0.257 0.068
83 6.92 0.33 0.257 0.068
84 7.00 0.33 0.257 0.068
85 7.08 0.33 0.257 0.067
86 7.17 0.33 0.257 0.067
87 7.25 0.33 0.257 0.067
88 7.33 0.37 0.282 0.066
89 7.42 0.37 0.282 0.066
90 7.50 0.37 0.282 0.066
91 7.58 0.40 0.308 0.066
92 7.67 0.40 0.308 0.065
93 7.75 0.40 0.308 0.065
94 7.83 0.43 0.334 0.065
95 7.92 0.43 0.334 0.064
96 8.00 0.43 0.334 0.064
97 8.08 0.50 0.385 0.064
98 8.17 0.50 0.385 0.063
99 8.25 0.50 0.385 0.063
100 8.33 0.50 0.385 0.063
101 8.42 0.50 0.385 0.063
102 8.50 0.50 0.385 0.062
103 8.58 0.53 0.411 0.062
104 8.67 0.53 0.411 0.062
105 8.75 0.53 0.411 0.061
106 8.83 0.57 0.437 0.061
107 8.92 0.57 0.437 0.061
108 9.00 0.57 0.437 0.061
109 9.08 0.63 0.488 0.060
110 9.17 0.63 0.488 0.060
111 9.25 0.63 0.488 0.060
112 9.33 0.67 0.514 0.059
113 9.42 0.67 0.514 0.059
114 9.50 0.67 0.514 0.059
115 9.58 0.70 0.539 0.059
116 9.67 0.70 0.539 0.058
117 9.75 0.70 0.539 0.058
118 9.83 0.73 0.565 0.058
119 9.92 0.73 0.565 0.057
120 10.00 0.73 0.565 0.057
121 10.08 0.50 0.385 0.057
122 10.17 0.50 0.385 0.057
123 10.25 0.50 0.385 0.056
124 10.33 0.50 0.385 0.056
125 10.42 0.50 0.385 0.056
126 10.50 0.50 0.385 0.055
127 10.58 0.67 0.514 0.055
128 10.67 0.67 0.514 0.055
129 10.75 0.67 0.514 0.055

0.16 0.16

0.19 0.19

0.19 0.22

0.22 0.22

0.24 0.24

0.24 0.27

0.27 0.27

0.32 0.32

0.35 0.35

0.35 0.38

0.38 0.38

0.43 0.43

0.43 0.45

0.45 0.45

0.48 0.48

0.48 0.51

0.51 0.51

0.33 0.33

0.46 0.46

0.46

Page 392 of 1376 ends

130 10.83 0.67 0.514 0.054
131 10.92 0.67 0.514 0.054
132 11.00 0.67 0.514 0.054
133 11.08 0.63 0.488 0.054
134 11.17 0.63 0.488 0.053
135 11.25 0.63 0.488 0.053
136 11.33 0.63 0.488 0.053
137 11.42 0.63 0.488 0.053
138 11.50 0.63 0.488 0.052
139 11.58 0.57 0.437 0.052
140 11.67 0.57 0.437 0.052
141 11.75 0.57 0.437 0.052
142 11.83 0.60 0.462 0.051
143 11.92 0.60 0.462 0.051
144 12.00 0.60 0.462 0.051
145 12.08 0.83 0.642 0.051
146 12.17 0.83 0.642 0.050
147 12.25 0.83 0.642 0.050
148 12.33 0.87 0.668 0.050
149 12.42 0.87 0.668 0.049
150 12.50 0.87 0.668 0.049
151 12.58 0.93 0.719 0.049
152 12.67 0.93 0.719 0.049
153 12.75 0.93 0.719 0.049
154 12.83 0.97 0.745 0.048
155 12.92 0.97 0.745 0.048
156 13.00 0.97 0.745 0.048
157 13.08 1.13 0.873 0.048
158 13.17 1.13 0.873 0.047
159 13.25 1.13 0.873 0.047
160 13.33 1.13 0.873 0.047
161 13.42 1.13 0.873 0.047
162 13.50 1.13 0.873 0.046
163 13.58 0.77 0.591 0.046
164 13.67 0.77 0.591 0.046
165 13.75 0.77 0.591 0.046
166 13.83 0.77 0.591 0.045
167 13.92 0.77 0.591 0.045
168 14.00 0.77 0.591 0.045
169 14.08 0.90 0.693 0.045
170 14.17 0.90 0.693 0.044
171 14.25 0.90 0.693 0.044
172 14.33 0.87 0.668 0.044
173 14.42 0.87 0.668 0.044
174 14.50 0.87 0.668 0.044
175 14.58 0.87 0.668 0.043
176 14.67 0.87 0.668 0.043
177 14.75 0.87 0.668 0.043
178 14.83 0.83 0.642 0.043
179 14.92 0.83 0.642 0.042
180 15.00 0.83 0.642 0.042
181 15.08 0.80 0.616 0.042
182 15.17 0.80 0.616 0.042
183 15.25 0.80 0.616 0.042
184 15.33 0.77 0.591 0.041
185 15.42 0.77 0.591 0.041
186 15.50 0.77 0.591 0.041

0.46 0.46

0.46 0.43

0.43 0.43

0.44 0.44

0.44 0.38

0.38 0.39

0.41 0.41

0.41 0.59

0.59 0.59

0.62 0.62

0.62 0.67

0.67 0.67

0.70 0.70

0.70 0.83

0.83 0.83

0.83 0.54

0.54 0.55

0.55 0.55

0.55 0.65

0.65 0.65

0.62 0.62

0.60 0.60

0.60 0.57

0.57 0.57

0.55 0.55

0.55

Page 393 of 1376 ends

187 15.58 0.63 0.488 0.041
188 15.67 0.63 0.488 0.041
189 15.75 0.63 0.488 0.040
190 15.83 0.63 0.488 0.040
191 15.92 0.63 0.488 0.040
192 16.00 0.63 0.488 0.040
193 16.08 0.13 0.103 0.040
194 16.17 0.13 0.103 0.039
195 16.25 0.13 0.103 0.039
196 16.33 0.13 0.103 0.039
197 16.42 0.13 0.103 0.039
198 16.50 0.13 0.103 0.039
199 16.58 0.10 0.077 0.038
200 16.67 0.10 0.077 0.038
201 16.75 0.10 0.077 0.038
202 16.83 0.10 0.077 0.038
203 16.92 0.10 0.077 0.038
204 17.00 0.10 0.077 0.037
205 17.08 0.17 0.128 0.037
206 17.17 0.17 0.128 0.037
207 17.25 0.17 0.128 0.037
208 17.33 0.17 0.128 0.037
209 17.42 0.17 0.128 0.036
210 17.50 0.17 0.128 0.036
211 17.58 0.17 0.128 0.036
212 17.67 0.17 0.128 0.036
213 17.75 0.17 0.128 0.036
214 17.83 0.13 0.103 0.036
215 17.92 0.13 0.103 0.035
216 18.00 0.13 0.103 0.035
217 18.08 0.13 0.103 0.035
218 18.17 0.13 0.103 0.035
219 18.25 0.13 0.103 0.035
220 18.33 0.13 0.103 0.035
221 18.42 0.13 0.103 0.034
222 18.50 0.13 0.103 0.034
223 18.58 0.10 0.077 0.034
224 18.67 0.10 0.077 0.034
225 18.75 0.10 0.077 0.034
226 18.83 0.07 0.051 0.034
227 18.92 0.07 0.051 0.033
228 19.00 0.07 0.051 0.033
229 19.08 0.10 0.077 0.033
230 19.17 0.10 0.077 0.033
231 19.25 0.10 0.077 0.033
232 19.33 0.13 0.103 0.033
233 19.42 0.13 0.103 0.032
234 19.50 0.13 0.103 0.032
235 19.58 0.10 0.077 0.032
236 19.67 0.10 0.077 0.032
237 19.75 0.10 0.077 0.032
238 19.83 0.07 0.051 0.032
239 19.92 0.07 0.051 0.032
240 20.00 0.07 0.051 0.031
241 20.08 0.10 0.077 0.031
242 20.17 0.10 0.077 0.031
243 20.25 0.10 0.077 0.031

0.45 0.45

0.06 0.06

0.04 0.04

0.09 0.09

0.09 0.07

0.07 0.07

0.04 0.04

0.04 0.02

0.02 0.02

0.04 0.04

0.04 0.07

0.07 0.07

0.04 0.05

0.05 0.02

0.02 0.02

0.05 0.05

0.05

Page 394 of 1376 ends

244 20.33 0.10 0.077 0.031
245 20.42 0.10 0.077 0.031
246 20.50 0.10 0.077 0.031
247 20.58 0.10 0.077 0.030
248 20.67 0.10 0.077 0.030
249 20.75 0.10 0.077 0.030
250 20.83 0.07 0.051 0.030
251 20.92 0.07 0.051 0.030
252 21.00 0.07 0.051 0.030
253 21.08 0.10 0.077 0.030
254 21.17 0.10 0.077 0.030
255 21.25 0.10 0.077 0.030
256 21.33 0.07 0.051 0.029
257 21.42 0.07 0.051 0.029
258 21.50 0.07 0.051 0.029
259 21.58 0.10 0.077 0.029
260 21.67 0.10 0.077 0.029
261 21.75 0.10 0.077 0.029
262 21.83 0.07 0.051 0.029
263 21.92 0.07 0.051 0.029
264 22.00 0.07 0.051 0.029
265 22.08 0.10 0.077 0.028
266 22.17 0.10 0.077 0.028
267 22.25 0.10 0.077 0.028
268 22.33 0.07 0.051 0.028
269 22.42 0.07 0.051 0.028
270 22.50 0.07 0.051 0.028
271 22.58 0.07 0.051 0.028
272 22.67 0.07 0.051 0.028
273 22.75 0.07 0.051 0.028
274 22.83 0.07 0.051 0.028
275 22.92 0.07 0.051 0.028
276 23.00 0.07 0.051 0.028
277 23.08 0.07 0.051 0.028
278 23.17 0.07 0.051 0.027
279 23.25 0.07 0.051 0.027
280 23.33 0.07 0.051 0.027
281 23.42 0.07 0.051 0.027
282 23.50 0.07 0.051 0.027
283 23.58 0.07 0.051 0.027
284 23.67 0.07 0.051 0.027
285 23.75 0.07 0.051 0.027
286 23.83 0.07 0.051 0.027
287 23.92 0.07 0.051 0.027
288 24.00 0.07 0.051 0.027
Sum = 100.0
Flood volume = Effective rainfall 5.20(In)
times area 1.2(Ac.)/[(In)/(Ft.)]
Total soil loss 1.22(In)
Total soil loss 0.122(Ac.Ft)
Total rainfall = 6.42(In)
Flood volume = 22634.0 Cubic Feet
Total soil loss = 5331.5 Cubic Feet
Sum =

0.5(Ac.Ft)

0.05 0.05

0.02 0.02

0.02 0.05

0.05 0.05

0.02 0.02

0.02 0.05

0.05 0.05

0.02 0.02

0.02 0.05

0.05 0.05

0.02 0.02

0.02 62.4
Peak flow rate of this hydrograph = 1.000(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++

Page 395 of 1376 ends

24 - H O U R STORM
Runoff Hydrograph
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 0.0001 0.02 Q
0+10 0.0003 0.02 Q
0+15 0.0005 0.03 Q
0+20 0.0007 0.03 Q
0+25 0.0010 0.04 Q
0+30 0.0012 0.04 Q
0+35 0.0015 0.04 Q
0+40 0.0018 0.04 Q
0+45 0.0020 0.04 Q
0+50 0.0022 0.02 Q
0+55 0.0023 0.01 Q
1+ 0 0.0024 0.01 Q
1+ 5 0.0026 0.03 Q
1+10 0.0028 0.04 Q
1+15 0.0031 0.04 Q
1+20 0.0034 0.04 Q
1+25 0.0036 0.04 Q
1+30 0.0039 0.04 Q
1+35 0.0042 0.04 Q
1+40 0.0045 0.04 Q
1+45 0.0047 0.04 Q
1+50 0.0049 0.03 Q
1+55 0.0050 0.02 Q
2+ 0 0.0052 0.02 Q
2+ 5 0.0053 0.02 Q
2+10 0.0054 0.02 Q
2+15 0.0056 0.02 Q
2+20 0.0057 0.02 Q
2+25 0.0058 0.02 Q
2+30 0.0060 0.02 Q
2+35 0.0062 0.04 Q
2+40 0.0066 0.05 Q
2+45 0.0070 0.05 Q
2+50 0.0073 0.05 Q
2+55 0.0077 0.05 Q
3+ 0 0.0081 0.05 Q
3+ 5 0.0085 0.05 Q
3+10 0.0088 0.06 Q
3+15 0.0092 0.06 Q
3+20 0.0096 0.06 Q
3+25 0.0100 0.06 Q
3+30 0.0104 0.06 Q
3+35 0.0108 0.06 Q
3+40 0.0112 0.06 Q
3+45 0.0116 0.06 Q
3+50 0.0121 0.08 Q
3+55 0.0127 0.09 Q
4+ 0 0.0133 0.09 QV
4+ 5 0.0140 0.09 QV

Page 396 of 1376 ends

4+10 0.0146 0.09 QV
4+15 0.0152 0.09 QV
4+20 0.0160 0.11 QV
4+25 0.0168 0.12 QV
4+30 0.0177 0.12 QV
4+35 0.0185 0.12 QV
4+40 0.0194 0.12 QV
4+45 0.0203 0.13 QV
4+50 0.0212 0.14 QV
4+55 0.0223 0.16 QV
5+ 0 0.0234 0.16 QV
5+ 5 0.0242 0.12 QV
5+10 0.0249 0.10 QV
5+15 0.0256 0.10 QV
5+20 0.0264 0.12 Q V
5+25 0.0272 0.13 Q V
5+30 0.0281 0.13 Q V
5+35 0.0291 0.15 Q V
5+40 0.0302 0.16 Q V
5+45 0.0313 0.16 Q V
5+50 0.0325 0.16 Q V
5+55 0.0336 0.16 Q V
6+ 0 0.0347 0.16 Q V
6+ 5 0.0359 0.18 Q V
6+10 0.0373 0.19 Q V
6+15 0.0386 0.19 Q V
6+20 0.0399 0.19 Q V
6+25 0.0413 0.19 Q V
6+30 0.0426 0.20 Q V
6+35 0.0441 0.21 Q V
6+40 0.0457 0.23 Q V
6+45 0.0472 0.23 Q V
6+50 0.0488 0.23 Q V
6+55 0.0504 0.23 Q V
7+ 0 0.0519 0.23 Q V
7+ 5 0.0535 0.23 Q V
7+10 0.0551 0.23 Q V
7+15 0.0567 0.23 Q V
7+20 0.0584 0.25 Q V
7+25 0.0602 0.26 IQ V
7+30 0.0620 0.26 IQ V
7+35 0.0639 0.28 IQ V
7+40 0.0659 0.29 IQ V
7+45 0.0680 0.29 IQ V
7+50 0.0701 0.31 IQ V
7+55 0.0724 0.32 IQ V
8+ 0 0.0746 0.33 IQ V
8+ 5 0.0771 0.36 IQ V
8+10 0.0798 0.39 IQ V
8+15 0.0825 0.39 IQ V
8+20 0.0851 0.39 IQ V
8+25 0.0878 0.39 IQ V
8+30 0.0905 0.39 IQ V
8+35 0.0933 0.41 IQ V
8+40 0.0962 0.42 IQ V
8+45 0.0991 0.42 IQ V
8+50 0.1022 0.44 IQ V

Page 397 of 1376 ends

8+55 0.1053 0.45 Q V
9+ 0 0.1084 0.45 Q V
9+ 5 0.1118 0.49 Q V
9+10 0.1154 0.51 Q V
9+15 0.1190 0.52 Q V
9+20 0.1227 0.54 Q V
9+25 0.1264 0.55 Q V
9+30 0.1302 0.55 Q V
9+35 0.1341 0.57 Q V
9+40 0.1381 0.58 Q V
9+45 0.1421 0.58 Q V
9+50 0.1463 0.60 Q V
9+55 0.1505 0.61 Q V
10+ 0 0.1547 0.61 Q V
10+ 5 0.1581 0.48 Q V
10+10 0.1609 0.41 Q V
10+15 0.1636 0.40 Q V
10+20 0.1664 0.40 Q V
10+25 0.1691 0.40 Q V
10+30 0.1718 0.40 Q V
10+35 0.1752 0.49 Q V
10+40 0.1790 0.55 Q V
10+45 0.1828 0.56 Q V
10+50 0.1867 0.56 Q V
10+55 0.1905 0.56 Q V
11+ 0 0.1943 0.56 Q V
11+ 5 0.1980 0.54 Q V
11+10 0.2017 0.53 Q V
11+15 0.2053 0.53 Q V
11+20 0.2089 0.53 Q V
11+25 0.2125 0.53 Q V
11+30 0.2162 0.53 Q V
11+35 0.2195 0.49 Q V
11+40 0.2228 0.47 Q V
11+45 0.2260 0.47 Q V
11+50 0.2293 0.48 Q V
11+55 0.2327 0.50 Q V
12+ 0 0.2361 0.50 Q V
12+ 5 0.2405 0.63 Q V
12+10 0.2453 0.71 Q V
12+15 0.2503 0.72 Q V
12+20 0.2553 0.74 Q V
12+25 0.2605 0.75 Q V
12+30 0.2656 0.75 Q V
12+35 0.2710 0.79 Q V
12+40 0.2766 0.81 Q IV
12+45 0.2822 0.81 Q IV
12+50 0.2879 0.83 Q I V
12+55 0.2937 0.84 Q V
13+ 0 0.2995 0.84 Q I V
13+ 5 0.3060 0.94 Q I V
13+10 0.3128 0.99 Q I V
13+15 0.3197 1.00 Q I V
13+20 0.3266 1.00 Q I V
13+25 0.3334 1.00 Q I V
13+30 0.3403 1.00 Q I V
13+35 0.3458 0.79 Q I V

Page 398 of 1376 ends

13+40 0.3505 0.67 Q
13+45 0.3550 0.66 Q
13+50 0.3595 0.66 Q
13+55 0.3641 0.66 Q
14+ 0 0.3686 0.66 Q
14+ 5 0.3737 0.74 Q
14+10 0.3791 0.78 Q
14+15 0.3845 0.79 Q
14+20 0.3898 0.77 Q
14+25 0.3950 0.76 Q
14+30 0.4002 0.76 Q
14+35 0.4054 0.76 Q
14+40 0.4106 0.76 Q
14+45 0.4158 0.76 Q
14+50 0.4209 0.74 Q
14+55 0.4259 0.73 Q
15+ 0 0.4309 0.73 Q
15+ 5 0.4357 0.71 Q
15+10 0.4405 0.70 Q
15+15 0.4453 0.70 Q
15+20 0.4500 0.68 Q
15+25 0.4546 0.67 Q
15+30 0.4591 0.66 Q
15+35 0.4632 0.59 Q
15+40 0.4670 0.55 Q
15+45 0.4707 0.54 Q
15+50 0.4744 0.54 Q
15+55 0.4782 0.54 Q
16+ 0 0.4819 0.54 Q
16+ 5 0.4837 0.26 Q
16+10 0.4844 0.10 Q
16+15 0.4849 0.08 Q
16+20 0.4854 0.08 Q
16+25 0.4860 0.08 Q
16+30 0.4865 0.08 Q
16+35 0.4869 0.06 Q
16+40 0.4872 0.05 Q
16+45 0.4876 0.05 Q
16+50 0.4879 0.05 Q
16+55 0.4882 0.05 Q
17+ 0 0.4886 0.05 Q
17+ 5 0.4891 0.09 Q
17+10 0.4899 0.11 Q
17+15 0.4906 0.11 Q
17+20 0.4914 0.11 Q
17+25 0.4922 0.11 Q
17+30 0.4929 0.11 Q
17+35 0.4937 0.11 Q
17+40 0.4945 0.11 Q
17+45 0.4953 0.11 Q
17+50 0.4959 0.09 Q
17+55 0.4965 0.08 Q
18+ 0 0.4970 0.08 Q
18+ 5 0.4976 0.08 Q
18+10 0.4982 0.08 Q
18+15 0.4987 0.08 Q
18+20 0.4993 0.08 Q
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
v
V
V
V
V
v
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
v
v
V
V
V

Page 399 of 1376 ends

18+25 0.4999 0.08 Q
18+30 0.5004 0.08 Q
18+35 0.5009 0.06 Q
18+40 0.5012 0.05 Q
18+45 0.5016 0.05 Q
18+50 0.5018 0.03 Q
18+55 0.5020 0.02 Q
19+ 0 0.5022 0.02 Q
19+ 5 0.5024 0.04 Q
19+10 0.5028 0.05 Q
19+15 0.5032 0.05 Q
19+20 0.5037 0.07 Q
19+25 0.5042 0.08 Q
19+30 0.5048 0.09 Q
19+35 0.5053 0.07 Q
19+40 0.5057 0.06 Q
19+45 0.5060 0.05 Q
19+50 0.5063 0.04 Q
19+55 0.5065 0.03 Q
20+ 0 0.5066 0.02 Q
20+ 5 0.5069 0.04 Q
20+10 0.5073 0.05 Q
20+15 0.5077 0.06 Q
20+20 0.5081 0.06 Q
20+25 0.5084 0.06 Q
20+30 0.5088 0.06 Q
20+35 0.5092 0.06 Q
20+40 0.5096 0.06 Q
20+45 0.5100 0.06 Q
20+50 0.5103 0.04 Q
20+55 0.5105 0.03 Q
21+ 0 0.5106 0.03 Q
21+ 5 0.5109 0.04 Q
21+10 0.5113 0.06 Q
21+15 0.5117 0.06 Q
21+20 0.5120 0.04 Q
21+25 0.5122 0.03 Q
21+30 0.5124 0.03 Q
21+35 0.5127 0.05 Q
21+40 0.5131 0.06 Q
21+45 0.5135 0.06 Q
21+50 0.5137 0.04 Q
21+55 0.5139 0.03 Q
22+ 0 0.5141 0.03 Q
22+ 5 0.5145 0.05 Q
22+10 0.5148 0.06 Q
22+15 0.5153 0.06 Q
22+20 0.5155 0.04 Q
22+25 0.5157 0.03 Q
22+30 0.5159 0.03 Q
22+35 0.5161 0.03 Q
22+40 0.5163 0.03 Q
22+45 0.5165 0.03 Q
22+50 0.5167 0.03 Q
22+55 0.5169 0.03 Q
23+ 0 0.5171 0.03 Q
23+ 5 0.5173 0.03 Q
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V

Page 400 of 1376 ends

23+10
23+15
23+20
23+25
23+30
23+35
23+40
23+45
23+50
23+55
24+ 0
24+ 5
24+10

0.5175 0.03 Q

0.5177 0.03 Q

0.5179 0.03 Q

0.5181 0.03 Q

0.5183 0.03 Q

0.5185 0.03 Q

0.5187 0.03 Q

0.5189 0.03 Q

0.5191 0.03 Q

0.5193 0.03 Q

0.5195 0.03 Q

0.5196 0.01 Q

0.5196 0.00 Q
V
V
V
V
V
V
V
V
V
V
V
V
V

Page 401 of 1376 ends

APPENDIX 2 - MAPS
• VICINITY MAP
• DRAINAGE MAP - EXISTING
• DRAINAGE MAP - PROPOSED

Page 402 of 1376 ends

FROM
NODE
TO
NODE
FROM
ELEV
TO
ELEV

Q (CFS)
2 YR/1 HR

Q (CFS)
10 YR/1 HR

Q (CFS)
100 YR/1 HR
100
110
2533.6
2525.6

1.00 2.24

4.00 PROJECT

BOUNDARY
STREET

DRAINAGE MAP - PROPOSED
4TH
2533.0 2533
`"�c?i�:C- ;`:i+. fit.•..:; .

PROJECT BIO-FILTRATION BASIN

BOUNDARY
FLOW PROCESS CHART PROPOSED:

SCALE: 1"=50'
50 "U" CHANNEL
2531.3
FROM
NODE
TO
NODE
FROM
ELEV
TO
ELEV

Q (CFS)
2 YR/1 HR

Q (CFS)
10 YR/1 HR

Q (CFS)
100 YR/1 HR
100
110
2533.0
2531.3

1.44 2.77

4.62 PROJECT

IMPERVIOUS AREA

PROJECT

PERVIOUS AREA
= 41,810 S.F.
= 10,462 S.F.

Page 405 of 1376 ends

0 v^'

PROJECT

BOUNDARY
C� 1
7C1
I n \
SUMP PUMP \
\A
SUMP PUMP \
PRKWY DRAIN \
50 DRAINAGE LEGEND:

NODE
DRAINAGE ELEV. 391.5

AREA (AC)

FLOW PATH
LENGTH

FLOW LINE

WATERSHED

BOUNDARY

FLOW DIRECTION

APPENDIX 3 - HYDROLOGY
• 2 -YEAR / 1 HR HYDROLOGY - EXISTING
• 10 -YEAR / 1 HR HYDROLOGY - EXISTING
• 100 -YEAR / 1 HR HYDROLOGY - EXISTING
• 2 -YEAR / 1 HR HYDROLOGY - PROPOSED
• 10 -YEAR / 1 HR HYDROLOGY - PROPOSED
• 100 -YEAR / 1 HR HYDROLOGY - PROPOSED

Page 406 of 1376 ends

****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1524
Analysis prepared by:

SITETECH, INC.
8061 CHURCH STREET, P.O. 592
HIGHLAND, CA 92346
PH: (909) 864-3180
************************** DESCRIPTION OF STUDY ************************** * 2 YEAR - 1 HOUR DESIGN STORM *
* AAA FENCE WAREHOUSE *
* EXISTING CONDITION *
************************************************************************** FILE NAME: PEN2E.DAT
TIME/DATE OF STUDY: 15:15 07/31/2025
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:

USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.584
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.840
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.584 SLOPE OF INTENSITY DURATION CURVE = 0.5000
RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING

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

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<

Page 407 of 1376 ends

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 327.00
UPSTREAM ELEVATION(FEET) = 2533.60
DOWNSTREAM ELEVATION(FEET) = 2525.60
ELEVATION DIFFERENCE(FEET) = 8.00
TC = 0.533*[( 327.00**3)/( 8.00)]**.2 = 11.337
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.343
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6225
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 1.00
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS)

1.00 END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)
= 1.2 TC(MIN.) = 11.34
= 1.00

END OF RATIONAL METHOD ANALYSIS

Page 408 of 1376 ends

****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

SITETECH, INC.
8061 CHURCH STREET, P.O. 592
HIGHLAND, CA 92346
PH: (909) 864-3180
************************** DESCRIPTION OF STUDY ************************** * 10 YEAR - 1 HOUR DESIGN STORM *
* AAA FENCE WAREHOUSE *
* EXISTING CONDITION *
************************************************************************** FILE NAME: PEN10E.DAT
TIME/DATE OF STUDY: 15:16 07/31/2025
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:

USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.584
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.840
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.112 SLOPE OF INTENSITY DURATION CURVE = 0.5000
RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING

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

Page 409 of 1376 ends

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 327.00
UPSTREAM ELEVATION(FEET) = 2533.60
DOWNSTREAM ELEVATION(FEET) = 2525.60
ELEVATION DIFFERENCE(FEET) = 8.00
TC = 0.533*[( 327.00**3)/( 8.00)]**.2 = 11.337
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.558
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7292
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 2.24
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS)

2.24 END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)
= 1.2 TC(MIN.) = 11.34
= 2.24

END OF RATIONAL METHOD ANALYSIS

Page 410 of 1376 ends

****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

SITETECH, INC.
8061 CHURCH STREET, P.O. 592
HIGHLAND, CA 92346
PH: (909) 864-3180
************************** DESCRIPTION OF STUDY ************************** * 100 YEAR - 1 HOUR DESIGN STORM *
* AAA FENCE WAREHOUSE *
* EXISTING CONDITION *
************************************************************************** FILE NAME: PEN100E.DAT
TIME/DATE OF STUDY: 15:17 07/31/2025
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:

USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.584
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.840
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.840 SLOPE OF INTENSITY DURATION CURVE = 0.5000
RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING

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

Page 411 of 1376 ends

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 327.00
UPSTREAM ELEVATION(FEET) = 2533.60
DOWNSTREAM ELEVATION(FEET) = 2525.60
ELEVATION DIFFERENCE(FEET) = 8.00
TC = 0.533*[( 327.00**3)/( 8.00)]**.2 = 11.337
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.233
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7884
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 4.00
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS)

4.00 END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)
= 1.2 TC(MIN.) = 11.34
= 4.00

END OF RATIONAL METHOD ANALYSIS

Page 412 of 1376 ends

****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

SITETECH, INC.
8061 CHURCH STREET, P.O. 592
HIGHLAND, CA 92346
PH: (909) 864-3180
************************** DESCRIPTION OF STUDY ************************** * 2 YEAR - 1 HOUR DESIGN STORM *
* AAA FENCE WAREHOUSE *
* PROPOSED CONDITION *
************************************************************************** FILE NAME: PEN2P.DAT
TIME/DATE OF STUDY: 15:18 07/31/2025
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:

FOR ALL DOWNSTREAM ANALYSES
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING

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

Page 413 of 1376 ends

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 462.00
UPSTREAM ELEVATION(FEET) = 2533.00
DOWNSTREAM ELEVATION(FEET) = 2531.30
ELEVATION DIFFERENCE(FEET) = 1.70
TC = 0.303*[( 462.00**3)/( 1.70)]**.2 = 10.821
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.375
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8727
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 1.44
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS)

1.44 END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)
= 1.2 TC(MIN.) = 10.82
= 1.44

END OF RATIONAL METHOD ANALYSIS

Page 414 of 1376 ends

****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

SITETECH, INC.
8061 CHURCH STREET, P.O. 592
HIGHLAND, CA 92346
PH: (909) 864-3180
************************** DESCRIPTION OF STUDY ************************** * 10 YEAR - 1 HOUR DESIGN STORM *
* AAA FENCE WAREHOUSE *
* PROPOSED CONDITION *
************************************************************************** FILE NAME: PEN10P.DAT
TIME/DATE OF STUDY: 15:18 07/31/2025
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:

FOR ALL DOWNSTREAM ANALYSES
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING

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

Page 415 of 1376 ends

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 462.00
UPSTREAM ELEVATION(FEET) = 2533.00
DOWNSTREAM ELEVATION(FEET) = 2531.30
ELEVATION DIFFERENCE(FEET) = 1.70
TC = 0.303*[( 462.00**3)/( 1.70)]**.2 = 10.821
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.618
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8832
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 2.77
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS)

2.77 END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)
= 1.2 TC(MIN.) = 10.82
= 2.77

END OF RATIONAL METHOD ANALYSIS

Page 416 of 1376 ends

****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

SITETECH, INC.
8061 CHURCH STREET, P.O. 592
HIGHLAND, CA 92346
PH: (909) 864-3180
************************** DESCRIPTION OF STUDY ************************** * 100 YEAR - 1 HOUR DESIGN STORM *
* AAA FENCE WAREHOUSE *
* PROPOSED CONDITION *
************************************************************************** FILE NAME: PEN100P.DAT
TIME/DATE OF STUDY: 15:20 07/31/2025
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:

FOR ALL DOWNSTREAM ANALYSES
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING

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

Page 417 of 1376 ends

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 462.00
UPSTREAM ELEVATION(FEET) = 2533.00
DOWNSTREAM ELEVATION(FEET) = 2531.30
ELEVATION DIFFERENCE(FEET) = 1.70
TC = 0.303*[( 462.00**3)/( 1.70)]**.2 = 10.821
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.333
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8891
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 4.62
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS)

4.62 END OF STUDY SUMMARY:

TOTAL AREA(ACRES)

PEAK FLOW RATE(CFS)
= 1.2 TC(MIN.) = 10.82
= 4.62

END OF RATIONAL METHOD ANALYSIS

Page 418 of 1376 ends

APPENDIX 4 - DRAINAGE DETAILS
• BIO-RETENTION BASIN SIZING
• DRAINAGE DETAILS & SECTIONS

Page 419 of 1376 ends

AAA FENCE WAREHOUSE - B/ORETENTION SYSTEM
Amended Soil Infil. Rate (in/hr)
5 Basin Footprint (ft2)
1269
Amended Soil Factor of Safety
2 Amended Soil Depth (ft)

3.00 Amended Soil Design Infil. Rate (in/hr)

2.5 Amended Soil Porosity
30%
Drawdown Time (hr)
48 Gravel Depth (ft)

1.00 Maximum Ponding Depth (ft)

0.5 Gravel Porosity
40%
Design Ponding Depth (ft)

0.5 Duration of Storm (hr)
3 Results
Design Capture Volume (ft3)
=
2627
Total Biotreated Volume (ft3)
=
2760
VBMP > VDcv ???
=
YES

INPUT DATA

CALCULATED DATA
* Treated Volume = Soil Footprint x
[(Design Ponding Depth / 2) + (Soil
Depth x Soil Porosity) + (Gravel Depth x
Gravel Porosity) + (Duration of Storm x
(Soil Design Infiltration Rate / 12))]

Page 420 of 1376 ends

n
MEDIA SHALL CONSIST OF 60-80% CLEAN SAND, UP TO 20% CLEAN TOPSOIL, AND 20% OF A NUTRIENT -STABILIZED ORGANIC AMENDMENT.

VARIES /\
o 04 ; 31.
/-6" CLEANOUT WITH

LOCKABLE LID
(WHERE SHOWN)
vvvvv
vvvvv
vvvvv
vvvvv
vvvvv
vvvvv
vvvvv
vvvvvv
vvvvv
vvvvvvvvvvvvvvvvvvvvv-vvvvvvvvvvvv
vvvvvvvvvvvvvvvvvvvvvv-vvvvvvvvvvvi
vvvvvvvvvvvvvvvvvvvvv•vvvvvvvvvvvv
a vvvvvvvvvvvvvvvvvvvv vvvvvvvvvvvvi
vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv
a vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvi
vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv
a vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvN
vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv
o,o
3 -INCHES OF CHOKER SAND PLACED ON
TOP OF 3 -INCHES OF ASTM NO. 8
STONE (1/4 TO 1/2 -INCH PEA GRAVEL)

GRAVEL SHALL BE CLEAN

WASHED GRAVEL, AASHTO
#57 STONE PREFERRED.

