Agenda packet — Milpitas City Council, August 9, 2022 (part 6 of 7)

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020 05:10 7.00 20:45 9.19 8.44 03:55 0.28 10:55 0.50 0.43 03:55 0.133 10:55 0.351 0.277 0.277 02/26/2020 04:15 6.90 08:30 9.34 8.33 05:15 0.27 08:50 0.48 0.43 05:15 0.127 08:30 0.348 0.268 0.268 02/27/2020 04:10 7.06 12:30 9.10 8.41 04:05 0.29 07:50 0.50 0.43 04:05 0.139 07:50 0.336 0.276 0.276 02/28/2020 04:05 7.00 11:00 9.33 8.41 04:55 0.29 12:25 0.50 0.43 04:55 0.140 11:00 0.350 0.276 0.276 02/29/2020 03:55 6.85 13:55 9.42 8.13 03:45 0.26 12:10 0.50 0.41 03:45 0.118 12:10 0.363 0.250 0.250 03/01/2020 05:30 6.79 12:55 8.88 7.97 03:10 0.25 20:40 0.51 0.41 03:15 0.116 14:25 0.328 0.239 0.239 03/02/2020 04:25 7.12 20:55 9.06 8.22 01:50 0.29 08:55 0.52 0.42 04:00 0.146 08:40 0.336 0.256 0.256 03/03/2020 04:40 7.14 20:20 9.01 8.18 04:40 0.33 07:55 0.52 0.41 04:40 0.160 07:55 0.353 0.247 0.247 03/04/2020 03:50 6.87 09:40 9.11 8.21 03:50 0.30 11:45 0.53 0.42 03:50 0.137 11:45 0.361 0.258 0.258 03/05/2020 03:35 6.84 20:45 9.08 8.16 04:30 0.29 09:40 0.48 0.41 04:30 0.133 20:45 0.331 0.251 0.251 03/06/2020 05:35 6.83 10:35 8.98 8.16 05:35 0.29 10:35 0.47 0.41 05:35 0.134 10:35 0.323 0.252 0.252 03/07/2020 05:15 6.78 11:05 9.25 8.19 04:55 0.28 20:40 0.52 0.40 04:55 0.126 20:40 0.348 0.248 0.248 03/08/2020 04:50 6.98 11:30 9.18 8.17 04:50 0.31 13:35 0.54 0.42 04:50 0.146 13:35 0.379 0.257 0.257 03/09/2020 03:30 6.86 10:25 9.21 8.25 01:40 0.27 10:20 0.53 0.41 02:40 0.130 10:20 0.383 0.257 0.257 Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

9.47 0.40

34.416

0.299

4.90 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 103
1400
Item # 16.

Site Commentary
Site Information
MIL_2300
Pipe Dimensions 10.25
Silt Level 0.00"
Overview
Site MIL_2300 functioned under normal conditions during the period Saturday, November 16, 2019 to Monday, March 9, 2020 . This site exhibited a small response to the wet weather events of November 26, 2019 - November 27, 2019 and December 7, 2019 - December 8, 2019. Review of the scattergraph shows that free flow conditions were recorded during the study period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observations
Average flow depth, velocity, and quantity data observed during Saturday, November 16, 2019 to Monday, March 9, 2020 , along with observed minimum and maximum data, are provided in the following table.

Observed Flow Conditions
Item Depth
(in)
Velocity
(ft/s)
Quantity
(MGD)
Average 1.65 1.40 0.056
Minimum 0.93 0.33 0.006
Maximum 2.44 2.89 0.177
Time of Minimum 1/13/2020 4:15 AM 2/27/2020 3:50 AM 1/13/2020 3:55 AM Time of Maximum 11/28/2019 12:45 PM 12/13/2019 11:10 AM 11/28/2019 12:50 PM Data Quality
Data uptime observed during the Saturday, November 16, 2019 to the Monday, March 9, 2020 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime
Depth (in) 100
Velocity (ft/s) 100
Quantity (MGD) 100
104
1401
Item # 16.

Latitude: 37.452734
Longitude: -121.909412
Site Sketch Profile View or Photo
Sensor Shot
22431
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA19-20
Wireless
Pipe Material
Antenna Location
Communication Information:

Manhole Pick / Vent Hole
No
PVC
Unbolted Normal
Good
Active Drop Connections Air Quality:

Communication Type
Normal
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Concrete Good
6'
Manhole Condition:

Upstream 0-5 FT Manhole
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single

0.25"
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:

0.00"
Peak Combo (CS4)
Pipe Size (HxW)
0''
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
3:03:34 AM 10.25" x 10.25"
Good flow shallow depth, moderate velocity
0 - 5 psi
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

1.13"
Velocity Sensor Offset (in)

1.2 Installation Information
Circular
Monitor Series
Monitor Location:

Doppler Standard Ring and Crank
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Tuesday, November 12, 2019
Access
Temporary

10.25" x 10.25"
Traffic
2300 Residential
Map
Installation Type:

Monitoring Location (Sensors):

MIL_2300
TRITON+
System Characteristics
Location Type
Pipe Shape In between lanes w/buses
Milpitas Temp Study 2019-20
Drive Medium
Site Access Details:

Site Address /Location:

Site Name
Washington Dr and Fontainbleu Avenue, Milpitas, CA
Flow Monitoring
Site Report
East Inlet
(Sensors location)
West Outlet
105
1402
Item # 16.
106
1403
Item # 16.
107
1404
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019 05:45 1.20 11:55 1.86 1.60 04:05 0.54 11:55 2.71 1.45 04:05 0.014 11:55 0.125 0.055 0.055 11/17/2019 05:25 1.27 20:00 2.02 1.61 05:25 0.65 20:00 2.83 1.47 05:25 0.017 20:00 0.146 0.057 0.057 11/18/2019 01:55 1.30 19:25 1.93 1.63 00:35 0.65 18:50 2.58 1.49 04:25 0.020 18:50 0.118 0.058 0.058 11/19/2019 03:05 1.22 11:15 2.33 1.74 23:50 0.54 07:50 2.59 1.40 02:25 0.015 11:20 0.143 0.061 0.061 11/20/2019 23:40 1.32 07:35 2.40 1.67 02:40 0.65 07:40 2.63 1.43 23:25 0.021 07:40 0.172 0.058 0.058 11/21/2019 04:15 0.99 14:00 2.04 1.43 03:40 0.36 14:10 2.66 1.37 03:40 0.008 14:00 0.133 0.045 0.045 11/22/2019 23:50 1.05 07:55 1.71 1.34 02:30 0.49 10:10 2.67 1.43 02:35 0.013 14:20 0.100 0.042 0.042 11/23/2019 00:15 1.04 13:40 2.05 1.46 03:20 0.54 12:25 2.82 1.48 03:15 0.012 12:25 0.115 0.050 0.050 11/24/2019 03:50 1.31 09:50 1.95 1.54 05:15 0.50 09:50 2.82 1.46 05:15 0.014 09:50 0.138 0.052 0.052 11/25/2019 02:40 1.24 11:15 1.88 1.56 03:15 0.46 11:25 2.76 1.45 03:15 0.012 11:25 0.127 0.053 0.053 11/26/2019 03:40 1.29 23:55 2.22 1.69 04:00 0.50 21:50 2.74 1.47 04:00 0.014 20:50 0.143 0.061 0.061 0.63 11/27/2019 03:30 1.43 22:05 2.09 1.78 03:55 0.45 22:05 2.67 1.53 03:55 0.015 22:05 0.144 0.067 0.067 0.77 11/28/2019 04:15 1.55 12:45 2.44 1.89 04:10 0.61 11:45 2.75 1.58 04:10 0.021 12:50 0.177 0.078 0.078 11/29/2019 18:05 1.43 08:55 2.08 1.66 05:20 0.56 10:25 2.44 1.43 05:20 0.019 10:25 0.118 0.057 0.057 0.05 11/30/2019 04:10 1.42 10:25 2.14 1.70 02:40 0.53 19:15 2.73 1.51 02:40 0.017 19:15 0.143 0.063 0.063 0.14 12/01/2019 03:40 1.47 14:30 2.07 1.77 05:05 0.41 12:10 2.70 1.58 05:05 0.014 14:30 0.144 0.070 0.070 0.06 12/02/2019 04:50 1.35 14:50 2.17 1.79 05:05 0.49 14:30 2.76 1.57 04:25 0.017 14:50 0.148 0.071 0.071 0.36 12/03/2019 04:35 1.45 09:55 2.18 1.84 03:20 0.58 08:05 2.73 1.59 03:20 0.020 08:05 0.147 0.074 0.074 12/04/2019 03:10 1.45 22:00 2.12 1.80 04:05 0.80 09:50 2.84 1.70 04:05 0.027 09:50 0.154 0.077 0.077 0.44 12/05/2019 23:55 1.51 09:40 2.01 1.78 04:30 0.61 07:30 2.80 1.58 04:30 0.027 07:30 0.136 0.069 0.069 12/06/2019 05:20 1.32 09:00 2.15 1.68 02:00 0.62 11:10 2.75 1.49 02:00 0.019 09:20 0.147 0.061 0.061 0.06 12/07/2019 03:30 1.37 20:15 2.04 1.72 04:20 0.50 17:45 2.84 1.66 04:50 0.015 19:45 0.138 0.070 0.070 0.84 12/08/2019 01:25 1.34 10:25 2.00 1.72 04:45 0.55 19:20 2.82 1.73 04:45 0.018 12:00 0.132 0.073 0.073 0.10 12/09/2019 04:05 1.28 07:40 2.04 1.75 04:10 0.58 07:15 2.84 1.66 04:10 0.016 07:20 0.147 0.072 0.072 12/10/2019 03:30 1.29 09:15 2.03 1.70 02:55 0.61 10:10 2.74 1.57 03:30 0.018 10:25 0.132 0.065 0.065 0.01 12/11/2019 03:05 1.35 08:30 2.08 1.71 00:55 0.47 21:00 2.78 1.58 00:55 0.015 08:30 0.135 0.066 0.066 0.00 12/12/2019 05:10 1.36 07:35 2.07 1.73 01:45 0.68 15:30 2.75 1.53 01:45 0.022 08:05 0.142 0.065 0.065 12/13/2019 02:50 1.29 11:20 2.12 1.69 05:05 0.57 11:10 2.89 1.48 03:05 0.017 11:10 0.157 0.061 0.061 12/14/2019 03:00 1.27 13:30 2.21 1.71 03:55 0.49 08:40 2.79 1.51 03:55 0.016 08:40 0.145 0.063 0.063 0.01 12/15/2019 05:35 1.35 09:20 2.12 1.68 07:25 0.65 18:45 2.73 1.53 03:20 0.020 11:05 0.141 0.063 0.063 12/16/2019 05:05 1.39 12:15 2.13 1.71 02:40 0.61 08:30 2.74 1.46 02:40 0.020 08:30 0.135 0.061 0.061 12/17/2019 02:55 1.37 09:15 2.16 1.72 02:50 0.59 07:35 2.72 1.38 02:50 0.018 07:35 0.139 0.058 0.058 12/18/2019 01:50 1.18 07:00 2.03 1.67 03:45 0.60 09:10 2.41 1.34 03:45 0.018 11:25 0.109 0.054 0.054 12/19/2019 02:55 1.41 08:50 2.01 1.69 03:05 0.63 11:30 2.39 1.34 03:05 0.020 21:25 0.112 0.054 0.054 12/20/2019 04:40 1.41 10:35 2.08 1.66 02:40 0.66 08:25 2.45 1.31 02:40 0.023 08:25 0.118 0.052 0.052 0.02 12/21/2019 05:35 1.42 09:35 1.97 1.62 05:05 0.69 09:35 2.51 1.39 05:05 0.022 09:35 0.125 0.053 0.053 12/22/2019 04:35 1.33 11:30 2.26 1.70 03:50 0.57 10:50 2.40 1.33 03:50 0.017 10:50 0.134 0.055 0.055 12/23/2019 02:40 1.39 20:30 2.00 1.70 23:35 0.66 22:45 2.70 1.37 02:30 0.022 22:45 0.128 0.056 0.056 12/24/2019 04:20 1.31 09:55 2.01 1.70 00:25 0.56 13:55 2.71 1.35 03:20 0.019 09:50 0.132 0.055 0.055 12/25/2019 06:40 1.36 20:40 2.06 1.74 23:55 0.56 11:50 2.75 1.44 05:45 0.019 09:45 0.139 0.062 0.062 12/26/2019 04:50 1.33 11:05 2.08 1.69 23:25 0.54 11:05 2.77 1.23 04:50 0.018 11:05 0.149 0.050 0.050 12/27/2019 04:20 1.32 21:15 2.07 1.70 00:15 0.55 11:40 2.59 1.33 00:15 0.019 09:10 0.133 0.055 0.055 12/28/2019 03:55 1.26 10:35 2.05 1.68 05:00 0.45 10:35 2.77 1.33 05:00 0.014 10:35 0.146 0.055 0.055 12/29/2019 05:45 1.38 13:45 1.97 1.67 17:35 0.54 10:35 2.65 1.30 05:50 0.017 08:25 0.122 0.052 0.052 12/30/2019 04:50 1.32 11:35 1.97 1.68 23:15 0.60 11:35 2.65 1.38 03:00 0.021 11:35 0.132 0.056 0.056 12/31/2019 03:05 1.33 22:00 1.88 1.64 15:40 0.63 16:20 2.80 1.34 03:15 0.019 17:30 0.124 0.052 0.052 Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_2300, Pipe Height: 10.25 in, Silt: 0.00 in
108
1405
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020 05:10 1.24 11:00 2.00 1.68 05:05 0.41 11:00 2.73 1.20 05:05 0.011 11:00 0.138 0.050 0.050 01/02/2020 05:05 1.47 09:10 1.96 1.71 02:25 0.48 08:35 2.69 1.21 03:20 0.018 09:05 0.130 0.050 0.050 01/03/2020 01:30 1.40 09:05 1.90 1.67 06:55 0.50 19:10 2.69 1.31 06:55 0.016 19:10 0.126 0.052 0.052 01/04/2020 04:10 1.40 10:10 1.96 1.67 03:25 0.47 09:50 2.83 1.39 03:25 0.016 11:30 0.135 0.056 0.056 01/05/2020 04:30 1.27 09:30 1.94 1.64 01:00 0.50 11:20 2.82 1.36 05:15 0.018 11:20 0.129 0.054 0.054 01/06/2020 03:15 1.29 12:00 2.02 1.71 04:05 0.40 09:50 2.78 1.41 04:05 0.012 09:50 0.134 0.059 0.059 01/07/2020 03:05 1.33 08:40 1.97 1.69 23:50 0.55 19:25 2.76 1.34 23:50 0.021 07:35 0.131 0.054 0.054 01/08/2020 02:45 1.32 08:00 1.94 1.65 14:25 0.51 21:30 2.79 1.32 02:30 0.017 11:10 0.131 0.052 0.052 01/09/2020 10:40 1.32 09:45 1.86 1.59 23:35 0.57 10:10 2.76 1.32 23:35 0.017 07:15 0.124 0.050 0.050 01/10/2020 04:35 1.12 20:20 1.75 1.53 01:00 0.58 09:30 2.71 1.30 04:30 0.015 08:20 0.107 0.046 0.046 01/11/2020 03:45 1.21 23:10 1.94 1.57 07:10 0.54 13:50 2.80 1.45 05:25 0.017 11:05 0.116 0.053 0.053 01/12/2020 23:50 1.14 19:50 2.02 1.64 01:05 0.47 10:40 2.86 1.52 01:05 0.014 19:10 0.144 0.061 0.061 01/13/2020 04:15 0.93 17:35 2.03 1.47 03:55 0.33 20:50 2.74 1.15 03:55 0.006 12:00 0.127 0.041 0.041 01/14/2020 04:35 1.26 21:00 1.87 1.59 06:35 0.47 20:25 2.84 1.22 03:20 0.015 21:00 0.129 0.046 0.046 01/15/2020 04:40 1.20 20:00 1.78 1.55 23:50 0.53 21:30 2.71 1.27 23:50 0.018 21:30 0.116 0.046 0.046 0.10 01/16/2020 23:45 1.34 12:50 1.93 1.62 00:45 0.49 19:50 2.77 1.50 00:45 0.016 07:25 0.131 0.059 0.059 0.66 01/17/2020 01:20 1.22 14:50 1.98 1.55 01:00 0.52 12:20 2.79 1.39 01:00 0.014 07:55 0.121 0.050 0.050 01/18/2020 22:45 1.33 10:25 1.86 1.55 01:10 0.50 10:15 2.79 1.39 01:10 0.017 10:25 0.124 0.050 0.050 01/19/2020 05:30 1.38 09:45 1.81 1.55 01:30 0.58 14:50 2.85 1.42 03:50 0.020 14:50 0.120 0.051 0.051 01/20/2020 23:55 1.35 19:15 1.97 1.57 01:10 0.61 18:10 2.86 1.40 01:10 0.020 18:50 0.135 0.052 0.052 01/21/2020 04:25 1.24 20:35 2.05 1.59 00:20 0.55 12:30 2.80 1.34 00:20 0.016 20:35 0.137 0.050 0.050 0.01 01/22/2020 00:35 1.34 17:45 1.89 1.65 01:10 0.51 13:25 2.71 1.30 00:55 0.018 17:45 0.125 0.051 0.051 0.09 01/23/2020 23:50 1.33 17:10 1.93 1.62 00:10 0.55 19:45 2.71 1.36 23:50 0.017 07:25 0.124 0.052 0.052 01/24/2020 12:10 1.19 10:55 2.05 1.57 00:10 0.68 13:05 2.68 1.35 00:10 0.017 22:20 0.114 0.049 0.049 01/25/2020 03:20 1.19 13:10 1.98 1.64 01:05 0.54 09:30 2.82 1.36 05:00 0.014 13:10 0.137 0.054 0.054 01/26/2020 18:30 1.13 21:55 1.88 1.62 04:50 0.52 11:10 2.83 1.45 04:50 0.014 11:10 0.130 0.056 0.056 0.16 01/27/2020 01:15 1.18 19:00 1.87 1.61 23:50 0.45 19:50 2.74 1.31 23:50 0.013 19:00 0.123 0.050 0.050 01/28/2020 18:10 1.18 15:05 1.83 1.55 00:35 0.46 21:25 2.79 1.32 00:35 0.014 15:05 0.121 0.047 0.047 0.02 01/29/2020 00:55 1.05 08:40 1.98 1.56 01:35 0.52 19:20 2.81 1.36 00:55 0.013 19:20 0.134 0.050 0.050 01/30/2020 00:05 1.23 10:35 2.17 1.60 01:10 0.43 10:00 2.73 1.30 01:10 0.013 19:45 0.133 0.050 0.050 01/31/2020 17:35 1.20 16:05 1.78 1.49 15:40 0.57 16:10 2.82 1.31 17:35 0.015 16:10 0.121 0.045 0.045 0.01 02/01/2020 03:05 1.15 10:05 1.86 1.49 07:45 0.58 11:05 2.73 1.37 07:45 0.018 13:10 0.114 0.047 0.047 02/02/2020 01:55 1.20 11:45 2.04 1.57 23:10 0.57 14:10 2.74 1.48 23:10 0.016 11:45 0.127 0.056 0.056 02/03/2020 05:10 1.12 21:05 1.95 1.59 00:10 0.49 07:10 2.81 1.33 00:10 0.014 21:05 0.122 0.050 0.050 02/04/2020 00:40 1.15 20:30 1.88 1.53 03:35 0.39 22:25 2.79 1.26 03:35 0.009 22:25 0.118 0.045 0.045 02/05/2020 03:50 1.21 12:05 2.40 1.75 04:40 0.47 20:25 2.81 1.26 04:40 0.013 12:05 0.168 0.056 0.056 02/06/2020 03:20 1.34 13:45 1.98 1.65 03:25 0.52 20:20 2.75 1.40 03:25 0.015 20:20 0.130 0.056 0.056 02/07/2020 05:00 1.28 11:15 2.13 1.73 15:55 0.64 14:15 2.81 1.29 04:25 0.019 14:15 0.147 0.054 0.054 02/08/2020 06:50 1.39 19:25 1.95 1.63 22:45 0.57 10:00 2.75 1.23 22:45 0.019 14:00 0.121 0.047 0.047 02/09/2020 04:50 1.10 08:25 1.87 1.53 23:30 0.44 19:45 2.82 1.37 23:30 0.014 08:30 0.121 0.050 0.050 02/10/2020 04:10 1.16 11:30 2.00 1.60 00:20 0.58 19:55 2.84 1.45 04:40 0.018 13:25 0.128 0.056 0.056 02/11/2020 02:15 1.34 08:30 1.98 1.65 13:25 0.67 07:30 2.81 1.34 16:25 0.023 07:30 0.137 0.053 0.053 02/12/2020 02:05 1.08 10:15 2.02 1.59 06:10 0.50 10:05 2.86 1.37 02:00 0.012 10:15 0.146 0.052 0.052 02/13/2020 02:00 1.25 09:50 1.90 1.61 14:05 0.58 13:20 2.83 1.41 04:35 0.019 07:55 0.127 0.054 0.054 02/14/2020 04:00 1.40 13:00 2.01 1.62 15:30 0.63 10:05 2.83 1.55 15:30 0.021 13:00 0.140 0.060 0.060 02/15/2020 02:20 1.27 09:30 2.04 1.70 03:00 0.60 09:05 2.75 1.51 03:00 0.016 09:30 0.141 0.064 0.064 02/16/2020 05:35 1.26 16:20 1.85 1.61 00:25 0.53 16:30 2.69 1.61 00:25 0.018 16:20 0.112 0.061 0.061 02/17/2020 04:15 1.26 20:50 1.94 1.67 04:15 0.58 17:40 2.51 1.57 04:15 0.015 14:45 0.121 0.064 0.064 02/18/2020 04:20 1.20 18:55 1.94 1.62 04:35 0.55 18:55 2.83 1.52 04:35 0.013 18:55 0.138 0.059 0.059 02/19/2020 04:35 1.30 08:05 1.96 1.62 23:55 0.60 20:25 2.53 1.53 04:20 0.017 08:10 0.122 0.059 0.059 02/20/2020 04:20 1.24 10:20 1.92 1.60 00:00 0.55 09:25 2.44 1.47 00:00 0.018 09:25 0.109 0.056 0.056 02/21/2020 03:30 1.25 09:15 2.10 1.63 02:20 0.43 09:15 2.73 1.38 02:20 0.013 09:15 0.149 0.054 0.054 02/22/2020 03:45 1.30 14:10 1.95 1.68 00:35 0.50 09:35 2.83 1.52 00:35 0.018 09:35 0.130 0.061 0.061 02/23/2020 04:05 1.10 19:50 2.00 1.63 04:25 0.38 18:05 2.74 1.46 04:10 0.009 18:05 0.131 0.058 0.058 02/24/2020 03:25 1.33 11:30 2.06 1.67 23:40 0.50 11:30 2.81 1.47 03:05 0.015 11:30 0.149 0.059 0.059 109
1406
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020 04:05 1.27 13:40 2.25 1.79 03:50 0.75 21:35 2.86 1.57 03:55 0.020 20:45 0.151 0.071 0.071 02/26/2020 23:50 1.44 00:00 2.04 1.71 02:40 0.50 10:00 2.84 1.32 23:05 0.017 10:00 0.143 0.055 0.055 02/27/2020 04:10 0.99 12:30 1.95 1.62 03:50 0.33 07:35 2.68 1.22 03:50 0.006 18:00 0.120 0.049 0.049 02/28/2020 03:55 1.03 14:35 2.40 1.64 03:50 0.41 14:35 2.67 1.15 03:50 0.009 14:35 0.176 0.047 0.047 02/29/2020 05:15 1.33 11:25 2.07 1.71 05:00 0.49 11:40 2.57 1.23 05:00 0.014 11:40 0.132 0.051 0.051 03/01/2020 05:40 1.29 16:40 1.95 1.62 00:05 0.55 21:05 2.50 1.32 00:05 0.020 21:05 0.120 0.051 0.051 03/02/2020 01:50 1.20 12:50 2.10 1.75 02:30 0.47 07:30 2.70 1.27 02:30 0.012 07:30 0.138 0.056 0.056 0.01 03/03/2020 04:25 1.35 14:00 1.99 1.63 23:15 0.53 14:05 2.85 1.29 04:25 0.016 14:00 0.144 0.050 0.050 03/04/2020 04:25 1.18 12:50 1.97 1.56 03:25 0.45 10:25 2.72 1.23 03:25 0.011 12:50 0.123 0.045 0.045 03/05/2020 04:00 1.21 13:35 2.25 1.66 04:00 0.53 10:10 2.74 1.30 04:00 0.013 13:55 0.144 0.052 0.052 03/06/2020 03:20 1.17 21:10 1.99 1.69 11:25 0.60 20:45 2.46 1.12 03:20 0.019 20:45 0.116 0.045 0.045 03/07/2020 04:55 1.24 14:05 2.04 1.72 03:15 0.47 14:00 2.74 1.30 03:15 0.014 14:00 0.142 0.055 0.055 0.58 03/08/2020 04:35 1.34 09:45 2.03 1.68 03:35 0.51 21:50 2.72 1.25 03:35 0.016 09:45 0.125 0.051 0.051 0.02 03/09/2020 04:20 1.22 22:00 1.90 1.59 04:25 0.50 07:10 2.60 1.27 04:25 0.013 19:45 0.108 0.047 0.047 0.11 Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

1.65 1.40

6.402

0.056

5.26 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 110
1407
Item # 16.

Site Commentary
Site Information
MIL_2334
Pipe Dimensions 12.5
Silt Level 0.00"
Overview
Site MIL_2334 functioned under normal conditions during the period Saturday, November 16, 2019 to Monday, March 9, 2020 . This site exhibited little to no response to the wet weather events of November 26, 2019 - November 27, 2019 and December 7, 2019 - December 8, 2019. Review of the scattergraph shows that free flow conditions were recorded during the study period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observed Flow Conditions
Item Depth
(in)
Velocity
(ft/s)
Quantity
(MGD)
Average 2.12 2.77 0.175
Minimum 1.55 1.24 0.052
Maximum 3.31 3.62 0.352
Time of Minimum 11/25/2019 3:50 AM 2/28/2020 3:55 AM 2/28/2020 3:55 AM Time of Maximum 12/8/2019 2:25 PM 3/6/2020 9:45 AM 12/8/2019 2:25 PM Data Quality
Data uptime observed during the Saturday, November 16, 2019 to the Monday, March 9, 2020 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime
Depth (in) 100
Velocity (ft/s) 100
Quantity (MGD) 100
111
1408
Item # 16.

Latitude: 37.44209
Longitude: -121.903338
Site Sketch Profile View or Photo
Sensor Shot
MIL_2334
TRITON+
System Characteristics
Location Type
Pipe Shape Drive
Milpitas Temp Study 2019-20
Drive Light
Site Access Details:

Site Address /Location:

Site Name
Tramway Dr and Strickroth Dr
Flow Monitoring
Site Report
Installation Information
Circular
Monitor Series
Monitor Location:

Doppler Standard Ring and Crank
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Friday, November 15, 2019
Access
Temporary

12.5" x 12.5"
Traffic
2334 Residential
Map
Installation Type:

Monitoring Location (Sensors):

Peak Combo (CS4)
Pipe Size (HxW)
0''
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
7:47:00 AM 12.5" x 12.5"
good flow, shallow and moderate velocity
0 - 5 psi
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

2.25"
Velocity Sensor Offset (in)

3.52 Upstream 0-5 FT Manhole
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single

0.25"
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:

0.00"
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Concrete Good
12'
Manhole Condition:
22431
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA19-20
Wireless
Pipe Material
Antenna Location
Communication Information:

Manhole Pick / Vent Hole
No
Vitrified Clay Pipe
Unbolted Normal
Good
Active Drop Connections Air Quality:

Communication Type
Normal
East Inlet
(Sensors location)
West Outlet
112
1409
Item # 16.
113
1410
Item # 16.
114
1411
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019 03:55 1.64 18:45 2.65 2.08 04:10 1.41 12:05 3.37 2.74 04:10 0.062 17:40 0.252 0.170 0.170 11/17/2019 04:05 1.63 12:25 2.68 2.09 03:45 1.50 11:15 3.41 2.81 03:50 0.067 14:30 0.254 0.175 0.175 11/18/2019 04:00 1.63 17:25 2.50 2.07 03:55 1.47 08:15 3.35 2.70 03:55 0.062 07:50 0.239 0.165 0.165 11/19/2019 03:10 1.66 19:15 2.58 2.09 03:10 1.36 20:20 3.38 2.71 03:10 0.059 11:15 0.237 0.168 0.168 11/20/2019 03:50 1.64 07:10 2.65 2.10 03:50 1.46 20:25 3.38 2.67 03:50 0.062 07:10 0.245 0.168 0.168 11/21/2019 03:55 1.72 23:00 2.48 2.10 04:00 1.51 07:35 3.41 2.65 04:00 0.070 07:35 0.256 0.166 0.166 11/22/2019 03:55 1.59 09:15 2.52 2.10 03:40 1.51 07:55 3.38 2.66 03:40 0.063 07:40 0.242 0.167 0.167 11/23/2019 04:05 1.63 16:55 2.87 2.10 04:15 1.33 10:45 3.35 2.78 04:15 0.057 16:55 0.290 0.174 0.174 11/24/2019 05:30 1.67 10:55 2.75 2.08 04:35 1.53 10:25 3.39 2.82 04:35 0.071 10:55 0.276 0.173 0.173 11/25/2019 03:50 1.55 11:40 2.50 2.05 04:10 1.41 21:20 3.34 2.73 04:10 0.057 11:45 0.225 0.165 0.165 11/26/2019 04:00 1.63 19:05 2.59 2.13 03:55 1.29 08:40 3.34 2.66 03:55 0.054 20:35 0.238 0.170 0.170 0.63 11/27/2019 03:00 1.76 14:45 2.46 2.10 01:40 1.78 11:40 3.38 2.89 01:40 0.089 17:45 0.220 0.179 0.179 0.77 11/28/2019 03:55 1.72 11:50 2.50 2.10 03:40 1.56 11:50 3.47 2.91 03:40 0.073 11:50 0.271 0.180 0.180 11/29/2019 04:40 1.60 16:35 2.69 2.08 05:30 1.56 09:35 3.33 2.80 05:30 0.067 16:40 0.260 0.171 0.171 0.05 11/30/2019 03:30 1.70 12:00 2.96 2.06 03:35 1.52 11:20 3.37 2.83 03:35 0.068 12:00 0.248 0.172 0.172 0.14 12/01/2019 04:30 1.79 13:55 3.12 2.09 04:05 1.79 10:45 3.39 2.89 04:05 0.088 13:55 0.254 0.178 0.178 0.06 12/02/2019 03:15 1.69 13:05 2.45 2.10 02:35 1.65 07:45 3.36 2.80 03:10 0.077 08:00 0.244 0.174 0.174 0.36 12/03/2019 03:45 1.76 12:15 2.47 2.07 03:40 1.70 08:30 3.35 2.78 03:40 0.081 08:05 0.223 0.169 0.169 12/04/2019 02:15 1.77 19:15 2.88 2.13 02:10 1.86 19:15 3.61 2.85 03:10 0.089 19:15 0.346 0.180 0.180 0.44 12/05/2019 03:35 1.80 07:30 2.46 2.11 02:25 1.75 20:45 3.34 2.81 02:25 0.086 07:35 0.234 0.174 0.174 12/06/2019 03:45 1.75 10:20 2.50 2.13 03:35 1.80 08:05 3.35 2.77 03:35 0.086 08:05 0.240 0.174 0.174 0.06 12/07/2019 04:20 1.75 00:00 2.52 2.13 04:10 1.76 20:55 3.39 2.92 04:10 0.084 20:55 0.234 0.185 0.185 0.84 12/08/2019 02:35 1.86 14:25 3.31 2.18 04:40 1.86 19:40 3.56 3.00 04:45 0.098 14:25 0.352 0.195 0.195 0.10 12/09/2019 03:50 1.79 09:50 2.52 2.16 03:05 1.80 08:10 3.38 2.84 03:05 0.091 07:55 0.244 0.183 0.183 12/10/2019 03:20 1.77 16:20 2.58 2.13 03:30 1.62 07:35 3.39 2.79 03:30 0.077 07:35 0.250 0.176 0.176 0.01 12/11/2019 01:20 1.83 23:45 2.47 2.18 03:45 1.93 07:55 3.41 2.83 03:25 0.099 07:55 0.252 0.184 0.184 0.00 12/12/2019 03:45 1.78 10:30 2.54 2.12 04:35 1.84 22:15 3.39 2.78 03:50 0.090 07:30 0.251 0.175 0.175 12/13/2019 05:20 1.78 09:05 2.52 2.16 03:00 1.78 08:05 3.34 2.77 03:00 0.088 09:05 0.233 0.179 0.179 12/14/2019 05:55 1.86 17:25 2.60 2.16 03:50 1.90 11:10 3.31 2.91 03:50 0.101 17:25 0.243 0.187 0.187 0.01 12/15/2019 04:05 1.75 18:15 3.13 2.11 04:10 1.63 21:05 3.39 2.85 04:10 0.077 18:15 0.249 0.179 0.179 12/16/2019 03:40 1.79 09:10 2.83 2.14 04:00 1.75 08:05 3.35 2.80 04:00 0.086 07:50 0.248 0.177 0.177 12/17/2019 03:35 1.80 10:45 2.58 2.13 02:30 1.75 07:35 3.36 2.77 02:30 0.087 11:40 0.231 0.175 0.175 12/18/2019 03:05 1.79 13:45 2.47 2.14 03:55 1.67 08:10 3.42 2.76 03:55 0.083 08:10 0.241 0.175 0.175 12/19/2019 03:20 1.73 09:05 2.58 2.10 03:20 1.73 07:45 3.34 2.75 03:20 0.079 07:40 0.242 0.171 0.171 12/20/2019 03:50 1.74 11:45 2.53 2.14 03:15 1.59 07:35 3.38 2.74 03:15 0.075 07:35 0.232 0.175 0.175 0.02 12/21/2019 06:35 1.75 23:25 2.50 2.11 04:10 1.80 12:25 3.37 2.85 04:10 0.086 23:15 0.236 0.178 0.178 12/22/2019 04:20 1.76 18:55 2.67 2.13 04:20 1.65 17:10 3.50 2.87 04:20 0.078 17:10 0.267 0.183 0.183 12/23/2019 04:50 1.77 13:30 2.52 2.13 04:55 1.63 09:50 3.42 2.84 04:55 0.078 13:20 0.236 0.179 0.179 12/24/2019 03:55 1.84 21:00 2.49 2.14 03:40 1.84 17:20 3.43 2.90 03:40 0.097 17:20 0.234 0.184 0.184 12/25/2019 05:30 1.77 18:45 2.65 2.12 04:40 1.78 11:00 3.37 2.87 04:40 0.086 18:45 0.250 0.180 0.180 12/26/2019 05:05 1.67 16:40 2.57 2.09 04:40 1.58 11:50 3.43 2.79 04:40 0.072 15:30 0.237 0.173 0.173 12/27/2019 03:40 1.72 14:15 2.64 2.13 03:50 1.64 12:45 3.32 2.75 03:50 0.075 14:15 0.236 0.173 0.173 12/28/2019 03:30 1.73 14:30 2.65 2.15 04:35 1.57 12:40 3.36 2.74 04:35 0.073 21:55 0.257 0.177 0.177 12/29/2019 05:25 1.66 18:25 2.53 2.09 03:50 1.50 20:50 3.35 2.80 05:10 0.068 10:45 0.244 0.174 0.174 12/30/2019 04:00 1.74 17:05 2.63 2.12 04:00 1.55 11:15 3.31 2.79 04:00 0.072 14:50 0.243 0.176 0.176 12/31/2019 04:45 1.76 17:05 2.67 2.13 03:10 1.61 18:15 3.36 2.81 03:10 0.078 17:05 0.254 0.178 0.178 Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_2334, Pipe Height: 12.50 in, Silt: 0.00 in
115
1412
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020 05:20 1.76 22:55 2.55 2.11 05:55 1.78 10:25 3.38 2.84 05:55 0.085 22:55 0.235 0.177 0.177 01/02/2020 03:55 1.72 14:45 2.46 2.12 03:05 1.59 11:55 3.35 2.77 03:55 0.074 11:55 0.223 0.175 0.175 01/03/2020 04:40 1.76 21:50 2.59 2.15 04:45 1.66 07:45 3.26 2.74 04:45 0.079 17:50 0.241 0.176 0.176 01/04/2020 05:40 1.67 20:40 2.64 2.11 03:35 1.57 10:35 3.38 2.78 03:35 0.073 20:40 0.253 0.175 0.175 01/05/2020 04:20 1.64 11:35 2.33 2.09 04:20 1.48 14:05 3.39 2.83 04:20 0.063 11:40 0.236 0.176 0.176 01/06/2020 03:35 1.68 09:20 2.55 2.08 03:10 1.38 08:20 3.38 2.73 03:10 0.062 09:20 0.232 0.169 0.169 01/07/2020 03:40 1.69 06:40 2.51 2.11 03:45 1.56 21:30 3.38 2.73 03:45 0.069 17:50 0.225 0.171 0.171 01/08/2020 04:00 1.61 09:00 2.60 2.12 03:45 1.67 08:00 3.32 2.71 03:45 0.069 09:00 0.245 0.172 0.172 01/09/2020 03:20 1.68 23:05 2.55 2.13 04:25 1.59 08:05 3.36 2.71 03:20 0.072 07:50 0.252 0.173 0.173 01/10/2020 01:10 1.85 08:10 2.60 2.18 03:40 1.81 07:35 3.41 2.77 03:40 0.094 08:10 0.271 0.181 0.181 01/11/2020 05:15 1.76 17:50 2.64 2.16 05:10 1.77 11:00 3.49 2.80 05:10 0.084 11:00 0.252 0.181 0.181 01/12/2020 04:10 1.67 10:45 3.06 2.12 02:50 1.61 21:20 3.40 2.82 05:10 0.076 14:50 0.270 0.179 0.179 01/13/2020 03:50 1.70 09:50 2.56 2.13 02:10 1.74 07:40 3.35 2.74 03:45 0.079 09:50 0.250 0.174 0.174 01/14/2020 02:40 1.72 06:45 2.62 2.13 02:20 1.71 22:15 3.33 2.72 02:40 0.082 14:25 0.247 0.173 0.173 01/15/2020 04:15 1.76 22:15 2.81 2.16 02:40 1.75 07:45 3.40 2.71 04:30 0.085 22:15 0.285 0.176 0.176 0.10 01/16/2020 03:40 1.88 17:45 2.76 2.27 03:40 1.83 21:20 3.42 2.81 03:40 0.096 12:35 0.276 0.195 0.195 0.66 01/17/2020 01:25 1.90 21:40 2.80 2.28 03:05 2.03 08:00 3.45 2.83 03:05 0.114 21:40 0.282 0.197 0.197 01/18/2020 03:40 1.93 00:55 2.69 2.24 05:10 2.00 11:15 3.42 2.92 05:10 0.112 00:55 0.263 0.197 0.197 01/19/2020 03:15 1.81 18:50 2.75 2.17 02:15 1.83 19:25 3.46 2.90 02:15 0.095 18:50 0.243 0.188 0.188 01/20/2020 05:40 1.84 13:45 2.69 2.15 05:00 1.99 17:50 3.37 2.88 05:00 0.102 13:50 0.245 0.184 0.184 01/21/2020 03:50 1.76 17:35 2.50 2.15 02:40 1.78 23:50 3.40 2.77 03:45 0.088 23:50 0.252 0.178 0.178 0.01 01/22/2020 05:05 1.78 10:00 2.54 2.16 04:05 1.71 22:00 3.41 2.73 04:05 0.083 22:05 0.238 0.177 0.177 0.09 01/23/2020 03:50 1.74 09:50 2.56 2.17 03:55 1.72 07:45 3.35 2.75 03:55 0.080 12:15 0.244 0.180 0.180 01/24/2020 03:55 1.71 22:35 2.61 2.17 03:20 1.58 09:00 3.37 2.79 03:20 0.073 22:35 0.245 0.181 0.181 01/25/2020 04:10 1.77 19:20 2.59 2.17 04:00 1.84 13:00 3.33 2.81 04:00 0.088 23:45 0.239 0.183 0.183 01/26/2020 04:10 1.67 11:05 2.97 2.13 04:00 1.64 12:25 3.37 2.85 04:00 0.073 11:05 0.262 0.182 0.182 0.16 01/27/2020 03:40 1.73 06:30 2.64 2.12 03:55 1.62 07:45 3.40 2.76 03:55 0.078 06:30 0.243 0.174 0.174 01/28/2020 04:05 1.75 17:15 2.55 2.13 03:30 1.63 20:10 3.37 2.75 03:30 0.077 06:45 0.236 0.174 0.174 0.02 01/29/2020 03:40 1.68 12:55 2.59 2.17 03:45 1.74 20:00 3.54 2.79 03:45 0.078 20:15 0.276 0.184 0.184 01/30/2020 04:15 1.79 18:25 2.56 2.18 04:15 1.92 20:35 3.37 2.82 04:15 0.093 07:50 0.251 0.183 0.183 01/31/2020 03:40 1.73 22:10 2.55 2.13 02:40 1.60 08:25 3.36 2.70 03:45 0.074 07:50 0.238 0.172 0.172 0.01 02/01/2020 05:10 1.65 10:45 2.68 2.13 03:30 1.69 10:40 3.51 2.84 05:35 0.076 10:40 0.304 0.181 0.181 02/02/2020 03:35 1.80 12:00 3.28 2.16 05:05 1.86 10:15 3.47 2.86 03:45 0.094 10:15 0.292 0.185 0.185 02/03/2020 03:50 1.68 01:20 2.55 2.11 04:10 1.61 20:10 3.52 2.72 04:10 0.073 20:10 0.281 0.171 0.171 02/04/2020 03:40 1.66 08:45 2.53 2.09 03:50 1.46 08:00 3.36 2.69 03:50 0.064 10:00 0.242 0.166 0.166 02/05/2020 03:50 1.73 09:30 2.57 2.11 03:35 1.57 21:40 3.40 2.69 03:50 0.074 07:55 0.238 0.169 0.169 02/06/2020 02:25 1.74 09:05 2.70 2.10 02:20 1.64 07:30 3.34 2.72 02:20 0.077 09:05 0.259 0.170 0.170 02/07/2020 04:00 1.65 18:10 2.57 2.12 03:35 1.61 09:20 3.37 2.66 03:35 0.071 10:20 0.237 0.169 0.169 02/08/2020 04:50 1.68 21:25 2.62 2.15 03:30 1.52 11:15 3.37 2.73 03:30 0.070 14:40 0.244 0.177 0.177 02/09/2020 05:10 1.66 11:55 3.29 2.13 04:55 1.61 12:05 3.38 2.78 05:00 0.071 11:55 0.262 0.178 0.178 02/10/2020 02:40 1.67 09:20 2.52 2.11 03:50 1.52 07:30 3.41 2.67 02:45 0.068 07:35 0.233 0.168 0.168 02/11/2020 03:40 1.65 10:45 2.56 2.09 03:30 1.49 08:05 3.35 2.69 04:10 0.066 10:45 0.245 0.167 0.167 02/12/2020 03:55 1.68 23:25 2.58 2.13 02:45 1.63 08:00 3.41 2.70 03:50 0.073 08:00 0.253 0.172 0.172 02/13/2020 04:15 1.68 20:45 2.91 2.10 04:25 1.49 07:35 3.41 2.65 04:25 0.068 20:45 0.246 0.165 0.165 02/14/2020 03:50 1.65 09:20 2.65 2.13 03:55 1.54 07:50 3.39 2.67 03:55 0.067 07:50 0.252 0.170 0.170 02/15/2020 05:10 1.67 17:35 2.60 2.16 04:20 1.50 11:20 3.41 2.70 04:20 0.070 11:35 0.251 0.176 0.176 02/16/2020 05:25 1.64 14:25 2.69 2.12 04:10 1.50 12:05 3.39 2.76 04:10 0.067 14:25 0.256 0.174 0.174 02/17/2020 04:00 1.68 10:55 2.93 2.11 04:00 1.55 11:00 3.55 2.77 04:00 0.069 10:55 0.338 0.174 0.174 02/18/2020 03:30 1.67 10:15 2.73 2.10 03:30 1.51 20:25 3.43 2.68 03:30 0.066 20:20 0.265 0.167 0.167 02/19/2020 03:10 1.68 22:35 2.58 2.12 03:10 1.49 21:00 3.41 2.72 03:10 0.066 22:35 0.245 0.172 0.172 02/20/2020 03:50 1.67 18:50 2.59 2.09 03:55 1.50 08:00 3.29 2.64 03:55 0.066 18:50 0.232 0.163 0.163 02/21/2020 03:40 1.68 17:55 2.58 2.09 02:45 1.53 09:45 3.35 2.67 03:50 0.070 20:45 0.236 0.165 0.165 02/22/2020 04:20 1.68 13:25 2.55 2.08 03:30 1.54 10:05 3.41 2.75 04:20 0.071 11:35 0.228 0.169 0.169 02/23/2020 04:40 1.66 10:05 3.26 2.12 04:15 1.56 21:45 3.40 2.81 04:20 0.069 10:05 0.263 0.178 0.178 02/24/2020 03:30 1.65 06:35 2.55 2.08 03:25 1.27 07:30 3.39 2.66 03:25 0.055 07:55 0.235 0.164 0.164 116
1413
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020 04:00 1.65 13:55 2.53 2.10 02:25 1.50 07:30 3.39 2.68 02:25 0.066 07:50 0.233 0.167 0.167 02/26/2020 02:55 1.62 18:30 2.58 2.11 03:00 1.40 07:35 3.39 2.66 03:00 0.060 07:50 0.248 0.167 0.167 02/27/2020 04:30 1.72 07:50 2.87 2.10 03:45 1.46 07:50 3.55 2.68 03:45 0.067 07:50 0.339 0.168 0.168 02/28/2020 03:50 1.61 23:00 2.56 2.10 03:55 1.24 08:10 3.34 2.65 03:55 0.052 07:50 0.234 0.166 0.166 02/29/2020 04:05 1.68 23:25 2.54 2.09 05:30 1.48 12:05 3.35 2.79 05:30 0.069 22:45 0.237 0.173 0.173 03/01/2020 05:30 1.69 10:25 3.29 2.10 05:25 1.52 10:20 3.39 2.80 05:25 0.068 10:25 0.285 0.176 0.176 03/02/2020 03:40 1.72 13:20 2.49 2.11 02:50 1.48 08:10 3.41 2.72 03:55 0.068 07:50 0.260 0.171 0.171 0.01 03/03/2020 02:50 1.66 06:40 2.58 2.08 03:00 1.46 21:20 3.47 2.66 03:00 0.064 21:20 0.279 0.164 0.164 03/04/2020 03:35 1.61 09:55 2.50 2.13 03:35 1.42 08:05 3.39 2.68 03:35 0.059 07:55 0.238 0.171 0.171 03/05/2020 03:30 1.69 17:45 2.73 2.08 03:15 1.50 07:55 3.36 2.70 03:30 0.068 17:45 0.246 0.166 0.166 03/06/2020 03:35 1.62 09:45 2.70 2.08 04:05 1.49 09:45 3.62 2.70 04:05 0.064 09:45 0.317 0.167 0.167 03/07/2020 03:05 1.67 12:50 2.74 2.12 05:05 1.46 12:05 3.42 2.86 05:05 0.065 12:50 0.259 0.182 0.182 0.58 03/08/2020 04:05 1.65 10:30 3.13 2.11 04:45 1.68 09:50 3.43 2.86 04:45 0.075 10:30 0.345 0.181 0.181 0.02 03/09/2020 02:50 1.70 12:05 2.58 2.09 02:30 1.56 21:15 3.37 2.78 02:30 0.073 19:45 0.235 0.172 0.172 0.11 Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

2.12 2.77

20.139

0.175

5.26 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 117
1414
Item # 16.

Site Commentary
Site Information
MIL_2491
Pipe Dimensions 15
Silt Level 0.00"
Overview
Site MIL_2491 functioned under normal conditions during the period Saturday, November 16, 2019 to Monday, March 9, 2020 . This site exhibited an observable response to the wet weather events of November 26, 2019 - November 27, 2019, December 7, 2019 - December 8, 2019, and January 16, 2020 - January 17, 2020. Review of the scattergraph shows that free flow conditions were recorded during the study period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location. Due to a meter malfunction, data confidence is less than typical from January 28, 2020 through February 22, 2020. A data gap also occurs February 23, 2020 through March 2, 2020.

This location was installed upstream of site MIL_2569 and downstream of the combined flows of sites MIL_0386 and MIL_2840. A review of balancing with the combined flows of MIL_0386 and MIL_2840 into MIL_0649 and MIL_2491 shows a net flow between the sites of 0.426 MGD.

Observed Flow Conditions
Item Depth
(in)
Velocity
(ft/s)
Quantity
(MGD)
Average 2.34 2.36 0.216
Minimum 1.07 0.37 0.010
Maximum 4.18 3.84 0.682
Time of Minimum 1/3/2020 9:55 PM 3/8/2020 3:05 AM 3/8/2020 3:05 AM Time of Maximum 1/17/2020 1:15 PM 11/21/2019 9:30 AM 11/21/2019 9:30 AM Data Quality
Data uptime observed during the Saturday, November 16, 2019 to the Monday, March 9, 2020 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime
Depth (in) 91
Velocity (ft/s) 91
Quantity (MGD) 91
118
1415
Item # 16.

