Agenda, regular meeting — Adelanto City Council, February 14, 2024 (part 2 of 3)

Date
Effluent WEEKLY Influent
286
5122 Bolsa Avenue, Suite 107• Huntington Beach, CA 92647 • (P) 714.890.7129 • (F) 714.890.7149 www.atlasenvironmental.com • License Number A729641
Since 1991
Remediation
Design and
Implementation
Programs

Groundwater,
Soil and Air
Compliance
Sampling and
Reporting

Phase I and II
Commercial and
Industrial Site
Assessments

Discharge
Permitting

Spill Prevention,
Countermeasur
es and Control

Environmental
Health and
Safety Specialists

Feasibility and
Risk Analysis

Hazardous
Waste
Management
and Monitoring

December 29, 2023
Mr. David Kachelski
Chief Plant Operator, Perc Water
City of Adelanto Waste Water Treatment Plant
11600 Air Expressway
Adelanto, California 92301
RE: Adelanto Waste Water Treatment Plant
Groundwater Monitoring Report
April 2023 Sampling
WDID No. R6V-2013-0058
Dear Mr. Kachelski,
Atlas Environmental Engineering, Inc. (ATLAS) is pleased to present the enclosed the Groundwater Monitoring Report – October 2023 Sampling, dated December 29, 2023, for the above referenced project. The report describes the semi-annual groundwater monitoring and sampling activities that occurred at the Adelanto Wastewater Treatment Plant. All sampling activities were conducted as outlined in the adopted board order #R6V-2013-0058. If you have any questions or require any additional information, please contact me at (714) 890-7129.

Sincerely,
ATLAS ENVIRONMENTAL ENGINEERING, INC.

Karl H. Kerner, P.E.

Senior Engineer
287

GROUNDWATER MONITORING REPORT
OCTOBER 2023 SAMPLING

ADELANTO WASTE WATER TREATMENT PLANT

ADELANTO, CALIFORNIA
December 29, 2023
Prepared for:

City of Adelanto Waste Water Treatment Plant
11600 Air Expressway
Adelanto, California 92301
Prepared by:

ATLAS ENVIRONMENTAL
ENGINEERING, INC.
5122 Bolsa Avenue, Suite 107
Huntington Beach, California 92649
(714) 890-7129
288
SITE LOCATION: Adelanto Waste Water Treatment Plant
OWNER/OPERATOR: City of Adelanto / PERC Water
CONTACT: Mr. David Kachelski
LEAD AGENCY: Lahontan Regional Water Quality Control Board Introduction
Site Activities this Quarter

permit compliance.
 All groundwater monitoring wells were gauged and sampled as outlined in the WDR permit. Field data was recorded onto Project Status Reports and included in Appendix B.
 Well MW-1 was replaced with well MW-1A and therefore MW-1 was not sampled.  Gauging data from well BZ-01 was coordinated and obtained from the adjacent former George Air Force Base.  Groundwater gauging summary for BZ-01 is included in Appendix C. 

Appendix B. Well locations and groundwater elevation contours are included as Figures 2 and 3.  Groundwater monitoring well completion data, current groundwater elevation data and groundwater analytical results are included as Tables 1 and 2.
 Groundwater elevation over Time Graph is included as Figure 4.  Nitrate as Nitrogen Concentrations over Time Graph is included as Figure 5.  October 18, 2023 Analytical Report and associated Chain-of-Custody are included in Appendix D.

Future Site Activities

Gauging Summary
Total Groundwater Monitoring Wells: 10
Groundwater Monitoring Wells Gauged this Quarter: 10
Groundwater Monitoring Wells Sampled this Quarter: 10
Depth to Groundwater (ft bgs): 33.68 (MW-2) to 63.96 (MW-9) SC Logistic Airport Well (Former George AFB) (ft bgs): 59.32 BZ-01 Groundwater Elevation (msl): 2769.26 (MW-9) to 2810.01 MW-1A Groundwater Gradient (ft/ft):

Groundwater Flow Direction:

Field Measurements
Conductivity 769 MW-5 to 1030 MW-1A
pH 6.76 MW-9 to 7.35 MW-1A
Temperature 23.32 MW-2 to 26.70 MW-3
Dissolved Oxygen 1.98 MW-8 to 4.35 MW-1A
Turbidity 6.10 MW-10 to 12.80 MW-5

0.01 (North of the Site) / 0.002 (South of the Site)
NTU
All groundwater monitoring wells were analyzed for the constituents listed in the WDR permit. uS/cm
pH Units
mg/L
Measurements
Minimum Detection Maximum Detection Reported In
o
C

GROUNDWATER MONITORING REPORT
OCTOBER 2023 SAMPLING
DECEMBER 29, 2023
On October 18, 2023, groundwater monitoring and sampling were conducted as part of the semi-annual schedule for WDR Approximately 26.4 gallons of groundwater were purged prior to sampling wells using low flow sampling techniques.

The work has been conducted in accordance with the California Regional Water Quality Control Board Lahontan Region’s Board Order No. R6V-2013-0058 Waste Discharge Requirements (WDR) for Adelanto Waste Water Treatment Plant. A site description and geologic and hydrologic information are included in Appendix A and site vicinity map included as Figure 1.

ADELANTO WASTE WATER TREATMENT PLANT
Purge water was disposed of on adjacent land surfaces at each well. Low flow sampling procedures are included in Semi-annual groundwater monitoring and sampling anticipated for April 2024 and reporting by June 2024.

Variable
5122 Bolsa Avenue, Suite 107 • Huntington Beach, CA 92649 • (P) 714.890.7129 • (F) 714.890.7149 www.atlasenvironmental.com • License Number A729641
AWWTP-OCT2023xls Page 1 of 3
289
290
Attachments
Figures
Figure 1 - Site Vicinity Map
Figure 2 - Groundwater Monitoring Well Locations
Figure 3 - Groundwater Elevation Contour
Figure 4 - Groundwater Elevation over Time Graph
Figure 5 - Nitrate as N Concentrations over Time Graph
Tables
Table 1 - Groundwater Monitoring Well Completion Data
Table 2 - Current Groundwater Quality Analysis
Table 3 - Historic Groundwater Quality Analysis
Appendix A
Site Description, Geologic and Hydrogeologic Background Appendix B
October 2023 Project Status Reports, Field Data Sheets and Sampling Procedures Appendix C
Groundwater Gauging Summary - BZ-01
Appendix D
October 2023 Analytical Report and Chain-of-Custody
5122 Bolsa Avenue, Suite 107 • Huntington Beach, CA 92649 • (P) 714.890.7129 • (F) 714.890.7149 www.atlasenvironmental.com • License Number A729641
AWWTP-OCT2023xls Page 3 of 3
291

FIGURES
292
USGS Map Name: Adelanto, California
5122 Bolsa Ave, #107
Huntington Beach,
California 92649

ADELANTO WASTE WATER TREATMENT PLANT
19101 JONATHAN STREET
ADELANTO, CALIFORNIA 92301

SITE VICINITY MAP
FIGURE 1
SITE
293
294
295
2750
2760277027802790280028102820
07/06/09 11/18/10 04/01/12 08/14/13 12/27/14 05/10/16 09/22/17 02/04/19 06/18/20 10/31/21 03/15/23 07/27/24 E‐Water (ft msl)
Date
FIGURE 4
Groundwater Elevation over Time
Adelanto Wastewater Treatment Plant
Adelanto, California
MW‐1AMW‐2MW‐3MW‐4MW‐5MW‐6MW‐7MW‐8MW‐9MW‐10
296
0 2468
10121416182022242628303234363840
07/06/09 11/18/10 04/01/12 08/14/13 12/27/14 05/10/16 09/22/17 02/04/19 06/18/20 10/31/21 03/15/23 07/27/24 Nitrate as N (mg/L)
Date
Figure 5
Nitrate as Nitrogen Concentrations over Time
Adelanto Wastewater Treatment Plant
Adelanto, California
MW‐1AMW‐2MW‐3MW‐4MW‐5MW‐6MW‐7MW‐8MW‐9MW‐10
297
TABLES
298
DIAMETER SCREEN Total SWE
(inches) INTERVAL Depth (ft msl)
(ft bgs) (ft bgs)
MW‐1 2 150‐172 172 ‐
MW‐1A 4 80‐100 101 2844.46
MW‐2 2 90‐120 120 2839.83
MW‐3 2 90‐120 120 2846.24
MW‐4 2 61‐101 101 2849.28
MW‐5 2 69‐114 114 2858.89
MW‐6 2 40‐89.5 89.5 2833.24
MW‐7 4 75‐105 106 2842.57
MW‐8 4 55‐85 86 2833.6
MW‐9 4 74‐104 105 2833.22
MW‐10 4 70‐100 101 2850.75
Notes:

SWE ‐ Surveyed Well Elevation
ft msl ‐ Feet Mean Sea Level
ft bgs ‐ Feet Below Ground Surface
WELL ID
TABLE 1
WELL CONSTRUCTION DETAIL
ADELANTO WASTE WATER TREATMENT PLANT
ADELANTO, CALIFORNIA

Page 1 of 1 ends

299
MW‐1A 10/18/23 2844.46 34.45 2810.01 1030 7.35 26.05 4.35 8.70 500 1.90 0.78 97 92 0.32 0.5 MW‐2 10/18/23 2839.83 33.68 2806.15 885 6.81 23.32 2.52 10.00 470 3.70 <0.20 99 95 0.38 0.6 MW‐3 10/18/23 2846.24 43.78 2802.46 877 7.07 26.70 2.60 12.60 490 0.49 0.38 96 100 0.28 0.4 MW‐4 10/18/23 2849.28 55.40 2793.88 803 6.94 25.48 3.41 12.00 500 2.00 2.00 100 110 0.18 0.5 MW‐5 10/18/23 2858.89 62.38 2796.51 769 6.81 26.40 3.51 12.80 480 2.80 2.80 90 110 0.065 0.6MW‐6 10/18/23 2833.24 38.85 2794.39 900 6.78 24.40 3.20 9.20 500 0.83 0.72 100 100 0.40 0.6MW‐7 10/18/23 2842.57 54.88 2787.69 920 7.32 25.31 2.52 10.50 530 1.00 1.00 110 110 0.28 0.4 MW‐8 10/18/23 2833.60 41.95 2791.65 924 6.91 24.30 1.98 7.80 500 1.30 1.10 100 100 0.39 0.5MW‐9 10/18/23 2833.22 63.96 2769.26 947 6.76 24.76 4.18 6.90 580 1.30 1.30 110 120 0.29 0.4 MW‐10 10/18/23 2850.75 53.05 2797.70 881 7.09 25.20 3.28 6.10 520 1.90 1.90 100 110 0.18 0.4 SWE TDSDTW ftE‐Water ft msl‐ Chemical std units
NS mg/lN/A J+ Re‐sampled on alternate date due to lab holding time expiration for sample 10/18/2021. Nephelometric Turbity Unit NTU Standard pH units
No MCL or California Secondary MCL for Drinking Water Milligram per liter or parts per millionNot Available / Not Accessible / No Sample Collected Result is above the MDL, but below the PQL; Value is approximateDepth to Water FeetElevation of Water Feet Mean Sea Level Chloride
(mg/L)
Sulfate
(mg/L)
Boron
(mg/L)
Fluoride
(mg/L)
Notes:

Survey Well Elevation Total Dissolved Solids
Temperature
(oc) DO (mg/L) Turbidity (NTU) TDS (mg/L) Total Nitrogen (mg/L) Nitrate as Nitrogen (mg/L) TABLE 2
CURRENT GROUNDWATER QUALITY ANALYSIS
Adelanto Wastewater Treatment Plant
Adelanto, California
Sample ID Sample Date SWE (ft msl)
FIELD MEASUREMENTS LABORATORY ANALYSES
DTW
(ft)
E‐Water
(ft msl) Cond. (uS/cm) pH (pH Units)