32.20 RIM
o'o
o o o'o'
U
J
co z �
TOP OF PONDING 31.35 ,
MeSINV
/vv. vvvvPvvvvvpvvvvv%
vvvTOP MEDIA=30,60 ovo vvvvv vovi, v
V VVVVVVV VVVVV V VVVvvvvv_^'+aV VVVi
vvvvvvvvvvvvvvvvvvvvvvvvvv^ vvvv v
rvvvvVVVVV VVVVV VVVVV VVVVV V NOVVVVT,c
vvvvvvvvvvvvvvvvvvvvvvvvav�, VVVq'V
rvv^^^^^^^^^^^^^^^vvvvvvvv.. vvvvVt
oo'BOT MEDIA -27.60 0 0 0 0 0 0 000*:: v;
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p�T Y
LEr
TOP GRAVEL=27.10
U
U

UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU
BOT. GRAVEL=22.60
UNDERDRAIN - 6" PERFORATED
PVC, SLOPE AT 0.25%

GEO-FABRIC PER SOILS

ENGINEER'S RECOMMENDATION
vvvvvvvvvc
vvvvvvvvv
vvvvvvvvv,.
vvvvvvvvv
vvvvvvvvvc
vvvvvvvvv
VVvvvvvvvv
vvvvvvvvv
vvvvvvvvvcl
ouo'o'""o"o"o"o"o"o"ouc _
INV

UNDER DRAIN
OUTLET 6" SOLID
P.V.C. AT 2.0%
TG

0.85%

29.04 INV/

21.00 INV
0 w
R/W

31.25 2.0%

RISCO CIRCLE
10'
II

TO CATCH
BASIN

21.70 INV
EX. C&GJ
BASIN SUMP 31.30 INV 9

PUMP OUTLET
NOTE:

SUMP PUMP IS NEEDED TO GET TREATED

RUNOFF FROM THE UNDER DRAIN OUT TO
RISCO CIRCLE. RISCO CIRCLE IS HIGHER THAN

THE BOTTOM OF THE BIO-FILTRATION BASIN

BASIN SUMP -PUMP OUTLET CROSS-SECTION

BIO-RETENTION BASIN DETAIL

27.60 INV

31.35 100Y/1HR WSL STORAGE TANK

31.63 15,000 GAL.

SUMP PUMP IS NEEDED TO GET

THE MITIGATED RUNOFF VOLUME
FROM THE 100Y/24HR STORM
OUT TO RISCO CIRCLE.

16.20 BOT. TANK
\25.60
INV
SCALE: 1"=5'
R/W

31.25 INV

0.85%

RISCO CIRCLE
10'

2.0%

31.26 INV

TANK SUMP

ST CATCH PUMP OUTLET
(31.01)
FL
-EX. C&G

STORAGE TANK/SUMP-PUMP OUTLET CROSS-SECTION
SCALE: 1"=5'
SCALE: 1"=5'
CONSTRUCTION NOTES:
\\
.I I I
.

BASIN UNDER DRAIN

22.00 INV
8 WALL SUB -DRAIN

21.70 INV
()FORCED LINE FROM

SUMP PUMP

29.04 INV
PIPE TO STORAGE TANK 7

31.04 TG

21.00 INV 4

32.00 TG O

31.33 INV \

31.26 INV O

TANK SUMP

PUMP OUTLET

31.25 INV

31.30 INV

BASIN SUMP

PUMP OUTLET

32.00 TG O

31.33 INV

STORAGE TANK/SUMP-PUMP OUTLET PLAN VIEW
0 PROVIDE CURB OPENING FOR DRAINAGE INLET AND OUTLET.

O2 CONCRETE "U" CHANNEL PER DETAIL.

O 12" THICK RIP -RAP - USE 8" MIN. DIAMETER ROCK.
04 36" NDS DRAIN BASIN WITH GRATED INLET WITH ZOELLER CAST IRON SUBMERSIBLE SUMP PUMP.

O5 3" FORCED DRAIN FROM SUMP PUMP.
60 48" WIDE UNDER SIDEWALK DRAIN PER CO. OF RIVERSIDE STD. PLAN NO. 309. 07 12" H.D.P.E. DRAIN PIPE AT 6.0% MINIMUM.

O8 4" P.V.C. DRAIN PIPE FROM WALL SUB -DRAIN.
09 6" NDS SPEE-D CATCH BASIN WITH 4" P.V.C. DRAIN PIPE - CORE THROUGH CONCRETE "U" CHANNEL FOR SUMP PUMP OUTLET.
36"
(0

BASIN INLET INLET SECTION
SCALE: 1"=3'

CURB & GUTTER
WITH 12» HIGH CURB
r --
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r-
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.

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1778
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- 51016
DRAWN
toddbolzer
12/21/2020

A DORIIJESCO

CHECKED
NORWESCO, INC. SAINT BONIFACIUS, MN
T1TLE
QA

GALLON UNDERGROUND TANK
MFG 15000

APPROVED
SIZE
REV
B
PN 41615
SCALE: 1/16
SHEET 1 OF 1
SCALE: 1"=5'
TOP WIDTH AT FREEBOARD (11.8' - 31.2')
1 SCOPE
WATER QUALITY SURFACE WIDTH (6.8' - 26.2')
vvvvV
VVVV
.vvvvv
vvvv
vvvvv
vvvv
vvvvv
V0000
MEDIA WIDTH (2.8' - 22.2')
OW-
FREEBOARD 32.35
R QUALITY SURD ELEVATION 31.35_ _
'vvvvvvvvvvvvvvvvvvvvvvvv
vvvvvvvvvvvvvvvvvvvvvvvv,
vvvvvvvvvvvvvvvvvvvvvvvv
vvvvvvvvvvvvvvvvvvvvvvvv\
'VVVVVVVVVVVVVVVVVVVVVVVV
vvvvvvvvvvvvvvvvvvvvvvvv'
vvvvvvvvvvvvvvvvvvvvvvvv
v O vvv V vvv O vvv v vvv v vvv v vv\
vvvv
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vvvv
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00001
PL
D
6" HIGH
CURB
i
c1 SHOP
L -

BID -RETENTION BASIN CROSS SECTION
SCALE: 1"=6'
48"
- -31.63

31.35 U
100Y/1HR WATER SURFACE LEVEL
CONCRETE "U" CHANNEL
SCALE: 1"=3'

31.78 100Y/1HR WATER SURFACE LEVEL AT
AVERAGE WIDTH (16.5') *
* WATER SURFACE ELEVATION IS BASED ON

THE WATER QUALITY ELEVATIONS TO ASSUME
THE BASIN IS AT CAPACITY WHEN THE 100
YEAR.1HR STORM IS FLOWING THROUGH.

Trusted. Tested. Tough
Product information presented
here reflects conditions at time
of publication. Consult factory
regarding discrepancies or
inconsistencies.

ZOELLER

PUMP COMPANY

TECHNICAL DATA SHEET

FLOW -MATE SERIES
Models 137,139 Effluent / Dewatering Pumps

PRODUCT SPECIFICATIONS
MOTOR 1
Horse Power
1/2
Voltage
115 - 460
Phase
1 or 3 Ph
Hertz
60 Hz
RPM
1725 RPM
Type
Split phase or 3 phase
Insulation
Class B
Amps
2 - 10.5
11 2
O.

Operation
Automatic or nonautomatic
Auto On/Off Points
10" (25.4 cm) / 2-3/4" (7 cm)
Discharge Size
1-1/2' NPT
Solids Handling
5/8" (15 mm) spherical solids
Cord Length
10' (3 m) automatic, 15' (5 m) nonautomatic
Cord Type
UL listed, neoprene cord
Max. Head
26' (8 m)
Max. Flow Rate
93 GPM (352 LPM)
Max. Operating Temp.
130° F (54° C) [extra duty 140°F (60°C)I
Cooling
Oil filled
Motor Protection
Auto reset thermal overload (1 Ph)

MATERIALS
Motor Housing
Cast iron (137) or bronze (139)
Pump Housing
Cast iron (137) or bronze (139)
Base
Cast iron (137) or bronze (139)
Upper Bearing
Sleeve bearing
Lower Bearing
Sleeve bearing
Mechanical Seals
Carbon and ceramic
Impeller Type
Non -clogging vortex
Impeller
Cast iron or bronze
Hardware
Stainless steel
Motor Shaft
AISI 1215 cold rolled steel
Gasket
Neoprene
NOTE: See model comparison chart for specific details.

MaDe
WHIG a ma7oniTY OF U.S. componenTs.

CkS
Tadaf to Stencad ULn8 and
Ce'd'ed to CSA
Sia',drt C22 2 No 108
6-7/32"
(15.8 cm)
12-3/4" (32.4 cm)
4-13/16" 7-7/16"
(12.2 cm)
(18.9 cm)
l""*— 6-1/6„
' 115.6 cm)
SECTION: 2.15.060
FM2782
0222
Supersedes
0220

TOTAL DYNAMIC HEAD

FLOW PER MINUTE
4-13/16" (12.2 cm

1.1/2" NPT
3-15/16" (10.0 cm)
SK3/3
MODEL
137/139
Feet
Meters
Gal.

Liters
5 1.5
90 340
10 3.0
75 284
15 4.6
58 220
20 6.1
36 136
25 7.6
8 30
Shut-off Head:
26 ft.(8.Om)
© Copyright 2022 Zoeller` Co. All rights reserved.
502-778-2731 1800-928-7867 13649 Cane Run Road I Louisville, KY 40211-1961 I zoellerpumps.com (1, 2) INTEGRATED DUCTILE IRON

FRAME & GRATE/SOLID COVER
TO MATCH BASIN O.D.
(3) VARIABLE INVERT HEIGHTS

AVAILABLE (ACCORDING TO

PLANS/TAKE OFF)
NYLOPLAST 36" DRAIN BASIN: 2836AG _ _X
15' MIN. MANUFACTURING

REQUIREMENT FROM TOP

OF GRATE TO TOP OF PIPE
(6" MIN. FROM TOP OF PIPE
TO RIM AFTER TOP OF 36'

BASIN BODY IS FIELD TRIMMED)
(4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE:
4' - 36' FOR CORRUGATED HDPE (ADS N-121HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC

WATERTIGHT JOINT
(CORRUGATED HDPE SHOWN)
1 - GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70.50.05. 2 - FRAMES 8 REDUCING TOP SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50.05 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS.

RISERS ARE NEEDED FOR BASIN BODIES OVER 64' DUE TO SHIPPING RESTRICTIONS.
4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/1{ANCOR DUAL WALL), N-12 HP, & PVC SEWER.
5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012.
18" MIN WIDTH GUIDELINE
r- 8" MIN THICKNESS GUIDELINE
TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR
GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE

DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS.

SEE DRAWING NO. 7001-110-111 FOR NON TRAFFIC INSTALLATION. 36' X 30' DUCTILE IRON REDUCING TOP

THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER

GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I,
CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321.

BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321.

L
6' MIN
# (3) VARIABLE SUMP DEPTH

L ACCORDING TO PLANS
(12' MIN. BASED ON
MANUFACTURING REQ.)

GRATE OPTIONS

LOAD RATING
PARTS
DRAWING*

PEDESTRIAN
MEETS HF20
3099CGP
7001-110-220

STANDARD
MEETS H-20
3099CGS
7001-110-221

SOLID COVER
MEETS H-20
3099CGC
7001-110-222
DOME
NIA
3SUCGD
7001-110-223

THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY NMH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT DATE 9-21-18

OR POSSESSION OF THIS PRINT DOES NOT CONFER, APPD BY NMH TRANSFER. OR LICENSE THE USE OF THE DESIGN OR DATE 9-21-18

TECHNICAL INFORMATION SHOWN HEREIN REVSD BY NMH
REPRODUCTION OF THIS PRINT OR ANY INFORMATION DATE 10-04-21

CONTAINED HEREIN, OR MANUFACTURE OF ANY APPD BY NMH
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 10-0421

IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN

DWG SIZE A

MATERIAL
PERMISSION FROM NYLOPLAST. ®W07N7LO L°.ST

PROJECT NOJNAME
SCALE 1:40
SHEET 1 OF 1
//AM I.

Nyloplast ti
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
warm . nylopl ast-u s.com
TITLE
36" DRAIN BASIN QUICK SPEC INSTALLATION DETAIL
DWG NO.
7001.110.528 REV B
SITETECH INC.
8061 CHURCH ST. HIGHLAND CA 92346 PO BOX 592
PH; (909) 864-3180, FAX: (909) 864-0850
BE: ARD K. ER
.C.E. 36866
09/16/25
DATE
SEAL
NO. 36866
Exp. 6-30-26

CITY OF
3EAUMONT, CALIFORNIA

DRAINAGE DETAILS & SECTIONS
CORNER OF 4TH STREET &

RISCO CIRCLE
APN 417-220-009
SHEET
OF 1 SHEETS
FILE NO:

PW2025-0169

Page 421 of 1376 ends

APPENDIX 5 - HYDRAULIC CALCULATIONS
• 12" STORM DRAIN
• BASIN CROSS-SECTION
• 36" CATCH BASIN INLET
• 36" WIDE BASIN INLET
• 48" WIDE PARKWAY DRAIN
• 48" WIDE "U" CHANNEL

Page 422 of 1376 ends

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jul 31 2025 12IN HDPE DRAIN PIPE TO STORAGE TANKS
Circular
Diameter (ft)
Invert Elev (ft)
Slope (%)
N -Value
Calculations
Compute by:

Known Q (cfs)
Elev (ft)

3.00 2.50

2.00 1.50

1.00 0.50
= 1.00
= 1.00
= 6.00
= 0.025
Known Q
= 4.62
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
= 0.83
= 4.620
= 0.70
= 6.58
= 2.30
= 0.90
= 0.75
= 1.50
0 1
2 3
Depth (ft)

2.00 1.50

1.00 0.50

0.00 -0.50

Page 423 of 1376 ends

Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jul 30 2025 100 YEAR/1 HR WATER SURFACE LEVEL AT AVERAGE BASIN WIDTH (16.5') Trapezoidal
Bottom Width (ft)
Side Slopes (z:1)
Total Depth (ft)
Invert Elev (ft)
Slope (%)
N -Value
Calculations
Compute by:

Known Q (cfs)
Elev (ft)

3.00 2.50

2.00 1.50

1.00 0.50
= 16.50
= 4.00, 4.00
= 1.00
= 1.00
= 0.05
= 0.030
Known Q
= 4.62
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
= 0.43
= 4.620
= 7.83
= 0.59
= 20.05
= 0.14
= 19.94
= 0.44
/
0 5
10 15
20 25
30 35
Depth (ft)

2.00 1.50

1.00 0.50

0.00 -0.50

Page 424 of 1376 ends

Reach (ft)

Inlet Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jul 31 2025 36IN GRATED INLET REQUIRED HEAD FOR 100 -YEAR CFS
Drop Grate Inlet
Location = Sag
Curb Length (ft) = -0-
Throat Height (in) = -0-
Grate Area (sqft) = 7.06
Grate Width (ft) = 3.00
Grate Length (ft) = 3.00
Gutter
Slope, Sw (ft/ft) = 0.300
Slope, Sx (ft/ft) = 0.300
Local Depr (in) = -0-
Gutter Width (ft) = 3.00
Gutter Slope (%) = -0-
Gutter n -value = -0-
All dimensions In red

0.25 Calculations
Compute by:

Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency (%)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)

0.04 3.00

0.84 Known Q
= 4.62
= 4.62
= 4.62
= -0-
= 3.04
= 100
= 4.69
= -0-
= -0-
= -0-

Page 425 of 1376 ends

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Sep 18 2025 36IN WIDE BASIN INLET
Rectangular
Bottom Width (ft)
Total Depth (ft)
Invert Elev (ft)
Slope (%)
N -Value
Calculations
Compute by:

Known Q (cfs)
= 3.00
= 0.50
= 1.00
= 0.30
= 0.013
Known Q
= 4.62
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
= 0.49
= 4.620
= 1.47
= 3.14
= 3.98
= 0.42
= 3.00
= 0.64
Elev (ft) Section Depth (ft)

2.00 1.75

1.50 1.25

1.00 0.75
0 .5
1 1.5
2 2.5
3 3.5
4 1.00

0.75 0.50

0.25 0.00
-0.25

Page 426 of 1376 ends

Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jul 30 2025 48IN WIDE PARKWAY DRAIN
Rectangular
Bottom Width (ft)
Total Depth (ft)
Invert Elev (ft)
Slope (%)
N -Value
Calculations
Compute by:

Known Q (cfs)
= 4.00
= 0.33
= 1.00
= 2.00
= 0.013
Known Q
= 4.62
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
= 0.22
= 4.620
= 0.88
= 5.22
= 4.44
= 0.33
= 4.00
= 0.64
Elev (ft) Section Depth (ft)

2.00 1.75

1.50 1.25

1.00 0.75
0 .5
1 1.5
2 2.5
3 3.5
4 4.5
5 1.00

0.75 0.50

0.25 0.00
-0.25

Page 427 of 1376 ends

Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jul 30 2025 48IN WIDE U -CHANNEL
Rectangular
Bottom Width (ft)
Total Depth (ft)
Invert Elev (ft)
Slope (%)
N -Value
Calculations
Compute by:

Known Q (cfs)
= 4.00
= 1.00
= 1.00
= 0.85
= 0.013
Known Q
= 4.62
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
= 0.28
= 4.620
= 1.12
= 4.10
= 4.56
= 0.35
= 4.00
= 0.54
Elev (ft) Section Depth (ft)

3.00 2.50

2.00 1.50

1.00 0.50
v
0 .5
1 1.5
2 2.5
3 3.5
4 4.5
5 2.00

1.50 1.00

0.50 0.00
-0.50

Page 428 of 1376 ends

Reach (ft)

APPENDIX 6 - REFERENCE MATERIAL
• INTENSITY DURATION CURVE
• RUNOFF INDEX NUMBERS
• NOAA RAINFALL DATA
• USDA NRCS SOIL MAP
• USDA NRCS SOILS DATA
• FEMA FLOOD MAP
• SOILS REPORT
• STORAGE TANK MAINTENANCE
• SUMP PUMP MAINTENANCE

Page 429 of 1376 ends

t'tii/hc -�4.. .p.. . r.Vt,scata'a` ..axn-a,ae= Pa T. a.aA� ,�i�rc. �[aw�ws�,S �S 4%.��.i►waysw,s ice....;..+A�y.�

RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3)
Quality of
Cover (2)
Soil Group
A
B
C
D

NATURAL COVERS -
78 86
91 93
Barren
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
Poor
53 70
80 85
(Manzonita, ceanothus and scrub oak)
Fair
40 63
75 81
Good
31 57
71 78
Chaparrel, Narrowleaf
Poor
71 82
88 91
(Chamise and redshank)
Fair
55 72
81 86
Grass, Annual or Perennial
Poor
67 78
86 89
Fair
50 69
84 Good
38 61
74 80
Meadows or Cienegas
Poor
63 77
85 88
(Areas with seasonally high water table,
Fair
51 70
80 84
principal vegetation is sod forming grass)
Good
30 58
72 78
Open Brush
Poor
62 76
84 88
(Soft wood shrubs - buckwheat, sage, etc,)
Fair
46 66
77 83
Good
41 63
75 81
Woodland
Poor
45 66
77 83
(Coniferous or broadleaf trees predominate.

Fair
36 60
73 79
Canopy density is at least 50 percent)
Good
28 55
70 77
Woodland, Grass
Poor
57 73
82 86
(Coniferous or broadleaf trees with canopy
Fair
44 65
77 82
density from 20 to 50 percent)
Good
33 58
72 79

URBAN COVERS -
Good
32 56
69 75
Residential or Commercial Landscaping
(Lawn, shrubs, etc.)
Turf
Poor
58 74
83 87
(Irrigated and mowed grass)
Fair
44 65
77 82
Good
33 58
72 79

AGRICULTURAL COVERS -
76 85
90 92
Fallow
(Land plowed but not tilled or seeded)
R C F C a W C D

RUNOFF INDEX NUMBERS
HYDROLOGY 1\/MA NUAL
FOR

PERVIOUS AREA

Page 431 of 1376 ends

PLATE D-5.5 (I of 2)

NOAA Atlas 14, Volume 6, Version 2
Location name: Beaumont, California, USA*
Latitude: 33.9261°, Longitude: -116.9962°
Elevation: 2535 ft**
* source: ESRI Maps
** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration
5 -min
10 -min
15 -min
30 -min
60 -min
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
Average recurrence interval (years)
1 0.121
(0.101-0.147)

0.174
(0.145-0.211)

0.210
(0.175-0.255)

0.306
(0.255-0.370)

0.448
(0.374-0.543)

0.637
(0.531-0.772)

0.778
(0.649-0.943)

1.13 (0.939-1.36)

1.53 (1.27-1.85)

2.04 (1.81-2.35)

2.47 (2.19-2.85)

2.69 (2.38-3.10)

2.92 (2.58-3.36)

3.37 (2.99-3.89)

3.70 (3.27-4.26)

4.61 (4.08-5.31)

5.43 (4.80-6.26)

6.53 (5.78-7.53)

7.64 (6.76-8.80)
2 0.158
(0.131-0.191)

0.226
(0.188-0.274)

0.274
(0.228-0.332)

0.398
(0.331-0.483)

0.584
08)

0.795
(0.662-0.964)

0.959
(0.798-1.16)
5 0.213
(0.177-0.259)

0.305
(0.253-0.371)

0.369
(0.306-0.449)

0.537
(0.446-0.653)

0.787
(0.654-0.958)

1.03 (0.853-1.25)

1.22 (1.01-1.49)
10 0.264
(0.217-0.324)

0.378
(0.311-0.464)

0.457
(0.376-0.561)

0.665
(0.548-0.816)

1.24 (1.02-1.52)
25 0.344
(0.273-0.437)

0.493
(0.392-0.626)

0.596
(0.474-0.757)

0.867
(0.689-1.10)

1.27 (1.01-1.61)

1.38 (1.15-1.67)

1.91 (1.59-2.32)

2.65 (2.34-3.06)

3.29 (2.91-3.80)

3.61 (3.19-4.16)

3.94 (3.48-4.55)

4.56 (4.03-5.26)

4.99 (4.41-5.76)

6.29 (5.56-7.26)

7.44 (6.58-8.59)

8.98 (7.94-10.4)

10.5 (9.25-12.1)

1.74 (1.44-2.11)

2.43 (2.02-2.96)

3.45 (3.04-3.99)

4.40 (3.88-5.09)

4.90 (4.32-5.67)

5.38 (4.74-6.23)

6.21 (5.47-7.18)

6.79 (5.99-7.86)

8.57 (7.56-9.92)

10.2 (8.95-11.7)

12.2 (10.8-14.1)

14.2 (12.5-16.4)

1.46 (1.20-1.79)

2.05 (1.68-2.51)

2.87 (2.36-3.52)

4.11 (3.59-4.79)

5.33 (4.66-6.22)

6.01 (5.26-7.01)

6.63 (5.80-7.74)

7.63 (6.68-8.90)

8.33 (7.29-9.72)

10.5 (9.18-12.2)

12.4 (10.9-14.5)

14.9 (13.0-17.4)

17.2 (15.1-20.1)

1.56 (1.24-1.99)

1.81 (1.44-2.30)

2.50 (1.99-3.18)

3.49 (2.78-4.43)

5.01 (4.24-6.03)

6.65 (5.63-8.01)

7.63 (6.46-9.19)

8.47 (7.17-10.2)

9.70 (8.22-11.7)

10.5 (8.93-12.7)

13.2 (11.2-15.9)

15.6 (13.2-18.8)

18.6 (15.7-22.4)

21.3 (18.1-25.7)
50 0.415
(0.323-0.538)

0.595
(0.463-0.772)

0.719
(0.560-0.933)

1.05 (0.814-1.36)

1.53 (1.19-1.99)

1.85 (1.44-2.40)

2.12 (1.65-2.75)

2.88 (2.25-3.74)

3.98 (3.10-5.17)

5.70 (4.73-7.02)

7.70 (6.39-9.47)

8.96 (7.43-11.0)

9.98 (8.28-12.3)

11.4 (9.45-14.0)

12.3 (10.2-15.2)

15.4 (12.8-18.9)

18.1 (15.0-22.2)

21.4 (17.8-26.4)

24.5 (20.4-30.2)
100

0.497
(0.377-0.661)

0.712
(0.540-0.947)

0.861
(0.654-1.15)

1.25 (0.950-1.67)
(1. .'4)

2.17 (1.64-2.88)

2.46 (1.86-3.27)

3.30 (2.50-4.39)

4.50 (3.42-5.99)
(5. i-:.18)

8.80 (7.13-11.1)

10.4 (8.42-13.1)

11.6 (9.41-14.6)

13.2 (10.7-16.6)

14.3 (11.6-18.0)

17.7 (14.3-22.3)

20.6 (16.7-26.0)

24.4 (19.8-30.7)

27.8 (22.5-35.0)
200

0.592
(0.437-0.811)

0.849
(0.626-1.16)

1.03 (0.757-1.41)

1.49 (1.10-2.04)

2.19 (1.62-3.00)

2.53 (1.87-3.47)

2.84 (2.10-3.89)

3.75 (2.77-5.14)

5.05 (3.72-6.91)

7.16 (5.65-9.26)

9.98 (7.87-12.9)

11.9 (9.42-15.4)

13.4 (10.6-17.3)

15.2 (12.0-19.6)

16.3 (12.9-21.1)

20.1 (15.8-26.0)

23.4 (18.4-30.2)

27.4 (21.6-35.5)

31.2 (24.6-40.3)
500

0.743
(0.525-1.06)

1.06 (0.752-1.52)

1.29 (0.910-1.84)

1.87 (1.32-2.68)

2.75 (1.94-3.93)

3.10 (2.19-4.42)

3.42 (2.42-4.89)

4.42 (3.12-6.32)

5.82 (4.11-8.31)

8.17 (6.19-11.0)

11.6 (8.81-15.7)

14.2 (10.7-19.1)

16.0 (12.1-21.6)

18.0 (13.7-24.3)

19.3 (14.6-26.0)

23.5 (17.8-31.7)

27.1 (20.6-36.6)

31.7 (24.0-42.7)

35.8 (27.1-48.2)
1000

0.879
(0.599-1.30)

1.26 (0.859-1.87)

1.52 (1.04-2.26)

2.22 (1.51-3.28)

3.25 (2.22-4.81)

3.59 (2.45-5.32)

3.92 (2.68-5.81)

4.98 (3.40-7.38)

6.43 (4.39-9.53)

8.96 (6.56-12.5)

13.0 (9.49-18.1)

16.1 (11.8-22.4)

18.2 (13.3-25.4)

20.4 (14.9-28.4)

21.7 (15.9-30.3)

26.2 (19.2-36.6)

30.1 (22.1-42.0)

35.0 (25.6-48.7)

39.3 (28.8-54.8)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

Page 432 of 1376 ends

PDS-based depth -duration -frequency (DDF) curves
Latitude 33.9261', Longitude: -116 9962
C_ C_
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1 2 5 10 25 50 100 200 500 101
NOAA Atlas 14, Volume 6, Version 2
Average recurrence interval (years)
0 Created (GMT) Wed Jun 12 20:16:09 2024
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
1 2
5 1O
25 5O
1OO
2OO
5OO
1OOO
Duration
5 -min
1O -nun
3O -nun
6O -min
2 -hr
3-nr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
1O-aay
2O -day
3O -day
45 -day
6O -day

Page 433 of 1376 ends

•
3k•
J • I
Sun Lakes
Large scale terrain
Lancaster
,t . •
•
?--, • Palmdale • Victorville
;an taclanta f r. IVAN
Los Angeles Rivcrsi y `Y�1'4RO/No
Long Beach •nahchii Cadildral City. "NS
Sant:Ana• Paim besert• Indio
Min Murrieta • .

Oceanside •
60 San Diego
Mexicali or�'�,
Salton
Sea
rbara
Oxnard
Large scale map
Lancaster
a
;;Palmdale
Santa Clarita
c torvill e
Los Angeles
Ri_r•ide
Anaheim lathedral -.

Long Beacha City'.; Indio
Santa Ana Palm Desert
'•Murrieta
100km
60mi
Oceanside
0 /-17
� Mezit
iguana
Large scale aerial

Page 434 of 1376 ends

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questionsannoaa.gov
Disclaimer

Page 435 of 1376 ends

33° 55' 34" N
33° 55'31"N
S
TER
500290
I
m
53x300
500310
%SifilksilapIrty
!I It r' F'
valid at
1 I
500290 500300 500310
S
Map Scale: 1:630 if printed on A landscape (11" x 8.5") sheet.

N Meters
e 0 5 10 20 30
Feet
0 30 60 120 180
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 500320
500330
Soil Map —Western Riverside Area, California
500390
500350
5033€0
500370
503380
503390
500900
530410
500420
m
33° 55' 34" N
33° 55' 31" N
500320 500330 500340 500350 5003€0
500370 500380 500390 500400
500410
500420
USDA Natural Resources
Conservation Service
Nation o tifSoil S 6 urvey
7/31/2025

Page 1 of 3 ends

Soil Map —Western Riverside Area, California

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
rV
•
X
o
A_
0 Q
oa
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
• Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
.�.i Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography

MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:15,800.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 17, Aug 30, 2024
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Mar 15, 2022 —May 28, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

USDA Natural Resources
Conservation Service
NationPaa opti Sou S 6 ey
7/31/2025

Page 2 of 3 ends

Soil Map —Western Riverside Area, California
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
RaB2
Ramona sandy loam, 2 to 5
percent slopes, eroded

1.7 100.0%
Totals for Area of Interest

1.7 100.0%
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
7/31/2025

Page 3 of 3 ends

Page 438 of 1376 ends

Map Unit Description: Ramona sandy loam, 2 to 5 percent slopes, eroded ---Western Riverside Area, California
Western Riverside Area, California
RaB2—Ramona sandy loam, 2 to 5 percent slopes, eroded
Map Unit Setting
National map unit symbol: hcy5
Elevation: 250 to 3,500 feet
Mean annual precipitation: 10 to 20 inches
Mean annual air temperature: 63 degrees F
Frost -free period: 230 to 320 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Ramona and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Ramona
Setting
Landform: Terraces, alluvial fans
Landform position (three-dimensional): Tread
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Alluvium derived from granite
Typical profile
H1 - 0 to 14 inches: sandy loam
H2 - 14 to 23 inches: fine sandy loam
H3 - 23 to 68 inches: sandy clay loam
H4 - 68 to 74 inches: gravelly sandy loam
Properties and qualities
Slope: 2 to 5 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high (0.20 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Available water supply, 0 to 60 inches: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R019XD029CA - LOAMY
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
7/31/2025

Page 1 of 2 ends

Page 439 of 1376 ends

Map Unit Description: Ramona sandy loam, 2 to 5 percent slopes, eroded ---Western Riverside Area, California
Hydric soil rating: No
Minor Components
Arlington
Percent of map unit: 4 percent
Hydric soil rating: No
Hanford
Percent of map unit: 4 percent
Hydric soil rating: No
Greenfield
Percent of map unit: 4 percent
Hydric soil rating: No
Tujunga
Percent of map unit: 3 percent
Hydric soil rating: No
Data Source Information
Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 17, Aug 30, 2024
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
7/31/2025

Page 2 of 2 ends

Page 440 of 1376 ends

National Flood Hazard Layer FIRMette
FEMA
Legend
117°0'6"W 33°55'49"N
f6930441 of 1376
116°59'29"W 33°55'19"N
0 250 500
1,000
1,500
Feet
2,000

SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT

SPECIAL FLOOD

HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway

OTHER AREAS OF

FLOOD HAZARD

OTHER AREAS

GENERAL

STRUCTURES
OTHER

FEATURES

MAP PANELS

0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
Future Conditions 1% Annual
Chance Flood Hazard zonex
Area with Reduced Flood Risk due to
Levee. See Notes. zone x
Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard zonex
Effective LOMRs
Area of Undetermined Flood Hazard Zone D
- — - - Channel, Culvert, or Storm Sewer
Mini Levee, Dike, or Floodwall

20.2 Cross Sections with 1% Annual Chance
Water Surface Elevation
a - - - Coastal Transect
• su Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
--- Coastal Transect Baseline
- - Profile Baseline
Hydrographic Feature
Digital Data Available
No Digital Data Available
Unmapped
N
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.

This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.

The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 6/12/2024 at 6:34 PM and does not
reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or
become superseded by new data over time.

This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for
regulatory purposes.

Basemap Imagery Source: USGS National Map 2023

SoCal-PE r
Professional Engineer
PLANN'NG•SURVEYING•LAN0 DEVELOPMENT
CIVIL ENGINEERING•CONSTRUCTION MANAGEMENT
.411RAIEVERIIIAKESA
SoCal Professional
Engineers, Inc.

Serving all Southern California
229 Cajon St., Ste.#2, Redlands, CA 92373 909.271.3135
December 7, 2023
Mr. Larry Aguilera
320 E. 3rd Street
Beaumont, California 92223
SUBJECT: ONSITE STORMWATER INFILTRATION SYSTEM INVESTIGATION Proposed Commercial Building
Risco Circle, APN 417-220-009 1.2+ Acres
Beaumont, Riverside County, California
Work Order No. 1652301.00
Mr. Aguilera:

In accordance with your authorization, we have conducted percolation testing for the infiltration system proposed for the subject property. The purpose of our investigation was to provide infiltration rates for the proposed infiltration systems.

Site Description
Attached as Plate 1, the Infiltration Test Location Map utilized the 20 -scale," Site Plan" prepared by SiteTech, Inc. of Highland CA, showing the approximate location(s) of the infiltration tests on the site. The subject site is located south of 4th Street west of Risco Circle. in the City of Beaumont, Riverside County, California. The geographical relationships of the site and surrounding area are depicted on our Site Location Map, Figure 1.

At the time of our investigation, the site was vacant as shown on the Site Plan. Vegetation on the subject site consisted of minor weeds. Topographically, the site consists of nearly level terrain with gradients of approximately 5 percent to the south toward the adjacent. Overall relief on the subject site, is approximately 5 -ft.