Latitude: 37.433991
Longitude: -121.900388
Site Sketch Profile View or Photo
Sensor Shot
MIL_2491
TRITON+
System Characteristics
Location Type
Pipe Shape Drive
Milpitas Temp Study 2019-20
Drive Heavy
Site Access Details:

Site Address /Location:

Site Name
N Milpitas Blvd and E Calaveras Blvd, Milpitas, CA
Flow Monitoring
Site Report
Installation Information
Circular
Monitor Series
Monitor Location:

Doppler Standard Ring and Crank
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Wednesday, November 13, 2019
Access
Temporary

15.0" x 15.0"
Traffic
2491 Residential/Commercial
Map
Installation Type:

Monitoring Location (Sensors):

Peak Combo (CS4)
Pipe Size (HxW)
0''
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
9:04:37 AM 15.0" x 15.0"
Good flow, Moderate depth and velocity
0 - 5 psi
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

3.25"
Velocity Sensor Offset (in)

3.74 Upstream 0-5 FT Manhole
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single

0.25"
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:

0.00"
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Vitrified Clay Pipe Good
10'
Manhole Condition:
22431
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA19-20
Wireless
Pipe Material
Antenna Location
Communication Information:

Manhole Pick / Vent Hole
No
PVC
Unbolted Normal
Good
Active Drop Connections Air Quality:

Communication Type
Normal
South Inlet
(Sensors location)
North Outlet
119
1416
Item # 16.
120
1417
Item # 16.
121
1418
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019 23:25 1.71 12:20 3.63 2.11 22:35 1.41 12:20 3.30 2.11 22:35 0.071 12:20 0.488 0.153 0.153 11/17/2019 06:30 1.33 19:25 2.32 1.75 07:55 1.17 19:30 2.22 1.60 06:20 0.042 19:25 0.171 0.085 0.085 11/18/2019 00:45 1.57 14:50 3.97 2.72 01:00 1.25 13:25 3.72 2.77 00:45 0.056 13:25 0.582 0.300 0.300 11/19/2019 04:45 1.76 15:30 3.93 2.76 04:55 1.72 15:45 3.72 2.88 04:55 0.092 15:30 0.615 0.308 0.308 11/20/2019 03:25 1.82 12:20 3.94 2.66 03:05 1.81 12:20 3.72 2.75 03:25 0.100 12:20 0.618 0.280 0.280 11/21/2019 04:10 1.68 09:30 4.13 2.70 03:00 1.60 09:30 3.84 2.81 04:15 0.080 09:30 0.682 0.295 0.295 11/22/2019 04:30 1.58 11:30 3.91 2.79 04:20 1.52 11:30 3.69 2.88 04:20 0.069 11:30 0.607 0.315 0.315 11/23/2019 05:00 1.55 12:05 3.76 2.14 04:55 1.47 12:00 3.41 2.15 04:55 0.064 12:05 0.504 0.159 0.159 11/24/2019 03:20 1.44 09:30 3.57 1.98 05:30 1.05 11:15 3.21 1.89 05:30 0.044 09:30 0.452 0.128 0.128 11/25/2019 02:00 1.51 16:45 3.74 2.58 02:20 1.12 12:40 3.63 2.65 02:05 0.047 12:25 0.519 0.268 0.268 11/26/2019 04:10 1.75 13:35 3.61 2.75 05:10 1.58 13:10 3.68 2.89 05:10 0.085 13:35 0.493 0.306 0.306 0.36 11/27/2019 03:10 1.92 10:20 3.75 2.79 02:55 1.76 13:55 3.60 2.86 02:00 0.107 21:05 0.502 0.307 0.307 0.63 11/28/2019 20:05 1.59 02:50 2.32 1.86 22:45 1.22 00:00 2.34 1.77 20:00 0.058 09:20 0.177 0.102 0.102 11/29/2019 04:15 1.50 09:10 3.87 2.01 05:55 1.28 14:05 3.35 1.98 04:25 0.057 09:10 0.524 0.137 0.137 0.02 11/30/2019 06:20 1.46 17:25 2.26 1.79 06:25 1.30 17:35 2.35 1.68 06:25 0.052 17:25 0.172 0.091 0.091 0.10 12/01/2019 06:00 1.49 21:25 2.54 1.94 04:15 1.25 21:40 2.62 1.73 04:15 0.054 21:40 0.223 0.107 0.107 0.06 12/02/2019 04:10 1.74 08:30 3.62 2.77 04:10 1.39 15:20 3.68 2.79 04:10 0.071 13:20 0.513 0.308 0.308 0.30 12/03/2019 04:05 1.79 10:00 4.05 2.75 04:10 1.82 09:55 3.69 2.80 04:05 0.097 10:00 0.636 0.298 0.298 0.01 12/04/2019 01:45 1.87 12:05 4.04 2.92 03:20 1.84 12:05 3.81 2.97 02:00 0.109 12:05 0.656 0.341 0.341 0.39 12/05/2019 03:25 1.88 14:30 4.04 2.82 03:10 1.72 13:25 3.80 2.92 03:10 0.102 14:30 0.643 0.318 0.318 0.01 12/06/2019 05:00 1.87 14:45 3.76 2.73 01:15 1.90 12:30 3.69 2.84 05:00 0.111 14:45 0.524 0.295 0.295 0.01 12/07/2019 06:00 1.76 11:35 3.72 2.35 05:45 1.74 12:15 3.51 2.39 05:45 0.091 11:35 0.508 0.200 0.200 0.67 12/08/2019 03:50 1.82 07:40 3.31 2.11 05:30 1.48 07:35 3.16 2.05 05:30 0.082 07:40 0.410 0.143 0.143 0.20 12/09/2019 04:20 1.82 17:05 3.83 2.69 01:10 1.53 13:30 3.58 2.79 04:15 0.086 17:05 0.507 0.288 0.288 12/10/2019 04:55 1.78 09:20 3.94 2.70 05:10 1.80 14:40 3.63 2.81 05:10 0.096 09:20 0.540 0.291 0.291 12/11/2019 04:15 1.87 09:40 3.85 2.74 02:40 1.88 13:10 3.63 2.85 03:55 0.109 14:20 0.532 0.298 0.298 0.03 12/12/2019 04:20 1.77 17:05 3.81 2.72 04:10 1.84 12:30 3.65 2.85 04:20 0.097 17:05 0.518 0.295 0.295 0.01 12/13/2019 01:40 1.92 12:55 3.75 2.57 23:50 1.89 12:25 3.57 2.66 01:40 0.119 12:55 0.515 0.254 0.254 0.01 12/14/2019 03:05 1.74 15:20 3.69 2.30 02:05 1.49 14:05 3.51 2.31 02:05 0.079 15:20 0.510 0.194 0.194 0.01 12/15/2019 06:15 1.61 11:30 2.25 1.93 23:45 1.46 06:35 2.29 1.85 03:10 0.071 11:35 0.160 0.111 0.111 0.01 12/16/2019 03:40 1.64 14:00 4.10 2.75 04:05 1.32 10:05 3.58 2.69 04:05 0.065 14:00 0.556 0.294 0.294 0.01 12/17/2019 05:10 1.75 09:40 3.65 2.74 05:10 1.78 15:35 3.59 2.86 05:10 0.092 16:45 0.470 0.303 0.303 0.01 12/18/2019 04:05 1.68 09:05 3.72 2.82 03:40 1.66 11:15 3.71 2.96 04:05 0.084 11:15 0.551 0.323 0.323 0.01 12/19/2019 03:35 1.77 18:35 3.79 2.84 04:25 1.78 10:15 3.70 2.96 04:25 0.094 13:10 0.561 0.328 0.328 12/20/2019 04:55 1.63 15:50 3.84 2.69 04:30 1.60 10:20 3.58 2.80 05:00 0.076 15:50 0.538 0.287 0.287 12/21/2019 04:20 1.50 11:15 3.82 2.15 04:25 1.44 11:20 3.32 2.16 04:25 0.060 11:15 0.514 0.166 0.166 0.01 12/22/2019 03:15 1.44 14:30 2.50 1.77 03:05 1.35 14:30 2.49 1.72 03:30 0.053 14:30 0.217 0.093 0.093 0.41 12/23/2019 01:05 1.40 16:20 3.71 2.47 01:20 1.23 09:50 3.52 2.50 01:20 0.046 16:20 0.493 0.238 0.238 12/24/2019 22:40 1.25 00:00 2.57 1.49 20:20 1.03 00:00 2.53 1.43 23:50 0.033 00:00 0.229 0.061 0.061 0.02 12/25/2019 01:30 1.18 16:00 1.98 1.36 01:25 0.90 15:45 1.99 1.23 01:30 0.027 16:00 0.123 0.046 0.046 0.08 12/26/2019 02:05 1.17 15:20 3.72 2.27 03:40 1.01 13:15 3.39 2.24 02:15 0.031 14:40 0.486 0.199 0.199 12/27/2019 02:50 1.16 09:50 3.66 2.23 02:50 1.03 10:55 3.53 2.29 02:50 0.029 13:50 0.494 0.197 0.197 12/28/2019 03:55 1.10 12:05 2.92 1.73 06:35 0.82 13:00 3.05 1.73 06:35 0.022 13:00 0.318 0.109 0.109 12/29/2019 03:20 1.10 11:40 2.73 1.41 01:45 0.78 09:15 2.79 1.29 01:45 0.022 11:40 0.252 0.056 0.056 0.22 12/30/2019 01:00 1.08 08:30 2.93 2.03 00:55 0.80 17:40 3.05 2.06 00:55 0.021 17:40 0.328 0.152 0.152 12/31/2019 21:30 1.11 08:40 2.26 1.48 18:05 0.82 08:45 2.32 1.35 18:05 0.023 08:45 0.170 0.059 0.059 0.01 Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_2491, Pipe Height: 15.00 in, Silt: 0.00 in
122
1419
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020 14:05 1.14 16:35 1.68 1.30 07:05 0.86 16:35 1.55 1.03 14:05 0.026 16:35 0.076 0.035 0.035 01/02/2020 23:30 1.23 07:30 3.51 2.01 23:35 0.95 07:30 3.29 2.01 23:35 0.030 07:30 0.465 0.146 0.146 01/03/2020 21:55 1.07 15:10 3.39 1.92 00:30 0.89 15:10 3.16 1.90 21:55 0.025 15:10 0.425 0.139 0.139 01/04/2020 19:50 1.14 12:35 2.84 1.64 05:55 0.83 11:00 2.94 1.55 05:55 0.025 12:35 0.282 0.087 0.087 01/05/2020 11:50 1.11 17:35 2.14 1.29 11:55 0.75 17:35 2.21 1.07 11:50 0.020 17:35 0.153 0.037 0.037 01/06/2020 00:05 1.22 13:05 3.31 1.93 00:00 0.89 13:05 3.14 1.90 00:00 0.027 13:05 0.408 0.134 0.134 01/07/2020 23:45 1.13 14:30 2.99 1.92 01:05 0.87 12:30 3.02 1.92 01:05 0.027 12:35 0.323 0.133 0.133 01/08/2020 04:25 1.12 08:35 3.04 2.01 04:30 0.98 08:35 3.16 2.04 04:30 0.026 08:35 0.364 0.143 0.143 0.02 01/09/2020 02:05 1.09 10:45 4.03 2.41 05:05 0.86 10:45 3.69 2.42 02:05 0.023 10:45 0.633 0.245 0.245 0.18 01/10/2020 05:05 1.72 16:00 3.89 2.68 02:30 1.66 14:05 3.62 2.76 05:05 0.085 16:00 0.538 0.287 0.287 0.02 01/11/2020 06:05 1.53 13:50 3.23 2.09 06:05 1.43 17:45 2.96 2.12 06:05 0.061 13:50 0.371 0.151 0.151 0.01 01/12/2020 03:40 1.62 14:05 2.39 1.94 03:30 1.16 14:15 2.38 1.80 03:30 0.055 14:05 0.193 0.110 0.110 01/13/2020 04:30 1.72 14:50 3.86 2.68 03:10 1.50 12:55 3.66 2.71 04:25 0.079 13:05 0.535 0.282 0.282 0.02 01/14/2020 04:50 1.74 08:25 3.94 2.70 04:50 1.68 12:50 3.55 2.75 04:50 0.086 08:25 0.555 0.287 0.287 0.11 01/15/2020 04:15 1.73 10:30 4.01 2.80 03:45 1.67 12:10 3.54 2.84 04:20 0.087 10:30 0.542 0.306 0.306 0.07 01/16/2020 04:20 1.75 14:00 4.00 2.84 04:05 1.78 14:00 3.75 2.93 04:20 0.093 14:00 0.637 0.323 0.323 0.66 01/17/2020 04:40 1.89 13:15 4.18 2.77 05:00 1.92 15:00 3.74 2.84 04:45 0.113 15:00 0.629 0.301 0.301 01/18/2020 07:25 1.68 12:40 3.38 2.18 22:15 1.53 12:40 3.17 2.23 22:15 0.083 12:40 0.425 0.169 0.169 01/19/2020 04:50 1.46 08:55 2.39 1.81 19:55 1.43 08:55 2.42 1.78 04:50 0.057 08:55 0.197 0.099 0.099 01/20/2020 00:40 1.63 11:00 3.70 2.64 03:15 1.37 14:55 3.58 2.68 00:55 0.068 12:30 0.495 0.279 0.279 01/21/2020 04:00 1.75 17:20 3.99 2.91 04:00 1.78 12:40 3.60 2.89 04:00 0.092 17:20 0.562 0.327 0.327 01/22/2020 04:15 1.84 09:25 3.87 2.87 04:05 1.92 12:50 3.62 2.93 04:15 0.108 09:25 0.516 0.327 0.327 0.03 01/23/2020 04:10 1.94 13:15 3.75 2.92 04:10 1.92 08:55 3.61 2.96 04:10 0.116 15:05 0.503 0.333 0.333 01/24/2020 04:50 1.88 19:00 4.11 2.81 02:45 1.90 11:05 3.72 2.87 04:45 0.112 11:05 0.594 0.313 0.313 01/25/2020 23:15 1.66 14:00 2.76 2.07 23:15 1.50 11:10 2.95 2.12 23:15 0.072 11:10 0.287 0.145 0.145 01/26/2020 03:20 1.42 19:10 2.70 1.88 02:30 1.32 08:15 2.91 1.84 03:20 0.054 08:15 0.270 0.108 0.108 0.16 01/27/2020 22:35 1.84 08:50 3.78 2.76 01:25 1.81 14:40 3.55 2.89 01:15 0.105 08:50 0.495 0.305 0.305 01/28/2020 22:55 1.70 05:15 3.83 2.81 23:35 1.69 05:10 3.76 2.85 22:55 0.086 05:10 0.599 0.315 0.315 0.01 01/29/2020 21:05 1.84 10:25 3.82 2.69 21:10 1.88 03:25 3.61 2.80 21:05 0.105 03:25 0.505 0.285 0.285 01/30/2020 18:25 1.78 05:50 3.87 2.76 18:00 1.82 03:20 3.69 2.84 18:25 0.097 05:50 0.529 0.299 0.299 01/31/2020 17:50 1.67 02:45 3.90 2.67 17:40 1.68 03:05 3.59 2.72 17:50 0.082 02:45 0.528 0.280 0.280 02/01/2020 14:55 1.39 03:30 2.78 1.84 15:00 1.35 03:30 2.96 1.85 15:00 0.050 03:30 0.300 0.111 0.111 02/02/2020 13:00 1.58 19:45 3.71 2.24 12:55 1.21 23:15 3.53 2.20 12:55 0.055 19:45 0.490 0.189 0.189 02/03/2020 13:05 1.73 20:15 3.73 2.77 12:55 1.73 21:15 3.62 2.82 13:00 0.089 21:45 0.524 0.302 0.302 02/04/2020 11:10 1.85 21:40 3.65 2.80 11:05 1.88 16:10 3.58 2.88 11:10 0.106 21:40 0.490 0.307 0.307 02/05/2020 09:25 1.75 17:00 3.82 2.75 09:25 1.73 17:35 3.68 2.83 09:25 0.089 17:35 0.584 0.297 0.297 02/06/2020 04:50 1.73 14:50 3.81 2.76 04:25 1.73 13:10 3.57 2.79 04:50 0.088 14:50 0.505 0.295 0.295 02/07/2020 03:25 1.55 11:00 2.68 1.94 22:55 1.23 10:40 2.47 1.88 22:55 0.053 10:55 0.234 0.117 0.117 02/08/2020 01:15 1.34 11:15 2.26 1.75 02:40 1.16 11:15 2.26 1.65 03:55 0.041 11:15 0.170 0.087 0.087 02/09/2020 01:55 1.65 10:10 3.64 2.50 00:15 1.46 04:30 3.36 2.45 01:55 0.069 10:10 0.456 0.230 0.230 02/10/2020 20:35 1.62 08:05 4.14 2.71 20:55 1.44 06:30 3.58 2.70 21:00 0.067 08:05 0.603 0.284 0.284 02/11/2020 16:45 1.70 02:50 4.00 2.80 15:55 1.56 02:00 3.54 2.78 16:45 0.085 02:50 0.537 0.304 0.304 02/12/2020 16:20 1.57 22:00 4.10 2.62 16:15 1.53 00:10 3.50 2.62 16:25 0.068 22:00 0.553 0.262 0.262 02/13/2020 12:25 1.15 01:50 3.91 2.17 13:10 0.81 00:00 3.39 2.13 12:45 0.026 01:50 0.522 0.180 0.180 02/14/2020 16:20 1.13 21:40 2.89 1.67 16:15 0.43 19:25 2.77 1.48 16:15 0.012 21:40 0.280 0.088 0.088 02/15/2020 06:00 1.12 18:00 4.07 1.79 06:00 0.39 16:35 3.16 1.56 06:00 0.010 18:00 0.544 0.110 0.110 02/16/2020 04:35 1.20 16:25 4.09 2.40 04:35 0.51 16:35 3.61 2.32 04:35 0.015 16:35 0.625 0.231 0.231 02/17/2020 08:15 1.83 12:40 3.85 2.79 06:30 1.64 14:00 3.57 2.74 08:05 0.098 14:05 0.546 0.301 0.301 02/18/2020 06:55 1.93 19:20 4.01 2.96 06:55 1.69 14:35 3.60 2.90 06:55 0.101 14:30 0.563 0.336 0.336 02/19/2020 02:05 1.89 13:00 3.83 2.69 01:50 1.62 11:00 3.52 2.62 01:50 0.100 16:55 0.514 0.271 0.271 02/20/2020 06:05 1.60 10:40 3.78 2.43 04:35 1.19 12:40 3.43 2.35 04:35 0.057 12:40 0.498 0.214 0.137 02/21/2020
02/22/2020
02/23/2020
02/24/2020
123
1420
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020
02/26/2020
02/27/2020
02/28/2020
02/29/2020
03/01/2020
03/02/2020
03/03/2020 23:50 1.45 10:00 3.65 2.56 05:05 1.01 10:00 3.56 2.80 23:50 0.040 10:00 0.530 0.270 0.238 03/04/2020 04:35 1.16 09:00 3.60 2.44 04:35 0.50 11:50 3.52 2.56 04:35 0.014 09:00 0.511 0.247 0.247 03/05/2020 04:35 1.32 08:30 3.42 2.40 04:40 0.72 08:40 3.49 2.63 04:40 0.025 08:30 0.474 0.234 0.234 03/06/2020 04:15 1.11 15:35 3.39 2.23 03:40 0.50 15:20 3.43 2.43 03:40 0.015 15:35 0.461 0.212 0.212 03/07/2020 03:35 1.10 11:25 2.98 1.68 03:55 0.48 11:25 3.31 1.81 01:05 0.013 11:25 0.370 0.105 0.105 03/08/2020 05:15 1.11 11:45 2.77 1.50 03:05 0.37 13:40 3.09 1.40 03:05 0.010 11:45 0.303 0.072 0.072 03/09/2020 03:50 1.17 12:00 3.55 2.19 02:30 0.45 13:25 3.53 2.30 02:30 0.013 12:00 0.503 0.205 0.205 Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

2.34 2.36

22.365

0.216

4.90 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 124
1421
Item # 16.

Site Commentary
Site Information
MIL_2569
Pipe Dimensions 21
Silt Level 0.00"
Overview
Site MIL_2569 functioned under normal conditions during the period Saturday, November 16, 2019 to Monday, March 9, 2020 . This site exhibited a small response to the wet weather events of November 26, 2019 - November 27, 2019 and December 7, 2019 - December 8, 2019. Review of the scattergraph shows that free flow conditions were recorded during the study period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

This location was installed downstream of site MIL_2491. A check of balancing shows a net flow of 0.225 MGD between the sites.

Observed Flow Conditions
Item Depth
(in)
Velocity
(ft/s)
Quantity
(MGD)
Average 6.43 1.05 0.441
Minimum 4.32 0.45 0.121
Maximum 9.03 1.68 0.966
Time of Minimum 11/16/2019 5:00 AM 2/18/2020 3:50 AM 2/18/2020 3:50 AM Time of Maximum 12/23/2019 3:10 PM 12/4/2019 12:25 PM 12/23/2019 3:10 PM Data Quality
Data uptime observed during the Saturday, November 16, 2019 to the Monday, March 9, 2020 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime
Depth (in) 100
Velocity (ft/s) 100
Quantity (MGD) 100
125
1422
Item # 16.

Latitude: 37.440801
Longitude: -121.9044
Site Sketch Profile View or Photo
Sensor Shot
MIL_2569
TRITON+
System Characteristics
Location Type
Pipe Shape Drive
Milpitas Temp Study 2019-20
Drive Medium
Site Access Details:

Site Address /Location:

Site Name
Milipitas Blvd and Tramway Dr
Flow Monitoring
Site Report
Installation Information
Circular
Monitor Series
Monitor Location:

Doppler Standard Ring and Crank
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Wednesday, November 13, 2019
Access
Temporary

21.0" x 21.0"
Traffic
2569 Residential/Commercial
Map
Installation Type:

Monitoring Location (Sensors):

Peak Combo (CS4)
Pipe Size (HxW)
0''
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
8:15:00 AM 21.0" x 21.0"
Smooth good flow, Medium depth and velocity
0 - 5 psi
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

7.5"
Velocity Sensor Offset (in)

1.26 Upstream 0-5 FT Manhole
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single

0.25"
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:

0.00"
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Vitrified Clay Pipe Good
10'
Manhole Condition:
22431
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA19-20
Wireless
Pipe Material
Antenna Location
Communication Information:

Manhole Pick / Vent Hole
No
PVC
Unbolted Normal
Good
Active Drop Connections Air Quality:

Communication Type
Normal
SE Inlet
(Sensors location)
NW Outlet
126
1423
Item # 16.
127
1424
Item # 16.
128
1425
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019 05:00 4.32 11:20 6.92 5.69 04:50 0.70 11:10 1.42 1.10 05:00 0.161 11:20 0.631 0.389 0.389 11/17/2019 03:40 4.61 09:30 6.49 5.63 03:20 0.61 10:50 1.29 1.02 03:20 0.153 10:50 0.507 0.352 0.352 11/18/2019 03:55 4.38 10:30 7.50 6.21 02:55 0.67 10:35 1.55 1.18 03:15 0.163 10:30 0.773 0.475 0.475 11/19/2019 05:20 4.71 16:05 7.66 6.46 03:50 0.69 16:00 1.50 1.15 03:50 0.183 16:00 0.771 0.488 0.488 11/20/2019 04:45 4.82 10:05 7.76 6.34 03:45 0.71 12:35 1.49 1.13 03:45 0.194 10:05 0.780 0.465 0.465 11/21/2019 04:50 4.70 09:50 7.82 6.35 04:15 0.64 09:50 1.52 1.15 04:15 0.167 09:50 0.801 0.475 0.475 11/22/2019 05:00 4.71 20:45 7.96 6.47 04:05 0.67 20:50 1.57 1.17 04:00 0.175 20:50 0.845 0.499 0.499 11/23/2019 05:10 4.67 12:25 7.10 5.94 05:25 0.64 12:50 1.41 1.04 05:25 0.166 12:50 0.654 0.388 0.388 11/24/2019 05:15 4.57 10:00 7.10 5.89 05:15 0.60 09:55 1.34 1.00 05:15 0.149 09:55 0.619 0.372 0.372 11/25/2019 04:15 4.66 12:45 7.48 6.21 04:55 0.66 12:45 1.51 1.13 04:55 0.171 12:45 0.749 0.454 0.454 11/26/2019 05:25 4.60 09:55 7.59 6.31 04:15 0.67 09:40 1.54 1.19 05:30 0.174 09:45 0.772 0.486 0.486 0.63 11/27/2019 03:30 4.60 09:15 7.38 6.17 03:20 0.81 10:10 1.57 1.26 03:20 0.205 10:15 0.759 0.497 0.497 0.77 11/28/2019 05:45 4.53 12:00 6.44 5.53 05:40 0.83 11:40 1.33 1.07 05:40 0.206 12:40 0.535 0.357 0.357 11/29/2019 04:50 4.40 14:25 6.80 5.65 03:50 0.54 14:25 1.38 1.05 03:50 0.133 14:25 0.602 0.365 0.365 0.05 11/30/2019 04:55 4.48 12:00 6.43 5.60 03:50 0.68 11:40 1.26 1.00 03:50 0.166 11:40 0.506 0.341 0.341 0.14 12/01/2019 05:55 4.61 21:55 6.45 5.70 05:40 0.63 22:05 1.32 1.04 05:45 0.159 22:00 0.533 0.366 0.366 0.06 12/02/2019 04:50 4.50 17:20 7.33 6.29 02:00 0.67 17:00 1.59 1.27 02:00 0.178 17:05 0.763 0.521 0.521 0.36 12/03/2019 04:40 4.46 10:15 7.67 6.20 04:40 0.73 10:05 1.62 1.23 04:40 0.177 10:05 0.833 0.494 0.494 12/04/2019 03:05 4.74 12:25 7.74 6.49 03:05 0.74 12:25 1.68 1.27 03:05 0.195 12:25 0.875 0.541 0.541 0.44 12/05/2019 04:30 4.83 14:55 7.78 6.51 04:25 0.76 14:50 1.56 1.23 04:25 0.205 14:50 0.814 0.521 0.521 12/06/2019 05:35 4.97 12:55 7.57 6.44 03:00 0.69 12:55 1.52 1.18 05:35 0.209 12:55 0.765 0.493 0.493 0.06 12/07/2019 05:00 4.77 12:45 7.47 6.32 05:10 0.73 12:15 1.39 1.07 05:05 0.193 12:05 0.689 0.437 0.437 0.84 12/08/2019 05:15 5.27 11:30 7.07 6.33 06:00 0.66 11:10 1.23 1.01 06:00 0.202 11:10 0.562 0.410 0.410 0.10 12/09/2019 05:00 5.12 09:35 7.65 6.72 04:55 0.68 09:30 1.42 1.09 04:55 0.200 09:35 0.715 0.484 0.484 12/10/2019 05:10 5.36 12:25 7.85 6.92 04:25 0.67 14:50 1.32 1.07 04:30 0.210 12:20 0.696 0.493 0.493 0.01 12/11/2019 03:30 5.52 11:10 7.96 7.00 03:15 0.65 13:35 1.33 1.06 03:15 0.213 13:35 0.715 0.495 0.495 12/12/2019 04:55 5.50 12:55 8.11 7.06 05:10 0.64 12:55 1.33 1.05 05:10 0.209 12:55 0.735 0.496 0.496 12/13/2019 05:10 5.63 12:40 7.99 6.96 05:10 0.67 12:40 1.33 1.05 05:10 0.226 12:40 0.720 0.482 0.482 12/14/2019 05:25 5.84 13:35 8.06 6.87 04:30 0.73 11:05 1.34 1.03 04:30 0.260 13:40 0.728 0.464 0.464 0.01 12/15/2019 03:40 5.41 11:10 7.12 6.43 03:40 0.62 23:00 1.12 0.92 03:40 0.196 11:15 0.520 0.377 0.377 12/16/2019 03:45 5.31 08:40 8.39 6.92 03:35 0.58 08:35 1.40 1.04 03:35 0.179 08:35 0.813 0.485 0.485 12/17/2019 04:55 5.37 08:25 7.95 6.97 03:35 0.59 17:05 1.32 1.07 03:35 0.184 08:25 0.713 0.499 0.499 12/18/2019 04:45 5.30 11:35 8.30 7.09 04:50 0.63 10:20 1.38 1.08 04:50 0.194 11:40 0.782 0.518 0.518 12/19/2019 05:05 5.36 10:55 8.32 7.13 05:10 0.58 13:35 1.38 1.09 05:10 0.182 10:55 0.790 0.527 0.527 12/20/2019 05:00 5.32 09:00 8.01 6.98 05:30 0.60 14:45 1.33 1.05 05:05 0.187 14:45 0.712 0.487 0.487 0.02 12/21/2019 03:45 5.31 10:00 7.85 6.51 03:50 0.57 11:35 1.29 0.95 03:50 0.175 10:05 0.685 0.403 0.403 12/22/2019 04:30 5.28 11:05 6.97 6.26 04:45 0.61 11:05 1.12 0.91 04:45 0.189 11:05 0.503 0.360 0.360 12/23/2019 05:20 5.29 15:10 9.03 6.68 05:55 0.64 15:10 1.51 1.00 05:55 0.196 15:10 0.966 0.446 0.446 12/24/2019 05:05 5.20 12:10 6.85 6.18 05:00 0.55 12:50 1.17 0.86 05:00 0.165 12:50 0.514 0.334 0.334 12/25/2019 05:00 5.23 12:15 6.85 6.09 04:45 0.55 11:25 1.09 0.85 04:45 0.169 11:25 0.475 0.324 0.324 12/26/2019 03:50 5.12 13:40 7.71 6.51 03:40 0.55 13:35 1.33 0.97 03:40 0.162 13:35 0.685 0.416 0.416 12/27/2019 04:55 5.06 11:15 7.87 6.45 05:00 0.57 11:15 1.35 0.97 05:00 0.164 11:15 0.720 0.411 0.411 12/28/2019 05:20 4.97 11:10 7.25 6.18 04:50 0.55 11:35 1.30 0.91 04:50 0.156 11:35 0.584 0.361 0.361 12/29/2019 05:20 4.96 11:35 6.86 5.94 05:15 0.56 09:50 1.12 0.87 05:15 0.156 11:05 0.490 0.321 0.321 12/30/2019 03:40 4.93 19:10 6.92 6.13 03:25 0.57 19:05 1.26 0.97 03:25 0.160 19:05 0.561 0.381 0.381 12/31/2019 05:25 4.91 11:00 6.59 5.90 04:50 0.60 10:55 1.13 0.92 05:15 0.168 11:00 0.473 0.337 0.337 Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_2569, Pipe Height: 21.00 in, Silt: 0.00 in
129
1426
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020 05:25 4.85 12:15 6.51 5.83 05:55 0.60 12:15 1.14 0.91 05:55 0.163 12:15 0.467 0.328 0.328 01/02/2020 04:45 4.83 10:40 7.01 6.17 03:45 0.60 10:35 1.21 0.96 03:45 0.165 10:35 0.549 0.380 0.380 01/03/2020 04:45 4.99 12:40 7.24 6.21 02:50 0.58 12:40 1.24 0.94 02:50 0.169 12:40 0.587 0.375 0.375 01/04/2020 05:05 4.88 11:50 7.28 6.06 05:20 0.52 11:50 1.21 0.88 05:20 0.143 11:50 0.579 0.339 0.339 01/05/2020 05:25 4.84 11:05 6.79 6.00 05:15 0.52 12:00 1.08 0.86 05:15 0.142 11:05 0.468 0.325 0.325 01/06/2020 04:50 4.79 12:40 7.01 6.15 04:00 0.49 10:35 1.16 0.91 04:00 0.131 12:45 0.522 0.357 0.357 01/07/2020 03:20 4.90 12:55 7.03 6.17 05:25 0.51 12:55 1.13 0.90 05:25 0.143 12:55 0.518 0.356 0.356 01/08/2020 04:45 4.67 10:55 6.68 5.90 04:45 0.63 12:50 1.20 0.98 04:45 0.163 10:55 0.508 0.361 0.361 01/09/2020 04:40 4.67 11:10 7.79 6.39 03:45 0.59 11:10 1.49 1.10 03:45 0.153 11:10 0.783 0.467 0.467 01/10/2020 04:40 4.82 13:10 7.44 6.39 03:20 0.68 13:15 1.48 1.15 03:20 0.185 13:15 0.728 0.479 0.479 01/11/2020 05:20 4.76 11:15 7.15 6.08 03:50 0.64 11:15 1.36 1.02 05:30 0.172 11:15 0.635 0.393 0.393 01/12/2020 05:30 4.94 11:35 6.70 5.99 05:10 0.65 11:30 1.22 1.00 05:35 0.181 11:35 0.518 0.374 0.374 01/13/2020 03:30 4.84 13:25 7.66 6.42 03:20 0.68 13:35 1.49 1.13 03:25 0.185 13:35 0.760 0.474 0.474 01/14/2020 04:40 4.87 13:25 7.50 6.52 02:15 0.68 08:55 1.36 1.10 04:40 0.189 13:20 0.670 0.470 0.470 01/15/2020 04:40 5.06 12:15 7.69 6.74 04:15 0.67 12:25 1.35 1.10 04:15 0.194 12:25 0.691 0.489 0.489 0.10 01/16/2020 04:45 5.08 14:15 8.22 6.88 04:40 0.68 14:10 1.47 1.14 04:40 0.198 14:10 0.825 0.524 0.524 0.66 01/17/2020 05:10 5.35 15:20 8.19 6.79 05:10 0.74 15:25 1.45 1.12 05:10 0.231 15:20 0.815 0.499 0.499 01/18/2020 04:35 5.14 13:00 7.56 6.34 03:35 0.69 13:00 1.44 1.04 04:35 0.204 13:00 0.725 0.424 0.424 01/19/2020 05:20 4.89 10:30 6.86 6.07 05:20 0.60 10:25 1.25 0.95 05:20 0.166 10:25 0.551 0.366 0.366 01/20/2020 05:20 5.01 12:45 8.10 6.72 03:45 0.60 15:00 1.40 1.09 03:45 0.172 12:45 0.770 0.491 0.491 01/21/2020 04:15 5.06 21:55 7.60 6.73 04:05 0.66 21:45 1.36 1.11 04:05 0.190 21:55 0.690 0.492 0.492 0.01 01/22/2020 04:40 5.18 12:55 7.81 6.85 04:35 0.67 17:15 1.39 1.14 04:35 0.199 13:05 0.721 0.521 0.521 0.09 01/23/2020 04:40 5.16 09:15 8.02 6.84 04:40 0.70 19:25 1.47 1.15 04:40 0.207 09:15 0.797 0.522 0.522 01/24/2020 04:45 5.14 11:20 8.24 6.83 05:05 0.68 11:10 1.47 1.13 05:05 0.201 11:20 0.829 0.515 0.515 01/25/2020 03:40 5.15 11:55 7.03 6.21 03:45 0.66 12:40 1.20 0.97 03:45 0.194 11:50 0.543 0.383 0.383 01/26/2020 05:35 4.90 11:05 7.06 6.11 05:30 0.59 10:45 1.28 0.95 05:30 0.161 11:05 0.584 0.369 0.369 0.16 01/27/2020 03:00 5.12 18:35 7.84 6.67 02:10 0.66 18:40 1.46 1.13 02:55 0.202 18:35 0.758 0.500 0.500 01/28/2020 04:05 5.19 10:15 8.02 6.70 03:50 0.77 10:30 1.58 1.20 03:55 0.230 10:15 0.856 0.531 0.531 0.02 01/29/2020 04:55 5.04 10:00 7.69 6.52 04:35 0.71 10:00 1.51 1.16 04:50 0.203 10:00 0.780 0.493 0.493 01/30/2020 04:45 4.95 11:30 7.66 6.59 02:45 0.66 10:30 1.38 1.12 02:45 0.190 10:30 0.700 0.483 0.483 01/31/2020 03:30 5.12 12:50 7.71 6.69 03:30 0.68 12:40 1.41 1.13 03:30 0.200 12:45 0.730 0.497 0.497 0.01 02/01/2020 04:10 5.04 11:40 7.11 6.22 03:45 0.66 11:35 1.30 0.99 03:45 0.191 11:35 0.600 0.390 0.390 02/02/2020 05:20 4.98 12:50 7.10 6.15 05:15 0.59 12:35 1.19 0.93 05:15 0.167 12:50 0.550 0.364 0.364 02/03/2020 04:45 5.09 10:35 7.73 6.60 03:35 0.62 11:20 1.43 1.09 03:35 0.181 10:40 0.715 0.476 0.476 02/04/2020 04:50 5.00 13:30 7.77 6.64 03:15 0.62 13:20 1.39 1.09 03:15 0.177 13:25 0.724 0.478 0.478 02/05/2020 04:45 5.10 09:50 7.91 6.75 04:45 0.67 10:00 1.38 1.11 04:45 0.196 10:00 0.737 0.495 0.495 02/06/2020 04:40 5.09 11:30 8.02 6.79 05:20 0.65 11:25 1.45 1.09 04:40 0.188 11:30 0.784 0.493 0.493 02/07/2020 03:30 5.20 11:15 8.10 6.83 03:10 0.62 08:45 1.37 1.08 03:10 0.187 11:10 0.757 0.490 0.490 02/08/2020 03:45 5.18 11:35 7.37 6.24 04:25 0.58 11:35 1.26 0.97 04:25 0.174 11:35 0.612 0.382 0.382 02/09/2020 05:40 4.90 11:05 6.87 6.12 05:45 0.58 13:55 1.20 0.97 05:45 0.161 11:25 0.526 0.376 0.376 02/10/2020 03:55 5.10 08:20 7.98 6.52 03:05 0.63 08:20 1.47 1.06 03:05 0.193 08:20 0.796 0.453 0.453 02/11/2020 05:00 5.07 13:20 7.97 6.78 04:45 0.64 13:15 1.44 1.11 04:55 0.184 13:15 0.776 0.502 0.502 02/12/2020 04:40 5.26 09:05 7.86 6.82 03:25 0.56 12:15 1.35 1.12 03:25 0.170 09:05 0.715 0.505 0.505 02/13/2020 04:40 5.00 11:15 7.82 6.53 03:10 0.63 11:15 1.44 1.09 03:10 0.182 11:15 0.759 0.469 0.469 02/14/2020 03:55 5.04 10:50 7.50 6.52 03:40 0.68 10:20 1.36 1.09 03:40 0.195 10:45 0.667 0.463 0.463 02/15/2020 03:50 4.87 12:10 7.48 6.10 03:20 0.55 12:05 1.31 0.95 03:20 0.153 12:05 0.650 0.371 0.371 02/16/2020 05:10 4.86 11:10 7.04 6.00 05:10 0.63 12:45 1.26 0.95 05:10 0.171 12:45 0.572 0.358 0.358 02/17/2020 05:10 4.78 12:45 7.56 6.16 05:55 0.48 11:05 1.33 0.96 05:55 0.135 11:05 0.667 0.381 0.381 02/18/2020 03:45 4.83 12:25 8.16 6.56 03:50 0.45 12:15 1.54 1.05 03:50 0.121 12:20 0.856 0.458 0.458 02/19/2020 05:00 5.16 12:55 8.14 6.88 03:10 0.56 11:25 1.45 1.11 03:10 0.167 11:25 0.796 0.515 0.515 02/20/2020 04:55 5.24 11:25 8.09 6.93 04:55 0.70 11:15 1.44 1.13 04:55 0.212 11:15 0.793 0.522 0.522 02/21/2020 04:40 5.21 10:15 7.98 6.71 03:20 0.59 10:20 1.38 1.07 03:20 0.181 10:20 0.747 0.475 0.475 02/22/2020 05:10 5.01 11:35 7.71 6.42 05:05 0.61 11:40 1.39 1.03 05:05 0.174 11:40 0.718 0.428 0.428 02/23/2020 05:55 5.06 10:00 7.14 6.31 06:05 0.56 20:40 1.27 1.00 06:05 0.162 20:40 0.585 0.407 0.407 02/24/2020 03:45 4.89 11:05 8.78 6.87 03:55 0.60 11:20 1.48 1.11 03:55 0.166 11:05 0.905 0.513 0.513 130
1427
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020 05:00 5.30 12:40 8.03 6.93 05:10 0.62 12:50 1.38 1.07 05:10 0.190 12:50 0.750 0.498 0.498 02/26/2020 04:55 5.34 10:35 7.98 6.92 05:00 0.63 12:55 1.48 1.07 05:00 0.197 12:55 0.784 0.492 0.492 02/27/2020 04:55 5.32 12:55 8.12 6.98 04:50 0.61 12:50 1.41 1.10 04:50 0.190 12:50 0.781 0.513 0.513 02/28/2020 03:35 5.21 10:40 8.05 6.79 02:45 0.64 12:05 1.37 1.07 03:35 0.194 10:55 0.740 0.486 0.486 02/29/2020 03:30 5.14 11:10 8.12 6.39 03:05 0.62 11:15 1.37 0.98 03:05 0.183 11:15 0.760 0.405 0.405 03/01/2020 05:50 5.08 12:35 7.05 6.23 05:20 0.55 11:30 1.18 0.94 05:20 0.161 12:35 0.536 0.376 0.376 03/02/2020 03:35 5.00 10:40 7.86 6.69 03:55 0.60 10:55 1.36 1.06 03:45 0.170 10:55 0.715 0.473 0.473 0.01 03/03/2020 05:40 5.30 10:20 8.14 6.81 05:35 0.70 10:05 1.40 1.08 05:35 0.215 10:15 0.773 0.485 0.485 03/04/2020 03:45 4.89 09:20 8.20 6.71 03:30 0.55 09:25 1.37 1.06 03:30 0.152 09:25 0.771 0.476 0.476 03/05/2020 04:55 5.07 08:50 7.82 6.61 04:55 0.59 08:55 1.38 1.07 04:55 0.170 08:50 0.724 0.461 0.461 03/06/2020 05:10 4.88 15:55 7.57 6.48 03:05 0.49 15:45 1.36 1.04 03:05 0.139 15:45 0.675 0.446 0.446 03/07/2020 05:05 4.79 11:55 7.44 6.16 05:25 0.56 11:55 1.47 0.99 05:25 0.151 11:55 0.723 0.390 0.390 0.58 03/08/2020 04:55 4.90 11:00 7.14 6.11 05:20 0.50 10:55 1.24 0.95 05:20 0.139 11:00 0.577 0.370 0.370 0.02 03/09/2020 03:20 4.74 12:10 7.84 6.44 03:20 0.52 12:15 1.42 1.05 03:20 0.135 12:10 0.753 0.449 0.449 0.11 Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

6.43 1.05

50.750

0.441

5.26 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 131
1428
Item # 16.

Site Commentary
Site Information
MIL_2666
Pipe Dimensions 17.88
Silt Level 0.00"
Overview
Site MIL_2666 functioned under normal conditions during the period Saturday, November 16, 2019 to Monday, March 9, 2020 . This site exhibited a moderate response to the wet weather events of November 26, 2019 - November 27, 2019 and December 7, 2019 - December 8, 2019. Surcharge conditions were experienced at this site. Review of the scattergraph shows that both free flow and backwater conditions were recorded during the study period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observed Flow Conditions
Item Depth
(in)
Velocity
(ft/s)
Quantity
(MGD)
Average 8.74 1.74 0.949
Minimum 5.81 0.77 0.363
Maximum 21.77 2.28 1.470
Time of Minimum 2/14/2020 2:55 AM 3/3/2020 7:40 AM 2/25/2020 3:25 AM Time of Maximum 1/26/2020 11:35 AM 2/25/2020 7:30 AM 1/13/2020 8:00 AM Data Quality
Data uptime observed during the Saturday, November 16, 2019 to the Monday, March 9, 2020 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime
Depth (in) 100
Velocity (ft/s) 100
Quantity (MGD) 100
132
1429
Item # 16.

Latitude: 37.449182°
Longitude: -121.919254°
Site Sketch Profile View or Photo
Sensor Shot
MIL_2666
TRITON+
System Characteristics
Location Type
Pipe Shape Drive
Milpitas Temp Study 2019-20
Drive Medium
Site Access Details:

Site Address /Location:

Site Name
California Cir and Cadillac Court, Milpitas, CA
Flow Monitoring
Site Report
Installation Information
Circular
Monitor Series
Monitor Location:

Doppler Standard Ring and Crank
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Tuesday, November 12, 2019
Access
Temporary

17.88" x 17.88"
Traffic
2666 Residential/Commercial
Map
Installation Type:

Monitoring Location (Sensors):

Peak Combo (CS4)
Pipe Size (HxW)
0''
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
4:33:04 AM 17.88" x 17.88"
good flow, medium depth and velocity
0 - 5 psi
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

6.25"
Velocity Sensor Offset (in)

1.58 Upstream 0-5 FT Manhole
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single

0.25"
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:

0.00"
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Concrete Good
9'
Manhole Condition:
22431
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA19-20
Wireless
Pipe Material
Antenna Location
Communication Information:

Manhole Pick / Vent Hole
No
PVC
Unbolted Normal
Good
Active Drop Connections Air Quality:

Communication Type
Normal
South Inlet
(Sensors Location)
North Outlet
133
1430
Item # 16.
134
1431
Item # 16.
135
1432
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019 04:30 5.94 11:15 9.75 8.10 04:10 1.19 10:35 2.15 1.78 04:10 0.393 12:50 1.313 0.912 0.912 11/17/2019 04:10 6.11 10:45 10.15 8.25 03:35 1.20 20:00 2.14 1.78 05:05 0.413 11:15 1.385 0.935 0.935 11/18/2019 03:25 6.10 07:35 10.12 8.22 02:55 1.19 19:55 2.14 1.79 02:55 0.412 07:40 1.391 0.931 0.931 11/19/2019 03:40 5.87 07:45 10.35 8.08 02:20 1.14 08:05 2.19 1.78 04:10 0.381 07:35 1.437 0.905 0.905 11/20/2019 03:45 5.91 07:35 10.48 8.17 03:45 1.18 19:20 2.06 1.78 03:45 0.383 07:35 1.389 0.915 0.915 11/21/2019 03:45 6.02 08:10 10.54 8.58 03:35 1.13 08:00 2.09 1.84 03:35 0.379 08:10 1.396 1.012 1.012 11/22/2019 03:45 6.64 07:40 11.30 8.47 03:45 1.42 09:20 2.16 1.84 03:45 0.540 08:10 1.372 0.975 0.975 11/23/2019 04:10 6.09 11:05 10.26 8.34 03:50 1.18 12:35 2.06 1.79 03:50 0.405 11:05 1.363 0.954 0.954 11/24/2019 05:05 6.33 12:35 10.23 8.53 05:05 1.32 11:00 2.07 1.83 05:05 0.471 11:45 1.363 0.995 0.995 11/25/2019 03:55 6.35 07:50 10.47 8.59 03:55 1.32 07:40 2.07 1.86 03:55 0.475 07:45 1.409 1.017 1.017 11/26/2019 03:45 6.80 07:45 10.52 8.68 03:45 1.47 20:40 2.04 1.88 03:45 0.578 07:45 1.394 1.037 1.037 0.63 11/27/2019 03:30 6.63 08:40 10.23 8.82 03:25 1.37 09:40 2.04 1.90 03:25 0.520 08:40 1.359 1.069 1.069 0.77 11/28/2019 04:40 6.68 11:30 10.47 8.48 04:40 1.43 10:55 2.04 1.84 04:40 0.551 11:30 1.389 0.985 0.985 11/29/2019 05:05 6.46 10:55 9.77 8.21 05:05 1.36 10:55 2.04 1.80 05:05 0.499 10:55 1.285 0.927 0.927 0.05 11/30/2019 05:25 6.50 12:05 10.15 8.34 05:25 1.38 11:55 2.04 1.82 05:25 0.509 12:05 1.348 0.957 0.957 0.14 12/01/2019 05:15 6.41 11:15 10.05 8.49 05:15 1.29 11:55 2.09 1.80 05:15 0.467 11:15 1.320 0.976 0.976 0.06 12/02/2019 03:35 6.68 07:55 10.76 8.77 03:35 1.38 08:00 2.06 1.86 03:35 0.529 08:00 1.398 1.044 1.044 0.36 12/03/2019 03:50 6.67 07:35 10.41 8.65 03:50 1.38 20:00 2.03 1.86 03:50 0.528 07:40 1.361 1.021 1.021 12/04/2019 03:15 6.56 08:20 11.02 8.79 03:15 1.34 20:40 2.03 1.87 03:15 0.501 07:35 1.378 1.049 1.049 0.44 12/05/2019 03:40 6.84 08:20 10.59 8.62 03:40 1.43 19:00 2.12 1.84 03:40 0.568 08:20 1.377 1.003 1.003 12/06/2019 03:40 6.48 07:55 10.81 8.50 03:40 1.31 09:20 2.08 1.83 03:40 0.483 08:15 1.339 0.980 0.980 0.06 12/07/2019 04:55 6.41 18:05 16.58 9.36 19:55 0.87 17:15 2.18 1.67 04:35 0.462 17:15 1.414 0.959 0.959 0.84 12/08/2019 03:55 6.90 11:55 13.35 9.32 12:00 1.12 15:50 2.16 1.77 05:00 0.567 17:55 1.412 1.044 1.044 0.10 12/09/2019 03:15 6.68 07:50 12.68 8.79 07:55 1.29 10:00 2.03 1.83 03:15 0.530 08:45 1.356 1.019 1.019 12/10/2019 03:25 6.51 08:15 10.66 8.46 02:45 1.31 20:45 2.05 1.83 02:45 0.491 08:20 1.368 0.974 0.974 0.01 12/11/2019 03:25 6.51 08:30 10.68 8.55 03:30 1.29 14:05 2.07 1.82 03:30 0.477 08:15 1.384 0.988 0.988 0.00 12/12/2019 03:45 6.66 07:40 10.43 8.65 03:45 1.37 10:10 2.03 1.86 03:45 0.525 07:40 1.364 1.023 1.023 12/13/2019 03:00 6.88 08:15 10.59 8.88 03:00 1.44 08:50 2.03 1.90 03:00 0.577 08:15 1.377 1.074 1.074 12/14/2019 04:20 7.04 10:40 10.60 8.98 04:20 1.49 15:30 2.03 1.89 04:20 0.616 10:40 1.377 1.087 1.087 0.01 12/15/2019 04:40 6.93 11:05 10.95 9.10 04:40 1.46 14:25 2.03 1.87 04:40 0.590 10:50 1.383 1.096 1.096 12/16/2019 03:45 6.77 08:25 10.78 9.05 03:45 1.41 20:50 2.03 1.89 03:45 0.552 08:40 1.377 1.095 1.095 12/17/2019 03:35 6.81 07:40 10.73 8.87 03:35 1.42 11:10 2.03 1.89 03:35 0.559 07:35 1.376 1.067 1.067 12/18/2019 03:45 6.43 08:20 11.98 8.99 04:10 1.26 21:05 2.03 1.86 04:10 0.464 08:50 1.383 1.073 1.073 12/19/2019 03:35 6.82 08:00 10.95 9.02 03:35 1.42 19:15 2.03 1.89 03:35 0.562 07:40 1.380 1.093 1.093 12/20/2019 05:05 6.59 08:25 10.05 8.25 05:10 1.38 09:30 2.26 1.86 05:10 0.523 07:40 1.408 0.961 0.961 0.02 12/21/2019 05:00 6.21 11:00 10.40 8.15 04:25 1.32 10:05 2.28 1.80 04:25 0.464 11:00 1.395 0.921 0.921 12/22/2019 04:45 6.32 12:15 12.19 8.67 04:30 1.24 10:05 2.09 1.75 04:30 0.444 14:25 1.370 0.968 0.968 12/23/2019 03:25 6.72 12:15 13.17 8.97 12:20 1.18 08:50 2.03 1.79 03:25 0.538 13:40 1.377 1.019 1.019 12/24/2019 04:05 6.63 11:15 12.60 8.92 04:05 1.36 14:05 2.03 1.78 04:05 0.518 13:40 1.374 1.004 1.004 12/25/2019 05:20 6.61 13:10 12.38 8.45 05:20 1.35 11:20 2.11 1.76 05:20 0.512 13:55 1.376 0.936 0.936 12/26/2019 04:10 6.51 11:55 14.17 8.82 11:35 0.97 18:10 2.10 1.72 04:10 0.490 14:00 1.374 0.943 0.943 12/27/2019 04:15 6.46 11:55 14.12 9.00 11:55 0.98 14:30 2.03 1.67 03:35 0.480 14:05 1.374 0.930 0.930 12/28/2019 05:00 6.46 12:25 16.08 9.04 11:35 0.86 09:50 2.09 1.62 05:00 0.470 15:10 1.375 0.900 0.900 12/29/2019 05:05 6.52 11:15 13.33 9.13 11:10 1.15 20:30 2.03 1.66 06:00 0.484 17:25 1.380 0.966 0.966 12/30/2019 04:05 6.41 11:45 15.44 9.14 12:05 0.83 18:00 2.20 1.68 03:30 0.484 09:15 1.374 0.937 0.937 12/31/2019 03:25 6.28 11:45 15.22 9.04 11:45 0.87 14:50 2.14 1.72 03:30 0.480 09:55 1.380 0.950 0.950 Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_2666, Pipe Height: 17.88 in, Silt: 0.00 in
136
1433
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020 05:35 6.16 12:20 11.50 8.08 04:10 1.35 16:50 2.19 1.81 05:30 0.474 13:25 1.381 0.913 0.913 01/02/2020 03:20 6.21 12:10 12.67 8.65 05:05 1.24 18:25 2.13 1.79 03:45 0.437 13:10 1.383 0.973 0.973 01/03/2020 04:10 6.18 12:05 15.89 9.08 12:15 0.86 08:00 2.04 1.63 04:10 0.417 09:55 1.381 0.909 0.909 01/04/2020 04:50 6.18 12:55 16.78 9.08 12:25 0.80 15:05 2.02 1.57 04:45 0.377 14:45 1.366 0.862 0.862 01/05/2020 05:05 6.11 11:00 15.63 9.47 10:55 0.82 22:45 2.07 1.56 05:05 0.395 19:10 1.371 0.924 0.924 01/06/2020 04:05 6.17 08:15 11.25 8.25 03:15 1.21 10:35 2.07 1.74 03:15 0.420 08:00 1.370 0.905 0.905 01/07/2020 03:55 6.26 08:10 13.58 8.37 08:10 1.04 07:25 2.11 1.72 03:35 0.417 08:30 1.378 0.906 0.906 01/08/2020 04:00 6.36 08:05 11.90 8.26 03:40 1.16 07:25 2.09 1.75 03:40 0.419 07:45 1.380 0.908 0.908 01/09/2020 03:40 6.12 08:10 11.96 8.23 05:00 1.14 21:40 2.11 1.75 03:40 0.403 07:40 1.383 0.910 0.910 01/10/2020 03:40 6.35 08:35 10.00 8.26 03:10 1.21 18:55 2.13 1.76 03:10 0.436 08:30 1.312 0.912 0.912 01/11/2020 04:40 6.29 12:35 14.83 9.30 12:45 0.91 09:40 2.10 1.62 04:25 0.425 20:35 1.382 0.957 0.957 01/12/2020 05:35 6.18 11:05 12.10 8.41 05:10 1.15 19:35 2.17 1.74 05:10 0.397 11:25 1.383 0.939 0.939 01/13/2020 03:40 6.47 08:35 14.71 8.47 08:40 0.95 08:00 2.15 1.73 03:40 0.483 08:00 1.470 0.915 0.915 01/14/2020 03:10 6.62 08:00 14.30 8.54 08:00 0.95 09:50 2.03 1.77 04:50 0.492 20:45 1.381 0.954 0.954 01/15/2020 03:45 6.60 08:00 15.26 8.81 08:00 0.87 10:10 2.02 1.73 03:45 0.514 10:00 1.382 0.949 0.949 0.10 01/16/2020 04:15 6.44 13:20 17.95 10.81 08:00 0.80 15:35 2.02 1.45 03:35 0.445 11:05 1.381 0.954 0.954 0.66 01/17/2020 03:55 6.42 08:50 20.36 9.07 09:30 0.87 11:35 2.19 1.79 04:15 0.523 09:55 1.373 0.979 0.979 01/18/2020 05:00 6.68 11:05 14.00 9.04 11:05 1.00 15:50 2.10 1.66 04:55 0.492 10:05 1.383 0.935 0.935 01/19/2020 05:35 6.64 11:45 13.98 8.94 11:50 1.00 18:35 2.12 1.70 05:50 0.484 13:55 1.369 0.945 0.945 01/20/2020 03:45 6.39 11:40 13.75 8.87 11:50 1.06 18:30 2.16 1.71 04:00 0.439 13:50 1.371 0.953 0.953 01/21/2020 03:15 6.32 20:45 15.12 9.19 20:55 0.89 14:10 2.08 1.62 03:10 0.425 17:40 1.379 0.918 0.918 0.01 01/22/2020 03:55 6.45 08:20 18.11 9.90 09:05 0.87 07:15 2.11 1.62 04:10 0.472 10:25 1.383 0.978 0.978 0.09 01/23/2020 03:35 6.25 08:50 20.32 10.37 10:45 0.87 06:55 2.12 1.58 03:25 0.466 19:00 1.383 0.967 0.967 01/24/2020 03:55 6.24 10:10 18.25 11.02 12:40 0.87 07:05 2.07 1.49 03:55 0.483 07:55 1.373 0.985 0.985 01/25/2020 05:00 6.19 12:00 20.73 10.31 12:05 0.82 22:25 2.05 1.57 05:25 0.395 19:15 1.383 0.935 0.935 01/26/2020 05:00 6.25 11:35 21.77 10.90 10:15 0.83 16:45 2.02 1.46 04:55 0.450 17:45 1.381 0.943 0.943 0.16 01/27/2020 03:55 6.45 08:15 16.90 9.44 08:00 0.78 07:15 2.14 1.63 03:45 0.448 11:15 1.383 0.949 0.949 01/28/2020 03:45 6.20 08:10 17.31 9.02 08:40 0.87 07:25 2.06 1.68 03:50 0.428 09:40 1.379 0.944 0.944 0.02 01/29/2020 03:45 6.27 08:20 17.83 9.14 09:10 0.87 11:40 2.06 1.70 04:10 0.440 20:10 1.380 0.954 0.954 01/30/2020 03:45 6.10 08:20 14.39 8.47 08:20 0.94 19:30 2.12 1.77 03:30 0.437 09:05 1.364 0.935 0.935 01/31/2020 02:55 6.27 08:15 14.81 8.66 08:15 0.90 07:30 2.19 1.72 03:30 0.448 07:30 1.380 0.927 0.927 0.01 02/01/2020 03:35 6.45 12:10 16.80 9.52 11:05 0.87 08:50 2.05 1.57 03:40 0.433 15:10 1.304 0.915 0.915 02/02/2020 05:05 6.41 12:10 18.12 9.75 10:55 0.87 16:40 2.07 1.53 04:25 0.437 09:55 1.312 0.902 0.902 02/03/2020 03:50 6.43 08:15 18.18 9.21 08:55 0.83 07:15 2.18 1.66 03:30 0.440 07:15 1.388 0.940 0.940 02/04/2020 03:35 6.23 07:55 15.84 8.73 07:45 0.85 07:20 2.08 1.69 03:30 0.407 10:00 1.304 0.918 0.918 02/05/2020 04:10 6.30 08:15 17.09 9.05 08:10 0.86 18:55 2.19 1.67 04:10 0.420 07:25 1.361 0.935 0.935 02/06/2020 03:40 6.35 08:10 17.37 8.70 08:25 0.82 11:25 2.17 1.73 03:20 0.467 09:50 1.303 0.925 0.925 02/07/2020 03:45 6.19 08:05 14.72 8.40 08:00 0.85 18:40 2.08 1.75 02:25 0.441 08:40 1.303 0.917 0.917 02/08/2020 05:10 6.28 08:30 15.11 8.18 08:30 0.87 13:15 2.27 1.77 05:00 0.414 11:50 1.345 0.909 0.909 02/09/2020 05:30 6.17 10:40 9.52 8.05 05:30 1.17 12:05 2.26 1.81 05:30 0.404 10:40 1.357 0.920 0.920 02/10/2020 03:40 5.93 07:55 10.11 7.99 03:40 1.29 07:30 2.23 1.85 03:40 0.422 07:55 1.449 0.923 0.923 02/11/2020 03:50 5.99 07:55 10.11 7.93 02:30 1.28 07:45 2.25 1.80 02:50 0.428 07:45 1.388 0.888 0.888 02/12/2020 03:25 5.96 08:10 11.00 7.92 02:25 1.24 07:40 2.21 1.79 03:35 0.409 07:40 1.393 0.883 0.883 02/13/2020 03:20 6.06 07:55 11.30 7.96 03:05 1.22 09:40 2.18 1.77 03:00 0.412 07:35 1.354 0.879 0.879 02/14/2020 02:55 5.81 08:30 10.12 7.85 03:45 1.22 07:25 2.17 1.80 03:45 0.391 08:30 1.300 0.878 0.878 02/15/2020 04:40 5.96 12:20 12.23 8.30 04:40 1.14 18:55 2.14 1.72 04:40 0.374 13:15 1.304 0.900 0.900 02/16/2020 04:00 6.08 11:30 14.05 8.73 11:30 0.99 17:25 2.12 1.62 05:10 0.389 13:30 1.311 0.895 0.895 02/17/2020 04:15 6.31 13:10 21.29 11.84 13:30 0.81 08:25 2.03 1.33 04:10 0.414 18:05 1.304 0.913 0.913 02/18/2020 03:00 6.05 09:15 17.91 9.05 08:20 0.78 12:20 2.15 1.63 03:20 0.368 07:45 1.304 0.881 0.881 02/19/2020 03:15 6.09 08:10 9.70 8.05 03:20 1.14 08:40 2.21 1.74 03:20 0.386 08:05 1.312 0.878 0.878 02/20/2020 03:55 6.15 09:00 9.50 8.05 03:50 1.17 10:50 2.16 1.74 03:50 0.401 10:10 1.252 0.874 0.874 02/21/2020 04:10 6.02 08:20 9.30 8.03 04:00 1.13 14:00 2.06 1.72 04:00 0.377 12:10 1.169 0.865 0.865 02/22/2020 04:35 6.34 12:15 9.46 8.10 04:40 1.15 11:55 2.09 1.71 04:40 0.411 11:55 1.234 0.869 0.869 02/23/2020 04:50 6.26 11:10 9.60 8.11 05:35 1.11 11:45 2.25 1.75 05:35 0.391 11:45 1.343 0.899 0.899 02/24/2020 03:35 6.01 07:25 9.90 8.01 02:55 1.16 07:35 2.25 1.77 03:35 0.389 07:35 1.388 0.887 0.887 137
1434
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020 03:15 6.07 07:40 10.11 8.00 03:25 1.07 07:30 2.28 1.74 03:25 0.363 08:00 1.448 0.872 0.872 02/26/2020 03:10 6.17 07:25 10.20 8.15 03:15 1.18 07:20 2.16 1.77 03:15 0.408 07:25 1.411 0.903 0.903 02/27/2020 03:40 5.85 07:35 10.02 7.99 04:00 1.14 08:25 2.21 1.73 04:00 0.373 08:25 1.381 0.866 0.866 02/28/2020 03:25 6.14 07:50 10.19 8.08 03:25 1.08 07:30 2.01 1.73 03:25 0.371 07:30 1.313 0.876 0.876 02/29/2020 04:30 6.32 11:20 9.65 8.16 04:30 1.27 11:25 2.16 1.75 04:30 0.451 11:25 1.338 0.899 0.899 03/01/2020 05:05 6.23 12:00 15.82 9.83 11:40 0.83 15:25 2.02 1.46 05:10 0.391 18:45 1.316 0.890 0.890 03/02/2020 03:40 6.18 08:00 18.41 9.10 08:40 0.85 11:20 2.02 1.65 03:35 0.368 19:55 1.316 0.930 0.930 0.01 03/03/2020 03:30 6.42 08:05 17.17 8.71 07:40 0.77 20:25 2.06 1.75 03:30 0.477 08:25 1.309 0.949 0.949 03/04/2020 04:05 6.40 07:50 10.38 8.52 04:05 1.30 09:10 2.16 1.81 04:05 0.471 07:35 1.343 0.978 0.978 03/05/2020 03:10 6.25 07:40 11.68 8.31 02:30 1.12 07:10 2.22 1.76 02:30 0.400 07:10 1.326 0.919 0.919 03/06/2020 04:10 6.15 08:15 9.97 8.23 02:55 1.13 20:15 2.21 1.82 02:55 0.399 07:55 1.359 0.941 0.941 03/07/2020 04:45 6.14 12:20 10.36 8.35 04:35 1.08 12:45 2.21 1.77 04:35 0.369 12:45 1.402 0.943 0.943 0.58 03/08/2020 05:05 6.31 11:20 10.38 8.42 02:45 1.22 20:55 2.25 1.83 04:20 0.439 20:10 1.428 0.981 0.981 0.02 03/09/2020 03:00 6.28 20:10 10.66 8.50 02:20 1.24 07:40 2.16 1.81 02:20 0.440 06:40 1.374 0.978 0.977 0.11 Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

8.74 1.74
109.178

0.949

5.26 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 138
1435
Item # 16.

Site Commentary
Site Information
MIL_2721
Pipe Dimensions 8
Silt Level 0.00"
Overview
Site MIL_2721 functioned under normal conditions during the period Saturday, November 16, 2019 to Monday, March 9, 2020 . This site exhibited a moderate response to the wet weather events of November 26, 2019 - November 27, 2019 and December 7, 2019 - December 8, 2019. Review of the scattergraph shows that free flow conditions were recorded during the study period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location. Due to the high flows at the creek, crews could not access the meter and data stops on March 02, 2020 for this location.

Observed Flow Conditions
Item Depth
(in)
Velocity
(ft/s)
Quantity
(MGD)
Average 6.23 1.05 0.198
Minimum 3.86 0.53 0.080
Maximum 9.28 1.61 0.363
Time of Minimum 3/2/2020 3:05 AM 2/2/2020 5:45 AM 2/2/2020 5:45 AM Time of Maximum 1/17/2020 8:05 AM 1/17/2020 8:10 AM 1/17/2020 8:10 AM Data Quality
Data uptime observed during the Saturday, November 16, 2019 to the Monday, March 2, 2020 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime
Depth (in) 100
Velocity (ft/s) 100
Quantity (MGD) 100
139
1436
Item # 16.

Latitude: 37.452946°
Longitude: -121.914112°
Site Sketch Profile View or Photo
Sensor Shot
MIL_2721
TRITON+
System Characteristics
Location Type
Pipe Shape Gate access. Need hip waders to cross stream.

Milpitas Temp Study 2019-20
Drive Light
Site Access Details:

Site Address /Location:

Site Name
1545 N Milpitas Blvd
Flow Monitoring
Site Report
Installation Information
Circular
Monitor Series
Monitor Location:

Doppler Standard Ring and Crank
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Friday, November 15, 2019
Access
Temporary

8.0" x 8.0"
Traffic
2721 Residential
Map
Installation Type:

Monitoring Location (Sensors):

Peak Combo (CS4)
Pipe Size (HxW)
0''
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
9:56:00 AM 8.0" x 8.0"
Good flow medium depth and velocity
0 - 5 psi
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

5.50"
Velocity Sensor Offset (in)

1.7 Upstream 0-5 FT Manhole
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single

0.25"
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:

0.00"
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Concrete Good
6'
Manhole Condition:
22431
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA19-20
Wireless
Pipe Material
Antenna Location
Communication Information:

Manhole Pick / Vent Hole
No
PVC
Unbolted Normal
Good
Active Drop Connections Air Quality:

Communication Type
Normal
North Inlet
(Sensor Location)
South Outlet
East Inlet
140
1437
Item # 16.
141
1438
Item # 16.
142
1439
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019 03:25 4.20 10:20 5.97 5.03 04:30 1.01 09:55 1.46 1.24 04:30 0.123 10:20 0.255 0.188 0.188 11/17/2019 03:35 4.18 09:20 6.03 5.11 05:15 0.92 09:25 1.42 1.24 05:20 0.110 09:25 0.257 0.191 0.191 11/18/2019 02:55 4.16 07:50 5.95 5.08 02:55 0.95 07:50 1.41 1.25 02:55 0.113 07:50 0.254 0.191 0.191 11/19/2019 03:35 4.28 07:50 6.27 5.07 03:35 1.00 07:20 1.43 1.25 03:35 0.123 07:20 0.261 0.190 0.190 11/20/2019 03:00 4.19 07:45 6.37 5.04 03:00 0.97 07:55 1.41 1.24 03:00 0.116 07:45 0.261 0.187 0.187 11/21/2019 03:10 4.20 07:50 6.12 5.03 03:10 0.97 07:55 1.46 1.24 03:10 0.116 07:55 0.267 0.187 0.187 11/22/2019 02:20 4.28 07:40 6.00 5.03 02:20 1.00 07:40 1.42 1.24 02:20 0.123 07:40 0.257 0.186 0.186 11/23/2019 04:30 4.15 10:20 6.12 5.09 04:30 0.95 10:15 1.47 1.25 04:30 0.112 10:15 0.269 0.191 0.191 11/24/2019 04:40 4.41 09:45 6.26 5.19 04:40 1.05 10:35 1.45 1.27 04:40 0.134 09:45 0.272 0.199 0.199 11/25/2019 03:50 4.22 19:15 6.14 5.19 03:50 0.98 19:10 1.41 1.27 03:50 0.118 19:15 0.256 0.199 0.199 11/26/2019 01:30 4.57 07:40 6.34 5.29 01:30 1.11 07:25 1.45 1.30 01:30 0.148 07:50 0.271 0.207 0.207 0.63 11/27/2019 04:20 4.42 18:30 6.33 5.34 04:20 1.05 21:25 1.47 1.30 04:20 0.135 18:25 0.277 0.210 0.210 0.77 11/28/2019 04:30 4.82 11:10 6.82 5.85 23:55 0.85 08:20 1.40 1.11 23:55 0.150 08:20 0.247 0.194 0.194 11/29/2019 04:40 5.27 10:45 7.15 6.21 04:40 0.67 10:45 1.22 0.96 04:40 0.105 10:45 0.260 0.183 0.183 0.05 11/30/2019 04:40 5.23 13:30 7.09 6.19 04:40 0.65 13:30 1.21 0.96 04:40 0.102 13:30 0.256 0.181 0.181 0.14 12/01/2019 05:35 5.34 19:25 7.32 6.31 05:35 0.68 19:25 1.27 1.00 05:35 0.108 19:25 0.275 0.192 0.192 0.06 12/02/2019 02:45 5.31 07:50 7.41 6.35 02:45 0.67 07:50 1.29 1.01 02:45 0.106 07:50 0.282 0.196 0.196 0.36 12/03/2019 03:30 5.32 07:25 7.08 6.34 03:30 0.67 07:25 1.22 1.01 03:30 0.107 07:25 0.257 0.195 0.195 12/04/2019 02:15 5.65 07:40 7.51 6.39 02:15 0.79 07:40 1.31 1.03 02:15 0.135 07:40 0.289 0.199 0.199 0.44 12/05/2019 02:20 5.63 19:30 7.37 6.52 02:20 0.79 19:30 1.28 1.06 02:20 0.133 19:30 0.279 0.210 0.210 12/06/2019 03:25 5.77 07:50 7.16 6.37 03:25 0.84 07:55 1.29 1.03 03:25 0.146 07:55 0.274 0.200 0.200 0.06 12/07/2019 04:05 5.72 17:40 7.81 6.66 02:50 0.75 17:40 1.37 1.08 02:50 0.129 17:40 0.308 0.218 0.218 0.84 12/08/2019 04:55 5.79 10:50 7.74 6.68 04:55 0.84 10:50 1.36 1.11 04:55 0.147 10:50 0.304 0.223 0.223 0.10 12/09/2019 04:15 5.62 07:45 7.11 6.38 04:15 0.78 07:45 1.22 1.02 04:15 0.133 07:45 0.259 0.198 0.198 12/10/2019 02:35 5.59 07:40 7.16 6.33 02:35 0.77 07:40 1.23 1.01 02:35 0.130 07:40 0.263 0.194 0.194 0.01 12/11/2019 02:55 5.51 07:45 7.40 6.30 02:55 0.74 07:45 1.29 1.02 02:55 0.123 07:45 0.281 0.195 0.195 0.00 12/12/2019 04:15 5.55 07:20 7.11 6.30 04:15 0.76 07:55 1.26 0.99 04:15 0.127 07:55 0.261 0.190 0.190 12/13/2019 03:00 5.57 07:45 7.03 6.31 04:10 0.75 08:00 1.19 0.99 04:10 0.126 08:00 0.249 0.190 0.190 12/14/2019 03:55 5.51 10:05 7.35 6.40 03:55 0.74 10:05 1.28 1.03 03:55 0.123 10:05 0.277 0.200 0.200 0.01 12/15/2019 03:45 5.49 11:00 7.46 6.39 03:45 0.73 11:00 1.30 1.02 03:45 0.121 11:00 0.285 0.199 0.199 12/16/2019 02:50 5.57 07:45 7.10 6.33 02:50 0.76 07:45 1.22 1.01 02:50 0.128 07:45 0.258 0.194 0.194 12/17/2019 01:25 5.57 20:35 7.07 6.39 01:25 0.76 20:35 1.21 1.03 01:25 0.128 20:35 0.256 0.199 0.199 12/18/2019 03:15 5.65 07:25 7.29 6.46 03:15 0.79 07:25 1.26 1.05 03:15 0.135 07:25 0.273 0.206 0.206 12/19/2019 03:15 5.63 07:40 7.44 6.42 03:15 0.79 07:40 1.30 1.03 03:15 0.133 07:40 0.284 0.202 0.202 12/20/2019 03:05 5.71 07:30 7.35 6.50 03:05 0.82 07:30 1.28 1.06 03:05 0.140 07:30 0.277 0.208 0.208 0.02 12/21/2019 04:40 5.89 09:50 7.90 6.65 04:40 0.88 09:50 1.39 1.10 04:40 0.156 09:50 0.313 0.221 0.221 12/22/2019 04:25 5.75 13:25 7.91 6.70 04:25 0.83 13:25 1.39 1.11 04:25 0.144 13:25 0.313 0.224 0.224 12/23/2019 04:20 6.01 09:40 7.43 6.61 04:20 0.92 09:40 1.30 1.09 04:20 0.167 09:40 0.283 0.218 0.218 12/24/2019 04:20 5.92 09:40 7.32 6.59 04:20 0.89 09:40 1.27 1.08 04:20 0.159 09:40 0.275 0.216 0.216 12/25/2019 23:25 5.75 11:35 8.01 6.31 23:25 0.83 11:35 1.41 1.00 23:25 0.144 11:35 0.318 0.192 0.192 12/26/2019 04:20 5.42 08:25 6.60 6.14 04:20 0.71 08:25 1.09 0.95 04:20 0.115 08:25 0.218 0.178 0.178 12/27/2019 03:45 5.76 09:35 7.60 6.33 03:45 0.83 09:25 1.43 1.01 03:45 0.145 09:25 0.315 0.194 0.194 12/28/2019 06:20 5.92 12:45 7.79 6.60 06:20 0.89 12:45 1.37 1.09 06:20 0.159 12:45 0.307 0.217 0.217 12/29/2019 02:55 5.95 10:35 7.52 6.44 02:55 0.84 10:35 1.31 1.04 02:55 0.151 10:35 0.289 0.204 0.204 12/30/2019 02:50 5.60 17:35 7.32 6.47 02:50 0.78 17:35 1.27 1.05 02:50 0.131 17:35 0.275 0.205 0.205 12/31/2019 04:15 5.67 19:05 7.45 6.52 04:15 0.80 19:05 1.30 1.06 04:15 0.137 19:05 0.284 0.210 0.210 Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_2721, Pipe Height: 8.00 in, Silt: 0.00 in
143
1440
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020 03:55 5.94 10:10 7.26 6.52 03:55 0.89 10:10 1.26 1.07 03:55 0.161 10:10 0.271 0.211 0.211 01/02/2020 04:25 5.87 09:15 7.18 6.52 04:25 0.87 09:15 1.24 1.07 04:25 0.154 09:15 0.264 0.210 0.210 01/03/2020 04:15 5.93 17:35 7.45 6.61 04:15 0.89 17:35 1.30 1.09 04:15 0.160 17:35 0.284 0.218 0.218 01/04/2020 04:00 5.91 11:25 6.98 6.45 04:00 0.88 11:25 1.19 1.05 04:00 0.158 11:25 0.249 0.205 0.205 01/05/2020 05:40 5.60 20:55 7.20 6.44 05:40 0.78 20:55 1.24 1.04 05:40 0.131 20:55 0.266 0.203 0.203 01/06/2020 02:25 5.53 18:55 7.42 6.38 04:20 0.71 18:55 1.29 1.02 04:20 0.120 18:55 0.282 0.199 0.199 01/07/2020 02:25 5.59 20:15 7.17 6.40 02:25 0.77 20:15 1.24 1.03 02:25 0.130 20:15 0.264 0.200 0.200 01/08/2020 03:20 5.64 07:45 7.45 6.44 02:15 0.75 07:50 1.32 1.03 02:25 0.127 07:50 0.288 0.201 0.201 01/09/2020 02:50 5.59 19:55 7.54 6.56 03:55 0.71 07:45 1.35 1.06 03:55 0.121 07:45 0.292 0.211 0.211 01/10/2020 01:30 5.83 07:00 7.22 6.62 01:30 0.86 07:00 1.25 1.09 01:30 0.151 07:00 0.267 0.219 0.219 01/11/2020 04:15 5.74 09:00 7.10 6.42 04:15 0.83 09:00 1.22 1.04 04:15 0.143 09:00 0.258 0.202 0.202 01/12/2020 03:30 5.39 17:15 6.87 6.21 03:30 0.70 17:15 1.16 0.97 03:30 0.113 17:15 0.240 0.184 0.184 01/13/2020 03:40 5.30 08:00 7.49 6.20 03:40 0.66 08:10 1.31 0.97 03:40 0.105 08:00 0.285 0.183 0.183 01/14/2020 01:45 5.44 07:35 6.97 6.26 01:55 0.64 07:35 1.19 0.98 01:55 0.105 07:35 0.248 0.187 0.187 01/15/2020 02:35 5.55 09:05 6.95 6.32 01:10 0.71 09:15 1.22 0.99 02:55 0.120 09:15 0.250 0.191 0.191 0.10 01/16/2020 02:40 5.58 18:50 7.48 6.57 02:40 0.71 18:50 1.31 1.06 02:40 0.119 18:50 0.287 0.211 0.211 0.66 01/17/2020 03:35 5.82 08:05 9.28 6.45 03:35 0.85 08:10 1.61 1.04 03:35 0.150 08:10 0.363 0.203 0.203 01/18/2020 03:10 5.61 09:40 7.41 6.46 03:10 0.78 09:40 1.29 1.04 03:10 0.132 09:40 0.282 0.205 0.205 01/19/2020 05:10 5.77 09:45 7.80 6.48 05:10 0.84 09:45 1.37 1.05 05:10 0.146 09:45 0.308 0.207 0.207 01/20/2020 03:30 5.61 20:05 6.90 6.31 03:30 0.78 20:05 1.17 1.00 03:30 0.132 20:05 0.242 0.192 0.192 01/21/2020 03:00 5.38 21:35 7.07 6.18 04:40 0.65 21:35 1.21 0.96 04:40 0.107 21:35 0.256 0.181 0.181 0.01 01/22/2020 02:35 5.62 08:00 7.17 6.34 02:35 0.78 08:00 1.24 1.01 02:35 0.133 08:00 0.264 0.195 0.195 0.09 01/23/2020 03:15 5.30 19:40 6.92 6.19 03:15 0.66 19:40 1.18 0.97 03:15 0.105 19:40 0.244 0.182 0.182 01/24/2020 03:05 5.45 09:40 7.00 6.32 03:05 0.72 09:40 1.20 1.01 03:05 0.118 09:40 0.250 0.193 0.193 01/25/2020 03:10 5.43 12:10 6.92 6.17 03:10 0.71 12:10 1.18 0.96 03:10 0.116 12:10 0.244 0.181 0.181 01/26/2020 04:40 5.26 11:15 6.98 6.20 04:40 0.65 11:15 1.19 0.96 04:40 0.101 11:15 0.249 0.183 0.183 0.16 01/27/2020 05:55 5.59 05:25 7.24 6.23 00:05 0.78 05:25 1.25 0.98 06:00 0.135 05:25 0.269 0.185 0.185 01/28/2020 02:35 5.33 07:40 6.83 6.08 02:35 0.67 07:40 1.15 0.93 02:35 0.107 07:40 0.237 0.173 0.173 0.02 01/29/2020 03:20 5.27 19:10 6.82 6.11 03:20 0.65 19:10 1.15 0.94 03:20 0.102 19:10 0.236 0.176 0.176 01/30/2020 03:05 5.38 07:55 6.95 6.21 03:05 0.69 07:55 1.18 0.97 03:05 0.112 07:55 0.246 0.184 0.184 01/31/2020 02:55 5.43 08:15 6.88 6.18 02:55 0.71 08:15 1.17 0.96 02:55 0.116 08:15 0.241 0.181 0.181 0.01 02/01/2020 02:55 5.15 08:00 7.09 6.04 04:30 0.56 08:00 1.19 0.92 04:30 0.087 08:00 0.251 0.169 0.169 02/02/2020 06:05 5.08 21:20 7.08 6.15 05:45 0.53 21:20 1.22 0.94 05:45 0.080 21:20 0.257 0.178 0.178 02/03/2020 03:35 5.36 07:45 6.92 6.18 03:35 0.68 07:45 1.18 0.96 03:35 0.110 07:45 0.244 0.181 0.181 02/04/2020 02:15 5.36 18:45 6.91 6.19 02:15 0.68 18:45 1.17 0.97 02:15 0.110 18:45 0.243 0.182 0.182 02/05/2020 04:05 5.50 07:25 6.89 6.21 04:05 0.74 07:25 1.17 0.97 04:05 0.122 07:25 0.242 0.184 0.184 02/06/2020 02:25 5.50 21:05 7.16 6.25 02:25 0.74 21:05 1.23 0.99 02:25 0.122 21:05 0.263 0.187 0.187 02/07/2020 03:10 5.30 18:10 7.26 6.07 03:10 0.66 18:10 1.26 0.93 03:10 0.105 18:10 0.271 0.172 0.172 02/08/2020 04:20 5.16 09:35 6.93 6.12 04:20 0.60 09:35 1.18 0.94 04:20 0.093 09:35 0.245 0.176 0.176 02/09/2020 05:00 5.13 12:35 7.04 6.15 05:00 0.59 12:35 1.21 0.95 05:00 0.090 12:35 0.254 0.179 0.179 02/10/2020 03:30 5.38 07:45 7.14 6.21 03:30 0.69 07:45 1.23 0.97 03:30 0.112 07:45 0.261 0.184 0.184 02/11/2020 03:45 5.37 07:50 6.94 6.19 03:45 0.69 07:50 1.18 0.96 03:45 0.111 07:50 0.246 0.182 0.182 02/12/2020 02:05 5.41 07:45 7.02 6.23 02:05 0.70 07:45 1.20 0.98 02:05 0.114 07:45 0.252 0.186 0.186 02/13/2020 04:05 5.56 07:30 6.96 6.22 04:05 0.76 07:30 1.19 0.98 04:05 0.127 07:30 0.247 0.185 0.185 02/14/2020 03:30 5.50 07:45 6.84 6.22 03:30 0.74 18:40 1.17 0.99 03:30 0.122 07:45 0.237 0.187 0.187 02/15/2020 05:10 5.44 15:55 7.03 6.27 03:05 0.79 15:55 1.24 1.02 03:10 0.130 15:55 0.261 0.194 0.194 02/16/2020 02:20 5.66 10:15 7.49 6.44 04:15 0.79 10:00 1.31 1.05 04:15 0.135 10:15 0.286 0.205 0.205 02/17/2020 04:20 5.98 10:00 8.34 6.92 04:20 0.90 10:05 1.51 1.14 04:20 0.163 10:05 0.341 0.235 0.235 02/18/2020 03:05 6.06 09:30 7.95 6.85 03:05 0.93 09:30 1.39 1.12 03:05 0.170 09:30 0.314 0.230 0.230 02/19/2020 02:45 6.01 08:35 7.78 6.84 02:45 0.91 08:45 1.37 1.11 02:45 0.166 08:35 0.304 0.229 0.229 02/20/2020 04:20 6.05 09:00 7.73 6.77 04:20 0.92 09:05 1.34 1.10 04:20 0.169 09:05 0.300 0.223 0.223 02/21/2020 03:40 6.01 18:45 7.58 6.69 03:40 0.91 18:45 1.32 1.07 03:40 0.166 18:45 0.292 0.217 0.217 02/22/2020 05:00 5.89 10:20 8.07 6.77 05:00 0.87 10:20 1.39 1.10 05:00 0.156 10:20 0.315 0.224 0.224 02/23/2020 05:15 5.89 11:05 7.88 6.74 05:15 0.87 11:00 1.39 1.10 05:15 0.156 11:05 0.310 0.223 0.223 02/24/2020 03:15 5.87 19:50 8.34 6.69 03:15 0.87 19:50 1.46 1.08 03:15 0.154 19:50 0.330 0.217 0.217 144
1441
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020 02:30 5.85 07:40 7.89 6.64 02:30 0.79 07:45 1.43 1.07 02:30 0.140 07:45 0.322 0.215 0.215 02/26/2020 04:10 6.02 07:40 7.55 6.65 04:10 0.91 07:35 1.38 1.07 04:10 0.167 07:35 0.301 0.214 0.214 02/27/2020 02:50 5.90 07:10 7.61 6.59 02:50 0.88 07:10 1.40 1.07 02:50 0.156 07:10 0.311 0.213 0.213 02/28/2020 03:10 5.71 07:35 7.69 6.49 02:55 0.74 07:35 1.35 1.03 03:00 0.128 07:35 0.300 0.203 0.203 02/29/2020 23:50 4.83 11:05 7.31 5.91 03:30 0.79 14:30 1.43 1.15 03:30 0.139 11:05 0.273 0.204 0.204 03/01/2020 04:35 4.05 20:55 6.58 5.30 04:35 0.99 12:35 1.42 1.24 04:35 0.113 19:40 0.265 0.199 0.199 03/02/2020 03:05 3.86 07:35 6.38 4.60 03:05 0.92 07:00 1.41 1.12 03:05 0.100 07:30 0.267 0.153 0.055 0.01 03/03/2020
03/04/2020
03/05/2020
03/06/2020
03/07/2020 0.58
03/08/2020 0.02
03/09/2020 0.11
Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

6.23 1.05

21.255

0.198

5.26 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 145
1442
Item # 16.

Site Commentary
Site Information
MIL_2724
Pipe Dimensions 39.88
Silt Level 0.00"
Overview
Site MIL_2724 functioned under normal conditions during the period Saturday, November 16, 2019 to Monday, March 9, 2020 . This site exhibited an observable response to the wet weather events of November 26, 2019 - November 27, 2019 and December 7, 2019 - December 8, 2019. Review of the scattergraph shows that free flow conditions were recorded during the study period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

Observed Flow Conditions
Item Depth
(in)
Velocity
(ft/s)
Quantity
(MGD)
Average 18.34 0.78 2.042
Minimum 13.49 0.43 0.744
Maximum 22.23 1.11 3.446
Time of Minimum 3/4/2020 5:30 AM 3/4/2020 4:40 AM 3/4/2020 4:40 AM Time of Maximum 12/7/2019 7:45 PM 12/2/2019 10:10 AM 12/4/2019 10:25 PM Data Quality
Data uptime observed during the Saturday, November 16, 2019 to the Monday, March 9, 2020 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime
Depth (in) 100
Velocity (ft/s) 100
Quantity (MGD) 100
146
1443
Item # 16.

Latitude: 37.446644°
Longitude: -121.918485°
Site Sketch Profile View or Photo
Sensor Shot
MIL_2724
TRITON+
System Characteristics
Location Type
Pipe Shape Drive
Milpitas Temp Study 2019-20
Drive Light
Site Access Details:

Site Address /Location:

Site Name
California Cir and Cadillac Court, Milpitas, CA
Flow Monitoring
Site Report
Installation Information
Circular
Monitor Series
Monitor Location:

Doppler Standard Ring and Crank
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Tuesday, November 12, 2019
Access
Temporary

39.88" x 40.50"
Traffic
2724 Residential/Commercial
Map
Installation Type:

Monitoring Location (Sensors):

Peak Combo (CS4)
Pipe Size (HxW)
0''
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
5:37:34 AM 39.88" x 40.50"
Ok flow, Deep and slow
0 - 5 psi
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

14.00"
Velocity Sensor Offset (in)

0.89 Upstream 0-5 FT Manhole
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single

0.25"
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:

0.00"
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Concrete Good
20'
Manhole Condition:
22431
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA19-20
Wireless
Pipe Material
Antenna Location
Communication Information:

Manhole Pick / Vent Hole
No
PVC
Unbolted Normal
Good
Active Drop Connections Air Quality:

Communication Type
Normal
East Inlet
(Sensors location)
West Outlet
147
1444
Item # 16.
148
1445
Item # 16.
149
1446
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019 06:05 13.74 12:15 21.05 18.02 06:05 0.53 12:15 0.88 0.75 06:05 0.917 12:15 2.670 1.935 1.935 11/17/2019 06:05 13.78 12:45 20.99 18.15 06:05 0.53 12:45 0.87 0.76 06:05 0.925 12:45 2.656 1.968 1.968 11/18/2019 05:30 13.71 22:10 20.69 18.05 05:30 0.53 22:10 0.87 0.76 05:30 0.910 22:10 2.587 1.942 1.942 11/19/2019 05:35 13.80 09:50 20.54 18.07 05:35 0.53 09:50 0.86 0.76 05:35 0.931 09:50 2.551 1.949 1.949 11/20/2019 05:25 13.88 09:50 20.59 18.03 05:25 0.54 09:50 0.86 0.76 05:25 0.946 09:50 2.564 1.938 1.938 11/21/2019 05:40 13.81 10:10 20.70 18.02 05:40 0.53 10:10 0.87 0.76 05:40 0.932 10:10 2.589 1.937 1.937 11/22/2019 05:30 13.71 10:05 20.76 18.09 05:30 0.53 10:05 0.87 0.76 05:30 0.912 10:05 2.603 1.953 1.953 11/23/2019 06:05 13.69 12:45 21.31 18.08 06:05 0.52 12:45 0.88 0.76 06:05 0.906 12:45 2.729 1.951 1.951 11/24/2019 06:25 13.67 12:30 21.38 18.19 06:25 0.52 12:30 0.88 0.76 06:25 0.902 12:30 2.746 1.977 1.977 11/25/2019 05:35 13.64 09:55 20.41 17.97 05:35 0.52 09:55 0.86 0.75 05:35 0.897 09:55 2.520 1.925 1.925 11/26/2019 05:35 13.71 22:15 21.05 18.15 05:35 0.53 22:15 0.88 0.76 05:35 0.911 22:15 2.671 1.968 1.968 0.63 11/27/2019 04:50 14.44 11:30 21.02 18.67 04:50 0.57 11:30 0.88 0.78 04:50 1.065 11:30 2.664 2.093 2.093 0.77 11/28/2019 06:40 14.33 13:45 21.91 18.41 06:40 0.57 13:45 1.00 0.77 06:40 1.043 13:45 3.198 2.040 2.040 11/29/2019 06:20 14.05 12:50 20.54 17.82 06:20 0.55 12:50 0.86 0.75 06:20 0.981 12:50 2.552 1.884 1.884 0.05 11/30/2019 06:00 13.99 13:50 21.00 17.98 05:40 0.51 11:55 1.06 0.79 05:40 0.914 13:35 3.216 2.021 2.021 0.14 12/01/2019 06:35 14.06 13:45 21.12 18.38 05:15 0.53 12:35 1.09 0.83 06:35 0.950 13:15 3.333 2.196 2.196 0.06 12/02/2019 05:35 14.07 10:05 21.27 18.67 05:45 0.51 10:10 1.11 0.84 05:45 0.916 10:10 3.427 2.251 2.251 0.36 12/03/2019 05:35 14.37 22:15 20.89 18.45 05:25 0.57 21:35 1.08 0.84 05:25 1.051 23:10 3.240 2.193 2.193 12/04/2019 04:55 14.58 22:25 21.36 18.87 04:50 0.58 22:25 1.11 0.87 04:50 1.091 22:25 3.446 2.348 2.348 0.44 12/05/2019 05:30 14.58 10:05 21.01 18.69 05:45 0.55 10:30 1.07 0.86 05:45 1.039 10:30 3.235 2.303 2.303 12/06/2019 05:30 14.54 10:15 20.84 18.47 05:00 0.55 09:10 1.06 0.80 05:15 1.034 09:10 3.106 2.087 2.087 0.06 12/07/2019 06:10 14.37 19:45 22.23 18.99 06:40 0.51 19:45 1.05 0.81 06:40 0.953 19:45 3.419 2.231 2.231 0.84 12/08/2019 06:30 15.07 12:25 22.18 19.31 04:35 0.58 12:25 1.00 0.84 06:00 1.140 12:25 3.264 2.341 2.341 0.10 12/09/2019 05:35 14.80 09:50 21.02 18.87 05:05 0.51 21:20 0.97 0.82 05:05 0.991 22:45 2.940 2.204 2.204 12/10/2019 05:35 14.64 22:50 21.07 18.60 06:00 0.52 22:30 0.98 0.81 06:00 0.993 22:30 2.988 2.153 2.153 0.01 12/11/2019 05:25 14.61 22:55 20.85 18.60 05:05 0.50 10:25 0.96 0.80 05:20 0.935 23:15 2.887 2.115 2.115 0.00 12/12/2019 05:35 14.43 10:00 20.73 18.44 04:45 0.50 09:20 0.96 0.80 04:45 0.932 10:20 2.871 2.097 2.097 12/13/2019 05:45 14.57 09:50 20.80 18.46 04:50 0.50 10:50 0.94 0.79 05:45 0.932 10:50 2.815 2.078 2.078 12/14/2019 06:20 14.81 12:30 21.71 18.85 06:35 0.52 13:20 1.01 0.80 06:35 1.006 13:20 3.176 2.176 2.176 0.01 12/15/2019 06:35 14.51 12:30 21.60 18.72 05:20 0.51 12:00 1.00 0.79 06:25 0.978 12:40 3.116 2.141 2.141 12/16/2019 05:35 14.52 22:40 21.09 18.64 05:35 0.58 10:15 0.98 0.81 05:35 1.078 23:05 2.982 2.152 2.152 12/17/2019 05:40 14.60 22:55 20.78 18.58 05:35 0.50 09:40 0.96 0.80 05:35 0.935 23:20 2.876 2.127 2.127 12/18/2019 05:25 14.46 22:30 20.69 18.58 04:55 0.50 10:25 0.96 0.79 04:55 0.947 10:25 2.836 2.100 2.100 12/19/2019 05:35 14.39 10:00 20.84 18.55 05:55 0.50 09:40 0.94 0.78 05:55 0.935 09:40 2.804 2.051 2.051 12/20/2019 05:40 14.38 10:10 20.54 18.50 05:50 0.49 10:30 0.93 0.78 05:50 0.899 10:30 2.739 2.039 2.039 0.02 12/21/2019 06:15 14.41 12:50 21.47 18.43 06:40 0.49 11:30 0.99 0.79 06:40 0.906 13:20 3.084 2.093 2.093 12/22/2019 06:25 14.30 13:20 21.12 18.49 06:05 0.48 13:40 0.99 0.79 06:15 0.876 13:40 3.029 2.093 2.093 12/23/2019 06:00 14.63 12:50 20.84 18.53 05:35 0.50 11:25 0.96 0.78 05:40 0.939 12:35 2.866 2.071 2.071 12/24/2019 06:00 14.53 13:20 20.76 18.30 07:00 0.50 12:25 0.95 0.77 07:00 0.941 14:05 2.826 2.004 2.004 12/25/2019 07:05 14.40 13:15 21.12 18.00 07:05 0.57 13:10 0.95 0.76 07:05 1.051 13:10 2.921 1.927 1.927 12/26/2019 05:55 14.29 13:00 20.76 18.16 05:55 0.56 12:25 0.97 0.77 05:55 1.029 13:05 2.912 1.998 1.998 12/27/2019 05:55 14.31 12:15 20.62 18.16 04:50 0.49 12:15 0.96 0.77 05:55 0.893 12:15 2.860 1.998 1.998 12/28/2019 06:35 14.09 13:35 20.99 18.06 07:10 0.49 12:20 0.96 0.75 07:10 0.880 12:35 2.881 1.928 1.928 12/29/2019 06:30 14.06 13:20 20.82 18.02 06:25 0.46 13:40 0.96 0.75 06:25 0.823 13:40 2.890 1.933 1.933 12/30/2019 05:55 14.35 12:55 20.33 18.20 05:15 0.50 12:10 0.95 0.77 05:55 0.913 12:10 2.767 1.991 1.991 12/31/2019 06:05 14.53 13:00 20.30 18.28 04:55 0.50 19:40 0.94 0.76 06:40 0.951 19:40 2.733 1.974 1.974 Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_2724, Pipe Height: 39.88 in, Silt: 0.00 in
150
1447
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020 07:20 14.33 13:45 20.53 17.98 06:05 0.50 12:50 0.96 0.75 06:25 0.922 13:55 2.842 1.912 1.912 01/02/2020 05:50 14.22 11:50 20.44 18.11 05:40 0.50 11:45 0.94 0.76 05:40 0.919 11:50 2.750 1.948 1.948 01/03/2020 05:50 14.26 12:35 20.09 18.12 05:50 0.56 12:35 0.86 0.76 05:50 1.023 12:35 2.472 1.960 1.960 01/04/2020 06:30 14.06 13:30 21.19 18.21 06:30 0.55 13:30 0.91 0.77 06:30 0.980 13:30 2.786 1.993 1.993 01/05/2020 06:45 13.97 13:15 21.14 18.39 06:20 0.46 12:45 0.91 0.77 06:20 0.819 12:45 2.775 2.038 2.038 01/06/2020 05:35 13.96 22:20 20.57 18.05 05:35 0.54 22:20 0.88 0.76 05:35 0.960 22:20 2.607 1.945 1.945 01/07/2020 05:35 13.98 22:10 20.49 17.96 05:35 0.54 22:10 0.88 0.75 05:35 0.965 22:10 2.585 1.914 1.914 01/08/2020 05:50 13.98 22:20 20.50 17.98 05:50 0.54 21:55 0.92 0.75 05:50 0.965 21:55 2.703 1.908 1.908 01/09/2020 05:35 14.03 22:00 20.97 18.39 05:35 0.54 21:10 0.94 0.77 05:35 0.974 21:20 2.859 2.032 2.032 01/10/2020 05:40 14.23 10:00 20.40 18.44 05:40 0.56 23:05 0.88 0.78 05:40 1.016 10:00 2.560 2.042 2.042 01/11/2020 06:20 14.26 13:30 21.59 18.52 06:30 0.49 13:30 0.92 0.78 06:30 0.890 13:30 2.902 2.069 2.069 01/12/2020 06:20 14.18 12:55 21.48 18.67 06:20 0.55 13:10 0.92 0.78 06:20 1.006 13:10 2.869 2.111 2.111 01/13/2020 05:25 14.19 22:50 20.89 18.48 05:25 0.56 22:50 0.89 0.78 05:25 1.008 22:50 2.698 2.057 2.057 01/14/2020 05:45 14.42 22:20 20.92 18.42 05:45 0.57 22:20 0.89 0.78 05:45 1.057 22:20 2.707 2.042 2.042 01/15/2020 05:30 13.93 22:00 20.77 18.28 05:30 0.54 19:55 0.95 0.77 05:30 0.956 19:55 2.723 1.998 1.998 0.10 01/16/2020 05:30 14.07 22:10 21.46 18.85 03:40 0.51 20:30 0.98 0.79 05:35 0.934 20:30 2.975 2.130 2.130 0.66 01/17/2020 05:30 14.90 10:00 21.03 18.91 03:40 0.55 10:05 0.95 0.79 04:50 1.115 10:05 2.890 2.145 2.145 01/18/2020 06:15 14.62 13:40 21.78 18.71 06:35 0.51 11:10 0.98 0.79 06:35 0.963 11:20 2.982 2.116 2.116 01/19/2020 06:30 14.32 13:00 21.43 18.49 05:25 0.49 14:20 0.98 0.78 05:25 0.918 14:20 2.980 2.074 2.074 01/20/2020 06:00 14.37 13:45 21.42 18.85 04:05 0.52 22:00 0.99 0.80 04:10 1.017 22:00 3.042 2.167 2.167 01/21/2020 05:35 14.26 22:45 20.98 18.47 05:30 0.47 09:35 0.96 0.78 05:30 0.863 21:50 2.846 2.050 2.050 0.01 01/22/2020 05:45 14.24 22:30 21.20 18.58 04:55 0.49 21:20 0.97 0.78 06:00 0.905 21:20 2.956 2.071 2.071 0.09 01/23/2020 05:40 14.23 10:00 21.02 18.50 05:45 0.48 22:45 0.97 0.78 05:45 0.879 22:45 2.893 2.049 2.049 01/24/2020 05:50 14.12 12:00 20.91 18.63 05:10 0.49 10:45 0.96 0.80 05:10 0.884 10:45 2.847 2.122 2.122 01/25/2020 06:15 14.09 13:15 21.03 18.17 07:20 0.52 12:55 0.97 0.78 07:20 0.970 12:55 2.935 2.003 2.003 01/26/2020 06:15 13.91 13:30 21.20 18.32 05:15 0.47 13:45 0.99 0.79 05:15 0.846 13:45 3.036 2.075 2.075 0.16 01/27/2020 05:40 13.88 21:55 21.17 18.27 05:40 0.54 22:45 0.97 0.77 05:40 0.946 22:45 2.982 1.996 1.996 01/28/2020 05:20 14.11 21:50 21.09 18.40 04:15 0.52 22:15 0.98 0.79 05:20 0.952 22:15 2.987 2.061 2.061 0.02 01/29/2020 05:30 14.06 22:20 21.11 18.38 05:15 0.57 21:35 0.98 0.79 05:15 1.015 21:35 2.975 2.074 2.074 01/30/2020 05:35 14.00 22:15 21.00 18.27 05:20 0.54 23:00 0.98 0.79 05:20 0.968 23:00 2.946 2.050 2.050 01/31/2020 05:35 13.96 10:05 20.42 18.29 04:35 0.49 09:40 0.95 0.78 05:30 0.885 09:40 2.757 2.035 2.035 0.01 02/01/2020 06:15 14.11 12:05 21.13 18.31 05:40 0.50 14:35 0.98 0.78 05:40 0.903 12:30 2.973 2.051 2.051 02/02/2020 06:30 13.83 13:30 21.92 18.34 05:50 0.48 15:05 0.99 0.78 05:50 0.845 14:10 3.084 2.068 2.068 02/03/2020 05:30 13.88 22:25 20.98 18.34 04:45 0.48 09:50 0.95 0.78 04:45 0.852 22:35 2.819 2.031 2.031 02/04/2020 05:45 13.83 10:10 21.72 18.50 04:10 0.47 10:35 0.99 0.78 05:40 0.839 10:05 3.098 2.061 2.061 02/05/2020 05:30 13.84 22:15 20.86 18.19 05:50 0.45 09:45 0.96 0.77 05:50 0.797 09:45 2.820 1.988 1.988 02/06/2020 05:35 13.79 10:25 21.37 18.51 06:05 0.50 10:00 0.96 0.78 06:05 0.880 10:00 2.988 2.075 2.075 02/07/2020 05:35 13.97 12:10 21.45 18.56 04:25 0.48 11:25 0.98 0.79 04:25 0.873 11:25 3.000 2.101 2.101 02/08/2020 06:05 13.98 12:50 21.28 18.29 05:20 0.48 12:20 0.97 0.77 05:20 0.862 12:50 3.008 2.003 2.003 02/09/2020 06:30 13.68 12:50 21.39 18.35 05:30 0.48 12:55 0.97 0.77 05:30 0.849 12:55 3.015 2.027 2.027 02/10/2020 05:45 13.91 10:35 21.64 18.34 04:50 0.47 09:30 0.98 0.77 04:50 0.846 10:55 3.022 2.024 2.024 02/11/2020 05:40 13.93 22:20 20.89 18.30 05:45 0.46 22:45 0.96 0.78 05:45 0.815 22:45 2.874 2.030 2.030 02/12/2020 05:20 13.87 22:25 20.89 18.28 04:10 0.48 22:45 0.98 0.78 04:10 0.875 22:45 2.948 2.044 2.044 02/13/2020 05:45 13.77 10:00 20.68 18.17 05:10 0.44 10:15 0.97 0.79 05:10 0.777 10:15 2.874 2.048 2.048 02/14/2020 05:40 13.90 10:15 20.40 18.17 04:55 0.56 09:55 0.95 0.80 04:55 0.994 09:55 2.789 2.052 2.052 02/15/2020 06:20 13.69 12:55 21.28 17.98 05:20 0.48 12:20 0.98 0.77 05:20 0.842 13:05 3.009 1.979 1.979 02/16/2020 06:50 13.59 13:00 21.00 17.91 05:55 0.46 12:10 0.96 0.76 05:55 0.799 13:10 2.910 1.933 1.933 02/17/2020 05:50 13.62 13:05 20.97 17.99 06:10 0.47 13:30 0.95 0.75 06:10 0.812 13:30 2.883 1.931 1.931 02/18/2020 05:35 13.73 22:05 20.32 18.02 05:30 0.46 11:05 0.92 0.75 05:30 0.803 11:05 2.610 1.915 1.915 02/19/2020 05:45 13.82 23:05 20.49 18.19 06:10 0.47 22:50 0.94 0.75 06:10 0.842 22:50 2.761 1.954 1.954 02/20/2020 05:35 13.96 11:40 20.35 18.22 04:55 0.46 09:55 0.93 0.76 04:55 0.831 21:00 2.643 1.960 1.960 02/21/2020 05:25 13.73 11:25 20.49 18.03 04:50 0.45 19:35 0.90 0.74 05:45 0.790 12:15 2.604 1.900 1.900 02/22/2020 06:25 13.70 12:30 21.74 18.19 05:35 0.46 12:10 1.00 0.75 05:35 0.807 12:10 3.175 1.960 1.960 02/23/2020 06:45 13.60 12:35 21.39 18.40 07:10 0.44 22:35 0.97 0.77 07:10 0.761 22:35 2.966 2.056 2.056 02/24/2020 05:40 13.65 22:10 20.68 18.25 05:15 0.45 22:20 0.97 0.77 05:15 0.772 22:20 2.887 2.006 2.006 151
1448
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020 05:25 13.72 22:30 20.76 18.16 06:10 0.53 22:20 0.98 0.78 06:10 0.935 22:20 2.919 2.022 2.022 02/26/2020 05:45 13.85 09:50 20.90 18.24 05:55 0.54 23:15 0.97 0.79 05:55 0.944 23:15 2.918 2.059 2.059 02/27/2020 06:05 13.77 09:45 20.68 18.24 06:35 0.55 09:50 0.97 0.80 06:35 0.986 09:50 2.898 2.065 2.065 02/28/2020 05:25 13.79 10:05 20.86 18.29 04:10 0.48 20:20 0.93 0.76 04:10 0.857 09:25 2.706 1.985 1.985 02/29/2020 06:40 13.81 12:30 21.47 18.32 06:45 0.45 11:55 0.99 0.76 06:45 0.781 11:55 3.083 2.008 2.008 03/01/2020 06:35 13.50 13:05 21.27 18.34 05:40 0.46 13:05 0.99 0.78 05:40 0.787 13:05 3.052 2.064 2.064 03/02/2020 05:35 13.63 11:30 21.72 18.55 05:05 0.45 23:10 0.98 0.78 05:05 0.772 11:05 3.028 2.081 2.081 0.01 03/03/2020 05:40 13.94 10:10 21.48 18.22 05:05 0.51 09:45 1.00 0.78 05:05 0.906 10:05 3.126 2.016 2.016 03/04/2020 05:30 13.49 22:20 20.92 18.10 04:40 0.43 10:05 0.97 0.77 04:40 0.744 10:05 2.906 1.981 1.981 03/05/2020 05:50 13.72 09:45 20.67 18.04 06:10 0.46 09:50 0.97 0.78 06:10 0.799 09:50 2.897 2.003 2.003 03/06/2020 05:40 13.56 14:05 20.51 18.19 06:30 0.53 14:15 0.96 0.78 06:30 0.939 14:15 2.840 2.017 2.017 03/07/2020 05:45 13.50 13:10 21.42 18.27 03:50 0.48 13:20 1.00 0.77 05:45 0.868 13:20 3.120 2.037 2.037 0.58 03/08/2020 06:05 13.77 13:20 21.37 18.58 07:00 0.51 14:45 0.98 0.79 07:00 0.913 13:40 3.000 2.113 2.113 0.02 03/09/2020 04:10 13.82 10:55 21.69 18.65 04:10 0.53 20:45 0.98 0.78 04:10 0.934 20:45 2.985 2.091 2.090 0.11 Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

18.34 0.78
234.802

2.042

5.26 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 152
1449
Item # 16.