Page 1 of 1 ends

300
MW‐1A 2/23/2012 2844.46 2781.36 5.30 5.3
MW‐1A 5/17/2012 2844.46 2781.36 7.80 7.8MW‐1A 8/15/2012 2844.46 2780.98 7.50 7.5MW‐1A 11/15/2012 2844.46 2781.47 7.00 7MW‐1A 2/13/2013 2844.46 2779.36 4.50 4.5MW‐1A 5/16/2013 2844.46 2792.27 21.00 21MW‐1A 7/11/2013 2844.46 2794.56 3.80 3.8MW‐1A 4/18/2014 2844.46 2800.64 0.20 2.7MW‐1A 10/17/2014 2844.46 2798.66 0.34 0.2MW‐1A 4/15/2015 2844.46 2802.66 2.70 0.34MW‐1A 10/22/2015 2844.46 2799.42 0.20 0.2MW‐1A 4/14/2016 2844.46 2798.31 0.44 0.44MW‐1A 10/13/2016 2844.46 2804.7 0.84 0.84MW‐1A 4/14/2017 2844.46 2801.29 1.20 1.2MW‐1A 10/12/2017 2844.46 2801.45 0.51 0.51MW‐1A 4/19/2018 2844.46 2801.67 0.20 0.2MW‐1A 10/18/2018 2844.46 2806.01 0.50 0.5MW‐1A 4/11/2019 2844.46 2805.56 0.17 0.17MW‐1A 10/17/2019 2844.46 2803.36 0.69 0.69MW‐1A 4/16/2020 2844.46 2806.96 0.59 0.59MW‐1A 10/23/2020 2844.46 2803.31 1.60 1.6MW‐1A 4/7/2021 2844.46 42.42 2802.04 903 6.88 18.97 6.22 480.00 1.00 0.73 110 100 0.36 0.5 MW‐1A+ 12/03/21 2844.46 36.70 2807.76 840 7.70 21.11 4.11 460.00 0.83 0.83 120 110 0.37 0.5 MW‐1A 4/13/22 2844.46 40.06 2804.40 734 7.06 21.66 6.23 6.60 470 0.59 0.43 110 96 0.70 0.5MW‐1A 10/19/22 2844.46 36.27 2808.19 776 7.09 25.70 5.32 15.70 510 0.74 0.46 100 100 0.32 0.6MW‐1A 4/19/23 2844.46 38.60 2805.86 802 6.90 22.96 3.85 6.90 110 0.73 0.54 110 100 0.38 0.6MW‐1A 10/18/23 2844.46 34.45 2810.01 1030 7.35 26.05 4.35 8.70 500 1.90 0.78 97 92 0.32 0.5 MW‐2 12/18/2010 2839.83 2784.23MW‐2 2/23/2011 2839.83 2784.08MW‐2 6/9/2011 2839.83 2783.73MW‐2 8/22/2011 2839.83 2784.33MW‐2 10/24/2011 2839.83 2783.15MW‐2 2/23/2012 2839.83 2782.35 0.20 0.2MW‐2 5/17/2012 2839.83 2782.63 0.20 0.2MW‐2 8/15/2012 2839.83 2781.59 0.20 0.2MW‐2 11/15/2012 2839.83 2781.61 0.20 0.2MW‐2 2/13/2013 2839.83 2779.46 0.20 0.2MW‐2 5/16/2013 2839.83 2785.9 5.90 0.2MW‐2 10/11/2013 2839.83 2790.33 3.20 3.2MW‐2 4/18/2014 2839.83 2796.02 0.20 0.71MW‐2 10/17/2014 2839.83 2797.93 0.20 0.2MW‐2 4/15/2015 2839.83 2798.32 0.71 0.2MW‐2 10/22/2015 2839.83 2796.04 0.20 0.2 MW‐2 4/14/2016 2839.83 2801.08 0.20 0.2MW‐2 10/13/2016 2839.83 2801.58 0.20 0.2 Boron
(mg/L)
Fluoride
(mg/L)
Temperature
(oc) DO (mg/L) TDS (mg/L) Total Nitrogen (mg/L) Nitrate as Nitrogen (mg/L) Turbidity (NTU) TABLE 3
HISTORICAL GROUNDWATER QUALITY ANALYSIS
Adelanto Wastewater Treatment Plant
Adelanto, California
Sample ID Sample Date SWE (ft msl)
FIELD MEASUREMENTS LABORATORY ANALYSES
DTW
(ft)
E‐Water
(ft msl)
Chloride
(mg/L)
Sulfate
(mg/L) Cond. (uS/cm) pH (pH Units)

Page 1 of 7 ends

301
Boron
(mg/L)
Fluoride
(mg/L)
Temperature
(oc) DO (mg/L) TDS (mg/L) Total Nitrogen (mg/L) Nitrate as Nitrogen (mg/L) Turbidity (NTU) TABLE 3
HISTORICAL GROUNDWATER QUALITY ANALYSIS
Adelanto Wastewater Treatment Plant
Adelanto, California
Sample ID Sample Date SWE (ft msl)
FIELD MEASUREMENTS LABORATORY ANALYSES
DTW
(ft)
E‐Water
(ft msl)
Chloride
(mg/L)
Sulfate
(mg/L) Cond. (uS/cm) pH (pH Units)
MW‐2 4/14/2017 2839.83 2799.33 0.55 0.55MW‐2 10/12/2017 2839.83 2799.33 0.32 0.32MW‐2 4/19/2018 2839.83 2799.98 1.20 1.2MW‐2 10/18/2018 2839.83 2808.94 2.20 2.2MW‐2 4/11/2019 2839.83 2809.27 0.20 0.2MW‐2 10/17/2019 2839.83 2801.55 0.36 0.36MW‐2 4/16/2020 2839.83 2810.59 0.20 0.2MW‐2 10/23/2020 2839.83 2810.07 0.20 0.2MW‐2 4/7/2021 2839.83 39.57 2800.26 872 7.39 20.42 1.40 480.00 1.80 0.63 100 100 0.42 0.7MW‐2 10/18/21 2839.83 36.22 2803.61 906 7.08 18.40 2.08 520.00 4.50 0.22 100 100 0.38 0.7MW‐2 4/13/22 2839.83 35.00 2804.83 789 6.39 22.61 2.63 23.30 520 2.10 1.10 100 100 0.73 0.7MW‐2 10/19/22 2839.83 35.00 2804.83 718 7.36 23.11 5.80 25.70 520 3.90 <0.20 110 110 0.32 0.7MW‐2 4/19/23 2839.83 34.12 2805.71 812 6.89 23.40 3.71 13.10 490 2.40 0.75 110 100 0.38 0.6MW‐2 10/18/23 2839.83 33.68 2806.15 885 6.81 23.32 2.52 10.00 470 3.70 <0.20 99 95 0.38 0.6MW‐3 12/18/2010 2846.24 2784.24MW‐3 2/23/2011 2846.24 2783.34MW‐3 6/9/2011 2846.24 2783.04MW‐3 8/22/2011 2846.24 2783.49MW‐3 10/24/2011 2846.24 2782.74MW‐3 2/23/2012 2846.24 2782.01MW‐3 5/17/2012 2846.24 2781.75MW‐3 8/15/2012 2846.24 2781.24MW‐3 11/15/2012 2846.24 2781.14MW‐3 2/13/2013 2846.24 2779.93 0.20 0.20MW‐3 5/16/2013 2846.24 2781.51MW‐3 7/11/2013 2846.24 2784.06 1.40 1.40MW‐3 4/1/2014 2846.24 2789.9 2.80 3.90MW‐3 10/1/2014 2846.24 2793.05 1.60 2.80MW‐3 4/15/2015 2846.24 2793.64 3.90 1.60MW‐3 10/22/2015 2846.24 2796.26 1.40 1.40MW‐3 4/14/2016 2846.24 2796.57 1.50 1.50MW‐3 10/13/2016 2846.24 2798.04 1.20 1.20MW‐3 4/14/2017 2846.24 2798.1 1.50 1.50MW‐3 10/12/2017 2846.24 2787.91 0.92 0.92MW‐3 4/19/2018 2846.24 2798.53 1.00 1.00MW‐3 10/18/2018 2846.24 2799.34 1.20 1.20MW‐3 4/11/2019 2846.24 2799.99 0.62 0.62MW‐3 10/17/2019 2846.24 2800.89 0.51 0.51MW‐3 4/16/2020 2846.24 2800.89 0.29 0.29MW‐3 10/23/2020 2846.24 2801.16 0.20 0.20MW‐3 4/7/2021 2846.24 45.63 2800.61 880 7.54 22.76 2.35 490.00 0.61 0.61 99 120.00 0.28 0.40MW‐3 10/18/21 2846.24 46.20 2800.04 880 8.18 20.52 1.91 510.00 0.71 0.71 94 120 0.29 0.50MW‐3 4/13/22 2846.24 43.80 2802.44 767 6.32 24.16 6.31 3.20 510 0.47 0.47 100 110 0.26 0.4MW‐3 10/19/22 2846.24 45.20 2801.04 745 7.26 24.72 3.90 24.60 500 0.85 0.45 100 110 0.25 0.4MW‐3 4/19/23 2846.24 43.60 2802.64 730 6.95 24.32 2.70 24.00 510 <0.40 0.37 110 110 0.27 0.4

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302
Boron
(mg/L)
Fluoride
(mg/L)
Temperature
(oc) DO (mg/L) TDS (mg/L) Total Nitrogen (mg/L) Nitrate as Nitrogen (mg/L) Turbidity (NTU) TABLE 3
HISTORICAL GROUNDWATER QUALITY ANALYSIS
Adelanto Wastewater Treatment Plant
Adelanto, California
Sample ID Sample Date SWE (ft msl)
FIELD MEASUREMENTS LABORATORY ANALYSES
DTW
(ft)
E‐Water
(ft msl)
Chloride
(mg/L)
Sulfate
(mg/L) Cond. (uS/cm) pH (pH Units)
MW‐3 10/18/23 2846.24 43.78 2802.46 877 7.07 26.70 2.60 12.60 490 0.49 0.38 96 100 0.28 0.4MW‐4 12/18/2010 2849.28 2783.08MW‐4 2/23/2011 2849.28 2783.28MW‐4 6/9/2011 2849.28 2782.58MW‐4 8/22/2011 2849.28 2782.28MW‐4 10/24/2011 2849.28 2781.98MW‐4 2/23/2012 2849.28 2781.47 11.00 11.00MW‐4 5/17/2012 2849.28 2781.17 12.00 12.00MW‐4 8/15/2012 2849.28 2780.7 15.00 15.00MW‐4 11/15/2012 2849.28 2780.32 21.00 21.00MW‐4 2/13/2013 2849.28 2779.88 28.00 28.00MW‐4 5/16/2013 2849.28 2779.76 20.00 20.00MW‐4 7/11/2013 2849.28 2779.78 8.20 8.20MW‐4 4/1/2014 2849.28 2782.12 6.40 6.50MW‐4 10/1/2014 2849.28 2783.49 5.20 6.40MW‐4 4/15/2015 2849.28 2784.61 6.50 5.20MW‐4 10/22/2015 2849.28 2785.77 4.30 4.30MW‐4 4/14/2016 2849.28 2787.21 4.10 4.10MW‐4 10/13/2016 2849.28 2787.58 3.70 3.70MW‐4 4/14/2017 2849.28 2789.18 4.20 4.20MW‐4 10/12/2017 2849.28 2789.03 3.60 3.60MW‐4 4/19/2018 2849.28 2789.78 3.60 3.60MW‐4 10/18/2018 2849.28 2789.76 3.70 3.70MW‐4 4/11/2019 2849.28 2790.4 3.20 3.20MW‐4 10/17/2019 2849.28 2791.23 3.00 3.00MW‐4 4/16/2020 2849.28 2791.26 2.50 2.50MW‐4 10/23/2020 2849.28 2792.31 2.40 2.40 MW‐4 4/07/21 2849.28 56.92 2792.36 892 7.85 22.82 5.16 510.00 3.10 2.40 98 120.00 0.17 0.50MW‐4 10/18/21 2849.28 57.00 2792.28 887 9.24 20.53 4.90 520.00 2.50 2.50 92 120 0.17 0.50MW‐4 4/13/22 2849.28 51.70 2797.58 753 6.77 22.88 4.80 53.90 500 1.90 1.90 96 110 0.15 0.5MW‐4 10/19/22 2849.28 56.64 2792.64 744 6.94 23.94 3.48 26.60 520 2.20 2.10 100 120 0.16 0.5MW‐4 4/19/23 2849.28 56.10 2793.18 763 7.13 23.60 4.20 18.60 510 2.20 2.20 110 120 0.18 0.5MW‐4 10/18/23 2849.28 55.40 2793.88 803 6.94 25.48 3.41 12.00 500 2.00 2.00 100 110 0.18 0.5MW‐5 12/18/2010 2858.89 2782.99MW‐5 2/23/2011 2858.89 2783.20MW‐5 6/9/2011 2858.89 2782.44MW‐5 8/22/2011 2858.89 2782.28MW‐5 10/24/2011 2858.89 2782.09MW‐5 2/23/2012 2858.89 2781.51 10.00 10.00 MW‐5 5/17/2012 2858.89 2781.26 12.00 12.00MW‐5 8/15/2012 2858.89 2780.79 11.00 11.00MW‐5 11/15/2012 2858.89 2780.49 11.00 11.00MW‐5 2/13/2013 2858.89 2779.98 13.00 13.00MW‐5 5/16/2013 2858.89 2779.89 14.00 14.00