Percolation/Infiltration Investigation
Percolation/infiltration testing was conducted on October 18, 2023. Two tests were performed within the project area within the existing native soils. The test locations are depicted on the Infiltration Test Location Map, Plate 1. Two separate shallow borings were excavated, and two percolation tests were performed at depths corresponding to the depth of the proposed infiltration system. Additionally, an exploratory boring was advanced to a total depth explored of 15 -ft below the ground surface. (bgs).

SoCal Professional Engineers, Inc.

Page 442 of 1376 ends

W.O. NO.1652301.01

Risco Circle, Beaumont
December 8, 2023

Page 2 ends

The exploratory excavation indicates that the area of the proposed system is underlain by Quaternary Aged Older Surficial Deposits, (map symbol Qoa) (Dibblee Jr., 2003). This unit was overlain by undocumented fill and extended to the total depth explored of 15 -ft bgs (B-1).

Soils were visually classified according to the Unified Soil Classification System as silty Sand (Unified Soil Classification — SM) described as dark brown, fine to coarse grained, gravelly, slightly moist, and loose becoming denser with depth. This unit extends to the maximum depth explored of 15 ft below the existing ground surface.

Detailed descriptions of the onsite units are presented on our exploratory trench logs included in Appendix B.

LABORATORY TESTING PROGRAM
Sieve analysis testing was performed on a soil sample representative of the earth materials exposed in the near surface soils at depths of 0-5ft were 42 -percent passing the #200 sieve. The test results are included in Appendix C, Laboratory Test Results.

GROUNDWATER
Groundwater was not encountered within our exploratory boring/trench, which were advanced to a maximum depth of 15 -ft bgs in area of the proposed building pads. Historic high groundwater in the area is reported at a depth of +200ftbgs (U.S.G.S. Scientific Investigations Report 2006-5026),

SUMMARY OF TEST PROCEDURES
The testing procedure was performed in accordance with Riverside County Depatlment of Environmental Health's "Local Management Program for Onsite Wastewater Treatment Systems", which became effective October 5, 2016, and the resulting perc rates were converted to infiltration rates utilizing the Porchet Method as outlined in the Riverside County Flood Control and Water Conservation District, "Design Handbook for Low Impact Development Best Management Practices" dated September 2011. The percolation tests were performed at depths within the underlying soils corresponding to the proposed system. Procedures for normal soils were followed.

SoCal Professional Engineers, Inc.

Page 443 of 1376 ends

W.O. NO.1652301.01

Risco Circle, Beaumont
December 8, 2023

Page 3 ends

Conclusion
Testing indicated infiltration rates at the proposed bottom of the systems within the native soils obtained consistent rates. The percolation rate was converted to infiltration rate utilizing the Porchet Method. The rates provided do not include a safety factor. The exploratory boring location and test locations are presented on our Test Location Map, Plate 1.

PERCOLATION
TEST NO.

DEPTH

OF TEST

INFILTRATION
RATE (In/Hr)
1 5 -FT

1.55 2
5 -FT

1.22 CLOSURE
It should be noted that infiltration rates determined by testing are ultimate rates based on short - duration field test results utilizing clear water. Infiltration rates can be affected by silt build-up, debris, degree of soil saturation, and other factors. An appropriate safety factor should be applied prior to use in design to account for subsoil inconsistencies, possible compaction related to site grading, and potential silting of the percolating soils. The safety factor should also be determined with consideration to other factors in the system design, particularly storm water volume estimates and the safety factors associated with those design components.

LIMITATIONS
The tested rates are representative for the areas and soil types tested. Should the systems be moved, or the exposed soil types are found to different within the proposed systems, the approved infiltration rates may not apply. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Engineers and Geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report.

The report is issued with the understanding that it is used only by the owner and it is the sole responsibility of the owner or their representative to ensure that the information and recommendations contained herein are brought to the attention of the architect, engineer, and appropriate jurisdictional agency for the project and incorporated into the plans; and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations contained herein during construction and in the field.

The samples taken and used for testing and the observations made are believed representative; however, soil and geologic conditions can vary significantly between test locations. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by SoCal Professional Engineers, Inc., or its assigns.

SoCal Professional Engineers, Inc.

Page 444 of 1376 ends

W.O. NO.1652301.01

Risco Circle, Beaumont
December 8, 2023

Page 4 ends

The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. The firm that performed the geotechnical investigation for this project should be retained to provide testing observation services during construction to maintain continuity of geotechnical interpretation and to check that the recommendations presented herein are implemented during construction of improvements.

If another geotechnical firm is selected to perform the inspection services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. Selection of another firm to perform any of the recommended activities or failure to retain the undersigned to perform the recommended activities wholly absolves SoCa1 Professional Engineers, Inc, the undersigned, and its assigns from any and all liability arising directly or indirectly from any aspects of this project.

We appreciate the opportunity to be of service. Limitations and conditions contained in reference documents are considered in full force and applicable. If you have any questions, please do not hesitate to call our office.

Respectfully Submitted,
SoCal Professional Engineers, Inc.

Khaled S. Farah
Civil Engineer, RCE 83128

ATTACHMENTS
Plate 1 — Infiltration Test Location Map
Appendix A —References
Appendix B — Boring Log
Appendix C- Laboratory Test Results
Appendix D- Test Data Sheets & Porchet Conversion Results SoCal Professional Engineers, Inc.

Page 445 of 1376 ends

W.O. NO.1652301.01

APN 417-220-041
P/L
CONSTRUCTION NOTES:
0 0
0 0
0 0
0 0
0 10
11 12
13 14
15 16
17 18
99 N
rn
R=15'(TYP.)
ROLL
GATE

PROPOSED
CURB (TYP.)
P/L

PROPOSED

COMMERCIAL
DRIVE

APPROACH
CONSTRUCT A.C. PAVING.

CONSTRUCT 6" CURB PER COUNTY OF RIVERSIDE STD. PLAN NO 200.

CONSTRUCT SIDEWALK OVER NATIVE.

CONSTRUCT CURB RAMP.

CONSTRUCT 3' WIDE LONGITUDINAL GUTTER PER S.P.P.W.C. STD. 122-2.

PROVIDE CURB OPENING FOR DRAINAGE INLET AND OUTLET.

INSTALL UNDER SIDEWALK DRAIN PER RIVERSIDE STD. PLAN NO. 309.

INSTALL 2,977 CUBIC FEET ADS MC -3500 UNDERGROUND INFILTRATION BASIN DMA -1 (2,897 C.F. REQUIRED) OR APPROVED EQUAL.

PARKING LOT SIGNAGE AND STRIPING, PER ARCHITECTURAL PLANS.

INSTALL ADA ACCESSIBLE PARKING STALL, PER ADA REQUIREMENTS.

CONSTRUCT COVERED TRASH ENCLOSURE, PER SEPARATE PERMIT.

CONSTRUCT DRIVE APPROACH PER COUNTY OF RIVERSIDE STD. PLAN NO 207A.

INSTALL STORM DRAIN LINE AT 0.5% MIN.

INSTALL 24" X 24" OLD CASTLE CATCH BASIN, PRODUCT NO. 2424CB OR APPROVED EQUAL.

INSTALL AREA DRAIN.

CONSTRUCT 6" CURB & GUTTER PER COUNTY OF RIVERSIDE STD. PLAN NO. 200.

CONSTRUCT 6' WIDE CROSS GUTTER PER SPPWC STD. 122-2.

GRIND 8c OVERLAY EXISTING PAVEMENT 0.1' MIN. DEPTH.

EXISTING ITEM (PER PLAN) TO BE PROTECTED IN PLACE.

S 8723 59 E 293.79
FOR

H STREET
S3

CURB & GUTTER
S 87'23'59" E 230.16'
52,220 SQ FT / 1.20 ACRES
APN: 417-220-009

PROPOSED WAREHOUSE
16,014 SQ. FT.

PAD=32.53
116.00'
R/W
APN 417-220-039

BASIS OF BEARINGS

THE BEARINGS ON THIS MAP WERE BASED ON THE CENTERLINE OF FOURTH STREET AS SHOWN ON PARCEL MAP NO.28348 FILED IN BOOK 201, PAGE 72 OF PARCEL MAPS.

BEARINGS BEING NORTH 8T 23' 59" WEST

BENCHMARK
RIVERSIDE COUNTY BENCHMARK:

C-3
DESCRIPTION: 0.25 MILES SOUTH ALONG BEAUMONT AVENUE FROM THE INTERSECTION OF BEAUMONT AVENUE AND SIXTH STREET. APPROXIMATELY

37.0 FEET WEST OF THE CENTER LINE OF BEAUMONT AVENUE. AT THE SOUTH ENT OF THE BRIDGE CROSSING OVER HIGHWAY 60. 2.0 FEET EAST OF SIDEWALK. 1.0 EASET OF 12 INCH CONCRETE RETAINING WALL. ON THE SOUTH EDGE OF CONCRETE APRON. SET FLUSH IN THE CONCRETE SURFACE, A BRONZE DISK MARKED C-3 1965.

ELEVATION: 2606.072'
SMH
0 RECONSTRUCT

ADA RAMP
WV
V\/(.:./ 0
00 Wv
& GUTTER
EWALK
I\ THE CITY OF 3EAUh 0\T

CONDITIONAL USE PERMIT

SITE PLAN
PARCEL 9 OF PARCEL MAP NUMBER 28348 IN THE CITY OF BEAUMONT, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. LOCATED IN A

SUBDIVISION OF A PORTION OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF SECTION 9, TOWNSHIP 3 SOUTH, RANGE 1 WEST, SAN

BERNARDINO BASE AND MERIDIAN, AS SHOWN ON MAP FILED IN BOOK 201, PAGES 72 THROUGH 74 INCLUSIVE OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY.

SITETECH, INC.

OWNER/APPLICANT:

MR. LARRY AGUILERA
320 E. 3RD STREET
BEAUMONT, CA 92223
PH: (951) 538-9424
SoCal Professional Engineers, Inc.

Infiltration Test Map
WO1652301.01 December 2023 Plate 1
1 Approximate Location of Exploratory Trench
P62
I Apprccecimate Location of
� Percolation Test

PROPOSED

COMMERCIAL
DRIVE

APPROACH
TYP.)
- 253
LEGEND:
z
0 - INDICATES

INDICATES

EXISTING CONTOUR

EXISTING PROPERTY LINE

EXISTING RIGHT OF WAY LINE

PROPOSED RIGHT OF WAY LINE

MAP BOUNDARY LINE
- INDICATES LANDSCAPE AREA
NOTES:

AUGUST, 2023
ENGINEER/MAP PREPARER:

SITETECH, INC.

PO BOX 592
8061 CHURCH STREET
HIGHLAND, CA 92346
PH: (909) 864-3180

1. THE PROPOSED PROJECT IS FOR A WAREHOUSE FACILITY.

2. ASSESSOR'S PARCEL NUMBER: 417-220-009.

3. THIS PROJECT SIZE IS 1.20 NET ACRES.

4. EXISTING AND PROPOSED ZONING IS M (MANUFACTURING).

5. LAND USE OF ALL SURROUNDING PROPERTY TO THIS PROJECT: MANUFACTURING NORTH MANUFACTURING - EAST / STEEL SUPPLY - SOUTH / PROPANE SUPPLY & VACANT - WEST.

6. THERE ARE NO NEW STREETS PROPOSED WITHIN THIS DEVELOPMENT.

7. NO REGULATED TREES WILL BE REMOVED AS A PART OF THIS PROJECT.

8. THE AVERAGE SLOPE OF BOTH FEASIBLE ACCESS ROUTE AND FEASIBLE BUILDING SITE DOES NOT EXCEED TEN PERCENT (10%).

9. FOR COMPLETE LEGAL DESCRIPTION, SEE TITLE REPORT.

10. TOPOGRAPHIC MAPPING WAS OBTAINED FROM A FIELD SURVEY PERFORMED BY SITETECH, INC. IN MARCH, 2023.

TOTAL BUILDING AREA:
17,819 SQ. FT.

UTILITY PROVIDERS:

CITY OF BEAUMONT:

FRONTIER COMMUNICATIONS:

SOUTHERN CALIFORNIA GAS COMPANY:

BEAUMONT-CHERRY VALLEY WATER DISTRICT:

SOUTHERN CALIFORNIA EDISON COMPANY:

UNDERGROUND SERVICE ALERT:
7 PROSPERITY WY
O RoFESS/ON
co m
E.; NO. 36866
e Exp. 6-30-24
CIv1�\-\`
OF CAS-\
m
m
*
60 O
U
SITE
(951) 769-8520
(800) 483-4000
(800) 427-2200
(951) 845-9581
(800) 655-4555
(800) 227-2600
10 U)
J
O
W 4TH ST

VICINITY MAP

NO SCALE
S/TETECA/ /NC.
8061 CHURCH ST. HIGHLAND CA 92346 PO BOX 592
TELEPHONE (909) 864-3180
08/01 /23
BE F HARD MAYER R.C.E. 36866 DATE
L.S. 7319

Page 446 of 1376 ends

APPENDIX A
References
SoCal Professional Engineers, Inc.

Page 447 of 1376 ends

W.O. NO.1652301.01

REFERENCES
CDM Smith, Inc. 2013, "Technical Guidance Document for Water Quality Management Plans" dated June 7, 2013.

Department of Water Resources Website, 2018, "Groundwater Data Section".

Riverside County Depai lment of Environmental Health, 2016, "Local Management Program for Onsite Wastewater Treatment Systems", effective October 5, 2016.

Riverside County Flood Control and Water Conservation District, 2011, "Design Handbook for Low Impact Development Best Management Practices" dated 9, 2011.

Riverside County, Graphic Information Services (GIS), Map My County.

Morton, D.M., 2004, "Preliminary Digital Geologic Map of the Santa Ana 30' x 60' Quadrangle, Southern California (Version 2.0)", U.S. Geological Survey in Cooperation with the California Geologic Survey, Open -File Report 99-172, Scale: 1" = 100,000'.

SiteTech, Inc, 2023, "Conditional Use Permit/Site Plan, APN:417-220-009, Risco Circle.

Beaumont CA 92223", scale 1" = 20', dated August 2023.

Dibblee Jr., Tomas W., 2003 "Geologic Map of The Beaumont Quadrangle, Riverside County, DF-114,", Scale: 1" = 24,000'.

U.S. Geological Survey, In Cooperation With San Gorgonio Pass Water Agency, 2006," Geology, Ground -Water, Hydrology, Geochemistry, and Ground -Water Simulation of the Beaumont and Banning Storage Units, San Gorgonio Pass Area, Riverside County, California Scientific Investigations Report 2006-5026".

U.S.G.S., Morton Douglas, M., 2003, "Geologic Map of the Riverside East / South 1/2 of San Bernardino South Quadrangles, San Bernardino & Riverside County, Quadrangle", DF-109, Scale:
1:24,000.

SoCal Professional Engineers, Inc.

Page 448 of 1376 ends

W.O. NO.1652301.01

APPENDIX B
Exploratory Boring Log
SoCal Professional Engineers, Inc.

Page 449 of 1376 ends

W.O. NO.1652301.01

LOGGED BY: JRH
METHOD OF EXCAVATION: BACKHOE
EQUIPPED W/ 30 -INCH BUCKET
ELEVATION: ±
10/17/2023
LOCATION: SEE PLOT PLAN

CLASSIFICATION

BLOWS/FOOT

BULK SAMPLE
wo
O Z
28 TRENCH LOG NO. 1

DESCRIPTION

SOIL TEST
5 10
15 A
V
n
V
UNDOCUMENTED ARTIFICIAL FILL(Quf)
SILTY SAND (SM). DARK BROWN, FINE TO COARSE GRAINED,

MEDIUM DENSE, SLIGHTLY MOIST
LOOSE IN UPPER 3FT
OLDER SURFICIAL SEDIMENTS(Qoa)
SILTY SAND (SM): BROWN, FINE TO COARSE GRAINED,ABUNDANT

GRAVEL MINOR COBBLE, MEDIUM DENSE, SLIGHTLY MOIST

BECOMING COARSER WITH DEPTH
20 25
30 35
40 TOTAL DEPTH 15.0'

NO GROUNDWATER
SEIVE
JOB NO: 1652301.01

LOG OF TRENCH
FIGURE: B-1

Page 450 of 1376 ends

APPENDIX C
Laboratory Test Results
SoCal Professional Engineers, Inc.

Page 451 of 1376 ends

W.O. NO.1652301.01

0 m
z
rn
cn
N
W
O
GRAVEL
SAND
SILT
CLAY
COARSE
MEDIUM
FINE
SIEVE SIZES- U.S. STANDARD
20 40
co
100
10 0.1

PARTICLE DIAMETER- MILLIMETERS
BORING NO.

DEPTH, FT.

SYMBOL

LIQUID LIMIT

PLASTIC INDEX

CLASSIFICATION
B-1
5-12
o
SM

APPENDIX D
Test Data Sheet & Porchet Conversion Results
SoCal Professional Engineers, Inc.

Page 453 of 1376 ends

W.O. NO.1652301.01

Leach Line Percolation Data Sheet
Project: RISCO CIRCLE
Job No.

WO1652301.01
Test Hole No.
1 Date Excavated:
10/17/2023
Depth of Hole:
40 inches
Soil Classification:

SC
Check for Sandy Soil Criteria Tested by
Date:

Presoak Date: 10/17/2023
Actual Percolation Tested by:

JRH
Date:
10/18/2023
Sandy Soil Criteria Test
Trial No.

Date
Time
Time Interval
(Min)
Initial water level
(Inches)
Final Water Level
(Inches)
Diff. in Water
Level (Inches)
1 0
0 2
0 0
Use: 5 GALLON PRESOAK/NORMAL Soil Criteria
Trial No.

Time Interval
Time
Initial Water Level
Final Water Level
Water Level
Percolation Rate
(Min)
(Min)
(Inches)
(Inches)
(Inches)
Min/Inch)
7:41
30 30

40.0 26.75

13.25 2.3
8:11
8:11
30 60

40.0 30.50

9.5 3.2
8:41
8:41
30 90

40.0 31.33

8.675

3.5 9:11
9:11
30 120

40.0 31.63

8.375

3.6 9:41
9:41
30 150

40.0 32.00
8 3.8
10:11
10:11
30 180

40.0 32.25

7.75 3.9
10:41
10:41
0 N/A
0:00
0 N/A
0:00
0 N/A
0:00
0 N/A

Page 454 of 1376 ends

Leach Line Percolation Data Sheet
Project: RISCO CIRCLE
Job No.

WO1652301.01
Test Hole No.
2 Date Excavated:
10/17/2023
Depth of Hole:
40 inches
Soil Classification:

SC
Check for Sandy Soil Criteria Tested by
Date:

Presoak Date: 10/17/2023
Actual Percolation Tested by:

JRH
Date:
10/18/2023
Sandy Soil Criteria Test
Trial No.

Date
Time
Time Interval
(Min)
Initial water level
(Inches)
Final Water Level
(Inches)
Diff. in Water
Level (Inches)
1 0
0 2
0 0
Use: 5 GALLON PRESOAK/NORMAL Soil Criteria
Trial No.

Time
Time Interval
Initial Water Level
Final Water Level
Water Level
Percolation Rate
(Min)
(Min)
(Inches)
(Inches)
(Inches)
Min/Inch)
7:45
30 30

40.0 28.75

11.25 2.7
8:15
8:15
30 60

40.0 31.25

8.75 3.4
8:45
8:45
30 90

40.0 32.50

7.5 4.0
9:15
9:15
30 120

40.0 33.13

6.875

4.4 9:45
9:45
30 150

40.0 33.50

6.5 4.6
10:15
10:15
30 180

40.0 33.75

6.25 4.8
10:45
10:45
0 N/A
0:00
0 N/A
0:00
0 N/A
0:00
0 N/A

Page 455 of 1376 ends

PORCHET METHOD -CONVERSION OF PERCOLATION

RATE TO INFILTRATION RATE
PERC TEST NO:

NO 1
LEGEND

REQUIRED ENTRY

CALCULATED ENTRY
Company Name: SOCAL PROFESSIONAL ENGINEERS
DATE: 10/17/2023
CASE: RISCO CIRCLE
RATE
8 inches
30 minutes
40 inches

32.25 inches
inches
. inches
Designed By: JRH

PERCOLATION TEST CONVERSION TO INFILTRATION
THE CONVERSION EQUATION USED IS:
dh(in) x 60(min/hr) x r(in)
IT(in/hr)= dt(min) x [r(in) + 2hAvG(in)]
Hole Radius r=
Time Interval dt=
Initial height of water during selected time interval Ho= Final height of water during selected time interval Hf= Change in height of water during selected time interval dH= Average head of height over the selected time interval HAVE= Converted infiltration rate per test data IT=-inches/hour

COMMENTS
WO3812201.01 OAK GLEN ROAD GAS

Page 456 of 1376 ends

PORCHET METHOD -CONVERSION OF PERCOLATION

RATE TO INFILTRATION RATE
PERC TEST NO:

NO. 2
LEGEND

REQUIRED ENTRY

CALCULATED ENTRY
Company Name: SOCAL PROFESSIONAL ENGINEERS
DATE: 10/17/2023
CASE: RISCO CIRCLE
RATE
8 inches
30 minutes
40 inches

33.75 inches
� inches
Designed By: JRH

PERCOLATION TEST CONVERSION TO INFILTRATION
THE CONVERSION EQUATION USED IS:
dh(in) x 60(min/hr) x r(in)
IT(in/hr)= dt(min) x [r(in) + 2hAvG(in)]
Hole Radius r=
Time Interval dt=
Initial height of water during selected time interval Ho= Final height of water during selected time interval Hf= Change in height of water during selected time interval dH= Average head of height over the selected time interval HAVG=-inches Converted infiltration rate per test data IT=-inches/hour

COMMENTS
WO3812201.01 OAK GLEN ROAD GAS

Page 457 of 1376 ends

10,000 gallon below ground installation requirements
. For septic Installations, it is Important to contact your local or state sanitarian regarding approved installation procedures. • Water runoff caused by sloping terrain, adjacent structures, or paved surfaces can be problematic if the site selection and installa- tion are not managed properly. Failure to locate the tank site properly in areas of water runoff caused by sloping terrain, adjacent structures or paved surfaces, and/or not managing the installation property can void the warranty.

1. REQUIRED EQUIPMENT
la. You'll need an excavator large enough to lift
3000 pounds.
lb. You'll need an excavator large enough to lift
a tank that is 9' tall, 8.5' wide and 30' long.
lc. An excavator large enough to dig a hole:
143" deep (about 12 feet)
408" long (about 34 feet)
150" wide (about 13 feet)
ld. Water truck/access to 7000 gallons of water.

Using a garden hose could take 30 hours
to fill tank.

2. REQUIRED BACKFILL MATERIAL
A. %- minus backfill from top of bedding to bottom of fitting flats on top of the tank. Do not use native soil.
60-80 Yards of 3/4 minus will be needed
Gaskets:

Provided by customer.

Use ones similar to our

2. EXCAVATION AND REQUIRED BEDDING
A. Excavate to a depth that will provide
a minimum of 6" and maximum of
24" of cover over the top of the
cylindrical part of the tank (AA) This
would be at 101" high from the bottom.

B. Allow 18" to 24" on both sides and
both ends of the tank.

Prepare the tank bed.

Bedding material is well -packed
sand — 6" minimum in soil terrain,
12" minimum in rock terrain.

The tank should be installed level.

3. BACKFILLING EXTERIOR
A.

B. Use 3/4 minus backfill from top of bedding to bottom of fitting flats on top. Note: Keep water in tank 12" higher than backfill outside the tank during the entire backfill process up to 7000 gallons.

C. Maximum backfill over the top of the tank is 24"
D. Mound soil over the top of the tank to direct surface water away from the tank.

6. OPTIONAL MANHOLE EXTENSIONS
A. 6" Tall X 24" Diameter or 12" Tall
X 24" Diameter risers.
gasket.

B. Manhole extensions are supplied
with screws. Butyl rope not included.
03/2020

7. Buoyancy Control/Additional Ballast

CAUTION
Failure to comply with the points below voids warranty.

A. Tanks are not fire-resistant. Do not store them near an open flame or heat in excess of 180 °F.

B. Do not install any tank under the path of vehicles or heavy equipment.

C. Do not leave tanks empty for extended periods of time.

D. Only for use as underground tanks.

E. May be used as holding tanks or for pumping applications where permitted by local codes.

F. Made of resins that meet FDA specifications for the storage of drinking water and can be used for that application.

G. Protect the tank from sharp objects which could puncture it and cause leakage.

H. Maximum temperature of liquid entering tank is 120° F.

WARRANTY
Manufacturer warrants that if this part is proven to be defective in material or workmanship within three (3) years from the date of manufacture, manufacturer will (at company's option) either replace or repair said part. This standard limited warranty does not apply to damages resulting from misuse, improper application of recommended materials, accident, or improper installation or maintenance. Remedy to the buyer is limited to the replacement of any defective product (or its component where applicable), F.O.B. point of manufacture.

The buyer's remedy under this warranty does not include any other direct or indirect consequential damages which result from defects in material and/or workmanship of its products. 4365 Steiner Street
St. Bonifacius, MN 55375
(800) 328-3420
www.norwesco.com
P/N 64875
6940 O Street
Suite 100
Lincoln, NE 68510
(402) 467-5221
www.snydernet.com

Trusted. Tested. Tough.°
Register your
Zoeller Pump Company
Product on our website:
http://reg.zoellerpumps.com/
ZffELLER ®.

PUMP COMPANY
MAIL TO: P.O. BOX 16347 • Louisville, KY 40256-0347
SHIP TO: 3649 Cane Run Road • Louisville, KY 4021 1-1 961 Tel: (502) 778-2731 • 1 (800) 928 -PUMP
FM2298
1023
Supersedes
0723
Visit our website:
zoellerpumps.com
Product information presented here reflects conditions at time of publication. Consult factory regarding discrepancies or inconsistencies.

AM RICAN

OWNER'S MANUAL
NOTICE TO INSTALLER: Instructions must remain with installation.

Certified to CSA Standard
C22.2 No. 145
Tested to FM Standard
3600 & 3615 & 3616

ZOELLER HAZARDOUS LOCATION PUMPS
Class I, Division I, Groups C & D and Class 1, Zone 1, Groups IIA & IIB Gas Areas OR
Class I I, Division I, Groups E, F & G and Zone 20, Dust Areas

EFFLUENT
SEWAGE
X161,
X185,
X191
X163,
X186,
X165
X188,
X189
X282,
X292,
X284
X293,
X294,
X295
Table of Contents
Safety Instructions 1
Limited Warranty 2
Preinstallation Checklist 2
Electrical Data 3.4
General Information 5.6
Pump Dimensions 7
Pump Wiring Instructions 8.9
General Maintenance 10
Operation 11
Service Checklist 12
Owner's Information
Model Number:

E Simplex
Job Name:

DateCode:

E Duplex
Distributor:

Date of Purchase: Zoeller SIO No.:

Contractor:

Date of Installation:

System Readings During Start-up: Voltage Amps
Safety Instructions

TO AVOID SERIOUS OR FATAL PERSONAL INJURY OR MAJOR

PROPERTY DAMAGE, READ AND FOLLOW ALL SAFETY
INSTRUCTIONS IN THIS MANUAL AND ON THE PUMP.

THIS MANUAL IS INTENDED TO ASSIST IN THE INSTALLATION AND OPERATION OF THIS UNIT AND MUST BE KEPT WITH THE PUMP.

This is a SAFETY ALERT SYMBOL.

When you see this symbol on the pump or in the
manual, look for one of the following signal words
and be alert to the potential for personal injury or
property damage.

Warns of hazards that WILL cause serious personal
injury, death or major property damage.

Warns of hazards that CAN cause serious personal
injury, death or major property damage.

Warns of hazards that CAN cause personal injury or
property damage.

INDICATES SPECIAL INSTRUCTIONS WHICH ARE
VERY IMPORTANT AND MUST BE FOLLOWED.

A DANGER

A WARNING

A CAUTION

A NOTICE

THOROUGHLY REVIEW ALL INSTRUCTIONS AND WARNINGS PRIOR TO PERFORMING ANY WORK ON THIS PUMP.

MAINTAIN ALL SAFETY DECALS.

REFER TO WARRANTY ON PAGE 2.
© Copyrigpag6 46Irofolar76hts reserved.

LIMITED WARRANTY
Manufacturer warrants, to the purchaser and subsequent owner during the warranty period, every new product to be free from defects in material and workmanship under normal use and service,when properly used and maintained, for a period of one year from date of purchase by the end user, or 18 months from date of original manufacture of the product, whichever comes first. Parts that fail within the warranty period, one year from date of purchase by the end user, or 18 months from the date of original manufacture of the product, whichever comes first, that inspections determine to be defective in material or workmanship, will be repaired, replaced or remanufactured at Manufacturer's option, provided however, that by so doing we will not be obligated to replace an entire assembly, the entire mechanism or the complete unit. No allowance will be made for shipping charges, damages, labor or other charges that may occur due to product failure, repair or replacement.

This warranty does not apply to and there shall be no warranty for any material or product that has been disassembled without prior approval of Manufacturer, subjected to misuse, misapplication, neglect, alteration, accident or act of nature; that has not been installed, operated or maintained in accordance with Manufacturer's installation instructions; that has been exposed to outside substances including but not limited to the following: sand, gravel, cement, mud, tar, hydrocarbons, hydrocarbon derivatives (oil, gasoline, solvents, etc.), or other abrasive or corrosive substances, etc. in all pumping applications. The warranty set out in the paragraph above is in lieu of all other warranties expressed or implied; and we do not authorize any representative or other person to assume for us any other liability in connection with our products.

Contact Manufacturer at, 3649 Cane Run Road, Louisville, Kentucky 40211, Attention: Customer Support Department to obtain any needed repair or replacement of part(s) or additional information pertaining to our warranty.

MANUFACTURER EXPRESSLY DISCLAIMS LIABILITY FOR SPECIAL, CONSEQUENTIAL OR INCIDENTAL DAMAGES OR BREACH OF EXPRESSED OR IMPLIED WARRANTY;

AND ANY IMPLIED WARRANTY OF FITNESS FOR A PARTICULAR PURPOSE AND

OF MERCHANTABILITY SHALL BE LIMITED TO THE DURATION OF THE EXPRESSED WARRANTY.

Some states do not allow limitations on the duration of an implied warranty, so the above limitation may not apply to you. Some states do not allowthe exclusion or limitation of incidental or consequential damages, so the above limitation or exclusion may not apply to you.

This warranty gives you specific legal rights and you may also have other rights which vary from state to state.

In instances where property damages are incurred as a result of an alleged product failure, the property owner must retain possession of the product for investigation purpose.

PREINSTALLATION INFORMATION

1. Inspect your pump. Occasionally, products are damaged during shipment. If the unit is damaged, contact your distributor before using. DO NOT remove the test plugs in the cover nor the motor housing.

2. Carefully read the literature provided to familiarize yourself with specific details regarding installation and use. These materials should be retained for future reference.

3. National Electrical Code (NEC) articles 500 through 503 explain in detail the requirements for the installation and wiring of electrical equipment in hazardous locations. 1 A WARNING
NOT FOR USE IN ACIDIC ATMOSPHERES.

SEE BELOW FOR

LIST OF WARNINGS

2. Do not lift, carry, or hang pump by the electrical cables. Damage to the electrical cables can cause shock, burns or death.

3. For non -automatic Class I I, Division I (alternate Zone 20 designation) rated models, the float switch "off" level must be set a minimum of 10 inches for the X160 -X190, X280, X290 series.

4. Make sure there is a properly grounded connection available. All pumps are furnished with provisions for proper grounding to help protect you against the possibility of electrical shock.

5. Make certain that the control box is within the reach of the pump's power supply cord. DO NOT USE AN EXTENSION CORD. Extension cords that are too long or too light do not deliver sufficient voltage to the pump motor. But, more important,they could present a safety hazard if the insulation were to become damaged or the connection end were to fall into the sump.

6. Make sure the pump electrical supply circuit is equipped with fuses and disconnect or circuit breakers of propercapacity.Aseparate branch circuitis recommended, sized according to the "National Electrical Code" for the current shown on the pump nameplate.

7. Risk of electric shock - These pumps have not been investigated for use in swimming pool areas.

8. Prop65 warning for California residents: Cancer and reproductive harm- www.P65Warnings.ca.gov .

9. Electrical wiring and protection must be in accordance with the National Electrical Code per NEC articles 500 through 503 for installation in Class I, Division 1, Groups C & D Class I, Zone 1, Groups IIA& IIB locations, and Class II, Division II, Group E, F, G and Zone 20 and any other applicable state and local electrical requirements.

10.Use pressure -rated pipe and fittings when connecting to the disharge of the pump.
© Copyright p e e jAq &fib reserved.
2 A CAUTION

SEE BELOW FOR

LIST OF CAUTIONS

1. Check to be sure your power source is capable of handling the voltage requirements of the motor, as indicated on the pump nameplate.

2. The float switches must be connected to an intrinsically safe circuit in the control panel. The installation of float switches is the responsibility of the installing party and care should be taken that the tethered float switch will not hang up on the pump apparatus or pit peculiarities and is secured so that the pump will shut off. It is recommended that rigid piping and fittings be used and the pit be 36" or larger in diameter.

3. INFORMATION - VENT HOLE PURPOSE. It is necessary that all submersible pumps capable of handling various sizes of solid waste be of the bottom intake design to reduce clogging and seal failures. If a check valve is incorporated in the installation, a vent hole (approx. 3/16") must be drilled in the discharge pipe below the check valve and pit cover to purge the unit of trapped air.

Water stream will be visible from this hole during pump run periods. This vent hole should be checked periodically for clogging and cleaned as necessary.

Trapped air is caused by agitation and/or a dry basin.

4. Water hammer creates momentary high pressure surges. These surges can cause severe damage to check valves and the piping system. Consideration for water hammer must be included in the piping system design. Reference ASPE Data Book, Chapter 2.33. Some systems may require external spring or lever weighted check valves or other engineered solutions.