Site Commentary
Site Information
MIL_2808
Pipe Dimensions 36
Silt Level 0.00"
Overview
Site MIL_2808 functioned under normal conditions during the period Saturday, November 16, 2019 to Monday, March 9, 2020 . This site exhibited an observable response to the wet weather events of November 26, 2019 - November 27, 2019, December 7, 2019 - December 8, 2019, and January 16, 2020 - January 17, 2020. Review of the scattergraph shows that free flow conditions were recorded during the study period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

This location was installed downstream of sites MIL_0229 and MIL_0715. A review of balancing shows a net flow of

0.938 MGD between the sites.

Observed Flow Conditions
Item Depth
(in)
Velocity
(ft/s)
Quantity
(MGD)
Average 8.74 2.26 2.009
Minimum 5.84 1.16 0.567
Maximum 11.20 3.09 3.591
Time of Minimum 1/5/2020 6:30 AM 1/4/2020 6:30 AM 1/4/2020 6:30 AM Time of Maximum 12/23/2019 2:10 PM 1/23/2020 9:45 AM 3/4/2020 9:55 AM Data Quality
Data uptime observed during the Saturday, November 16, 2019 to the Monday, March 9, 2020 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime
Depth (in) 100
Velocity (ft/s) 100
Quantity (MGD) 100
153
1450
Item # 16.

Latitude: 37.433534°
Longitude: -121.922138°
Site Sketch Profile View or Photo
Sensor Shot
22431.11.325
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA2019-2020
Wireless
Pipe Material
Antenna Location
Communication Information:

Drilled Pavement / Concrete
No
Concrete
Unbolted Normal
Good
Active Drop Connections Air Quality:

Communication Type
Normal
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Concrete Good
12'
Manhole Condition:

Upstream 0-5 FT Manhole
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single

0.25"
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:

Peak Combo (CS4)
Pipe Size (HxW)

0.0"
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
12:08:00 AM 36.00"x36.00"
Smooth flow with deep depth and moderate velocity
0 - 5 psi
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

11.25"
Velocity Sensor Offset (in)

2.45'
Installation Information
Circular
Monitor Series
Monitor Location:

Doppler Standard Ring and Crank
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Wednesday, November 13, 2019
Access
Temporary

36.00"x36.00"
Traffic
2808 Residential/Commercial
Map
Installation Type:

Monitoring Location (Sensors):

MIL_2808
TRITON+
System Characteristics
Location Type
Pipe Shape DRIVE.

Milpitas Temp Study 2019-20
Drive Heavy
Site Access Details:

Site Address /Location:

Site Name
N McCarthy Blvd and Ranch Dr, Milpitas, CA
Flow Monitoring
Site Report
North Outlet
South Inlet
(Sensor Location)
154
1451
Item # 16.
155
1452
Item # 16.
156
1453
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019 06:00 6.05 13:00 10.14 8.37 05:20 1.25 13:30 2.73 2.15 06:00 0.638 13:30 2.852 1.816 1.816 11/17/2019 06:25 5.94 12:50 10.15 8.39 06:10 1.19 20:00 2.70 2.12 06:10 0.593 12:55 2.766 1.812 1.812 11/18/2019 05:25 6.04 10:05 10.08 8.43 04:45 1.23 09:20 2.74 2.14 04:45 0.632 09:55 2.810 1.819 1.819 11/19/2019 04:40 6.18 09:55 10.21 8.48 04:35 1.31 10:55 2.84 2.17 04:35 0.686 10:55 2.954 1.848 1.848 11/20/2019 06:00 5.93 10:10 9.95 8.35 06:10 1.27 11:00 2.75 2.15 06:10 0.625 11:00 2.777 1.794 1.794 11/21/2019 06:05 5.93 10:25 10.00 8.40 05:50 1.17 09:25 2.67 2.15 05:55 0.580 10:25 2.715 1.814 1.814 11/22/2019 05:35 6.19 12:05 10.05 8.47 05:30 1.26 10:10 2.76 2.17 05:30 0.660 10:10 2.863 1.845 1.845 11/23/2019 06:05 6.26 13:10 10.24 8.52 07:20 1.31 12:35 2.75 2.14 07:20 0.705 12:35 2.910 1.846 1.846 11/24/2019 07:00 6.23 13:10 10.38 8.54 07:05 1.31 11:45 2.78 2.12 07:05 0.694 13:00 2.939 1.843 1.843 11/25/2019 06:40 6.37 10:45 10.35 8.57 05:35 1.33 10:45 2.69 2.10 05:35 0.738 10:45 2.921 1.818 1.818 11/26/2019 05:50 6.17 11:05 10.22 8.58 06:25 1.26 21:50 2.71 2.14 06:25 0.664 10:55 2.869 1.870 1.870 0.36 11/27/2019 05:40 6.69 11:15 10.47 8.78 05:00 1.45 12:10 2.76 2.25 05:10 0.855 11:15 2.981 2.001 2.001 0.63 11/28/2019 07:25 6.55 13:50 9.99 8.33 07:00 1.43 12:55 2.66 2.12 07:00 0.818 13:00 2.723 1.745 1.745 11/29/2019 07:00 6.39 12:30 9.90 8.35 05:45 1.35 12:35 2.72 2.17 05:45 0.763 12:35 2.746 1.795 1.795 0.02 11/30/2019 06:35 6.39 13:55 10.16 8.43 07:30 1.34 14:30 2.74 2.14 07:30 0.747 13:50 2.859 1.811 1.811 0.10 12/01/2019 07:50 6.47 13:55 10.08 8.53 07:25 1.34 15:25 2.75 2.14 07:25 0.754 15:25 2.854 1.843 1.843 0.06 12/02/2019 06:25 6.62 10:35 10.40 8.73 06:10 1.40 11:25 2.72 2.23 06:10 0.814 10:35 2.955 1.973 1.973 0.30 12/03/2019 05:30 6.66 10:50 10.05 8.77 05:15 1.42 22:20 2.80 2.29 05:15 0.827 11:55 2.782 2.031 2.031 0.01 12/04/2019 05:00 6.81 10:25 10.54 8.95 05:00 1.54 09:55 2.83 2.35 05:00 0.926 10:25 3.108 2.137 2.137 0.39 12/05/2019 05:20 6.68 10:35 10.54 8.92 04:45 1.53 09:40 2.89 2.35 04:45 0.901 09:40 3.117 2.130 2.130 0.01 12/06/2019 05:30 6.65 10:40 10.64 8.98 05:25 1.45 10:20 2.98 2.39 05:25 0.844 10:20 3.330 2.188 2.188 0.01 12/07/2019 05:55 6.66 20:00 10.89 9.09 06:10 1.48 19:15 2.94 2.38 06:10 0.863 20:10 3.399 2.241 2.241 0.67 12/08/2019 06:45 7.19 12:10 10.89 9.28 06:55 1.61 14:25 3.00 2.39 06:55 1.049 14:25 3.449 2.299 2.299 0.20 12/09/2019 06:20 7.20 10:20 10.91 9.23 04:40 1.58 10:15 2.95 2.40 04:50 1.040 10:15 3.444 2.274 2.274 12/10/2019 05:25 6.83 11:00 10.76 9.18 04:35 1.47 10:40 2.92 2.43 04:35 0.907 10:40 3.336 2.287 2.287 12/11/2019 06:10 7.14 09:55 10.95 9.28 04:35 1.68 10:30 2.99 2.44 05:10 1.106 10:30 3.491 2.323 2.323 0.03 12/12/2019 04:55 7.14 09:50 10.96 9.32 04:00 1.63 09:25 3.07 2.44 04:55 1.093 09:25 3.534 2.341 2.341 0.01 12/13/2019 05:50 7.09 10:20 10.97 9.25 05:05 1.65 10:10 2.93 2.42 05:05 1.073 10:10 3.421 2.297 2.297 0.01 12/14/2019 06:40 6.86 13:35 10.99 9.18 05:55 1.49 13:20 2.98 2.36 05:55 0.923 13:20 3.493 2.240 2.240 0.01 12/15/2019 07:05 7.08 13:05 11.02 9.25 07:20 1.55 13:25 2.96 2.37 07:20 0.990 13:25 3.491 2.269 2.269 0.01 12/16/2019 06:00 7.11 10:50 10.97 9.20 05:55 1.57 10:10 2.90 2.36 05:55 1.005 10:10 3.321 2.228 2.228 0.01 12/17/2019 04:55 6.71 10:45 10.78 9.08 04:50 1.49 10:15 2.93 2.35 04:50 0.880 10:15 3.330 2.192 2.192 0.01 12/18/2019 05:30 6.76 10:30 10.78 9.00 04:50 1.44 10:45 2.91 2.33 04:50 0.870 09:55 3.303 2.141 2.141 0.01 12/19/2019 05:00 6.48 10:20 10.41 8.76 05:45 1.35 10:10 2.80 2.27 05:45 0.762 10:25 3.041 2.015 2.015 12/20/2019 06:25 6.60 11:00 10.32 8.75 06:50 1.39 10:05 2.79 2.23 06:50 0.802 10:05 2.873 1.980 1.980 12/21/2019 07:05 6.57 13:30 10.48 8.66 05:30 1.42 13:25 2.72 2.23 05:30 0.815 13:30 3.007 1.954 1.954 0.01 12/22/2019 06:30 6.47 14:50 10.27 8.67 07:15 1.39 14:45 2.78 2.22 07:15 0.803 14:45 2.968 1.955 1.955 0.41 12/23/2019 06:25 6.74 14:10 11.20 8.83 06:00 1.43 12:55 2.97 2.25 06:15 0.850 14:15 3.580 2.042 2.042 12/24/2019 06:45 6.73 12:50 10.04 8.48 06:00 1.45 13:40 2.70 2.16 06:00 0.858 14:00 2.787 1.825 1.825 0.02 12/25/2019 06:35 6.58 13:35 9.84 8.22 05:25 1.39 13:15 2.65 2.07 06:25 0.798 13:20 2.665 1.674 1.674 0.08 12/26/2019 06:10 6.67 13:40 9.99 8.46 05:50 1.47 13:00 2.71 2.17 05:50 0.866 13:50 2.773 1.834 1.834 12/27/2019 05:40 6.46 13:30 9.86 8.40 04:50 1.38 12:45 2.79 2.16 06:20 0.772 12:45 2.809 1.814 1.814 12/28/2019 06:45 6.31 13:00 9.98 8.35 06:20 1.30 14:10 2.73 2.13 06:20 0.706 14:10 2.800 1.786 1.786 12/29/2019 06:15 6.44 13:55 10.02 8.48 06:05 1.33 13:05 2.72 2.16 06:05 0.744 12:50 2.775 1.849 1.849 0.22 12/30/2019 06:20 6.66 12:55 10.11 8.63 06:20 1.41 13:15 2.77 2.21 06:20 0.820 13:15 2.897 1.916 1.916 12/31/2019 06:25 6.46 13:30 10.04 8.59 06:35 1.35 14:20 2.76 2.18 06:35 0.753 14:20 2.838 1.892 1.892 0.01 Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_2808, Pipe Height: 36.00 in, Silt: 0.00 in
157
1454
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020 07:55 6.27 14:00 9.92 8.26 07:10 1.33 14:50 2.71 2.12 07:10 0.722 14:50 2.744 1.741 1.741 01/02/2020 05:30 6.04 11:50 9.90 8.35 05:35 1.35 11:55 2.77 2.17 05:35 0.686 11:55 2.825 1.812 1.812 01/03/2020 06:20 6.20 11:50 9.83 8.36 07:10 1.31 11:10 2.69 2.16 06:25 0.700 13:20 2.681 1.806 1.806 01/04/2020 06:30 5.90 13:35 9.84 8.18 06:30 1.16 13:50 2.71 2.10 06:30 0.567 13:50 2.720 1.722 1.722 01/05/2020 06:30 5.84 14:30 9.84 8.22 07:30 1.19 13:30 2.70 2.12 07:30 0.578 13:30 2.699 1.753 1.753 01/06/2020 06:05 5.92 11:00 9.83 8.32 06:05 1.18 11:00 2.73 2.17 06:05 0.579 11:00 2.760 1.810 1.810 01/07/2020 06:05 6.01 09:45 9.79 8.40 05:15 1.29 10:25 2.73 2.22 06:20 0.673 10:25 2.713 1.863 1.863 01/08/2020 06:00 6.04 10:20 9.98 8.48 06:05 1.24 10:20 2.78 2.25 06:05 0.628 10:20 2.871 1.923 1.923 0.02 01/09/2020 06:10 6.39 09:50 10.41 8.71 04:10 1.40 09:50 2.87 2.30 04:10 0.795 09:50 3.143 2.028 2.028 0.18 01/10/2020 05:25 6.39 10:45 10.55 8.74 04:25 1.37 10:20 2.84 2.32 04:25 0.785 11:15 3.111 2.049 2.049 0.02 01/11/2020 05:55 6.70 13:45 10.74 8.83 04:35 1.55 13:05 2.86 2.34 05:05 0.911 13:25 3.222 2.096 2.096 0.01 01/12/2020 06:05 6.47 14:15 10.64 8.83 05:05 1.38 12:10 2.86 2.29 05:05 0.794 12:10 3.162 2.077 2.077 01/13/2020 06:00 6.48 10:25 10.69 8.85 05:00 1.46 14:25 2.85 2.29 06:00 0.820 10:35 3.182 2.065 2.065 0.02 01/14/2020 04:55 6.71 10:45 10.56 8.87 05:05 1.41 10:30 2.87 2.31 05:05 0.831 10:45 3.173 2.086 2.086 0.11 01/15/2020 06:00 6.55 10:05 10.68 8.91 03:20 1.57 10:20 2.85 2.35 06:25 0.919 10:20 3.222 2.129 2.129 0.07 01/16/2020 05:25 6.46 13:55 10.84 9.17 05:00 1.47 10:15 2.94 2.40 05:00 0.823 10:15 3.346 2.279 2.279 0.66 01/17/2020 04:50 7.02 10:50 10.91 9.27 04:00 1.55 10:15 2.93 2.42 04:00 1.004 10:15 3.391 2.314 2.314 01/18/2020 07:10 6.95 12:55 10.94 9.08 07:15 1.62 12:30 2.95 2.35 07:15 1.002 12:30 3.418 2.189 2.189 01/19/2020 06:00 6.94 12:55 10.92 9.09 06:30 1.48 12:05 2.91 2.35 06:30 0.913 12:05 3.380 2.194 2.194 01/20/2020 05:55 6.97 14:25 10.97 9.18 05:30 1.55 13:45 2.94 2.37 05:30 0.972 14:30 3.450 2.254 2.254 01/21/2020 05:55 6.94 10:30 10.83 9.19 04:30 1.61 10:55 2.90 2.39 04:30 1.008 10:55 3.309 2.261 2.261 01/22/2020 05:20 6.98 10:20 10.89 9.16 04:45 1.58 10:35 2.92 2.38 04:45 1.012 10:30 3.389 2.236 2.236 0.03 01/23/2020 05:15 6.70 09:55 10.95 9.03 04:45 1.58 09:45 3.09 2.38 05:00 0.931 09:45 3.580 2.200 2.200 01/24/2020 05:30 6.80 10:15 10.80 9.00 05:35 1.62 10:35 2.90 2.36 05:35 0.971 11:10 3.323 2.161 2.161 01/25/2020 06:15 6.45 13:15 10.43 8.62 08:20 1.39 13:05 2.74 2.26 08:20 0.810 13:05 2.977 1.964 1.964 01/26/2020 06:25 6.39 13:50 10.24 8.66 05:30 1.34 13:10 2.77 2.27 05:30 0.751 13:40 2.918 1.994 1.994 0.16 01/27/2020 05:55 6.44 10:25 10.42 8.69 04:20 1.39 10:10 2.80 2.25 04:20 0.796 10:10 3.026 1.982 1.982 01/28/2020 05:35 6.24 10:15 10.11 8.57 05:45 1.27 09:45 2.80 2.25 05:45 0.676 09:45 2.847 1.934 1.934 0.01 01/29/2020 05:45 6.22 10:35 10.17 8.44 05:10 1.39 09:30 2.70 2.21 05:50 0.737 10:35 2.863 1.864 1.864 01/30/2020 05:25 6.09 10:20 9.98 8.41 05:50 1.28 10:35 2.79 2.22 05:50 0.662 10:35 2.861 1.861 1.861 01/31/2020 05:00 6.13 10:55 9.91 8.35 05:25 1.31 11:15 2.77 2.20 05:25 0.684 11:15 2.810 1.826 1.826 02/01/2020 06:55 6.04 14:10 10.26 8.43 04:35 1.31 15:15 2.74 2.20 07:20 0.673 14:20 2.869 1.875 1.875 02/02/2020 06:30 6.39 13:20 10.57 8.62 06:00 1.36 13:15 2.80 2.23 06:00 0.756 13:15 3.126 1.946 1.946 02/03/2020 06:20 6.09 10:25 10.47 8.62 05:35 1.25 11:30 2.85 2.21 05:35 0.645 10:35 3.072 1.938 1.938 02/04/2020 05:55 6.19 10:10 10.51 8.66 05:05 1.28 10:05 2.81 2.24 05:05 0.678 10:05 3.114 1.967 1.967 02/05/2020 05:30 6.09 10:00 10.69 8.67 05:50 1.23 09:45 2.80 2.22 05:50 0.632 09:45 3.131 1.961 1.961 02/06/2020 05:20 6.20 09:55 10.69 8.68 05:20 1.29 10:00 2.75 2.23 05:20 0.677 10:00 3.113 1.958 1.958 02/07/2020 06:00 6.30 10:05 10.53 8.65 04:10 1.42 09:45 2.81 2.22 05:50 0.769 09:45 3.103 1.941 1.941 02/08/2020 06:10 6.18 12:55 10.32 8.48 06:05 1.26 12:00 2.72 2.17 06:05 0.659 13:30 2.864 1.862 1.862 02/09/2020 06:40 6.11 13:45 10.28 8.56 06:15 1.26 13:00 2.85 2.17 06:15 0.656 13:00 3.012 1.893 1.893 02/10/2020 05:40 5.97 10:35 10.20 8.44 05:40 1.17 10:30 2.76 2.15 05:40 0.582 10:30 2.935 1.828 1.828 02/11/2020 06:30 6.14 11:50 10.05 8.50 04:05 1.23 12:15 2.80 2.19 04:05 0.639 12:15 2.900 1.872 1.872 02/12/2020 05:40 5.97 10:00 10.47 8.49 04:15 1.34 10:10 2.71 2.21 06:05 0.682 10:05 2.943 1.882 1.882 02/13/2020 05:40 6.13 10:00 10.25 8.61 04:10 1.30 11:25 2.74 2.22 04:55 0.707 11:25 2.852 1.931 1.931 02/14/2020 05:05 6.21 11:15 10.22 8.66 06:10 1.33 09:45 2.73 2.22 06:10 0.704 09:45 2.844 1.946 1.946 02/15/2020 06:50 6.32 13:30 10.28 8.63 07:35 1.36 12:10 2.72 2.20 07:35 0.740 13:30 2.897 1.924 1.924 02/16/2020 06:50 6.15 13:25 10.36 8.63 06:25 1.26 11:50 2.71 2.18 06:25 0.661 13:25 2.950 1.921 1.921 02/17/2020 06:15 6.17 12:05 10.60 8.78 06:50 1.35 11:30 2.77 2.20 06:50 0.713 11:30 3.075 1.987 1.987 02/18/2020 05:40 6.35 10:50 10.68 8.82 05:00 1.35 10:55 2.74 2.22 05:00 0.753 10:55 3.093 2.006 2.006 02/19/2020 05:25 6.47 10:20 10.94 8.89 04:15 1.43 10:15 2.89 2.28 04:45 0.822 10:15 3.388 2.074 2.074 02/20/2020 05:20 6.33 10:25 10.89 8.88 06:20 1.36 10:15 2.85 2.28 06:20 0.760 10:15 3.269 2.072 2.072 02/21/2020 05:45 6.30 11:00 10.91 8.81 05:45 1.41 10:30 2.85 2.26 05:45 0.759 10:30 3.320 2.031 2.031 02/22/2020 06:15 6.39 13:00 10.32 8.68 04:55 1.38 12:15 2.73 2.23 04:55 0.800 12:55 2.945 1.966 1.966 02/23/2020 06:20 6.10 12:55 10.29 8.63 06:20 1.36 22:00 2.75 2.21 06:20 0.695 13:00 2.876 1.949 1.949 02/24/2020 04:40 6.06 10:45 10.59 8.66 04:40 1.23 10:10 2.73 2.23 04:40 0.624 10:45 3.004 1.972 1.972 158
1455
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020 06:10 6.34 10:05 10.55 8.70 04:35 1.36 10:05 2.84 2.29 04:35 0.772 10:05 3.169 2.015 2.015 02/26/2020 05:45 6.34 10:15 10.98 8.81 04:30 1.44 10:05 2.89 2.28 06:05 0.800 10:05 3.371 2.048 2.048 02/27/2020 05:30 6.44 09:55 10.95 8.88 03:45 1.43 10:00 2.88 2.31 04:50 0.818 10:00 3.378 2.096 2.096 02/28/2020 05:45 6.42 10:50 10.96 8.90 06:25 1.34 10:30 2.91 2.33 06:25 0.755 10:50 3.376 2.111 2.111 02/29/2020 06:25 6.53 14:30 10.69 8.81 05:10 1.52 13:50 2.88 2.29 05:10 0.888 13:05 3.203 2.055 2.055 03/01/2020 05:45 6.54 14:10 10.78 8.92 05:25 1.44 14:25 2.88 2.30 06:15 0.837 14:25 3.261 2.118 2.118 03/02/2020 06:00 6.42 10:40 11.12 9.05 04:45 1.39 10:30 2.92 2.35 04:45 0.804 10:30 3.472 2.194 2.194 03/03/2020 06:05 6.53 10:35 11.07 9.14 06:25 1.45 10:55 2.97 2.36 06:05 0.836 10:55 3.540 2.240 2.240 03/04/2020 06:15 6.54 10:00 11.02 9.20 06:10 1.38 09:55 3.03 2.38 06:10 0.784 09:55 3.591 2.275 2.275 03/05/2020 06:00 6.61 10:05 11.06 9.23 05:00 1.40 10:45 3.01 2.38 05:00 0.823 10:45 3.549 2.277 2.277 03/06/2020 06:05 6.45 10:05 10.89 9.05 06:05 1.37 10:20 2.99 2.36 06:05 0.760 10:20 3.482 2.209 2.209 03/07/2020 06:55 6.28 13:30 10.89 9.02 06:50 1.41 12:45 2.98 2.37 06:50 0.759 14:45 3.390 2.223 2.223 03/08/2020 05:55 6.43 13:55 10.86 9.12 05:30 1.38 12:45 3.05 2.41 05:35 0.771 12:45 3.522 2.287 2.287 03/09/2020 05:00 6.42 10:35 10.91 9.08 04:45 1.38 10:30 2.93 2.38 04:45 0.766 10:30 3.412 2.239 2.238 Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

8.74 2.26
231.008

2.009

4.90 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 159
1456
Item # 16.

Site Commentary
Site Information
MIL_2840
Pipe Dimensions 15
Silt Level 0.00"
Overview
Site MIL_2840 functioned under normal conditions during the period Saturday, November 16, 2019 to Monday, March 9, 2020 . This site exhibited an observable response to the wet weather events of November 26, 2019 - November 27, 2019, December 7, 2019 - December 8, 2019, and January 16, 2020 - January 17, 2020. Review of the scattergraph shows that both free flow and backwater flows were recorded during the study period.

Flow depth and velocity measurements recorded by the flow monitor are consistent with field confirmations conducted to date and support the relative accuracy of the flow monitor at this location.

This location was installed upstream of sites MIL_0649 and MIL_2491, and downstream of MIL_1193. A review of balancing of combined flows MIL_1043 and MIL_2840 shows a net flow of 0.663 MGD.

Observed Flow Conditions
Item Depth
(in)
Velocity
(ft/s)
Quantity
(MGD)
Average 1.99 1.38 0.087
Minimum 1.80 0.99 0.055
Maximum 2.26 1.82 0.131
Time of Minimum 11/21/2019 3:35 PM 11/24/2019 7:15 AM 11/24/2019 7:15 AM Time of Maximum 12/8/2019 6:00 PM 12/10/2019 5:35 PM 12/9/2019 5:25 PM Data Quality
Data uptime observed during the Saturday, November 16, 2019 to the Monday, March 9, 2020 monitoring period is provided in the table below. Based upon the quality and consistency of the observed flow depth and velocity data, the Continuity equation was used to calculate flow rate and quantities during the monitoring period.

Percent Uptime
Depth (in) 100
Velocity (ft/s) 100
Quantity (MGD) 100
160
1457
Item # 16.

Latitude: 37.433982°
Longitude: -121.891547°
Site Sketch Profile View or Photo
Sensor Shot
22431.11.325
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA2019-2020
Wireless
Pipe Material
Antenna Location
Communication Information:

Drilled Pavement / Concrete
No
Concrete
Unbolted Normal
Good
Active Drop Connections Air Quality:

Communication Type
Normal
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Concrete Good
10'
Manhole Condition:

Upstream 0-5 FT Manhole
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single

0.25"
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:

Peak Combo (CS4)
Pipe Size (HxW)

0.0"
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
11:04:00 AM 15.00"x15.00"
Smooth flow with shallow depth and moderate velocity
0 - 5 psi
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)

2.00"
Velocity Sensor Offset (in)

1.28'
Installation Information
Circular
Monitor Series
Monitor Location:

Doppler Standard Ring and Crank
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Wednesday, November 13, 2019
Access
Temporary

15.00"x15.00"
Traffic
2840 Residential/Commercial
Map
Installation Type:

Monitoring Location (Sensors):

MIL_2840
TRITON+
System Characteristics
Location Type
Pipe Shape DRIVE.

Milpitas Temp Study 2019-20
Drive Heavy
Site Access Details:

Site Address /Location:

Site Name
S Abel St and Curtis Ave, Milpitas, CA
Flow Monitoring
Site Report
West Outlet
East Inlet
(Sensor Location)
161
1458
Item # 16.
162
1459
Item # 16.
163
1460
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019 21:25 1.83 13:55 1.86 1.85 23:15 1.11 02:50 1.63 1.35 23:15 0.062 02:50 0.091 0.076 0.076 11/17/2019 16:55 1.83 07:55 1.86 1.85 16:35 1.05 15:05 1.56 1.32 16:35 0.059 15:05 0.087 0.074 0.074 11/18/2019 19:25 1.84 09:30 1.87 1.85 12:05 1.06 19:50 1.66 1.31 00:30 0.060 19:50 0.093 0.074 0.074 11/19/2019 16:25 1.84 22:40 1.88 1.86 08:20 1.07 21:30 1.57 1.33 08:20 0.060 22:25 0.090 0.075 0.075 11/20/2019 23:05 1.83 10:10 1.88 1.85 17:45 1.04 08:45 1.61 1.34 17:45 0.058 08:45 0.092 0.076 0.076 11/21/2019 15:35 1.80 06:00 1.85 1.83 06:35 1.10 11:30 1.62 1.35 06:35 0.061 11:30 0.090 0.074 0.074 11/22/2019 00:05 1.81 06:35 1.84 1.83 19:10 1.13 10:35 1.58 1.35 19:10 0.062 10:35 0.087 0.074 0.074 11/23/2019 21:05 1.81 08:20 1.85 1.83 14:30 1.10 01:10 1.58 1.34 14:30 0.061 01:10 0.087 0.074 0.074 11/24/2019 00:05 1.82 23:50 1.87 1.84 07:15 0.99 01:00 1.55 1.25 07:15 0.055 23:50 0.086 0.070 0.070 11/25/2019 00:45 1.85 14:00 1.90 1.88 18:05 1.02 00:55 1.54 1.23 18:05 0.058 00:55 0.087 0.071 0.071 11/26/2019 05:00 1.87 23:50 1.94 1.90 16:50 1.04 15:50 1.58 1.28 16:50 0.061 15:50 0.091 0.075 0.075 0.36 11/27/2019 00:30 1.94 22:45 2.07 2.02 06:00 1.09 22:00 1.52 1.30 06:00 0.067 22:00 0.100 0.083 0.083 0.63 11/28/2019 22:20 2.03 01:15 2.08 2.06 15:00 1.19 09:40 1.69 1.43 15:00 0.078 09:40 0.111 0.094 0.094 11/29/2019 18:55 1.99 00:50 2.04 2.01 10:50 1.14 00:40 1.72 1.40 10:50 0.072 00:40 0.111 0.089 0.089 0.02 11/30/2019 08:10 1.98 22:15 2.02 2.00 05:15 1.12 04:15 1.63 1.40 05:15 0.070 04:15 0.102 0.088 0.088 0.10 12/01/2019 11:05 1.98 06:50 2.02 2.00 22:35 1.13 00:05 1.62 1.41 22:35 0.071 00:05 0.103 0.089 0.089 0.06 12/02/2019 05:20 1.99 20:10 2.10 2.04 08:45 1.14 22:35 1.70 1.39 08:45 0.072 22:35 0.113 0.090 0.090 0.30 12/03/2019 22:30 2.06 03:40 2.10 2.08 05:15 1.20 09:50 1.76 1.49 05:15 0.080 09:50 0.116 0.099 0.099 0.01 12/04/2019 02:35 2.05 18:15 2.14 2.10 09:00 1.22 23:35 1.73 1.44 04:15 0.081 23:35 0.119 0.097 0.097 0.39 12/05/2019 22:45 2.10 03:30 2.14 2.12 19:50 1.23 03:00 1.71 1.49 19:50 0.083 03:00 0.118 0.102 0.102 0.01 12/06/2019 22:15 2.06 05:40 2.12 2.09 08:05 1.24 01:00 1.72 1.49 19:55 0.083 01:00 0.116 0.100 0.100 0.01 12/07/2019 03:45 2.06 22:45 2.17 2.09 16:10 1.20 08:55 1.70 1.46 16:10 0.080 08:55 0.113 0.098 0.098 0.67 12/08/2019 00:00 2.17 18:00 2.26 2.22 00:50 1.31 03:05 1.73 1.52 00:50 0.094 17:45 0.126 0.112 0.112 0.20 12/09/2019 23:30 2.17 00:15 2.25 2.22 19:10 1.35 17:25 1.81 1.55 18:35 0.097 17:25 0.131 0.113 0.113 12/10/2019 23:00 2.13 00:10 2.20 2.16 21:00 1.29 17:35 1.82 1.55 23:15 0.089 02:05 0.128 0.109 0.109 12/11/2019 16:20 2.11 04:55 2.16 2.14 18:15 1.27 01:50 1.77 1.53 18:15 0.088 01:50 0.123 0.106 0.106 0.03 12/12/2019 16:15 2.08 00:00 2.12 2.11 16:50 1.24 08:10 1.79 1.53 16:50 0.085 08:10 0.122 0.104 0.104 0.01 12/13/2019 22:00 2.07 03:15 2.12 2.10 21:15 1.24 18:25 1.75 1.53 21:15 0.083 20:20 0.118 0.103 0.103 0.01 12/14/2019 00:00 2.08 07:35 2.11 2.09 00:30 1.21 10:55 1.73 1.51 00:30 0.081 10:55 0.116 0.101 0.101 0.01 12/15/2019 03:30 2.07 00:00 2.10 2.09 12:30 1.26 02:10 1.74 1.51 12:30 0.084 02:10 0.117 0.101 0.101 0.01 12/16/2019 00:10 2.06 01:00 2.10 2.08 12:05 1.24 01:00 1.81 1.50 12:00 0.083 01:00 0.122 0.100 0.100 0.01 12/17/2019 00:05 2.06 06:15 2.09 2.07 08:35 1.26 23:55 1.82 1.50 08:35 0.083 23:55 0.120 0.099 0.099 0.01 12/18/2019 17:05 2.04 00:05 2.07 2.06 08:20 1.21 00:05 1.81 1.49 08:20 0.079 00:05 0.120 0.098 0.098 0.01 12/19/2019 20:10 2.02 03:50 2.06 2.05 23:20 1.16 07:55 1.72 1.49 23:20 0.075 03:50 0.113 0.097 0.097 12/20/2019 02:05 2.03 03:10 2.06 2.04 20:20 1.22 23:35 1.72 1.48 20:20 0.079 23:35 0.111 0.096 0.096 12/21/2019 17:25 2.02 06:15 2.07 2.04 14:05 1.18 21:55 1.75 1.49 14:05 0.077 21:55 0.113 0.097 0.097 0.01 12/22/2019 06:20 2.03 22:45 2.11 2.06 07:35 1.17 23:00 1.70 1.46 07:35 0.075 23:00 0.115 0.096 0.096 0.41 12/23/2019 19:00 2.08 13:00 2.13 2.10 08:40 1.29 13:50 1.82 1.51 08:40 0.087 13:50 0.124 0.102 0.102 12/24/2019 14:50 2.07 00:55 2.10 2.08 02:35 1.28 18:10 1.74 1.51 02:35 0.086 15:30 0.115 0.101 0.101 0.02 12/25/2019 03:25 2.06 07:50 2.09 2.08 15:50 1.21 14:20 1.72 1.49 15:50 0.081 14:20 0.115 0.099 0.099 0.08 12/26/2019 19:20 2.03 01:35 2.08 2.05 17:45 1.24 04:25 1.74 1.50 17:45 0.081 04:25 0.115 0.098 0.098 12/27/2019 20:55 2.01 01:45 2.05 2.03 08:00 1.19 14:25 1.67 1.44 08:00 0.077 14:25 0.108 0.093 0.093 12/28/2019 23:30 2.00 01:55 2.04 2.02 20:45 1.19 03:00 1.68 1.43 20:45 0.076 03:50 0.108 0.092 0.092 12/29/2019 01:10 2.01 23:40 2.07 2.03 06:10 1.17 20:25 1.72 1.41 06:10 0.074 20:25 0.111 0.091 0.091 0.22 12/30/2019 03:45 2.04 00:15 2.07 2.06 21:55 1.22 02:30 1.74 1.51 21:55 0.079 02:30 0.114 0.099 0.099 12/31/2019 14:35 2.03 01:30 2.07 2.05 06:55 1.17 03:45 1.71 1.49 06:55 0.077 03:45 0.111 0.097 0.097 0.01 Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_2840, Pipe Height: 15.00 in, Silt: 0.00 in
164
1461
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020 11:50 2.02 00:05 2.06 2.04 03:15 1.19 13:25 1.77 1.45 03:15 0.077 13:25 0.114 0.094 0.094 01/02/2020 03:15 2.01 00:45 2.04 2.03 22:15 1.16 18:20 1.68 1.44 22:15 0.074 18:20 0.107 0.092 0.092 01/03/2020 21:15 1.99 00:20 2.03 2.01 22:50 1.19 21:50 1.78 1.43 22:50 0.075 21:50 0.113 0.091 0.091 01/04/2020 10:10 1.98 00:00 2.01 2.00 00:15 1.20 02:30 1.75 1.41 17:05 0.075 02:30 0.109 0.088 0.088 01/05/2020 10:00 1.97 01:05 2.00 1.99 15:55 1.13 00:25 1.67 1.37 15:55 0.071 00:25 0.104 0.085 0.085 01/06/2020 19:40 1.97 01:20 2.00 1.99 00:30 1.13 07:45 1.60 1.38 00:30 0.071 07:45 0.100 0.086 0.086 01/07/2020 16:30 1.97 04:15 2.01 1.99 18:45 1.18 16:15 1.70 1.41 18:45 0.073 16:15 0.106 0.088 0.088 01/08/2020 07:20 1.96 00:30 1.99 1.98 07:55 1.10 00:15 1.60 1.37 07:55 0.067 00:15 0.099 0.085 0.085 0.02 01/09/2020 00:00 1.97 13:45 2.02 2.00 09:40 1.12 23:10 1.70 1.38 09:40 0.070 23:10 0.107 0.087 0.087 0.18 01/10/2020 21:00 1.99 09:25 2.03 2.01 18:25 1.14 11:30 1.71 1.43 18:25 0.073 11:30 0.109 0.091 0.091 0.02 01/11/2020 17:30 1.99 04:35 2.03 2.01 10:45 1.13 01:45 1.64 1.42 10:45 0.072 01:45 0.104 0.090 0.090 0.01 01/12/2020 21:35 1.98 01:10 2.02 2.00 20:25 1.16 18:15 1.70 1.40 20:25 0.072 18:15 0.106 0.088 0.088 01/13/2020 00:45 1.98 05:25 2.01 1.99 02:45 1.12 23:30 1.64 1.40 02:45 0.070 23:30 0.101 0.088 0.088 0.02 01/14/2020 02:50 1.97 13:25 2.02 2.00 02:40 1.16 11:05 1.64 1.40 02:40 0.072 11:05 0.103 0.088 0.088 0.11 01/15/2020 01:10 2.01 12:05 2.04 2.02 15:45 1.18 06:45 1.69 1.43 15:45 0.075 06:45 0.107 0.091 0.091 0.07 01/16/2020 10:15 2.00 23:40 2.13 2.05 11:40 1.15 23:10 1.77 1.43 11:40 0.073 23:40 0.120 0.093 0.093 0.66 01/17/2020 00:00 2.12 11:55 2.17 2.15 03:15 1.30 17:05 1.77 1.52 03:15 0.090 17:05 0.124 0.106 0.106 01/18/2020 20:00 2.11 00:30 2.16 2.14 02:50 1.28 21:40 1.78 1.54 04:30 0.089 01:20 0.123 0.107 0.107 01/19/2020 11:20 2.10 03:20 2.14 2.12 07:20 1.30 17:55 1.78 1.54 07:20 0.088 18:25 0.121 0.105 0.105 01/20/2020 17:55 2.07 00:00 2.11 2.09 13:45 1.21 10:40 1.77 1.50 13:45 0.081 10:40 0.118 0.101 0.101 01/21/2020 16:20 2.04 00:00 2.09 2.07 18:25 1.24 03:40 1.76 1.52 18:25 0.082 03:40 0.116 0.100 0.100 01/22/2020 01:50 2.04 03:55 2.07 2.05 01:10 1.21 13:00 1.71 1.48 01:10 0.079 13:00 0.113 0.097 0.097 0.03 01/23/2020 22:35 2.03 02:40 2.06 2.05 00:00 1.25 12:15 1.70 1.48 00:00 0.081 12:15 0.111 0.097 0.097 01/24/2020 04:00 2.02 06:55 2.06 2.03 18:15 1.14 09:35 1.67 1.45 18:15 0.073 09:35 0.108 0.093 0.093 01/25/2020 02:05 2.01 02:45 2.05 2.03 19:25 1.15 21:55 1.69 1.43 19:25 0.073 21:55 0.108 0.092 0.092 01/26/2020 03:50 2.00 14:40 2.05 2.03 02:10 1.17 13:40 1.70 1.42 02:10 0.074 13:40 0.110 0.091 0.091 0.16 01/27/2020 10:35 2.02 03:55 2.05 2.04 09:00 1.22 20:25 1.68 1.45 09:00 0.078 20:25 0.109 0.094 0.094 01/28/2020 03:15 2.02 00:45 2.05 2.03 04:05 1.16 06:15 1.69 1.43 04:05 0.075 06:15 0.108 0.092 0.092 0.01 01/29/2020 21:55 2.00 00:10 2.04 2.02 10:55 1.17 01:15 1.64 1.43 10:55 0.075 01:15 0.106 0.092 0.092 01/30/2020 06:15 1.99 03:30 2.03 2.01 16:05 1.15 00:50 1.66 1.42 16:05 0.072 00:50 0.105 0.090 0.090 01/31/2020 01:00 1.99 00:35 2.02 2.01 00:05 1.21 00:20 1.58 1.38 00:05 0.076 00:20 0.100 0.087 0.015 02/01/2020
02/02/2020
02/03/2020
02/04/2020
02/05/2020 15:55 1.93 17:25 1.96 1.94 05:30 1.08 17:40 1.57 1.26 14:45 0.065 17:40 0.095 0.076 0.063 02/06/2020 22:45 1.93 04:30 1.96 1.94 15:00 1.07 06:10 1.52 1.26 15:00 0.064 06:10 0.092 0.076 0.076 02/07/2020 18:30 1.92 03:10 1.95 1.94 19:45 1.06 17:45 1.48 1.25 19:45 0.063 17:45 0.088 0.075 0.075 02/08/2020 23:05 1.93 06:35 1.95 1.94 20:05 1.06 04:55 1.52 1.26 20:05 0.063 04:55 0.092 0.076 0.076 02/09/2020 23:25 1.91 04:05 1.95 1.93 16:50 1.06 19:40 1.51 1.24 20:30 0.062 19:40 0.090 0.074 0.074 02/10/2020 14:00 1.91 06:25 1.94 1.92 22:40 1.06 00:10 1.50 1.24 22:40 0.062 00:10 0.089 0.074 0.074 02/11/2020 14:25 1.90 05:05 1.93 1.91 01:20 1.05 11:05 1.63 1.26 15:30 0.062 11:05 0.096 0.074 0.074 02/12/2020 21:00 1.90 07:35 1.93 1.91 21:50 1.04 08:40 1.61 1.23 21:50 0.061 08:40 0.095 0.072 0.072 02/13/2020 00:10 1.89 13:30 1.92 1.91 06:15 1.04 02:00 1.49 1.25 06:15 0.061 02:00 0.087 0.073 0.073 02/14/2020 17:50 1.89 01:40 1.92 1.91 12:05 1.04 05:10 1.50 1.27 12:05 0.061 05:10 0.089 0.074 0.074 02/15/2020 01:30 1.89 05:15 1.93 1.91 06:35 1.05 19:50 1.54 1.26 11:00 0.062 19:55 0.091 0.074 0.074 02/16/2020 00:45 1.90 04:25 1.93 1.92 00:50 1.05 00:40 1.51 1.24 00:50 0.061 11:25 0.089 0.074 0.074 02/17/2020 21:50 1.92 06:05 1.95 1.93 19:25 1.06 11:00 1.54 1.24 19:25 0.063 11:00 0.092 0.074 0.074 02/18/2020 23:45 1.92 04:35 1.95 1.93 23:50 1.05 20:40 1.49 1.24 23:50 0.062 20:40 0.089 0.074 0.074 02/19/2020 00:00 1.92 06:50 1.94 1.93 19:30 1.05 05:00 1.55 1.24 19:30 0.063 05:00 0.093 0.074 0.074 02/20/2020 17:45 1.92 04:35 1.95 1.94 19:05 1.06 01:05 1.52 1.26 19:05 0.064 01:05 0.091 0.076 0.076 02/21/2020 00:00 1.93 14:25 1.96 1.94 16:15 1.07 04:40 1.58 1.25 21:05 0.064 04:40 0.096 0.076 0.076 02/22/2020 21:35 1.91 03:45 1.96 1.93 17:50 1.05 10:00 1.52 1.26 17:50 0.062 10:00 0.091 0.076 0.076 02/23/2020 00:10 1.92 03:25 1.94 1.93 15:55 1.05 13:10 1.54 1.24 15:55 0.062 13:10 0.092 0.074 0.074 02/24/2020 01:05 1.93 12:10 1.95 1.94 21:45 1.06 09:25 1.54 1.25 21:45 0.064 09:25 0.093 0.075 0.075 165
1462
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 02/25/2020 22:10 1.92 05:15 1.96 1.94 20:20 1.06 01:50 1.52 1.29 20:05 0.063 03:05 0.092 0.077 0.077 02/26/2020 14:25 1.92 00:55 1.95 1.93 10:00 1.06 15:15 1.53 1.26 10:00 0.064 15:15 0.091 0.075 0.075 02/27/2020 18:45 1.92 05:50 1.96 1.93 19:40 1.06 17:20 1.48 1.27 19:40 0.063 08:50 0.089 0.076 0.076 02/28/2020 20:55 1.91 02:40 1.95 1.93 17:55 1.06 03:20 1.49 1.25 16:55 0.063 03:20 0.090 0.074 0.074 02/29/2020 22:10 1.90 07:20 1.94 1.92 01:05 1.06 23:40 1.51 1.26 22:05 0.063 23:45 0.089 0.075 0.075 03/01/2020 20:20 1.89 04:15 1.93 1.92 15:10 1.05 02:55 1.51 1.25 15:10 0.062 02:55 0.090 0.074 0.074 03/02/2020 18:30 1.88 05:00 1.92 1.90 12:45 1.04 08:25 1.58 1.29 12:45 0.061 08:25 0.093 0.075 0.075 03/03/2020 20:15 1.87 04:45 1.91 1.89 14:35 1.08 18:20 1.50 1.28 14:35 0.062 01:10 0.087 0.074 0.074 03/04/2020 22:00 1.87 06:15 1.90 1.89 18:45 1.03 01:50 1.52 1.26 18:45 0.059 01:50 0.088 0.073 0.073 03/05/2020 11:00 1.88 14:50 1.90 1.89 07:05 1.05 02:35 1.55 1.28 07:05 0.061 02:35 0.090 0.074 0.074 03/06/2020 18:05 1.88 05:20 1.91 1.90 05:10 1.06 05:05 1.59 1.31 05:10 0.062 05:05 0.093 0.076 0.076 03/07/2020 00:35 1.88 23:25 1.96 1.92 11:00 1.05 08:05 1.53 1.29 11:00 0.062 08:05 0.090 0.076 0.076 03/08/2020 01:15 1.95 15:25 1.98 1.97 01:10 1.08 16:40 1.54 1.28 01:10 0.065 16:40 0.094 0.079 0.079 03/09/2020 21:35 1.95 08:20 1.98 1.97 09:45 1.09 12:40 1.60 1.26 09:45 0.067 12:40 0.099 0.077 0.077 Depth
(in)
Velocity
(ft/s)
Quantity
(MGD -
Total MG)
Rain
(in)
Avg
Total

1.99 1.38

9.571

0.087

4.90 Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 166
1463
Item # 16.