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303
Boron
(mg/L)
Fluoride
(mg/L)
Temperature
(oc) DO (mg/L) TDS (mg/L) Total Nitrogen (mg/L) Nitrate as Nitrogen (mg/L) Turbidity (NTU) TABLE 3
HISTORICAL GROUNDWATER QUALITY ANALYSIS
Adelanto Wastewater Treatment Plant
Adelanto, California
Sample ID Sample Date SWE (ft msl)
FIELD MEASUREMENTS LABORATORY ANALYSES
DTW
(ft)
E‐Water
(ft msl)
Chloride
(mg/L)
Sulfate
(mg/L) Cond. (uS/cm) pH (pH Units)
MW‐5 7/11/2013 2858.89 2780.11 5.20 5.20MW‐5 4/18/2014 2858.89 2787.64 4.50 4.50MW‐5 10/17/2014 2858.89 2789.90 4.30 4.50MW‐5 4/15/2015 2858.89 2786.44 4.50 4.30MW‐5 10/22/2015 2858.89 2789.74 4.00 4.00MW‐5 4/14/2016 2858.89 2791.49 4.00 4.00MW‐5 10/13/2016 2858.89 2791.45 3.90 3.90MW‐5 4/14/2017 2858.89 2792.45 3.80 3.80MW‐5 10/12/2017 2858.89 2792.45 3.40 3.40MW‐5 4/19/2018 2858.89 2792.14 3.90 3.90MW‐5 10/18/2018 2858.89 2792.99 4.20 4.20MW‐5 4/11/2019 2858.89 2793.99 3.80 3.80MW‐5 10/17/2019 2858.89 2793.77 3.70 3.70MW‐5 4/16/2020 2858.89 2794.54 3.20 3.20MW‐5 10/23/2020 2858.89 2795.19 3.20 3.20 MW‐5 4/07/21 2858.89 63.70 2795.19 812 7.50 23.15 6.37 460.00 3.80 3.80 83 120.0 0.06 0.5MW‐5 10/18/21 2858.89 64.32 2794.57 806 9.09 20.64 7.20 460.00 3.80 3.80 78 120 0.051 0.5MW‐5 4/13/22 2858.89 63.72 2795.17 702 6.51 24.44 7.31 18.80 470 3.30 3.30 84 110 0.054 0.5MW‐5 10/19/22 2858.89 63.94 2794.95 720 7.35 24.22 5.36 26.30 500 3.40 3.30 92 120 0.074 0.6MW‐5 4/19/23 2858.89 63.10 2795.79 746 7.01 22.94 4.35 13.20 520 1.90 1.90 110 120 0.16 0.5MW‐5 10/18/23 2858.89 62.38 2796.51 769 6.81 26.40 3.51 12.80 480 2.80 2.80 90 110 0.065 0.6MW‐6 12/18/2010 2833.24 2773.94MW‐6 2/23/2011 2833.24 2774.09MW‐6 6/9/2011 2833.24 2773.34MW‐6 8/22/2011 2833.24 2773.43MW‐6 10/24/2011 2833.24 2773.14MW‐6 2/23/2012 2833.24 2772.47 1.60 1.60MW‐6 5/17/2012 2833.24 2772.23 2.60 2.60 MW‐6 8/15/2012 2833.24 2771.46 2.70 2.70MW‐6 11/15/2012 2833.24 2771.46 2.90 2.90MW‐6 2/13/2013 2833.24 2770.75 2.50 2.50MW‐6 5/16/2013 2833.24 2772.03 1.90 1.90MW‐6 7/11/2013 2833.24 2774.44 8.20 8.20MW‐6 4/18/2014 2833.24 2780.87 25.00 37.00MW‐6 10/17/2014 2833.24 2783.87 18.00 25.00MW‐6 4/15/2015 2833.24 2784.31 37.00 18.00MW‐6 10/22/2015 2833.24 2785.49 11.00 11.00MW‐6 4/14/2016 2833.24 2783.14 8.80 8.80MW‐6 10/13/2016 2833.24 2787.15 5.30 5.30MW‐6 4/14/2017 2833.24 2785.64 5.70 5.70MW‐6 10/12/2017 2833.24 2787.84 3.80 3.80MW‐6 4/19/2018 2833.24 2787.12 3.10 3.10MW‐6 10/18/2018 2833.24 2789.51 2.00 2.00MW‐6 4/11/2019 2833.24 2790.24 0.76 0.76MW‐6 10/17/2019 2833.24 2790.44 1.20 1.20

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304
Boron
(mg/L)
Fluoride
(mg/L)
Temperature
(oc) DO (mg/L) TDS (mg/L) Total Nitrogen (mg/L) Nitrate as Nitrogen (mg/L) Turbidity (NTU) TABLE 3
HISTORICAL GROUNDWATER QUALITY ANALYSIS
Adelanto Wastewater Treatment Plant
Adelanto, California
Sample ID Sample Date SWE (ft msl)
FIELD MEASUREMENTS LABORATORY ANALYSES
DTW
(ft)
E‐Water
(ft msl)
Chloride
(mg/L)
Sulfate
(mg/L) Cond. (uS/cm) pH (pH Units)
MW‐6 4/16/2020 2833.24 2790.52 0.42 0.42MW‐6 10/23/2020 2833.24 2789.54 0.85 0.85MW‐6 4/07/21 2833.24 43.22 2790.02 1010 8.12 21.57 2.91 560.00 0.90 0.76 120 130.0 0.37 0.5MW‐6 10/18/21 2833.24 41.63 2791.61 966 7.65 19.54 1.91 550.00 0.63 0.53 110 120.0 0.40 0.6MW‐6 4/13/22 2833.24 42.41 2790.83 791 6.00 23.88 1.91 7.50 520 0.48 0.37 100 100 0.35 0.6MW‐6 10/19/22 2833.24 40.40 2792.84 766 7.09 24.55 5.03 15.00 530 0.91 0.70 110 110 0.36 0.6MW‐6 4/19/23 2833.24 40.82 2792.42 755 7.08 23.24 4.18 9.30 520 0.51 0.51 110 110 0.38 0.5MW‐6 10/18/23 2833.24 38.85 2794.39 900 6.78 24.40 3.20 9.20 500 0.83 0.72 100 100 0.40 0.6MW‐7 2/23/2012 2842.57 2765.54 1.40 1.40MW‐7 5/17/2012 2842.57 2765.36 1.30 1.30MW‐7 8/15/2012 2842.57 2765.07 1.20 1.20MW‐7 11/15/2012 2842.57 2764.84 1.10 1.10MW‐7 2/13/2013 2842.57 2764.61 1.30 1.30MW‐7 5/16/2013 2842.57 2765.61 0.88 0.88MW‐7 7/11/2013 2842.57 2765.07 1.00 1.00MW‐7 4/1/2014 2842.57 2772.11 2.60 1.60MW‐7 10/1/2014 2842.57 2773.72 3.20 2.60MW‐7 4/15/2015 2842.57 2766.22 1.60 3.20MW‐7 10/22/2015 2842.57 2776.13 3.20 3.20MW‐7 4/14/2016 2842.57 2776.68 3.30 3.30MW‐7 10/13/2016 2842.57 2778.49 2.50 2.50MW‐7 4/14/2017 2842.57 2778.63 2.10 2.10MW‐7 10/12/2017 2842.57 2780.04 1.60 1.60MW‐7 4/19/2018 2842.57 2779.71 1.70 1.70MW‐7 10/18/2018 2842.57 2781.82 1.50 1.50MW‐7 4/11/2019 2842.57 2782.42 1.10 1.10MW‐7 10/17/2019 2842.57 2782.77 1.10 1.10MW‐7 4/16/2020 2842.57 2783.05 0.74 0.74MW‐7 10/23/2020 2842.57 2782.93 0.86 0.86MW‐7 4/07/21 2842.57 59.21 2783.36 929 7.42 22.37 2.11 520.00 1.00 1.00 100 110.0 0.27 0.4MW‐7 10/18/21 2842.57 58.00 2784.57 909 8.68 19.98 1.41 520.00 1.00 1.00 96 120.0 0.27 0.4MW‐7 4/13/22 2842.57 58.81 2783.76 806 6.42 23.88 2.19 1.60 540 0.87 0.87 100 110 0.25 0.4MW‐7 10/19/22 2842.57 56.53 2786.04 781 7.34 24.33 3.20 8.00 540 0.97 0.97 110 110 0.24 0.5MW‐7 4/19/23 2842.57 56.57 2786.00 793 6.99 22.60 2.90 9.60 540 1.10 1.10 110 110 0.27 0.4MW‐7 10/18/23 2842.57 54.88 2787.69 920 7.32 25.31 2.52 10.50 530 1.00 1.00 110 110 0.28 0.4MW‐8 2/23/2012 2833.60 2771.61 2.30 2.30MW‐8 5/17/2012 2833.60 2771.33 2.10 2.10MW‐8 8/15/2012 2833.60 2770.85 2.20 2.20MW‐8 11/15/2012 2833.60 2770.5 2.40 2.40 MW‐8 2/13/2013 2833.60 2769.87 2.30 2.30MW‐8 5/16/2013 2833.60 2770.5 1.30 1.30MW‐8 7/11/2013 2833.60 2772.22 3.00 3.00MW‐8 4/18/2014 2833.60 2777.85 16.00 5.00 MW‐8 10/17/2014 2833.60 2780.40 24.00 16.00

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305
Boron
(mg/L)
Fluoride
(mg/L)
Temperature
(oc) DO (mg/L) TDS (mg/L) Total Nitrogen (mg/L) Nitrate as Nitrogen (mg/L) Turbidity (NTU) TABLE 3
HISTORICAL GROUNDWATER QUALITY ANALYSIS
Adelanto Wastewater Treatment Plant
Adelanto, California
Sample ID Sample Date SWE (ft msl)
FIELD MEASUREMENTS LABORATORY ANALYSES
DTW
(ft)
E‐Water
(ft msl)
Chloride
(mg/L)
Sulfate
(mg/L) Cond. (uS/cm) pH (pH Units)
MW‐8 4/15/2015 2833.60 2781.45 5.00 24.00MW‐8 10/22/2015 2833.60 2782.85 33.00 33.00MW‐8 4/14/2016 2833.60 2781.11 38.00 38.00MW‐8 10/13/2016 2833.60 2784.07 21.00 21.00MW‐8 4/14/2017 2833.60 2783.16 18.00 18.00MW‐8 10/12/2017 2833.60 2785.09 12.00 12.00MW‐8 4/19/2018 2833.60 2784.6 7.10 7.10MW‐8 10/18/2018 2833.60 2786.47 4.70 4.70MW‐8 4/11/2019 2833.60 2787.34 2.80 2.80MW‐8 10/17/2019 2833.60 2787.77 2.10 2.10MW‐8 4/16/2020 2833.60 2787.92 1.30 1.30MW‐8 10/23/2020 2833.60 2787.49 1.00 1.00 MW‐8 4/07/21 2833.60 45.66 2787.94 1020 8.50 21.92 2.08 580.00 2.10 2.10 120 120.0 0.39 0.5MW‐8 10/18/21 2833.60 44.55 2789.05 951 7.36 20.12 1.59 540.00 1.20 1.20 110 120.0 0.41 0.5MW‐8 4/13/22 2833.60 45.00 2788.60 849 6.19 24.38 1.99 7.70 560 0.70 0.48 110 110 0.33 0.5MW‐8 10/19/22 2833.60 43.43 2790.17 789 7.09 23.44 5.06 14.10 540 0.52 0.39 110 110 0.35 0.5MW‐8 4/19/23 2833.60 43.38 2790.22 792 6.88 23.16 4.70 9.90 540 0.68 0.68 120 110 0.40 0.4MW‐8 10/18/23 2833.60 41.95 2791.65 924 6.91 24.30 1.98 7.80 500 1.30 1.10 100 100 0.39 0.5MW‐9 2/23/2012 2833.22 2751.21 3.70 3.70MW‐9 5/17/2012 2833.22 2751.31 3.50 3.50MW‐9 8/15/2012 2833.22 2751.19 3.20 3.20MW‐9 11/15/2012 2833.22 2750.99 3.30 3.30 MW‐9 2/13/2013 2833.22 2750.7 3.10 3.10MW‐9 5/16/2013 2833.22 2750.73 2.80 2.80MW‐9 7/11/2013 2833.22 2750.75 3.00 3.00MW‐9 4/18/2014 2833.22 2752.93 2.90 2.50MW‐9 10/17/2014 2833.22 2754.71 3.20 2.90MW‐9 4/15/2015 2833.22 2756 2.50 3.20MW‐9 10/22/2015 2833.22 2757.28 3.70 3.70MW‐9 4/14/2016 2833.22 2758.05 4.10 4.10MW‐9 10/13/2016 2833.22 2759.12 3.40 3.40MW‐9 4/14/2017 2833.22 2759.92 3.30 3.30MW‐9 10/12/2017 2833.22 2761.02 2.80 2.80MW‐9 4/19/2018 2833.22 2761.51 3.00 3.00MW‐9 10/18/2018 2833.22 2762.64 2.80 2.80MW‐9 4/11/2019 2833.22 2763.72 2.30 2.30MW‐9 10/17/2019 2833.22 2764.24 2.10 2.10 MW‐9 4/16/2020 2833.22 2765.02 1.60 1.60
MW‐9 10/23/2020 2833.22 2765.49 1.60 1.60MW‐9 4/07/21 2833.22 67.43 2765.79 1020 8.30 22.47 6.95 570.00 1.70 1.70 110 140.0 0.23 0.5MW‐9 10/18/21 2833.22 66.73 2766.49 1000 8.57 20.29 6.20 590.00 1.80 1.80 110 140.0 0.26 0.4MW‐9 4/13/22 2833.22 66.35 2766.87 861 6.43 22.33 6.79 0.00 580 1.30 1.10 110 130 0.24 0.4MW‐9 10/19/22 2833.22 65.38 2767.84 808 6.98 23.50 5.10 13.20 590 1.60 1.60 110 130 0.22 0.5MW‐9 4/19/23 2833.22 64.68 2768.54 823 6.86 23.10 6.95 8.30 590 1.60 1.60 130 140 0.28 0.4MW‐9 10/18/23 2833.22 63.96 2769.26 947 6.76 24.76 4.18 6.90 580 1.30 1.30 110 120 0.29 0.4