5. Three phase pumps must be connected for proper rotation, which is counterclockwise looking into impeller inlet.

6. Care should be taken during the initial installation to be sure that adequate air supply is available whenever any person is in the basin. Always follow OSHA guidelines on confined space requirements.

ELECTRICAL DATA
Model
HP
RPM
Voltage
Phase
Hertz
Amps
KVA
Code"
Winding
Resistance
Line -to -Line
Full Load
Shut Off
Locked
Rotor
MX161
1/2
3450
115
1 60

15.0 7.7

52.2 N
**
NX161
1/2
3450
115
1 60

15.0 7.7

52.2 N
.53/.46*
DX161
1/2
3450
230
1 60

7.5 3.6

15.1 H
**
EX161
1/2
3450
230
1 60

7.5 3.6

15.1 H

4.6/4.0*
HX161
1/2
3450
200
1 60

8.8 6.3

19.8 J
**
(X161
1/2
3450
200
1 60

8.8 6.3

19.8 J

3.5/3.0*
JX161
1/2
3450
200
3 60

6.4 3.1

23.6 S

6.1/5.3
FX161
1/2
3450
230
3 60

5.2 2.7

24.0 T

5.5/4.8
GX161
1/2
3450
460
3 60

2.9 1.4

12.0 T

22.1/19.2
MX163
1/2
3450
115
1 60

15.0 8.4

52.2 N
**
NX163
1/2
3450
115
1 60

15.0 8.4

52.2 N
.53/.46*
DX163
1/2
3450
230
1 60

7.5 4.0

15.1 H
**
EX163
1/2
3450
230
1 60

7.5 4.0

15.1 H

4.6/4.0*
HX163
1/2
3450
200
1 60

8.5 4.3

19.8 J
**
(X163
1/2
3450
200
1 60

8.5 4.3

19.8 J

3.5/3.0*
JX163
1/2
3450
200
3 60

6.0 3.4

23.6 S

6.1/5.3
FX163
1/2
3450
230
3 60

4.8 3.0

24.0 T

5.5/4.8
GX163
1/2
3450
460
3 60

2.9 1.5

12.0 T

22.1/18.2
DX165
1 3450
230
1 60

10.2 5.5

20.1 E
**
EX165
1 3450
230
1 60

10.2 5.5

20.1 E

3.0/2.6*
HX165
1 3450
200
1 60

12.6 6.1

26.8 F
**
(X165
1 3450
200
1 60

12.6 6.1

26.8 F

2.0/1.8*
JX165
1 3450
200
3 60

7.5 4.8

31.1 M

3.6/3.2
FX165
1 3450
230
3 60

7.4 3.8

29.8 N

5.5/4.7
GX165
1 3450
460
3 60

3.7 2.1

14.9 N

21.8/19.0
DX185
1 3450
230
1 60

9.8 5.0

20.1 E
**
EX185
1 3450
230
1 60

9.8 5.0

20.1 E

3.0/2.6*
HX185
1 3450
200
1 60

11.5 5.1

26.8 F
**
(X185
1 3450
200
1 60

11.5 5.1

26.8 F

2.0/1.8*
JX185
1 3450
200
3 60

7.5 3.6

31.1 M

3.6/3.2
FX185
1 3450
230
3 60

7.4 3.8

29.8 N

5.5/4.7
GX185
1 3450
460
3 60

3.7 1.9

14.9 N

21.8/19.0
DX186
1-1/2
3450
230
1 60

13.7 9.3

45.7 H
**
EX186
1-1/2
3450
230
1 60

13.7 9.3

45.7 H

1.3/1.1*
HX186
1-1/2
3450
200
1 60

17.2 11.8

54.5 J
**
(X186
1-1/2
3450
200
1 60

17.2 11.8

54.5 J
.84/.73*
JX186
1-1/2
3450
200
3 60

10.3 6.0

45.2 M

2.5/2.2
FX186
1-1/2
3450
230
3 60

9.2 5.5

39.4 M

3.4/2.9
GX186
1-1/2
3450
460
3 60

4.6 2.8

19.7 M

13.5/11.7
DX188
1-1/2
3450
230
1 60

14.0 7.4

45.7 H
**
EX188
1-1/2
3450
230
1 60

14.0 7.4

45.7 H

1.3/1.1*
HX188
1-1/2
3450
200
1 60

16.8 9.8

54.5 J
**
(X188
1-1/2
3450
200
1 60

16.8 9.8

54.5 J
.84/.73*
JX188
1-1/2
3450
200
3 60

10.3 4.7

45.2 M

2.5/2.2
FX188
1-1/2
3450
230
3 60

8.9 4.1

39.4 M

3.4/2.9
GX188
1-1/2
3450
460
3 60

4.6 2.0

19.7 M

13.5/11.7
DX189

N N N N N N N N N
3450
230
1 60

17.1 9.4

45.7 T T L L L -n -n -n -n
**
EX189
3450
230
1 60

17.1 9.4

45.7 1.3/1.1*
HX189
3450
200
1 60

20.5 11.5

54.5 **
(X189
3450
200
1 60

20.5 11.5

54.5 .84/.73*
JX189
3450
200
3 60

13.2 6.8

45.2 2.5/2.2
FX189
3450
230
3 60

11.2 5.1

39.4 3.4/2.9
GX189
3450
460
3 60

6.0 2.8

19.7 13.5/11.7
DX191
3450
230
1 60

14.5 8.5

45.7 **
EX191
3450
230
1 60

14.5 8.5

45.7 1.3/1.1*
MX282
1/2
1750
115
1 60

10.3 7.3

30.2 H

1.4/1.2*
NX282
1/2
1750
115
1 60

10.3 7.3

30.2 H

1.4/1.2*
DX282
1/2
1750
230
1 60

5.0 4.0

15.1 H

5.7/4.9*
EX282
1/2
1750
230
1 60

5.0 4.0

15.1 H

5.7/4.9*
HX282
1/2
1750
200
1 60

6.1 4.5

17.7 H

4.7/4.0*
(X282
1/2
1750
200
1 60

6.1 4.5

17.7 H

4.7/4.0*
* Line to line reading will only reflect the run winding resistance. **Line to line reading will only reflect the relay coil resistance on automatic 160-290 series.

Start winding resistance can only be measured after removing the cover.

Note: For total resistance including power cable, see chart on page 5.

CONTINUED ON NEXT PAGE
© Copyrigp�
euv-
48@ rtyral,376hts reserved.
3 ELECTRICAL DATA, continued
Model
HP
RPM
Voltage
Phase
Hertz
Amps
Winding
Resistance
Line -to -Line
Full Load
Shut Off
Locked
Rotor
"KVA
Code"
FX282
1/2
1750
230
3 60

3.0 2.3

12.2 L

9.4/8.1
GX282
1/2
1750
460
3 60

1.7 1.1

6.1 L

37.4/32.5
DX284
1 1750
230
1 60

8.9 6.7

24.9 G
**
EX284
1 1750
230
1 60

8.9 6.7

24.9 G

2.5/2.2*
HX284
1 1750
200
1 60

9.3 6.4

26.8 F
**
IX284
1 1750
200
1 60

9.3 6.4

26.8 F

2.0/1.8*
JX284
1 1750
200
3 60

5.5 4.0

26.3 L

3.0/2.6
FX284
1 1750
230
3 60

5.0 4.0

22.2 K

4.9/4.3
GX284
1 1750
460
3 60

2.6 1.9

11.1 K

19.0/17.0
MX292
1/2
3450
115
1 60

15.0 10.6

52.2 N
**
NX292
1/2
3450
115
1 60

15.0 10.6

52.2 N
.53/.46*
DX292
1/2
3450
230
1 60

7.5 4.7

15.1 H

4.6/4.0*
EX292
1/2
3450
230
1 60

7.5 4.7

15.1 H

4.6/4.0*
HX292
1/2
3450
200
1 60

8.8 7.4

19.8 J

3.5/3.0*
(X292
1/2
3450
200
1 60

8.8 7.4

19.8 J

3.5/3.0*
JX292
1/2
3450
200
3 60

6.4 4.0

23.6 S

6.1/5.3
FX292
1/2
3450
230
3 60

5.2 3.5

24.0 T

5.5/4.8
GX292
1/2
3450
460
3 60

2.9 1.7

12.0 T

22.1/19.2
DX293
1 3450
230
1 60

10.2 6.6

20.1 E
**
EX293
1 3450
230
1 60

10.2 6.6

20.1 E

3.0/2.6*
HX293
1 3450
200
1 60

12.0 7.5

26.8 F
**
(X293
1 3450
200
1 60

12.0 7.5

26.8 F

2.0/1.8*
JX293
1 3450
200
3 60

8.2 5.2

31.1 M

3.6/3.2
FX293
1 3450
230
3 60

7.6 5.2

29.8 N

5.5/4.7
GX293
1 3450
460
3 60

4.0 2.6

14.9 N

21.8/19.0
DX294
1-1/2
3450
230
1 60

13.7 9.7

45.7 H
**
EX294
1-1/2
3450
230
1 60

13.7 9.7

45.7 H

1.3/1.1*
HX294
1-1/2
3450
200
1 60

17.8 11.6

54.5 J
**
(X294
1-1/2
3450
200
1 60

17.8 11.6

54.5 J
.84/.73*
JX294
1-1/2
3450
200
3 60

10.8 6.2

45.2 M

2.5/2.2
FX294
1-1/2
3450
230
3 60

9.5 5.6

39.4 M

3.4/2.9
GX294
1-1/2
3450
460
3 60

4.8 2.8

19.7 M

13.5/11.7
DX295
2 3450
230
1 60

17.1 12.0

45.7 F
**
EX295
2 3450
230
1 60

17.1 12.0

45.7 F

1.3/1.1*
HX295
2 3450
200
1 60

20.5 14.7

54.5 F
**
(X295
2 3450
200
1 60

20.5 14.7

54.5 F
.84/.73*
JX295
2 3450
200
3 60

14.3 8.8

45.2 J

2.5/2.2
FX295
2 3450
230
3 60

12.2 7.5

39.4 J

3.4/2.9
GX295
2 3450
460
3 60

6.1 3.8

19.7 J

13.5/11.7
* Line to line reading will only reflect the run winding resistance. **Line to line reading will only reflect the relay coil resistance on automatic 160-290 series.

Start winding resistance can only be measured after removing the cover.

Note: For total resistance including power cable, see chart on page 5. © Copyright pave
ai :y°i
BfAh arm reserved.

Resistance per foot of power cable
AWG
ohmslft
Added resistance
25'
50'
18 0.0064

0.16 0.32
16 0.0040

0.10 0.20
14 0.0025

0.06 0.13
12 0.0016

0.04 0.08

GENERAL INFORMATION

HAZARDOUS LOCATION PUMP DESCRIPTION

1. Pumps are constructed of class 30 cast iron with powder coated epoxy protection for long life when pumping sewage in submersible applications.

2. Pump motors are available in single and three phase design.

3. The Hazardous Location Pump is a single seal design and has seal leak probes. Single phase units have an internal thermal overload.

Three phase pumps have a thermal sensor. A moisture sensor seal fail circuit is incorporated into the control panel required for nonautomatic pumps. Moisture sensor indicator panel, 10-1031, is recommended but not required for automatic pump models.

4. Three phase pumps require overload protection in the control panel.

5. A NOTICE These pumps are to be repaired by firms approved by Zoeller Company and in accordanceto Policy#FM0212-3d.0therwise, they are to be returned to the factory for repair.

Note: cCSAus listed pumps are certified to CSA standard C22.2 No 145 and tested to FM standards 3600, 3615 and 3616 by CSA.
44 40
3s
32 28
24 20
5 16
2 4

FIELD ASSEMBLED INSTALLATION

1. Contractor shall furnish all labor, material, equipment and incidentals required for installation of hazardous location pump.

2. Installation and piping instructions are included with the rail system and basin instructions. If pump is being retrofitted to an existing rail system, accessory parts may be required. Consult the factory and advise make and model of rail system being used.

3. All electrical connections including pumpto control box and power supplyto control panels must comply with the "National Electrical Code" and applicable local codes. Installation of electrical panels and connections should be made bya qualified licensed electrician.

4. When installing a pump with a check valve, or a rail system with a checkvalve,you mustgivethe pump casetimetofillto help prevent air lock when lowering the unit into the liquid. The 6404/6405 pump case has an air vent located behind the discharge. This air vent is across the pump housing mounting surface and must be cleaned before each reinstall. An air vent hole (3/16") must be drilled in discharge pipe below the check valve to help prevent air lock.

This drilled hole must be cleaned before each reinstall. After the pump is installed, run the unit submerged to assure the pump case is filled (Water should come out of 3/16" diameter hole).

PUMP PERFORMANCE CURVE
MODEL X161/X163/X165/X185/X186/X188/X189
3/4" SOLIDS CAPACITY; X191 5/8" SOLIDS CAPACITY
140-
-
....NN\
130
120
110
-
100

-
X191
90 \
- 80
70 -
X165
X189
60 -
X186
40 X185
30-
_
X163
20-
x188
10 X161

GALLONS
10 20
30 40
50 60 70
80 90 100 110 120 130
140 15
UTTERS
80 160
240 320
400
480
560
© Copyrigpa
euv-

FLOW PER MINUTE
465 rtyral,3 @hts reserved.
5 010740

GENERAL INFORMATION, continued
w

1.11 24 —
22 —
20—
18 —
16 —
14 —
12 —
10 —
8-
6 —
4-
2-
0 r
LL
80 PUMP PERFORMANCE CURVE
MODEL X282/X284/X292/X293/X294/X295
2" SOLIDS CAPACITY
75 70
65 60
55 50
45 40
35 9263
30 25
20 15
10 5
X282
92 xz6a
xzsa
xzss

GALLONS
10 20
30 40
50 60
70 80 90 100
110
120
130
140
150 160 170 180 190
200 210
1 22
LITERS
8 160
240
320
400
480

FLOW PER MINUTE
560
640
720
800
010739
© Copyright p e -OfAh (3118 reserved.
6 PUMP DIMENSIONS
X160 - X190 Series
4-9/16"
(116 mm)
1-1/2" NPT

CONDUIT

CONNECTION
24-15/16"
(633 mm)
21 1/2"
(546 mm)
4-9/16 [116mm]
1-1/2" NPT

CONDUIT CONNECTION
23-9/32
[591mm1
22-29/32
1582mm]
8-3/4" 1-1/2" NPT STAN -
(222 mm) DARD
6-1/2" 2" NPT
(165 mm) OR
3" NPT

FLANGE AVAILABLE
8-3/4
[222mm[
6-112
1165m99
4-9/16" (116 mm)
8-9/16" (217 mm)
4-29/32
4-9/161116mm]
6-1/16" (154 mm)
(125 ml
1-1/2'NPT STANDARD
2 NPT
OR
3" NPT

AVAILABLE

CHECK VALVE

OFF LEVEL MUST BE
SET ATA MIN. OF IM
fi-1I181154mm1

AUTOMATIC
SK2506

NONAUTOMATIC
SK1912
X280 Series
�5 8-9/16"-
(127 mm) (217 mm)
6-5/16"
(160 mm)
1-1/2" NPT

CONDUIT

CONNECTION
25-3/16"
(640 mm)
21-3/4"
(552 mm)

1.1/21,1ff

CONDUIT CONNECTION
9drml
P2mm]
.16
[2 mmi
O&M
[161429
2" NPT
OR
3" NPT

FLANGE AVAILABLE
5" (127 mm)
8-9/16" (217 mm)
6-5/16" (160 mm)
ml

AVAILABLE

CHECK VALVE
if- OFF MUST BE
SET AT AE MIN. OF 1m
Sslis lteomml

AUTOMATIC
SK2507

NONAUTOMATIC
SK1913
4-9/16
1-1/2" NPT

CONDUIT CONNECTION
2' NPT
OR
3' NPT

FLANGE AVAILABLE
X290 Series

AUTOMATIC
SK2508
4-9/16 [116mm]
1-1/2' NPT

CONDUIT CONNECTION
23-9 32
[591mm]
22-29/32
[582mm1
8-3/4
[222mm]-.-
6-12
1185mm]
4-9/16[1 6mm]
1-1/2' NPT STANDARD
2' NPT
OR
3' NPT

AVAILABLE

CHECK VALVE

NONAUTOMATIC

OFF LEVEL MUST BE
SET AT MIN. OF 10"
f
6-1/16 [154mm1
SK1914
© Copyrigpag6 4j 7rtyrclar 6hts reserved.
7 PUMP WIRING INSTRUCTIONS

A WARNING

A WARNING
FOR YOUR PROTECTION,ALWAYS DISCONNECTTHE PUMP FROM ITS POWER SOURCE BEFORE HANDLING. All electrical connections must be wired and grounded in accordance with the National Electrical Code and all applicable local codes and ordinances.

RISK OF ELECTRICAL SHOCK Do not remove the power supply cord or strain relief.

Installation and checking of electrical circuits and hardware should be performed by a qualified licensed electrician.

EXPLOSION PROOF WIRING DIAGRAMS
X16O, X180, X190, X280, X290

A WARNING
NOT FOR USE IN ACIDIC ATMOSPHERES.

All installation of controls, protection devices and wiring should be done by a qualified licensed electrician. All electrical and safety codes should be followed including the most recent National Electrical Code (NEC) and the Occupational Safety and Health Act (OSHA).

COVER

CHAMBER
MOTOR

CHAMBER

MAIN WINDING

SINGLE PHASE NONAUTOMATIC
C7
8 CAPACITOR
J I
W
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1 2 3

POWER CORD

QUICK CONNECTOR
ALL REV A" PUMPS
REV 'B' 294/6294

AUXILIARY WINDING
r
J
M1 ,
M2
0 0
M1 M2

BLACK OR WHRE/BLACK TRACER

SEAL FAILURE PROBES
330K OHMS RESISTANCE
(BEFORE 6/2000 N/O)
COVER

CHAMBER
MOTOR

CHAMBER

THREE PHASE

POWER CORD

WHITE W/BLACK TRACER

RED W/BLACK TRACER
I
J
II I
J J

QUICK CONNECTOR
ALL REV "A" PUMPS
REV "B" 294/6294
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T1 . T2 M1 M2
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THERMOSTAT
MOTOR

WINDINGS

BLACK OR WHITE/BLACK TRACER

SEAL FAILURE PROBES
330K OHMS RESISTANCE
(BEFORE 6/2000 N/0)
012941
012943
© Copyright TAW@ eivgfpefAi aim reserved.
8 PUMP WIRING INSTRUCTIONS, continued

SINGLE PHASE AUTOMATIC
MODEL X282

POWER CORD
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MAIN WINDING

AUXILIARY WINDING
BLACK
OR
WHFE
BLACK
OR
WHITE
M1
M2
M1
M2

SEAL FAILURE PROBES
330K OHMS RESISTANCE
016889

SINGLE PHASE AUTOMATIC
MODELS X160 - X290

POWER CORD
O
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BLUE

CAPACITOR
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BLACK
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WHITE
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MOTOR

OVERLOAD

AUXILIARY WINDING

MAIN WINDING

OR WHITE/BLACK TR

SEAL FAILURE PROBES
330K OHMS RESISTANCE
i2
016890

GE RELAY
21 5(11)
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6 4
© Copyrigpag6 469r`loiar 6hts reserved.
9 INSTRUCTIONS FOR CHECKING ROTATION OF THREE PHASE UNITS It is very important that these units be connected for proper rotation. Since no rotating parts are visible without removing the pump from the pit, the rota- tion on 3 phase units should be checked before installation into the pit as follows:

After the proper electrical connections are made, momentarily energize the pump observing the direction of kick back due to starting torque. The rotation is correct if the kick back is in the opposite direction of the rotation arrow. If the rotation is not correct, disconnect power and switch any two power leads. Turn power back on and retest for proper rotation.

SENSOR WIRES (See pages 8 and 9)
The power and sensor wires are contained in the same cord. The green wire is a ground connection. All wires mustterminate in the control panel.

The following should be noted:
(1) The thermal sensors are normally closed and mounted adjacent to the motor windings. If internal temperatures exceed a maximum limit, the pump will deactivate. On 3 phase models connect the white and red wires with the black tracer to the control panel's thermal cut-out terminals. The pump is able to restart once the motor cools down. Continued deactivation of this circuit requires the attention from mainte- nance personnel.
(2) The seal failure wires are connected to a 330K ohm moisture detection circuit. An indicator light will activate whenever water is present in the shaft seal cavity or cord cap assembly. Whenever the seal leak light is activated, indicating the entry of moisture into the pump, it should be removed and serviced in order to avoid damage to the motor. Moisture sensor circuit can be checked for continuity (complete circuit) with a (Volt -OHM -Meter). Set the VOM to read resistance and connect the VOM leads to the moisture sensor wires. The VOM should read approximately 330k Ohms. Resistance readings significantly lower indicates an entry of moisture into the pump. If VOM reading is open then a problem exists with moisture detection circuit. (3) The green wire shall be connected to a ground lug in the panel. Check resistance between the green ground conductor and all other wires.

This resistance reading should indicate an open circuit. If VOM reading returns a reading other than open, then a problem exists with the sensor circuit wiring or cordage and the pump should be taken to an approved repair station.

CONTROL PANELS
These pumps are nonautomatic and they require a control panel with intrinsically safe float and moisture sensor circuits. A motor starter circuit, control circuit, and high-water alarm circuit within the panel are standard features. Enclosures rated for outdoor use and alternating relays are often required. The following should be noted.
(1) The seal failure sensor and thermal sensor (3 phase only) protection require that interfacing terminals and functions be incorporated into the panel.
(2) All 3 phase pumps require overload protection in panel. Use with approved motor control that matches motor input in full load amperes with overload element(s) selected or adjusted in accordance with control instructions. (3) Lightning arrestors, condensation heaters and elapsed -time meters are optional features that provide added protection.

GENERAL MAINTENANCE

A NOTICE
Repair and service mustbe performed byafirm approved
by Zoeller Company to repair a pump with an explosion -proof motor in accordance to the guidelines listed in Policy#FM0212-3d. Contact the Zoeller Product Support Department for additional information.

A NOTICE
If the motor housing or cord cap is disassembled or repaired by a firm NOT approved to work on explosion -proof motors, the explosion proof rating is void, and the cCSAus tag MUST BE REMOVED FROM THE PUMP.

SAFETY PROCEDURES
For your protection, always disconnect pump
and panel from its power source before handling.

A WARNING

A WARNING
Never enter the basin until it has been properly
vented andtested.Anyperson entering a basin should bewearing a harness with safety rope extendingtothe surface sothattheycan be pulled out in case of asphyxiation. Sewage water gives off methane and hydrogen sulfide gases, both of which can be highly poisonous.

Installation and checking of electrical circuits and hardware should be performed by a qualified electrician.

Pump is never to be lifted by power cord.

Unitmustbe cleaned and disinfected, insidethe pumping
chamber and all exterior surfaces, prior to servicing.

A WARNING

GENERAL SYSTEM INSPECTION
Before the system is placed into operation, it should be inspected by a qualified technician.

A WARNING
Wiring and grounding must be in accordance
with the National Electrical Code and all applicable local codes and ordinances.

LUBRICATION PROCEDURES
No lubrication is required.

If pumps are to be stored for more than six months, refer to short term storage procedure in the Operation section.

PREVENTIVE MAINTENANCE
Preventive maintenance is recommended to ensure a long service life from the product. Provided is a suggested maintenance schedule.

Every six months:
• Inspect and test system for proper operation.
• Check for proper and unobstructed float operation.
• Listen for proper check valve operation.

Every 5 years or 10,000 hours of operation:
• Remove pump, inspect and service using a Zoeller rebuild kit. • Flush and clean basin.
© Copyright phtfeelle7TefAl 3)718 reserved.
10 OPERATION

GENERAL
Zoeller pumps are lubricated and tested atthe factory prior to shipment and require minimum pre -start-up maintenance.

Maximum operating temperature of pump liquid must not exceed 104 °F (40 °C).

These units are not designed to handle liquids other than effluent: 160 and 180 or sanitary sewage: 280, 290 and 400. If pump is used to dewater areas with contaminated liquids with heavy or abrasive materials, the warranty will be voided.

NAMEPLATE DATA
The nameplate, located on the side of the pump, indicates specific information about the construction of the pump. The model number and date code information should be recorded on the front page in the "Owner's Information" section of this manual.

SHORT TERM STORAGE
When notin use,the pump should be stored andthefollowing is advised:
• Store pump inside whenever possible or cover with some type of protective covering.
• Tape or seal in plastic bag the terminal ends of wire leads. • Spray coat unpainted surfaces with rust inhibiting oil. • The impeller should be rotated every six months in order to keep the seals lubricated and not develop a permanent set.

If panel is to be stored, the following is advised:
• Store the panel inside whenever possible and leave in the shipping box.
• All openings shall be sealed.
• Store in an upright position.
• Do not stack anything on top of panel.

START-UP PROCEDURE
Before placing the equipment into operation the following should be checked:
• Clean pit.
• Electrical boxes dry and securely installed.
• Floats positioned properly.
• Discharge valves open.
• 3/16" vent hole drilled in pipe between check valve and pump.

Once the above has been verified proceed with the following checks:
• Pump power cables and control floats properly installed and voltage verified.
• Conduit connections to panel are properly sealed.
• After installing the pump into the containment area, with adequate submergence, open the discharge valve fully. Start the unit using manual controls. If flow is appreciably less than rated performance, pump may be air locked. To expel trapped air, jog the unit several times, using the manual controls.
• Have a qualified electrician take voltage and current measurements with the pump running. Record these readings in the space provided in the "Owner's Information" section on page 1 of this manual forfuture reference.

ADJUSTMENT PROCEDURE
Pumps: No adjustments are required.

Floats: Nonautomatic - Refer to the system drawing or to the panel wiring schematic for the desired location of each float switch setting.

Automatic - Float is factory set to provide approximate on/off levels as follows:

SERIES
X160/X190
X280
X290
ON
19-1/2"
19-3/4"
19-1/2"
OFF
10"
10"
10"
NOTE: For non -automatic Class II, Div.1(alternateZone 20 designation) rated models, the float switch "off" level must be set to a minimum of 10 inches for the X160 -X190, X280, X290 series and 13 inches for the X400 series.

A tighter pumping range can be set by moving the float stop closer to the float thereby lowering the "on" point.

Valves: Discharge valves should be placed in the fully open position.

Systems should not be operated for extended periods of time with the discharge valves partially closed due to damaging the valve.

SHUTDOWN PROCEDURES
If a system is shutdown for more than six months, the following is rec- ommended:

Pumps: If pit is to remain dry, then the pump can remain in the pit.

With the pump in the pit, it should be operated forfive minutes once every three months. If the pit is to remain wet, the pump should be removed and stored as noted above.

Panels: The panel should have all openings sealed to prevent moisture and dustfrom entering the enclosure. Priorto restarting system, the panel should be inspected for presence of moisture and any loose connections.

Valves: Consultthevalve/actuator supplierfor information concerning these systems components.
© Copyrigpa
ZRI rtclja7@hts reserved.
11 SERVICE CHECKLIST
the pump, always shut off the main power circuit. Make sure you are wearing in water. Under flooded conditions, contact your local electric company or a service to the pump prior to removal.
and hot under operating conditions. Allow 2-1/2 hours after shut down -zakA
O.�
WARNING Electrical precautions. Before servicing
insulated protective sole shoes and not standing
qualified licensed electrician for disconnecting electrical A WARNING Pumps contain oil which becomes pressurized
before servicing pump.

Condition
Common Causes
A. Pump will not start or run.

Blown panel or circuit breaker fuse, low voltage, thermal overload open, impeller clogged, float switch held down or defective, incorrect wiring in control panel, water in cap assembly.

B. Motor overheats and trips on overload.

Incorrect voltage, impeller blocked, negative head (discharge lowerthan intake of pump).

Pump runs continuously at low water level. Low oil level in motor shell.

C. Pump will not shut off.

Air lock, debris under float assembly, incoming sewage exceeds capacity of pump.

D. Pump operates but delivers little or no water.

Intake clogged with grease or sludge, pump air locked (clear vent hole), low or incorrect voltage, clogged discharge line, operating near shut-off head.

E. Pump starts and stops too often.

Check valve stuck open. Sump pit too small to handle incoming sewage. Level control out of adjustment. Thermal overload tripping.

F. Large red flashing light comes on at control box.

High water in pit. Check pump for clogging, or overload trip. See "A" and «D" above.

G. Grease and solids accumulate in pit around pump.

Break up solids and run pump with water running into the pit. Allow level to lower to the pump intake. Continue until solids are cleared from the pit. Do not drain kitchen grease down the sink.

Z7f11Eil
MAIL TO: P.O. BOX 16347 • Louisville, KY 40256-0347
SHIP TO: 3649 Cane Run Road • Louisville, KY 40211-1961 Tel: (502) 778-2731 • 1 (800) 928 -PUMP
PUMP COMPANY Trusted. Tested. Tough°
Visit our website:
zoellerpumps.com
© Copyright fWeellerfSefAl (3118 reserved.

Appendix 8: Source Control
Pollutant Sources/Source Control Checklist
- 37 -

Page 473 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
How to use this worksheet (also see instructions in Section G of the WQMP Template):

1. Review Column 1 and identify which of these potential sources of stormwater pollutants apply to your site. Check each box that applies.

2. Review Column 2 and incorporate all of the corresponding applicable BMPs in your WQMP Exhibit.

3. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in your WQMP. Use the format shown in Table G.lon page 23 of this WQMP Template. Describe your specific BMPs in an accompanying narrative, and explain any special conditions or situations that required omitting BMPs or substituting alternative BMPs for those shown here.

IF THESE SOURCES WILL BE
ON THE PROJECT SITE ...
... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls —Show on
WQMP Drawings
3 Permanent Controls —List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
❑ A. On -site storm drain
inlets
❑ Locations of inlets.
❑ Mark all inlets with the words
"Only Rain Down the Storm
Drain" or similar. Catch Basin
Markers may be available from the
Riverside County Flood Control
and Water Conservation District,
call 951.955.1200 to verify.
❑ Maintain and periodically repaint or
replace inlet markings.
❑ Provide stormwater pollution
prevention information to new site
owners, lessees, or operators.
❑ See applicable operational BMPs in
Fact Sheet SC -44, "Drainage System
Maintenance," in the CASQA
Stormwater Quality Handbooks at
www.cabmphandbooks.com
❑ Include the following in lease
agreements: "Tenant shall not allow
anyone to discharge anything to storm
drains or to store or deposit materials
so as to create a potential discharge to
storm drains."
❑ B. Interior floor drains
and elevator shaft sump
pumps
❑ State that interior floor drains and
elevator shaft sump pumps will be
plumbed to sanitary sewer.
❑ Inspect and maintain drains to prevent
blockages and overflow.
❑ C. Interior parking
garages
❑ State that parking garage floor
drains will be plumbed to the
sanitary sewer.
❑ Inspect and maintain drains to prevent
blockages and overflow.

Page 474 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE ...
... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls —Show on
WQMP Drawings
3 Permanent Controls —List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
❑ DI. Need for future
indoor & structural pest
control
❑ Note building design features that
discourage entry of pests.
❑ Provide Integrated Pest Management
information to owners, lessees, and
operators.
❑ D2. Landscape/
Outdoor Pesticide Use
❑ Show locations of native trees or
areas of shrubs and ground cover to
be undisturbed and retained.
❑ Show self -retaining landscape
areas, if any.
❑ Show stormwater treatment and
hydrograph modification
management BMPs. (See
instructions in Chapter 3, Step 5
and guidance in Chapter 5.)
State that final landscape plans will
accomplish all of the following.
❑ Preserve existing native trees,
shrubs, and ground cover to the
maximum extent possible.
❑ Design landscaping to minimize
irrigation and runoff, to promote
surface infiltration where
appropriate, and to minimize the
use of fertilizers and pesticides that
can contribute to stormwater
❑ pollution.

Where landscaped areas are used to
retain or detain stormwater, specify
plants that are tolerant of saturated
❑ soil conditions.

Consider using pest -resistant
❑ plants, especially adjacent to
hardscape.

To insure successful establishment,
select plants appropriate to site
soils, slopes, climate, sun, wind,
rain, land use, air movement,
ecological consistency, and plant
interactions.
❑ Maintain landscaping using minimum
or no pesticides.
❑ See applicable operational BMPs in
"What you should know
for.....Landscape and Gardening" at
http://rcflood.org/stormwater/Error !
Hyperlink reference not valid.

Provide IPM information to new
❑ owners, lessees and operators.

Page 475 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE ...
... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls —Show on
WQMP Drawings
3 Permanent Controls —List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
❑ E. Pools, spas, ponds,
decorative fountains,
and other water
features.
❑ Show location of water feature and
a sanitary sewer cleanout in an
accessible area within 10 feet.
(Exception: Public pools must be
plumbed according to County
Department of Environmental
Health Guidelines.)
If the Co-Permittee requires pools
to be plumbed to the sanitary
sewer, place a note on the plans
and state in the narrative that this
connection will be made according
to local requirements.
❑ See applicable operational BMPs in
"Guidelines for Maintaining Your
Swimming Pool, Jacuzzi and Garden
Fountain" at
http://rcflood.org/stormwater/
❑ F. Food service
❑ For restaurants, grocery stores, and
other food service operations, show
location (indoors or in a covered
area outdoors) of a floor sink or
other area for cleaning floor mats,
containers, and equipment.
❑ On the drawing, show a note that
this drain will be connected to a
grease interceptor before
discharging to the sanitary sewer.
❑ Describe the location and features
of the designated cleaning area.
❑ Describe the items to be cleaned in
this facility and how it has been
sized to insure that the largest
items can be accommodated.
❑ See the brochure, "The Food Service
Industry Best Management Practices for:

Restaurants, Grocery Stores,
Delicatessens and Bakeries" at
http://rcflood.org/stormwater/
Provide this brochure to new site
owners, lessees, and operators.
❑ G. Refuse areas
❑ Show where site refuse and
recycled materials will be handled
and stored for pickup. See local
municipal requirements for sizes
and other details of refuse areas.
❑ If dumpsters or other receptacles
are outdoors, show how the
designated area will be covered,
graded, and paved to prevent run-
on and show locations of berms to
prevent runoff from the area.
❑ Any drains from dumpsters,
compactors, and tallow bin areas
shall be connected to a grease mwater
removal device before discharge to
sanitary sewer.
❑ State how site refuse will be
handled and provide supporting
detail to what is shown on plans.
❑ State that signs will be posted on or
near dumpsters with the words "Do
not dump hazardous materials
here" or similar.
❑ State how the following will be
implemented:

Provide adequate number of
receptacles. Inspect receptacles
regularly; repair or replace leaky
receptacles. Keep receptacles covered.