Rainfall data
MIL_RG01
Rain Collector Dimensions 8"
The rainfall measured at MIL_RG01 from November 16, 2019 to March 09, 2020 is 4.90 inches. 167
1464
Item # 16.

Latitude: 37.423469°
Longitude: -121.898106°
Site Sketch Profile View or Photo
Sensor Shot
MIL_RG01
Rain Alert III
System Characteristics
Location Type
Pipe Shape DRIVE.

Milpitas Temp Study 2019-20
Drive Light
Site Access Details:

Site Address /Location:

Site Name
641 Gibraltar Court, Milpitas, CA
Flow Monitoring
Site Report
Installation Information
Monitor Series
Monitor Location:

Rain Gauge
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Friday, November 15, 2019
Access
Temporary
Traffic
Commercial
Map
Installation Type:

Monitoring Location (Sensors):

Rain Gauge Tipping Bucket
Pipe Size (HxW)

0.0"
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)
Velocity Sensor Offset (in)
Field Building
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Concrete Good
Manhole Condition:
22431.11.325
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA2019-2020
Wireless
Pipe Material
Antenna Location
Communication Information:

Concrete
Active Drop Connections
Need key to access.

Air Quality:

Communication Type
Normal
OUTLET
INLET
168
1465
Item # 16.
169
1466
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019
11/17/2019
11/18/2019
11/19/2019
11/20/2019
11/21/2019
11/22/2019
11/23/2019
11/24/2019
11/25/2019
11/26/2019 0.36
11/27/2019 0.63
11/28/2019
11/29/2019 0.02
11/30/2019 0.10
12/01/2019 0.06
12/02/2019 0.30
12/03/2019 0.01
12/04/2019 0.39
12/05/2019 0.01
12/06/2019 0.01
12/07/2019 0.67
12/08/2019 0.20
12/09/2019
12/10/2019
12/11/2019 0.03
12/12/2019 0.01
12/13/2019 0.01
12/14/2019 0.01
12/15/2019 0.01
12/16/2019 0.01
12/17/2019 0.01
12/18/2019 0.01
12/19/2019
12/20/2019
12/21/2019 0.01
12/22/2019 0.41
12/23/2019
12/24/2019 0.02
12/25/2019 0.08
12/26/2019
12/27/2019
12/28/2019
12/29/2019 0.22
12/30/2019
12/31/2019 0.01
Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_RG01 , Silt: --
170
1467
Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020
01/02/2020
01/03/2020
01/04/2020
01/05/2020
01/06/2020
01/07/2020
01/08/2020 0.02
01/09/2020 0.18
01/10/2020 0.02
01/11/2020 0.01
01/12/2020
01/13/2020 0.02
01/14/2020 0.11
01/15/2020 0.07
01/16/2020 0.66
01/17/2020
01/18/2020
01/19/2020
01/20/2020
01/21/2020
01/22/2020 0.03
01/23/2020
01/24/2020
01/25/2020
01/26/2020 0.16
01/27/2020
01/28/2020 0.01
01/29/2020
01/30/2020
01/31/2020
02/01/2020
02/02/2020
02/03/2020
02/04/2020
02/05/2020
02/06/2020
02/07/2020
02/08/2020
02/09/2020
02/10/2020
02/11/2020
02/12/2020
02/13/2020
02/14/2020
02/15/2020
02/16/2020
02/17/2020
02/18/2020
02/19/2020
02/20/2020
02/21/2020
02/22/2020
02/23/2020
02/24/2020
171
1468
Item # 16.

Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 172
1469
Item # 16.

Rainfall data
MIL_RG02
Rain Collector Dimensions 8"
The rainfall measured at MIL_RG02 from November 16, 2019 to March 09, 2020 is 5.26 inches. 173
1470
Item # 16.

Latitude: 37.455939°
Longitude: -121.875253°
Site Sketch Profile View or Photo
Sensor Shot
MIL_RG02
Rain Alert III
System Characteristics
Location Type
Pipe Shape DRIVE.

Milpitas Temp Study 2019-20
Drive Light
Site Access Details:

Site Address /Location:

Site Name
1328 Tularcitos Drive, Milpitas, CA
Flow Monitoring
Site Report
Installation Information
Monitor Series
Monitor Location:

Rain Gauge
Manhole #
Installation Date:

Pipe Size (H x W)
Topside / Area Photo
Friday, November 15, 2019
Access
Temporary
Traffic
Commercial
Map
Installation Type:

Monitoring Location (Sensors):

Rain Gauge Tipping Bucket
Pipe Size (HxW)

0.0"
Downlooker Physical Offset (in) Measurement Confidence (in) NA
Peak Velocity (fps)
Silt (in)
1:30:00 AM
Depth of Flow (Wet DOF) (in) Range (Air DOF) (in)
Velocity Sensor Offset (in)
Field Building
Sensors / Devices:

Installation Confirmation:

Manhole Opening Diameter (in)
Silt Type
Hydraulic Comments:
0''
Single
Manhole / Pipe Information:

Pressure Sensor Range (psi)
Confirmation Time:
26'' 54''
Manhole Cover Manhole Frame
Pipe Condition:

Manhole Material:

Manhole Diameter (Approx.):

Manhole Depth (Approx. FT): Manhole Configuration
Concrete Good
Manhole Condition:
22431.11.325
Additional Site Info. / Comments:

ADS Project Name:

ADS Project Number:

Milpitas.WWTFM.CA2019-2020
Wireless
Pipe Material
Antenna Location
Communication Information:

No
Concrete
Active Drop Connections
Tularcitos Pump Station. Needs passcode and key.

Air Quality:

Communication Type
Normal
174
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175
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Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 11/16/2019
11/17/2019
11/18/2019
11/19/2019
11/20/2019
11/21/2019
11/22/2019
11/23/2019
11/24/2019
11/25/2019
11/26/2019 0.63
11/27/2019 0.77
11/28/2019
11/29/2019 0.05
11/30/2019 0.14
12/01/2019 0.06
12/02/2019 0.36
12/03/2019
12/04/2019 0.44
12/05/2019
12/06/2019 0.06
12/07/2019 0.84
12/08/2019 0.10
12/09/2019
12/10/2019 0.01
12/11/2019 0.00
12/12/2019
12/13/2019
12/14/2019 0.01
12/15/2019
12/16/2019
12/17/2019
12/18/2019
12/19/2019
12/20/2019 0.02
12/21/2019
12/22/2019
12/23/2019
12/24/2019
12/25/2019
12/26/2019
12/27/2019
12/28/2019
12/29/2019
12/30/2019
12/31/2019
Daily Tabular Report
Daily Tabular Report For The Period 11/16/2019 00:00 - 03/09/2020 23:59 MIL_RG02 , Silt: --
176
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Item # 16.

Date Depth
(in)
Velocity
(ft/s)
Quantity
(MGD - Total MG)
Rain
(in)
Time Min Time Max Avg Time Min Time Max Avg Time Min Time Max Avg Total Total 01/01/2020
01/02/2020
01/03/2020
01/04/2020
01/05/2020
01/06/2020
01/07/2020
01/08/2020
01/09/2020
01/10/2020
01/11/2020
01/12/2020
01/13/2020
01/14/2020
01/15/2020 0.10
01/16/2020 0.66
01/17/2020
01/18/2020
01/19/2020
01/20/2020
01/21/2020 0.01
01/22/2020 0.09
01/23/2020
01/24/2020
01/25/2020
01/26/2020 0.16
01/27/2020
01/28/2020 0.02
01/29/2020
01/30/2020
01/31/2020 0.01
02/01/2020
02/02/2020
02/03/2020
02/04/2020
02/05/2020
02/06/2020
02/07/2020
02/08/2020
02/09/2020
02/10/2020
02/11/2020
02/12/2020
02/13/2020
02/14/2020
02/15/2020
02/16/2020
02/17/2020
02/18/2020
02/19/2020
02/20/2020
02/21/2020
02/22/2020
02/23/2020
02/24/2020
177
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Report Summary For The Period 11/16/2019 00:00 - 03/09/2020 23:59 178
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APPENDIX C
City of Milpitas
Sewer Master Plan Study
Summary of GIS Updates
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GIS Updates
The City provided their most up-to-date records of the wastewater collection system as an ArcGIS geodatabase (GIS) as well as a hard-drive containing most of the record drawings on file. The GIS had not been updated with any recent CIP projects implemented since the last model update in 2009. The City also provided a spreadsheet listing all of the record drawings and designating them as one of the following seven categories:

1. Category 1: Pre-2002, DWG # is not referenced on GIS, plat sheet # has been identified;

2. Category 2: Pre-2002, DWG # is referenced on GIS, plat sheet # has not been identified;

3. Category 3: Pre-2002, DWG # is not referenced on GIS, plat sheet # has not been identified;

4. Category 4: Post-2002, DWG # is referenced on GIS, plat sheet # has not been identified;

5. Category 5: Post-2002, DWG # is referenced on GIS, plat sheet # has been identified;

6. Category 6: Post-2002, DWG # is not referenced on GIS, plat sheet # has been identified, alignment not drawn in GIS; and

7. Category 7: Post-2002, No utility improvements but existing utilities shown on plan for reference.

Based on these categories, the following drawing reviews were completed to update the GIS:

1. All category 1, 4, and 5 record drawings, along with many category 2 record drawings, were reviewed and updates were made where there was missing information;

2. All available category 3 record drawings were reviewed, but none of the available drawings had any sanitary sewer pipe information;

3. All category 6 record drawings were reviewed and new alignments were added;

4. Benchmark and/or datum information found on each reviewed drawing was recorded or it was noted if there was no information.

Based on the review of the abovementioned record drawings, the following information was added to or updated in the GIS:

1. Pipe GIS updates:
 Material, diameter, upstream and downstream invert elevations, measured length, slope, year built, and drawing number were updated where information was found in the set of available record drawings;
 The actual length was also calculated using one dimensional horizontal distance calculator in ArcGIS once all updates were complete;
 Where siphons are located throughout the system, “siphon” was listed in the “slope” field;  All existing pipe segments with the material “High Density Polyurethane” were changed to “HDPE” for consistency with the rest of the system;
 In cases where the pipe material was not specified on the drawing, but it was listed in the notes that all sanitary sewer pipes on this drawing should be, for example, “VCP or ABS or other approved material,” the material was listed as “VCP/ABS”;  Where the material was listed as “SS” or “SSP” and no material was listed in the record drawings, these were left as “SS” or “SSP.” When referring to pipe material, these 1478
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acronyms often represent stainless steel pipe; however, for a gravity collection system, it is assumed that these are simply to indicate that the pipelines are “sanitary sewer” and are not a representation of the pipe material;
 An attribute column titled “HSE_NOTES” was added for tracking notes and edits made to the pipeline GIS file. Notes were standardized to the extent possible for streamlined sorting. Notes indicated in that column include the following:
 If a drawing indicated that a liner was added to an existing pipe or the pipe was rehabilitated, the year built was updated to indicate the year the liner was added or the rehab was completed, and “UPDT_YR(NEWLINER)” or “UPDT_YR(REHAB)” was added;
 Abandoned pipes were labeled “ABANDONED”;
 New pipes were labeled “ADDED_SEGMENT”;
 Pipes that were already in GIS but were indicated as private on record drawings were labeled “PRIVATE”;

2. Manhole GIS updates:
 Rim elevation, year of installation, and drawing number were updated where available;  Manhole invert elevations were not typically available on record drawings and were not prioritized;
 An attribute column titled “HSE_NOTES” was also added for tracking notes and edits made to the manhole GIS file. Notes indicated in that column include the following:
 Abandoned and floating manholes were labeled “ABANDONED” or “DISCONNECTED,” respectively;
 New manholes were labeled “ADDED_MH”;

3. Two of the fields included in the attributes table for both the pipeline and manhole GIS files are DRAWINGNO (drawing number) and UPDTSRC (update source). The DRAWINGNO was reserved for the original utility construction drawing. The UPDTSRC field indicated the drawing number for updates made during our review and generally referred to record drawings of new facilities that might show the facility as “existing.” During the GIS update process, the update of model information for areas containing either flow splits or where critical information, such as pipe diameter, material, invert elevations, and year built, was missing was prioritized.
1479
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APPENDIX D
City of Milpitas
Sewer Master Plan Study
Dry Weather Calibration Charts
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.389 1.976 2.570

0.374 1.858 2.572
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 1 of 22 Flow Survey Location (Obs.) 1043, Model Location (Pred.) D/S 1043.1

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.158 0.972 1.213

0.137 0.926 1.249
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 2 of 22 Flow Survey Location (Obs.) 1193, Model Location (Pred.) D/S 1193.1

0.00 0.20

0.40 0.60

0.80 1.00 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.029 0.120 0.145

0.027 0.108 0.144
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 3 of 22 Flow Survey Location (Obs.) 1564, Model Location (Pred.) D/S 1564.1

0.000

0.050

0.100

0.150 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.955 2.490 3.546

1.196 2.874 4.388
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 4 of 22 Flow Survey Location (Obs.) 1790, Model Location (Pred.) D/S 1790.1

0.00 0.50

1.00 1.50

2.00 2.50

3.00 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.138 0.329 0.505

0.174 0.302 0.509
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 5 of 22 Flow Survey Location (Obs.) 1795, Model Location (Pred.) D/S 1795.1

0.100

0.150

0.200

0.250

0.300

0.350 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.036 0.219 0.253

0.055 0.166 0.240
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 6 of 22 Flow Survey Location (Obs.) 186, Model Location (Pred.) D/S 186.1

0.000

0.050

0.100

0.150

0.200

0.250 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.035 0.132 0.176

0.045 0.114 0.170
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 7 of 22 Flow Survey Location (Obs.) 190, Model Location (Pred.) D/S 190.1

0.000

0.050

0.100

0.150 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.035 0.147 0.143

0.037 0.150 0.153
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 8 of 22 Flow Survey Location (Obs.) 229, Model Location (Pred.) D/S 229.1

0.000

0.050

0.100

0.150 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.022 0.096 0.106

0.016 0.092 0.126
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 9 of 22 Flow Survey Location (Obs.) 2300, Model Location (Pred.) D/S 2300.1

0.00 0.02

0.04 0.06

0.08 0.10 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.078 0.225 0.335

0.075 0.231 0.335
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 10 of 22 Flow Survey Location (Obs.) 2334, Model Location (Pred.) D/S 2334.1

0.000

0.050

0.100

0.150

0.200

0.250 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.031 0.298 0.194

0.002 0.214 0.169
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 11 of 22 Flow Survey Location (Obs.) 2491, Model Location (Pred.) D/S 2491.1

0.000

0.050

0.100

0.150

0.200

0.250

0.300 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.150 0.493 0.676

0.073 0.628 0.761
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 12 of 22 Flow Survey Location (Obs.) 2569, Model Location (Pred.) D/S 2569.1

0.00 0.20

0.40 0.60

0.80 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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graph) - DWF Calibration FINAL 1493
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.396 1.220 1.752

0.392 1.208 1.783
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 13 of 22 Flow Survey Location (Obs.) 2666, Model Location (Pred.) D/S 2666.1

0.00 0.50

1.00 1.50 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.131 0.246 0.396

0.127 0.253 0.404
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 14 of 22 Flow Survey Location (Obs.) 2721, Model Location (Pred.) D/S 2721.1

0.100

0.150

0.200

0.250

0.300 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.905 2.767 3.975

0.723 3.719 5.069
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 15 of 22 Flow Survey Location (Obs.) 2724, Model Location (Pred.) D/S 2724.1

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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graph) - DWF Calibration FINAL 1496
Item # 16.

Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.670 2.624 3.494

0.758 2.551 3.648
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 16 of 22 Flow Survey Location (Obs.) 2808, Model Location (Pred.) D/S 2808.1

0.00 0.50

1.00 1.50

2.00 2.50

3.00 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Item # 16.

Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.349 0.721 0.978

0.350 0.725 1.007
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 17 of 22 Flow Survey Location (Obs.) 386, Model Location (Pred.) D/S 386.1

0.30 0.40

0.50 0.60

0.70 0.80 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.203 0.951 1.171

0.251 0.854 1.196
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 18 of 22 Flow Survey Location (Obs.) 41, Model Location (Pred.) D/S 41.1

0.00 0.20

0.40 0.60

0.80 1.00 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.093 0.276 0.354

0.027 0.270 0.317
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 19 of 22 Flow Survey Location (Obs.) 592, Model Location (Pred.) D/S 592.1

0.000

0.050

0.100

0.150

0.200

0.250

0.300 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Item # 16.

Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.441 1.168 1.417

0.600 1.047 1.626
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 20 of 22 Flow Survey Location (Obs.) 649, Model Location (Pred.) D/S 649.1

0.40 0.60

0.80 1.00

1.20 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.334 1.748 2.133

0.414 1.611 2.192
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 21 of 22 Flow Survey Location (Obs.) 715, Model Location (Pred.) D/S 715.1

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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Flow
Min (MGD)
Observed
Model
Max (MGD) Volume (US Mgal)

0.101 0.375 0.529

0.082 0.407 0.567
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 1:59:56 PM) Page 22 of 22 Flow Survey Location (Obs.) 744, Model Location (Pred.) D/S 744.1

0.00 0.10

0.20 0.30

0.40 0.50 Flow (MGD)
00:00
2/23/2020
06:00 12:00 18:00 00:00
2/24/2020
06:00 12:00 18:00 00:00
2/25/2020
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APPENDIX E
City of Milpitas
Sewer Master Plan Study
Wet Weather Calibration Charts
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Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.433 2.277 4.004

0.384 2.235 4.010
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 1 of 22 Flow Survey Location (Obs.) 1043, Model Location (Pred.) D/S 1043.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 2.50 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.193 1.058 1.892

0.139 1.079 1.946
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 2 of 22 Flow Survey Location (Obs.) 1193, Model Location (Pred.) D/S 1193.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.940 0.250 0.013

0.044 0.135 0.260

0.044 0.135 0.268
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 3 of 22 Flow Survey Location (Obs.) 1564, Model Location (Pred.) D/S 1564.1, Rainfall Profile: 2

0.000

0.050

0.100

0.150

0.200

0.250 Rainfall intensity (in/hr)

0.000

0.050

0.100

0.150 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

1.179 2.929 6.187

1.314 3.219 7.243
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 4 of 22 Flow Survey Location (Obs.) 1790, Model Location (Pred.) D/S 1790.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

1.00 1.50

2.00 2.50

3.00 3.50 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.172 0.455 0.973

0.211 0.425 0.915
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 5 of 22 Flow Survey Location (Obs.) 1795, Model Location (Pred.) D/S 1795.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.10 0.20

0.30 0.40

0.50 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.050 0.298 0.435

0.067 0.251 0.413
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 6 of 22 Flow Survey Location (Obs.) 186, Model Location (Pred.) D/S 186.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.000

0.050

0.100

0.150

0.200

0.250

0.300 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.045 0.160 0.318

0.056 0.162 0.306
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 7 of 22 Flow Survey Location (Obs.) 190, Model Location (Pred.) D/S 190.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.000

0.050

0.100

0.150

0.200 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.083 0.195 0.383

0.086 0.201 0.378
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 8 of 22 Flow Survey Location (Obs.) 229, Model Location (Pred.) D/S 229.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.050

0.100

0.150

0.200

0.250 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.026 0.128 0.213

0.025 0.104 0.222
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 9 of 22 Flow Survey Location (Obs.) 2300, Model Location (Pred.) D/S 2300.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.000

0.050

0.100

0.150 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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graph) - Wet Weather Calibration FINAL 1514
Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.096 0.248 0.555

0.086 0.248 0.559
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 10 of 22 Flow Survey Location (Obs.) 2334, Model Location (Pred.) D/S 2334.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.050

0.100

0.150

0.200

0.250 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.091 0.441 0.623

0.004 0.219 0.260
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 11 of 22 Flow Survey Location (Obs.) 2491, Model Location (Pred.) D/S 2491.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.00 0.10

0.20 0.30

0.40 0.50 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.197 0.674 1.313

0.129 0.680 1.325
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 12 of 22 Flow Survey Location (Obs.) 2569, Model Location (Pred.) D/S 2569.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.00 0.20

0.40 0.60

0.80 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Observed / Predicted Report (Custom
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.481 1.321 2.985

0.433 1.299 2.858
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 13 of 22 Flow Survey Location (Obs.) 2666, Model Location (Pred.) D/S 2666.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Observed / Predicted Report (Custom
graph) - Wet Weather Calibration FINAL 1518
Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.138 0.285 0.632

0.130 0.281 0.635
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 14 of 22 Flow Survey Location (Obs.) 2721, Model Location (Pred.) D/S 2721.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.100

0.150

0.200

0.250

0.300 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

1.047 3.205 6.675

0.824 4.153 8.127
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 15 of 22 Flow Survey Location (Obs.) 2724, Model Location (Pred.) D/S 2724.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 5.0 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

1.036 3.308 6.717

1.023 3.238 6.544
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 16 of 22 Flow Survey Location (Obs.) 2808, Model Location (Pred.) D/S 2808.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.359 0.750 1.454

0.350 0.726 1.455
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 17 of 22 Flow Survey Location (Obs.) 386, Model Location (Pred.) D/S 386.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.30 0.40

0.50 0.60

0.70 0.80 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Observed / Predicted Report (Custom
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.398 1.165 2.351

0.296 1.085 2.011
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 18 of 22 Flow Survey Location (Obs.) 41, Model Location (Pred.) D/S 41.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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graph) - Wet Weather Calibration FINAL 1523
Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.124 0.438 0.715

0.044 0.385 0.565
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 19 of 22 Flow Survey Location (Obs.) 592, Model Location (Pred.) D/S 592.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.00 0.10

0.20 0.30

0.40 0.50 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.528 1.146 2.227

0.603 1.052 2.445
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 20 of 22 Flow Survey Location (Obs.) 649, Model Location (Pred.) D/S 649.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.50 0.70

0.90 1.10

1.30 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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graph) - Wet Weather Calibration FINAL 1525
Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.388 1.804 3.408

0.494 1.971 3.670
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 21 of 22 Flow Survey Location (Obs.) 715, Model Location (Pred.) D/S 715.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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graph) - Wet Weather Calibration FINAL 1526
Item # 16.

Rainfall
Depth (in)
Rain
Observed
Model
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

0.870 0.380 0.012

0.145 0.479 1.011

0.160 0.492 1.047
Flow Meter Vs. Model Flow
Observed / Predicted Report Produced by modeling (11/2/2020 2:01:21 PM) Page 22 of 22 Flow Survey Location (Obs.) 744, Model Location (Pred.) D/S 744.1, Rainfall Profile: 1

0.00 0.10

0.20 0.30

0.40 Rainfall intensity (in/hr)

0.00 0.10

0.20 0.30

0.40 0.50 Flow (MGD)
00:00
12/7/2019
06:00 12:00 18:00 00:00
12/8/2019
06:00 12:00 18:00 00:00
12/9/2019
06:00 12:00 18:00 00:00
12/10/2019
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Item # 16.
www.hydroscience.com

APPENDIX F
City of Milpitas
Sewer Master Plan Study
Los Esteros Ranch Agreement
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APPENDIX G
City of Milpitas
Sewer Master Plan Study
Raftelis Wastewater Financial Plan Options Report
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5619 DTC Parkway, Suite 850, Greenwood Village, CO 80111 www.raftelis.com
Project Memo
DATE: June 9, 2022
TO: Tony Ndah
Public Works Director
FROM: Todd Cristiano
Senior Manager
SUBJECT: Draft Wastewater Financial Plan Options
Introduction
The City of Milpitas retained Raftelis to complete a comprehensive financial planning forecast for their water, wastewater1
, and stormwater utilities2. Separate financial plans and memorandums were developed for each utility. This memorandum summarizes the wastewater financial plan results. The analysis included the following:

1. Revenue forecast. Includes the projection of rate revenues, the number of accounts, growth in accounts, and billed volume per account; projection of other operating and non-operating income, and development fees.

2. Expenditures forecast. Includes the projection of operation and maintenance expenses, transfers to the general fund, payments on existing debt service, and capital projects identified in the most recent master plan documents.

3. Revenue adjustments. Optimizing the use of rate revenues and bond issues to minimize revenue adjustments while meeting annual revenue requirements, debt service coverage, and reserve targets.

The forecast presented in this memo is for the study period FY 2022 through FY 2040. The City’s wastewater utility is financially self-sufficient with funding for capital and operating requirements derived primarily from rates.
1 Wastewater and sewer utility are used interchangeably throughout this memo. 2 Stormwater activities are currently within the general fund and is not a stand-alone utility. For the purposes of this study, we created a cash flow consolidating the O&M costs for the various areas in the general fund and projects identified in the most recent master plan.
1546
Item # 16.

City of Milpitas, CA
Wastewater Financial Plan Study
Version 3 - Final 2
Financial Planning Process
A primary consideration in developing an ‘optimal’ financial plan is minimizing annual revenue increases by balancing the use of reserves, existing rate revenue, and debt proceeds. This balance is subject to the constraints of meeting the City’s target reserve policies and debt service coverage requirements on any proposed debt.

This approach is an iterative process. For
example, while issuing debt to fund a capital
project may keep revenue increases low, new debt
payments may decrease the coverage below the
target level. As a result, a revenue increase may be
needed to maintain compliance with the target.

This revenue may produce an ending balance
which exceeds the target reserve. This excess can
be used to partially fund the capital project which,
in turn, could reduce the proposed debt issuance
amount.

Reserves
The City maintains three reserves for the wastewater utility. The excerpts below are from the City’s financial reserve policy 11. These descriptions can also be found in the City’s consolidated annual financial report. The proposed financial plan allows the City to maintain reserves in compliance with this policy.

Capital reserves for emergencies. The City will maintain capital reserves in the Water and Sewer utility enterprise funds to provide for future capital projects and unanticipated emergencies. The City will attempt to maintain a capital reserve of approximately 30% of the annual operating and maintenance expenses for the Water utility fund and 25% of the annual operating and maintenance expenses for the Sewer utility fund.

Rate stabilization reserve. The City will maintain a Rate Stabilization Reserve (RSR) in the Water and Sewer utility enterprise funds with a goal of at least 16.67% or two months of the respective annual operating expenditures after the Capital Reserve requirements have been met. The RSR shall be used to mitigate the effects of occasional shortfalls in revenue or unanticipated expenditures that cannot be rebalanced within existing budgeted resources in any given fiscal year.

Public Employees Retirement (PERS) Rate Stabilization Reserve. The City will maintain in the Utility Enterprise Funds or in a Section 115 Trust a Public Employees Retirement (PERS) Rate Stabilization Reserve to be funded by 20% of any General Fund or Enterprise Funds annual operating surpluses. The Water and Sewer Utility Enterprise Funds’ portion of the Unfunded Actuarial Liability for the Miscellaneous Retirement Plan is 8.5% and 6.6%, respectively. The Utility Funds’ portion of the contribution to the PERS Rate Stabilization Reserve shall be consistent with the General Fund contributions and only be funded after the Capital Reserve and Rate Stabilization Reserve (RSR) requirements in the Water and Sewer utility funds have been met.

Capital Funding
Options
Loans & Cash
Meet Reserve
Targets
Meet Debt
Service Coverage
Ratios
Optimize
Revenue
Increase
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City of Milpitas, CA
Wastewater Financial Plan Study
Version 3 - Final 3
Wastewater Utility Findings
Raftelis used the assumptions shown in Table 1 to develop the financial plan options. Changes in these assumptions could materially affect the results. These assumptions were based on information provided by Staff over the course of the study which included annual budgets, detailed billing data, forecasts of new customer connections, and master plan reports. The detailed wastewater cash flows are attached at the end of this memorandum.

Table 1: Wastewater Utility Assumptions
Item Description
FY 2022 Beginning Fund Balance
Capital Reserve for Emergencies
Rate Stabilization Reserve
Capital Fund
TASP Fund
$3,675,927
$2,451,108
$35,522,844
$0
Debt Issues
Term
Interest Rate
Debt Service Coverage Target
20 years

4.25%

1.25x debt service payments
Average growth in number of accounts 2.2%
Annual average O&M Inflation [1] 3.5%
Average Annual Capital Projects Inflation

6.0% (FY 2023 – FY 2026)

4.0% (FY 2027 – FY 2040)
Study period average ~4.3%
San José-Santa Clara Regional Wastewater Facility
O&M Inflation
4%
[1] Include the City’s portion of the Jose San José-Santa Clara Regional Wastewater Facility costs
The wastewater utility financial plan consists of three sub-funds:
• Operating Fund. Funds activities associated with annual operation and maintenance of the utility, debt service payments, the City’s portion of the San José-Santa Clara Regional Wastewater Facility treatment costs, maintaining emergency and rate stabilization reserves, and transfers of any surplus to the Capital Fund.
• Capital Fund. Tracks activities associated with previously adopted CIP projects, projects identified in the master plan, and the City’s capital portion of the San José-Santa Clara Regional Wastewater Facility costs. Primary sources of funding include transfers from the operating fund and debt issuance proceeds.
• TASP Fund. Tracks funding and projects that have specifically been identified as being funded by TASP or future METRO development fees.
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Operating Fund
Sources of Funds
Sources of funds consist primarily of rate revenue, other operating income, and non-operating income.

Rate revenues with proposed increases is projected to increase from $21.7 million in FY 2023 to $27.1 million in FY 2040. This includes an average annual account growth of 2.2% from FY 2023 to FY 2040 based on future METRO plan development forecasts.

Uses of funds
Uses of Funds consist of operation and maintenance expense, debt service on the existing Series 2017 and Series 2019, and transfers to the capital fund to assist in funding the capital improvement program. O&M consists of the items required to collect wastewater and the costs the City pays to San Jose for wastewater treatment services, as well as costs associated with administration of the utility, and customer services.

San José-Santa Clara Regional Wastewater Facility costs are projected to increase 4.0% annually based on information from San Jose. O&M expenses for the City’s core operations (personnel services, general supplies, contractual services excluding water purchases, etc.) will increase by 4.0% from FY 2023 through FY 2025. This short-term inflation estimates are based on publications from the Philadelphia Federal Reserve. Inflation from FY 2026 through FY 2040 is estimated at 3.0% based on historical trends of the Consumer Price Index (CPI). Total O&M including wastewater treatment expense will increase by an average of 3.5% annually over the study period or from $13.0 million in FY 2023 to $24.0 million in FY 2040.

Capital Fund
Sources of Funds
Primary sources of funding include transfers from the operating fund and bond proceeds. Transfers from the operating fund are made in years where operating revenue exceeds operating expenses and required transfers to reserve funds.

Uses of Funds
Expenditures include capital projects identified in the adopted FY 2023 – FY 2040 capital budget and the master plan as well as the capital portion of the San José-Santa Clara Regional Wastewater Facility treatment capital costs from San Jose. Capital improvement program costs total $208.6 million for the study period which includes annual inflation of 6.0% from FY 2023 through FY 2025 and 4.0% from FY 2026 through FY 2040.

Revenue Requirement
Revenue from rates and other miscellaneous revenue should be sufficient to meet annual revenue requirements in the operating and capital funds; however, the City could issue a bond to accelerate implementation of critical projects. Revenue requirements include operation and maintenance expenses, capital project funding, payments on proposed debt service, and meeting target debt service coverage and reserves. Raftelis and City staff developed a financial plan to fully fund expenses, including the master plan projects, using revenue derived from rates and an option to issue bonds to accelerate project implementation.
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City of Milpitas, CA
Wastewater Financial Plan Study
Version 3 - Final 5
Financial Plan Options
Raftelis and City staff developed two financial planning options to fully fund the expenses described above. Each option will ensure that the City is able to meet its obligations to San Jose for the San JoséSanta Clara Regional Wastewater Facility expenses, continue to make debt service payments, operate and maintain the wastewater collection system, complete all projects identified in the master plan, and meet required reserve targets. The primary difference in the financial plan options relate to the timing and funding source for the Force main A project, which is a 40-year steel pipeline which conveys sewage from the City to the San José-Santa Clara Regional Wastewater Facility for treatment. The pipeline is in a corrosive environment and the condition of the pipeline is unknown due to the inability to dewater and inspect the pipeline
Option 1 – Bond Financing
Under this option, the City would issue a $30 million revenue bond in FY 2025 to fund the Force main A project. In addition to funding the O&M and capital expenditures described above, the City could make the required annual debt service payments (estimated at $2.3 million per year) with annual rate increases of 4.0% from FY 2024 through FY 2040.
• Operating and Capital Fund. Annual increases to sewer user charges of 4.0% are required in FY 2024 through FY 2040 in order to meet the annual revenue requirements. The revenue from these increases will adequately fund O&M, sewer treatment, reserve requirements, and provide surplus revenue to transfer to the CALPERS and capital funds. • Bill Impact. Based on the rate increases proposed for this option, the bimonthly bill for typical single-family residential customer is projected to increase $4.97 from $124.14 to $129.11.

Option 1 has the following advantages:
• Lower rate impact on customers (4% increase in FY 2024) versus Option 2 (6% increase in FY 2024).
• Intergenerational equity. The use of bonds recovers the cost of the asset over a time horizon that is closer to its useful life ensuring that future users, who will also benefit from the use of the force main, will participate in funding it.
• No reliance on development fees. Does not rely on revenue from future METRO development fees that have not yet been determined
• Timely replacement. Since the current condition of the Force main is unknown, it is safer to replace it sooner than later.

Option 2 – Cash and TASP Financing
Under this option, the Force main A project would be completed in FY 2030 and be 20% funded by future METRO development fees. This plan requires wastewater rate increases of 6% each year from FY 2024 to FY 2029 and 4% each year thereafter. This higher rate increase allows the City to generate the cash needed to fund approximately $29 million of the Force main A project expense. Additionally, the City must ensure that future METRO development fees are sufficient to provide $7.3 million by FY 2030 for the remainder of the project.
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City of Milpitas, CA
Wastewater Financial Plan Study
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• Operating and Capital Fund. Annual increases to sewer user charges of 6.0% are required from FY 2024 through FY 2029 and 4.0% from FY 2029 through FY 2040. The revenue from these increases will adequately fund O&M, sewer treatment, reserve requirements, and provide surplus revenue to transfer to the CALPERS and capital funds.
• Bill Impact. Based on the rate increases proposed for this option, the bimonthly bill for typical single-family residential customer is projected to increase $7.45 from $124.14 to $131.59.

The primary advantage of this option is the savings on interest expense by cash funding the CIP rather than debt funding (Option 1). In addition, cash financing the CIP will not impact debt service coverage.

Reliance on City Provided Data
During this project, the City (and/or its representatives) provided Raftelis with a variety of technical information, including cost and revenue data. Raftelis did not independently assess or test for the accuracy of such data – historic or projected. Raftelis has relied on this data in the formulation of our findings and subsequent recommendations, as well as in the preparation of this memorandum.

There are often differences between actual and projected data. Some of the assumptions used for projections in this memorandum will not be realized, and unanticipated events and circumstances may occur. Therefore, there are likely to be differences between the data or results projected in this memorandum and actual results achieved, and those differences may be material. As a result, Raftelis takes no responsibility for the accuracy of data or projections provided by or prepared on behalf of the City, nor do we have any responsibility for updating this memorandum for events occurring after the date of this memorandum.
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APPENDIX H
City of Milpitas
Sewer Master Plan Study
Sanitary Sewer Force Main Cleaning and CCTV Inspection
Project Report
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CITY OF MILPITAS

ENGINEERING DEPARTMENT
PREPARED BY: LYHAK EAM, P.E.

REVIEWED BY: MICHAEL SILVEIRA, P.E.

DATE: FEBRUARY 22, 2021

PROJECT REPORT

SANITARY SEWER FORCE MAIN CLEANING

AND CCTV INSPECTION
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EXECUTIVE SUMMARY
The City of Milpitas sanitary sewer system consists of two force mains that carries the City’s wastewater from the City of Milpitas Main Lift Sewer Pump Station at North McCarthy Boulevard to the San JoseSanta Clara Regional Wastewater Treatment Plants. Force Main A and B were constructed in 1974 and 2000, respectively. The objective of this project was to perform an internal assessment of Force Main A (“FM-A”), but it was not possible to complete within budget due to unforeseen conditions and challenges.

Engineering Department reported the findings to Public Works and recommends FM-A be either rehabilitated or replaced due to the its condition and age.

PROJECT BACKGROUND
Cathodic Protection Improvement Project No. 6131 (“Project”) is in the approved Capital Improvement Program 2020-2025. The Project provides for the replacement of two existing mag meters at the Milpitas Main Lift Station, installation of cathodic protection system along the FM-A, removal or abandonment of the existing diverter valve vault near the Coyote Creek, evaluation and renovation of existing pinch valve vaults, and an assessment of FM-A. Per the “Water Pollution Control Facilities Project” record drawing dated April 1972 (Attachment A), FM-A is approximate 12,000 feet including 12 access manholes spaced approximately 1,000 feet apart. The force main extends from the Main Lift Pump Station, crossing under the Coyote Creek as a siphon, going underneath San Jose Residual Sludge Management (RSM) drying beds (Lagoons) and Zander Road, and connecting to the San Jose-Santa Clara Regional Wastewater Treatment Plants. (Figure 01).

JDH Corrosion Consultant, Inc. was retained to perform an indirect pipe assessment by using a Close Interval Survey (CIS) to measure the soil corrosivity surrounding the FM-A. The survey concluded the soils are inherently very corrosive and can potentially corrode and damage the steel force main (Attachment B). Based on the survey and the age of the system, Pipe and Plant Solutions Inc (PPSI) was retained to perform the cleaning and CCTV inspection to assess the internal condition of the force main.

The work included site investigation of all sewer manholes, replacement of any corroded bolts and gaskets as needed, clearing and grubbing surrounding areas for safe and secure access, removal and disposal of any debris from the sanitary sewer force main, and performing CCTV inspection. 1555
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SITE INVESTIGATION FINDINGS/CHALLANGES
The following is a summary of findings/challenges that Engineering staff encountered during the site investigation.

1. RIGHT-OF-WAY/PERMITTING PROCESS
The entire FM-A (Figure 02) is located within the Santa Clara-San Jose Wastewater Treatment Plant property, and the City of Milpitas has an easement to maintain and operate the facility at any time (Attachment B). Without any additional provisions or requirements mentioned in the easement, the City of San Jose requires the City of Milpitas to enter into Right of Entry agreement (Attachment C) to access the City right-of-way for any work. The City attorney reviewed the languagesin the easement and re-affirmed that the City of Milpitas has the right to access and perform work necessary without any further restriction by San Jose. Due to the schedule and need to investigate the FM-A, Engineering applied for a Right of Entry permit and tabled the discussion of the City of Milpitas rights to their Right of way. The permit process took approximately 3 months.

Figure 2- Force Main A Alignment
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CITY OF MILPITAS
455 E. Calaveras Blvd., Milpitas, CA 95035 www.ci.milpitas.ca.gov Superior Customer Service  Open Communication  Integrity and Accountability  Trust and Respect  Recognition and Celebration Engineering Department
In addition, the City is required to obtain an encroachment permit from Santa Clara Valley Water District (Valley Water) to access manhole #1 because of its close proximity to Coyote Creek that falls under their jurisdiction (Figure 3). At the time, Valley Water issued a permit for pedestrian access for site investigation search of the manhole with no excavation allowed. To obtain a vehicle access permit, the Valley Water will require an environmental assessment of invasive plants in the area. The assessment shall include the impacts of the work and any mitigation measures to preserve the surrounding area.

Figure 3- Manhole #1 Location Per As built
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2. MISSING MANHOLES
After securing necessary permits, the contractor began to locate and assess all the manholes to access FM-A for cleaning and CCTV inspection. The contractor was able to locate manhole #2-6, 9-12, but unable to locate manhole #1, 7, and 8.

Manhole #1: Per Record Drawings, the manhole is located adjacent to Coyote Creek (Figure 04) under District jurisdiction. The manhole was not found because the permit issued by Valley Water is limited to pedestrian access and no excavation or removal of vegetation allowed. In order to locate the manhole, heavy equipment will have to be used to excavate and remove the vegetation around the area.

Manhole #7: Per Record Drawings, the manhole is approximate 972 feet from manhole #6 (Figure 05). Contractor was unable to locate the manhole and speculated it is buried under the existing access road.

Figure 4: Force Main Manhole #1 Location
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CITY OF MILPITAS
455 E. Calaveras Blvd., Milpitas, CA 95035 www.ci.milpitas.ca.gov Superior Customer Service  Open Communication  Integrity and Accountability  Trust and Respect  Recognition and Celebration Engineering Department
According to the force main profile shown in Figure 06, manhole #7 is a critical access point to remove debris from pipe segment between manhole 6-7, 7-8 & 8-9 because it is the low point in the system.

Manhole #8: Contractor searched for the manhole without success but found a 30’ high vertical pipe where the manhole should be located as shown in Figure 07. It is assumed the manhole was modified for this vertical pipe. Public Works staff does not have knowledges or the functionality of this pipe.

The City does not have existing records of this modification.

Figure 5: Force Main Manhole #7 Location
Figure 6: Force Main Profile
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3. CORRODED MANHOLES’ COMPONENTS
The Contractor investigated available manholes and the internal components including air release valves, bolts, gaskets and blind flanges. The components in manholes #9-12 appeared to be in good conditions. However, components in manholes #2 – 6, located in the lagoon area, are significantly corroded and not functional, see Figure 8 &9.

Figure 7: Force Main Manhole #8 Location
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CITY OF MILPITAS
455 E. Calaveras Blvd., Milpitas, CA 95035 www.ci.milpitas.ca.gov Superior Customer Service  Open Communication  Integrity and Accountability  Trust and Respect  Recognition and Celebration Engineering Department
Figure 8: Force Main Manhole
Figure 9: Corroded Air Release Valve and Blind Flange
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CITY OF MILPITAS
455 E. Calaveras Blvd., Milpitas, CA 95035 www.ci.milpitas.ca.gov Superior Customer Service  Open Communication  Integrity and Accountability  Trust and Respect  Recognition and Celebration Engineering Department
In order to access the force main at manholes, both air release valves and blind flanges must be removed. Since components at manhole #2-6 are significantly corroded, they must be replaced to ensure the force main is properly sealed. The cost of replacing these components with stainless steel is approximately $25,000, which is not included in the project scope and budget. Therefore, the cleaning and CCTV inspection of the segments between manhole #2-6 were postponed until the aforementioned issues are resolved.

4. HIGH LEL AND H2S GAS LEVELS
During first attempt of the removal of the blind flange at MH#12, the Contractor encountered H2S and LEL gases levels that were beyond the maximum value of 100%, which was considered very hazardous. The Contractor had to immediately seal the blind flange and evacuate the area. It was assumed that the existence of high gas levels was due to the stagnant wastewater in the force main for approximate 4 weeks and could not be completely flush out of the system due to challenges accessing the system. Not knowing the exact source of the gases, staff recommended to resume the operation of the FM-A for 48-hours in the hope the gas would dissipate. The strategy was successful, and the Contractor was able to access the manhole safely. The source of the gases were not determined and may appear again in future work if the wastewater is stagnant for a period of time.

5. SEWER OVERFLOW INCIDENT AND UNFUNCTIONAL SLIDE GATE
After resolving the gas issue, Public Works switched the wastewater operation from Force Main A to Force Main B (FM-B) to allow the Contractor to access manhole #12. As the contractor began to remove the blind flange, effluent started to overflow out of the manhole as shown in Figure 10. The overflow was a result from the wastewater from FM-B backflowing into FM-A at the Milpitas structure (Figure 11). Both FM-A and FM-B are connected directly to the Milpitas structure (Figure 12) that serves as a detention basin to receive and store all effluent before sending down to the Plant for treatment via an overflow weir wall.

In order to prevent the backflow from FM-B to FM-A, the FM-A sliding gate in the structure needs to be closed which is currently non-operational. Public Works shut down both force mains to stop the 1563
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CITY OF MILPITAS
455 E. Calaveras Blvd., Milpitas, CA 95035 www.ci.milpitas.ca.gov Superior Customer Service  Open Communication  Integrity and Accountability  Trust and Respect  Recognition and Celebration Engineering Department
overflow and allow the contractor to re-install the blind flange. The non-functional sliding gate caused effluent to backflow into the entire system because the elevation of force main A is lower than the Milpitas Structure. Such condition will create the potential overflow situation at other manholes similar to that encountered at manhole #12. To conduct any inspections of FM-A by CCTV, the sliding gate needs to be repaired to isolate the force main from one another.

Figure 10: Sewer Overflow at MH #12
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CITY OF MILPITAS
455 E. Calaveras Blvd., Milpitas, CA 95035 www.ci.milpitas.ca.gov Superior Customer Service  Open Communication  Integrity and Accountability  Trust and Respect  Recognition and Celebration Engineering Department
Figure 11: Milpitas Structure Drawing
Figure 12: Milpitas Structure
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CONCLUSION
Due to numerous issues as described, the following tasks shall be completed prior to performing the cleaning and CCTV inspection of the force main.

1. Locate all missing manholes along the force main including manholes #1, 7, and 8.

2. Replace all corroded air release valves and blind flanges for manhole #2 to #6.

3. Repair slide gate at Milpitas Structure so that the FM-A can be isolated from the structure itself.

Based upon this preliminary evaluation, the cost to complete the cleaning and CCTV inspection and all associated work is approximate $ 850,000. The following is the summary of the cost breakdown.