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306
Boron
(mg/L)
Fluoride
(mg/L)
Temperature
(oc) DO (mg/L) TDS (mg/L) Total Nitrogen (mg/L) Nitrate as Nitrogen (mg/L) Turbidity (NTU) TABLE 3
HISTORICAL GROUNDWATER QUALITY ANALYSIS
Adelanto Wastewater Treatment Plant
Adelanto, California
Sample ID Sample Date SWE (ft msl)
FIELD MEASUREMENTS LABORATORY ANALYSES
DTW
(ft)
E‐Water
(ft msl)
Chloride
(mg/L)
Sulfate
(mg/L) Cond. (uS/cm) pH (pH Units)
MW‐10 2/23/2012 2850.75 2773.95 2.80 2.80MW‐10 5/17/2012 2850.75 2774.01 2.60 2.60MW‐10 8/15/2012 2850.75 2773.77 2.70 2.70MW‐10 11/15/2012 2850.75 2773.75 3.20 3.20MW‐10 2/13/2013 2850.75 2773.32 3.50 3.50MW‐10 5/16/2013 2850.75 2775.25 3.60 3.60MW‐10 7/11/2013 2850.75 2777.57 4.80 4.80MW‐10 4/18/2014 2850.75 2784.96 4.00 4.90MW‐10 4/17/2014 2850.75 2785.83 3.10 4.00MW‐10 4/15/2015 2850.75 2787.92 4.90 3.10MW‐10 10/22/2015 2850.75 2788.33 1.70 1.70MW‐10 4/14/2016 2850.75 2790.71 1.30 1.30MW‐10 10/13/2016 2850.75 2790.41 1.00 1.00MW‐10 4/14/2017 2850.75 2791.40 1.20 1.20MW‐10 10/12/2017 2850.75 2792.55 1.20 1.20MW‐10 4/19/2018 2850.75 2791.57 1.50 1.50MW‐10 10/18/2018 2850.75 2792.93 1.50 1.50MW‐10 4/11/2019 2850.75 2793.42 1.10 1.10MW‐10 10/17/2019 2850.75 2794.16 1.80 1.80MW‐10 4/16/2020 2850.75 2794.01 1.40 1.40MW‐10 10/23/2020 2850.75 2794.45 1.30 1.30MW‐10 4/07/21 2850.75 55.60 2795.15 979 7.80 20.97 1.87 530.00 1.50 1.40 110 110.0 0.35 0.4MW‐10 10/18/21 2850.75 56.04 2794.71 943 8.66 19.14 1.93 570.00 2.00 2.00 100 120.0 0.33 0.4MW‐10 4/13/22 2850.75 55.93 2794.82 784 6.47 22.72 4.00 3.60 520 <1.6 1.50 110 110 0.18 0.4MW‐10 10/19/22 2850.75 54.86 2795.89 753 6.98 24.33 3.85 16.20 540 1.70 1.70 110 110 0.21 0.5MW‐10 4/19/23 2850.75 54.05 2796.70 750 6.94 23.00 4.32 10.00 1900 1.90 1.90 110 110 0.18 0.4MW‐10 10/18/23 2850.75 53.05 2797.70 881 7.09 25.20 3.28 6.10 520 1.90 1.90 100 110 0.18 0.4 SWE TDSDTW ftE‐Water ft msl‐ Chemical std unitsNS mg/lN/A J+ NTU No MCL or California Secondary MCL for Drinking WaterNot Available / Not Accessible / No Sample CollectedRe‐sampled on alternate date due to lab holding time expiration for sample 10/18/2021. Nephelometric Turbity UnitDepth to WaterElevation of Water Notes:

Survey Well Elevation Total Dissolved Solids
FeetFeet Mean Sea LevelStandard pH unitsMilligram per liter or parts per millionResult is above the MDL, but below the PQL; Value is approximate

Page 7 of 7 ends

307

APPENDIX A
308
AEEI JOB NO.: AWWTP Q423
DATE: 2023

GROUNDWATER MONITORING WELLS

WELL ID
DTW
(feet)
TOTAL
VOLUME
PURGED DTB DIA.

Screen
Interval
Milliliters (mL) Feet Inch Feet
CDTW
(feet)
SWE
(ft msl)
E-WAT (ft
msl)
MW-1A 34.46 10000 104.30 4.00 80-100 34.46 2844.46 2810.00 No Odor / Clear MW-2 33.68 10000 118.25 2.00 90-102 33.68 2839.83 2806.15 No Odor / Clear MW-3 43.78 10000 115.70 2.00 90-102 43.78 2846.24 2802.46 No Odor / Clear MW-4 55.40 10000 99.75 2.00 61-101 55.40 2849.28 2793.88 No Odor / Clear MW-5 62.38 10000 111.10 2.00 69-114 62.38 2858.89 2796.51 No Odor / Clear MW-6 38.85 10000 85.15 2.00 40-89.5 38.85 2833.24 2794.39 No Odor / Clear MW-7 54.88 10000 107.45 4.00 75-105 54.88 2842.57 2787.69 No Odor / Clear MW-8 41.95 10000 88.55 4.00 55-85 41.95 2833.60 2791.65 No Odor / Clear MW-9 63.96 10000 106.60 4.00 74-104 63.96 2833.22 2769.26 No Odor / Clear MW-10 53.05 10000 103.65 4.00 70-100 53.05 2850.75 2797.70 No Odor / Clear

E X P L A N A T I O N

DTW - DEPTH TO WATER FROM SUR DTP - DEPTH TO PRODUCT FROM SURFACE

MEASUREMENTS IN FEET DTB - DEPTH TO BOTTOM DIA - WELL DIAMETER CDTW - CORRECTED DEPTH TO WATER FOR PRESENCE OF FREE PRODUCT (USING SPECIFIC GRAVITY OF 0.755) NA - NOT AVAILABLE

SWE - SURVEYED WELL HEAD ELEVAE-WAT - ELEVATION OF WATER

R E M A R K S
All purged water was discharged on the ground next to the well. Low flow sampling conducted.

GROUNDWATER REMOVED: 100000 mL
DATA RECORDED BYVC ENTERED BY: JD

PROJECT STATUS REPORT
Adelanto Waste Water Treatment Plant
(AWWTP)
11600 Air Expressway
Adelanto, California 92301

ATLAS ENVIRONMENTAL
ENGINEERING, INC.
5122 BOLSA AVENUE, SUITE 107
HUNTINGTON BEACH, CA 92649
(714) 890 - 7129
OCTOBER 18,
Semi-Annual
ELEVATION Notes
309
310
311
312
313
314
315
316
317
318
319
Site Description
The subject site is located in the northern portion of the City of Adelanto, approximately 2,500 feet east of US Highway 395, northeast of the intersection of Auburn Avenue and Jonathan Street, in the County of San Bernardino. A site vicinity map is included as Figure 1. The Southern California Logistics Airport (former George Air Force Base) lies approximately, 0.5 miles due east of the site. The site lies at an elevation of approximately 2,842 feet above mean sea level. With the exception of the Shadow Mountain area north of Adelanto, topography across the area is relatively flat and featureless, sloping gently towards the north-northeast at an average gradient of approximately 25 feet per mile. The only surface water drainage of any observable significance is close proximity to the site is a desert wash that extends in a northwestsoutheast manner about 2,000 feet due west and 3,000 feet due south of the site. This drainage joins Fremont Wash approximately 3.5 miles northwest of the site, and from there finds confluence with the Mojave River near the own of Helendale, approximately 11 miles northeast of the site.

The facility began treating wastewater in 1998 with an initial design capacity of 1.5 MGD. Treated effluent is discharged into a series of excavated percolation ponds along the northern and central portions of the site. Since 1998, the amount of effluent required to be handled by the facility has risen significantly. Recent improvements to the facility have resulted in the significant increase in plant capacity to 3.0 MGD, and as of March 2013, the WWTP no longer bypasses excess wastewater to the Victor Valley Wastewater Reclamation Authority (VVWRA) treatment plant, but handles, treats, and disposes of all waste it receives onsite.

The facility includes ten (10) groundwater monitoring wells (MW-1A, MW-2 through MW-10) that are used to monitor groundwater conditions surrounding the facility.

Groundwater monitoring well locations are depicted on Figure 2.

Well installation activities were conducted in 1998 for wells MW-2 and MW-3, 2011 for wells MW-7, MW-8, and MW-9. Due to the extended screen length in existing well MW1, well MW-1A was installed as a replacement well for well MW-1 to provide a shallower screen depth that were more consistent with wells MW-2 through MW-10.

Current semi-annual groundwater monitoring and sampling only includes wells MW-1A, MW-2 through MW-10. The wells are sampled every April and October as outlined in the WDR permit. A summary of the completion detail is included as Table 1. 320
Geologic and Hydrogeologic Settings
The subject site is located in the high desert region of the Mojave Desert of southern California. The area is situated on a broad erosional plain of coalescing alluvial fans.

Geologic units Characteristic of alluvial fans include interbedded deposits of clastic sediments and eroded debris laid down in high energy fluvial systems such as braided stream channels and flood events typical of desert environments. Subsurface materials included interbedded layers of sands, silts, gravels and cobbles, and other varying mixtures. Clay layers, calcareous soils (cacliche), and evaporite deposits can occur but are generally of limited thickness and areal extent.

The subject site is part of the Mojave River Valley Groundwater Basin (which includes upper, middle and lower sub-basins), and are managed by the Mojave Water Agency.

Regional groundwater flow direction are to the north-northeast toward the Mojave River.

According to the California Department of Water Resources, there are two distinct waterbearing units present in the area of the subject site1 . The first is described as a Pleistocene
and younger floodplain unit (called the “Floodplain Unit”) that extends 50 to 200 feet deep in the Basin. The other is described as a Pliocene and younger fan unit (called the “Fan Unit”) that includes unconsolidated to partially consolidated alluvial fan deposits up to 1,000 feet thick. The available geologic information suggests that the site is primarily underlain by the Fan Unit.
1 California’s Groundwater, California Department of Water Resources Bulletin 118, update 2/27/2004, Upper Mojave River Valley Groundwater Basin.
321

APPENDIX B
322

PROCEDURE FOR LOW-FLOW (MINIMAL DRAWDOWN) PURGING AND SAMPLING Introduction
The Low-Flow purging and sampling technique is the preferred procedure for groundwater sampling under a wide range of hydrogeologic settings. The objective of low-flow/minimal drawdown purging is to obtain a sample that is most representative of the ambient groundwater conditions near the well, taking into consideration aquifer heterogeneities and site-specific subsurface conditions, without imparting bias due to excessive pump rates or formation stress.

The Low-Flow method of purging and sampling involves using a pump to purge water at a constant low rate to achieve field parameter stabilization, while minimizing stress on the aquifer. This method has been well documented as a preferred methodology for collecting representative samples from groundwater (Low-Flow (Minimal Drawdown), Ground-Water Sampling Procedures, Puls and Barcelona, USEPA, April 1996). LowFlow purging is considered by leading researchers as superior to bailing and high-rate pumping and results in a more representative sample than the typical “three volume” well purge methodology or well evacuation.