Prohibit/prevent dumping of liquid or
hazardous wastes. Post "no hazardous
materials" signs. Inspect and pick up
litter daily and clean up spills
immediately. Keep spill control
materials available on -site. See Fact
Sheet SC-34,Waste Handling and
Disposal" in the CASQA Stor
Quality Handbooks at
www.cabmphandbooks.com

Page 476 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

Page 477 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

Include a detailed description of
materials to be stored, storage
areas, and structural features to
prevent pollutants from entering
storm drains.

Where appropriate, reference
documentation of compliance with
the requirements of Hazardous
Materials Programs for:
• Hazardous Waste Generation
• Hazardous Materials Release
Response and Inventory
• California Accidental Release
(CaIARP)
• Aboveground Storage Tank
• Uniform Fire Code Article 80
Section 103(b) & (c) 1991
• Underground Storage Tank
www.cchealth.org/groups/hazmat
❑ See the Fact Sheets SC -31, "Outdoor
Liquid Container Storage" and SC -33,
"Outdoor Storage of Raw Materials "
in the CASQA Stormwater Quality
Handbooks at
www.cabmphandbooks.com
L

Page 478 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE ...
... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2
3 4
Potential Sources of
Permanent Controls —Show on
Permanent Controls —List in WQMP
Operational BMPs—Include in WQMP
Runoff Pollutants
WQMP Drawings
Table and Narrative
Table and Narrative
❑ J. Vehicle and
Equipment Cleaning
❑ Show on drawings as appropriate:
(1) Commercial/industrial facilities
❑ If a car wash area is not provided,
describe any measures taken to
Describe operational measures to
implement the following (if
having vehicle/equipment cleaning
discourage on -site car washing and
applicable):
needs shall either provide a
covered, bermed area for washing
activities or discourage
vehicle/equipment washing by
removing hose bibs and installing
signs prohibiting such uses.
explain how these will be enforced.
❑ Washwater from vehicle and
equipment washing operations shall
not be discharged to the storm drain
system. Refer to "Outdoor Cleaning
Activities and Professional Mobile Service
Providers" for many of the Potential
(2) Multi -dwelling complexes shall
have a paved, bermed, and covered
car wash area (unless car washing
is prohibited on -site and hoses are
provided with an automatic shut-
off to discourage such use).

Sources of Runoff Pollutants categories
below. Brochure can be found at
http://rcflood.org/stormwater/
❑Car dealerships and similar may
rinse cars with water only.
(3) Washing areas for cars, vehicles,
and equipment shall be paved,
designed to prevent run-on to or
runoff from the area, and plumbed
to drain to the sanitary sewer.
(4) Commercial car wash facilities
shall be designed such that no
runoff from the facility is
discharged to the storm drain
system. Wastewater from the
facility shall discharge to the
sanitary sewer, or a wastewater
reclamation system shall be
installed.

Page 479 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE ...
,,, THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2
3 4
Potential Sources of
Permanent Controls —Show on
Permanent Controls —List in WQMP
Operational BMPs—Include in WQMP
Runoff Pollutants
WQMP Drawings
Table and Narrative
Table and Narrative
❑ K. Vehicle/Equipment
❑ Accommodate all vehicle
❑ State that no vehicle repair or
In the Stormwater Control Plan, note
Repair and
equipment repair and maintenance
maintenance will be done outdoors,
that all of the following restrictions
Maintenance
indoors. Or designate an outdoor
or else describe the required
apply to use the site:
work area and design the area to
features of the outdoor work area.
❑ No person shall dispose of, nor permit
prevent run-on and runoff of
❑ State that there are no floor drains
the disposal, directly or indirectly of
stormwater.
or if there are floor drains, note the
vehicle fluids, hazardous materials, or
❑ Show secondary containment for
agency from which an industrial
rinsewater from parts cleaning into
exterior work areas where motor
waste discharge permit will be
storm drains.
oil, brake fluid, gasoline, diesel
obtained and that the design meets
❑ No vehicle fluid removal shall be
fuel, radiator fluid, acid -containing
that agency's requirements.
performed outside a building, nor on
batteries or other hazardous
materials or hazardous wastes are
❑ State that there are no tanks,
containers or sinks to be used for
asphalt or ground surfaces, whether
inside or outside a building, except in
used or stored. Drains shall not be
parts cleaning or rinsing or, if there
such a manner as to ensure that any
installed within the secondary
are, note the agency from which an
spilled fluid will be in an area of
containment areas.
industrial waste discharge permit
secondary containment. Leaking
❑ Add a note on the plans that states
will be obtained and that the
vehicle fluids shall be contained or
either (1) there are no floor drains,
or (2) floor drains are connected to
wastewater pretreatment systems
prior to discharge to the sanitary
sewer and an industrial waste
discharge permit will be obtained.
design meets that agency's
requirements.
drained from the vehicle immediately.

No person shall leave unattended drip
❑ parts or other open containers
containing vehicle fluid, unless such
containers are in use or in an area of
secondary containment.

Refer to "Automotive Maintenance & Car
Care Best Management Practices for Auto
Body Shops, Auto Repair Shops, Car
Dealerships, Gas Stations and Fleet
Service Operations". Brochure can be
found at http://rcflood.org/stormwater/
Refer to Outdoor Cleaning Activities and
Professional Mobile Service Providers for
many of the Potential Sources of
Runoff Pollutants categories below.

Brochure can be found at
http://rcflood.org/ stormwater/

Page 480 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE ...
... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2
3 4
Potential Sources of
Permanent Controls —Show on
Permanent Controls —List in WQMP
Operational BMPs—Include in WQMP
Runoff Pollutants
WQMP Drawings
Table and Narrative
Table and Narrative
❑ L. Fuel Dispensing
❑ Fueling areas6 shall have
❑ The property owner shall dry sweep
Areas
impermeable floors (i.e., portland
cement concrete or equivalent
smooth impervious surface) that
are: a) graded at the minimum
slope necessary to prevent ponding;
and b) separated from the rest of
the site by a grade break that
prevents run-on of stormwater to
the maximum extent practicable.
the fueling area routinely.
❑ See the Fact Sheet SD -30 , "Fueling
Areas" in the CASQA Stormwater
Quality Handbooks at
www.cabmphandbooks.com
❑ Fueling areas shall be covered by a
canopy that extends a minimum of
ten feet in each direction from each
pump. [Alternative: The fueling
area must be covered and the
cover's minimum dimensions must
be equal to or greater than the area
within the grade break or fuel
dispensing areal.] The canopy [or
cover] shall not drain onto the
fueling area.
6 The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater.

Page 481 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE
ON THE PROJECT SITE ...
... THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2
3 4
Potential Sources of
Permanent Controls —Show on
Permanent Controls —List in WQMP
Operational BMPs—Include in WQMP
Runoff Pollutants
WQMP Drawings
Table and Narrative
Table and Narrative
❑ M. Loading Docks
❑ Show a preliminary design for the
loading dock area, including
roofing and drainage. Loading
docks shall be covered and/or
graded to minimize run-on to and
from the loading area. Roof
downspouts shall be positioned to
direct stormwater away from the
loading area. Water from loading
dock areas shall be drained to the
sanitary sewer, or diverted and
collected for ultimate discharge to
the sanitary sewer.
❑ Move loaded and unloaded items
indoors as soon as possible.
❑ See Fact Sheet SC -30, "Outdoor
Loading and Unloading," in the
CASQrunoff
Handb Stormwater Quality
Handbooks at
www.cabmphandbooks.com
❑ Loading dock areas draining
directly to the sanitary sewer shall
be equipped with a spill control
valve or equivalent device, which
shall be kept closed during periods
of operation.
❑ Provide a roof overhang over the
loading area or install door skirts
(cowling) at each bay that enclose
the end of the trailer.

Page 482 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

Condensate drain lines may
discharge to landscaped areas if the
flow is small enough that runoff
will not occur. Condensate drain
lines may not discharge to the
❑ storm drain system.

Rooftop equipment with potential
to produce pollutants shall be
❑ roofed and/or have secondary
containment.

Any drainage sumps on -site shall
❑ feature a sediment sump to reduce
the quantity of sediment in
pumped water.
❑ Avoid roofing, gutters, and trim
made of copper or other
unprotected metals that may leach
into runoff.

Include controls for other sources
as specified by local reviewer.

Page 483 of 1376 ends

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST

Page 484 of 1376 ends

Appendix 9: O&M
Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms - 38 -

Page 485 of 1376 ends

Operation and Maintenance
Responsible
Party
BMP
Description of BMP and Method of Implementation
Maintenance Schedule
Owner
Education for
Property Owners
and Tenants
The property owner shall familiarize him/herself with the WQMP document and content, including BMP educational
materials in Appendix 6 this WQMP and shall ensure that all occupants are also educated on stormwater BMPs.

Yearly
Owner
Activity
Restrictions
Owner shall control site activities to prevent or reduce runoff pollutant. Activity restriction listed per attachment in this WQMP and owner or owner's representative shall monitor all activities on site during business hours to prevent pollutants in site runoff.

N/A
Owner
Landscape
Management
Maintenance shall be conducted by a landscape contractor on a weekly basis to verify that the irrigation system is
functioning properly and to repair as needed. Landscape contractor will also verify that there are no leaks or run-off from landscape areas. Adjust irrigation heads and systems run times as necessary to prevent overwatering of vegetation, overspray or run-off from landscape areas to ensure the health and aesthetic quality of the landscape. Mowing and trimming waste shall be properly removed from the site and herbicides, pesticides and fertillizers shall be properly applied to prevent storm drainage contamination.

Weekly
Owner
BMP Maintenance
The owner and/or his maintenance contractor shall regularly inspect the proposed BMP systems for signs of erosion or sediment and debris buildup and clean/repair as needed (see form 5-1 for a listing of all BMP maintenance items).

As Needed
Owner
Spill Contingency
Plan
All hazardous and non -hazardous material spills will be cleaned up and disposed of immediately. The Property Owner shall report all spill incidents to the City of Perris and County Fire Hazmat and shall provide Documentation, Education of Cleanup Procedure, Notify Responsible Agency.

Yearly
Owner
Litter/Debris
Control Program
Litter and debris will be collected and deposited in
appropriate covered receptacles as part of the regular
sweeping/cleaning program. Any accumulated trash or debris onsite will be removed and disposed of properly on a weekly basis.

Weekly or as
needed
Owner
Employee Training
The owner will ensure that tenants are also familiar with onsite BMPs and necessary maintenance required by the
tenants/employees. Owner will check with City and County at least once a year to obtain new or updated educational
materials and provide these materials to tenants/employees.

Employees shall be trained to cleanup spills and participate in ongoing maintenance. The WQMP requires annual employee
training and new hires within 2 months.

Yearly
Owner
Parking Lot
Sweeping
The parking lots will be swept regularly. Private onsite street entrances and parking lots will be thoroughly swept annually before the rainy season and weekly to remove accumulated sediment and debris.

Weekly or as
needed

Page 486 of 1376 ends

Operation and Maintenance
Responsible
Party
BMP
Description of BMP and Method of Implementation
Maintenance Schedule
Owner
Comply with all
other applicable
NPDES
During the construction phase of this project, the applicant shall file a Notice of Intent for coverage under the GCP and acquire a WDID # to demonstrate compliance with the
General Construction Permit. As necessary, future occupants of this site shall apply for coverage under the General Industrial Permit or Region 8, Sector Specific Permit.

N/A
Owner
Storm Drain
Signage
All on -site drainage inlets will be stenciled or signage will be provided that indicates "NO DUMPING, DRAINS TO RIVER" or equivalent.

Annually or as
needed to maintain
legibility
Owner
Trash Storage
Area
All trash enclosures on this site shall have a solid roof cover to prevent dumpster contents and enclosure from coming into contact with rainwater. Shall comply with CASQA SD -32.

Weekly
Owner
Efficient Irrigation
The irrigation system will include devices to prevent low head drainage, overspray and run off through the use of pressure regulating devices, check valves, flow sensors, proper spacing, low precipitation emission devices and ET or weather based controllers. Landscaping and irrigation shall be consistent with the State Model Water Efficient Landscape Ordinance and the City of Perris Landscape Development Standards.

Plants installed will be arranged according to similar hydro - needed zones and meet the required water budget for the site.

Landscape areas used for water quality swales or infiltration areas shall have proper plants for saturated soils, drought tolerance and erosion control qualities. Shade trees shall be used to intercept rainwater and reduce heat gain on paving.

Weekly or as
for repair
Owner
Site Design and
Landscape
Planning
Inspect side slope of basin for erosion. Repair eroded areas.

Inspect riprap at basin, replace misplaced/missing rock.

Inspect depth of riprap and replace as necessary.

Annually or after
storm event
Owner
Biofiltration Basin
(Private)
Identification and promotion of desired plant species. Remove any unwanted plant species. Remove any trash or debris
build-up. Inspect for standing water to prevent mosquitos and other vector breeding. If ponding occurs, top layer of the planter may need to be replaced. If ponding continues to be an issue remove and replace media layer. Replace surface mulch layer as needed to maintain a 2-3 inch soil cover.

Semi -Annual, before
Wet Season
(October 1) and
midway through the
wet season or by
Feb 1. Replace
mulch as needed.

Owner
Sump Pump
Captured and Treated DCV will be discharged with subdrains to the sump pump System. The sump pump will pump the
treated DCV to the Parkway drain which will convey the DCV to River Road.

Inspect sump pump
on a quarterly basis,
once being before
the rainy season
(oct. 15t). Make sure
pump is operational
and maintain per
installed pump's
manufacturers
recommendations

Page 487 of 1376 ends

.1
Maintenance
Responsibility
Funding Mechanism
for Maintenance
Maintenanc
e Costs
BMP
Use

d
Not
Use
d
Owne
r **
City
Count
Y
Flood
Distri

Owne
r
Develop
er

Publi
c *
1 -year
($)
2 year
($)
Hydro seeding
&
Mulching
Private
N/A
N/A
•
/1
•
•
•
■
■
■
•
Landscape
Private
1000
2000
,1
■
L
•
•
■
V
■
■
Landscape
Public
250
500
�1
■
■
a
■
■
■
■
a
Lawns
■
a
•
•
•
■
■
■
•
N/A
N/A
Impervious
permanent
cover
(concrete/
asphalt)
Private
1,000
2,000
■
it
•
•
■
/1
■
•
Impervious
permanent
cover
(concrete/
asphalt) Public
250
500
/1
•
•
a
•
•
•
•
a
Pervious
permanent
cover (gravel)
N/A
N/A
•
V
•
•
•
•
•
•
•
Down drains
/1
•
•
•
•
•
/1
•
•
loo
200
Ribbon Gutter
Private
N/A
N/A
•
a
•
•
•
•
•
•
•
Ribbon Gutter
Public
N/A
N/A
•
A
•
•
•
•
•
•
•
Curb & gutter
Private
250
500
�I
•
V
•
•
•
L
•
•

Page 488 of 1376 ends

Curb & gutter
Public
250
500
0 0
0 Storm Drain
Private
500
moo
•
V
•
L
•
•
Storm Drain
Public
N/A
N/A
•
A
Bio-Retention
Basin
N/A
N/A
•
0 Education
Materials

Free
Free
,
•
•
V
Vehicle Wash •
Area

N/A
N/A

•
Catch
Basin/Inlet
Stenciling
100
200
,
■
L
•
•
■
V
■
■

Page 489 of 1376 ends

Post Construction — Operations and Maintenance
This O&M Plan describes the designated responsible party for implementation of this WQMP, including:
operation and maintenance of all the structural BMP(s), conducting the training/educational program and duties, and any other necessary activities. The O&M Plan includes detailed inspection and maintenance requirements for all structural BMPs, including copies of any maintenance contract agreements, manufacturer's maintenance requirements, permits, etc.

1. Project Information
APN: 417-220-009
Address: EAST 1ST STREET, BEAUMONT, CA 92223
Site Size: 43,020 S.F.

2. Responsible Party
The responsible party (RP) for implementation of this WQMP is:

Owner Name: LARRY AGUILERA
Title: OWNER
Company: AA FENCE
Address: 320 E. 3RD STREET, BEAUMONT, CA 92223
Telephone #: (951) 538-9424

3. Record Keeping
Parties responsible for the O&M plan shall retain records for at least 5 years.

All training and educational activities and BMP operation and maintenance shall be documented verify compliance with this O&M Plan. A sample Training Log and Inspection and Maintenance Log are included in Appendix 9 of this document.

The BMP Operation & Maintenance Log form (Appendix 9) shall be completed accurately and retained as part of this document.

4. Vector Control
Standing water which exists for longer than 72 hours may contribute to mosquito breeding areas. Best Management Practices (BMPs) shall be inspected for standing water on a regular basis. Standing water may indicate that the BMP is not functioning properly and proper action to remedy the situation shall be taken in a timely manner. elimination of standing water and managing garbage, lawn clippings, and pet droppings, can help decrease the presence of mosquitoes and flies in the area.

The County Vector Control District may be contacted for more information and support.

5. Inspections
The local jurisdiction may conduct a site inspection to evaluate compliance with the project specific WQMP. This document, including the appendix logs and the applicable WQMP should be shown to the inspector, as proof of maintenance.

6. Annual BMP Maintenance Budget
Annual estimate is $460: 8 labor Hours @ $45/hour = $360 + Debris Removal/Haul-off = $100

Page 490 of 1376 ends

Maintenance Responsibility
With AA FENCE WAREHOUSE development project site being in the City of Beaumonts's limits, the property owner's ongoing maintenance responsibilities, site design and treatment BMPs have been designed to keep maintenance efforts in line with project maintenance activities.

Maintenance Responsibilities: Bio-Retention Basin, Landscape maintenance of common areas, maintenance of parking areas.

General Operation and Maintenance Activities
Operation and maintenance (O&M) activities are described below. The categories of O&M activities are "routine" and "major" where routine refer to activity conducted on a regular schedule, whereas major refers to infrequent activities triggered mainly by need. Each category and its respective activities are described in the following sections.

Routine Operation and Maintenance Activities
O&M responsibility, initially by Developer/Builder until PROPERTY OWNER, O&M, normally performed by PROPERTY OWNER as part of normal/scheduled maintenance activities.

Site Inspection
The storm drain inlets will be inspected on a regular, scheduled basis to ensure that the facility is operating properly, to record observations, and to initiate any actions that may be required. While the frequency of site inspections may vary depending on the season, it will typically be on a monthly basis.

Trash & Debris Removal
Litter may be picked up at any time during site visits for other purposes. Regular, scheduled trash/debris removal will be performed at all sites on a quarterly basis and/or after storm events that result in heavy trash accumulations.

Minor Vegetation Removal/Thinning
Vegetation growth will be inspected annually, and removed or thinned as necessary. Vegetation at inlets and outlets will be manually or mechanically removed if vegetation is found to be clogging or otherwise affecting the operation of the facility. Access roads will remain clear of vegetation and obstructions.

Significant vegetation removal is covered under the major maintenance activities section below.

Snag Removal
This work typically includes the removal of sticks, dead branches, brush, and small trees that block water flow or otherwise interfere with the operations. This work may be performed as needed on a quarterly basis.

Minor Sediment Removal
It is expected that there will be a minor amount of sediment deposition at points within the storm drain inlet. When such deposits obstruct water flow, the deposits will be removed.

Page 491 of 1376 ends

Infiltration Basin:

Facility:

Maintained By:

O&M:

Bio-Retention Basin
Property Owner
Inspect inlet, remove trash and debris on a monthly basis. If 48 hour drawdown is not achieved, owner will re -scarify a minimum of 2" on bottom to provide fresh infiltration surface.

Page 492 of 1376 ends

BMP OPERATION & MAINTENANCE LOG

AA FENCE WAREHOUSE
Today's Date:

Person Performing Activity (Printed):

Signature:

BMP Name
(As Shown in O&M Plan)
Brief Description of Implementation, Maintenance, and
Inspection Activity Performed

Page 493 of 1376 ends

EDUCATIONAL LOG

AA FENCE WAREHOUSE
Date of Training/Educational Activity:

Person Performing Activity (Printed):

Signature:

Topic of Training/Educational Activity:

Name of Partici • ant
Si ' nature of Partici • ant
Date of Training/Educational Activity:

Person Performing Activity (Printed):

Signature:

Topic of Training/Educational Activity:

Name of Participant
Signature of Participant

Page 494 of 1376 ends

Appendix 10: Educational Materials
BMP Fact Sheets, Maintenance Guidelines and Other End -User BMP Information - 39 -

Page 495 of 1376 ends

Site Design & Landscape Planning SD -10
Design Objectives
O Maximize Infiltration
RI Provide Retention
• Slow Runoff
• Minimize Impervious Land
Coverage
Prohibit Dumping of Improper
Materials
Contain Pollutants
Collect and Convey
Description
Each project site possesses unique topographic, hydrologic, and vegetative features, some of which are more suitable for development than others. Integrating and incorporating appropriate landscape planning methodologies into the project design is the most effective action that can be done to minimize surface and groundwater contamination from stormwater.

Approach
Landscape planning should couple consideration of land suitability for urban uses with consideration of community goals and projected growth. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels.

Suitable Applications
Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment.

Design Considerations
Design requirements for site design and landscapes planning should conform to applicable standards and specifications of agencies with jurisdiction and be consistent with applicable General Plan and Local Area Plan policies.
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New Development and Redevelopment
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SD -10 Site Design & Landscape Planning
Designing New Installations
Begin the development of a plan for the landscape unit with attention to the following general principles:
• Formulate the plan on the basis of clearly articulated community goals. Carefully identify conflicts and choices between retaining and protecting desired resources and community growth.
• Map and assess land suitability for urban uses. Include the following landscape features in the assessment: wooded land, open unwooded land, steep slopes, erosion -prone soils, foundation suitability, soil suitability for waste disposal, aquifers, aquifer recharge areas, wetlands, floodplains, surface waters, agricultural lands, and various categories of urban land use. When appropriate, the assessment can highlight outstanding local or regional resources that the community determines should be protected (e.g., a scenic area, recreational area, threatened species habitat, farmland, fish run). Mapping and assessment should recognize not only these resources but also additional areas needed for their sustenance.

Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels.

Conserve Natural Areas during Landscape Planning
If applicable, the following items are required and must be implemented in the site layout during the subdivision design and approval process, consistent with applicable General Plan and Local Area Plan policies:
• Cluster development on least -sensitive portions of a site while leaving the remaining land in a natural undisturbed condition.
■ Limit clearing and grading of native vegetation at a site to the minimum amount needed to build lots, allow access, and provide fire protection.
■ Maximize trees and other vegetation at each site by planting additional vegetation, clustering tree areas, and promoting the use of native and/or drought tolerant plants. • Promote natural vegetation by using parking lot islands and other landscaped areas. ■ Preserve riparian areas and wetlands.

Maximize Natural Water Storage and Infiltration Opportunities Within the Landscape Unit • Promote the conservation of forest cover. Building on land that is already deforested affects basin hydrology to a lesser extent than converting forested land. Loss of forest cover reduces interception storage, detention in the organic forest floor layer, and water losses by evapotranspiration, resulting in large peak runoff increases and either their negative effects or the expense of countering them with structural solutions. • Maintain natural storage reservoirs and drainage corridors, including depressions, areas of permeable soils, swales, and intermittent streams. Develop and implement policies and 2 of 4 California Stormwater BMP Handbook
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Site Design & Landscape Planning SD -10
regulations to discourage the clearing, filling, and channelization of these features. Utilize them in drainage networks in preference to pipes, culverts, and engineered ditches. • Evaluating infiltration opportunities by referring to the stormwater management manual for the jurisdiction and pay particular attention to the selection criteria for avoiding groundwater contamination, poor soils, and hydrogeological conditions that cause these facilities to fail. If necessary, locate developments with large amounts of impervious surfaces or a potential to produce relatively contaminated runoff away from groundwater recharge areas.

Protection of Slopes and Channels during Landscape Design ■ Convey runoff safely from the tops of slopes.
• Avoid disturbing steep or unstable slopes.
• Avoid disturbing natural channels.
• Stabilize disturbed slopes as quickly as possible.
• Vegetate slopes with native or drought tolerant vegetation. • Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems.
• Stabilize temporary and permanent channel crossings as quickly as possible, and ensure that increases in run-off velocity and frequency caused by the project do not erode the channel. • Install energy dissipaters, such as riprap, at the outlets of new storm drains, culverts, conduits, or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters.
• Line on -site conveyance channels where appropriate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The first choice for linings should be grass or some other vegetative surface, since these materials not only reduce runoff velocities, but also provide water quality benefits from filtration and infiltration. If velocities in the channel are high enough to erode grass or other vegetative linings, riprap, concrete, soil cement, or geo-grid stabilization are other alternatives. ■ Consider other design principles that are comparable and equally effective.

Redeveloping Existing Installations
Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of " redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed.

January 2003
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New Development and Redevelopment
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SD -10 Site Design & Landscape Planning
Redevelopment may present significant opportunity to add features which had not previously been implemented. Examples include incorporation of depressions, areas of permeable soils, and swales in newly redeveloped areas. While some site constraints may exist due to the status of already existing infrastructure, opportunities should not be missed to maximize infiltration, slow runoff, reduce impervious areas, disconnect directly connected impervious areas.

Other Resources
A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2OO2.

Stormwater Management Manual for Western Washington, Washington State Department of Ecology, August 2OO1.

Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2OO2.

Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003.

Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2OO2.
4 of 4 California Stormwater BMP Handbook
New Development and Redevelopment
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January 2003

Rain Garden
Roof Runoff Controls SD -11
Design Objectives
• Maximize Infiltration
O Provide Retention
2 Slow Runoff
Minimize Impervious Land
Coverage
Prohibit Dumping of Improper
Materials
O Contain Pollutants
Collect and Convey
Description
Various roof runoff controls are available to address stormwater that drains off rooftops. The objective is to reduce the total volume and rate of runoff from individual lots, and retain the pollutants on site that may be picked up from roofing materials and atmospheric deposition. Roof runoff controls consist of directing the roof runoff away from paved areas and mitigating flow to the storm drain system through one of several general approaches: cisterns or rain barrels; dry wells or infiltration trenches; pop-up emitters, and foundation planting. The first three approaches require the roof runoff to be contained in a gutter and downspout system. Foundation planting provides a vegetated strip under the drip line of the roof.

Approach
Design of individual lots for single-family homes as well as lots for higher density residential and commercial structures should consider site design provisions for containing and infiltrating roof runoff or directing roof runoff to vegetative swales or buffer areas. Retained water can be reused for watering gardens, lawns, and trees. Benefits to the environment include reduced demand for potable water used for irrigation, improved stormwater quality, increased groundwater recharge, decreased runoff volume and peak flows, and decreased flooding potential.

Suitable Applications
Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment.

Design Considerations
Designing New Installations
Cisterns or Rain Barrels
One method of addressing roof runoff is to direct roof downspouts to cisterns or rain barrels. A cistern is an above ground storage vessel with either a manually operated valve or a permanently open outlet. Roof runoff is temporarily stored and then released for irrigation or infiltration between storms. The number of rain 1 of 3
January 2003
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New Development and Redevelopment
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SD -11 Roof Runoff Controls
barrels needed is a function of the rooftop area. Some low impact developers recommend that every house have at least 2 rain barrels, with a minimum storage capacity of i000 liters. Roof barrels serve several purposes including mitigating the first flush from the roof which has a high volume, amount of contaminants, and thermal load. Several types of rain barrels are commercially available. Consideration must be given to selecting rain barrels that are vector proof and childproof. In addition, some barrels are designed with a bypass valve that filters out grit and other contaminants and routes overflow to a soak -away pit or rain garden.

If the cistern has an operable valve, the valve can be closed to store stormwater for irrigation or infiltration between storms. This system requires continual monitoring by the resident or grounds crews, but provides greater flexibility in water storage and metering. If a cistern is provided with an operable valve and water is stored inside for long periods, the cistern must be covered to prevent mosquitoes from breeding.

A cistern system with a permanently open outlet can also provide for metering stormwater runoff. If the cistern outlet is significantly smaller than the size of the downspout inlet (say V4 to 1/2 inch diameter), runoff will build up inside the cistern during storms, and will empty out slowly after peak intensities subside. This is a feasible way to mitigate the peak flow increases caused by rooftop impervious land coverage, especially for the frequent, small storms.

Dry wells and Infiltration Trenches
Roof downspouts can be directed to dry wells or infiltration trenches. A dry well is constructed by excavating a hole in the ground and filling it with an open graded aggregate, and allowing the water to fill the dry well and infiltrate after the storm event. An underground connection from the downspout conveys water into the dry well, allowing it to be stored in the voids. To minimize sedimentation from lateral soil movement, the sides and top of the stone storage matrix can be wrapped in a permeable filter fabric, though the bottom may remain open. A perforated observation pipe can be inserted vertically into the dry well to allow for inspection and maintenance.

In practice, dry wells receiving runoff from single roof downspouts have been successful over long periods because they contain very little sediment. They must be sized according to the amount of rooftop runoff received, but are typically 4 to 5 feet square, and 2 to 3 feet deep, with a minimum of i-foot soil cover over the top (maximum depth of io feet).

To protect the foundation, dry wells must be set away from the building at least io feet. They must be installed in solids that accommodate infiltration. In poorly drained soils, dry wells have very limited feasibility.

Infiltration trenches function in a similar manner and would be particularly effective for larger roof areas. An infiltration trench is a long, narrow, rock -filled trench with no outlet that receives stormwater runoff. These are described under Treatment Controls.

Pop-up Drainage Emitter
Roof downspouts can be directed to an underground pipe that daylights some distance from the building foundation, releasing the roof runoff through a pop-up emitter. Similar to a pop-up irrigation head, the emitter only opens when there is flow from the roof. The emitter remains flush to the ground during dry periods, for ease of lawn or landscape maintenance. 2 of 3 California Stormwater BMP Handbook
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Roof Runoff Controls SD -11
Foundation Planting
Landscape planting can be provided around the base to allow increased opportunities for stormwater infiltration and protect the soil from erosion caused by concentrated sheet flow coming off the roof. Foundation plantings can reduce the physical impact of water on the soil and provide a subsurface matrix of roots that encourage infiltration. These plantings must be sturdy enough to tolerate the heavy runoff sheet flows, and periodic soil saturation.

Supplemental Information
Examples
• City of Ottawa's Water Links Surface —Water Quality Protection Program • City of Toronto Downspout Disconnection Program
• City of Boston, MA, Rain Barrel Demonstration Program Other Resources
Hager, Marty Catherine, Stormwater, "Low -Impact Development", January/February 2003. www.stormh2o.com
Low Impact Urban Design Tools, Low Impact Development Design Center, Beltsville, MD. www.lid-stormwater.net
Start at the Source, Bay Area Stormwater Management Agencies Association, 1999 Edition January 2003
California Stormwater BMP Handbook
New Development and Redevelopment
P age, 5 [email protected]
3 of 3

Description
Efficient Irrigation SD -12
Design Objectives
• Maximize Infiltration
O Provide Retention
• Slow Runoff
Minimize Impervious Land
Coverage
Prohibit Dumping of Improper
Materials
Contain Pollutants
Collect and Convey
Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems.

Approach
Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the stormwater conveyance system.

Suitable Applications
Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.)
Design Considerations
Designing New Installations
The following methods to reduce excessive irrigation runoff should be considered, and incorporated and implemented where determined applicable and feasible by the Permittee:
• Employ rain -triggered shutoff devices to prevent irrigation after precipitation. ■ Design irrigation systems to each landscape area's specific water requirements. ■ Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines.
■ Implement landscape plans consistent with County or City water conservation resolutions, which may include provision of water sensors, programmable irrigation times (for short cycles), etc.
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SD -12 Efficient Irrigation
• Design timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the storm water drainage system.
• Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider design features such as:

Using mulches (such as wood chips or bar) in planter areas without ground cover to minimize sediment in runoff
Installing appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant materials where possible and/or as recommended by the landscape architect
Leaving a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible - Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth
■ Employ other comparable, equally effective methods to reduce irrigation water runoff.

Other Resources
A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002.

Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002.

Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2OO3.

Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002.
2 of 2 California Stormwater BMP Handbook
New Development and Redevelopment
www.c ged5C14c6f.4 6
January 2003

Description
Storm Drain Signage SD -13
Design Objectives
Maximize Infiltration
Provide Retention
Slow Runoff
Minimize Impervious Land
Coverage
Prohibit Dumping of Improper
Materials
Contain Pollutants
Collect and Convey
Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets.

Approach
The stencil or affixed sign contains a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. Storm drain messages have become a popular method of alerting the public about the effects of and the prohibitions against waste disposal.

Suitable Applications
Stencils and signs alert the public to the destination of pollutants discharged to the storm drain.

Signs are appropriate in residential, commercial, and industrial areas, as well as any other area where contributions or dumping to storm drains is likely.

Design Considerations
Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inlet locations should be identified on the development site map.

Designing New Installations
The following methods should be considered for inclusion in the project design and show on project plans:
■ Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or modified, within the project area with prohibitive language. Examples include "NO DUMPING t.\I.!RIR \�I� �!«I1\ \111:

January 2003
California Stormwater BMP Handbook
New Development and Redevelopment
Pa'g'e . 5951 l rl37®cs.com
1 of 2

SD -13 Storm Drain Signage
- DRAINS TO OCEAN" and/or other graphical icons to discourage illegal dumping. • Post signs with prohibitive language and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area.

Note - Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application.

Redeveloping Existing Installations
Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. If the project meets the definition of "redevelopment", then the requirements stated under " designing new installations" above should be included in all project design plans.

Additional Information
Maintenance Considerations
• Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project, the owner/operator or homeowner's association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards or signs.

Placement
• Signage on top of curbs tends to weather and fade.
• Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms.

Supplemental Information
Examples
• Most MS4 programs have storm drain signage programs. Some MS4 programs will provide stencils, or arrange for volunteers to stencil storm drains as part of their outreach program.