Description Cost
Cleaning and CCTV inspection $350,000
Replacement of (6) manholes’ parts ( bolts, blind flange, gasket, ARV) $150,000 Repair slide gate and bypass pumping $150,000
Permitting process $30,000
Bidding process and construction administration $30,000 Construction contingency (20%) $140,000
TOTAL $850,000
It is assumed the condition of the force main is deteriorating and doesn’t meet industrial standards due to the age of the system, level of soil corrosivity surrounding the steel pipe, and the minimal routine maintenance since it was installed in 1974. The City should consider to either rehabilitate or replace the system in the near future. Rehabilitation of existing force main with a liner may extend its service life; however, the City should hire a professional license engineer to evaluate the existing system and provide improvement options and estimated cost. The installation of new force main is another option that the City should consider to ensure the well-being of this critical infrastructure for next 50 years. The estimated project cost for the construction of a new force main is as follows, and detailed cost breakdown is provided in Attachment D.
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CITY OF MILPITAS
455 E. Calaveras Blvd., Milpitas, CA 95035 www.ci.milpitas.ca.gov Superior Customer Service  Open Communication  Integrity and Accountability  Trust and Respect  Recognition and Celebration Engineering Department
Improvement Cost $14,197,000
Design (20%) $ 2,839,400
Administration ( 15%) $ 2,129,550
Testing and Inspection (5%) $ 709,850
Environmental Review & Permitting ( 5%) $ 709,850
TOTAL $20,585,650
Note the Engineering cost estimate provided are based on the construction cost of the Force Main B in 2000 and cost escalations over the past decades. No details planning or study has been conducted as part of this process. The basis for this estimate includes the following assumptions:
 12,000 linear feet of 36” HDPE line
 The new force main is parallel to the existing force main B (HDPE)  12 manholes access with air release valves
 Bore and Jack under Zanker Road & Milpitas Structure
 Micro-tunneling- Coyote Creek crossing

ATTACHMENTS
Attachment A : Water Pollution Control Facilities As built Attachment B : Close Internal Survey Report
Attachment C : Right of Entry Agreement
Attachment C : Detailed Cost Estimate to Construct New Fore Main 1567
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HydroScience is a civil engineering firm that plans, designs, and manages the construction of water, wastewater, and
recycled water projects. With offices in Berkeley, San Jose, and Sacramento, we understand and address the complex
water and wastewater needs of Northern California.
741 Allston Way
Berkeley, CA 94710
510.540.7100
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&
PREPARED BY:

Schaaf & Wheeler
1171 Homestead Rd, Ste 255
Santa Clara, CA 95050
PREPARED FOR:

City of Milpitas
455 E Calaveras Blvd
Milpitas, CA 95035
City of Milpitas
Storm Drain Master Plan
2021
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Milpitas Storm Drainage Master Plan
Table of Contents
October 1, 2021
Schaaf & Wheeler Page i
Table of Contents
Table of Contents ............................................................................................................. i List of Figures................................................................................................................. iv List of Tables................................................................................................................... v List of Appendices........................................................................................................... vi List of Abbreviations....................................................................................................... vii Executive Summary ................................................................................................ES-1 Storm Drainage and Flooding in Milpitas.................................................................................... ES-1 Regional Storm Water Coordination .......................................................................................... ES-1 Basis of System Evaluation....................................................................................................... ES-2 Estimated Capital Costs and Annual Revenue Requirements ........................................................ ES-2 Work Products ........................................................................................................................ ES-4 Comparison to Previous Master Plan.......................................................................................... ES-4 Chapter 1: Introduction ............................................................................................1-1 Authorization ............................................................................................................................ 1-1 Study Area................................................................................................................................ 1-1 Climate ................................................................................................................................. 1-2 Physiography......................................................................................................................... 1-3 Land Development and Drainage Characteristics....................................................................... 1-3 Concurrent City Planning ........................................................................................................ 1-3 Work Products .......................................................................................................................... 1-4 Chapter 2: Methodologies.........................................................................................2-1 Data Sources ............................................................................................................................ 2-1 Modeling Software..................................................................................................................... 2-2 INFOWORKS ICM................................................................................................................... 2-2 Hydrology................................................................................................................................. 2-2 Design Storm ........................................................................................................................ 2-2 Design Storm Duration ........................................................................................................... 2-2 Design Storm Temporal Distribution ........................................................................................ 2-4 Historical Storm ..................................................................................................................... 2-5 Rainfall/Runoff Transformation Method ....................................................................................... 2-5 Hydrograph Method ............................................................................................................... 2-5 Loss Method.......................................................................................................................... 2-6 Imperviousness ..................................................................................................................... 2-7 Hydrograph Method Parameters.............................................................................................. 2-8 Watershed Characteristics .................................................................................................... 2-12 1571
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Hydraulics............................................................................................................................... 2-15 Conduit and Street Systems.................................................................................................. 2-15 Pump Stations ..................................................................................................................... 2-17 Open Channel Systems......................................................................................................... 2-19 Levees and Floodwalls.......................................................................................................... 2-20 Storage Areas...................................................................................................................... 2-20 Channel Bankline ................................................................................................................. 2-21 Two-Dimensional Surface ..................................................................................................... 2-22 Chapter 3: Capital Improvement Program ...............................................................3-1 Existing Conditions Flooding ....................................................................................................... 3-1 Improvement Projects ............................................................................................................... 3-1 Alternative Improvement Projects ............................................................................................... 3-1 Underserved Areas .................................................................................................................. 3-14 Multi-benefit and Green Street Projects ..................................................................................... 3-16 Storm Trouble Spots................................................................................................................ 3-18 Storage Facilities ..................................................................................................................... 3-18 Debris Loading........................................................................................................................ 3-19 Chapter 4: Pump Stations .........................................................................................4-1 Pump Station Performance Criteria.............................................................................................. 4-1 Capacity................................................................................................................................ 4-1 Number of Pumps.................................................................................................................. 4-1 Standby Power ...................................................................................................................... 4-1 Pump Station Evaluations........................................................................................................... 4-2 Chapter 5: Operations, Maintenance, and Replacement ..........................................5-1 General Maintenance Regimen ................................................................................................... 5-1 Collection System Maintenance ............................................................................................... 5-1 Open Channel Maintenance .................................................................................................... 5-3 Pumping Facility Maintenance ................................................................................................. 5-6 Municipal Regional Stormwater Permit Requirements.................................................................... 5-6 Regulatory Background .......................................................................................................... 5-6 Routine Practices ................................................................................................................... 5-7 New Development and Redevelopment ....................................................................................... 5-7 Green Infrastructure.................................................................................................................. 5-7 Trash Capture ........................................................................................................................... 5-8 System Replacement ................................................................................................................. 5-8 1572
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Chapter 6: Storm Drainage Funding Requirements..................................................6-1 Cost Basis of Capital Improvement Program ................................................................................ 6-2 Annual Maintenance Costs.......................................................................................................... 6-3 Cost of Major Facility Replacement.............................................................................................. 6-3 Appendix A Storm Drain Inundation Maps
Appendix B Pump Station Recommendations ..........................................................B-1 Pump Station Design Guidelines..................................................................................................B-1 Capacity................................................................................................................................B-1 Pump and Driver Types ..........................................................................................................B-1 Pump Operation and Cycling...................................................................................................B-2 Forebay, Intake and Wet Well Design......................................................................................B-2 Discharge Piping....................................................................................................................B-4 Pump Testing ........................................................................................................................B-4 Standby Power ......................................................................................................................B-4 Controls and SCADA...............................................................................................................B-5 Equipment Housing................................................................................................................B-5 Low Flow Bypass ...................................................................................................................B-5 Pump Station Operation and Maintenance Guidelines....................................................................B-6 Pumps ..................................................................................................................................B-6 Engines.................................................................................................................................B-6 Assumed Pump Operating Levels ................................................................................................B-7 Appendix C Stormwater Financial Plan Report
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List of Figures
Figure ES-1: High Priority CIP ...................................................................................................... ES-3 Figure ES-2: 2013 Master Plan CIP Priority .................................................................................... ES-5 Figure 1-1: City of Milpitas within the Coyote Creek Watershed......................................................... 1-6 Figure 2-1: Valley Water 24hr Storm Distribution ........................................................................... 2-13 Figure 2-2 Basin Roughness (N) (ACPWA H&H Manual).................................................................. 2-19 Figure 2-3: Manning’s n and Basin Lag Time (ACPWA H&H Manual) ................................................ 2-20 Figure 2-4: Basin Peaking Factor (ACPWA H&H Manual)................................................................. 2-20 Figure 2-5: KW Planes ................................................................................................................. 2-22 Figure 2-6: NRCS Soil Classification Map for the Berryessa/Penitencia Watershed ............................. 2-23 Figure 2-7: Milpitas Land Use....................................................................................................... 2-24 Figure 2-8: Pump Station Locations .............................................................................................. 2-27 Figure 2-9: Map of Channel Cross Sectional Geometry Source................................................................2-29 Figure 2-10: Flood Wall and Levee Map of the Berryessa/Penitencia Watershed................................ 2-31 Figure 2-11: Cross Section Comparison between the Modeled vs. Terrain ........................................ 2-32 Figure 3-1: 10-Year Flooding Map................................................................................................. 2-35 Figure 3-2: CIP Key Map ............................................................................................................. 2-38 Figure 3-3: Inundation Areas Addressed by CIP Projects ................................................................ 2-39 Figure 3-4: Inundation Areas Addressed by CIP Projects (Panel A1) .....................................................3-40 Figure 3-5: Inundation Areas Addressed by CIP Projects (Panel A2) .....................................................3-41 Figure 3-6: Inundation Areas Addressed by CIP Projects (Panel B1) .....................................................3-42 Figure 3-7: Inundation Areas Addressed by CIP Projects (Panel B2) .....................................................3-43 Figure 3-8: Inundation Areas Addressed by CIP Projects (Panel C1) .....................................................3-44 Figure 3-9: Inundation Areas Addressed by CIP Projects (Panel C2) .....................................................3-45 Figure 3-10: Milpitas Future Plan Land Use Map......................................................................................3-51 Figure 3-11: Green Stormwater Opportunity Map from Santa Clara Basin Stormwater Resource Plan...3-54 Figure 3-12: Storm Trouble Spots ............................................................................................................3-55 Figure 4-1: Storm Water Pump Stations in Milpitas ................................................................................4-59 Figure 4-2: 10-year Ponding Adjacent to Jurgens Pump Station ...................................................... 4-63 Figure 4-3: Storage Elevation Curve for Hall Memorial Park Lagoon ................................................ 4-69 Figure 4-4: Storage Elevation Curve for Hidden Lake ..................................................................... 4-73 Figure 4-5: 10-year Inundation with and Without Spence Creek Pump Station.................................. 4-75 Figure 5-1: Trash and Debris Protection at Piedmont Creek Inlet .................................................... 5-81 Figure 5-2: Wrigley-Ford Creek Flooding with and Without Maintenance for 10-Year Storm ............... 5-82 Figure 5-3: 10-Year Storm Profile with and Without Maintenance on Wrigley, Ford, and Wrigley-Ford Creek ....................................................................................................................... 5-83 Figure 5-4: 10-Year Storm Profile with and Without Maintenance on Wrigley, Ford, and Wrigley-Ford Creek ....................................................................................................................... 5-84 1574
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List of Tables
Table ES-1: Capital Improvement Program Costs ........................................................................... ES-3 Table ES-2:Summary of Storm Drainage Budget Requirements ....................................................... ES-3 Table 2-1: Af,d and Bf,d Values for Design Rainfall Depth Equation...................................................... 2-3 Table 2-2: 24-hour Duration Design Storm Depth per MAP ............................................................. 2-11 Table 2-3: 24-hour Duration Design Storm Depth per MAP ............................................................. 2-12 Table 2-4: Horton Loss Equation Parameters ................................................................................. 2-15 Table 2-5: Alameda County Loss Parameters ................................................................................. 2-15 Table 2-6: Land Use Percent Impervious....................................................................................... 2-16 Table 2-7: Kinematic Wave Method Resistance .............................................................................. 2-17 Table 2-8: Manning’s n................................................................................................................ 2-25 Table 2-9: Conduit Manning’s n Not Listed in Table 2-8 .................................................................. 2-25 Table 2-10: Pump Station Sensitivity Analysis ................................................................................ 2-28 Table 2-11: Pump Station Storage Areas ....................................................................................... 2-30 Table 2-12: Floodplain Manning’s n Values .................................................................................... 2-33 Table 3-1: Capital Improvement Projects ...................................................................................... 3-46 Table 3-2: Capital Improvement Projects for Underserved Areas ..................................................... 3-52 Table 3-3: Capital Improvement Projects to Include Green Stormwater Infrastructure....................... 3-53 Table 4-1: Pumping Station Summary........................................................................................... 4-58 Table 4-2: Pump Station CIP Summary ......................................................................................... 4-59 Table 4-3: Areas Tributary to California Circle Lagoon ................................................................... 4-60 Table 4-4: California Circle Lagoon Operation ............................................................................... 4-61 Table 4-5: Medium Priority CIP for Abbot Pump Station ................................................................. 4-66 Table 4-6: High Priority CIP for Penitencia Pump Station ............................................................... 4-70 Table 4-7: Low Priority CIP for Spence Creek Pump Station ............................................................ 4-76 Table 5-1: Storm System Maintenance Guidelines ......................................................................... 5-80 Table 5-2: Typical Maintenance Frequency for Engines and EG Sets ............................................... 5-85 Table 5-3: Pumping Facility Replacement ..................................................................................... 5-88 Table 6-1: Comprehensive Master Plan CIP Projects ..................................................................... 6-89 Table 6-2: Storm Drainage Funding Requirements ........................................................................ 6-90 Table 6-3: Storm Drainpipe Collection Costs per Lineal Foot ........................................................... 6-91 Table 6-4: Storm Drain Manhole Costs per Unit ............................................................................. 6-91 Table 6-5: Storm Drain Capital Improvements Costs ..................................................................... 6-91 Table 6-6: Storm Drain Annual Operation and Maintenance Costs .................................................. 6-91 Table 6-7: Storm Pumping and Storage Unit Costs ........................................................................ 6-92 Table 6-8: Pumping Facility Replacement...................................................................................... 6-92 Table B-1: Typical Maintenance Frequency for Engines and EG-Sets..................................................B-7 1575
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List of Appendices
Appendix A. Storm Drain Inundation Maps
Appendix B. Pump Station Recommendations
Appendix C. Stormwater Financial Plan Report
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List of Abbreviations
Ac Acres
BMP Best Management Practices
CIP Capital Improvement Program
CFS Cubic Feet per Second
CMP Corrugated Metal Pipe
CTP Cooperating Technical Partnership
D/S Downstream
EPA Environmental Protection Agency
GIS Geographic Information System
GPM Gallons Per Minute
HDPE High-Density Polyethylene
IDF Intensity-Duration-Frequency
KW Kinematic Wave
LiDAR Light Detection and Ranging
MAP Mean Annual Precipitation
MSL Mean Sea Level
NAVD National Adjusted Vertical Datum of 1988
NGVD National Geodetic Vertical Datum of 1929
NPDES National Pollutant Discharge Elimination System
NRCS National Resource Conservation Service
RWQCB San Francisco Regional Water Quality Control Board SDMP Storm Drain Master Plan
TASP Transit Area Specific Plan
UH Unit Hydrograph
U/S Upstream
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Milpitas Storm Drainage Master Plan
Executive Summary
October 1, 2021
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Executive Summary
Milpitas completed its first comprehensive storm drainage master plan in 2001, which was updated in 2013. This effort represents a significant re-envisioning of that updated document and has been undertaken to help guide the City of Milpitas (City) to implement a prioritized capital improvement program. This document represents a new and complete Storm Drain Master Plan (SDMP).

Milpitas has been incorporated for more than sixty years. It is beginning to experience the effects of aging storm drainage infrastructure, the need to maintain and replace expensive equipment and facilities, significant planned and completed redevelopment, and changing regulatory requirements. This SDMP identifies the capital improvements needed to maintain recommended levels of protection against local flooding from stormwater runoff, the need for a revenue stream that will allow the necessary capital improvements made, and the need to keep the storm drain system in working order into the future.

Storm Drainage and Flooding in Milpitas
Flooding within Milpitas is caused by two basic interrelated factors: 1) major creeks and channels that overflow due to limited capacity with flood flow, and 2) inadequate local drainage facilities. Since the operation and maintenance of major creeks and channels are, for the most part, outside the City's control, the focus of this document, therefore, is on local storm drainage collection and pumping facilities owned and operated by the City of Milpitas. Of the major creeks and channels, only Wrigley and Ford Creeks are owned and operated by the City and considered in detail herein.

Urbanization tends to increase the rate of runoff generated from local precipitation. Once primarily agricultural with an economy dominated by fruit and vegetable growers, Milpitas has evolved into a more fully urban community. (Urbanization is generally confined between Coyote Creek to the west and the Calaveras Foothills to the east.) Storm runoff in Milpitas is collected in a system of underground pipes and a network of street gutters. Local runoff flows into creeks and channels that run through the city, ultimately discharging to the San Francisco Bay. Drainage in Milpitas generally is from the southeast to the northwest. Storm drain systems close to the bay also tend to rely heavily upon pumping facilities to move water. Milpitas owns and operates 13 stormwater pumping stations.

Regional Storm Water Coordination
The Santa Clara Valley Water District (Valley Water) is Milpitas’ primary partner in managing local stormwater issues. Valley Water’s stated mission is to “provide Silicon Valley safe, clean water for a healthy life, environment, and economy.” More specifically, Valley Water manages most of Milpitas’s major drainage-ways, including Arroyo de los Coches, Berryessa Creek, Calera Creek, Coyote Creek, Lower Penitencia Creek, East Penitencia Creek, Piedmont Creek, and Tularcitos Creek.

Coordination with Valley Water is integral to the Storm Drain Master Plan’s success since all the storm drainage systems within the city eventually discharge into a Valley Water-managed facility. Valley Water is keenly interested in any storm drain project that might impact one of their receiving creeks. In turn, Milpitas has a vested interest in how Valley Water manages its legislated flood protection responsibility.

This master plan focuses on storm drainage and flood management, which are only two factors in the overall management of stormwater within Milpitas. The Storm Drain Master Plan must address infrastructure needs considering these factors: new capital assets (Capital Improvement Program); finances (utility asset management); operations and maintenance; and regulatory compliance (San Francisco Regional Water Quality Control Board’s [RWQCB] Municipal Regional Storm Water Permit, National Pollutant Discharge Elimination System [NPDES] permit). 1579
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Basis of System Evaluation
Criteria used to design storm drain systems and evaluate their performance must be defensible yet simple to understand and apply. Ideally, the same criteria used to analyze system performance will also continue for future infrastructure design. Storm drain design criteria set forth by the City of Milpitas, in its July 15, 2010 standards and the Santa Clara County Drainage Manual (2007), is used in this master plan, with some additional provisions as discussed throughout the document.

The ICM model used to evaluate Milpitas’ storm drainage system herein was first created as part of FEMA’s Cooperating Technical Partnership (CTP) program to study flood hazards within Upper Penitencia Creek, Lower Penitencia Creek, and Berryessa Creek watersheds in San Jose and Milpitas. The basis for analyses described herein is consistent with broader floodplain studies in the area that have already been vetted with Valley Water and FEMA.

Schaaf & Wheeler used data provided by the City and Valley Water and data gathered in the field to construct an integrated hydrologic and hydraulic InfoWorks ICM (Integrated Catchment Modeling) model representing storm drain systems, creeks, and ground surface throughout Milpitas. This model uses a design storm event and land-use-based runoff coefficients to generate runoff from the surface areas tributary to each collection system. The hydraulic capacity of each drainage system component is calculated and resulting overflows to the two-dimensional surface are reviewed to confirm if drainage system performance criteria are being met. If the existing storm drainage system does not meet specific criteria, the model is then used to establish the capital improvement(s) needed so that those criteria are being met upon the completion of a prioritized capital improvement program.

Estimated Capital Costs and Annual Revenue Requirements A prioritized capital improvement program (CIP) is established based on the analytical evaluation of Milpitas’ existing storm drainage system using the integrated ICM hydrologic and hydraulic model, a.

Figure ES–1 shows the locations of city-wide high-priority capital improvement projects. Table ES-1 includes an estimate of the present worth of capital expenditures required to complete those projects shown in Figure ES–1 and provides capital costs for other low priority capital improvements needed to meet established storm drain performance criteria. Table ES-2 provides the estimated annual revenue stream needed to complete the CIP over 20 years assuming a six percent interest rate. This revenue stream includes high priority capital project, long-term equipment replacement, and annual operations and maintenance. Low priority projects that are optional or potential ancillaries to other site development or public projects are not included.
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Figure ES-1: High Priority CIP
Table ES-1: Capital Improvement Program Costs
Category Cost
High Priority CIP $40,000,000
Low Priority CIP $24,000,000
Extension CIP $1,000,000
Total $65,000,000
Table ES-2: Summary of Storm Drainage Budget Requirements Category Present Worth Annualized Cost
High Priority Capital Improvements and Extension CIP $40,000,000 $3,500,000 Long-Term Equipment Replacement $43,000,000 $3,500,000
Annual Operations and Maintenance $2,500,000
Total Budget $83,000,000 $9,500,000
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The total CIP cost for the stormwater system through 2040 is approximately $59 million (2020 dollars), of which $26 million is stormwater main replacement or rehabilitation, and $33 million is for replacement and rehabilitation of pump stations.

After the projects above were developed, the City contracted with the financial consulting firm Raftelis to develop fiscal impact models and to assess the financial feasibility of the Master Plan projects, beginning FY 2024 through FY 2040. The financial models are intended to evaluate the stormwater utility revenues and expenses and analyze the impacts of the master plan projects on City funds. The Stormwater Financial Plan Report is attached as Appendix C.

Unlike the water and sewer utilities, the stormwater utility does not have a dedicated funded source. Any expenditure for the stormwater utility, including operation and maintenance (O&M) expenses, are funded by the General Fund. In order to maintain the stormwater utility, staff estimates approximately $5 million annually is needed for O&M and capital expenses. The Capital Improvement Program for the storm system is currently funded with an annual $500,000 transfer from General Government CIP Fund, while O&M is funded from the General Fund. The O&M budget for FY 2022-23 amounts to approximately $1.0 million.

The fiscal impact models developed by Raftelis indicate the current funding is insufficient to fund capital projects described in the master plan. The preliminary stormwater financial plan presented in Appendix C makes recommendations for the City to formally examine options in order to provide $5 million per year for stormwater O&M, capital costs, and proposed debt service.

Work Products
The updated master plan intends to function at several levels. City planners and engineers responsible for capital improvements should find that this document contains sufficient background information and data to serve as a basis for CIP implementation and/or modification. For those City staff and other parties interested in a more in-depth examination of storm drain facilities within Milpitas, the companion InfoWorks ICM model is available.

Comparison to Previous Master Plan
This updated master plan and corresponding CIP differs from previous master plans due to the ICM model, which integrates updated rainfall and a different hydrologic methodology as described herein.

Additionally, the model accounts for surface storage within streets and other open spaces and the precise timing of coincident creek discharges, which was not directly accounted for in previous master plans.

These updates generally result in less flooding at the desired level of service and fewer CIP projects to meet the City’s storm drainage criteria. Figure ES-2 depicts the CIP from the 2013 master plan for reference.
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Figure ES-2: 2013 Master Plan CIP Priority
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Introduction
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Chapter 1: Introduction
Milpitas completed a comprehensive storm drain master plan in 2001, which was last updated in 2013.

This effort represents a substantially new evaluation of Milpitas’ storm drain systems and floodplains using tools developed in conjunction with Santa Clara Valley Water District (Valley Water) as part of the Cooperating Technical Partner (CTP) program sponsored by the Federal Emergency Management Agency (FEMA). Under that program, the interaction of storm drains and floodplains within the combined Berryessa Creek and Lower Penitencia Creek watersheds was studied to complete updated flood hazard mapping.

This storm drain master plan update takes advantage of the work completed with Valley Water but adds further detail to comprehensively evaluate storm drain system performance in addition to flood hazard mapping. This master plan focuses on storm drainage infrastructure, while acknowledging that storm drain performance is fully intertwined with floodplain behavior during extreme stormwater runoff events.

This document is a guide for the City of Milpitas (City) to implement a prioritized capital improvement program (CIP) and secure sufficient funds for annual operation and maintenance, and long-term system replacement. This document represents an updated and complete storm drain master plan. Key objectives of this SDMP update include:
• Updating the geographical information systems (GIS) to include pipelines 12 inches and greater in diameter throughout the entire city to reflect all storm drain projects and operational improvements completed by the end of 2020, as well as any changed land uses. • Utilizing the ICM program to create an integrated hydrologic and hydraulic model that accounts for surface storage and routing and the coincident timing of water surface elevations within the major streams and drainage ways.
• Preparing an updated Capital Improvement Program that remediates identified system deficiencies and provides for underserved areas within the Specific Plan Areas of Milpitas Metro and Main Street Gateway (previously TASP and Midtown).
• Updating projected capital improvement, operations, maintenance, and replacement schedules and costs.

Authorization
Schaaf & Wheeler Consulting Civil Engineers, Inc. prepared this updated Stormwater Master Plan for the City of Milpitas in accordance with the provisions of an agreement executed by the City in November 2019.

Study Area
Milpitas is located near San Francisco Bay in what is colloquially referred to as Silicon Valley. Downtown San José is eight miles to the south; San Francisco is about 45 miles to the northwest. The boundary that separates Santa Clara County from Alameda County also forms the northern border between Milpitas and neighboring Fremont. Incorporated Milpitas encompasses 13.5 square miles, all within the 315 square mile Coyote Creek watershed. Placing Milpitas within its regional context (Figure 1-1) demonstrates that events occurring well outside of the city proper can potentially impact flood risks within Milpitas.

However, as stated previously, this master plan focuses on the impacts of events occurring within the city itself.
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Figure 1-1: City of Milpitas within the Coyote Creek Watershed Climate
Milpitas has a mild Mediterranean climate with average temperatures ranging from 46°F in the winter to 71°F in the summer. From May to October, there is virtually no chance of precipitation within the area, but winters can be cool and moist. Rainfall is the only significant cause of stormwater runoff (significant snowfall is extremely rare), averaging 14 inches per year near the bay, up to 18 inches annually near the eastern ridgeline.

Most precipitation events in the Milpitas area are either orographic when moist air is lifted over the hills, then cools and condenses, or cyclonic, where rain is with air masses’ movement from higher barometric pressure regions to lower pressure. Cyclonic events can also be caused by frontal activity. Warm fronts are generally associated with broad bands of relatively low-intensity rainfall, while higher rainfall intensifies typify cold fronts. Convective precipitation (e.g., thunderstorms) caused by air heating at the ground often leads to too intense localized storms, but it is not common in this area. 1585
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Physiography
The city lies at the Diablo Range base, extending from its foothills on an alluvial plain of the Santa Clara Valley toward San Francisco Bay. Almost half of the city is east of Interstate 680, where elevations vary from about 40 feet mean sea level (MSL) at Evans Road to nearly 800 feet at Monument Peak just west of Calaveras Reservoir. Once on the valley floor, the land falls away from the hill’s base toward the west and approaches sea level along the bay.

Soil deposits on the valley floor are characteristic of alluvial fan development. Calera, Tularcitos, Los Coches, and Berryessa Creeks deposited older fans of coarse sand and gravel at the foothill’s base.

Throughout the city center, younger clays deposited between the creeks are interspersed with smaller amounts of old San Francisco Bay mud. At the western limits of Milpitas, Coyote Creek deposits are found along the edge of alluvial fan deposits from Lower Penitencia Creek. Most of the soil within Milpitas is either clay or clayey loam with very low infiltration rates when wetted and has a high runoff potential. At the western city limits near Coyote Creek, some soil is loamier with better infiltration characteristics and a moderate to high runoff potential.

Land Development and Drainage Characteristics
Urbanization tends to increase the rate of runoff generated from local precipitation. Once primarily agricultural with an economy dominated by fruit and vegetable growers, Milpitas has evolved into a more fully urban community. Urbanization is generally confined between Coyote Creek to the west and the Calaveras Foothills to the east. Although some selected hillside development is allowed in the General Plan, the hillside area (which comprises almost one-half of the city) is generally zoned for permanent open space, including the Ed Levin Regional Park. The western one half of the city has developed as a mix of residential, commercial, and industrial development, with parks, schools, and greenbelts woven into the urban fabric. Future growth in Milpitas, particularly non-hillside residential will tend to be infill development which will become denser as property values escalate.

Recent land-use changes and growth are concentrated within the Main Street Gateway and Milpitas Metro areas. Therefore, storm drain systems serving these tributary areas are the most potentially impacted by new development.

A system of underground pipes and a network of street gutters collect storm runoff in Milpitas. Local runoff flows into creeks and channels that run through the city, ultimately discharging to San Francisco Bay. Drainage in Milpitas generally is from the southeast to the northwest. Storm drain systems closer to the Bay also tend to rely heavily upon pumping facilities to move water.

Concurrent City Planning
The City of Milpitas has concurrent planning efforts focused within the Main Street Gateway and Milpitas Metro Specific Plan areas. These specific plans focus on the new BART station and downtown areas where infill development has occurred or is planned. Generally, impervious surface does not increase with infill development, so the impacts of the specific plan areas would be based on realigned roads or identifying currently underserved areas where parcels drain by gravity to the street frontage.

Improvements associated with these underserved areas are described herein. At the time of this study, plans for new or re-routed city roadways had not been developed.

The City has developed a green stormwater infrastructure (GSI) plan as required under the NPDES Municipal Regional Permit Section C.3.j. The plan relies on information produced in the Santa Clara Basin Stormwater Resource Plan. Opportunities to combine green infrastructure with capacity projects are considered in the stormwater improvements identified in this study. 1586
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Work Products
As discussed in subsequent sections, the following information is available via GIS:

1. Inventory of Drainage Facilities. Information pertaining to each system component may be accessed graphically through GIS or numerically using the ICM model.

2. Tributary Drainage Areas. Land areas used to generate local runoff are available in GIS and tabular format with tributary areas, runoff coefficients, and concentration times.

3. Ground Surface. Ground surface information based on Countywide 2006 LiDAR, updated with available modified ground surface data from developments constructed between 2006 to 2018, is available in raster format.
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Chapter 2: Methodologies
Criteria used to design storm drain systems and evaluate their performance must be defensible yet simple to understand and apply. Ideally, future infrastructure design will use the same criteria used to analyze system performance. As discussed in this chapter and the next, storm drain design criteria set forth by Milpitas in its July 15, 2010 standards and the Santa Clara County Drainage Manual (2007) are used in this master plan; some additional provisions as discussed herein.

An integrated hydrologic and hydraulic InfoWorks ICM model representing storm drain systems, creeks, and ground surface throughout Milpitas was constructed using data from the City and Valley Water and gathered in the field. This model uses a design storm event and land-use-based runoff coefficients to generate runoff from the surface areas tributary to each collection system. The hydraulic capacity of each drainage system component is calculated and resulting overflows to the two-dimensional surface are reviewed to confirm whether drainage system performance criteria are met. If the existing storm drainage system does not meet specific criteria, the model is then used to establish the capital improvement(s) needed so that those criteria are completed based on the capital improvement priority system described in Chapter 3.

Data Sources
The comprehensive master plan model was built upon an integrated hydrologic and hydraulic ICM storm drain system model previously created by Schaaf & Wheeler and Wood Rodgers under a Cooperating Technical Partnership (CTP) between Valley Water and FEMA. The CTP model built is based on as-built plans, field surveys, LiDAR and aerial surveys, photos, improvement plans, other data documents, and field investigations. The model has been calibrated to the design storm and validated with stream gauge data of historical events.

For the comprehensive master plan, Schaaf & Wheeler updated the CTP model with data provided by the City of Milpitas in the form of GIS shapefiles of the storm drain network received 04/02/2020. The purpose was to incorporate changes in the storm drain network and include pipes 12 inches in diameter or greater. The CTP model only had pipes 18 inches in diameter or greater. To fill in any new, missing, or conflicting information, Schaaf & Wheeler consulted record drawings for street improvements or tracts as needed. All elevations have been converted to the National Adjusted Vertical Datum of 1988 (NAVD) to match the most currently available LiDAR-based citywide topography.

The most common data transformation involves the conversion of the National Geodetic Vertical Datum of 1929 (NGVD):

NGVD +2.78 feet = NAVD (88).

Sub catchment parameters of the model are based on the current land use data provided by the city in form of GIS shapefile called “ZonedParcels2012”. This is most current land use information available to characterize existing land surfaces. Aerial maps have been used to assign land use for areas not defined by the city parcel data and for recent development since 2012. Future zoning information could be used to analyze land use changes, but future land uses almost uniformly have lower percentages of impervious surface. This master plan does not rely on potential reductions in runoff that may not come to fruition.

Information regarding pump station operation has been obtained from record drawings and information from the 2013 master plan update, corroborated by conversations with City operations and maintenance staff in 2020.
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Modeling Software

INFOWORKS ICM
InfoWorks ICM by Innovyze is a GIS-based, integrated modeling platform that incorporates both urban and river catchments. The integration of 1D and 2D hydrodynamic simulation techniques allows the modeling of both the above- and below-ground elements of catchments to represent all flow paths accurately.

Hydrology
Design Storm
Flood frequency analyses are used to design facilities that control storm runoff since it is impossible to anticipate every conceivable storm’s effect. A common practice that both the Milpitas and Santa Clara County standards follow is constructing a design storm. A rainfall pattern is used in hydrologic models to estimate surface runoff – and compare the surface runoff to the capacity of drainage systems designed to convey this runoff to major facilities outside of the City’s jurisdiction.

Precipitation-runoff frequency analyses are based on concepts of probability and statistics. Engineers generally assume that a rainfall event’s frequency (probability) coincides with direct stormwater runoff frequency. However, the runoff generation depends on several factors (particularly antecedent moisture conditions in the drainage basin) not necessarily dependent upon the precipitation event.

The 10-year storm recurrence interval is used as the design storm to evaluate the flood control systems for this master plan. It is worth noting that over the typical 30-year life of a home mortgage, the chance of experiencing at least one 10-year event is about 96 percent.

The 100-year storm recurrence interval is used as the design storm to evaluate if pump stations have sufficient capacity. A 100-year design storm is assumed to evaluate pump stations as critical facilities where gravity conveyance is not possible, and flooding is likely to remain for extended periods.

Design Storm Duration
A 24-hour storm duration determines the governing design storm event and the conservative operational conditions of the City’s drainage facilities. This storm duration is for the following reasons:

1. The 24-hour duration is a standard for many local, state, and federal agencies.

2. The 24-hour duration is short enough to be consistent with the watershed size and long enough to create volume-induced flood problems in the watershed. The 24-hour storm duration generally results in the most extensive floodplain relative to other storm durations within the local historical record.

Design Storm Rainfall Depths
Design rainfall depths are calculated using the TDS Regional Equation provided by Valley Water:
1 1
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Pf,d = Af,d + Bf,d
(MAP)
Equation 1
Where:

Pf,d Precipitation depth for a given storm frequency, f and duration, d, in inches Af,d & Bf,d Regression constants and coefficients
MAP Mean annual precipitation, in inches
Af,d and Bf,d values used are displayed below in Table 2-1 and Table 2-2, which are provided by Valley Water as well.

Table 2-1: Af,d and Bf,d Values for Design Rainfall Depth Equation Frequency Recurrence
Interval (Yr)
Af,d Bf,d
24 Hr 24 Hr
10% 10 0.0028 0.1653
The resultant design rainfall depths from Equation 1 are displayed in Table 2-2.

Table 2-2: 24-hour Duration Design Storm Depth per MAP
MAP (in)
24-hour Design
Rainfall Depth (in)
10-Year
12 1.99
13 2.15
14 2.32
15 2.48
16 2.65
17 2.81
18 2.98
19 3.14
20 3.31
21 3.47
The resultant design rainfall depths from Equation 1 are displayed in Table 2-3. 1590
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Table 2-3: 24-hour Duration Design Storm Depth per MAP
MAP
(in)
24-hour Design Rainfall Depth (in)
2-Year 5-Year 10-
Year
25-
Year
50-
Year
100-
Year
200-
Year
500-
Year
12 1.26 1.72 1.99 2.30 2.51 2.71 2.91 3.15
13 1.37 1.86 2.15 2.49 2.72 2.93 3.14 3.40
14 1.48 2.01 2.32 2.67 2.92 3.15 3.37 3.65
15 1.59 2.15 2.48 2.86 3.12 3.37 3.60 3.89
16 1.70 2.30 2.65 3.05 3.32 3.58 3.83 4.14
17 1.81 2.44 2.81 3.24 3.53 3.80 4.06 4.39
18 1.92 2.59 2.98 3.42 3.73 4.02 4.29 4.63
19 2.03 2.74 3.14 3.61 3.93 4.23 4.52 4.88
20 2.14 2.88 3.31 3.80 4.14 4.45 4.75 5.13
21 2.25 3.03 3.47 3.99 4.34 4.67 4.98 5.38
Design Storm Temporal Distribution
The 24-hour design storm temporal distribution obtained from Valley Water is displayed as Figure 2-2 below. The temporal rainfall distribution is for a 24-hour design storm with 15-minute intervals.

Figure 2-1: Valley Water 24hr Storm Distribution
0 1
2 3
4 5
6 7
8 9
10 0.001.002.003.004.005.006.007.008.009.00

10.0011.0012.0013.0014.0015.0016.0017.0018.0019.0020.0021.0022.0023.0024.00 Storm Percentage
Time (hr)
SCVWD 24 Hr Distribution
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Historical Storm
Schaaf & Wheeler used the December 11, 2014, a historical event, to validate the Lower PenitenciaBerryessa and Upper Penitencia watershed Model as part of the CTP program. This storm produced 1.2 inches of rain in 3.0 hours, 2.0 inches of rain fell in 12.0 hours, and 3.7 inches of rain fell in 24 hours period in San Jose. The estimated storm recurrence interval based on these depths varies from a 10-year 3-hour, a 5-year 12-hour, and a 100-year 24-hour interval, respectively, for a MAP of 18 inches. This 18- inch MAP is the average for Lower Penitencia-Berryessa and Upper Penitencia watersheds. The December 2014 storm event was one of the most intense urban rainfall events in recent memory, surpassing the wet year of 2016-2017.

It should be noted that based on the response time of the Lower Penitencia-Berryessa and Upper Penitencia watershed (approximately 1 hour), the durations between 3 hours and 12 hours are the most relevant for this study.

In addition, the February 16-20, 2017 event is used to validate the model. Approximately 1.2 inches of rain fell over 3 hours, and 2.7 inches of rain fell in 24 hours. The estimated storm recurrence interval based on these depths varies from a 2-year, 3-hour storm to a 2-year, 24-hour storm.

Rainfall/Runoff Transformation Method
Described below is the methodology for the transformation of the precipitation into the stormwater runoff. The general steps to transform rainfall into runoff are:

1. Apply a loss method to convert rainfall distributions into excess rainfall. The method is done by accounting for the portion of rainfall from the sky lost to surface depressions, evaporation, and soil infiltration. The amount of precipitation that is lost will not result in direct runoff. Losses also vary over time during a storm. For example, as wetted soil becomes more saturated, losses decrease, and more rainfall becomes surface runoff. Losses are a function of land use and soil conditions.

2. Transform the excess rainfall into surface runoff using the hydrograph methods subsequently described.

3. Route surface runoff hydrographs through the storm drain and creek systems. Where stormwater flows exceed a storm drain or creek’s hydraulic capacity, some portion of the runoff hydrograph will be carried over the ground surface. The timing and depth of this overland flow produce flood hazard mapping.

Hydrograph Method
The transformation of rainfall into runoff can be calculated in a model using various methods. In the detailed regional calibration efforts for smaller urban watersheds that were conducted with Valley Water, Alameda County Public Works Agency (ACPWA), and the City of San Jose, Valley Water it concluded that hydrographs using the Kinematic Wave (KW) method best match recorded flows for the smaller urban watershed (less than 100 acres). For larger, rural, and hilly watersheds, hydrographs using the Snyder Unit Hydrograph (Snyder UH) match recorded flows well. Still, hydrographs using KW methods diverged from those developed using the Snyder UH and the recorded gauge data.

Therefore, the KW method is used for smaller urban watersheds less than 50 acres in size only, and the Snyder UH method is used for all other catchments within the study area. 1592
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The combination of the small urban and large rural or open space watersheds in the Lower PenitenciaBerryessa and Upper Penitencia Watershed drainage systems warrant both KW and Snyder’s use of UH methods as described above.

Loss Method
The Horton Loss Rate Method reflects the effects of infiltration in the model because of its initial loss decay and recovery features. The method is also well documented by the Environmental Protection Agency (EPA) and has been used successfully throughout Alameda County, Redwood City, and other Bay Area agencies. Table 2-4 lists the reasonable range of parameters recommended by the EPA.

Infiltration rate ranges from Alameda County (see Table 2-5) are also considered and used in the calibration because of the proximity and geologic similarity to the Lower Penitencia-Berryessa and Upper Penitencia watersheds. These parameters have been calibrated for Alameda County and reflect local soil characteristics in Milpitas.

Horton Loss Equation:
2 fp = fc + (f0 - fc) e^-βt
where:
fp = Infiltration Capacity
fc = Constant Rate
f0 = Maximum Infiltration Rate
β = Decay constant
Table 2-4: Horton Loss Equation Parameters3
Hydrologic
Soil Group
Max.

Infiltration
Rate Range
Min.

Infiltration
Rate Range
Decay
Const.

Range
Drying
Time
Range
(in/hr) (in/hr) (1/hr) (days)
A 5-10 >=0.45 2-7 2-14
B 4-8 0.30-0.15 2-7 2-14
C 3-6 0.15-0.05 2-7 2-14
D 1-2 0.00-0.05 2-7 2-14
2 Handbook of Hydrology, David R. Maidment, 1993
3 Storm Water Management Model User’s Manual, Version 5.0, EPA, Revised July 2010 1593
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Table 2-5: Alameda County Loss Parameters 4
Hydrologic
Soil Group
Min. Infiltration Rate
Range
(in/hr)
A >=0.45
B 0.35-0.40
C 0.14-0.25
D 0.05-0.09
The Horton Loss Rate Method can be used for both single-event design storms and continuous simulations with multiple intermittent storms because the initial loss capacity can be recovered.

Antecedent soil moisture conditions and the soil storage saturation level before a storm were analyzed before determining the continuous storm simulation’s appropriate initial loss rate.

Imperviousness
The percentages of directly connecting impervious surface, non-directly touching impervious surface, and porous surface for each land-use shown in Table 2-6 are determined by sampling five areas of the same land use and identifying the average percentage for each surface type. Directly connected impervious surfaces drain the city storm drain system with limited surface attenuation, such as driveways, street pavements, and sidewalks. Non-directly is connecting impervious areas within a sub-basin experience more peak flow attenuation by flowing across pervious surfaces before entering the storm drain. These are mostly roofs that are collected by gutters and discharge to previous lawns.

Table 2-6: Land Use Percent Impervious

LAND USE TYPE
Impervious (%) Pervious
(%)
Directly
Connecting
Non-Directly
Connecting Area
Hillside Very Low Density (HVL): up to 1
unit/10gross acres 2 2 96
Hillside Low Density (HDL): up to 1 unit/gross
acre
5 6 89
Hillside Medium Density (HMD): up to 3
units/gross acre 9 37 54
Single Family Low Density (SFL): 3-5 units/
gross acre
17 59 24
Single Family Medium Density (SMD): 6-15
units/gross acre 20 56 24
Multi-Family Residential Medium Density (MFM):
7-11 units/gross acre 5 58 37
Multi-Family Residential High Density (MFH): 12-
20 units/gross acre 33 37 30
4 Alameda County Hydrology and Hydraulics Manual, ACPWA, 2003 1594
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LAND USE TYPE
Impervious (%) Pervious
(%)
Directly
Connecting
Non-Directly
Connecting Area
Multi-Family Residential, Very High Density
(VHD): 31-40 units/gross acre 52 34 14
Urban Residential (URR): 41-75 units/gross acre 32 48 20 Mobile Home Park (MHP) 22 72 6
Residential Retail High Density Mixed Use
(RRMU) 24 64 12
Boulevard Very High-Density Mixed Use (BVMU) 40 43 17
General Commercial (GNC) 65 24 11
Town Center (TWC) 56 36 8
Industrial Park (INP) 46 23 31
Public Facilities (PF) 32 30 38
Parks and Open Space (POS) 7 3 90
Hydrograph Method Parameters
Kinematic Wave
Based on calibration efforts conducted by the ACPWA that were reviewed with the City of San Jose, the KW method was selected for this project as the hydrologic transformation method for small urban subbasins up to 50 acres in size.

The use of the KW method requires developing watershed parameters that result in consistent, reproducible results; because of the need to simplify the models enough to meet the software, hardware, and data management constraints, applying the KW method to watersheds that vary in size from about 3 acres to 50 acres. Therefore, some modification of KW method parameters is necessary, noting parameters have been carefully vetted during the calibration process to confirm their validity.

For example, the KW method requires a representative watershed “plane” width (Figure 2-6), overland flow length, and slope. In small watersheds, these planes would represent a row of residential lots draining to the street. In larger watersheds, the planes would represent a group of lots and streets draining to a central conveyance. In most cases of larger watersheds, the plane width was assumed to be twice the central conveyance’s length, thus representing two planes draining to the central conveyance from each side.

Since this approach (two planes draining to each side of the central conveyance) does not explicitly account for the routing of the runoff in the central conveyance, the resistance parameters used have been carefully calibrated to account for this. They are expressed as overland flow roughness factor, N, developed from the HEC-1 User Manual, 1990, Table 12.1. (Table 2-7). Watersheds are broken down into small sub-catchments with a single plane as much as possible to reduce the impact of this simplification. 1595
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The KW method parameters include shed area, flow length, watercourse slope, and percent imperviousness. In contrast, the Horton Loss Rate parameters include maximum infiltration losses (initial loss rate) and minimum infiltration capacity (uniform loss rates).

Table 2-7: Kinematic Wave Method Resistance
Surface N value Source
Asphalt/Concrete 0.05-0.15 Harley (1975)
Bare Packed Soil Free of Stone 0.10 Hathaway (1945)
Fallov - No Residue 0.008-0.012 Engman (1986)
Convential Tillage - No Residue 0.06-0.12 Engman (1986) Convential Tillage - With Residue 0.16-0.22 Engman (1986) Chisel Plow - No Residue 0.06-0.12 Engman (1986)
Chisel Plow - With Residue 0.10-0.16 Engman (1986)
Fall Discing - With Residue 0.30-0.50 Engman (1986)
No Till - No Residue 0.04-0.10 Engman (1986)
No Till (20-40 percent residue cover) 0.07-0.17 Engman (1986) No Till (60-100 percent residue cover) 0.17-0.47 Engman (1986) Sparse Rangeland with Debris: 0 Percent Cover 0.09-0.34 Engman (1986) Sparse Rangeland with Debris - 20 Percent Cover 0.05-0.25 Engman (1986) Sparse Vegetation 0.053-0.13 Woolhiser (1975)
Short Grass Prairie 0.10-0.20 Woolhiser (1975)
Poor Grass Cover on Moderately Rough Bare Surface 0.30 Hathaway (1945) Light Turf 0.20 Harley (1975)
Average Grass Cover 0.40 Hathaway (1945)
Dense Grass 0.17-0.30 Palmer (1946)
Bermuda Grass 0.30-0.48 Palmer (1946)
Dense Shrubbery and Forest Litter 0.40 Harley (1975)
Snyder Unit Hydrograph
Based on calibration efforts conducted by the ACPWA that were reviewed with the City of San Jose, the Snyder UH method is selected as the hydrologic transformation method for large sub-basins greater than 50 acres in size. The Snyder UH method is especially appropriate in open space because of the proper application as described previously.

Snyder UH Equation:
5 Qp = 640* Cp * A / tL
Where:

Qp = Peak discharge of the unit hydrograph (cfs)
5 Handbook of Hydrology, David R. Maidment, 1993
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Cp = storage coefficient / peaking factor
A = Drainage Area (sq mi)
tL = basin lag time (hr)
The selected Snyder UH method is the ACPWA revised version of the standard Snyder UH documented in HEC-1 and HEC-HMS. ACPWA revised the method based on historical calibration efforts performed in Alameda County, which has similar meteorological characteristics as Santa Clara County.

The two major input parameters of the method are Basin Lag Time and Basin Peaking Factor. The Basin Lag Time (see Equation 13) is based on the calculated Basin Roughness (see Equation 12) using the main watercourse Manning’s n within a sub-basin.

Figure 2-2: Basin Roughness (N) (ACPWA H&H Manual)
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Figure 2-3: Manning’s n and Basin Lag Time (ACPWA H&H Manual) The peaking factor is a function of overland basin storage. Large areas with flat slopes are associated with relatively high amounts of overland basin storage. Conversely, water that falls on steeply sloped areas will run off quickly, with little overland basin storage. The lower the basin storage, the higher the corresponding peaking factor.

Figure 2-4: Basin Peaking Factor (ACPWA H&H Manual)
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Watershed Characteristics
To model the stormdrain system and include all pipes 12 inches in diameter and larger, relatively small sub-watersheds have been developed for representation in the models.

The area that contributes runoff to a drainage line within these watersheds is referred to as a “Drainage Area”. The smaller sub-watersheds within the Drainage Areas are noted as “Sub-Basins”.

Therefore, the hierarchy terminology for watersheds includes:

1. Watersheds – delineating the basin for each major creek system

2. Drainage Areas – delineating the basin for each named drainage line

3. Sub-Basins – delineating the smallest sub-basin for each drainage line Watershed Size
Sub-Basins are delineated based on the 2006 topographic LIDAR mapping furnished by Valley Water and the County of Santa Clara, City of San Jose and Milpitas collector system locations, and overland release flow paths. The Sub-Basin size ranges from 0.007 acres in densely developed urban areas to approximately 2,200 acres in undeveloped hilly areas.

The Sub-Basin size ranges from 0.007 acres in densely developed urban areas to approximately 2,200 acres in undeveloped hilly areas.

Watershed Delineation
Sub-Basins are also delineated based on stream channels and storm drain networks. In the Sub-Basins where the overland flow path and the storm drain network flow path conflicted, the storm drain flow path usually governs, as it usually conveys the most flow.

ESRI ArcMap Hydrology tools condition the input terrain to include underground pipes and channels. This approach ensures that the hydraulically connected pipe systems not modeled (lateral pipes smaller than 12 inches) can be routed to the modeled pipes hydrologically. The conditioned terrain creates sub-basins automatically. Sub-Basins are then further divided to model pipes 12 inches and greater. This approach provides consistent, reproducible watershed delineation results.

Basin Width
For sub-basins using the KW method, a representative watershed “plane” width needs to be determined.

Each sub-basin is classified as either a 2 plane KW or 1 plane KW, shown in Figure 2-6, based on the distance (d), which is the shortest distance between the sub-basin centroid to the longest flow path. If d is relatively small, then the sub-basin is classified as a 2 plane KW, assuming it is the longest flow path runs relatively down the center of the sub-basin; thus, there is 1 KW plane draining from each side of the longest flow path. If d is relatively large, the sub-basin is classified as a 1 plane KW, assuming it is the longest flow path is relatively located along the sub-basin side; thus, there is only 1 KW plane draining into the longest flow path from only one side.

An algorithm can classify the sub-basins automatically. The following calculations are performed using the centroid flow path (𝐿𝑐), which is the length from sub-basin centroid to the sub-basin drainage node along the longest flow path.
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Assume 2 plane KW – width (𝑊2),
𝑊2 = 4𝐿𝑐
Assume 1 plane KW – width (𝑊1),
𝑊1 = 2𝐿𝑐
The minimum of |d-0.33𝑊1| and |d-0.33𝑊2| controls whether 1 plane or 2 plane KW, and the appropriate width calculated will be used as the representative watershed “plane”.

Figure 2-5: KW Planes
Watershed Soils
The National Resource Conservation Service (NRCS) soil survey and map information identifies soils in hydrologic soil groups based upon their infiltration properties.

Hydrologic soil groups “A,” “B,” “C,” “C/D,” and “D” are found present within the Berryessa/Penitencia drainage system. Group “A” has a higher infiltration rate than Group “D”. “C/D” soils indicate a duality of hydrologic soil conditions. When the groundwater table is seasonably high (less than 24” from the surface), the soil has a “D” type response. When the water table is well-drained (greater than 24” from the surface), the soil has a “C” type response. The open space areas in the eastern portion of the Study area have more Groups “C” and “D”. The urban areas along Upper Penitencia, Lower Penitencia, and Berryessa Creeks are mostly undetermined soil groups and are calibrated and validated under Valley Water’s previous analysis. Figure 2-7 presents the NRCS Soils Map. 1600
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Figure 2-6: NRCS Soil Classification Map for the Berryessa/Penitencia Watershed Each soil type consists of a combination of seven soil groups, A, A/B, B, B/C, C, C/D, D, and the NRCS assigns the dominant hydrologic soil group in the soil survey publication. In the event of an even split of percentages between two soil groups, the soil group with a lower infiltration rate is assigned.

Loss Rates
The NRCS Soil Group Boundaries are used to calculate each hydrologic soil group’s quantity within each watershed. This information is input directly to the model in conjunction with each hydrologic soil group’s infiltration properties (defined in Table 2-5).

Watershed Land Use
The City of Milpitas provided a land-use GIS reflecting the level of development within the city boundary.