This procedure is accomplished by measuring field parameters at periodic intervals during purging with a flow cell container. The flow cell is an inline purge cell, which will allow the sample technician to constantly monitor field water quality parameters such as temperature, pH, dissolved oxygen, and conductivity. Other techniques or containers can be used to collect samples for periodic measurements, provided that periodic and representative samples can be collected.

The following sections provide a general discussion on each aspect of the Low-Flow procedure with bulleted items being procedural steps.

Equipment
Dedicated pumps are ideal for low flow purging. Sites that have observation wells without dedicated pumps will require the use of portable (non-dedicated) pumps (bailers cannot to be used for low-flow purging). The sampling team should have all equipment necessary for purging and sampling wells at low flow rates. Other equipment may include:
o Water Level Tape or other water level measuring device; o Flow cell to monitor field parameters;
o Calibrated purge water container;
o Dedicated pump system or disposable sample tubing (for non-dedicated pumps); and
o Field Meters for pH, Temperature, Dissolved Oxygen, and Conductivity/Specific Conductance.

Prior to each sampling event the field probes will be calibrated in accordance with the owner’s manual provided and the site-specific sampling plan. Field probes should be checked for drift every four hours or at the end of the day at a minimum. 323

PROCEDURE FOR LOW-FLOW (MINIMAL DRAWDOWN) PURGE AND SAMPLING 1 It is important to identify the range, resolution and accuracy of the instruments used to determine if the selected stabilization criteria can be measured. If the instruments available cannot accurately measure the stabilization criteria above, consult with the regulatory program manager to determine if different criteria values would be appropriate for your sampling program.

Decontamination
Sites that have observation wells without dedicated pumps will require the use of nondedicated pumps. All non-dedicated equipment used during the purging and sampling process must be decontaminated prior to each use, including tubing, unless it is disposable):
o Downhole equipment, such as a water level indicator, is to be triple-rinsed between well locations.
o Discard disposable polyethylene tubing used with non dedicated pumps after use at each well.

Sample bottles will be provided and properly prepared by the analytical laboratory scheduled to perform the analysis. No cleaning or preparation of sampling bottles by field personal will be performed.

Purge Volumes and Monitoring Frequency
Low-flow purging does not require the calculation of the water volume in the well, since purging is based solely on indicator parameter stabilization. Rather, the volume of the pump and discharge tubing are necessary for making calculations needed to determine field measurement frequency and/or the minimum purge (“passive”) sampling system purge volume. Pump chamber or bladder volumes can be obtained from the manufacturer. Volumes of the sample tubing can be calculated or taken from the table below.

Discharge Tubing Volumes
Tubing Diameter Volume/foot
1/2" OD/3/8” ID 20 ml
3/8” OD/1/4” ID 10 ml
1/4" OD/1/8” ID 5 ml
Well casing volumes should only be calculated if required by Permit or State Regulation and recorded on field information forms. In addition, well casing volumes may be needed in any case where parameter stabilization is not achieved after a three-casingvolume purge (see below).

Sampling equipment volumes are calculated or recorded for use in determining the frequency of field measurements. Depending on the equipment configuration, calculate and record the volume of the pump and sample tubing using the methodology described 324

PROCEDURE FOR LOW-FLOW (MINIMAL DRAWDOWN) PURGE AND SAMPLING 2 above (the volumes are typically converted to liters). The frequency of field readings is based on the time required to purge at least one volume of the pump and tubing system. For example, a pump and tubing volume of 500-ml purged at a rate of 250 ml/minute will be purged in two minutes; readings should be at least two minutes apart.

In any case, it is important to ensure that the field parameters are measured on independent samples of water.

Purge Rates
The objective of the purging process is to remove sufficient water from within the well screen zone to result in a sample that is representative of actual aquifer conditions adjacent to the well. The sampling pump or pump intake should be located within the well screen. This pump location is already established for dedicated pumps. For nondedicated pumps, the intake is placed within the screened interval, typically in the center of the screen. If the water column in the screen is shorter than the overall screen length, the pump should be placed lower in the screen but no lower than about 6-12 inches from the bottom of the screen to avoid picking up any settled solids in the well.

A low pumping rate (typically less than 1,000 ml/min) is used to minimize drawdown within the well and formation and mobilization of formation solids. Lower flow rates may be required during sampling. Flow rate is determined by measuring the time it takes to fill a calibrated container, or by measuring the volume of one pump discharge cycle and multiplying this volume by the number of cycles per minute (e.g., 125 ml/cycle x 4 CPM = 500 ml/min). Drawdown is monitored by measuring the water level below the top of the well casing with a water level indicator or similar device (e.g. transducer) while pumping. Drawdown will be stabilized during purging. Flow rates and drawdown are recorded on a field log, field data form or with a data logger. o Measure water levels prior to initiating purging;
o Calculate well volumes, if required by permit;
o Calculate sampling system volume and determine indicator parameter measurement frequency;
o Lower water level meter probe to 1-2 feet below static water level; o Connect the flow cell to the discharge tube from the pump; o Begin purge at a rate of 100-200 ml/min (or at a rate determined from prior events);
o Check drawdown with a water level tape while pumping; o If drawdown stabilizes quickly, increase the pumping rate in increments of 100 ml/min until drawdown increases, then reduce the rate slightly after a few minutes to achieve a stable pumping water level;
o If the water level continues to drop, reduce purge rate by 100 ml/min increments until the water level stabilizes;
o Once water level stabilization is achieved, proceed to indicator parameter stabilization.
325

PROCEDURE FOR LOW-FLOW (MINIMAL DRAWDOWN) PURGE AND SAMPLING 3 Parameter Stabilization
Parameter stabilization ensures that the well is adequately purged and sampled groundwater is representative of formation water. In order to determine when a well has been adequately purged, samplers should:
o Monitor pH, specific conductance, and dissolved oxygen of the ground water removed during purging;
o Observe and record the water level drawdown; and
o Record the purge rate and note the volume of water removed if required by guidance or permit.

A well is adequately purged when the pH, specific conductance, and dissolved oxygen stabilize. Stabilization occurs as follows:
pH: +/- 0.2 pH units
Conductance: +/- 5 % of reading value
Dissolved oxygen: +/- 10.0% or 0.2 mg/L, whichever is greater.

Temperature is not a reliable indicator of stabilization, being affected by ambient temperature at the well head, sunlight, and some sampling devices such as electric pumps. Temperature is typically measured to provide correction for temperature dependent parameters (e.g., DO % saturation, pH, and specific conductance).

While turbidity is not a direct measurement of water chemistry and is not used as an indicator parameter of stabilization, it is useful to support data from metals analyses. To avoid artifacts in sample analysis, turbidity should be as low as possible when samples are taken. Turbidity should be measured at least three times, once when purging is initiated, again after the water level in the well stabilizes, and again when the water chemistry indicator parameters being measured are stable. Turbidity should also be measured any time the pumping rate is increased or the water level in the well drops noticeably. If the initial turbidity reading is high (>50 NTU) and the second reading is not significantly lower, the pump rate should be reduced. The turbidity value measured prior to sampling will be recorded. If this value exceeds 50 NTU, procedures should be reviewed and the source of the elevated turbidity determined.

Sampling
Wells should be sampled immediately upon completion of purging operations. Once the water level stabilizes, the purge rate should remain constant during low-flow sampling (generally less than 500 ml/min). For VOCs, lower sampling rates (100 - 200 milliliters/minute) may be required.
o Record field parameters prior to sampling;
o Record depth to water levels prior to sampling (note if the well has not stabilized). 326

PROCEDURE FOR LOW-FLOW (MINIMAL DRAWDOWN) PURGE AND SAMPLING 4 o Record the flow rate determined using a calibrated measuring device; o Disconnect the flow cell other equipment from the pump discharge tube; o Collect samples from the pump discharge tube
o Collect large volume samples first (e.g.,1 liter bottles), then VOC samples, and any filtered samples last;
If, after three well volumes have been removed, the chemical parameters have not stabilized according to the above criteria, the sampling team may elect to collect a sample. The conditions of sampling should be noted in the field log or field information form.

Low Yield Formations
In some situations, even with very slow purge rates, the well drawdown may not stabilize. In this case, sampling the water within the well screen zone provides the best opportunity to determine the formation water chemistry, as well evacuation can greatly affect sample chemistry through changes in dissolved gas levels, dissolved metals and VOCs.

Attempts should be made to avoid purging wells to dryness. This can usually be accomplished by slowing the purge rate. If the well is evacuated during the purging procedures shown above, the sample may be collected as soon as a sufficient volume of water has recovered in the well. If the well goes dry repeatedly (i.e. over multiple monitoring events) prior to sampling, then a minimum purge or “passive” sampling approach should be used in lieu of well evacuation.

Minimum Purge (“Passive”) Sampling
For wells that cannot achieve a stabilized water level and purge dry even at very low pumping rates, an alternative to the traditional evacuation approach is to use minimum purge (sometimes called “passive”) sampling techniques to avoid the pitfalls of well evacuation and obtain a better estimation of the formation water quality. Sampling the water present in the screen zone provides the greatest chance of obtaining samples with minimal alteration of the chemistry. Although the low movement rate of the ground water in the screen provides only a limited exchange, avoiding the alteration caused by the factors mentioned above is really the best alternative.

The minimum purge approach requires the removal of the smallest possible purge volume prior to sampling, generally limited to the volume of the sampling system. The sampling system volume is minimized by using very small diameter tubing and the smallest possible pump chamber volume. Plastic tubing should have sufficient wall thickness to minimize the potential for oxygen transfer through the tubing when pumping at very low flow rates. After purging 1-3 volumes of the sampling system, samples are taken from the subsequent water pumped. Since minimum purge sampling requires the minimum possible disturbance to the water column and surrounding formation, dedicated sampling systems are required for this approach. 327

PROCEDURE FOR LOW-FLOW (MINIMAL DRAWDOWN) PURGE AND SAMPLING 5 The pumping rates used for minimum purge sampling are much lower than for low-flow purging, generally 100 ml/minute or less. Drawdown is expected, since it cannot be avoided; however, it is still advisable to pump at the lowest possible rate to limit drawdown to the minimum possible. Monitoring indicator parameters for stability is not part of this approach, since the intention is not to purge until stabilization of these measurements. The pH, specific conductance and turbidity or any other required field parameters should be measured during collection of the sample from the recovered volume. Regulatory approval should be obtained prior to collecting a sample using this method.

Field Records
Field information must be recorded during purging and sampling. At a minimum, the following information should be included in the field forms for each groundwater monitoring well.
o Purge Information (pumping rate, purge volume if required); o Equipment Specifications (pump type, filter type and pore size if used); o Well Data (depth to water, total depth, groundwater elevation); o Field Measurements during purging and at the time of sample collection; and o General weather conditions or other comments
This data is to be recorded on field forms and/or in a data logger.

Other Technical Issues
The following are other technical issues addressed as follows by the facility:
o Dedicated pump intakes are generally set at the middle of the screen. Where water levels have dropped due to drought conditions, the sampling team may lower the pump in order to obtain sufficient sample.
o For wells installed in bedrock, packers are only required to seal off the zone of interest if the bedrock has been determined to be competent (e.g. is not highly fractured).
o The flow cell system does not require decontamination between wells, because the act of purging removes any liquids from other wells and because sampling takes place upstream of the flow cell and only after disconnecting the pump discharge tubing.
328

APPENDIX C
329
BZ‐01 10/19/23 2840.92 59.32 2781.60 111.95 ‐ 131.95 4.00 Sch 40 PVC SWE
DTW
E‐Water
ft Feet
ft msl
Notes:

Survey Well Elevation
Depth to Water
Elevation of Water
Feet Mean Sea Level
GROUNDWATER GAUGING SUMMARY
Former George Air Force Base
Adelanto, California
Sample ID Sample Date SWE
(ft msl)
DTW
(ft)
E‐Water
(ft msl)
Screen Interval
(ft bgs)
Casing Diameter
(Inches) Casing Material

Page 1 of 1 ends

330

APPENDIX D FIGURES
331
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 1 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Attached is the analytical report for the sample(s) received for your project. Below is a list of the individual sample descriptions with the corresponding laboratory number(s). Also, enclosed is a copy of the Chain of Custody document (if received with your sample(s)). Please note any unused portion of the sample(s) may be responsibly discarded after 30 days from the above report date, unless you have requested otherwise.

Thank you for the opportunity to serve your analytical needs. If you have any questions or concerns regarding this report please contact our client service department.