Other Resources
A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002.

Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002.

Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003.

Alternative Building Materials SD -21
Design Objectives
O Maximize Infiltration
O Provide Retention
O Source Control
Minimize Impervious Land
Coverage
Prohibit Dumping of Improper
Materials
Contain Pollutant
Collect and Convey
Description
Alternative building materials are selected instead of conventional materials for new construction and renovation. These materials reduce potential sources of pollutants in stormwater runoff by eliminating compounds that can leach into runoff, reducing the need for pesticide application, reducing the need for painting and other maintenance, or by reducing the volume of runoff.

Approach
Alternative building materials are available for use as lumber for decking, roofing materials, home siding, and paving for driveways, decks, and sidewalks.

Suitable Applications
Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment.

Design Considerations
Designing New Installations
Decking
One of the most common materials for construction of decks and other outdoor construction has traditionally been pressure treated wood, which is now being phased out. The standard treatment is called CCA, for chromated copper arsenate. The key ingredients are arsenic (which kills termites, carpenter ants and other insects), copper (which kills the fungi that cause wood to rot) and chromium (which reacts with the other ingredients to bind them to the wood). The amount of arsenic is far from trivial. A deck just 8 feet x to feet contains more than i 1/3 pounds of this highly potent poison. Replacement materials include a new type of pressure treated wood, plastic and composite lumber.
( ALIRIRMA,IURNIWAIFH
January 2003
California Stormwater BMP Handbook
New Development and Redevelopment
[email protected]
1 of 3

SD -21 Alternative Building Materials
There are currently over 2O products in the market consisting of plastic or plastic -wood composites. Plastic lumber is made from i00% recycled plastic, # 2 HDPE and polyethylene plastic milk jugs and soap bottles. Plastic -wood composites are a combination of plastic and wood fibers or sawdust. These materials are a long lasting exterior weather, insect, and chemical resistant wood lumber replacement for non structural applications. Use it for decks, docks, raised garden beds and planter boxes, pallets, hand railings, outdoor furniture, animal pens, boat decks, etc.

New pressure treated wood uses a much safer recipe, ACQ, which stands for ammoniacal copper quartenary. It contains no arsenic and no chromium. Yet the American Wood Preservers Association has found it to be just as effective as the standard formula. ACQ is common in Japan and Europe.

Roofing
Several studies have indicated that metal used as roofing material, flashing, or gutters can leach metals into the environment. The leaching occurs because rainfall is slightly acidic and slowly dissolved the exposed metals. Common traditional applications include copper sheathing and galvanized (zinc) gutters.

Coated metal products are available for both roofing and gutter applications. These products eliminate contact of bare metal with rainfall, eliminating one source of metals in runoff. There are also roofing materials made of recycled rubber and plastic that resemble traditional materials.

A less traditional approach is the use of green roofs. These roofs are not just green, they're alive.

Planted with grasses and succulents, low- profile green roofs reduce the urban heat island effect, stormwater runoff, and cooling costs, while providing wildlife habitat and a connection to nature for building occupants. These roofs are widely used on industrial facilities in Europe and have been established as experimental installations in several locations in the US, including Portland, Oregon. Their feasibility is questionable in areas of California with prolonged, dry, hot weather.

Paved Areas
Traditionally, concrete is used for construction of patios, sidewalks, and driveways. Although it is non-toxic, these paved areas reduce stormwater infiltration and increase the volume and rate of runoff. This increase in the amount of runoff is the leading cause of stream channel degradation in urban areas.

There are a number of alternative materials that can be used in these applications, including porous concrete and asphalt, modular blocks, and crushed granite. These materials, especially modular paving blocks, are widely available and a well established method to reduce stormwater runoff.

Building Siding
Wood siding is commonly used on the exterior of residential construction. This material weathers fairly rapidly and requires repeated painting to prevent rotting. Alternative "new" products for this application include cement -fiber and vinyl. Cement -fiber siding is a masonry product made from Portland cement, sand, and cellulose and will not burn, cup, swell, or shrink.
2 of 3 California Stormwater BMP Handbook
New Development and Redevelopment
www.c cif c1)13176
January 2003

Alternative Building Materials SD -21
Pesticide Reduction
A common use of powerful pesticides is for the control of termites. Chlordane was used for many years for this purpose and is now found in urban streams and lakes nationwide. There are a number of physical barriers that can be installed during construction to help reduce the use of pesticides.

Sand barriers for subterranean termites are a physical deterrent because the termites cannot tunnel through it. Sand barriers can be applied in crawl spaces under pier and beam foundations, under slab foundations, and between the foundation and concrete porches, terraces, patios and steps. Other possible locations include under fence posts, underground electrical cables, water and gas lines, telephone and electrical poles, inside hollow tile cells and against retaining walls.

Metal termite shields are physical barriers to termites which prevent them from building invisible tunnels. In reality, metal shields function as a helpful termite detection device, forcing them to build tunnels on the outside of the shields which are easily seen. Metal termite shields also help prevent dampness from wicking to adjoining wood members which can result in rot, thus making the material more attractive to termites and other pests. Metal flashing and metal plates can also be used as a barrier between piers and beams of structures such as decks, which are particularly vulnerable to termite attack.

Redeveloping Existing Installations
Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of "redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed.

Other Resources
There are no good, independent, comprehensive sources of information on alternative building materials for use in minimizing the impacts of stormwater runoff. Most websites or other references to "green" or "alternative" building materials focus on indoor applications, such as formaldehyde free plywood and low VOC paints, carpets, and pads. Some supplemental information on alternative materials is available from the manufacturers.

Fires are a source of concern in many areas of California. Information on the flammability of alternative decking materials is available from the University of California Forest Product Laboratory (UCFPL) website at: http://www.ucfpl.ucop.edu/WDDeckIntro.htm January 2003
California Stormwater BMP Handbook
New Development and Redevelopment
Pag [email protected]
3 of 3

BEAUMONT
-C. AI I O R N A
Staff Report
TO: Honorable Mayor and Members of the City Council
FROM: Robert L. Vestal, City Engineer I Public Works Director BY: Hugo Escobedo, Senior Engineer
DATE: January 20, 2026
SUBJECT: Offer of Dedication for Public Road and Public Utilities Description: A Resolution of the City of Beaumont authorizing the Mayor to accept the offer of dedication for an easement along Oak Valley Parkway for public road and Public utility purposes.

Background and Analysis:

On May 28, 2025, the Planning Commission conducted a public hearing and approved Plot Plan (PP2024-0059) Oak Valley Village (Project) to construct a commercial center on a 28.95 -acre vacant site comprised of multi -tenant buildings and commercial pad sites totaling approximately 279,941 square feet of retail and restaurant floor area. The project is located east of Interstate 10 (I-10) and south of Oak Valley Parkway within the Community Commercial (CC) zone (APNs: 414-070-008, 414-080-001, -002, -003, - 004, -005, -006, and 414-090-019).

The Project was conditioned to dedicate all right-of-way necessary for the construction of street improvements along Oak Valley Parkway, coincident with the project frontage and extending beyond the project boundary approximately 700 -feet east of Oak View Drive. The half -width right-of-way dedication along Oak Valley Parkway is required to accommodate three eastbound through lanes, a 6 -foot curb adjacent sidewalk, a 3 -foot parkway, and a Class 2 bike lane.

The Offer of Dedication, No. 2025-D-001, is intended to satisfy the conditions of approval and dedicate an easement along Oak Valley Parkway for public road and public utility purposes for the construction of street improvements.

Page 510 of 1376 ends

Figure 1 - Vicinity Map
32 \5
33 4
"5'0
Figure 2 — Offer of Dedication Plat
LOT 21
MAP OF

BEALMIONTHEIGHTS
M.B. 8/53
f -OAK VIEW DRIVE
j 1AK VALLEY PARKWAY
ll (14TH STREET) -
LOT 23 \N
LOT22 ` 1

Page 511 of 1376 ends

Fiscal Impact:

There is no fiscal impact associated with the acceptance of the offer of dedication.

Future street improvements associated with the offer of dedication are not accepted and are not part of the publicly maintained system.

The cost to prepare this staff report is estimated to be $350.

Recommended Action:

Waive the full reading and adopt by title only, "A Resolution of The City of Beaumont Authorizing the Mayor to Accept the Offer of Dedication for an Easement Along Oak Valley Parkway for Public Road and Public Utility Purposes"; Approve the Certificate of Acceptance; and
Record the Offer of Dedication documents with the Riverside County Clerk Recorder's Office.

Attachments:

A. Offer of Dedication Resolution
B. Certificate of Acceptance
C. Offer of Dedication No. 2025-D-001

Page 512 of 1376 ends

RESOLUTION NO.

A RESOLUTION OF THE CITY OF BEAUMONT AUTHORIZING

THE MAYOR TO ACCEPT THE OFFER OF DEDICATION FOR

AN EASEMENT ALONG OAK VALLEY PARKWAY FOR PUBLIC

ROAD AND PUBLIC UTILITY PURPOSES
WHEREAS, Oak Valley Village, LLC, a California Limited Liability Company have executed a formal Offer of Dedication to the City of Beaumont for public road and public utility purposes; and
WHEREAS, Government Code Section 27281 provides that instruments conveying an interest in real property to the City may not be recorded without a Certificate of Acceptance from the City Council; and
WHEREAS, Government Code Section 27281 also provides that the City Council may, by a resolution, authorize one or more officers to accept instruments conveying an interest in real property by executing a Certificate of Acceptance; and
WHEREAS, the City Council desires to delegate to the Mayor the authority to accept the within described real property interests on behalf of the City.

WHEREAS, a certificate of acceptance for accepting the aforementioned easement will be recorded with the Riverside County Clerk Recorder's Office once the resolution is adopted by City Council; and
NOW, THEREFORE, BE IT RESOLVED, that the City of Beaumont does authorize accepting the offer of dedication for an easement along Oak Valley Parkway for public road and public utility purposes identified in Exhibit "A" attached hereto and made a part hereof by this reference:

Provision 1. Recordation of the aforementioned certificate of acceptance shall be executed by the Mayor and recorded with the Riverside County Clerk Recorder's Office MOVED, PASSED AND ADOPTED this 20th day of January 2026.

AYES:

NOES:

ABSTAIN:

ABSENT:
1

Page 513 of 1376 ends

By:

Jessica Voigt, Mayor, City of Beaumont
ATTEST:

Elaine Morgan

CITY CLERK
By:
2

Page 514 of 1376 ends

When Recorded Return Original To:

City of Beaumont
c/o City Clerk
550 East 6th Street
Beaumont, CA 92223
NO RECORDING FEE REQUIRED PER GOVERNMENT CODE SECTION 27383

CERTIFICATE OF ACCEPTANCE
(GOVERNMENT CODE SECTION 27281)
This is to certify that the interest in real property conveyed by the Offer of Dedication No. 2025-D-001 dated on or about December 2, 2025 from Oak Valley Village, LLC, a California Limited Liability Company, to THE CITY OF BEAUMONT, a general law city, is hereby accepted by the undersigned officer on behalf of THE CITY OF BEAUMONT pursuant to the authority conferred by action of the City Council of THE CITY OF BEAUMONT on January 20, 2026, and the grantee consents to recordation thereof by its duly authorized officer.

Date Jessica Voigt,
Mayor, City of Beaumont, CA

Page 515 of 1376 ends

Recording Requested By:

When Recorded Mail To:

City of Beaumont Planning Dept.
550 E. Sixth Street
Beaumont, CA 92223
OFFER OF DEDICATION NO. 2025-D-001
Oak Valley Village, LLC, a California Limited Liability Company ( Property Owner(s) )
hereby irrevocably offer(s) to DEDICATE to the CITY OF BEAUMONT, an easement for public road and public utility purposes, the real property in the County of Riverside, State of California, described as follows:

SEE EXHIBITS "A" AND "B" ATTACHED HERETO AND BY THIS REFERENCE MADE A PART HEREOF.

SIGNATURE OF RECORD OWNER(S) (MUST BE NOTARIZED)

DEPARTMENT USE OLNY
SGf/
Print Name ,4 f4.1:114)
Title/company (if applicable) (k
Signature
Se
Print Name
Title/company (if applicable)
Signature
/4
eV —
call ejy Vi Ilgge, l.LC
See Attached Notary
MAIL TAX STATEMENTS TO:

This Offer of I1edication No. 2025' "D "00I is approved By:
1 al
Date:

SURVEY DEPARTMENT APPROVAL

Page 516 of 1376 ends

ACKNOWLEDGMENT
A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

State of California
fIWS/61-(;
County of
0ni„-:F/4 5- before met
r/ fl
personally appeared _.)1L/
3 J
/ 44422rjJ//L
inset name and title of the officer)
/7/7Z77
who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