Each land use category was assigned a value of relative imperviousness based upon Table 2-6. To develop sub-basin-specific hydrology parameters for the KW and Snyder UH methods used a combination of percent imperviousness and underlying soil infiltration regime.

Figure 2-8 shows the land use. Areas with no defined land use in the City’s GIS are assigned sub-basinspecific hydrology parameters based on the Esri World Imagery Map. 1601
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Figure 2-7: Milpitas Land Use
Hydraulics
A detailed representation of both the ‘conduit and street’ systems and the open channel systems is required in the model to evaluate the city’s level of service storm drain system goals. This representation accounts for both conveyance and storage in the streets, conduits, and open channels. The InfoWorks ICM modeling software preforms the hydraulic analysis.

The Valley Water CTP model includes both the Upper Penitencia and Lower Penitencia/Berryessa watersheds, tributary creeks, and storm drain networks in San Jose and Milpitas. That CTP model is truncated at the Milpitas/San Jose boundary to focus on the City of Milpitas storm drain system. Channel, pipe, and 2D surface flow hydrographs are boundary inputs to the Milpitas SDMP model at the border between San Jose and Milpitas.

Conduit and Street Systems
The conduit and street systems were modeled using parameters as discussed in the following sections.

Conduit and Manhole Invert Elevations
The City of Milpitas GIS file of the storm drain network provided inverts of conduits and manholes. If inverts are missing from these two data sources, as-builts have been referenced to fill in any data gaps. 1602
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If data is still not found from these two data sources, an appropriate assumption is made by referencing upstream and downstream inverts and storm drain cover.

Conduit Manning’s n Roughness
Manning’s n-values for conduit and street systems are estimated based on values specified in the reference shown in Table 2-8.

Table 2-8: Manning’s n
Conduit Material Manning’s n
Reinforced Concrete Pipe
Conduit > 36" diameter 0.012, 0.012*
Conduit < 36" diameter 0.012, 0.014*
Corrugated Metal Pipe
Annular 0.021
Helical 0.018
Concrete-Lined Channels
Smooth-Troweled 0.015
ACPWA Simulated Stone 0.017
Reinforced Concrete Box
Cast-In-Place 0.015
Pre-Cast 0.014
*Bottom third of the conduit is assigned the first manning’s n listed, while the top twothirds are assigned the second manning’s n listed to account for friction loss.

All conduits of unknown material were assumed to be reinforced concrete pipe. For conduits with materials not listed in the table above, Manning’s n values were referenced from other sources. 6 These
materials and their associated Manning’s n values are listed in Table 2-9.

Table 2-9: Conduit Manning’s n Not Listed in Table 2-8
Material Manning’s n
Asbestos Cement (ACP) 0.011
Polyvinyl Chloride (PVC) 0.009
Cast Iron Pipe (CIP) 0.012
Ductile Iron Pipe (DIP) 0.012
All conduit material descriptions by pipe segment were obtained from the City of Milpitas. 6 Engineering ToolBox, (2004). Manning's Roughness Coefficients. [online] Available at:
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Conduit Manhole Losses
Manhole losses are calculated in InfoWorks ICM using the Normal Headloss Method. The method does not account for bend, drop, contraction, and expansion losses but does account for simple junction losses. However, storm drains are generally built on straight alignments of the same diameter from manhole to manhole; without significant bends, drops, contractions, or expansions. Also, particularly for the larger pipe diameters, manholes simply provide periodic access to the top of continuous pipelines.

Conduit Boundary Conditions
The storm drain network’s downstream boundary conditions are dynamically linked to 1D open channels in the InfoWorks ICM model. Creek levees are assumed to hold their elevations if overtopped in a modeling scenario. Levees do not fail in the SDMP analyses as they might for a Federal Emergency Management Association (FEMA) flood hazard analysis.

Conduit Assumptions
All conduits are assumed to have their full conveyance available. That is, all conduits are modeled with no silt or debris.

Pump Stations
The Milpitas storm drain system relies heavily on pump stations to move runoff from pipe networks to creeks that flow to San Francisco Bay. There are 13 pump stations owned and operated by the City of Milpitas within the study area, as shown in Figure 2-9. These pump stations are generally located at the discharge points of the City of Milpitas’s storm drain system to Lower Penitencia Creek, Berryessa Creek, or Coyote Creek. Four (4) of the 13 stations discharge directly into Coyote Creek. Wrigley-Ford Creek pump station discharges the tributary Wrigley, Ford, and Wrigley-Ford Creeks (owned and operated by the City of Milpitas) to Berryessa Creek.

The pump stations are input into the InfoWorks ICM model based on a combination of data obtained from record drawings and the previous City of Milpitas SDMP (2013). Conversations with City operations and maintenance staff confirmed there have been no changes to pump station capacities since 2013. Asbuilt documents determine the pump station storage volumes, including the larger storage areas at California Circle and Hidden Lake. Where system drawings are not available, storage curves from previous work on the 2013 SDMP and ancillary studies were used. The City of Milpitas provided set levels for the pump stations on- and off-levels. Pumps are modeled as having a flat rate of discharge based on the peak operating levels. A sensitivity analysis validates this simplification, as discussed below. 1604
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Figure 2-8: Pump Station Locations
Pumping Rate Sensitivity Analysis
To preserve the data associated with pump operation and simplify the ICM model, the pumps are not derated for minor losses; nor are pump curves inserted into the model. Pumps are modeled with a constant discharge set the maximum pump flow based on their pump curves. A sensitivity analysis has been performed to verify the validity of this assumption. The pipe or creek depth upstream and downstream of the pump station are compared using three pump capacity scenarios to test the pump capacity’s sensitivity during the 100-yr storm, which exceeds the 10-year SDMP storm recurrence.

Downstream pipe depths are not sensitive to the pumping capacity, except at the Bellew, McCarthy, and Murphy Pump Stations that discharge to Coyote Creek, as summarized in Table 2-9. Since Coyote Creek is not specifically modeled and the pump discharges are in fact decoupled from the stage in the creek, these pump stations discharge under a free outfall condition, which artificially increases the sensitivity of the downstream water depth to pump capacity.

The sensitivity analysis indicates that the pumping capacity does not change the simulation outcome (maximum depth in the modeled downstream reaches) when the pumping capacity varies between 70% and 110% of its rated capacity. This constant-rate pump capacity methodology is deemed adequate for CIP formulation since there is no change in proposed CIPs based on a variable pumping rate tied to the creek stage at the pump station outfalls.
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Table 2-10: Pump Station Sensitivity Analysis
Max Water Depth (ft) during the 100-yr Event
Pump Station
Base Scenario 70% Pump Rated
Capacity
110% Pump
Rated Capacity Receiving
Creek

U/S D/S U/S D/S U/S D/S
California 1.9 10.9 3.5 10.8 1.9 10.9 Lower
Penitencia
Jurgens 4.8 13.3 4.8 13.2 4.8 13.3 Lower
Penitencia
McCarthy 10.2 4.8 11.0 3.7 11.0 4.5 Coyote Creek
Minnis 6.3 10.3 13.1 10.2 6.6 10.2 Calera Creek
Abbott 7.5 11.4 7.7 11.4 7.5 11.4 Lower
Penitencia
Penitencia 2.2 10.7 2.2 10.6 2.2 10.7 Lower
Penitencia
Wrigley-Ford 5.4 10.8 6.3 10.7 5.5 10.8 Berryessa
Creek
Berryessa 6.0 9.8 6.3 9.8 6.1 9.8 Berryessa
Creek
Manor 3.2 9.2 5.2 9.1 3.4 9.1 Lower
Penitencia
Spence Creek 7.4 12.9 7.3 12.8 7.4 12.9 Lower
Penitencia
Bellew 22.8 1.2 23.2 1.0 22.8 1.2 Coyote Creek
Murphy 11.4 4.0 12.3 3.8 12.0 5.2 Coyote Creek
Oak Creek 6.2 5.0 7.0 4.8 6.9 4.6 Coyote Creek
Open Channel Systems
The open channel systems are modeled as discussed in the following subsections. Most of the open channels in the Lower Penitencia-Berryessa and Upper Penitencia Watershed in the CTP model are shown, including Upper Penitencia Creek, Sierra Creek, Sweigert Creek, Berryessa Creek, Los Coches Creek, Tularcitos Creek, Calera Creek, Wrigley Creek, Ford Creek, Wrigley-Ford Creek, East Penitencia Creek, and Lower Penitencia Creek. Crosley Creek is not modeled explicitly because its banks are not adjacent to any man-made structures. Crosley Creek was accounted for in hydrologic routing. In the truncated SDMP model for this report, Upper Penitencia, Berryessa upstream of Highway 680, and Sierra Creeks are removed from the model and input as hydrographs.

Open channel cross-sectional geometry is from a variety of sources, including surveys, as-builts, permitted design plans, previous HEC-RAS models, and the 2006 LiDAR dataset. Each source is described in the following sections, while Figure 2-9 spatially displays each creek’s cross-section source (channels designated as “Survey” displays the year of the survey). This assumes projects funded by Valley Water at the time of this master plan will be completed but does not include future planned projects. 1606
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Figure 2-9: Map of Channel Cross Sectional Geometry Source Levees and Floodwalls
All levees and floodwalls included in the model are assumed to not fail and therefore maintain flow within the channel to the top of bank, levee, or floodwall elevation. This produces the most conservative water surface elevation in the channel for storm drain modeling.

Storage Areas
Some storage areas in the model define pump station storage. California Circle Pump Station, WrigleyFord Pump Station, Berryessa Pump Station, Penitencia Pump Station, Jurgens Pump Station, and Abbott Pump Station are the pump stations with six storage areas defined. Storage areas are represented by stage-storage curves, which have been obtained from record drawings or previous studies. 7Another
storage area in the model associated with a pump station is Dixon Landing Park, which is used to store surcharges upstream of Jurgens Pump Station.
7 “City of Milpitas Storm Drain Master Plan”, Schaaf & Wheeler, July 2013 1607
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Table 2-11: Pump Station Storage Areas
Pump Station Storage Area
California Circle Pump Station Dixon Landing Lagoon
Berryessa Pump Station Hidden Lake Lagoon
Penitencia Pump Station Hall Park Lagoon
Abbott Pump Station City of Milpitas Drainage Lagoon
Wrigley-Ford Pump Station Storage area located where Ford Creek joins Wrigley-Ford Creek Spence Creek Pump Station Spence Creek Pump Station Storage Area Channel Bankline
Channel bank lines connect channel overbanks to 2D floodplains hydraulically. Theses lines’ ground elevations are sampled from a GIS terrain to ensure smooth transitions from channel overbanks to the 2D floodplains.

Channel bank lines represent floodwalls along Lower Penitencia Creek, Calera Creek, and Berryessa Creek. These elevated tops of wall floodwall elevations have been converted from the as-builts georeferenced to ortho-imagery. These lines, when used as floodwalls, contain runoff within channels until and unless the floodwalls are overtopped.

A map of flood walls and levees is displayed as Figure 2-10. 1608
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Figure 2-10: Flood Wall and Levee Map of the Berryessa/Penitencia Watershed Two-Dimensional Surface
A two-dimensional (2D) surface is modeled and linked with pipe nodes to reflect flow exchanges and the hydraulic performance between different drainage facilities when pipe capacities exceed and flow spills to the 2D surface. The features that affect the predicted flooding extents with the spill to the 2D surface resolve the modeled 2D surface and surface roughness.
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Figure 2-11: Cross Section Comparison between the Modeled vs. Terrain Two-dimensional surface resolutions are classified into two groups. A high-resolution group built to reflect appropriate street conveyance. The model elements (triangles) representing the terrain resolution have sizes ranging from 25 to 500 square feet. The high-resolution group has sufficient accuracy in representing street conveyance, as indicated in Figure 2-11. The percent of cross-section conveyance difference between the modeled and original terrain is less than 5 percent.

A lower resolution group is built for other areas with no well-defined drainage conveyance geometry, such as open space, residential, and commercial areas. The model elements (triangles) that represent a lower resolution terrain have sizes ranging from 1,000 to 5,000 square feet.

Valley Water provided the LiDAR topographic terrain used for the 2D surface modeling and has a cell size/resolution of a 3-foot by 3-foot grid. In addition, known projects completed between the 2006 LiDAR and 2018 are inserted into the 2D surface as fill based on development design plans.

Two-dimensional Surface Manning’s n Roughness
Surface roughness over the 2D grid is estimated with Manning’s n values and is typically higher than the channel roughness because of the shallow flow characteristics. Aerial photography and land use classifications made estimates of Manning’s n-values for the 2D surface by considering the density of buildings on the overbank and the base “n” values of the open areas of the buildings. Although the density of buildings and the presence of fences and other obstructions vary considerably across a given land use polygon, it is assumed that a general urban roughness value reasonably represents the effects of structures within the floodplain.

Surface land uses are categorized into four different Manning’s n values displayed in Table 2-12:
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Table 2-12: Floodplain Manning’s n Values
Floodplain Description N value
Street 0.025
Open Space, Institution, Public Facilities 0.03
Commercial 0.12
Residential and Industrial 0.13
Based on the above methodology, the model is sufficient to evaluate storm drain system performance for a 10-year design storm. The resulting flooding onto the two-dimensional surface identifies deficiencies that need correction with a Capital Improvement Program (CIP). 1611
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-1
Chapter 3: Capital Improvement Program
This chapter describes deficiencies in major storm drain facilities and outfalls, historical problem areas, pumping and storage facilities, and other known flood hazards. Detailed descriptions of necessary capital improvement projects and their prioritization are provided in this chapter.

Existing Conditions Flooding
The master plan evaluates the existing storm drain system performance for the 10-year design storm.

Figure 3-1 shows the flooding that is modeled to occur with the 10-year design storm. In this flood study, the master plan proposes CIP projects that can eliminate or ameliorate the identified inundation.

Improvement Projects
Recommended CIP projects are identified graphically, and general project routes are given. The following color code is used throughout this chapter to highlight system performance and general CIP prioritization, as described by Table 3-1:

Green Satisfactory Performance / No Improvement Necessary Red High Priority Project
Orange Low Priority Project
CIP priorities are assigned based on inundation impact in the existing condition. A high-priority CIP project addresses extensive flooding on residential or commercial properties that spreads across several streets and can widely disrupt traffic, residential and commercial activities. A low-priority CIP project manages flooding only in streets, minor flooding on properties, or flooding that can only be partially alleviated. No numeric threshold was used in categorizing CIP priorities. The tables of statistics associated with each collection system group give a general indication of the capital expenditure level necessary to correct storm drain deficiencies. Sometimes installing additional pipe lengths is required to complete corrective action.

City-owned storm drainpipes 12 inches and larger in diameter have been evaluated. Pipes that act as laterals are not in the mainline analysis but are assumed to be part of the system that delivers flow into the main drainage lines.

Alternative Improvement Projects
To increase storm drain system capacity, two essential types of projects are available: installing a new relief sewer parallel to the system lacking capacity; or replacing the overloaded pipe with a larger diameter pipe in the same alignment. The two alternatives can be made equivalent to one another using the following formula, assuming that pipe material and length are equal:
where DR = diameter of replacement pipe;
De = diameter of overloaded pipe; and
Dp = diameter of parallel relief drain.

D = ( D + Dp )

2.63 e

2.63 0.38
R
1612
Item # 16.
eros Rd
Holger Way
1st St
atural
Scott Creek
Milmont Dr
Arizona
Ave
Kato
Rd
Dixon Rd
N
McCa
rthy Blvd
Blvd
Dixon Landing Rd
N Milpitas Blvd
Scott Creek Rd
Fremont Blvd
880
Zanker Rd
Zanker Rd
Starlite Dr
N Abbott
A ve
Fallen Leaf Dr
Heath St
Ranch
D r
Cisco Way
S
Mai
n St
N McCarthy Blvd
Sycamore Dr
Barber Ln
Zanker Rd
E Tasman Dr
N Abel St
Tasman Dr
McCarth
y
Blvd
N
1st
St
237
237
237
880
Tom Evatt Park
Penitencia Creek
Lick Mill Blvd
meria
Dr
River Oaks Pkwy
Innovation Dr
McCarthy
Blvd
M ont ague Expy
Calera Creek
Scott C
Tramway Dr
Kennedy Dr
Scott C reek Rd
Jacklin Rd
Evans Rd
C alaveras Rd
680
Summitpointe
Golf Club
Ed Levin County
Park
Camargo Dr
Treewood Ln
Uridias Ran ch R d
Falc ato Dr
Canton Dr
Edsel Dr
S
Main
St
C
arnegie
Dr
N Hillview
Dr
Los Coches St
S Park Victoria Dr
N
Milpitas Blvd
S
Ma
in
St
Pied
mo
nt
Rd
Cropley Ave
Landess Ave
E Calaveras Blvd
S Milpitas Blvd
Great Mall Pkwy
Montague Expy
680
Great Mall
Milpitas
Trade Zone Blvd Lundy A
Fortune Dr
Qume Dr
N Capitol Ave
Morrill Ave
Cataldi Park
Vista Ridge Dr
Welle r Rd
Calaveras Rd
Spring Valley
Golf Course
Air Point School
Sweigert Creek
Crosley C reek
Old
Piedmont Rd
Piedmont Rd
Hostetter Rd
Sierra
Creek
Suncrest Ave
Zion Ln
Sierra Rd
Piedmont Hills
High School

BERRYESSA
CREEK

TULARCITOS CREEK

PIEDMONT CREEK

CALERA CREEK

WRIGLEY FORD CREEK

LOS COCHES CREEK
LOWER

PENITENCIA
CREEK
Existing Conditions
10-Year
Floodplain
Lower PenitenciaBerryessa Watershed
September 2021
Legend
Modeled Storm Drain
River Reach
City Limit
CIP Priority
Low
High
Specific Plan Extension
Flood Depth (ft)
0 - 1.0
> 1.0
Land Use - Specific Plan
Main Street Gateway
Milpitas Metro
Vicinity Map
SOURCES:

Schaaf & Wheeler
InfoWorks ICM Model Results
±
0 1,250 2,500
Feet
±
Figure 3-1
1613
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-3
The City’s selection of a capacity improvement strategy will vary from project to project and be governed by construction constraints, including available rights-of-way and existing utilities. It is most likely that the storm drain CIP for Milpitas will utilize parallel relief drains unless right-of-way and utility constraints appear to favor the pipe’s actual replacement, which is more costly.

Installing new parallel drains should be more cost-effective than replacing pipes in most cases since the required pipe size is smaller, and the existing pipe does not need removal. Given the 50 percent contingency applied to unit cost estimates, there is no differentiation between the cost of pipe replacement and parallel drain installation in the CIP. (That is, the cost of existing pipe removal is included in the large contingency.)
Therefore, the default project for in-street improvements is a parallel relief drain, while the default project for improvements within existing off-street easements is pipe replacement. The CIP assumes storm drain size is not allowed to decrease in the downstream direction. Thus, an additional downstream pipe may be listed in the CIP, although there is no indication of substandard storm drain performance based on hydraulic grade calculations.

Capital Improvement Program
CIP projects are identified in Figure 3-2 and Table 3-1, which will correct inadequate storm drain capacity caused primarily by undersized pipes during a 10-year design storm. The inundation areas that each of the projects specifically address is shown in Figures 3-4 to 3-10. Detailed figures for each CIP project are included in Appendix A.

However, the fourteen (14) identified CIP projects do not resolve surcharges from high creek levels downstream of the storm drain network, nor do they address inlets or manholes at isolated low points with low ground cover. The inundated areas are areas not resolved by the fourteen CIP projects, shown in Figure 3-3. These areas would only be resolved by major creek projects (outside of the scope of this Master Plan) or by the installation of small, localized pump stations, all found to be cost-prohibitive. The inundations are located mainly on the streets and empty lots. There is minor flooding on residential and commercial properties.

Figure 3-3 shows that Dixon Landing Park has been intentionally flooded by design, to avoid a larger pump station when Jurgens Pump Station was constructed in 1983. However, this situation has proved to be untenable. A high priority CIP for Jurgens Pump Station is identified to provide the necessary pumping capacity and remedy this problem.
1614
Item # 16.

Scott Creek
Milmont Dr
Arizona
Ave
Kato
Rd
Dixon Rd
N
McCarthy Blvd
Blvd
Dixon Landing Rd
N Mil
pi
tas Blvd
Scott Creek Rd
Fremont Blvd
880
Zanker Rd
Zanker Rd
S
tarlite Dr
N Abb
ott
A ve
Fallen Leaf Dr
Heath St
Ranch
D r
Cisco Way
S
Mai
n St
N McCarth
y B
lvd
Sycamore Dr
Barber Ln
Zanker Rd
E Tasman Dr
N
1st St
N Abel St
Tasman Dr
McCa
rthy
Blvd
237
237
237
880
Tom Evatt Park
Penitencia Creek
Lick Mill Blvd
lumeria Dr
River Oaks Pkwy
Innovation Dr
McCarthy Blvd
M ont ague Expy
Calera Creek
Scott
Tramway Dr
Kennedy Dr
Scott C reek Rd
Jacklin Rd
Evans Rd
C alaveras Rd
680
Summitpointe
Golf Club
Ed Levin County
Park
Camargo Dr
Treewood Ln
Uridias Ran ch R d
Falcato Dr
Canton Dr
Edsel Dr
S
Main
St
Carnegie Dr
N Hillview
Dr
Los Coches St
S Park Victoria Dr
N
Milpitas Blvd
S Ma
in
St
Piedmont Rd
Cropley Ave
Landess Ave
E Calaveras Blvd
S Milpitas Blvd
Great Mall Pkwy
Montague Expy
680
Great Mall
Milpitas
Trade Zone Blvd Lundy
A
Fortune Dr
Qume Dr
N Capitol Ave
Morrill Ave
Cataldi Park
Vista Ridge Dr
Welle r Rd
Cala v eras Rd
Spring Valley
Golf Course
Air Point School
Sweigert Creek
Crosley C reek
Old
Piedmont Rd
Piedmont Rd
Felter Rd
Hostetter Rd
Sierra
Creek
Suncrest Ave
Perie Ln
Zion Ln
Sierra Rd
Piedmont Hills
High School
Comet Drive
Main Street
- Serra Way
Bayview
Park Drive
Tice Drive
Foothill Park
Ames Avenue
Railroad
Avenue
North Abel
Street
Jacklin
Road
Wool Drive
Main Street -
Tom Evatt Park
Main Street
- Sinnott Ln Main Street -
Carlo Street
Main Street
Coches and
Piedmont
Creek
Existing Conditions
10-Year
Floodplain
Lower PenitenciaBerryessa Watershed
August 2021
Legend
Modeled Storm Drain
River Reach
City Limit
CIP Priority
Low
High
Specific Plan Extension
CIP Location
Flood Depth (ft)
0 - 1.0
> 1.0
Land Use - Specifc Plan
Main Street Gateway
Milpitas Metro
Vicinity Map
SOURCES:

Schaaf & Wheeler
InfoWorks ICM Model Results
±
0 1,250 2,500
Feet
±
Figure 3-2
1615
Item # 16.

Figure 3-3
1616
Item # 16.
1617
Item # 16.
1618
Item # 16.
1619
Item # 16.
1620
Item # 16.
1621
Item # 16.
1622
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-12
Table 3-1: Capital Improvement Projects
ID Project Priority Replacement Option Parallel Option
CAL_2 Jacklin Road High
Install approximately 950 LF of 30-inch
RCP along Jacklin Rd between
Calle Oriente and N Park Victoria Dr.

Use replacement option.

CAL_3 Bayview Park
Drive High
Replace approximately 210 LF of existing
12-inch RCP on Bayview Park Dr with 24-
inch RCP.

Install approximately 210 LF of 24-inch
RCP on N Bayview Dr.

COCHES_5
Coches and
Piedmont
Creek
High
Replace approximately 490 LF of existing
12-inch RCP on Edsel Dr
between Dempsey Rd and Shirley
Dr with 36-inch RCP.

Replace approximately 640 LF of existing
18-inch RCP and approximately 710 LF of
existing 21-inch RCP with 36-inch RCP on
Dempsey Road between Edsel Dr to the
outfall.

Install approximately 1840 LF of 36-inch
RCP on Edsel Dr between Dempsey Rd
and Shirley Dr and on Dempsey Road
between Edsel Dr to the outfall.

Install approximately 350 LF of 18-inch
RCP from Rodrigues Ave to S Park
Victoria Dr. Install approximately 1390 LF
of 36-inch RCP from S Park Victoria Dr to
Edsel Dr., directing flow away from Los
Coches Creek.

Use replacement option
of installing approximately 350 LF of 18-
inch RCP from Rodrigues Ave to S Park
Victoria Dr. Install approximately 1390 LF
of 36-inch RCP from S Park Victoria Dr to
Edsel Dr., directing flow away from Los
Coches Creek.

Replace approximately 710 LF of existing
27-inch RCP and 490 LF of existing 30-
inch RCP with 36-inch RCP on Carnegie
Dr between Mercury Ct and Canton Dr.

Connect existing at Burley Drive outfall
to new improvements where Lawton Dr
and Canton Dr intersects with
approximately 920 LF of new 24-
inch RCP to direct flow away from Los
Coches Creek.

Use replacement option for connect
existing at Burley Drive outfall to
new improvements where Lawton Dr and
Canton Dr intersects with approximately
920 LF of new 24-inch RCP to direct flow
away from Los Coches Creek.

Replace approximately 260 LF of existing
12-inch RCP with 18-inch RCP on
Canton Dr between Beacon Dr and
Lawton Dr. Replace approximately 280
LF of existing 12-inch RCP with 24-inch
RCP on Canton Dr between Lawton Dr
and Roswell Dr.

Install 15-inch RCP on Canton Dr
between Beacon Dr and Lawton Dr.

Install 24-inch RCP on Canton Dr
between Lawton Dr and Roswell Dr.

Install approximately 1260 LF of 54-inch
RCP on Yosemite Dr between Roswell
Dr and Zion Ct. Replace approximately
250 LF of existing 12-inch RCP with 54-
inch RCP on Yosemite Dr between Zion
Ct and S Park Victoria Dr. Install
approximately 390 LF of 54-inch RCP on
Yosemite Dr from S Park Victoria Dr to
existing main between S Park Victoria Dr
and Dempsey Rd. Replace approximately
220 LF of existing 18-inch RCP and
approximately 170 LF of existing 33-inch
RCP on Yosemite Dr between S Park
Victoria Dr to Dempsey Rd with 60-inch
RCP. Replace approximately 690 LF of
existing 42-inch RCP on Dempsey Rd
Use replacement option.
1623
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-13
ID Project Priority Replacement Option Parallel Option
between Yosemite Dr and the outfall
with 60-inch RCP.

Remove or abandon approximately 274
LF of existing 39-inch RCP,
approximately 170 LF of existing 42 –
inch RCP, and outfall along S Park
Victoria Dr. Install approximately 425 LF
of 30-inch RCP to direct flow away from
Piedmont Creek from the 3 inlets along S
Park Victoria Park Dr. currently draining
to Piedmont Creek in approximately 25
LF of 15-inch RCP.

BERRY_10 Ames
Avenue High
On Ames Ave replace approximately 230
LF of existing 18-inch RCP with 24-inch
RCP. Replace approximately 640 LF of
existing 24-inch RCP with 30-inch RCP.

Replace approximately 510 LF of existing
24-inch RCP with 42-inch RCP. Replace
approximately 80 LF of 30-inch RCP and
approximately 50 LF of existing 30-inch
CMP with 42-inch RCP.

Install approximately 1050 LF of 24-inch
RCP and approximately 430 LF of 42-inch
RCP on Ames Ave.

LP_14 North Abel
Street Low
Replace approximately 160 LF of existing
12-inch RCP on Maple Ave with 24-inch
RCP.

Parallel option: Install approximately 160
LF of 24-inch RCP on Maple Ave.

Along Redwood Ave, replace
approximately 740 LF of existing 15-inch
RCP and 400 LF of existing 21-inch
RCP with 30-inch RCP, and 160 LF of
existing 24-inch RCP with 36-inch RCP.

Install approximately 1,300 LF of 24-inch
RCP in Redwood Ave from Heath St to
the existing Abbott Ave SD.

On Abbott Ave, replace approximately
400 LF of existing 15-inch RCP with 24-
inch RCP between Walnut Dr and Elm
Ave; approximately 255 LF of existing
21-inch RCP from Elm Ave to Willow
Ave and approximately 250 LF of existing
24- inch RCP with 42-inch RCP from
Willow Ave to Chestnut Ave.

Install approximately 520 LF of 42-inch
RCP in Abbott Ave from Chestnut to
Redwood Ave.

Install approximately 1,425 LF of 36-inch
RCP in Abbott Ave from Walnut Dr to
Redwood Ave.

Along Chestnut Ave, replace
approximately 270 LF of existing 18- inch
RCP, 420 LF of existing 21-inch RCP, and
370 LF of existing 24-inch RCP with 42-
inch RCP.

Install approximately 1,060 LF of 36-inch
RCP in Chestnut Ave from Heath St to
Abbott Ave.

Replace approximately 50 LF of 12-inch
RCP and 520 LF of 15-inch RCP with 42-
inch RCP in Heath St from Elm Ave to
Chestnut Ave.

Install approximately 520 LF of 36-inch
RCP in Heath St from Elm Ave to
Chestnut Ave.

CAL_4 Wool Drive Low
Replace approximately 315 LF of existing
15-inch RCP and approximately 350 LF of
existing 18-inch RCP on Moretti Ln to
Kennedy Dr with 24-inch RCP.

Replace approximately 70 LF of existing
18-inch RCP and approximately 540 LF of
existing 27-inch RCP with 30-inch RCP on
Moretti Ln and Wool Dr adjacent to
Install approximately 570 LF 24-inch RCP
on Moretti Ln to Kennedy Dr.

Install approximately 1270 LF 30-inch
RCP on Wool Dr from Kennedy Dr.
1624
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-14
ID Project Priority Replacement Option Parallel Option
Kennedy Dr. Replace approximately 660
LF of existing 27-inch RCP on Wool Dr
with 36-inch RCP between Kennedy Dr
and Traughber St.

Replace approximately 150 LF of existing
12-inch RCP on Kennedy Dr and
approximately 170 LF of existing 15-inch
RCP on N Park Victoria Dr between
Kennedy Dr and Park View Dr with 18-
inch RCP.

Install approximately 150 LF of 18-inch
RCP on Kennedy Dr and approximately
170 LF of 18-inch RCP on N Park Victoria
Dr between Kennedy Dr and Park View
Dr.

Replace approximately 920 LF of existing
27-inch RCP extending from Park
View Dr to Kennedy Dr to where it
intersects with Wool Dr with 30 RCP.

Install approximately 920 LF of 18-inch
RCP extending from Park View Dr
to Kennedy Dr to where it intersects with
Wool Dr.

COCHES_8 Foothill Park Low
Replace approximately 250 LF of existing
12-inch RCP with 24-inch RCP on Wylie
Dr between Bixby Dr and Temple Dr.

Install approximately 150 LF of 30-inch
RCP along S Temple Dr. from Wylie Dr.
and then approximately 800 LF of 30-
inch RCP between S Temple Dr. and
Roswell Dr.

Use replacement option.

CAL_1 Tice Drive Low
Replace approximately 260 LF of existing
12-inch RCP and approximately 290 LF of
existing 15-inch RCP on Tice Dr. between
Rivera St and Horcajo St with 18-inch
RCP.

Install approximately 610 LF of 18-inch
RCP on Tice Dr between Rivera St
and Horcajo St.

WF_11 Comet Drive Low
Replace approximately 220 LF of existing
12-inch RCP with 24-inch RCP on Comet
Dr between Metro Walk Dr and Curtis
Ave.

Install approximately 220 LF of 24-inch
RCP on Comet Dr between Metro Walk
Dr and Curtis Ave.

WF_13 Railroad
Avenue Low
Install approximately 350 LF of 36-inch
RCP from Railroad Ave to Marylinn Dr.

Install approximately 1020 LF of 42-inch
x 28-inch rectangular RCP along Marylinn
Dr to N Abel St. Replace the
approximately 150 LF of existing 24-inch
RCP with 42-inch x 28-inch rectangular
RCP.

Use replacement option.

LP_12 Main Street –
Serra Way Low
Replace approximately 190 LF of existing
12-inch RCP on S Main St with 15-inch
RCP. Replace approximately 270 LF of
existing 12-inch RCP from S Main St to
Serra Way with 18-inch RCP.

Install approximately 190 LF of 15-inch
RCP on S Main St. Install approximately
270 LF of 18-inch RCP from S Main St to
Serra Way.

Underserved Areas
Potential future CIP projects have been identified within areas currently underserved by storm drainage infrastructure to address potential future development needs within those areas and the connection of new storm drainage infrastructure to the City’s system. Main Street Gateway Specific Plan and Milpitas Metro Specific Plan (formerly Transit Area Specific Plan) are recognized as underserved areas (see Figure 3-3) within the city. The Milpitas Metro Specific Plan area is now almost entirely built out, and there are no longer identified areas that do not have adequate storm water runoff collection systems. 1625
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-15
However, some vacant and underutilized parcels hold potential for development or redevelopment. Four (4) potential CIP projects are proposed to address those that do not have a storm drain line serving them already in the Main Street Gateway Specific Plan. These projects are identified in Table 3-2, and detailed maps are included in Appendix A. The identified projects have no priority. While they are not necessary to correct deficiencies within the existing storm drain system, they will need to be built when the developments they service occur.

Figure 3-10: Milpitas Future Plan Land Use Map
Table 3-2: Capital Improvement Projects for Underserved Areas ID Project Priority Replacement Option Parallel Option
LP_15
Main Street –
Tom Evatt
Park
---
Install approximately 170 LF of 18-inch RCP
on S Main St to the existing 24-inch RCP on
Carlo St.

Use replacement method.

LP_16 Main Street ---
Install approximately 450 LF of 18-inch RCP
on S Main St to the improvement project of
the existing system on Serra Way.

Use replacement method.

LP_17 Main Street –
Sinnott Lane
---
Install approximately 70 LF of 18-inch RCP on
S Main St from near Sinnott Ln to the
improvement project of the existing system.

Use replacement method.

LP_18 Carlo Street ---
Install approximately 300 LF of 18-inch RCP
on S Main Street to the existing system. Use replacement method. 1626
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-16
Multi-benefit and Green Street Projects
The City has developed a green stormwater infrastructure (GSI) plan as required under the NPDES Municipal Regional Permit Section C.3.j. The plan relies on information produced in the Santa Clara Basin Stormwater Resource Plan. There are several green streets and public parcel projects identified in the plan that are depicted in Figure 3-4. It may be beneficial to construct these green stormwater infrastructure projects simultaneously as the CIP identified herein. These opportunities are identified where GSI projects and storm drain CIP projects overlap or are directly adjacent to one another. These opportunities are listed in Table 3-3. For those CIP projects which do not overlap with green stormwater infrastructure projects identified, each should be reviewed for GSI potential even if it is not included in the GSI Plan.

Table 3-3: Capital Improvement Projects to Include Green Stormwater Infrastructure CIP ID Project GSI Location GSI Type
BERRY_10 Ames Avenue Street Green Street
COCHES_5 South Park Victoria Street Green Street
COCHES_6 Carnegie Drive Street Green Street
COCHES_8 Foothill Park Park/Open Space Green Street and detention PIED_9 Yosemite Drive Street Green Street and detention WF_11 Comet Drive Park/Open Space Green Street and detention For Green Street projects, the street greening could be included as part of the design of the storm drain system capacity upgrade when on the same stretch of street. Detention projects would require more detailed concept design to accomplish both flood control and green infrastructure goals. Flooding identified near Foothill Park could potentially be remedied with an integrated project which greens the park and provides detention storage. Similarly, the Yosemite Drive and South Park Victoria projects could potentially be remedied by storage facilities in Merryhill and Robert Randall schools, respectively. Storage facilities are discussed in more detail in subsequent sections. 1627
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-17
Figure 3-11: Green Stormwater Opportunity Map from Santa Clara Basin Stormwater Resource Plan 1628
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-18
Storm Trouble Spots
City staff have identified 15 inlet locations that flood during storms. These are shown in Figure 3-5. To address these storm trouble spots, inlet replacements are proposed for these locations except for the one at Evans at Bayview Park. That storm trouble spot will be addressed by the Bayview Park Drive CIP project.

Figure 3-12: Storm Trouble Spots
Storage Facilities
Two basic categories of stormwater storage are commonly used: detention and retention. Some facilities blur the distinction between the two but, in general:

1. Detention refers to the temporary storage of incoming runoff that exceeds the permissible release. After the storm event, the facility empties and returns to its natural function – such as a parking lot or park.

2. Retention facilities, on the other hand, hold on to the excess runoff for an indefinite period. Natural ponds and lakes exemplify retention facilities where water levels change only through evaporation, infiltration, and additional storm runoff. 1629
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Capital Improvement Program
Schaaf & Wheeler Page 3-19
With the tight clay that underlies much of Milpitas, true retention facilities are not advantageous.

However, several storage facilities in the city do serve a dual role for both stormwater detention and retention. For instance, pumps are used to move to attenuate flood waves through the facility, but a permanent pool of water remains behind for aesthetic (or perhaps recreational) purposes.

Properly designed, constructed, and maintained stormwater storage facilities could reduce peak flows, thereby better utilizing the capacity of downstream conveyance facilities. Such facilities can also potentially mitigate the need for system upgrades. The efficacy of any detention facility and ancillary improvements in the quality of storm runoff to receiving waters needs evaluation on a case-by-case basis. However, some general design criteria need to be applied to every basin:

1. Basins should be sized so that their output does not exceed the downstream facilities’ design capacity.

2. There must be an overflow section capable of safely discharging the 100-year peak inflow (should outlet works become clogged) without causing property damage.

3. At least one foot of freeboard over the maximum 100-year water surface elevation should be provided for excavated basins. Three feet of freeboard (minimum) must be provided where berms or levees create basins.

4. Infiltration capacity shall not be considered when designing basins, unless percolation rates are determined by on-site soil testing certified by a Civil or Geotechnical Engineer.

5. Debris and sediment loading must be considered in design (see below).

6. Ponds and basins need to be designed with shallow side slopes (5:1 minimum) so that people and animals may extricate themselves from the water should the need arise. A safety shelf may also be considered. Facilities that pose an inordinate risk to the public should be fenced off.

Openings larger than six inches in diameter must be screened to protect children and animals.

7. A mechanism for draining the basin should be provided. If the basin also serves as a pumping forebay, the pumping facilities must fully dewater the basin.

8. Facilities designed for the permanent (or semi-permanent) retention of water should be deep enough to avoid eutrophication (accumulation of excess nutrients that stimulates plant growth) and breeding insects. Pond surface areas should be at least one-half acre, with a minimum depth of 10 feet over at least a quarter of the area. The average depth over the rest of the pond needs to be at least five feet. Basin outlets should be positioned opposite the inlet to promote circulation. Stocking permanent ponds with fish also promote good water quality.

9. Underdrain systems to minimize wetness should be considered for detention facilities not intended as permanent water features. This helps prevent the facility from encouraging insect populations and provides for a quicker return to its dry weather function.

10. Basin bottoms and sides should be stabilized with vegetation to withstand periodic flooding and prevent erosion. Basin outlets need to be provided with erosion protection, such as riprap.

Debris Loading
Detention and retention basins will eventually fill up with sediment and other debris, reducing their storage capacity to where they will not operate as designed. Therefore, some considerations of debris loading must be made for each basin. Depending upon the desired frequency of maintenance, some allowance for “dead” storage should be made to handle sediment and debris. Based on work by Schaaf & Wheeler for the Santa Clara Valley Water District, the following empirical relationships (debris load per unit drainage area) are used to evaluate debris loading:

Highly urban areas 0.1 acre-feet/mi2/year
Hillside open space 0.4 acre-feet/mi2/year
1630
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-1
Chapter 4: Pump Stations
Each of Milpitas' thirteen (13) stormwater pumping stations is evaluated based on the set of criteria described herein. Detailed pump station assessment evaluation criteria are presented in Appendix B. This chapter describes how well each of the City’s pumping facilities performs against the established performance criteria, identifies those stations with deficiencies, prioritizes the correction of said deficiencies, and establishes the requisite master plan improvements to remedy those deficiencies.

Pump Station Performance Criteria
Stormwater pump stations owned and operated by Milpitas must meet, at a minimum, the criteria established herein. If a pump station is substantially improved or rehabilitated, the performance and design guidelines provided in the Appendix should be followed.

Capacity
Every pump station should be capable of discharging the 100-year runoff from its tributary area. One way to accomplish this is a combination of pumping capacity and retention storage. Pump stations with lesser capacity (e.g. a 10-year capacity) may only be considered if there is a fail-safe way to overflow excess flows without causing property damage. Nearly all the pumping facilities within the city meet these criteria. Table 4-1 compares current pump station capacities to the potential 100-year inflow.

Number of Pumps
For redundancy, in every pump station, installing at least two identical pumps is necessary. It is unnecessary to include standby pumps because providing excess capacity is expensive and not justified by the relatively small risk of having a major storm event coincide with mechanical failure. (Schedule pump maintenance for the summer months.)
No pumping station in Milpitas is equipped with fewer than two identical pumps. Most stations have three main pumping units, and the Jurgens Pump Station has four. Each of the stations (except California Circle, Abbott, and Minnis) has a smaller electric dewatering pump to drain the wet well when water falls below the minimum allowable pumping level for the large stormwater pumps. Permanent retention ponds are maintained at the California Circle, Berryessa and Abbott stations, eliminating a small dewatering pump’s utility. In contrast, the Minnis and Berryessa stations utilize submersible pumps capable of nearly completely dewatering their respective wet wells.

Standby Power
An emergency engine-generator capable of starting the largest motor while simultaneously running all other motors and auxiliary loads should be installed at each stormwater pump station where the primary pump drivers are electric motors. Pump stations without standby power or engine-driven pumps are at risk of becoming inoperable during an electrical power outage.

The lack of adequate automatic standby power is a potentially significant deficiency. When mapping special flood hazards, FEMA will only consider pumping capacity for those pumps with engine drive units or motor drivers that can be started and operated at the station with an automatic standby power generator installed. Portable generators and manual power transfer capabilities are not sufficient. 1631
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Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-2
Pump Station Evaluations
Table 4-1 provides a summary of pump station capacities and emergency readiness throughout Milpitas.

Further detailed evaluation for each station follows the identified deficiencies and recommended improvements. Figure 4-1 shows pump station locations within the city. When evaluating pump station capacity, available storage is in consideration. Table 4-2 provides a summary of pump stations with recommended CIP.

Table 4-1: Pumping Station Summary
ID Facility Year
Built
Approximate
Capacity
Primary
Drivers
Standby
Power Description
1 California Circle Pump Station 1983 100-year Engines n/a page 53-54 2 Jurgens Pump Station 1989 10-year Engines n/a page 55-56 3 McCarthy Pump Station 1994 100-year Engines n/a page 57 4 Abbott Pump Station 1983 100-year Motors NO page 58-59 5 Minnis Pump Station 1978 100-year Motors NO page 60-61 6 Penitencia Pump Station 1960 100-year Engines n/a page 62-63 7 Wrigley-Ford Pump Station 1993 100-year Engines n/a page 64 8 Berryessa Pump Station 1977 100-year Engines n/a page 65-66 9 Manor Pump Station 1993 100-year Motors n/a page 67
10 Spence Creek Pump Station 1988 100-year Motors NO page 68 11 Bellew Pump Station 1985 100-year
Motors/
Engine YES page 69
12 Murphy Pump Station 1983 100-year Engines n/a page 70 13 Oak Creek Pump Station 1979 100-year Engines n/a page 71 1632
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-3
Figure 4-1: Storm Water Pump Stations in Milpitas
Table 4-2: Pump Station CIP Summary
Pump Station Priority CIP Details
Jurgens High
Pump station replacement to provide
increased level of design protection and
eliminate the periodic flooding of Dixon
Landing Park
Abbott Low
Provide complete station replacement,
including raising floor above base flood
elevation
Penitencia High Complete pump station replacement
Spence Creek Low Provide permanent standby power
Murphy High Control system rehabilitation
Oak Creek High Control system rehabilitation
1633
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-4
California Circle Pump Station
Facility ID SD-1
Location California Circle at Dixon Landing Road
Discharges to Lower Penitencia Creek at STA 15+00
WSEL at Discharge Location 11.4 feet NAVD
Pipe Discharge Elevation Invert 13.8 feet NAVD
Storage 2.5-acre wet pond
Design Lagoon Elevation 9.9 feet NAVD
Top of Lagoon Bank 14.0 feet NAVD
Tributary Area 263 acres
Station Capacity 117 cfs
This facility drains a retention pond located at the intersection of Dixon Landing Road and Interstate 880.

The lagoon is designed as a wet pond with standing water; the normal minimum water surface elevation is 4.5 NAVD. Stormwater is pumped through three 28-inch diameter (SDR 26) high-density polyethylene (HDPE) pipes to Lower Penitencia Creek, near the top of the levee. This facility was originally designed to drain an industrial area of 150 acres. However, a detailed accounting of tributary area based on Interstate 880 / Highway 237 freeway interchange plans indicates that 263 acres are potentially tributary to the lagoon, as tabulated below.

Table 4-3: Areas Tributary to California Circle Lagoon
Location Land Use Tributary
Area (acres)
Abbott Avenue Residential 53
California Circle Industrial 83
Route 880/237 Freeway 127
Total 263
Of these 263 acres, 210 acres (about 80 percent) are directly tributary to the lagoon and pump station. Runoff from the Abbott Avenue area can be discharged into Hall Park Lagoon and thence to Penitencia Creek through a storm drain outfall. Still, runoff above its capacity flows into the ditch running between Glenmoor Circle and Redwood Avenue and then into the freeway channel. The Abbott Lagoon drains the area between the outfall to Hall Park Lagoon on the south and the California Circle storm drain system on the north. This facility is adequate, so overflows are not anticipated from these potentially tributary areas, and they are not included in Table 4-3.

Since the last master plan update, engine components including starters and radiators have been replaced and the controls have been refurbished.

Equipment Schedule
Pumps (3) Aurora 24P axial flow rated 17,000 gpm at 14 feet TDH (86hp) Prime Power (3) Caterpillar 3208 diesel engines rated at 175hp (2,400 rpm) Standby Power Not required
Fuel Storage 2,000 gallons for 96 hours run time at peak load with 3 pumps Finish Floor Elevation 14.3 feet NAVD
Base Flood Elevation 12.5 feet NAVD
1634
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Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-5
Resolution of Previously Identified Deficiencies

1. The finished floor elevation is six inches below the base flood elevation as shown on the currently effective Flood Insurance Rate Map (FIRM). Flood hazards depicted by the FIRM are based on spills from Lower Penitencia Creek becoming trapped behind the downstream levee adjacent to the pump station. However, unpublished flood hazard mapping based on the FEMA CTP work indicates this is not an issue. For the Storm Drain CIP, the CTP work is considered the best available information.

2. The discharge pipe invert at elevation 13.8 feet NAVD is two feet above the 100-year water surface elevation in Lower Penitencia Creek based on effective FEMA data. However, if the creek were to rise above the published elevation, creek water could potentially flow into the pond back through the discharge pipes when the pumps are off. Eventually, the volume of water that flows back into the lagoon will cause the pumps to start again, thereby eliminating the problem. When fewer than three pumps are operating, some water will be re-circulated through the system (which is inefficient). Still, since this situation is beyond the design condition, this deficiency does not require remedial action.

Capital improvements are not proposed for California Circle Pump Station, noting that the control systems were upgraded since the last master plan update in 2013.

California Circle Lagoon Operation
Surcharging storm drains within the California Circle area control the maximum allowable water surface in the lagoon. Due to the grade up to Dixon Landing Road, California Circle does not naturally release to the lagoon, so excess water on the street does not drain. Maximum design water surface elevations in the lagoon for the above-listed pumping levels and the lowest adjacent street grade, located on California Circle opposite Lower Penitencia Creek from Terra Mesa Way, are indicated in Table 4-4.

Table 4-4: California Circle Lagoon Operation
10-year
Lowest Adjacent Street Grade (feet NAVD) 12.28
Maximum Lagoon Stage (feet NAVD) 6.51
1635
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Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-6
Jurgens Pump Station
Facility ID SD-2
Location 345 Jurgens Drive
Discharges to Lower Penitencia Creek at STA 26+50
Design WSEL at Discharge Location 12.3 feet NAVD 88
Storage 1 ac-ft in City Park
Tributary Area 433 acres (residential)
Station Capacity 150 cfs
10-year Inflow 144.0 cfs
100-year Inflow 145.5 cfs
Deficit Not applicable due to storage in Dixon Landing Park However, City desires to eliminate the need to store
water in the park.

Located in Dixon Landing Park, this facility drains mixed residential areas between Penitencia Creek and Interstate 680 at Milpitas’s northern end. The system was designed to function in tandem with detention storage in the park itself since the pump station is undersized even for a ten-year event. During the February 3, 1998 storm, Jurgens Pump Station was overwhelmed by storm runoff (albeit some from Berryessa Creek overflows) to the point at which engine batteries and other control equipment were inundated, thus shutting down the station. A subsequent investigation of local rainfall during the storm, however, indicated that even if Berryessa Creek had not spilled through a gap in its levee near the railroad, local runoff rates that exceeded pumping capacity would still have overwhelmed the station and caused its failure since control equipment was located less than one foot above the finished floor elevation.

A failed attempt was made to “flood-proof” the pump station by sealing floor openings and raising essential control equipment above the floor so that the equipment does not shut off during a flooding event. Based on the CTP model and assuming the pumps do not shut off during a storm, water will pond to the following elevation with the current pumps in operation.

WSEL100 = 12.0 feet NAVD (2 feet above finished floor)
Maximum ten-percent flood limits are shown in Figure 4-2. Based on available topography and aerial photographs, the one-percent flooding does not inundate private property. Periodic inundation is limited to facilities within Dixon Landing Park, including the snack bar and restrooms.

Capital Improvement Program
To eliminate the temporary storage of excess runoff within Dixon Landing Park, a new station with a capacity of at least 243 cfs (110,000 gpm) is required. It is not feasible to retrofit the existing pumping facility to nearly double its capacity. Such a project would entail building an upsized replacement pump station while the existing station continues to operate in parallel, replacing the existing 72-inch diameter discharge pipe to Lower Penitencia Creek with at least a 96-inch diameter discharge pipe, and once the replacement pump station is fully tested and operational, demolishing the old pump station. This method of construction reduces risk to the City and eliminates the need for very costly bypass pumping capacity during construction. Park reconfiguration of the park will be necessary.