Sample Identification
Lab Sample # Client Sample ID Matrix Date Sampled By Date Submitted By C3J2866-01 MW-1A Liquid 10/18/23 7:30 Client 10/18/23 14:18 Client C3J2866-02 MW-2 Liquid 10/18/23 8:05 Client 10/18/23 14:18 Client C3J2866-03 MW-3 Liquid 10/18/23 11:30 Client 10/18/23 14:18 Client C3J2866-04 MW-4 Liquid 10/18/23 12:10 Client 10/18/23 14:18 Client C3J2866-05 MW-5 Liquid 10/18/23 12:43 Client 10/18/23 14:18 Client C3J2866-06 MW-6 Liquid 10/18/23 9:20 Client 10/18/23 14:18 Client C3J2866-07 MW-7 Liquid 10/18/23 10:27 Client 10/18/23 14:18 Client C3J2866-08 MW-8 Liquid 10/18/23 8:42 Client 10/18/23 14:18 Client C3J2866-09 MW-9 Liquid 10/18/23 9:55 Client 10/18/23 14:18 Client C3J2866-10 MW-10 Liquid 10/18/23 10:55 Client 10/18/23 14:18 Client mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
332
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 2 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 07:30
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-1A Liquid
C3J2866-01
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 97 1.0 0.30 mg/L EPA 300.0 10/18/23 20:34 ANM
Sulfate 92 0.50 0.36 mg/L EPA 300.0 10/18/23 20:34 ANM
Nitrate as N 0.78 0.20 0.12 mg/L EPA 300.0 10/18/23 20:34 ANM Fluoride 0.5 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/18/23 20:34 ANM Solids
Total Dissolved Solids 500 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen 1.1 0.1 0.1 mg/L EPA 351.2 11/02/23 22:34 VMV Total Nitrogen 1.9 0.40 mg/L Calculation
Metals and Metalloids
Boron 0.32 0.10 0.033 mg/L EPA 200.7 11/03/23 15:22 MGA mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
333
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 3 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 08:05
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-2 Liquid
C3J2866-02
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 99 1.0 0.30 mg/L EPA 300.0 10/18/23 20:47 ANM
Sulfate 95 0.50 0.36 mg/L EPA 300.0 10/18/23 20:47 ANM
Nitrate as N ND 0.20 0.12 mg/L EPA 300.0 10/18/23 20:47 ANM Fluoride 0.6 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/18/23 20:47 ANM Solids
Total Dissolved Solids 470 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen 3.7 0.5 0.5 mg/L EPA 351.2 10/27/23 22:24 NR Total Nitrogen 3.7 0.80 mg/L Calculation
Metals and Metalloids
Boron 0.38 0.10 0.033 mg/L EPA 200.7 11/03/23 15:25 MGA mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
334
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 4 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 11:30
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-3 Liquid
C3J2866-03
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 96 1.0 0.30 mg/L EPA 300.0 10/18/23 21:00 ANM
Sulfate 100 0.50 0.36 mg/L EPA 300.0 10/18/23 21:00 ANM Nitrate as N 0.38 0.20 0.12 mg/L EPA 300.0 10/18/23 21:00 ANM Fluoride 0.4 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/18/23 21:00 ANM Solids
Total Dissolved Solids 490 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen 0.1 0.1 0.1 mg/L EPA 351.2 10/27/23 22:26 NR Total Nitrogen 0.49 0.40 mg/L Calculation
Metals and Metalloids
Boron 0.28 0.10 0.033 mg/L EPA 200.7 11/03/23 15:27 MGA mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
335
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 5 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 12:10
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-4 Liquid
C3J2866-04
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 100 1.0 0.30 mg/L EPA 300.0 10/18/23 21:12 ANM Sulfate 110 0.50 0.36 mg/L EPA 300.0 10/18/23 21:12 ANM Nitrate as N 2.0 0.20 0.12 mg/L EPA 300.0 10/18/23 21:12 ANM Fluoride 0.5 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/18/23 21:12 ANM Solids
Total Dissolved Solids 500 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen ND 0.1 0.1 mg/L EPA 351.2 10/27/23 22:27 NR Total Nitrogen 2.0 0.40 mg/L Calculation
Metals and Metalloids
Boron 0.18 0.10 0.033 mg/L EPA 200.7 11/03/23 15:30 MGA mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
336
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 6 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 12:43
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-5 Liquid
C3J2866-05
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 90 1.0 0.30 mg/L EPA 300.0 10/18/23 21:25 ANM
Sulfate 110 0.50 0.36 mg/L EPA 300.0 10/18/23 21:25 ANM Nitrate as N 2.8 0.20 0.12 mg/L EPA 300.0 10/18/23 21:25 ANM Fluoride 0.6 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/18/23 21:25 ANM Solids
Total Dissolved Solids 480 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen ND 0.1 0.1 mg/L EPA 351.2 10/27/23 22:28 NR Total Nitrogen 2.8 0.40 mg/L Calculation
Metals and Metalloids
Boron 0.065 0.10 0.033 mg/L EPA 200.7 11/03/23 15:32 MGA J mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
337
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 7 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 09:20
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-6 Liquid
C3J2866-06
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 100 1.0 0.30 mg/L EPA 300.0 10/18/23 21:38 ANM Sulfate 100 0.50 0.36 mg/L EPA 300.0 10/18/23 21:38 ANM Nitrate as N 0.72 0.20 0.12 mg/L EPA 300.0 10/18/23 21:38 ANM Fluoride 0.6 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/18/23 21:38 ANM Solids
Total Dissolved Solids 500 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen 0.1 0.1 0.1 mg/L EPA 351.2 10/27/23 22:30 NR Total Nitrogen 0.83 0.40 mg/L Calculation
Metals and Metalloids
Boron 0.40 0.10 0.033 mg/L EPA 200.7 11/03/23 15:39 MGA mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
338
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 8 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 10:27
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-7 Liquid
C3J2866-07
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 110 1.0 0.30 mg/L EPA 300.0 10/18/23 21:50 ANM Sulfate 110 0.50 0.36 mg/L EPA 300.0 10/18/23 21:50 ANM Nitrate as N 1.0 0.20 0.12 mg/L EPA 300.0 10/18/23 21:50 ANM Fluoride 0.4 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/18/23 21:50 ANM Solids
Total Dissolved Solids 530 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen 0.1 0.1 0.1 mg/L EPA 351.2 10/27/23 22:31 NR Total Nitrogen 1.0 0.40 mg/L Calculation
Metals and Metalloids
Boron 0.28 0.10 0.033 mg/L EPA 200.7 11/03/23 15:42 MGA mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
339
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 9 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 08:42
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-8 Liquid
C3J2866-08
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 100 1.0 0.30 mg/L EPA 300.0 10/18/23 22:29 ANM Sulfate 100 0.50 0.36 mg/L EPA 300.0 10/18/23 22:29 ANM Nitrate as N 1.1 0.20 0.12 mg/L EPA 300.0 10/18/23 22:29 ANM Fluoride 0.5 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/19/23 17:57 EZM Solids
Total Dissolved Solids 500 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen 0.2 0.1 0.1 mg/L EPA 351.2 10/27/23 22:35 NR Total Nitrogen 1.3 0.40 mg/L Calculation
Metals and Metalloids
Boron 0.39 0.10 0.033 mg/L EPA 200.7 11/03/23 15:44 MGA mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
340
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 10 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 09:55
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-9 Liquid
C3J2866-09
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 110 1.0 0.30 mg/L EPA 300.0 10/18/23 22:45 ANM Sulfate 120 0.50 0.36 mg/L EPA 300.0 10/18/23 22:45 ANM Nitrate as N 1.3 0.20 0.12 mg/L EPA 300.0 10/18/23 22:45 ANM Fluoride 0.4 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/19/23 18:13 EZM Solids
Total Dissolved Solids 580 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen ND 0.1 0.1 mg/L EPA 351.2 10/27/23 22:37 NR Total Nitrogen 1.3 0.40 mg/L Calculation
Metals and Metalloids
Boron 0.29 0.10 0.033 mg/L EPA 200.7 11/03/23 15:47 MGA mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
341
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 11 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Laboratory Reference Number
Sample Description
10/18/23 10:55
Sampled Date/Time Received Date/Time
10/18/23 14:18
Matrix
MW-10 Liquid
C3J2866-10
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Chloride 100 1.0 0.30 mg/L EPA 300.0 10/18/23 22:57 ANM Sulfate 110 0.50 0.36 mg/L EPA 300.0 10/18/23 22:57 ANM Nitrate as N 1.9 0.20 0.12 mg/L EPA 300.0 10/18/23 22:57 ANM Fluoride 0.4 0.1 0.04 mg/L SM 4500F C 10/19/23 12:30 GMB Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 10/19/23 18:26 EZM Solids
Total Dissolved Solids 520 10 10 mg/L SM 2540C 10/19/23 14:32 CSS Nutrients
Kjeldahl Nitrogen ND 0.1 0.1 mg/L EPA 351.2 10/27/23 22:38 NR Total Nitrogen 1.9 0.40 mg/L Calculation
Metals and Metalloids
Boron 0.18 0.10 0.033 mg/L EPA 200.7 11/03/23 15:49 MGA mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
342
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 12 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Result RDL Units Level
Spike
Result
Source
%REC
%REC
Limits RPD
RPD
Analyte(s) Limit Flag
Anions - Batch Quality Control
Batch 3J18036 - Analyzed as Received IC
Blank (3J18036-BLK1) Prepared & Analyzed: 10/18/23
Nitrite as N ND 0.1 0.09 mg/L
Sulfate ND 0.50 0.36 mg/L
Chloride ND 1.0 0.30 mg/L
Nitrate as N ND 0.20 0.12 mg/L
LCS (3J18036-BS1) Prepared & Analyzed: 10/18/23
Nitrite as N 2.33 0.1 0.09 mg/L 2.50 93 90-110
Sulfate 23.8 0.50 0.36 mg/L 25.0 95 90-110
Chloride 24.6 1.0 0.30 mg/L 25.0 98 90-110
Nitrate as N 5.37 0.20 0.12 mg/L 5.65 95 90-110
Matrix Spike (3J18036-MS1) Source: C3J2866-10 Prepared & Analyzed: 10/18/23 Nitrite as N 2.23 0.1 0.09 mg/L 2.50 ND 89 80-120
Sulfate 132 0.50 0.36 mg/L 25.0 109 93 75-128
Chloride 128 1.0 0.30 mg/L 25.0 104 94 84-129
Nitrate as N 7.48 0.20 0.12 mg/L 5.65 1.85 100 75-131
Matrix Spike (3J18036-MS2) Source: C3J2870-01 Prepared & Analyzed: 10/18/23 Nitrite as N 0.159 0.1 2.50 ND QFpas,
QMout