Signa
.. r `�: , JACQUIE t. ROMERO
```� { A. Pu ..4 Riverside �Nfornia
r.t Commisston t_24_1$32_3
My Comm. Expires Sep 25_2026
(Seal)

Page 51 ends

ACKNOWLEDGMENT
A notary public or other officer completing this
certificate verifies only the identity of the individual who signed the document to which this certificate is
attached, and not the truthfulness, accuracy, or
validity of that document.

State of California
County of Los A-060.63
94a7v3'
before me, ��t7GO Narther A& IC,
(insert name and title of the orcicer)
personally appeared Aenf0 cSC' Ld-//146,0C
who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand d official seal.

Signatur (Seal)

ENOCH MILLER
Notary ►ullk - California
Los Anseles County
Commission # 2499835
My Comm. Expires Oct 13, 2028

Page 518 of 1376 ends

EXHIBIT "A"

LEGAL DESCRIPTION
OFFER OF DEDICATION NO. 2025-D-001

IN THE CITY OF BEAUMONT,, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, BEING THOSE PORTIONS OF PARCELS 1 AND 2 OF NOTICE OF LOT LINE ADJUSTMENT NO. 2025-LLA-001 RECORDED OCTOBER 1, 2025 AS DOCUMENT NO. 2025-0301687, PARCELS "A" AND "B" OF NO77CE OF LOT LINE ADJUSTMENT NO. 2025-LLA-002 RECORDED OCTOBER 9, 2025 AS DOCUMENT NO. 2025-0310810, AND LOTS "A; "B", AND "C" OF CERTIFICATE OF COMPLIANCE FOR LOT LINE ADJUSTMENT NO. 2025-LLA-003 RECORDED OCTOBER 15, 2025 AS DOCUMENT NO. 2025-0316640, ALL OF OFFICIAL RECORDS, ALL WITHIN SECTIONS 4 AND 5, TOWNSHIP 3 SOUTH, RANGE 1 WEST, SAN BERNARDINO MERIDIAN, MORE PARTICULARLY DESCRIBED AS FOLLOWS:

BEGINNING AT THE SOUTHEAST CORNER OF PARCEL 1 OF GRANT DEED RECORDED OCTOBER 1Z 1967 AS INSTRUMENT N0. 91449, OF OFFICIAL RECORDS, SAID SOUTHEAST CORNER ALSO BEING THE NORTHEAST CORNER OF SAID LOT "C";
THENCE ALONG THE SOUTH LINE SAID PARCEL 1 OF SAID GRANT DEED, THE SOUTH LINE OF PARCEL 3 AND ITS WESTERLY PROLONGATION OF SAID GRANT DEED, AND ALONG THE SOUTH LINE OF GRANT DEED RECORDED OCTOBER 1Z 1967 AS DOCUMENT NO. 91452, OF OFFICIAL RECORDS, SAID SOUTH LINES ALSO BEING THE NORTH LINES OF SAID LOTS "A; "B", AND "C", THE NORTH LINES OF SAID PARCELS 1 AND 2 OF SAID NOTICE OF LOT LINE ADJUSTMENT Na 2025-LLA-001, AND THE NORTH LINES OF SAID PARCELS "A" AND "B" THE FOLLOWING THREE (3) COURSES.•
1)
2)
3)
SOUTH 89'50'37" WEST, 1161.44 FEET TO THE BEGINNING OF A TANGENT CURVE, CONCAVE SOUTHERLY, HAVING A RADIUS OF 1745.00 FEET; WESTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 2933'26" AN ARC LENGTH OF 900.20 FEET;
TANGENT TO LAST AFOREMENTIONED CURVE, SOUTH 6077'11" WEST, 491.77 FEET TO THE EAST LINE OF PARCEL 8F OF FINAL ORDER OF CONDEMNATION RECORDED MARCH 31, 1964 AS DOCUMENT NO. 39647, OF OFFICIAL RECORDS, SAID EAST LINE ALSO BEING THE WEST LINE OF SAID PARCEL 1 OF SAID NO77CE OF LOT LINE ADJUSTMENT NO. 2025-LLA-001, AND ALSO BEING

BEGINNING OF A NON- TANGENT CURVE, CONCAVE EASTERLY, HAVING A RADIUS OF 700.00 FEET, A RADIAL LINE FROM SAID BEGINNING OF CURVE BEARS SOUTH 7608'10" EAST;

THENCE SOUTHERLY ALONG SAID EAST LINE, WEST LINE, AND CURVE THROUGH A CENTRAL ANGLE OF 01'00'31" AN ARC LENGTH OF 12.32 FEET TO A LINE THAT IS PARALLEL WITH AND DISTANT 9.00 FEET SOUTHERLY FROM THE SOUTH LINE OF SAID GRANT DEED RECORDED AS DOCUMENT NO. 91452, OF OFFICIAL RECORDS AND THE NORTH LINE OF SAID PARCEL 1 OF NOTICE OF LOT LINE ADJUSTMENT NO. 2025-LLA-001; PAGE 1 OF 4 PAGES
EXHIBIT "A"

LEGAL DESCRIPTION

CITY OF BEAUMONT,, CALIFORNIA
IEMIRu Engineering, Inc.
l Civil Engineering/Land Surveying/Land Planning
160 S. Old Springs Road, Ste. 210
Anaheim Hills, California 92808
(714) 685-6860

Page 519 of 1376 ends

EXHIBIT "A"

LEGAL DESCRIPTION
OFFER OF DEDICATION NO. 2025-D-001
THENCE ALONG SAID PARALLEL LINE, NORTH 6077'11" EAST, 308.92 FEET TO THE BEGINNING OF A TANGENT CURVE, CONCAVE SOUTHERLY, HAVING A RADIUS OF 91.00 FEET,•
]HENCE EASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 1877'38" AN ARC LENGTH OF 29.06 FEET TO THE BEGINNING OF A NON- TANGENT CURVE, CONCAVE SOUTHERLY, HAVING A RADIUS OF 41.00 FEET, A RADIAL LINE FROM SAID BEGINNING OF CURVE BEARS SOUTH 09'59'02" EAST;
THENCE EASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 34'54'46" AN ARC LENGTH OF 24.98 FEET,•
THENCE NON -TANGENT TO LAST AFOREMENTIONED CURVE, NORTH 2455'44" EAST, 25.00 FEET TO A LINE PARALLEL WITH AND DISTANT 14.00 FEET SOUTHERLY FROM THE SOUTH LINE OF SAID GRANT DEED RECORDED AS DOCUMENT NO. 91452, OF OFFICIAL RECORDS AND THE NORTH LINE OF SAID PARCEL 2 OF NOTICE OF LOT LINE ADJUSTMENT Na 2025-LLA-001;
THENCE ALONG SAID PARALLEL LINE, NORTH 6077'11" EAST, 122.72 FEET TO THE

BEGINNING OF A TANGENT CURVE, CONCAVE SOUTHEASTERLY, HAVING A RADIUS OF 1731.00 FEET, SAID CURVE BEING CONCENTRIC WITH AND DISTANT 14.00 FEET SOUTHERLY FROM THE SOUTH LINE OF SAID GRANT DEED RECORDED AS DOCUMENT NO. 91452, OF OFFICIAL RECORDS AND THE NORTH LINE OF SAID PARCEL 2 OF NOTICE OF LOT LINE ADJUSTMENT NO. 2025-LLA - 001;
THENCE NORTHEASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 0430'38" AN ARC LENGTH OF 136.27 FEET;
THENCE NON- TANGENT TO LAST AFOREMENTIONED CURVE, SOUTH 6845'47" EAST, 38.79 FEET;
]RENO NORTH 6142'54" EAST, 71.80 FEET;
THENCE NORTH 2324'50" EAST, 37.27 FEET TO THE BEGINNING OF A NON- TANGENT CURVE, CONCAVE SOUTHERLY, HAVING A RADIUS OF 1736.00 FEET A RADIAL LINE FROM SAID BEGINNING OF CURVE BEARS SOUTH 21'01'41" EAST, SAID CURVE BEING CONCENTRIC WITH AND DISTANT 9.00 FEET SOUTHERLY FROM THE SOUTH LINE OF SAID PARCEL 3 OF GRANT DEED RECORDED AS DOCUMENT NO. 91449, OF OFFICIAL RECORDS AND THE NORTH LINE OF SAID PARCEL "A";
PAGE 2 OF 4 PAGES
EXHIBIT "A"

LEGAL DESCRIPTION

CITY OF BEAUMONT, CALIFORNIA
MEC Engineering, Inc.

Civil Engineering/Land Surveying/Land Planning
160 S. Old Springs Road, Ste. 210
Anaheim Hills, California 92808
(114) 685-6860

Page 520 of 1376 ends

EXHIBIT "A"

LEGAL DESCRIPTION
OFFER OF DEDICATION NO. 2025-D-001
THENCE EASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 13'47'48" AN ARC LENGTH OF 418.03 FEET;
THENCE NON- TANGENT TO LAST AFOREMENTIONED CURVE, SOUTH 5140'24" EAST, 36.97 FEET;
THENCE NORTH 8559'20" EAST, 61.76 FEET;
]HENCE NORTH 4020'16" EAST, 38.51 FEET TO THE BEGINNING OF A NON -TANGENT CURVE, CONCAVE SOUTHERLY, HAVING A RADIUS OF 1736.00 FEET, A RADIAL LINE FROM SAID BEGINNING OF CURVE BEARS SOUTH 0324'03" EAST, SAID CURVE BEING CONCENTRIC WITH AND DISTANT 9.00 FEET SOUTHERLY FROM THE SOUTH LINE OF SAID PARCEL 3 OF GRANT DEED RECORDED AS DOCUMENT NO. 91449, OF OFFICIAL RECORDS AND THE NORTH LINE OF SAID PARCEL "B";
THENCE EASTERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 0374'40" AN ARC LENGTH OF 98.30 FEET TO A TANGENT LINE BEING PARALLEL WITH AND DISTANT 9.00 FEET SOUTHERLY FROM THE SOUTH LINE OF SAID PARCELS 1 AND 3 OF GRANT DEED RECORDED AS DOCUMENT NO. 91449, OF OFFICIAL RECORDS AND NORTH LINE OF SAID LOTS "B" AND "C";
THDVCE ALONG SAID PARALLEL LINE, NORTH 8950'37" EAST, 1161.44 FEET TO THE EAST LINE OF SAID LOT "C";
AIMALONG SAID EAST LINE, NORTH 0009'23" WEST, 9.00 FEET TO THE POINT OF BEGINNING.

PAGE 3 OF 4 PAGES
EXHIBIT "A"

LEGAL DESCRIPTION

CITY OF BEAUMONT,, CALIFORNIA
4in]RC Engineering, Inc.

Civil Engineering/Land Surveying/Land Planning
160 S. Old Springs Road, Ste. 210
Anaheim Hills, California 92808
(114) 685-6860

Page 521 of 1376 ends

EXHIBIT "A"

LEGAL DESCRIPTION
OFFER OF DEDICATION NO. 2025-D-001
THE ABOVE DESCRIBED PARCEL CONTAINS 0.694 ACRES, MORE OR LESS.

SUBJECT TO ALL EXISTING CONDITIONS, RESERVATIONS, EASEMENTS, OFFERS OF DEDICATION, AND RIGHTS OF WAY OF RECORD.

ALL AS SHOWN ON EXHIBIT "B" ATTACHED HERETO AND BY THIS REFERENCE MADE A PART HEREOF.

THIS DESCRIPTION WAS PREPARED BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH

THE PROFESSIONAL LAND SURVEYORS ACT
%V '''/ �G

JAKE W LAPPE
PLS 9303
11 -1 -7 -z025 -
DATE
PAGE 4 OF 4 PAGES
EXHIBIT "A"

LEGAL DESCRIPTION

CITY OF BEAUMONT,, CALIFORNIA
Engineering, Inc.

Civil Engineering/Land Surveying/Land Planning
160 S. Old Springs Road, Ste. 210
Anaheim Hills, California 92808
(714) 685-6860

Page 522 of 1376 ends

EXHIBIT "B"
PLAT TO ACCOMPANY LEGAL DESCRIPTION FOR EXHIBIT "A"
OFFER OF DEDICATION NO. 2025-0-001

JAKE W LAPPE
PLS 9303
LEGEND
33 4

EASEMENT AREA
RIGHT-OF-WAY LINE 400' 200' 0' 400' 800'
SEE SHEETS 2 AND 3
o_\
LOT21
MAP OF

BEAUMONT HEIGHTS
M.B. 8/53
//- /7 -2oz5
DATE
� to
o)
1 \ o 7

OAK VIEW DRIVE

OAK VALLEY PARKWAY
(14TH STREET)
LOT 22
LOT 23
N
NOTE:

SEE SHEET 6 FOR

BACKGROUND INFORMATION
- UNDERLYING LOT LINE
- SECTION LINE
CENTER LINE GRAPHIC SCALE: 1 INCH = 400 FT
SECTIONS 4 AND 5, T. 35., R.1 W, S.B.M. SHEET 1 OF 6 SHEETS t _
EXHIBIT "B"
PLA T

CITY OF BEAUMONT,, CALIFORNIA
Paces
160 S. Old Springs Road
.a 1 Engineering, Inc. Suite 210
�Q
Anaheim Hills, CA 92808
C bE8filgeltpg/Land Surveying/Land Planning (714) 685-6860

EXHIBIT "B"
PLAT TO ACCOMPANY LEGAL DESCRIPTION FOR EXHIBIT "A"
OFFER OF DEDICATION NO. 2025-D-001
SOUTH LINE OF PARCEL 3 SOUTH LINE OF PARCEL 1
OF GRANT DEED REC. 10/17/1967 OF GRANT DEED REC. 10/17/1967 AS _ AS DOC. NO. 91449, D.R. AND DOC. NO. 91449, O.R. AND NORTH NORTH LINES OF® ,Op ,® , LINES OF® AND © .

SOUTH LINE OF GRANT
DEED REC. 10/17/1967
DOC. NO. 91452, O.R. AND

NORTH LINES OF AND
SEE SHEET 3
S7'13'S3"E LRAD)
0 Cl
C5
f ;
S2572'12 "E (RAD) 7s'
cpCQ. Ct,
—1<ly
NOTE:

SEE SHEET 3 FOR LINE
AND CURVE DATA.

SEE SHEET 6 FOR

BACKGROUND INFORMATION
LEGEND

EASEMENT AREA
- UNDERLYING LOT LINE
- SECTION LINE
C7
h� i;c, S3 24'03"E (RAD)
0 0) S89 50'37"W
1161.44'
1161.44'
N8950'37"E
SOUTH LINE OF PARCEL 3 OF
GRANT DEED REC. 10/17/1967 _
DOC. NO. 91449, O.R. AND NORTH LINES
� 4 OAK VALLEY AND © .

OF
�AR
KWAY
(14TH STREET)

71.80'
N6142'54 "E
o)
I
of
W
J
a_
, "x, C6 Oi--
•
1_,31 .L2 52101'41 "E_CRAD) Lzi
40' 20' 0'
N�
0 40' 80'
GRAPHIC SCALE: 1 INCH = 40 FT
SECTIONS 4 AND 5, T 3S., R.1 W., S. B. M. SHEET 2 OF 6 SHEETS EXHIBIT "B"
PLA T

CITY OF BEAUMONT,, CALIFORNIA
160 S. Old Springs Road
10 a SRC Engineering, Inc. Suite Anaheim Hills, CA 92808 PacrC hEmilseftpg/Land Surveying/Land Planning (714) 685-6860

EXHIBIT "B"
PLAT TO ACCOMPANY LEGAL DESCRIPTION FOR EXHIBIT "A"
OFFER OF DEDICATION NO. 2025-D-001

LINE TABLE
LINE

BEARING

DISTANCE
L 1
N60'17'11 "E
308.92'

SOUTH LINE OF GRANT DEED
tt \0

41.0 `k DO REC. 10/17/1967 AS
NORTH CLINES OF 52, O.R. AND
C2
S77 08'41 "E (RAD)
S76 08'10"E (RAD)
i
C3
EAST LINE OF PARCEL 8F OF FINAL
ORDER OF CONDEMNATION REC.
03/31/1964 AS DOC. NO. 3964Z
O.R. AND WEST LINE OFn.

LEGEND
56077'11 "W

EASEMENT AREA
RIGHT -OF- WAY LINE 40'

CURVE TABLE
CURVE
DELTA
RADIUS
LENGTH
Cl
29'33'26"
1745.00'
900.20'
C2
100'31''
700.00'

12.32'
C3
1877'38"

91.00'

29.06'
C4
34'54'46"

41.00'

24.98'
C5
430'38"
1731.00'
136.27'
C6
13'47'48"
1736.00'
418.03'
C7
374'40"
1736.00'

98.30'

OAK VALLEY PARKWAY
(14TH STREET)
491.77'
N6077'11 "E 122.72'
N24 55'44 'E 25.00'
20' 0' 40'
I-
C5 -
0 NOTE:

SEE SHEET 3 FOR LINE
AND CURVE DATA.

SEE SHEET 6 FOR

BACKGROUND INFORMATION
80'
SEE SHEET 2
GRAPHIC SCALE: 1 INCH = 40 FT SHEET 3 OF 6 SHEETS
EXHIBIT "B"
PLA T

CITY OF BEAUMONT, CALIFORNIA
160 S. Old Springs Rood
a!RL Engineering, Inc. Suite 210
Anaheim Hills, CA 92808
C v tEBviiseli9g/Land Surveying/Land Planning (714) 685-6860

EXHIBIT "B"
PLAT TO ACCOMPANY LEGAL DESCRIPTION FOR EXHIBIT "A"
OFFER OF DEDICATION NO. 2025-D- 001
0 ttx
•ek O
NOTE:
32 33
SEE SHEET 5 FOR
EASEMENT NOTES.

SEE SHEET 6 FOR

BACKGROUND INFORMATION
LEGEND

EASEMENT AREA

RIGHT-OF-WAY LINE

UNDERL PING LOT LINE
- - SECTION LINE

CENTER LINE

EASEMENT LINE
LOT 21
MAP OF

BEAUMONT HEIGHTS
M.B. 8/53
(

OAK VIEW DRIVE

OAK VALLEY PARKWAY
(14TH STREET)
LOT 22
400' 200' 0'
\
\ LOT23 1
400' 800'
GRAPHIC SCALE: 1 INCH = 400 FT
SHEET 4 OF 6 SHEETS
EXHIBIT "B"
PLA T

CITY OF BEAUMONT,, CALIFORNIA
EEIt3R1 Engineering, Inc.
acj_9(k E8fii1'578191Land Surveying/Land Planning
160 S. Old Springs Road
Suite 210
Anaheim Hills, CA 92808
(714) 685-6860

EXHIBIT "B"
PLAT TO ACCOMPANY LEGAL DESCRIPTION FOR EXHIBIT "A"
OFFER OF DEDICATION NO. 2025-D-001

EASEMENT NOTES

THE RELEASE AND RELINQUISHMENT OF CERTAIN ABUTTERS RIGHTS, INCLUDING ACCESS RIGHTS, IN AND TO STREET, HIGHWAY, OR FREEWAY, AS SET FORTH BY DOCUMENT RECORDED OCTOBER 31, 1949 IN BOOK 1119, PAGE 156, DOCUMENT RECORDED AUGUST 09, 1950 IN BOOK 195, PAGE 534, AND FINAL ORDER OF CONDEMNATION RECORDED MARCH 31, 1964 AS DOCUMENT NO. 39647, ALL OF OFFICIAL RECORDS.

AN EASEMENT FOR FLOOD CONTROL AND RIGHTS INCIDENTAL THERETO IN FAVOR OF RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT RECORDED MARCH 18, 1947 IN BOOK 824, PAGE 138 OF OFFICIAL RECORDS.

AN EASEMENT FOR FLOOD CONTROL AND RIGHTS INCIDENTAL THERETO IN FAVOR OF RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT RECORDED JANUARY 14, 1947 IN BOOK 808, PAGE 290 OF OFFICIAL RECORDS.

AN EASEMENT FOR UNDERGROUND ELECTRICAL SUPPLY SYSTEMS AND COMMUNICATION SYSTEMS AND

RIGHTS INCIDENTAL THERETO IN FAVOR OF SOUTHERN CALIFORNIA EDISON COMPANY RECORDED JUNE 13, 2001 AS DOCUMENT NO. 2001-264787 OF OFFICIAL RECORDS.

AN EASEMENT FOR SEWER ACCESS AND RIGHTS INCIDENTAL THERETO IN FAVOR OF THE CITY OF BEAUMONT RECORDED JUNE 13, 2001 AS DOCUMENT NO. 2001-264977 OF OFFICIAL RECORDS.

AN EASEMENT FOR WATER FACILITIES AND RIGHTS INCIDENTAL THERETO IN FAVOR BEAUMONT CHERRY VALLEY WATER DISTRICT RECORDED DECEMBER 08, 2010 AS DOCUMENT NO. 2010-0587085 OF OFFICIAL RECORDS.

AN EASEMENT FOR SLOPE AND DRAINAGE AND RIGHTS INCIDENTAL THERETO IN FAVOR BEAUMONT HOLDINGS RECORDED MAY 11, 2015 AS DOCUMENT N0. 2015-0194929 OF OFFICIAL RECORDS.

AN EASEMENT FOR POLE LINES AND RIGHTS INCIDENTAL THERETO IN FAVOR OF SOUTHERN CALIFORNIA EDISON COMPANY RECORDED APRIL 26, 1961 AS DOCUMENT N0. 35703 OF OFFICIAL RECORDS. (NOT PLOTTABLE FROM RECORD)
SHEET 5 OF 6 SHEETS
EXHIBIT "B"
PLA T

CITY OF BEAUMONT,, CALIFORNIA
160 S. Old Springs Road
10FIC Engineering, Inc. Suite 210
a
Anaheim Hills, CA 92808
PageC H1E8liiseMg/Land Surveying/Land Planning (714) 685-6860

EXHIBIT "B"
PLAT TO ACCOMPANY LEGAL DESCRIPTION FOR EXHIBIT "A"
OFFER OF DEDICATION NO. 2025-D-001

BACKGROUND INFORMATION
OA PARCEL 1 OF NOTICE OF LOT LINE ADJUSTMENT NO. 2025-LLA-001 RECORDED OCTOBER 1, 2025 AS DOCUMENT NO. 2025-0301687, OF OFFICIAL RECORDS.

PARCEL 2 OF NOTICE OF LOT LINE ADJUSTMENT NO. 2025-LLA-001 RECORDED OCTOBER 1, 2025 AS DOCUMENT NO. 2025-0301687, OF OFFICIAL RECORDS.

PARCEL "A" OF NOTICE OF LOT LINE ADJUSTMENT NO. 2025-LLA-002 RECORDED OCTOBER 9, 2025 AS DOCUMENT NO. 2025-0310810, OF OFFICIAL RECORDS
PARCEL "8" OF NOTICE OF LOT LINE ADJUSTMENT NO. 2025-LLA-002 RECORDED OCTOBER 9, 2025 AS DOCUMENT NO. 2025-0310810, OF OFFICIAL RECORDS.

LOT "A" OF CERTIFICATE OF COMPLIANCE FOR LOT LINE ADJUSTMENT NO. 2025-LLA-003 RECORDED OCTOBER 15, 2025 AS DOCUMENT NO. 2025-0316640, OF OFFICIAL RECORDS.

LOT "B" OF CERTIFICATE OF COMPLIANCE FOR LOT LINE ADJUSTMENT NO. 2025-LLA-003 RECORDED OCTOBER 15, 2025 AS DOCUMENT NO. 2025-0316640, OF OFFICIAL RECORDS.

LOT "C" OF CERTIFICATE OF COMPLIANCE FOR LOT LINE ADJUSTMENT NO. 2025-LLA-003 RECORDED OCTOBER 15, 2025 AS DOCUMENT NO. 2025-0316640, OF OFFICIAL RECORDS.

LOT "0" OF CERTIFICATE OF COMPLIANCE FOR LOT LINE ADJUSTMENT NO. 2025-LLA-003 RECORDED OCTOBER 15, 2025 AS DOCUMENT NO. 2025-0316640, OF OFFICIAL RECORDS.

SHEET 6 OF 6 SHEETS
EXHIBIT "B"
PLA T

CITY OF BEAUMONT,, CALIFORNIA
160 S. Old Springs Road
aMIC Engineering, Inc. Anlah im Hills, CA 92808
PacoGki3Eofilitseir#g/Land Surveying/Land Planning (714) 685-6860

BEAUMONT
-C. AI I O R N A
Staff Report
TO: Honorable Mayor and Members of the City Council
FROM: Robert Vestal, Director of Public Works
BY: Hugo Escobedo, Public Works Senior Engineer
DATE: January 20, 2026
SUBJECT: Maintenance Bond Exoneration
Description: Maintenance Bond Exoneration for Infrastructure Sewer Improvements associated with Tract Map No. 31462.

Background and Analysis:

The City requires all developers to provide construction security for public improvements consisting of, but not limited to, street improvements, sewer improvements, storm drain improvements, and survey monumentation. After the improvements are constructed, City staff verify that no liens have been filed, that the improvements are completed in accordance with the project's conditions of approval, design standards, and City requirements, and that all punch list items have been addressed. Once verified, City Council may exonerate the construction security and accept a one-year maintenance security.

During the one-year maintenance period, the developer maintains all associated improvements. After the one-year term has elapsed, the developer may petition the City Council to accept the improvements into the publicly maintained system and exonerate the maintenance security.

After the petition is received by the Public Works Department, City staff verify that the previously constructed improvements have been maintained in accordance with City standards. Maintenance includes replacing defective materials, repairing defective craftsmanship, replacing missing components, repairing or replacing damaged finishes and surfaces, and repairing any other deficiencies.

The principal is requesting that the public improvements listed in Table No. 1 be accepted and respective maintenance bonds exonerated.

Page 529 of 1376 ends

Table No. 1 - Bond Summary
Project
Maintenance
Bond
Number
Improvement
Value
File
Number
Improvement
Principal
Tract Map No.
31462
1001191184
$103,450.00
3095
Infrastructure
Sewer
Improvements
SDC
Fairway
Canyon, LLC
Fiscal Impact:

The cost of preparing the staff report is estimated to be $350.

The approximate value of sewer assets being accepted is $103,450.00. The cost to maintain these facilities will be covered through the Wastewater operating budget. The one-year maintenance period will terminate with this acceptance.

Recommended Action:

Accept the public improvements, authorize the Mayor to sign the Certificate of Acceptance, and authorize staff to issue a bond exoneration letter for maintenance bonds for (Project / Bond Number / Improvement):
• Tract Map No. 31462 / 1001191184 / Infrastructure Sewer Improvements Attachments:

A. PW2025-0315 — Bond -x Package
B. Certificate of Acceptance

Page 530 of 1376 ends

BEAUMONT
-CALIFORNIA-
City of Beaumont
550 E. 6th Street
Beaumont, CA 92223
(951) 769-8520
www.beaumontca.gov
Case No. PW2025-0315
Receipt No. Existing Escrow A
Fee $
Date Paid

BOND EXONERATION APPLICATION
Bond Type: Performance ®Maintenance ❑Final Monument Inspection ❑0ther:

1. Contact's Name Cherryl Thompson
Phone 714-348-0287

2. Contact's Address 650 Town Center Drive, Ste 840, Costa Mesa, CA 92626 City/State/Zip

5. Contact's E-mail [email protected]

3. Developer Name SDC Fairway Canyon LLC Phone 714-348-0287 (If corporation or partnership application must include names of principal officers or partners)

4. Developer Address 650 Town Center Drive, Ste 840, Costa Mesa, CA 92626 City/St/Zip

5. Description of Bonds (including Bond Number, Tract Map/Application number, Lot number, and description of improvements covered):

Bonc #100'191'84
Sewer nfrastructure Maintenaice Bonc LA
Fairway Canyon
Parcel Map 31462

6. CERTIFICATION OF ACCURACY AND COMPLETENESS: I hereby certify that to the best of my knowledge the information in this application and all attached answers and exhibits are true, complete, and correct.

Cherryl Thompson //Z,B'layckteg-
Print Name and Sign — Contact/Ap icant (/
10/17/25
Date

7. Contractor shall indemnify, defend, and hold harmless the City and its officers, officials, employees and volunteers from and against any and all liability, loss, damage, expense, costs (including without limitation costs and fees of litigation) of every nature arising out of or in connection with contractor's performance of work hereunder or its failure to comply with any of its obligations for which this Bond exoneration is requested, except for such loss or damage which was caused by the active negligence of the City.

Cherryl Thompson , 10/17/25
Print Name and Sign — Contact/Apli'licant
Date

Page 531 of 1376 ends

8. Developer/Contractor has completed all the following items prior to requesting release or has included them in the application.
• Remove and replace concrete and AC as needed where lifting. • Provide AC crack fill as needed. Crack fill/seal shall be hot asphaltic emulsion. • Provide Type II slurry coat for all road surfaces.
• Restore/Verify pavement striping/markings.
• Restore/Verify blue dots and signage as needed.
• Clean and camera sewer. Provide report and video copy of camera survey. • Provide all final geotechnical reports.
• Provide Engineers' certification for line and grade within Right -of -Way. • Provide Landscape Architects Certification as required.

Cherryl Thompson
Print Name and Sign — Contact/Appl ,,. nt
yy0y-e9i-L 10/17/25
Date

Page 532 of 1376 ends

BEAUMONT
Punch List
Project Name: Fairway Canyon Infrastructure Sewer/Force Main Tract No. 31462 Sewer/Force Main PW 2025-0315
Bond No. 1001191184 Maintenance
Inspected By: Alex Stanko
Page: 1
Date: 12-3-25
Item
No.

Description
Completed by
Construction
(Sign/Date)
Accepted by
(Sign/Date)
1 No items.

Alex Stanko
12-03-2025
Alex Stanko
12-03-2025
2 3
4 5
[COMPANY NAME]

Page 533 of 1376 ends

Bond No.: 1001191184
Premium: $258.00/1 yr.

MAINTENANCE BOND
WHEREAS, the City of Beaumont ("City"), a municipal corporation, and SDC Fairway Canyon, LLC (hereinafter "Principal"), have entered into an agreement by which Principal agrees to install and complete certain designated public improvements and to guarantee and warrant the work for the period of one year following its completion and acceptance, which said agreement, dated July 14, 2020 , and identified as Tr 31462, Sewer Infrastructure is hereby referred to and made a part hereof; and:

WHEREAS, Principal is required under the terms of the agreement to furnish a bond to guarantee and warrant the work for a period of one year following its completion and acceptance against any defective work or labor done, or defective materials furnished, to comply with the terms of the agreement.

U.S. Speciality
NOW, THEREFORE, we, the Principal and Insurance Company ("Surety") admitted and duly authorized to transact business under the laws of the State of California as surety, are held and firmly bound unto the City of Beaumont as obligee, in the penal sum of One Hundred Three Thousand*dollars ($103,450.00) lawful money of the United States, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, successors, executors, and administrators, jointly and severally, firmly by these presents. *Four Hundred Fifty & NO/100ths
The condition of this obligation is such that if the above bounded Principal, his or its heirs, executors, administrators, successors or assigns, shall in all things stand to and abide by, provisions in the agreement and any alteration thereof made as therein provided, on his or its part to be kept and performed at the time and' in the manner therein specified, and in all respects according to their true intent and meaning, and shall indemnify and save harmless the City of Beaumont, its officers, agents and employees, as therein stipulated, then this obligation shall become null and void; otherwise it shall be and remain in full force and effect.

As a condition precedent to the satisfactory completion of the agreement, the obligation of the Principal and surety under this bond shall remain in effect for a period of one (1) year after the completion and acceptance of the work. During that time, if the Principal or his or its heirs, executors, administrators, successors or assigns, fails to make full, complete and satisfactory repair and replacement or totally protect the City from any loss or damage made evident during that year which results from or is caused by either defective materials or faulty workmanship in the prosecution of the work, then the obligation shall remain in full force and effect. However, anything in this paragraph to the contrary notwithstanding, the obligation of the Surety shall continue so long as any obligation of the Principal remains.

As a part of the obligation secured hereby and in addition to the face amount specified therefor, there shall be included costs and reasonable expenses and fees, including reasonable attorney's fees, incurred by the City of Beaumont in successfully enforcing such obligation, all to be taxed as costs and included in any judgment rendered.

The Surety hereby stipulates and agrees that no change, extension of time, alteration or addition to the terms of the agreement or to the work to be performed thereunder or the specifications accompanying the same shall in anywise affect its obligations under this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the agreement or to the work or to the specifications. The Surety waives all rights of subrogation against the City or any person employed by the City.
[signatures on following page]

Page 534 of 1376 ends

SIGNED AND SEALED THIS 30th DAY OF May
203.24
(Seal) (Seal)
U.S. Speciality Insurance Company
SURETY
By: . 17h..

SDC Fairway Canyon, LLC, a
Delaware Limited Liability Company
• i IPAL
By,
(Name) Cheryl L. Thomas (Name) Dale Strickland
(Address) Attorney -in -Fact (Title) Authorized Signatory (Address)
801 S. Figueroa St., Suite 700 2646 Dupont Dr., Suite 60 #520 Los Angeles, CA 90017 Irvine, CA 92612
By:
(Name)
(Title)
(Address)

ALL SIGNATURES MUST BE ACKNOWLEDGED BY A NOTARY PUBLIC

Page 535 of 1376 ends

ALL- PURPOSE

CERTIFICATE OF ACKNOWLEDGMENT
A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

State of California }
County of Orange
}
On May 30, 2024 before me, Susan E. Morales, Notary Public (Here insert name and title of the officer)
personally appeared Dale Strickland
who proved to me on the basis of satisfactory evidence to be the person$} whose names) is/arc subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/ ter/t tell authorized capacityfes), and that by his/her/their signatures) on the instrument the person(s), or the entity upon behalf of which the person() acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.
ce..0 111
Notary Public Signature
♦

ADDITIONAL OPTIONAL INFORMAT ON
U
w
(Notary Public Seal)
vvvvr. v'
A A A A A ..A -
SUSAN E. MORALES
COMM. #2444309 -1

NOTARY PUBLIC- CALIFORNIA ( )

ORANGE COUNTY
MY COMM. Expires April 14, 2027,)
v �

DESCRIPTION OF THE ATTACHED DOCUMENT
SDC Fairway Canyon, LLC
(Title or description of attached document)
Maintenance Bond #1001191184
(Title or description of attached document continued)
Number of Pages 2 Document Date 5130124

CAPACITY CLAIMED BY THE SIGNER
❑ Individual (s)
❑ Corporate Officer
(Title)
❑ Partner(s)
❑ Attorney -in -Fact
❑ Trustee(s)
O Other Authorized Signatory
_015 Version www.NotarvClasses.com 800-87"3-9F,65
•

INSTRUCTIONS FOR COMPLETING THIS FORM
This form complies with current California statutes regarding notary wording and, if needed, should be completed and attached to the document. Acknolwedgents from other states may be completed for documents being sent to that state so long as the wording does not require the California notary to violate California notary law. • State and County information must be the State and County where the document signer(s) personally appeared before the notary public for acknowledgment. • Date of notarization must be the date that the signer(s) personally appeared which must also be the same date the acknowledgment is completed. • The notary public must print his or her name as it appears within his or her commission followed by a comma and then your title (notary public). • Print the name(s) of document signer(s) who personally appear at the time of notarization.
• Indicate the correct singular or plural forms by crossing off incorrect forms (i.e. he/she/the i - is /are ) or circling the correct forms. Failure to correctly indicate this information may lead to rejection of document recording. • The notary seal impression must be clear and photographically reproducible.

Impression must not cover text or lines. If seal impression smudges, re -seal if a sufficient area permits, otherwise complete a different acknowledgment form. • Signature of the notary public must match the signature on file with the office of the county clerk.
. Additional information is not required but could help to ensure this acknowledgment is not misused or attached to a different document.

Indicate title or type of attached document, number of pages and date.

Indicate the capacity claimed by the signer. If the claimed capacity is a corporate officer, indicate the title (i.e. CEO, CFO, Secretary). • Securely attach this document to the signed document with a staple. rage :Job
o

ALL- PURPOSE

State of California }
County of Orange
On May 30, 2024
}
before me, Susan E. Morales, Notary Public
(Here insert name and title of the officer)
personally appeared Cheryl L. Thomas
who proved to me on the basis of satisfactory evidence to be the person* whose name(-*) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/Nett' authorized capacity(ies), and that by its/her/their signaturees) on the instrument the persons), or the entity upon behalf of which the persons) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.
.ft e,oaret `-& _
Notary Public Signature
•
m O-)
(Notary Public Seal)
H
UJ
SUSAN E. MORALES
COMM. #2444309 1

NOTARY PUBLIC- CALIFORNIA ()
ORANGE COUNTY ...a
MY COMM. Expires April 14, 2027
v - -v- ,' v v �r v

ADDITIONAL OPTIONAL INFORMATION

DESCRIPTION OF THE ATTACHED DOCUMENT
Bond #1001191184 - Maintenance
(Title or description of attached document)
U.S. Specialty Insurance Company
(Title or description of attached document continued)
Number of Pages 2 Document Date 5130124

CAPACITY CLAIMED BY THE SIGNER
❑ Individual (s)
❑ Corporate Officer
(Title)
❑ Partner(s)
ID Attorney -in -Fact
❑ Trustee(s)
❑ Other
_015 .,?ri.uc;i r,.,t..Notar:Class:._.com Si:"_ -37..-.t _t5 •

INSTRUCTIONS FOR COMPLETING THIS FORM
This form complies with current California statutes regarding notary wording and, if needed, should be completed and attached to the document. Acknolwedgents from other states may be completed for documents being sent to that state so long as the wording does not require the California notary to violate California notary law. • State and County information must be the State and County where the document signer(s) personally appeared before the notary public for acknowledgment. • Date of notarization must be the date that the signer(s) personally appeared which must also be the same date the acknowledgment is completed. • The notary public must print his or her name as it appears within his or her commission followed by a comma and then your title (notary public). • Print the name(s) of document signer(s) who personally appear at the time of notarization.
• Indicate the correct singular or plural forms by crossing off incorrect forms (i.e. be/she/they— is /a e ) or circling the correct forms. Failure to correctly indicate this information may lead to rejection of document recording. • The notary seal impression must be clear and photographically reproducible.

Impression must not cover text or lines. If seal impression smudges, re -seal if a sufficient area penults, otherwise complete a different acknowledgment form. • Signature of the notary public must match the signature on file with the office of the county clerk.

Additional information is not required but could help to ensure this acknowledgment is not misused or attached to a different document.

Indicate title or type of attached document, number of pages and date.

P
age
537 o- 1376

`,q TOKIOMARINE
rki‘ HCC

POWER OF ATTORNEY

AMERICAN CONTRACTORS INDEMNITY COMPANY TEXAS BONDING COMPANY UNITED STATES SURETY COMPANY U.S. SPECIALTY INSURANCE COMPANY KNOW ALL MEN BY THESE PRESENTS: That American Contractors Indemnity Company, a California corporation, Texas Bonding Company, an assumed name of American Contractors Indemnity Company, United States Surety Company, a Maryland corporation and U.S. Specialty Insurance Company, a Texas corporation (collectively, the "Companies"), do by these presents make, constitute and appoint:

TODD M. ROHM, SHANE WOLF, CATHY S. KENNEDY, BEATA A. SENSI, CHERYL L. THOMAS or WRENETTA WALKER of ORANGE, CALIFORNIA