An order of magnitude estimate of construction cost is $10 to $15 million. This is part of the Capital Improvement Plan as a High Priority project with an estimated cost of $15 million in 2021 dollars. 1636
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-7
Figure 4-2: 10-year Ponding Adjacent to Jurgens Pump Station Equipment Schedule
Pumps (4) Johnston 24PO axial flow rated 16,000 gpm at 10 feet TDH (700rpm, 60hp) (1) 3,000 gpm 25 hp electric jockey
Prime Power (4) Caterpillar 3208 diesel engines rated at 150 hp (2,400 rpm) (4) Randolph right angle gear drives (7:2) rated at 110 hp Standby Power Not required
Control Power 120 VAC backed up by 24 VDC batteries with charger Fuel Storage 2,500 gallons; 125 hours at peak load (4 pumps) Finish Floor Elevation 10.0 feet NAVD
Effective BFE 12.0 feet NAVD
Station Operation
In response to the February 1998 station shutdown, the City tried flood-proofed the equipment by sealing access openings on the floor and relocating the controls, so the station can continue to operate even with a base flood elevation two feet above the finished floor. Unfortunately, this has not prevented water from the wet well from entering the equipment room when the park floods. It is imperative that the engines do not shut down during a storm, so if the high priority pump station replacement project is delayed and the City believes that could happen, the wet well should be sealed. Since the last master plan update, improvements have been made to building ventilation, so the engines no longer overheat. 1637
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-8
McCarthy Pump Station
Facility ID SD-3
Location 1005 N McCarthy Boulevard
Discharges to Coyote Creek at STA 145+00
Design WSEL at Discharge Location 18.6 feet (NAVD '88)
Storage Wet Well
Tributary Area 185 acres (mixed use)
Station Capacity 400 cfs
10-year Inflow 259.3 cfs
Located in the McCarthy Ranch Development, this facility drains mixed-use areas between Coyote Creek and Interstate 880, north of State Highway 237. This station has excess capacity and the luxury of leaving one pump as standby. The facility is 25 years old, but every indication is that the pumping plant is well-maintained and operating as intended.

Equipment Schedule
Pumps (3) Cascade 48AM axial flow (500 rpm, 560 hp, 60,000 gpm at 28 feet TDH) (1) Cascade 12MF 3,400 gpm 30 hp electric jockey
Prime Power (3) Caterpillar 3412 diesel engines rated at 750 hp (2,100 rpm) Standby Power Not required
Control Power 120 VAC backed up by 24 VDC batteries with charger Fuel Storage 2,000 gallons; 22 hours at peak load (3 pumps) Finish Floor Elevation 18.5 feet NAVD
Effective BFE Shaded Zone X (area of moderate flood hazard) Pump Station Operation
Capital improvements for increased capacity are not necessary for the McCarthy Pump Station. However, to enhance operational efficiencies and minimize pump cycling, it is recommended to have the pump starts rotate so that each motor will start no more than five times per hour.

During the February 2017 flood event on Coyote Creek, during which the water surface in the creek was within a few feet from the top of the levee at this pump station, backwater in the creek caused water to spill out of the pump station discharge surge chamber. Each of the pump discharge pipes has an individual 48-inch diameter flap gate. Access to the surge chamber is through a bolt-down steel plated cover designed for pressure conditions. Further investigation into the condition and operational efficacy of the bolt-down cover and each individual pump discharge flap gate within the surge chamber is recommended.
1638
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-9
Abbott Pump Station
Facility ID SD-4
Location 1225 N Abbott Avenue
Discharges to Lower Penitencia Creek at STA 46+50
Design WSEL at Discharge Location 10.9 feet NAVD
Outfall Invert Elevation 18.3 feet NAVD
Storage 27 ac-feet in lagoon
Tributary Area 53 acres (park and industrial)
Station Capacity 24 cfs
Required Capacity 17 cfs
Excess Capacity 17 cfs
10-year Lagoon Level 9.5 feet NAVD
100-year Lagoon Level 10.3 feet NAVD
Located on Abbott Avenue, the facility serves as a recreational and aesthetic feature inside an industrial park. If the pump station is functioning properly, there is no problem with flooding in the area. Pump motors have recently been rewound, and the station is in good working order.

However, the prime drivers are electric motors without any provision for standby power. If the pump station’s power supply were to fail during a 24-hour storm, the lagoon could exceed the maximum ponding level. Ponding levels above 12.0 feet NAVD will begin to flood the adjacent property, so making standby power provisions will reduce the risk of flooding in extreme events.

Since the last master plan update, the pump motors have been rebuilt.

Equipment Schedule
Pumps (2) Aurora axial flow pumps rated 5,350 gpm at 16 feet TDH Prime Power (2) Westinghouse 30 hp vertical electric motors (480V, 3 phase) Standby Power None
Fuel Storage n/a
Finished Floor Elevation 13.7 feet NAVD
Effective BFE 10.3 feet NAVD
Deficiencies

1. The pump station is not provided with standby power in the form of an emergency engine-generator set; so, if the power were to fail during an intense storm, adjacent properties could be flooded depending upon prior lagoon levels and duration of the power outage.

2. Abbott Pump Station discharges to Penitencia Creek via twin 18-inch diameter high-density polyethylene outfalls through the western levee without flap gates. However, the discharge outfalls are almost 1.5 feet above the design water surface in Penitencia Creek. Should water levels ever exceed the design freeboard, the situation would exceed the design condition because any water that runs back through the pump discharge pipes into the lagoon would eventually cause the pumps to start. Hence, this “deficiency” does not require remedial action. 1639
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Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-10
Capital Improvement Recommendation
Providing emergency standby power is a Low Priority project associated with the Abbott station. (Note that engine-generator sizing is approximate only and requires a full load analysis.). The engine-generator should be in a building like the pump house to preserve this station’s aesthetic feel. Estimated capital costs are summarized in Table 4-5.

Table 4-5: Medium Priority CIP for Abbot Pump Station
Capital Improvement Estimated Cost
125 kW standby engine-generator $225,000
Automatic transfer switch $75,000
Electrical modifications $100,000
Building for standby power equipment and site improvements $200,000 Construction Subtotal $600,000
Engineering, CM, and Administration (20%) $120,000
Contingencies (50% nominal) $380,000
$1,100,000
Supplemental Recommendation
A style of pump with fewer maintenance requirements might be more appropriate at this pump station.

In 2005 a pump specialist recommended the replacement of the existing line shaft pumps with axial flow submersible pumps because, in his opinion, they should require less maintenance and experience less corrosion. The pump specialist’s recommendation is retained in this Storm Drain Master Plan as information only.

Repair and the replacement of parts for the two existing pumps would cost about $60,000. If the impellers are not available “off the shelf”, the disassembled pump(s) would likely take up shop space while awaiting delivery of that part. This would add shop rental costs to the costs already enumerated. The cost to replace the existing Aurora Verti-Line 14P pumps with the same pump type would be about $300,000. Replacement of the existing pumps with axial flow submersible pumps requiring less maintenance is about $250,000.
1640
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-11
Minnis Pump Station
Facility ID SD-5
Location 1125 N Milpitas Boulevard
Discharges to Calera Creek at STA 1+50
Design WSEL at Discharge Location 9.6 feet NAVD 88
Storage None
Tributary Area 30 acres (commercial and industrial)
Station Capacity 33 cfs
10-year Inflow 8.5 cfs
100-year Inflow 20 .4cfs
Excess Inflow 12.6 cfs
Located off North Milpitas Boulevard, the Minnis Pump Station drains a low-lying area adjacent to Minnis Circle that cannot drain by gravity into Calera Creek. The station is located within a mapped 100-year special flood hazard area (Zone AH Elevation 16 feet NAVD). A projected capacity deficit exists for the 100-year inflow. However, even if this capacity deficit were to be corrected, the area would still be subject to 100-year flooding from Calera Creek until Valley Water solves Calera Creek’s capacity issues.

Therefore, improving pump station capacity has been downgraded from medium priority to low priority.

However, when the Minnis station gets scheduled for long-term replacement (Chapter 9), pumping capacity should be increased to 100-year as described below.

The station is equipped with recently replaced submersible electric pumps and motors, and a set of plugs and automatic transfer switch for standby power if a portable generator can be made available.

The pump station is a duplex Flygt-style station with submersible pumps and motors mounted on a rail with a 14-inch quick disconnect discharge elbow. The pumps are housed in an 11-foot square underground structure. Personnel do not enter this structure but rather pull the rail systems pumps to the surface for lubrication and repair. Electrical meters and controls are enclosed in weatherproof housings and mounted on a pedestal above the pump access slab.

Since the last master plan update, the pumps and motors have been replaced and a portable standby power with ATS has been added.

Equipment Schedule
Pumps (2) Flygt CP 3300 submersible electric rated 4,500 gpm at 45 feet Standby Power Trailer mounted portable with automatic start and transfer switch Control Power 120 VAC (no backup)
Fuel Storage n/a
Finished Slab 16.7 feet NAVD
Effective BFE 15.9 feet NAVD (Zone AH)
Deficiencies
Pump station capacity is not sufficient for the influent 100-year design flow, and without pumping, this water becomes trapped by the Calera Creek floodwall. Given that there is sufficient reaction time to bring portable standby power to the site and the pump station has more than 100-year discharge capacity, no capital improvement project is identified for Minnis Pump Station. 1641
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-12
Penitencia Pump Station
Facility ID SD-6
Location La Honda Drive
Discharges to Lower Penitencia Creek at STA 57+50
Design WSEL at Discharge Location 10.0 feet NAVD
Storage Hall Memorial Park Lagoon
Tributary Area 215 acres (residential)
Station Capacity 65 cfs
10-year Inflow 64.4 cfs
100-year Inflow 80.4 cfs
10-year Lagoon Level 8.3 feet NAVD
100-year Lagoon Level 9.0 feet NAVD
Top of Lagoon Bank 14 feet NAVD
This ancient pump station sits across Penitencia Creek from the Hall Park Lagoon. A 60-inch gravity bypass pipe allows storm runoff to drain when creek levels are low. Another 60-inch pipe crosses beneath the creek and ties the lagoon to the pump station wet well. This pipe enters the lagoon in a bubble-up box equipped with a combination flap gate and slide gate. With the slide gate open, water levels in the lagoon and wet well equalize, so the system behaves as a single detention pond. In combination with available lagoon storage, the pumping station has sufficient capacity. A discharge standpipe, located above the creek floodwall elevation, provides backflow protection from Penitencia Creek. While the facility remains operational, it needs to be completely replaced soon.

Using the Jarad Global Positioning System and a rod to measure water depths, Schaaf & Wheeler conducted surveys of the lagoon between July 20 and July 25, 2000. The references used were the North American Vertical Datum of 1988 (NAVD88) and the North American Horizontal Datum of l983 (NAD83).

Since the last master plan update, the engines have been rebuilt.

Storage Capacity
Based on the survey, Hall Park Lagoon can store about 25 acre-feet before spilling north onto Abbott Avenue. Its summer water surface elevation is 6.4 feet, and the average depth of bottom sediment is about 1.5 feet. The lake overflows when its water surface elevation reaches about 13.5 feet.

Lagoon Odors
During the fall, when the City draws down the lake in preparation for winter storms, some neighbors have complained of odors. Adding oxygen can minimize odors caused by the activity of microbes in the sediment and water. Aerators were not operating at Hall Park during Schaaf & Wheeler’s survey. Operating the aerators could reduce odors if the one-foot reduction in water surface during the winter is a problem because the lagoon becomes very shallow (about a foot deep). A microbiologist could help identify and implement further biological and chemical solutions.

Storm Drain Backup
All of the storm drain outfalls into the lagoon are above the summer water surface elevation of 6.4 feet, so lagoon water is not likely to back up into neighboring storm drains during the summer months. Design lagoon levels are based upon the 2000 survey of Hall Park Lagoon and the pumping equipment data and operating levels contained herein. Figure 4-3 shows the storage-elevation curve for the lagoon. 1642
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-13
Figure 4-3: Storage Elevation Curve for Hall Memorial Park Lagoon Pump Station Equipment Schedule
Pumps (3) Fairbanks Morse 6310 axial flow (700 rpm, 40 hp, 9,750 gpm at 12 feet TDH) (1) Fairbanks Morse 6360 (840 gpm 7.5 hp electric jockey) Prime Power (3) Fiat 8041I05 diesel engines rated at 60 hp Standby Power Not required
Finish Floor Elevation 14.3 feet NAVD
Effective BFE 15.4 feet NAVD
Capital Improvement Recommendation
Given its age and the equipment condition, a complete station replacement for the Penitencia Pump Station is a High Priority, including raising the floor above the base flood elevation. Based on a survey of available storage volume, the resulting 100-year water surface elevation of 10.1 feet is less than the spill elevation. It does not affect storm drain performance or recommended improvements, so the assumed pump station capacity and operation do not necessarily need to be modified. Detailed design will need to account for proper submergence for pump operation and maintain sump dimensions recommended by the Hydraulic Institute and pump manufacturers. The new axial flow pumps will likely be electric motor driven with a standby diesel engine-generator set that may require Tier 4 emissions control equipment. Estimated capital costs are provided in Table 4-6. 1643
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-14
Table 4-6: High Priority CIP for Penitencia Pump Station Capital Improvement Estimated Cost
Demolish existing structure and equipment $500,000
Wetwell and sump modifications, trash rack $1,000,000
Furnish and install (3) axial flow pumps $700,000
Furnish and install new motors and electrical panels $1,250,000 New pump station building $700,000
Automatic standby power generator $750,000
Site grading and pump discharge outfall construction $600,000 Construction Subtotal $5,500,000
Engineering, CM, and Administration (20%) $1,000,000
Contingencies (50% nominal) $3,500,000
$10,000,000
1644
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-15
Wrigley-Ford Pump Station
Facility ID SD-7
Location Levee access from Marylinn Drive
Discharges to Berryessa Creek at STA 24+00
Design WSEL at Discharge Location 10.1 feet NAVD
Storage Forebay and channel storage
Tributary Area 760 acres (commercial and industrial)
Station Capacity 432 cfs
10-year Inflow 297.6 cfs
100-year Inflow 408.2 cfs
Excess Capacity 23.8 cfs
The downstream reach of Wrigley-Ford Creek was created when Valley Water realigned the original Berryessa Creek channel in 1974. To prevent Berryessa Creek flows from backing up into the old channel, a flood-gate structure with three 60-inch discharge pipes was built in 1976. At the time, Wrigley-Ford Creek’s high flows would combine with high Berryessa stages and flood residential properties adjacent to the old channel. High water surface elevations in Wrigley-Ford Creek also made local drainage to that creek problematic.

In 1991 Valley Water built the Wrigley-Ford Pump Station to pump tributary creek flows into Berryessa Creek, eliminating the local flooding and gravity drainage problems. This pump station is outfitted with a weir and low flow gravity bypass system so that the pumps only operate when hydrologic conditions warrant. Recirculation piping was also constructed, enabling the pump station to be tested before each storm season using a limited amount of water that is generally available year-round. A resistive load bank furnished for the standby diesel engine-generator set so that the EG-set may be exercised and tested against load during the summer months.

Equipment Schedule
Pumps (3) Couch EC54 axial flow (240 rpm, 130 hp, 65,000 gpm at 5.8 feet TDH) (1) Flygt 3102X-441 submersible (500 gpm 5 hp electric jockey) Prime Power (3) US Motors Model RE 150hp, 1200 rpm horizontal electric motors (3) Amarillo Gear Co. 5:1 right angle propeller pump drive Standby Power 400 kV Caterpillar 3406TA diesel engine-generator set (600 hp) Fuel Storage 500 gallons; 24 hours with 3 pumps, 52 hours with 1 pump Control Power 120 VAC backed up by 24 VDC batteries with charger Finish Floor Elevation 20.7 feet NAVD
Effective BFE 16.4 feet NAVD
Pump Station Operation
Capital improvements are not necessary for the Wrigley-Ford Pump Station. Originally set pump operating levels may still be used, as they will ensure that the pumps do not start more than twice per hour as recommended by the motor manufacturer. The pumps regularly rotate, allowing all three pumps to alternate for lesser storm events, and using forebay and channel storage prevent cycling. 1645
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-16
Berryessa Pump Station
Facility ID SD-8
Location Folsom Circle
Discharges to Berryessa Creek at STA 48+75
Design WSEL at Discharge Location 10.3 feet (NAVD 88)
Storage 52 acre-feet based on 2000 survey of Hidden Lake Tributary Area 550 acres (res. and commercial)
Station Capacity 150 cfs
10-year Inflow 187 cfs
100-year Inflow 329.1 cfs
Normal Lake Level 9.0 feet NAVD
10-year Lake Level 9.0 feet NAVD
100-year Lake Level 13.3 feet NAVD (not including Calera Creek overflows) Allowable Lake Level 12.0 feet NAVD
Lake Spill Elevation 13.5 feet NAVD
Hidden Lake was originally constructed as a storm drainage detention facility to act as a forebay for the Berryessa Pump Station, serving residential and commercial areas on both sides of Berryessa Creek. A 60-inch diameter storm drain crosses the creek and drains the Beresford Meadows area and the Town Center. The current operating practice is to use this lake as an aesthetic amenity throughout the year. Residents have complained of objectionable odors and sights whenever the City has lowered the normal water level for winter pumping in the past.

Using the Jarad Global Positioning System and a rod to measure water depths, Schaaf & Wheeler conducted surveys of Hidden Lake between July 20 and July 25, 2000. The references used were the North American Vertical Datum of 1988 (NAVD88) and the North American Horizontal Datum of 1983 (NAD83). This lake can store about 52 acre-feet before spilling north onto Erie Circle (Figure 4-4). Its summer water surface elevation is 8.8 feet, and the average depth of bottom sediment is about 0.75 feet. The lake overflows when its water surface reaches about 13.5 feet in elevation. Local street grades are about 14 feet in elevation. Some flooding of adjacent properties can be expected in a 100-year runoff event once the lagoon elevation reaches about 12 feet.

Berryessa Pump Station was rehabilitated in 2006, including installing replacement equipment and the elevations of all controls to the flood-proofed elevation of 16.78 feet NAVD. Electrical equipment has been replaced since 2013. Although the building itself is not flood-proofed, equipment essential to pump function that would fail if submerged is raised above the regulatory flood elevation. The electric motor, air intake stationary louver, main distribution panel, metering panel, jockey pump starter, and backup diesel engine have all been raised above the minimum flood-proofing elevation. In addition, conduits are run from the ceiling. With these essential elements above water, the pumps can operate if the building itself is flooded. Electronic controls have also recently been replaced. Occasional problems with odors during low lake levels have been resolved using aerators.

Since the last master plan update, the electronics have been replaced. 1646
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-17
Figure 4-4: Storage Elevation Curve for Hidden Lake
Equipment Schedule
Pumps
(3) Berkeley 30M26 580 rpm 140 hp axial flow rated 22,500 gpm at 14 feet TDH
(1) Berkeley 10K3M 7.5 hp 650 gpm jockey
Prime Power (3) Waukesha-Scania\F67D3U 150 hp diesel engines (1) GE 240V, 3φ electric motor (jockey)
Standby Power Not required
Control Power 120 VAC backed up by 24 VDC batteries with charger Fuel Storage 1,000 gallons; ~48 hours run time at peak load Flood-proofed Elevation 16.8 feet NAVD
Effective BFE 17.0 feet NAVD
Deficiencies
There are no identified pump station deficiencies and no recommended capital improvements. 1647
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-18
Manor Pump Station
Facility ID SD-9
Location Marylinn Ave. and Barker St.

Discharges to Lower Penitencia Creek at STA 90+00
Design WSEL at Discharge Location 9.5 feet NAVD
Storage Wet Well Only
Tributary Area 146 acres (residential and commercial)
Station Capacity 95 cfs
10-year Inflow 95.7 cfs
100-year Inflow 113.3 cfs
Residential and commercial areas drain to the Manor Pump Station, which activates when the adjacent 21-inch diameter bypass can no longer drain local runoff into Penitencia Creek, either because it becomes overloaded, or the creek stage is high.

Since the last master plan update, the pumps and motors have been rebuilt.

Equipment Schedule
Pumps (3) Flygt 7060-885, 880 rpm, 85 hp submersible axial flow (14,000 gpm at 12’) (1) Flygt CP-3102 submersible centrifugal jockey pump (5 hp) at 600 gpm Standby Power 600A automatic transfer switch for on-site engine-generator Control Power 120 VAC backed up by 24 VDC batteries with charger Fuel Storage n/a
Electrical Pad Elevation 18.2 feet NAVD
Effective BFE 16.0 feet NAVD
A third axial flow pump has been added to the pump station since the completion of the 2001 master plan, so the station now has adequate capacity for the design 10-year inflow. The pumps and motors were recently rebuilt.

Deficiencies
There are no identified pump station deficiencies and no recommended capital improvements. 1648
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-19
Spence Creek Pump Station
Facility ID SD-10
Location 11 Butler Street
Discharges to Lower Penitencia Creek at STA 110+00
Design WSEL at Discharge Location 9.1 feet NAVD
Storage Wetwell Only
Tributary Area 109 acres (residential and commercial)
Station Capacity 94 cfs
10-year Inflow 43.5 cfs
100-year Inflow 68.0 cfs
Excess Capacity 8cfs
*Note pump station inoperable at time of study
Residential and commercial areas drain to Spence Creek until Penitencia Creek backwater forces runoff over a weir into the Spence Creek Pump Station. This facility discharges water to Lower Penitencia Creek through 600 feet of 42" diameter RCP force main. At the time of the master plan update, this station was inoperable due to pump equipment issues, electrical issues, and pump control issues.

This pump station is needed based on the 10-year storm CTP model. Figure 4-5 shows that without the pump, residential areas will become inundated.
1649
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-20
Figure 4-5: 10-year Inundation With and Without Spence Creek Pump Station Equipment Schedule
Pumps (2) Flygt 7080-885, 880 rpm, 215 hp submersible axial flow (21,000 gpm at 26’) (1) Flygt CP-30856 submersible centrifugal jockey pump (3 hp) at 300 gpm Standby Power 800A Kirk-Key Interlock (manual transfer switch) for portable engine-generator Control Power 120 VAC backed up by 24 VDC batteries with charger Fuel Storage n/a
Electrical Pad Elevation 18.2 feet NAVD
Effective BFE 18.0 feet NAVD
Deficiency
The station is inoperable, and while a plug and manual transfer switch are provided for a portable engine generator-set, there is no guarantee that either the EG-set or personnel to plug it in and turn it on will be available when power fails. Without any associated flood storage, adjacent areas will begin to flood just as soon as the power is gone. (This can occur with relatively minor storms if Penitencia Creek levels preclude gravity drainage.) The station needs to be retrofit with a permanent skid-mounted 400kW engine generator-set equipped with an automatic transfer switch to provide emergency power whenever the PG&E power supply fails, and there is a call for one of the pumps. Electrical work is required to make the station operational, and the current bubbler level sensor needs replacement. [Low Priority] 1650
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-21
Capital Improvement Recommendation
Permanent standby power needs to be furnished at the site. Estimated capital costs are:

Table 4-7: Low Priority CIP for Spence Creek Pump Station Capital Improvement Estimated Cost
800A automatic transfer switch $60,000
Motor Control Center modifications $80,000
Miscellaneous electrical work $40,000
400kW EG-Set in acoustic enclosure $240,000
Engineering and Administration (20%) $80,000
Contingency (50%) $250,000
CIP Cost $750,000
1651
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-22
Bellew Pump Station
Facility ID SD-11
Location 481 Murphy Ranch Road
Discharges to Coyote Creek at STA 616+00
Design WSEL at Discharge Location 32.7 feet NAVD
Storage Wet well only
Tributary Area 270 acres (industrial)
Station Capacity 375 cfs
10-year Inflow 45.6 cfs
100-year Inflow 49.7 cfs
Excess Capacity 325.3 cfs
Located at the end of Bellew Drive within the Milpitas Business Park Development, this facility drains the industrial area located between Coyote Creek and Interstate 680; from State Highway 237 to the HetchHetchy aqueduct. This station has excess capacity to discharge the 100-year inflow.

Since the last master plan update, the underground fuel tank has been replaced with a belly tank under the emergency generator.

Equipment Schedule
Pumps (3) Cascade 42MF axial flow (460 rpm, 600 hp, 56,000 gpm at 29 feet TDH) (1) Cascade 10MF 3,100 gpm 40 hp electric jockey
Prime Power (2) Baldor 1,800 rpm 600 hp electric motors with variable frequency drive (1) Caterpillar 3412 diesel engine rated at 750 hp (2,100 rpm) Standby Power 650 kW diesel generator to run electric motors Control Power 120 VAC backed up by 24 VDC batteries with charger Fuel Storage 2,500 gallons; 72 hours at peak load (direct drive engine) 1,450 gallons for diesel generator
Finish Floor Elevation 25.2 feet NAVD
Effective BFE Shaded Zone X (area of moderate flood hazard) Identified Deficiencies
Capital improvements are not necessary to maintain adequate pumping capacity at the Bellew Pump Station. However, during the Coyote Creek flood event of 2017, which produced water surface elevations in the creek that were a few feet from spilling over the levee at the Bellew Pump Station outlet, the outlet itself was submerged and water was flowing back through the pump discharge into the station wet well.

City crews tried to improve the backflow prevention but could not; an engineered solution is needed to prevent creek backflow when the outlet is submerged and prevent excessive pump cycling due to high stage at Coyote Creek.
1652
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-23
Murphy Pump Station
Facility ID SD-12
Location 801 Murphy Ranch Road
Discharges to Coyote Creek at STA 636+00
Design WSEL at Discharge Location 34.0 feet NAVD
Storage Wet well only
Tributary Area 130 acres (industrial)
Station Capacity 200 cfs
10-year Inflow 118.8 cfs
100-year Inflow 197.5 cfs
Excess Capacity 2.5 cfs
Located just south of the Hetch-Hetchy aqueduct in the Milpitas Business Park Development, this facility drains the industrial area located between Coyote Creek and Interstate 680; from Hetch-Hetchy to Tasman Drive. This station has excess capacity to discharge the 100-year inflow. A control system upgrade is planned soon.

Equipment Schedule
Pumps (3) Cascade 30MF axial flow (525 rpm, 250 hp, 30,000 gpm at 27 feet TDH) (1) Cascade 8MF 2,900 gpm 25 hp electric jockey
Prime Power (3) Cumins NT655P diesel engines rated at 335 hp (2,600 rpm) Standby Power Not required
Control Power 120 VAC backed up by 24 VDC batteries with charger Fuel Storage 2,000 gallons; 120 hours at peak load (3 pumps) Finish Floor Elevation 27.7 feet NAVD
Effective BFE Shaded Zone X (area of moderate flood hazard) Identified Deficiencies
Capital improvements are not necessary to maintain adequate pumping capacity at the Murphy Pump Station. However, during the Coyote Creek flood event of 2017, which produced water surface elevations in the creek that were a few feet from spilling over the levee at the Murphy Pump Station outlet, the outlet itself was submerged and water was flowing back through the pump discharge into the station wet well. City crews tried to improve the backflow prevention but could not; an engineered solution is needed to prevent creek backflow when the outlet is submerged and prevent excessive pump cycling due to high stage at Coyote Creek.

Control systems have exceeded their life expectancy and with performance issues becoming increasingly problematic, control system rehabilitation is a high priority project expected to cost $250,000. 1653
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Pump Stations
Schaaf & Wheeler Page 4-24
Oak Creek Pump Station
Facility ID SD-13
Location 1521 McCarthy Boulevard
Discharges to Coyote Creek at STA 678+00
Design WSEL at Discharge Location 38.3 feet NAVD
Storage Wet Well and Pipe
Tributary Area 280 acres (industrial)
Station Capacity 320 cfs
10-year Inflow 102.5 cfs
100-year Inflow 216.4 cfs
Excess Capacity 103.6 cfs
Oak Creek Pump Station drains an industrial area at the southwestern corner of Milpitas, between Coyote Creek and Interstate 680 Tasman Drive to Montague Expressway. Because the direct-drive engines appear to be slightly overloaded when the Coyote Creek stage is high, they tend to run warm. A control system upgrade is planned soon.

Equipment Schedule
Pump (3) Aurora 36P axial flow (590 rpm, 600hp, 48,000 gpm at 28.5 feet TDH) (1) Aurora 10LM 2,900 gpm 25 hp electric jockey
Prime Power (3) Caterpillar 3408 diesel engines rated at 480 hp (2,100 rpm) Standby Power Not required
Fuel Storage 2,000 gallons; 80 hours at peak load (3 pumps) Finish Floor Elevation 33.7 feet NAVD
Effective BFE Shaded Zone X (area of moderate flood hazard) Identified Deficiencies
Capital improvements are not necessary to maintain adequate pumping capacity at the Oak Creek Pump Station. However, during the Coyote Creek flood event of 2017, which produced water surface elevations in the creek that were a few feet from spilling over the levee at the Oak Creek Pump Station outlet, the outlet itself was submerged and water was flowing back through the pump discharge into the station wet well. City crews tried to improve the backflow prevention but could not; an engineered solution is needed to prevent creek backflow when the outlet is submerged and prevent excessive pump cycling due to high stage at Coyote Creek.

Milpitas Storm Drainage Master Plan October 1, 2021
Operations, Maintenance, and Replacement
Schaaf & Wheeler Page 5-1
Chapter 5: Operations, Maintenance, and Replacement
The intent of this Master Plan is not as a treatise on storm drain system operations and maintenance requirements or techniques (City operations and maintenance staff are the foremost authorities on this subject.) Rather, some foresight provided into anticipated ongoing maintenance schedules, including periodic replacement of major storm drain system components.

Milpitas is over 60 years old, and some of its older storm drainage infrastructures, particularly pumping equipment, are reaching the end of its useful life. Over the next several decades, major equipment replacements will be needed, and the City needs to set aside sufficient funds for annual facility maintenance and a systematic long-term replacement program, as outlined in Chapter 6.

General Maintenance Regimen
Table 5-1 presents very general criteria that may be useful in establishing a routine maintenance regimen. Again, city staff will have the best feel for the necessary frequency and extent of ongoing maintenance on a system-by-system basis. Also, maintenance needs will fluctuate depending upon seasonal and annual factors, particularly the amount of precipitation, and to a lesser extent, the general climate.

It is vitally important that all collection, storage, and pumping systems be in working order prior to the start of Milpitas’s wet season near the end of October. Realizing the limited number of maintenance staff and the finite number of hours in a year, it is a given that certain items will have higher priorities than others.

Table 5-1: Storm System Maintenance Guidelines
Category Schedule
Inlet Inspection annually (summer-fall)
Inlet Cleaning as required (ongoing)
Storm Drainpipe Cleaning continuous if possible (ongoing) Channel Cleaning annually (fall)
Detention Basin Dredging every ten years
Wet Well Cleaning annually (fall)
Direct Observation/Inspection monthly (year-round)
Pump Exercising monthly (year-round)
Engine Exercising monthly at full load (year-round)
Equipment Lubrication per manufacturers’ recommendations Preventative Maintenance per Equipment O&M annually (spring) Clean and Polish Diesel Fuel/Remove Water annually (fall) Underground Storage Tank Inspection weekly
Aboveground Storage Tank Inspection monthly
Motor / Engine Control Testing annually (fall)
Collection System Maintenance
The storm drain and channel system cannot function if one of its components is plugged. Even though hydraulic analyses say criteria are met, blocked inlets, pipes, or channels will cause flooding, potentially with serious consequences; lagoons and pumping forebays need to be monitored and periodically dredged to preserve design capacities. Even the most rigorous maintenance programs cannot prevent all problems during a storm event; still, problems must not accumulate. 1655
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Operations, Maintenance, and Replacement
Schaaf & Wheeler Page 5-2
It is also important to maintain the more natural drainage features such as open channels and lagoons as drainage features, so they do not become jurisdictional and require extensive regulatory permits to perform what should be routine maintenance.

Based on system history, the most significant problems occur at the base of the foothills, where sediment- and debris-laden runoff are easily carried within the steeper pipes and streets. This sediment and debris, some of which originates outside of the city limits in unincorporated Santa Clara County, are deposited as the topography flattens out to the west.

Adding debris basins and modifying inlets along Evans Road and Piedmont Road could help with the maintenance effort. Depending on the desired frequency for maintenance, storage in debris basins made to handle sediment and debris as described in Chapter 3. Retrofitting certain storm drain inlets to mimic the existing inlet for Piedmont Creek on Piedmont Road, as shown in Figure 5-1, would also help ease downstream maintenance.

Figure 5-1: Trash and Debris Protection at Piedmont Creek Inlet Another area of concern is where so-called “self-cleansing” velocities of two feet per second are not maintained even with significant runoff. This circumstance may occur in larger diameter pipelines, particularly in the terminal drainage areas west of Interstate 880. Collection systems in terminal drainage areas have been designed to handle the 100-year discharge where pipes are continuously submerged in water due to backwater from pump stations.
1656
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Operations, Maintenance, and Replacement
Schaaf & Wheeler Page 5-3
Open Channel Maintenance
Open channels are important to maintain to allow for proper stormwater drainage from the city storm drain system. Debris and overgrown vegetation in open channels owned by the City should be removed to keep creek levels low so that stormwater in the collection system can drain out and not surcharge.

There are surcharges causing flooding in the storm drain network in the existing system due to high creek levels in Wrigley-Ford Creek. Figure 5-2 shows that decreasing the Manning’s roughness coefficient of Wrigley-Ford Creek to reflect the effects of maintained creek results in reduced surcharges in the collection system. Figures 5-3 and 5-4 show the creek WSEL profile with and without maintenance allowed by the Wrigley-Ford Creek maintenance permit for 10-year and 100-year storm.

Figure 5-2: Wrigley-Ford Creek Flooding with and Without Maintenance for 10-Year Storm 1657
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Operations, Maintenance, and Replacement
Schaaf & Wheeler Page 5-4
Figure 5-3: 10-Year Storm Profile with and without Maintenance on Wrigley, Ford, and Wrigley-Ford Creek
1658
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Operations, Maintenance, and Replacement
Schaaf & Wheeler Page 5-5
Figure 5-4: 100-Year Storm Profile with and without Maintenance on Wrigley, Ford, and Wrigley-Ford Creek
1659
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Operations, Maintenance, and Replacement
Schaaf & Wheeler Page 5-6
Pumping Facility Maintenance
Pumping stations are critical to maintain since mechanical or electrical failure can jeopardize system operation. Each pump station should have a bound copy of its site-specific operations and maintenance manual on-site, and all personnel need to be familiar with the contents of these manuals.

Proper equipment lubrication and maintenance following manufacturers’ recommendations (which must be included in the operations and maintenance manual) is essential to efficient operation and longevity, particularly when one considers how infrequently pump operation may occur. For this reason, any pump station control system that does not automatically alternate lead and lag pump status so that each pump within a station operates roughly the same number of hours every year should be retrofit to do so.

Appendix B outlines pump station design, maintenance, and operation features that can help further the maintenance effort. All engine drive units installed run on diesel fuel. Table 5-2 summarizes the recommended frequency.

Table 5-2: Typical Maintenance Frequency for Engines and EG Sets Maintenance Task Operating
Time
Calendar
Time
Inspect fuel, oil level, coolant
Inspect air cleaner, battery
Clean governor linkage, breather, air cleaner
Clean fuel filter, replace oil filter, change crankcase oil, check switchgear
Clean commutator, collector rings, relays, cooling
system; inspect brushes, valve clearances, starting
and stopping systems, water pump
Check injectors, grind valves (if required), remove
carbon, clean oil passages, replace secondary fuel
filter, clean generator, and grease bearings
8 hr
50 hr
100 hr
200 hr
500 hr
1000 hr
1 m
1 yr
1 yr
1 yr
1 yr
2 yr
Municipal Regional Stormwater Permit Requirements
Milpitas participates in the Santa Clara Valley Urban Runoff Pollution Prevention Program (SCVURPPP) as a co-permittee under the California Regional Water Quality Control Board San Francisco Bay Region (Water Board) Municipal Regional Stormwater NPDES Permit (Order No. R2-2015-0049). Also referred to as the “MS4 Permit” or “MRP”, it became effective November 19, 2015. Requirements outlined in the City’s MS4 Permit are subject to change. As such, this storm drain master plan does not intend to document specific NPDES requirements or their implementation; but rather provide a brief background regarding the requirements likely to affect system-wide operation and maintenance. An allowance is made in Chapter 6 for typical annual costs to satisfy system-wide permit requirements. A permit update (MRP3.0) is in the draft form currently and anticipated to be adopted in 2021.

Regulatory Background
The Water Board has found that stormwater runoff from urban and developing areas within the San Francisco Bay region contains significant sources of pollutants that contribute to water quality impairment in the waters of the region. In Milpitas, these could include creeks, streams, and San Francisco Bay. In conformance with the Clean Water Act, the Water Board has established total maximum daily loading limits (TMDLs) for various pollutants to gradually eliminate the water bodies’ impairment and attain water quality standards.
1660
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Operations, Maintenance, and Replacement
Schaaf & Wheeler Page 5-7
As a co-permittee, Milpitas is required to effectively prohibit the discharge of anything other than stormwater into storm drain systems and watercourses. It is specifically prohibited from discharging rubbish, refuse, sediment, or other solid wastes into surface waters or anywhere such trash will eventually transport to surface waters, including floodplain areas.

Routine Practices
Implement best management practices (BMPs) to control and reduce polluted stormwater and nonstormwater discharges to storm drains and watercourses during operation, inspection, and routine repair and maintenance activities of municipal facilities and infrastructure, including storm drain infrastructure.

These practices apply to:
• Road repair and maintenance
• Sidewalk and other hardscape repairs, maintenance, and cleaning • Structural maintenance (e.g., bridge repair) and graffiti removal • Stormwater pump station operation and maintenance
• Corporation yard activities
• Construction sites
• Pesticide toxicity control
Milpitas must implement an industrial and commercial site control program at all sites that could reasonably be considered to cause storm water runoff pollution. Routine inspections and enforcement to abate actual or potential pollution sources need to be consistent with an Enforcement Response Plan prepared to confirm the implementation of appropriate and effective pollutant controls by industrial and commercial site operators. In addition, Milpitas is responsible detecting and eliminating illicit discharges by any party within its jurisdiction. An illicit discharge program shall be developed and implemented to include active surveillance, a centralized point of contact for complaints, a tracking system, and reporting.

Public outreach and water quality monitoring, which can be collaborative with other co-permittees such as the Santa Clara Valley Water District, also permit requirements.

New Development and Redevelopment
Milpitas administers the implementation of new development and redevelopment projects to comply with the Municipal Regional Stormwater Permit requirements. For regulated projects (which is a function of size, land use, and location), this includes project review and permitting in the areas of site design, onsite stormwater treatment, hydro-modification management, landscaping, trash enclosures, plumbing, swimming pool water disposal, and fire test water disposal. The MS4 Permit does allow the City to consider the construction of regional stormwater treatment facilities in lieu of treatment on individual building sites. Such regional stormwater treatment facilities are not factored into capital planning for the stormwater system described in this master plan document.

Green Infrastructure
The City of Milpitas Green Infrastructure Plan (GI Plan) aims to gradually transform the urban landscape and storm drainage systems from “gray” to “green”. It involves shifting from having stormwater runoff flow directly off impervious surfaces into the storm drainage system to having runoff flow into a local, sustainable system such as draining into vegetated areas for infiltration and evaporation, collecting runoff for non-potable uses, using permeable pavements, and treating runoff with biotreatment. This green infrastructure will help limit the transport of pollutants in stormwater by reducing runoff. Coordinating the proposed CIP projects with street greening can lower the marginal cost of stormwater management. 1661
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Operations, Maintenance, and Replacement
Schaaf & Wheeler Page 5-8
Trash Capture
Trash originating from the city’s Municipal Separate Sewer System (MS4) must be captured before it enters the waterways by the year 2022 (the draft permit may revise the deadline to 2023). The City is accomplishing this through full trash capture systems and devices located at individual storm drain inlets.

One example is the screening device at Wrigley-Ford Pump Station. It is outside the scope of the master plan to identify and model these devices; however, the design and operation of these devices may result in impediments to flow and the potential to cause localized flooding. This needs consideration during the locating and design of these devices, and ongoing operations and maintenance.

System Replacement
With predominantly reinforced concrete pipe, collection system materials can be expected to last indefinitely, so a major replacement schedule for the pipe is not presented. System breaks, joint misalignment, and other problems do occur, of course, so periodic collection system rehabilitation has been included with the estimated annual maintenance cost.

On the other hand, pumping facilities rely heavily on mechanical and electrical equipment that will wear out, particularly since the stations are not operated constantly. On average, pumping equipment can be expected to last anywhere from 20 to 30 years with proper maintenance. Structural facilities should last much longer – at least 50 years – although metal, wood, and even concrete surfaces all require regular care.

Table 5-3 lists Milpitas’ pumping facilities, their approximate age, and possible dates for mechanical and electrical equipment replacement to be completed within 5-year intervals based on input from City staff.

Major rehabilitation might include complete pump station replacement, depending upon the circumstances. City maintenance crews need to monitor the condition of these facilities and prepare for system replacement several years in advance.

More detailed pump station assessments are provided in Chapter 6. Thorough individualized pump station assessments should be made prior to undertaking major equipment replacement or station rehabilitation.

Table 5-3: Pumping Facility Replacement
ID
Station
Name
Originally
Built
Age
(years)
Recent
Equipment
Replacement
Proposed Schedule for
Equipment Replacement Major Rehabilitation
1 California Cr 1983 38 2030 2070
2 Jurgens 1989 32 Ventilation High Priority CIP High Priority CIP 3 McCarthy 1994 27 2045 2075
4 Abbott 1983 38 Equip rehab/motors 2040 2070
5 Minnis1 1978 43 Pumps/ATS 2050 2050
6 Penitencia1 1960 61 Engines rebuilt High Priority CIP High Priority CIP 7 Wrigley-Ford 1993 28 2035 2070
8 Berryessa2 1977 44 electronics 2045 2045
9 Manor 1993 28 Pumps and motors 2040 2070
10 Spence Ck 1988 33 2030 2065
11 Bellew3 1985 36 2060 2060
12 Murphy 1983 38 2035 2070
13 Oak Creek 1979 42 2025 2055
1Scheduled as High-priority CIP
2All pumping, electrical, and control equipment replaced and flood-proofed in 2006 3Two engines replaced with electric motors, variable frequency drives, and controls in 2012 1662
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Storm Drainage Funding Requirements
Schaaf & Wheeler Page 6-1
Chapter 6: Storm Drainage Funding Requirements
This chapter summarizes budget requirements to fund Capital Improvement Program projects described in Chapter 3, and facility maintenance and replacement as outlined in Chapter 4 and 5. Table 6-1 summarizes these projects.

Table 6-1: Comprehensive Master Plan CIP Projects
CIP Project Priority
CAL_2 High
CAL_3 High
COCHES_5 High
BERRY_10 High
Inlet Replacements High
Murphy Pump Station High
Penitencia Pump Station High
CAL_1 Low
CAL_4 Low
COCHES_8 Low
WF_11 Low
LP_12 Low
WF_13 Low
LP_14 Low
Wrigley-Ford Creek Maintenance Low
Abbott Pump Station Low
Jurgens Pump Station High
Spence Creek Pump Station Low
LP_15 Extension
LP_16 Extension
LP_17 Extension
LP_18 Extension
Table 6-2 summarizes estimated annual costs for implementing the proposed priority Capital Improvement Program, near-term equipment replacement, facility maintenance, and future facility replacement. All cost estimates are in 2020 dollars (ENR Index = 10,000). Annual equal payment capital recovery costs assume 20-year financing with a six percent interest rate. The cost of money associated with actual project timing is assumed to be included with CIP contingencies. CIP implementation estimates in Table 6-2 assume that where feasible, the parallel pipe alternative will be selected to save cost. To set aside sufficient funds for future work, the amortized annual costs for low priority projects are not calculated since these optional projects would likely be built only with outside funding in conjunction with other work.
1663
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Storm Drainage Funding Requirements
Schaaf & Wheeler Page 6-2
Table 6-2: Storm Drainage Funding Requirements
Category Present Worth Annualized Cost
High Priority CIP Implementation $40,000,000 $3,500,000 Long-Term Equipment Replacement $43,000,000 $3,500,000
Annual Operations and Maintenance --- $2,500,000
Total Budget $83,000,000 $9,500,000
Spread over Milpitas’ 6,048 acres of developed or developable land, the average annual cost per acre is $1,570 to fund high priority Master Plan improvements, replace equipment and maintain storm drainage facilities.

Cost Basis of Capital Improvement Program
Chapter 3 discusses evaluation criteria used to prioritize improvements. Based on hydrologic and hydraulic analyses of stormwater collection and pumping facilities, master plan improvements will bring systems into compliance with performance criteria. This is a master plan level effort. Hence, many of the practical constraints that will govern the detailed design and construction of actual infrastructure improvements are unknown at this time, such as:
• Utility interference and relocation;
• Right-of-way and/or easement availability;
• Traffic control requirements;
• Geotechnical and hazardous waste conditions;
• Archaeological discoveries and environmental impacts; and/or • Regulatory and permitting requirements.

Since these impacts cannot be estimated with any certainty, this master plan’s approach is to estimate capital improvement costs based on current construction market conditions and apply 10% for mobilization and demobilization, 5% for traffic control, and 40% on contingency. A 40% contingency has been included to account for 15% design and 25% construction contingency. Table 6-3 and 6-4 provides unit cost information for storm drain collection systems. Table 6-5 summarizes the calculation of estimated CIP cost by Master Plan improvement priority. Costs are based on bids and other data from past storm drain projects adjusted to the current ENR index.

Table 6-3: Storm Drainpipe Collection Costs per Lineal Foot (All costs in 2020 dollars)
Diameter 18" 24" 30" 36" 42" 48" 54" 60" 72" 84" 94”
Pipe 283 350 447 516 614 692 789 898 1,171 1,590 1,920
10% Mob/Demob 28 35 45 52 61 69 79 90 117 159 192
5% Traffic Control 14 18 22 26 31 35 39 45 59 80 96
40% Contingency 113 140 179 206 246 277 316 359 469 636 768 Total Unit Cost 439 543 693 800 952 1,073 1,223 1,392 1,816 2,465 2,976 1664
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Storm Drainage Funding Requirements
Schaaf & Wheeler Page 6-3
Table 6-4: Storm Drain Manhole Costs per Unit
(All costs in 2020 dollars)
Diameter 18" 24" 30" 36" 42" 48" 54" 60" 72" 84" 94”
Manhole 13,369 13,655 13,941 14,228 14,514 14,801 16,080 16,406 18,268 20,915 23,005 10% Mob/Demob 1,337 1,366 1,394 1,423 1,451 1,480 1,608 1,641 1,827 2,091 2,301 5% Traffic Control 668 683 697 711 726 740 804 820 913 1,046 1,150 40% Contingency 5,347 5,462 5,577 5,691 5,806 5,920 6,432 6,562 7,307 8,366 9,202 Total Unit Cost 20,722 21,165 21,609 22,053 22,497 22,941 24,923 25,429 28,315 32,418 35,658 Table 6-5: Storm Drain Capital Improvements Costs
(All costs in 2020 dollars)
Category Cost
High Priority CIP $40,000,000
Low Priority CIP $24,000,000
Extension CIP $1,000,000
Total Budget $65,000,000
Annual Maintenance Costs
Existing storm drainage infrastructure and new improvements to be constructed from the CIP must be operated and maintained as described in Chapter 5. Based on these regimens and input from City staff, the annual funding levels summarized by Table 6-6 are recommended for facility operation, preventative maintenance, programmed replacement, and mandated non-point source control programs. Some allowance should also be made for increased power and fuel costs for pumping.

Table 6-6: Storm Drain Annual Operation and Maintenance Costs (All costs in 2020 dollars; ENR = 13,500)
Category Cost
Annual Operations $600,000
Preventative Maintenance $500,000
Wrigley-Ford Creek Maintenance $800,000
NPDES Permit Compliance $300,000
Programmed Replacement $300,000
Total Annual Costs $2,500,000
Cost of Major Facility Replacement
Replacing major mechanical equipment for pumping stations is outside of the annual allowance made for programmed replacement. Detailed cost estimates to replace equipment at the Abbott Pump Station and Oak Creek Pump Station have been prepared. Estimated costs in 2020 dollars for other pump station replacement projects are based on the unit costs indicated in Table 6-7. Equal payment series capitalrecovery fund amounts for equipment replacement and major rehabilitation are given in Table 6-8, based on an interest rate of six percent, and beginning to accumulate the annual fund in 2020. 1665
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Storm Drainage Funding Requirements
Schaaf & Wheeler Page 6-4
Table 6-7: Storm Pumping and Storage Unit Costs
(All costs in 2020 dollars; ENR = 13,500)
Category Unit Cost
Axial Flow Pump and Driver
Direct Drive Engine
Engine-Generator Set
Pump Building
Storage Excavation
$3,500 per cfs of capacity
$950 per horsepower
$700 per kilowatt
$400 per square foot
$40 per cubic yard
Table 6-8: Pumping Facility Replacement
ID Facility Next Scheduled Replacement Second Scheduled Replacement Year Cost Annual Fund Year Cost Annual Fund
1 California Circle 2030 $1,000,000 $136,000 2070 $2,000,000 $129,000 2 Jurgens CIP $0 $0 2075 $3,000,000 $185,000
3 McCarthy 2040 $3,000,000 $262,000 2080 $5,000,000 $313,000 4 Abbott CIP $0 $0 2050 $1,000,000 $73,000
5 Minnis 2050 $1,000,000 $73,000 2080 $1,000,000 $63,000 6 Penitencia CIP $0 $0 2070 $2,500,000 $161,000
7 Wrigley-Ford 2035 $2,000,000 $206,000 2065 $3,000,000 $226,000 8 Berryessa 2045 $3,000,000 $234,000 2060 $1,000,000 $67,000 9 Manor 2040 $1,000,000 $87,000 2070 $1,000,000 $65,000 10 Spence Creek CIP $0 $0 2065 $1,000,000 $65,000
11 Bellew (2012) $0 $0 2055 $3,000,000 $208,000
12 Murphy CIP $0 $0 2070 $3,000,000 $193,000
13 Oak Creek 2025 $2,000,000 $475,000 2055 $3,000,000 $208,000 Total $13,000,000 $1,500,000 $30,000,000 $2,000,000
1666
Item # 16.

Milpitas Storm Drainage Master Plan October 1, 2021
Appendices
A-1
Appendix A Storm Drain Inundation Maps
1667
Item # 16.

Milpitas
Storm Drainage CIP
CAL_1
Tice Drive
SD Improvements

Page 1 of 15 ends

Milpitas City CouncilAugust 9, 2022

Milpitas City Council
August 9, 2022