0.09 mg/L 6 80-120
Sulfate 916 0.50 25.0 900 QM-4X,
QOcal

0.36 mg/L 65 75-128
Chloride 691 1.0 25.0 682 QM-4X,
QOcal

0.30 mg/L 36 84-129
Nitrate as N 12.9 0.20 0.12 mg/L 5.65 7.58 95 75-131
Matrix Spike Dup (3J18036-MSD1) Source: C3J2866-10 Prepared & Analyzed: 10/18/23 Nitrite as N 2.24 0.1 0.09 mg/L 2.50 ND 90 80-120 0.5 20 Sulfate 131 0.50 0.36 mg/L 25.0 109 89 75-128 0.8 20
Chloride 127 1.0 0.30 mg/L 25.0 104 90 84-129 0.8 20
Nitrate as N 7.45 0.20 0.12 mg/L 5.65 1.85 99 75-131 0.4 20 mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
343
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 13 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Result RDL Units Level
Spike
Result
Source
%REC
%REC
Limits RPD
RPD
Analyte(s) Limit Flag
Anions - Batch Quality Control
Batch 3J19022 - Analyzed as received
Blank (3J19022-BLK1) Prepared & Analyzed: 10/19/23
Fluoride ND 0.1 0.04 mg/L
LCS (3J19022-BS1) Prepared & Analyzed: 10/19/23
Fluoride 1.03 0.1 0.04 mg/L 1.00 103 90-110
Matrix Spike (3J19022-MS1) Source: C3J2567-02 Prepared & Analyzed: 10/19/23 Fluoride 2.01 0.1 0.04 mg/L 1.00 0.895 112 75-125
Matrix Spike Dup (3J19022-MSD1) Source: C3J2567-02 Prepared & Analyzed: 10/19/23 Fluoride 1.98 0.1 0.04 mg/L 1.00 0.895 108 75-125 2 20
Batch 3J19050 - Analyzed as Received IC
Blank (3J19050-BLK1) Prepared & Analyzed: 10/19/23
Nitrite as N ND 0.1 0.09 mg/L
LCS (3J19050-BS1) Prepared & Analyzed: 10/19/23
Nitrite as N 2.30 0.1 0.09 mg/L 2.50 92 90-110
Duplicate (3J19050-DUP1) Source: C3J3016-04 Prepared & Analyzed: 10/19/23 Nitrite as N ND 0.1 0.09 mg/L ND 20
Matrix Spike (3J19050-MS1) Source: C3J3016-04 Prepared & Analyzed: 10/19/23 Nitrite as N 2.30 0.1 0.09 mg/L 2.50 ND 92 80-120
Matrix Spike (3J19050-MS2) Source: C3J2870-01RE1 Prepared & Analyzed: 10/19/23 Nitrite as N 10.5 0.5 0.5 mg/L 12.5 ND 84 80-120
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
344
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 14 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Result RDL Units Level
Spike
Result
Source
%REC
%REC
Limits RPD
RPD
Analyte(s) Limit Flag
Anions - Batch Quality Control
Batch 3J19050 - Analyzed as Received IC
Matrix Spike Dup (3J19050-MSD1) Source: C3J3016-04 Prepared & Analyzed: 10/19/23 Nitrite as N 2.28 0.1 0.09 mg/L 2.50 ND 91 80-120 0.9 20 mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
345
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 15 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Result RDL Units Level
Spike
Result
Source
%REC
%REC
Limits RPD
RPD
Analyte(s) Limit Flag
Solids - Batch Quality Control
Batch 3J19019 - Analyzed as received
Blank (3J19019-BLK1) Prepared & Analyzed: 10/19/23
Total Dissolved Solids ND 10 10 mg/L
Duplicate (3J19019-DUP1) Source: C3J2866-09 Prepared & Analyzed: 10/19/23 Total Dissolved Solids 547 10 10 mg/L 575 5 20
Duplicate (3J19019-DUP2) Source: C3J2866-10 Prepared & Analyzed: 10/19/23 Total Dissolved Solids 519 10 10 mg/L 525 1 20
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
346
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 16 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Result RDL Units Level
Spike
Result
Source
%REC
%REC
Limits RPD
RPD
Analyte(s) Limit Flag
Nutrients - Batch Quality Control
Batch 3J26077 - Acid Digest
Blank (3J26077-BLK1) Prepared & Analyzed: 10/27/23
Kjeldahl Nitrogen ND 0.1 0.1 mg/L
LCS (3J26077-BS1) Prepared & Analyzed: 10/27/23
Kjeldahl Nitrogen 0.895 0.1 0.1 mg/L 1.00 89 80-120
Matrix Spike (3J26077-MS1) Source: C3J2866-01 Prepared & Analyzed: 10/27/23 Kjeldahl Nitrogen 1.87 0.1 0.1 mg/L 1.00 1.01 86 42-154 Matrix Spike (3J26077-MS2) Source: C3J2866-01 Prepared & Analyzed: 10/27/23 Kjeldahl Nitrogen 2.15 0.2 0.2 mg/L 1.00 1.01 114 42-154 Batch 3K02043 - Acid Digest
Blank (3K02043-BLK1) Prepared & Analyzed: 11/02/23
Kjeldahl Nitrogen ND 0.1 0.1 mg/L
LCS (3K02043-BS1) Prepared & Analyzed: 11/02/23
Kjeldahl Nitrogen 0.939 0.1 0.1 mg/L 1.00 94 80-120
Matrix Spike (3K02043-MS1) Source: C3J3127-21RE1 Prepared & Analyzed: 11/02/23 Kjeldahl Nitrogen 0.932 0.1 0.1 mg/L 1.00 ND 93 42-154
Matrix Spike Dup (3K02043-MSD1) Source: C3J3127-21RE1 Prepared & Analyzed: 11/02/23 Kjeldahl Nitrogen 0.918 0.1 0.1 mg/L 1.00 ND 92 42-154 1 25 mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
347
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 17 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Result RDL Units Level
Spike
Result
Source
%REC
%REC
Limits RPD
RPD
Analyte(s) Limit Flag
Metals and Metalloids - Batch Quality Control
Batch 3J26043 - EPA 200.2
Blank (3J26043-BLK1) Prepared: 10/26/23 Analyzed: 11/03/23 Boron ND 0.10 0.033 mg/L
LCS (3J26043-BS1) Prepared: 10/26/23 Analyzed: 11/03/23 Boron 0.904 0.10 0.033 mg/L 0.833 108 85-115
Matrix Spike (3J26043-MS1) Source: C3J2866-01 Prepared: 10/26/23 Analyzed: 11/03/23 Boron 1.25 0.10 0.033 mg/L 0.833 0.317 112 70-130
Matrix Spike Dup (3J26043-MSD1) Source: C3J2866-01 Prepared: 10/26/23 Analyzed: 11/03/23 Boron 1.24 0.10 0.033 mg/L 0.833 0.317 111 70-130 1 20
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
348
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 18 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
Notes and Definitions
J Estimated value
QFpas Follow-up result within laboratory acceptance criteria.

QM-4X Due to analyte concentration greater than or equal to 4 times the spike concentration, recoveries for the MS and/or MSD did not meet laboratory acceptance criteria.

QMout MS and/or MSD recovery did not meet laboratory acceptance criteria.

QOcal The concentration indicated for this analyte is an estimated value above the calibration range of the instrument.

NR: Not Reported
ND: Analyte NOT DETECTED at or above the Method Detection Limit (if MDL is reported), otherwise at or above the Reportable Detection Limit (RDL)
RDL: Reportable Detection Limit
MDL: Method Detection Limit
* / (Non-NELAP): NELAP does not offer accreditation for this analyte/method/matrix combination e-Standard_No Alias.rpt
This report applies only to the sample(s) analyzed. As a mutual protection to clients, the public, and Babcock Laboratories, Inc., this report is submitted and accepted for the exclusive use of the Client to whom it is addressed. Interpretation and use of the information contained within this report are the sole responsibility of the Client. Babcock Laboratories, Inc. is not responsible for any misinformation or consequences that may result from misinterpretation or improper use of this report. This report is not to be modified or abbreviated in any way.

Additionally, this report is not to be used, in whole or in part, in any advertising or publicity matter without written authorization from Babcock Laboratories, Inc. The liability of Babcock Laboratories, Inc. is limited to the actual cost of the requested analyses, unless otherwise agreed upon in writing. There is no other warranty expressed or implied.

Enclosed are the analytical results for the submitted sample(s). Babcock Laboratories certify the data presented as part of this report meet the minimum quality standards in the referenced analytical methods. Any exceptions have been noted.

Approval
cc:

Cindy A. Waddell
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
349
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 19 of 19
Project Name:
07-Dec-2023
Work Order Number: C3J2866
Received on Ice (Y/N): Yes Temp: 4 °C
PERC - Semi-Annual MW
Adelanto Waste Water Treatment Plant
C3J2866
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
350
Section C
Collection System Report
351

PROJECT STATUS REPORT & PROJECTIONS
Project Name: City of Adelanto
Department: Collection System
Month: December 2023
Prepared By: PERC Water Corporation

PROJECT STATUS REPORT
Date Footage Mo/Yr Area Locations That Need Attention
December
2023
0 / 40,391 • No annual
cleaning this
month
• Monthly enhanced maintenance
areas
TABLE OF CONTENTS:
01) Adelanto Enhanced Maintenance Annual Log 2023
02) Adelanto Enhanced Maintenance 12-23
LIST OF NOTES:
01) On 12-5-23 PERC staff cleaned the lift station wet well with the Vactor. 02) PERC staff received and reviewed 274 USA dig alerts. 352
MONTHLY Map pg. JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC Date Date Date Date Date Date Date Date Date Date Date Date Bellflower & Auburn 460 N 500 W 4-Jan 13-Feb 14-Mar 3-Apr 8-May 21-Jun 6-Jul 1-Aug 19-Sep 16-Oct 7-Nov 4-Dec 1st Mh W 395 & Auburn 400 W 4-Jan 13-Feb 14-Mar 3-Apr 8-May 21-Jun 6-Jul 1-Aug 19-Sep 16-Oct 7-Nov 4-Dec 1st Mh E 395 & Auburn 500 W 4-Jan 13-Feb 14-Mar 3-Apr 8-May 21-Jun 6-Jul 1-Aug 19-Sep 16-Oct 7-Nov 4-Dec Pearmain & Taylor 275 S & 285 W 8 4-Jan 13-Feb 14-Mar 3-Apr 8-May 19-Jun 6-Jul 1-Aug 19-Sep 16-Oct 7-Nov 4-Dec Pearmain & Cactus 300 E & 400 S 10 4-Jan 13-Feb 14-Mar 3-Apr 8-May 19-Jun 6-Jul 1-Aug 19-Sep 16-Oct 7-Nov 4-Dec 1st Mh W Aster & Vintage 500 W 41 4-Jan 13-Feb 14-Mar 3-Apr 8-May 19-Jun 6-Jul 1-Aug 19-Sep 16-Oct 7-Nov 4-Dec Aster & Vintage 500 W 41 4-Jan 13-Feb 14-Mar 3-Apr 8-May 21-Jun 6-Jul 1-Aug 19-Sep 16-Oct 7-Nov 4-Dec

BI-MONTHLY JAN MAR MAY JUL SEP NOV

QUARTERLY JAN APR JUL OCT
Verbena & Mojave W 500 W & S 23 4-Jan 3-Apr 6-Jul 16-Oct 1st mh N Forest & Muskrat 500 N&S 4-Jan 3-Apr 6-Jul 16-Oct Joshua & Verbena 200 W 17 4-Jan 3-Apr 6-Jul 16-Oct
Cactus & Caliente 400 W 8.9 4-Jan 3-Apr 6-Jul 16-Oct
Bartlett & Lilac 4-Jan 3-Apr 6-Jul 16-Oct

BI-ANNUAL JAN JUL
Geo East
353
City of Adelanto Enhanced Maintenance Collection System Operator: Shawn Month: December 2023 Date Location Street & Cross Street Feet
Cleaned
Comments
1 12/4/2023 Pearmain & Taylor 275 Cleaned south grease
2 12/4/2023 Pearmain & Taylor 285 Cleaned west
3 12/4/2023 Pearmain & Cactus 400 Cleaned south
4 12/4/2023 Pearmain & Cactus 300 Cleaned east
5 12/4/2023 Vintage 500 Cleaned west
6 12/4/2023 Aster & Vintage 500 Cleaned west
7 12/4/2023 Bellflower & Auburn 460 Cleaned north grease in manhole 8 12/4/2023 Bellflower & Auburn 500 Cleaned west grease in manhole 9 12/4/2023 1st MH W Auburn and 395 400 Cleaned west grease in manhole 10 12/4/2023 1st Mh E Auburn and 395 500 Cleaned west
11 12
13 14
15 16
17 18
19 20
21 22
23 24
^
Total Feet 4,120
354
Section D
Bio-Solids Report
355
December 2023 Section D – Bio-solids Report
Adelanto Wastewater Treatment System
Bio-solids Report
In December 2023, PERC Water Staff performed dewatering procedures to dewater 2,221,509 gallons of bio-solids from the aerated solids holding tank. See data table below for amounts and disposal costs. Wet tons of bio-solids were removed at an average total solids concentration of 22%. End dump trailers were collected periodically by GIC Corporation and delivered to Synagro composting facility in Helendale, CA.

Wet Tons Dry Tons Wet Tons Dry Tons
January 321.00 73.83 13 13 $5,119.95 $9,873.96 $14,993.91 $46.71 February 298.26 68.60 12 12 $4,757.25 $9,174.48 $13,931.72 $46.71 March 348.53 80.16 967.79 222.59 14 14 $5,559.05 $10,720.78 $16,279.84 $46.71 April 270.79 51.45 11 11 $4,319.10 $8,329.50 $12,648.60 $46.71 May 263.76 50.11 11 11 $4,206.97 $8,113.26 $12,320.23 $46.71 June 227.52 43.23 762.07 144.79 9 9 $3,628.94 $6,998.52 $10,627.46 $46.71 July 226.46 43.03 9 9 $3,612.04 $6,965.91 $10,577.95 $46.71 August 276.01 55.20 11 11 $4,402.36 $8,490.07 $12,892.43 $46.71 September 173.89 34.78 676.36 133.01 7 7 $2,773.55 $5,348.86 $8,122.40 $46.71 October 240.43 52.89 10 10 $3,834.86 $7,395.63 $11,230.49 $46.71 November 221.59 48.75 9 9 $3,534.36 $6,816.11 $10,350.47 $46.71 December 261.01 57.42 723.03 159.07 11 11 $4,163.11 $8,028.67 $12,191.78 $46.71 Total Tons 3129.25 659.46 3129.25 659.46 127 127 $49,911.54 $96,255.73 $146,167.27 $46.71 Metric Tons 2838.23 598.13 2838.23 598.13 total total total total total average 2023 BIO-SOLIDS HAULED
Adelanto production Quarter # of GIC
end dump
Removed
# Synagro
loads
received
Total Hauling
Cost
Total Tipping
Fee Cost
Total Cost Total Cost Per
Ton
356
December 2023 Section D – Bio-solids Report
Adelanto Wastewater Treatment System
Burrtec hauls off screenings/rags and recycle product from the facility each month. See data table below for bins removed from the Facility.