its true and lawful Attomey(s)-in-fact, each in their separate capacity if more than one is named above, with full power and authority hereby conferred in its name, place and stead, to execute, acknowledge and deliver any and all bonds, recognizances, undertakings or other instruments or contracts of suretyship to include riders, amendments, and consents of surety, providing the bond penalty does not exceed *****Three Million Dollars ( ***$3,000,000.00*** This Power of Attorney shall expire without further action on January 318t 2028. This Power of Attomey is granted under and by authority of the following resolutions adopted by the Boards of Directors of the Companies:

Be it Resolved, that the President, any Vice -President, any Assistant Vice -President, any Secretary or any Assistant Secretary shalt be and is hereby vested with full power and authority to appoint any one or more suitable persons as Attomey(s)-in-Fact to represent and act for and on behalf of the Company subject to the following provisions:

Attomey-in-Fact may be given full power and authority for and in the name of and on behalf of the Company, to execute, acknowledge and deliver, any and all bonds, recognizances, contracts, agreements or indemnity and other conditional or obligatory undertakings, including any and all consents for the release of retained percentages and/or final estimates on engineering and construction contracts, and any and all notices and documents canceling or terminating the Company's liability thereunder, and any such instruments so executed by any such Attomey-in-Fact shall be binding upon the Company as if signed by the President and sealed and effected by the Corporate Secretary.

Be it Resolved, that the signature of any authorized officer and seal of the Company heretofore or hereafter affixed to any power of attorney or any certificate relating thereto by facsimile, and any power of attomey or certificate bearing facsimile signature or facsimile seal shall be valid and binding upon the Company with respect to any bond or undertaking to which it is attached.

IN WITNESS WHEREOF, The Companies have caused this instrument to be signed and their corporate seals to be hereto affixed, this 1$' day of February 2024.
jPpGTp :`4ING",
•.o

59. 1 NCOFPOM � TED E=1 X: 'Y_ -Q; :�._ •�
2 s€PT 251990 :� =uf: i•rzyst.• N:
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AMERICAN CONTRACTORS INDEMNITY COMPANY, TEXAS

BONDING COMPANY, UNITED STATES SURETY COMPANY,
U.S. SPECIALTY INSURANCE COMPANY
Daniel P. Aguilar, Vice President
A Notary Public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached and not the truthfulness, accuracy, or validity of that document.

State of California
County of Los Angeles
On this 1st day of February 2024, before me, D. Littlefield, a notary public, personally appeared Daniel P. Aguilar, Vice President of American Contractors Indemnity Company, Texas Bonding Company, United States Surety Company and U.S. Specialty Insurance Company who proved to me on the basis of satisfactory evidence to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of Califomia that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

Signature
(seal)
I, Kio Lo, Assistant Secretary of American Contractors Indemnity Company, Texas Bonding Company, United States Surety Company and U.S. Specialty Insurance Company, do hereby certify that the above and foregoing is a true and correct copy of a Power of Attomey, executed by said Companies, which is still in full force and effect; furthermore, the resolutions of the Boards of Directors, set out in the Power of Attorney are in full force and effect.

In Witness Whereof, I have hereunto set my hand and affixed the seals of said Companies at Los ^,ngeles, California this 3O-''' day of M0.y , Aq .
v ,.�pCFQR 4
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Bond No. / QQ II Q / Leg
Agency No. 14969
4371.:1V7:-,,
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visit tmhcc.comi'surety for more information

Page 538 of 1376 ends

Kio Lo, A . nt Cacretary
HrJ:SW, 5'OA022024

. SEWER CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH THE CITY OF CITY OF BEAUMONT, CALIFORNIA

NT'S STANDARDS AND SPECIFI CALIM ESA
(EMWD) GUIDELINES.

SQ �L%

INFRASTRUCTURE
SEWER
/
FORCE
MAIN

SITE LOCATION
,
Cherry Valley Blvd

2. GRAVITY SEWER PROFILE ELEVATIONS ARE TO BE FLOW LINES (CONDUIT INVERTS .

3. MANHOLES SHALL BE CONSTRUCTED IN ACCORDANCE WITH EMWD STD. 53. SEWER MAINS SEWER I

MPROVEMENT
PLANS
Brookside Ave
I
I
,
MAY BE LAID THROUGH THE MANHOLES AND USED AS A FORM FOR THE INVERT. CAST o4� Avenue
v
=
J_
2 IRON SHALL BE USED FOR MANHOLE COVERS AND SHALL HAVE A 12" COVERING RING. 4% o

Desert Lawn
-
TRACT
ND. 31Ll'62-
PHASE
'"',a n-
4 Memorial Gardens 4). e
7 _
�

4. PRIOR TO CONSTRUCTION OF SEWER, CONTRACTOR SHALL EXPOSE EXISTING SEWER AND 4 o
qi
Champions Drive FpJ
TTe
VERIFY ITS EXISTING ELEVATION. WHERE CONNECTION TO EXISTING MANHOLES AND INLET OAK
VALLEY

FAIRWAY
CANYON
e
�o
Oak Valley Parkway

STUB OF PROPER SIZE EXISTS, NO ALTERATIONS SHALL BE MADE TO EXISTING MANHOLE BASE OR STUB EXCEPT AS SPECIFICALLY AUTHORIZED BY THE CITY OF BEAUMONT. 3 �J�
Oak Valley Parkway I'
SEWER

IMPROVEMENT
PLANS

5. WHERE A NEW INLET MUST BE CONSTRUCTED IN AN EXISTING MANHOLE, THE ELEVATION

OF THE INLET SHALL BE SUCH THAT ITS CROWN SHALL BE LEVELED WITH THE CROWN N \
�•■�
.
•79
■OF
�1� 11
! O�
Agpi ��111►�
PA 8B
-
VALLEY 60 FRWY
THE OUTLET PIPE, AT THEIR PROJECTIONS TO THE MANHOLE CENTERLINE. ..�`��huuur Ul CAL// MORENO
EDUS E i�
'' PA
-12B

))

ALL SEWER INLETS AT THE MANHOLE SHALL BE SUCH THAT ITS CROWN SHALL BE LEVEL 87 EDUS E6.

WITH THE CROWN OF THE OUTLET P/PE, AT THE/R PROJECT/ON TO THE MANHOLE 76 /r�� PA
-27 ♦ lllll►u►u ( )
EDUS ECENTERLINE.
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♦ .. ♦ �'cfi� fi .
o O r`+
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■ �� ♦ 53
. �� 'p1 �'� ��
EDUS ♦ o O� �►In —. ••
�
�A � `�S ��I �
-..:I�i1�, iii li'��/hnlA��
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I , �� '��I
ASE' �•�'� �I�, �� I��
��
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,

7. THE CONTRACTOR IS ADVISED THAT THE WORK ON THIS PROJECT MAY INVOLVE WORKING \ >i♦�i� ♦ o��- r�\�1filLlGlri'♦�i>`�� iiiii.:■111111111111II1
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p ♦i �I�
I�NIrr'�♦i♦`/I/f
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/
IN A CONFINED AIR SPACE. CONTRACTOR SHALL BE RESPONSIBLE FOR CONFINED AIR ■ ��i�♦roc,!+ zl 2 251 EDU ,. _,,,�_„
too ""21
116 EDUS (P) -N/0 C. V.P.

SPACE" ARTICLE 108, TITLE 8 CALIFORNIA ADMINISTRATION CODE. EXIST LOWER OAK VALLEY 79 EDUS (E� �i �
11 EDUS (P) VICINITY MAP
I�I�,��
LIFT STA. PER, FILE X1322 ��
►�
'APPROVED ��♦♦i��j��`rr111♦ice
i.i N.T.S.
750 EDUS (P)
Qz_ DESIGN FLOW=1,232 GPM"

8. PROVIDE BACKFLOW PREVENTION DEVICES WHERE UPSTREAM MANHOLE RIM IS HIGHER (2,952 EDU-330 GPD/EDU) ��p ♦i♦ �i,_�,r�r�y,�r�� • ►�1 ♦ THAN PAD ELEVATION. �w LIMITS OF PH. SEWER �?Al,'*�:►� �� '� i� I �� PLANTA TION I PORTIONS OF THOMAS BROS. PGS;
565 EDU S /E
554 EDUS ( / 690 AND 720
4 ,
�� SEWER BOUNDARY ` IIIh1111111j
IO�■�

9. PROVIDE APPROPRIATE MARKING TAPE AT TOP OF THE PIPE CENTERLINE ON TOP OF �I�� ♦��l/l �� d \ ♦��i�i�A
si
` .� .11;'''' ��
;� `� J
/� �I IIp11, i';��1 �i , 65
i DLLLLLI////Ij � ''��'`ni' ��1�
��1e�anrr�,I�` - �♦ `� ��a�..�`
i1, CITY OF CALM/ESA 1939 TOTAL EDUS 2004 EDITION
8 TR. 30748 PVC (CFD),ER
(1� FILE #1015-A LEGEND NOTE
PIPE BEDDING •
�' :'%' +':!'�: ��• I�C1, ,
1 600 EDU S /P ) - -
�� :mil i�rL2 ♦ r ♦� ♦ I►7II, 4 v
l /
TRACT BOUNDARY 1. APPROVAL OF THESE PLANS APPLY ONLY WITHIN

10. SEWER LATERAL SHALL BE TYPE A PER DETAIL SHOWN HEREON, UNLESS OTHERWISE �,t��A� CHAMPIONS DR/lE

THE JURISDICTION OF THE CITY OF BEAUMONT
,��►► �D►�� 1must•1111�!,Ir�ys!'
��v
—
_�
i1,, - - - - RIGHT OF WAY
NOTED OR DETAILED ON PLANS. �!' 1�4 .' >� v ♦4 � ♦ ar soN D . A ♦♦�•i♦►��
►11111111 �Illlllllllr� %

. !��
••i>'�`'-
'„��nl►
►„�i%i'��' 2. TRENCHING FOR UTILITIES AND STRUCTURES IS i6i♦��`�� ; *0•�i ♦�
=
rr�Irr
►►■rrrrrrrr
011 PROPOSED SEWER MAIN
`:��;''`� >'i1•i♦.��'�` ..11111nIW
-vim \ ♦�.�i �Tsr'
=
57 EDUS (E>
um.'
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=' -
,."
►IDs �/
`-P' NOT ALLOWED UNTIL SOIL COMPACTION REPORT
♦ ■�;;�.►m;,r

11. DEVELOPER SHALL HAVE GEOTECHMCAL SOIL ENGINEERING FIRM OBSERVE TRENCHING, ! �� cam♦ l
�rrrrrrl I
I Irvurn
:�
Ot ��►��
�� PROPOSED SEWER SERVICE
.. I ..,
�I��\YNM�►,c��!141.1►��
.� /S SUBMITTED AND APPROVED BY THE PUBLIC
�� o ♦: rii ♦�� psi ��111111f1b
AND SOIL COMPACTION OF ALL UTILITY TRENCHES WITHIN EASEMENTS AND � �� ,� ►��,� RIGHT OF WAY. TWO SETS OF COMPACTION REPORTS CERTIFYING THAT WORK WAS ��I�I)
♦♦��/ I
��♦♦I r��l�p\�!�
��1.►.p_�yt��
�r �jlrrruD��BACKFILLING
�� O WORK DEPARTMENT.ROAD
��' SEWER MANHOLEEXIST.
� �� `��Air'��, .
8" & 10" LOWER OAK IQ �� •-r �•
::: __::=4
��r�l
♦ ♦ ► �� O�Q1111►
�,�.1,�I►

DONE IN CONFORMANCE TO STANDARDS AND GEOTECHNICAL REPORT SHALL BE VALLEY FORCE MAINS PER ��
� gun►O�FILE
♦�♦j��>ir►�
#1678. IIi�� LIMITS
OF PH. 4 SEWER �Q,p��p� .--///id��1 PROPOSED

3. THE CITY RESERVES THE RIGHT TO REQUIRE
2-8" FORCE MAIN SEWERSEWER
SUBMITTED TO THE DEPARTMENT OF PUBLIC WORKS AT LEAST TWO WORKING DAYS ♦ �� + �lll� BEFORE AGGREGATE BASE MATERIALS ARE PLACED ONS/TE. 1,571 EDUS �j� I/
BOUNDARY ♦
♦� �!�I� �� ,►�►p __ '►►►0 ,,,,♦♦ /`II//I;M
EXIST. 15" PVC PER ♦� ►r►►
I�♦r`�
j1, >/� REVISION OF THE APPROVED PLANS TO
�t . ��I,!��i�� ♦ ♦ �1 . �. PROPOSED AIR VACUUM AIR RELEASE I RR 30748 ,//�11j1►►►►►► ♦►►►► CONFORM WITH CURRENT STANDARDS AND TO TR. CFD)'
0#1015—A
P=1.40 cfs* �;��1iI�i� �
�L� E �`/ ��►rrr►►► ,,`� �►
l '''�''� POST A NEW BOND lF CONSTRUCTION HAS NOT
PROPOSED TUKWET CANYON ♦♦�� i ��O♦O��:

12. UTILITY TRENCH BACKFILL PER PLAN, PROFILE, EMWD STD. SB-158 AND LATEST GREEN ♦ J,i must�� ►►��' `��111�', ♦►►►► ► PROPOSED BLOW OFF
�IIIIIIIII► e'4 3 027 EDUS ►►►►► .�1A� ��►■�!!►� ►►►►►►• ~ PA -260 �i fir,►i, • COMMENCED WITHIN TWO YEARS AFTER PLANS N �.+- �♦ � , ►♦►►►► ��;
GENERAL NOTES uFr A \ >�♦j '�i i ��/irrrrmru� FORCE MAIN ' ►►vp,��' Qp=2.43 cfs ��♦:�?C�`'�
l► �1��►��+ �.

BOOK SECTION 306. CRUSH ROCK BEDDING, HAUNCHING, IMTIAL BACKFILL PER GREEN p�� p��p�� ourLET PROPOSED WATER MAIN WERE APPROVED.
2 �♦ ,g" 1
S' �i�ll�,�Q 2
,4 �♦��i�1�/I-■l��■■� �� --
v
BOOK TABLE 306. -1.2.13 B MAXIMUM ROCK GRADATION 1 2 INCH FOR PVC PIPE SIZE 1. lT SHALL BE RESPONSIBILITY OF THE DEVELOPER/OWNER OR CONTRACTOR TO O�pROP IN nunnum ( )' / �� ♦�4i�♦�0��
uu;;;;;;findloo lt,
pv�i ,��11�1►
°p1

PROPOSED WATER SERVICE
APPLY TO THE DIRECTOR OF PUBLIC WORKS, Cl OF BEAUMONT FOR AN FORGE p 15 /NCH AND SMALLER AND 3/4 /NCH CRUSH ROCK FOR PVC PIPE LARGER THAN 15 F�

o�``��, s��I�rrrrrrrr��►►��Ilmuuumwu�

SIDEWALKS AND ORNEWAYS APPROACHES WILL
♦ s�
ENCROACHMENT PERMIT FOR ALL WORK PERFORMED WITHIN PUBLIC PROP ,n►►►►nnl.zazs�N`►p0� ��'° _ -
e�:re
r d".47
`.��'.�'►` ��%��
hyG•��e�l�/O�� ♦ ♦ ��
PA —3
R �►
INCHES DIAMETER. E ♦
RIGHT—OF—WAY. - \ SEW O� ==
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rn,,►�rDr�,
iiiibli�� : ,
. -� J =
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jj►I ?
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- -�
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iiii ��° ��►��s, �� Ilnui:
�00
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�� TTM
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' 30891 �
'
241 EDUS (E�
30 AC P-2367.1
— 4.

BE POURED CONSTRUCTED ONLY AFTER
PAD ELEVATION /�G
DRIVEWAY LOCATIONS ARE DETERMINED.
� i�ir
THE RESPONSIBILITY OF THE CONTRACTOR TO INSTALL AND '9 il►►►,�

13. TRENCHING AND EXCAVATION PER 29 CFR 1926.651AN0 1926.652 OR COMPARABLE 2. SHALL - :�1111111I:1�:
ma
�:

COMMN ,
�� Oiuu iT'
►I► 1p11►r►
' ►��
% X1111°O �
1 wnunuuw►
I>
%IIIIIIIIIIII��►►►►►��
00 ED(503) B• w. PROPOSED BACKFLOW PREVENTER
M INTAIN LL CONSTRUCTION, DE ATODPROVIDEIG SIGNS l
OSHA APPROVED STATE PLAN REQUIREMENTS. HE 9
�, ur
Wu��ull
PROJECT LIMITS AND SURROUNDINGS AND S FE PASSAGE �� 4b6 5� EDU--s f

OAK VALLEY PARKWA
' ABBREVIATIONS

FOR THE TRAVELING PUBLIC AND WORKERS UNTIL THE FINAL COMPLETION AND -V VNKSMAN OR.
"WYE"

AV/AR AIR VACUUM & AIR RELEASE
FEET (FROM FINISH SURFACE TO THE TOP OF THE PIPE) HIGHER CLASS OF BEDDING OR ;` TR. 1 30748 (CFO), PER F 1,416 EDU SS SEWER LATERAL CALLOUT 10+35.22 AP ANGLE POINT 'Qp=1.26
STRONGER PIPE OR BOTH CAN BE USED, OTHERWISE PROVIDE A SOILS REPORT/ 3. CONSTRUCTION PROJECTS THAT DISTURB MORE THAN ONE ACRE MUST OBTAIN A FILE #1015—A W to. cfs* NATIONAL POLLUTANTS DISCHARGE ELIMINATION SYSTEM PERMIT. ESIGN DAILY DRY WEATHER PEAK FLOW BASED ON CITY OF BEAUMONT s BO BLOW OFF SUPPORTING CALCULATIONS TO SUBSTANTIATE THE USE OF PVC SOR 35 SEWER PIPE. (NPDES) (,)''' DESIGN CRITERIA FOR WASTEWATER FLOWS
OWNER/DEVELOPERS ARE REQUIRED TO FILE A NOTICE OF INTENT (NO1) WITH EXIST. UPPER OAK VALLEY w o

THE STATE WATER RESOURCES CONTROL BOARD (SWRCB) AND COMPLY WITH T
;
LIFT STA. PER, FILE #1373 N* EMWD EASTERN MUNICIPAL WATER DISTRICT N PA 14 ORIGINALLY PLANNED FOR 175 DU'S CONSTRUCTION NOTE REFERENCE

15. MAX VELOCITY OF THE SEWER MAIN SHALL NOT EXCEED 10FT/SEC DESIGN FLOW AND ALL REQUIREMENTS OF THE BEAUMONT DRAINAGE MANAGEMENT PLAN.

MINIMUM ACCEPTED VELOCITY SHALL BE 2FT/SEC DESIGN FLOW (MAX DEPTHS: 1/2 FULL SEE SHEET NO. 2
Sao FG FINISH GRADE
a APPLICANT/SUBDIVIDER FS FINISH SURFACE
FOR 12" DIAMETER AND SMALLER AND X3/4 FULL FOR 15" AND LARGER DIAMETER). 4. TRANSPORTATIONALL WORK LDEPARTMENT (RCTD) ROAD CONFORM TO THE T IMPROVEMENT STANDARDS AND EDITION OF COUNTY OF

FOR INDEX MAP

AS BU MERITAGE HOMES OF CALIFORNIA /NV INVERT OF PIPE
C.D.F CONTROL DENSITY FILL
MAXIMUM SLOPES ARE AS FOLLOWS: 8 •0.1200, 10"-0.085, 12"-0.0660, 15"-0.0500, SPECIFICATIONS, COUNTY ORDINANCE 461 AND SUBSEQUENT AMENDMENTS.

PRELIMINARY SEWER KEY MAP 5 PETERS CANYON SUITE 310
18"-0.3700, 21".0.0300, 24'0.0250. MINIMUM SLOPES ARE AS FOLLOWS: LATERALS: 4 IRVINE, CA 92606 C/L OR CL CENTERLINE & 6 INCHES- 0.020, MAIN LINES 8"-0.0040, 10 "-0.0032, 12 "-0.0024, 15"-0.0016, 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CLEARING OF THE 18"-0.0014, 21 "-0012, 24"- 0.0010. PROPOSED WORK AREA AND RELOCATION COST OF ALL EXISTING UTILITIES.

HOURS PRIOR TO I BEGINNING OF CONSTRUCM CITY OF TION AT (95TION �)L769E j8�0.T 48

ONACCOFDLATERALS

16. PERMITTEE MUST VERTICAL AND
OR

HORIZONTALSHALL WE MAN FROM WATER OR
" \
CONSTRUCTION NOTES AND ESTIMATED QUANTITIES PHASE 1 PHASE 2 (949) 299-3848 OFFICE ,R/,y RIGHT-OF-WAY
(310) 266-8715 MOBILE LAT LATERAL
CONTACT: EFREM JOELSON STA STATION
RECYCLE WATER BERN SWR 6. ALL EXISTING SURVEY MONUMENTS SHALL BE PROTECTED IN PLACE OR

RELOCATED

U CD/ N COMPLETION PROFESSIONAL LAND SURVEYOR PRIOR TO
CD INSTALL 8" PVC (SDR-35) SEWER MAIN. 2,529 LF A602 LF 2 n 7 EA
INSTALL PRECAST 4' CONCRETE MANHOLE PER EMWD STD. SB-53 13 EA

PRIVATE ENGINEERS NOTICE TO CONTRACTORS)

PROP PROPOSED

L LENGTH
N. T.S. NOT TO SCALE

17. WHEN SEWER LINE CROSS OTHER UTILITIES, STORM DRAINS, OR OTHER OBSTRUCTIONS,

THE OUTSIDE PIPE ELEVATIONS SHOULD BE SHOWN TO INDICATE THE AVAILABLE CLEARANCES. 7. TRENCHING FOR UTILITIES AND STRUCTURES IS NOT ALLOWED UNTIL SOIL

COMPACTION REPORT IS SUBMITTED TO AND APPROVED BY THE PUBLIC WORKS DEPARTMENT PRELIMINARY OR FINAL SOIL REPORT P.N. 1-0160, DATED

18. MANHOLES OF DEPTH MORE THAN 5 FEET FROM FINISH STREET GRADE TO SEWER PIPE 1/12/2016 PREPARED BY ALTA CALIFORNIA GEOTECHMCAL INC. SHALL BE 2 SHELF SHALL BE A MINIMUM 60" IN DIAMETER AND SHALL BE CONSTRUCTED PER EMWD AVAILABLE UPON REQUEST.

STD. SB-53.
/7E \
„
0 INSTALL 8 PLUG 6 EA /3A 4 EA 1.
/�
® INSTALL 4 " PVC SEWER LATERAL PER EMWD STD. SB-177 - / 8A 8 54 5 INSTALL 4 BACKFLOW PREVENTION DEVICE AMERICAN , NH53-A OR EQUAL - EA 6 EA FOUNDARYS 2.
© INSTALL PRECAST 5' CONCRETE MANHOLE PER EMWD STD. SB-53 - EA 5 3 5 EA ELEV./EL. ELEVATION
IS REQUIRED TO TAKE ALL PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN, MIN. MINIMUM

AND ANY OTHER LINES OR STRUCTURES NOT SHOWN ON THESE PLANS, AND IS REQUIRED FOR THE PROTECTION OF, AND ANY DAMAGE TO THESE LINES OR STRUCTURES. MAX. MAXIMUM TYP. TYPICAL

IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO NOTIFY THE OWNER OF ALL UTILIT/ES BOP BOTTOM OF PIPE

OR STRUCTURES CONCERNED BEFORE STARTING WORK

8. ALL UNDERGROUND FACILITIES WITH LATERALS, SHALL BE IN PLACE PRIOR TO PAVING THE STREET, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING;SEWER,

19. MANHOLES OF DEPTH MORE THAN 12 FEET FROM FINISH STREET GRADE TO SEWER PIPE WATER, GAS, ELECTRIC STORM DRAINS AND COMMUNICATION LINES.

SHELF SHALL BE LINED WITH APPROVED CITY'S PVC LINER. THE BASE AND ALL REMAINING EXPOSED CONCRETE SHALL BE COATED WITH AN APPROVED POLYURETHANE 9. ALL MANHOLES, SURVEY MARKERS AND VALVES SHALL BE ADJUSTED TO GRADE © INSTALL 2-8" PVC ANSI/AWWA (C-900, CL. 235) SEWER FORCE MAINS 2,779 LF 3,514 LF 3 @ INSTALL 12" PVC (SDR-35) SEWER MAIN 85 LF 625 LF

TOP TOP OF PIPE
QUANTITIES SHOWN HEREON ARE PROVIDED FOR BIDDING PURPOSES ONLY. CONTRACTOR RCTD RIVERSIDE COUNTY TRANSPORTATION DEPT.

CONSTRUCTIONSHALL BE FOR VERIFYING ALL QUANTITIES PRIOR TO BIDDING FOR GENERAL FORCE MAIN PIPE NOTES:

COATING. THE LINING AND COATING SHALL BE FREE FROM DEFECTS, HOLES OR SURFACE BY THE CONTRACTOR AFTER COMPLETION OF THE OVERLAY.

IRREGULARITIES.

10. ASFOURALTICTEEN EMULSION (FOG SEAL) SHALL OFBE THEAPASPHALT P NOT LESS THAN

20. MANHOLE SPACING - THE MAXIMUM DISTANCE BETWEEN MANHOLES FOR PIPE 15 INCHES FOURTEEN DAYS FOLLOWING PLACEMENT SURFACING. SEAL AN PAINT BINDER SHALL BE APPLIED AT A RATE OF 0.05 AND 0.03 GALLON PER IN DIAMETER OR SMALLER IS 400 FEET, FOR 18 INCH DIAMETER AND OVER IS 500 FEET SQUARE YARD RESPECTIVELY. ASPHALTIC EMULSION SHALL CONFORM TO MANHOLES ARE REQUIRED AT THE BEGINNING AND END OF THE CURVES. FOR RADIUS SECTION/ 37, /39, AND /94 OF THE STATE STANDARD SPECIFICATION.

LESS THAN 500 FEET, THE MAXIMUM MANHOLE SPACING IS 200 FEET.

11. DURING PAVING OPERATION, TRAFFIC CONTROL SHALL BE PERFORMED AS REQUIRED BY THE CITY ENGINEER.
® INSTALL 12" CAP 0 EA 4 EA
g INSTALL REINFORCED PRECAST SHALLOW MANHOLE W/ CAST IRON 3 EA 0 EA MANHOLE COVER PER E. M. W.D. STD. DWG. SB-30
��
INSTALL 2 A.R.I FLOW CONTROL ACCESSORIES D-025 COMBINATION AIR VALVE 1 EA 2 EA MODEL DN50 OR APPROVED EQUAL W METAL ENCLOSURE PER EMWD STD B-367 (MODIFIED: CONNECT BOTH FORCE MAINS TO ONE COMBINATION AIR VALVE) © INSTALL NEOPDXY MANHOLE LINER (NPR -5300 SERIES) PER MANUF. RECOMMENDATIONS - EA 1 EA THE PRIVATE ENGINEER SIGNING THESE PLANS IS RESPONSIBLE FOR ASSURING THE 1. BEDDING AND BACKFILL PER PLAN AND PROFILE AND PER EMWD ACCURACY AND ACCEPTABILITY OF THE DESIGN HEREON IN THE EVENT OF DISCREPANCIES STD. DRAWING NO. SB-157, SB-158, SB-159 ARISING AFTER CITY APPROVAL OR DURING CONSTRUCTION, THE PRIVATE ENGINEER SHALL 2. EXTERIOR BITUMINOUS COATING PER AWWA C110 FOR FITTINGS

BE RESPONSIBLE FOR DETERMINING AN ACCEPTABLE SOLUTION AND REVISING THE PLANS

3. STANDARD RESTRAINT AT TEE AND BENDS PER EMWD STD. DWG. B-663 FOR APPROVAL BY THE CITY.

4. LOCATOR WIRE PER EMWD STD DRAWING B-656

5. INSTALLATION OF PVC PIPE PER AWWA M23
DECLARATION OF ENGINEER OF RECORD: 6. BURIED JOINTS SHALL BE RESTRAINED PUSH -ON JOINTS.

21. MAINLINE AND LATERAL CLEANOUTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH EMWD STD. SB-52. CLEANOUT PIPE MUST BE THE SAME DIAMETER AND MATERIAL AS MAIN SEWER LINE. CLEANOUT SHALL BE PLACED ON EACH LATERAL INSIDE OF THE PROPERTY 12. DEVELOPER SHALL BE FULLY RESPONSIBLE IN ASSURING THAT PROPOSED

LINE AND SHALL BE COORDINATED AND APPROVED BY BUILDING AND SAFETY IMPROVEMENTS CONFORM TO THE APPROVED PLAN, SPECIFICATIONS AND THE

CITY OF BEAUMONT STANDARDS, WHERE DEVIATION EXISTS, DEVELOPER SHALL DEPARTMENT PROPOSED CORRECTIVE MEASURES FOR REVIEW AND APPROVAL BY THE CITY. @ CONST. 6" P.C.C. CONCRETE PAD W/,f5 BARS AT 12" 0.C. EACH WAY. - SF 220 SF INSTALL LATERAL CLEANOUTS PER EMWD STD. SB-52 - EA 5 8 EA © INSTALL 12" EXTRA STRENGTH VCP SEWER (C-700) - LF 58 LF

7. RESTRAINING OF JOINTS SHALL BE UNI FLANGE SERIES 1300 I HEREBY DECLARE THAT IN MY PROFESSIONAL OPINION, THE DESIGN OF THE OR 1350 OR APPROVED EQUIVALENT

IMPROVEMENTS AS SHOWN ON THESE PLANS COMPLIES WITH THE CURRENT

8. FORCE MAIN PIPING MUST BE TESTED IN ACCORDANCE WITH EMWD PROFESSIONAL ENGINEERING STANDARDS AND PRACTICES. AS THE ENGINEER IN STANDARDS AND SPECIFICATIONS.

RESPONSIBLE CHARGE OF THE DESIGN OF THESE IMPROVEMENTS, I ACCEPT FULL RESPONSIBILITY FOR SUCH DESIGN. / UNDERSTAND AND ACKNOWLEDGE THAT THE ® INSTALL 8" EXTRA STRENGTH VCP SEWER (C-700) - LF A 132 LF

22. TESTING PIPELINES PER LATEST EDITION GREEN BOOK, SECTION 306-1.4. 13. THE CONTRACTOR SHALL BEAR ALL COST FOR THE CORRECTION OR REMOVAL AND REPLACEMENT OF DEFECTIVE WORK, AND ALL ADDITIONAL DIRECT OR @ CONSTRUCT CONCRETE DRIVEWAY APPROACH PER RIVERSIDE COUNTY STANDARD NO. 207 - EA. 1 EA.

PLAN CHECK OF THESE PLANS BY THE CITY OF BEAUMONT IS A REVIEW FOR THE

LIMITED PURPOSE OF ENSURING THAT THESE PLANS COMPLY WITH THE CITY FORCE MA/N DESIGN PRESSURE:

23. IN NO CASE SHALL THE SEWER SYSTEM BE ENTERED UNTIL ALL TESTING, CLEANING AND INDIRECT COSTS THE CITY MAY INCUR ON ACCOUNT OF DEFECTIVE WORK, INCLUDING THE COSTS OF ADDITIONAL ADMINISTRATIVE, PROFESSIONAL, @ CONSTRUCT 0.25' A.C. OVER 4" MIN CL II ASPHALT BASE - SF 1,365 SF PROCEDURES AND OTHER APPLICABLE CODES AND ORDINANCES. THE PLAN REVIEW

PROCESS IS NOT A DETERMINATION OF THE TECHNICAL ADEQUACY OF THE DESIGN TOTAL DYNAMIC HEAD (TDH) = 108.05 FT
FINAL INSPECTION IS COMPLETED. NO FLUSHING WATER OR DEBRIS SHALL BE ALLOWED CONSULTANT, INSPECTION, TESTING AND OTHER SERVICES.

OF THE IMPROVEMENTS. SUCH PLAN CHECK DOES NOT THEREFORE RELIEVE ME OF TO ENTER THE EXISTING SYSTEM.
© INSTALL CONCRETE LIGHTING PER S.P.P. W. C STD. 433-0 AND 434-0 OR APPROVED EQUAL. - EA. 1 EA.

MY DESIGN RESPONSIBILITY

14. THE CITY RESERVE THE RIGHTS TO REQUIRED REVISION OF THE APPROVED CONST. 12 " P.C.C.CONCRETE PAD W 5 BARS AT 12 " 0. C. EACH WAY. - SF 180 SF ® /#
INDEX OF SHEETS:

THE PRIVATE ENGINEER SIGNING THESE

PLANS IS RESPONSIBLE FOR ASSURING THE

ACCURACY AND ACCEPTABILITY OF THE
DESIGN HEREON. IN THE EVENT OF

DISCREPANCIES ARISING AFTER CITY

PLANS TO CONFORM WITH CURRENT STANDARDS AND TO POST A NEW BOND IF

HAS NOT COMMENCED WITHIN TWO YEARS AFTER PLANTS WERE
APPROVED.

AS THE ENGINEER OF RECORD, / AGREE TO DEFEND AND INDEMNIFY THE CITY OF

ASBETHENT, ITS OFFICERS, ITS AGENTS, AND ITS EMPLOYEES FROM ANY AND ALL

LIABILITY, CLAIMS, DAMAGES, OR INJURIES TO ANY PERSON OR PROPERTY ARISING

FROM NEGLIGENT ACTS, ERRORS OR OMISSIONS OF THE ENGINEER OF RECORD, HIS SHEET 1 - TITLE SHEET, VICINITY MAP, LEGEND, GENERAL NOTES,

QUANTITIES, & INDEX
SHEET 2 - INDEX MAP AND TYPICAL SECTIONS

APPROVAL OR DURING CONSTRUCTION, THE
EXISTING MANHOLE: © INSTALL 8" PLUG VALVE 2 EA - EA. EMPLOYEES, HIS AGENTS OR HIS CONSUL SHEET 3 - SORENSTAM TAM DRIVE - STA. 24+51.97 TO STA. 34+00.00

PRIVATE ENGINEER SHALL BE RESPONSIBLE

FOR DETERMINING AN ACCEPTABLE SOLUTION

AND REVISING THE PLANS FOR APPROVAL BY
THE CITY.

AS NOTED PER PLANS, MANHOLES SHALL BE COATED IN THE INTERIOR (SHAFT, CHANNEL, AND SHELVES) WITH 1009 SOLID EPDXY POLYMER, SAUREISEN SEWER GUARD GLAZE NO. 210GL. OR APPROVED EQUAL. SURFACE PREPARATION INCLUDING SEUREISEN UNDERLAYMENT NO. F-120 OR NO. 209 FILLER COMPOUND, ABRASIVE BLASTING, MIXING, APPLICATION, AND CURING SHALL BE AS RECOMMENDED BY MANUFACTURER. MINIMUM THICKNESS SHALL BE 20 MILS. ® INSTALL CONTROLLED DENSITY FILL PER EMWD DETAILED PROVISIONS SECTION 02252 SPECIFICATIONS 12 C. Y. 6 C. Y. © INSTALL 36" STEEL CASING PER DETAIL ON SHEET 3 5 LF - LF ® INSTALL SAUEREISEN COATING PER NOTE HEREON 6 EA EA.

I
05/09/22
SHEET 4 - SORENSTAM DRIVE - STA. 34+00.00 TO STA. 43+00.00 SHEET 5 - SORENSTAM DRIVE - STA. 43+00.00 TO STA. 55+50.00 SHEET 6 - SORENSTAM DRIVE - STA. 55+50.00 TO STA. 65+78.42 SHEET 7 - PR/CE STREET - STA. 12+91.57 TO STA. 24+00.00 PROPOSED MANHOLE: „A9
NOTE:

GEORGE ALAN LENFESTEY R.C.E. 45920 DATE
SHEET 8 - PRICE STREET - STA. 24+00.00 TO STA. 35+42.37

WORK CONTAINED WITHIN THESE PLANS SHALL

NOT COMMENCE UNTIL AN ENCROACHMENT
AS NOTED PER PLANS, MANHOLES SHALL BE COATED IN THE INTERIOR (SHAFT, CHANNEL, AND SHELVES) WITH 100% SOLID © INSTALL 6" BLOW OFF PER MODIFIED EMWD STD. B-357 W/PLUG VALVE PER DETAIL ON SHT. 10 1 EA - ' EXPIRATION DATE 12-31-2022 EPDXY POLYMER, SAUREISEN SEWER GUARD GLAZE NO. 210GL. OR APPROVED EQUAL. SURFACE PREPARATION INCLUDING SHEET 9 - TUKWET CANYON PARKWAY - STA. 28+06.11 TO STA. 38+50.00 SHEET 10 TUKWET CANYON PARKWAY STA. 38+50.00 TO STA. 47+33.08 SEUREISEN UNDERLAYMENT NO. F-120 OR NO. 209 FILLER MINIMUM THICKNESS SHALL BE 20 MILS. 1 2 - -

PERMIT AND/OR A GRADING PERMIT HAS
BEEN ISSUED.

SHEET 11 - LIFT STATION PLAN VIEW (FOR REFERENCE ONLY)
BENCHMARK:

DESCRIPTION. USGS MONUMENT "REST"

BENCHMARK DISK SET IN TOP OF
CONCRETE MONUMENT STAMPED "REST
1972" ON DESERT LAWN DRIVE ACROSS

THE DRIVE FROM DESERT LAWN
CEMETERY 25.3 FT N.E. OF THE DRIVE
CENTERLINE 24.9 FT. S.W OF THE S.W.

EDGE OF THE SOUTH EASTBOUND LANES
OF INTERSTATE HIGHWAY 10
ELEV. 2491.44, NGl/D 29
PEC
/,�
i
SEWER AND FORCE MAIN REDESIGN ON SHEETS 3-9, ADDED TEMPORARY LIFT LIFT STA/7ON PHASING ON SHEET 6 h UPDATED QUAN717/ES PER PHASE.

SEAL
DESIGN BY:

PEC
Reviewed B Date:

By:

CITY OF BEAUM0NT, CALIFORNIA
SHEET
1 OF I I SHEETS

PROACTIVE ENGINEERING
CONSULTANTS WEST,INC.
25109 JEFFERSON AVE. SUITE 200
A 92562

M R R E T A, CA
951-200-6840
Df3

UNDERGROUND
:
•
♦
A
=�
►

SERVICE
ALERT
D
DIAL
AT
OF

TOLL FREE
8-1-1

LEAST TWO DAYS

BEFORE YOU DIG

SOUTHERN CALIFORNIA
BASIS O F BEARINGS:

DESCRIPTION:

THE BASIS OF COORDINATES FOR

THIS MAP IS THE CALIFORNIA STATE
PLANE COORDINATE SYSTEM, 1983,

BASED LOCALLY ON
ZONE 6, 24-25
CONTROL STATIONS "REST" AND
"RABBIT".
„
BEARING: N 27°39 52 E
PEC
/2\
REPLACED RCTD SEWER SIDS. WITH EMWD SEWER SIDS. ON
SHEETS 10 & ADDED DROP MANHOLE DETAIL ON SHEET 8
/�
w
`P�

ROFESS/
P� A N L F y F
��
or
FJ
W m
�, No. 45920
Exp. 12/31/22
civi_ .P
m
r --T

INFRASTRUCTURE SEWER IMPROVEMENT PLANS
TRACT N 0. 31462

TITLE SHEET - VICINITY MAP - GENERAL NOTES

LEGEND - CONSTRUCTION NOTES -

QUANTITIES

SEWER AND FORCE MAIN IMPROVEMENT PLANS
DRAWN BY:

PEC
Staff Engineer
Recommended for Approval By: Date:

PEC
LOWERED SEWER FROM 24747 TO FT STATION
CHECKED BY:

PEC
PEC
LOWERED SEWER FROM 24+67 TO 25+10

PROACTIVE

ENGINEERING WEST
Approved By: Dateo6/03/2022
T,no,7<-

PEC
Q

ADDED
ER LINE3�5...13 OE347' 7�TO L/FTSTA110N
6/22
SCALE:

AS NOTED
/
,
05/09/22
DRAWING NAME:

DATE:
05/09/22
BY
MARK

DESCRIPTION
APPR.

DATE
City of Beaumont, Public Works Department
Engineering Division
g g
FOF CA��F�
FILE NO.:
3095E

ENGINEER

REVI S I ONS
CITY
JOB NUMBER:
0 06.0022.000

GEORGE ALAN LENFESTEY DATE
R.C.E. 45920 EXP. 12-31-2022
FOR: MERITAGE HOMES OF CALIFORNIA

Page 539 of 1376 ends

DWG: N:\06.002.000\Drawings\Sewer Improvements\FC Phase 4\31462—SWR INF PLANS\Delta-5 INF Sewer Plans\31462—INF—SHT 01_Delta-5.dwg By: mikehanna
-o
0 0

FUTURE
ELY
R/W
PROPOSED 2-8"

SEWER FORCE MAINS
PROPOSED 8"

SEWER MAIN

TUKWET CANYON SEWER
LIFT STATION SEE SHEET 11
FOR IMPROVEMENTS 3
FALDO
STREET
M.H.
#1

EXISTING
MGCTC
25'* 25'*
12" WATER 1
ZONE: 2520

STORM DRAIN
PROPOSED 8" OR 12" SEWER

PER PLAN
M.H.
#2
FUTURE
W'L Y
R/W
M.H.
#4
51 CD
50 B.W.
49 48
47 'ROP'SE
\ \ 3E'ER
'\ 45
44 5 %
\
2-8" FORCE MAINS
(STA. 26+06.41 TO 30+26.13)

SORENSTAM DRIVE SECTION
FUTURE
S'LY
R/W
STA. 24+67.27 TO 26+06.41 (NO 2-8" FORCE MAINS)
STA. 26+06.41 TO 30+26.13
NTS
NOTE *LENGTH VARIES BETWEEN 29+36.96 TO 30+26.13
SECTION TRANSITIONS FROM 50' TO 66'
66'*
FUTURE
N'LY
R/W
33'*
33,*
L 11'
2%
22'*
22 22'*
r 11'*
6'*
0 12" WATER 1
ZONE 2520

STORM DRAIN

2. FUTURE
SLY
R/W
FUTURE
N'LY
R/W
12" RECYCLED

1.8' WATER
-1.-1 (STA. 44+93.53 TO 55+96.65)
2-8" FORCE MAINS
k _
\ \
43 Q N
" 44
45 p
4 \
49 ' \
5, \\\\
39 52 \ \

EXISTING
MGCTC
66'
sai Mk
M.H.

PROPOSED 8"

SEWER MAIN
PA 2/B
PARK
M.H.
7 EXISTING
MGCTC
PROPOSED 2-8"

SEWER FORCE MAINS
n,.
'Vs>.

PROPOSED 12"

SEWER MAIN
PROPOSED 2-8"

SEWER FORCE MAINS
ARKWAY
-
-NP
- O
GA77
WET
/
//,//
i
// // EXISTING
//,
////
' MGCTC
//
////
%� S
33'
L 11' 22'
2%
T _
33'
22'
6' 5'
29'
12" WATER 1
ZONE 2520
11J
.
••.
.�
',A...
-".--
200'

PROPOSED GOLF

CART TUNNEL
200' 400'
PROPOSED 2-8"

SEWER FORCE MAINS
n
V
5)
#$s
\ •
*m9'
#9
600'
SCALE: 1"=200'
12" RECYCLED

1.8' ' WATER
iI I I' (STA. 38+87.16 TO 42+03.56)
2-8" FORCE MAINS

SORENSTAM DRIVE SECTION SORENSTAM DRIVE SECTION
STA. 30+26.13
STA. 44+93.53
TO 33+67.25 (NO 12" RECYCLED WATER)
TO 55+96.65
NTS
NOTE. *LENGTH VARIES BETWEEN 30+26.13 TO 31+00.00
SECTION TRANSITIONS FROM 50' TO 66'
STA. 33+67.25 TO 38+87.16 (NO 12" RECYCLED WATER)
STA. 38+87.16 TO 42+03.56
NTS

FUTURE'
SLY
R/W
k _
.

INDEX MAP
66'
FUTURE
N'LY
R/W
33'
22'
7' 9' 6'
T _
33'
22'
VARIES VARIES 6'
2%
290
12" WATER 1
ZONE 2520

STORM DRAIN
PROPOSED 8" OR 12" SEWER

PER PLAN
5'
2%

EXISTING
MGCTC
O
/I
/1
/1
M.H.
#21
M.H.
#19
M.H.
#20
P
FUTURE
ELY
R/W
76'
FUTURE
W'LY
R/W
38'
10'
2%
21'
4 T
7' I 7' 21'
6 __-M.H. INFRASTRUCTURE 24" / /
// , #18 WATER ZONE: 2520
///' 'A -25 18" WATER PROPOSED 8"
PROPOSED // / // ZONE. 2650 SEWER
GOLF CART TUNNEL // / // 16" RECLAIMED
4 // �// WATER -
0C34 * TYPICAL SECTION TUKWET CANYON PARKWAY
2Z
38'
10'
10'
2%
22'
STORM
DRAIN
2%
/
/
M.H.
#16
M.H.
#15
#mi # I M.H.1
PROPOSED 2-8"
11 SEWER FORCE MAINS
,z--1 2" WA ER LED
-."-I I I--- (STA. 42+03.56 TO 44+93.53)
0 (STA. 55+96.65 TO 60+82.83)
2-8" FORCE MAINS

SORENSTAM DRIVE SECTION
STA. 42+03.56 TO 44+93.53
STA. 55+96.65 TO 60+82.83
STA. 60+82.83 TO 61+66.52 (NO 12" RECYCLED WATER)
NTS
M.H.
#17
PROPOSED 8"

SEWER MAIN

EXISTING
MGCTC
PROPOSED 2-8"

SEWER FORCE MAINS
PROPOSED 8" SI-IFFT 7

SEWER MAIN
PROPOSED 8"

SEWER MAIN
FUTURE
W'L Y
R/W
t _

PR/CE STREET
FUTURE 50' UTILITY EASEMENT
PER PARCEL MAP 36732
60'
PROPOSED 2-8"

SEWER FORCE MAINS
FUTURE
ELY
R/W
30'
12" WATER 1
ZONE: 2520
PROPOSED 8" SEWER
30'
2-8" FORCE MAINS

SORENSTAM DRIVE SECTION
STA. 61+66.52 TO 64+14.06
NTS
# •
0 NTS
SHEET 8

PRICE STREET
PROP. GOLF CART TUNNEI.

FUTURE
S'LY
R/W
r _
PROP. M.H. #22
EXISTING 15" SEWER
TRACT NO. 30748
FILE NO. 1015
50'
FUTURE
N'LY
R/W
25'
12" WATER
ZONE 2520
FUTURE UTILITY EASEMENT PER 36762
18'
36" SD

7.5' MIN. UNLESS
25'

OTHERWISE SPECIFIED
18'

PROPOSED
2-8" FORCE MAINS
1' SEPARATION

TYPICAL SECTION PRICE STREET
FUTURE
WLY
R/W
NTS
60'
FUTURE
ELY
R/W
30'
30'
2%
20'
.01
2%
20'
13'
12" WATER 2
ZONE 2520

VARIES VARIES I
PROPOSED 8" SEWER
VARIES

STORM DRAIN
2-8" FORCE MAINS

SORENSTAM DRIVE SECTION
STA. 64+14.06 TO 65+73.26
NTS

DIAL TOLL FREE
8-1-1

AT LEAST MO DAYS

BEFORE YOU DIG
BASIS OF BEARINGS:

DESCRIPTION:

THE BASIS OF COORDINATES FOR

THIS MAP IS THE CALIFORNIA STATE
PLANE COORDINATE SYSTEM, 1983,
ZONE 6, BASED LOCALLY ON
CONTROL STATIONS "REST" AND
"RABBIT".

BENCHMARK:

DESCRIPTION: USGS MONUMENT "REST"

BENCHMARK DISK SET IN TOP OF
CONCRETE MONUMENT STAMPED "REST
1972" ON DESERT LAWN DRIVE ACROSS

THE DRIVE FROM DESERT LAWN
CEMETERY 25.3 FT N.E. OF THE DRIVE
CENTERLINE 24.9 FT. S.W. OF THE S.W.

EDGE OF THE SOUTH EASTBOUND LANES
OF INTERSTATE HIGHWAY 10
PEC
STREET REDESIGN FROM STATION 32+50.00 TO 54+00.00
& FORCE MAIN REDESIGN,. ADDED PHASE LINE
PEC
ADDED MH /23 WITH SEWER STUB TO TRACT 31462-16
PEC
LOWERED SEWER FROM 24+67 TO 25+10
PEC
EX7ENOE0 OVER LINE 307,26.13 TO 347,17.00
6/22

PROACTIVE
BY
MARK

DESCRIPTION
APPR.

DATE

PROACTIVE ENGINEERING
CONSULTANTS WEST, INC.
25109 JEFFERSON AVE. SUITE 200
MURRIETA, CA 92562
951-200-6840

GEORGE ALAN LENFESTEY
R.C.E. 45920 EXP. 12-31-2022
DATE
SEAL
DESIGN BY:

PEC
DRAWN BY:

PEC
CHECKED BY:

PEC
SCALE:

AS NOTED
DATE:
05/09/22
Reviewed By: Date:

Staff Engineer
Recommended for Acoroyal By: Date:

Approved By:

JOB NUMBER:

06.002.000
CITY OF BEAUM0NT, CALIFORNIA
City of Beaumont, Public Works Department
Engineering Division

INFRASTRUCTURE SEWER IMPROVEMENT PLANS
TRACT NO. 31462

INDEX MAP AND TYPICAL SECTIONS
SEWER AND FORCE MAIN IMP. PLANS
SHEET
2 OF 1 1 SHEETS
DRAWING NAME:

FOR:

MERITAGE HOMES OF CALIFORNIA
FILE NO.:

DWG: N:\06.002.000\Drawings\Sewer Improvements\FC Phase 4\31462—SWR INF PLANS\Delta-5 INF Sewer Plans\31462—INF—SHT 02_Delta-5.dwg By: mikehanna
May 09, 2022 - 11:30am

UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA
ELEV. 2491.44, NGVD 29

ENGINEER

REVISIO N S
CITY
3095E

Page 540 of 1376 ends

Beaumont City CouncilJanuary 20, 2026

Beaumont City Council
January 20, 2026