RECYCLE
# of Bins ft3
yards # of Bins
January 20 40 2
February 23 46 2
March 22 44 2
April 20 40 1
May 23 46 2
June 22 44 2
July 20 40 2
August 23 46 1
September 22 44 2
October 23 46 2
November 18 36 1
December 22 44 2
Total 258 516 21
2023 SCREENINGS/GRIT HAULED
357
Section E
Preventive Maintenance
CMMS Report
358
December 2023 Section E Completed Work Orders
Adelanto Wastewater Treatment System
Completed Work Orders
Below is a list of the Adelanto’s Wastewater System’s completed work orders for the month of December: 131 tasks completed
Completed
Date
Asset ID Asset Description Brief Description
12/1/2023 AD_RCYCLPMP1 Recycle pump 1 for
new plant water
system
Bump motor for Recycle pump
12/1/2023 AD_RCYCLPMP2 Recycle pump 2 for
new plant water
system
Bump motor for Recycle pump
12/1/2023 BELLFLOWER_AUBURN Collection Systems Manhole inspection 12/1/2023 AD_RAS_PMPS RAS pumps Swap RAS pumps, running RAS pumps in hand
12/1/2023 AD_PONDS Percolation Ponds Rotate ponds, delayed 12/1/2023 AD_HW-IP1 Influent Pump 1 Rotate settings with Bypass pump, pump on auto swap via
SCADA
12/2/2023 AD_SCADA SCADA system SCADA Test
12/2/2023 AD_HAZ-WST Haz waste check
sheet
Check and fill out weekly check
sheet
12/2/2023 ADEYEWSHST eye wash eye wash/shower weekly check 12/2/2023 AD_HAZ-WST Haz waste check
sheet
Check AGST binder and make
sure it is up to date
12/3/2023 AD-PORT-GEN Generators RUN PORTABLE GENERATOR FOR 15 MINUTES
12/3/2023 ADEYEWSHST eye wash eye wash/shower weekly check 12/3/2023 AD_AZ_BLWR1 Aerzen Blower 1 Change and wash pre-filters 12/3/2023 AD_AZ_BLWR2 Aerzen Blower 2 Change and wash pre-filters 12/3/2023 AD_AZ_BLWR3 Aerzen Blower 3 Change and wash pre-filters 12/3/2023 AD_RAS_PMPS RAS pumps Swap RAS pumps, Pumps in hand.
12/3/2023 AD_PONDS Percolation Ponds Rotate ponds
12/4/2023 ADELPNFLTS FILTERS Clean VFD Panel Filters
12/4/2023 AD-FAK First aid kits Monthly first aid kits check 12/4/2023 AD_HW-FR-E Flex Rake East Flexrake check
12/4/2023 AD_HW-GC-CPT1 Grit Collector CPT 1 Monthly CPT inspection 12/4/2023 AD_HW-GC-CPT2 Grit Collector CPT 2 Monthly CPT inspection 12/4/2023 AD_HW-GP-P1 Grit Pump 1 grit pump check
359
December 2023 Section E Completed Work Orders
Adelanto Wastewater Treatment System
12/4/2023 AD_HW-GP-P1 Grit Pump 1 grit pump belt check
12/4/2023 AD_HW-GP-P2 Grit Pump 2 grit pump check
12/4/2023 AD_HW-GP-P2 Grit Pump 2 grit pump belt check
12/4/2023 ADPLGPD1 Pipe Plug (pig) Check plug, pond not in use 12/4/2023 BELLFLOWER_AUBURN Collection Systems Bellflower and Auburn 12/4/2023 BELLFLOWER_AUBURN Collection Systems Manhole inspection 12/4/2023 HOTLIST Collection Systems Pearmain and Taylor 12/4/2023 HOTLIST Collection Systems Pearmain and Cactus 12/4/2023 HOTLIST Collection Systems Aster and Vintage
12/5/2023 ADINFEFFSMPLRS Influent and Effluent
sampler
Clean Influent Effluent Sampler
12/5/2023 LIFTSTATION Pump station Wet well grease cleaning 12/5/2023 LIFTSTATION Pump station air release debris removal 12/5/2023 LIFTSTATION Pump station Run backup generator for monthly test
12/5/2023 ADINFEFFSMPLRS Influent and Effluent
sampler
Clean Influent Effluent Sampler
12/5/2023 ADPOLYUNIT Polymer unit Clean polymer flow sensor 12/5/2023 AD_SH-POL-M Polymer Motor polymer pump gear box oil check 12/5/2023 AD_GD Multi gas detector Multi Gas Detector Calibration 12/5/2023 AD_SH_CENTRISYS Centrisys Centrifuge Lubricate Housing Seal Assembly 12/5/2023 AD_SH_CENTRISYS Centrisys Centrifuge Lubricate Solids and Liquid end Headwall External Assembly
12/5/2023 AD_SH_CENTRISYS Centrisys Centrifuge Check Auto Lubricator for grease 12/5/2023 AD_SH_ANDRITZ Andritz Centrifuge Run Andritz centrifuge, turned centrifuge by hand
12/5/2023 AD_SH-CENTRISYS-MM Centrisys Muffin
Monster
Centrisys Muffin Monster
lubrication grease
12/6/2023 ADSCCLW Sludge Thickener
West
Scum Pit
12/6/2023 ADSCCLE Sludge Thickener
East
Scum Pit
12/6/2023 AD_SC-PT Scum pit Clarifier scum pit
12/6/2023 AD_SC-PW-P_NORTH Plant Water Pump
North
plant water pump check
12/6/2023 AD_SC-PW-P_NORTH Plant Water Pump
North
plant water pump belt check
12/6/2023 AD_SC-PW-P_SOUTH Plant Water Pump
South
plant water pump check
12/6/2023 AD_SC-PW-P_SOUTH Plant Water Pump
South
plant water pump belt check
12/7/2023 AD_BLWR_BLD BUILDINGS Replacement of Blower Building Filters, not required at this time.
360
December 2023 Section E Completed Work Orders
Adelanto Wastewater Treatment System
12/7/2023 AD_SC-CLRFYR-N North Clarifier Weekly Clarifier check 12/7/2023 AD_SC-CLRFYR-S South Clarifier Weekly Clarifier check 12/7/2023 AD_SC-RAS-P1 Sludge Thickener RAS
Pump 1
Sludge thickener R.A.S. pump
inspection
12/7/2023 AD_SC-RAS-P2 Sludge Thickener RAS
Pump 2
Sludge thickener R.A.S. pump
inspection
12/7/2023 AD_TRAC Tractor Check oil in tractor
12/8/2023 AD_RCYCLPMP1 Recycle pump 1 for
new plant water
system
Bump motor for Recycle pump
12/8/2023 AD_RCYCLPMP2 Recycle pump 2 for
new plant water
system
Bump motor for Recycle pump
12/8/2023 ADSCCLW Sludge Thickener
West
Sludge thickener check
12/8/2023 ADSCCLW Sludge Thickener
West
sludge thickener drive chain
check
12/8/2023 ADSCCLE Sludge Thickener
East
Sludge thickener check
12/8/2023 ADSCCLE Sludge Thickener
East
sludge thickener drive chain
check
12/8/2023 AD_SIPS-ST SIPS Station sips station motor check 12/8/2023 AD_8INPORTPMP 8 Inch portable pump Run 8 in portable pump 12/8/2023 AD_HW-IP1 Influent Pump 1 Rotate settings with Bypass pump, pump O/S
12/9/2023 AD_SCADA SCADA system Scada Test
12/9/2023 AD_HAZ-WST Haz waste check
sheet
Check and fill out weekly check
sheet
12/9/2023 AD_HAZ-WST Haz waste check
sheet
Check AGST binder and make
sure it is up to date
12/10/2023 AD_DOPROBES D O probes on North
and South Basins
Clean D.O. Probes on North and
South Basin
12/10/2023 ADPLGPD1 Pipe Plug (pig) Check plug
12/10/2023 ADPOLYUNIT Polymer unit Clean polymer flow sensor 12/10/2023 AD_RCYCLPMP1 Recycle pump 1 for
new plant water
system
Bump motor for Recycle pump
12/10/2023 AD_RCYCLPMP2 Recycle pump 2 for
new plant water
system
Bump motor for Recycle pump
12/10/2023 ADSCCLW Sludge Thickener
West
Sludge thickener check
12/10/2023 ADSCCLE Sludge Thickener
East
Sludge thickener check
361
December 2023 Section E Completed Work Orders
Adelanto Wastewater Treatment System
12/10/2023 AD_SC-CLRFYR-N North Clarifier Weekly Clarifier check 12/10/2023 AD_SC-CLRFYR-S South Clarifier Weekly Clarifier check 12/10/2023 AD_SCADA SCADA system Scada Test
12/10/2023 AD_HAZ-WST Haz waste check
sheet
Check and fill out weekly check
sheet
12/10/2023 AD_HAZ-WST Haz waste check
sheet
Check AGST binder and make
sure it is up to date
12/10/2023 AD_SH_CENTRISYS Centrisys Centrifuge Lubricate Housing Seal Assembly 12/10/2023 AD_SH_CENTRISYS Centrisys Centrifuge Lubricate Solids and Liquid end Headwall External Assembly
12/10/2023 AD_SH_ANDRITZ Andritz Centrifuge Run Andritz centrifuge 12/11/2023 AD_RPTS Reports Collections, IPP, Emaint
12/11/2023 LIFTSTATION Pump station lift station float alarm 12/12/2023 AD_SH_CENTRISYS Centrisys Centrifuge Check Auto Lubricator for grease 12/13/2023 ADPHECMD Probe Calibrate pH and EC probes
12/17/2023 AD_DOPROBES D O probes on North
and South Basins
Clean D.O. Probes on North and
South Basin
12/17/2023 ADPLGPD1 Pipe Plug (pig) Check plug
12/17/2023 ADPOLYUNIT Polymer unit Clean polymer flow sensor 12/17/2023 AD_RCYCLPMP1 Recycle pump 1 for
new plant water
system
Bump motor for Recycle pump
12/17/2023 AD_RCYCLPMP2 Recycle pump 2 for
new plant water
system
Bump motor for Recycle pump
12/17/2023 ADSCCLW Sludge Thickener
West
Sludge thickener check
12/17/2023 ADSCCLW Sludge Thickener
West
Scum Pit
12/17/2023 ADSCCLE Sludge Thickener
East
Sludge thickener check
12/17/2023 ADSCCLE Sludge Thickener
East
Scum Pit
12/17/2023 AD_SC-CLRFYR-N North Clarifier Weekly Clarifier check 12/17/2023 AD_SC-CLRFYR-S South Clarifier Weekly Clarifier check 12/17/2023 AD_SCADA SCADA system Scada Test
12/17/2023 BELLFLOWER_AUBURN Collection Systems Manhole inspection 12/17/2023 AD_AZ_BLWR1 Aerzen Blower 1 Change and wash pre-filters 12/17/2023 AD_AZ_BLWR2 Aerzen Blower 2 Change and wash pre-filters 12/17/2023 AD_AZ_BLWR3 Aerzen Blower 3 Change and wash pre-filters 12/17/2023 AD_HAZ-WST Haz waste check
sheet
Check and fill out weekly check
sheet
362
December 2023 Section E Completed Work Orders
Adelanto Wastewater Treatment System
12/17/2023 AD_HAZ-WST Haz waste check
sheet
Check AGST binder and make
sure it is up to date
12/17/2023 AD_SH_CENTRISYS Centrisys Centrifuge Lubricate Housing Seal Assembly 12/17/2023 AD_SH_CENTRISYS Centrisys Centrifuge Lubricate Solids and Liquid end Headwall External Assembly
12/17/2023 AD_SH_ANDRITZ Andritz Centrifuge Run Andritz centrifuge 12/18/2023 FIREEXTR Fire Extinguisher fire extinguisher inspection 12/19/2023 AD_SH_CENTRISYS Centrisys Centrifuge Check Auto Lubricator for grease 12/24/2023 AD_DOPROBES D O probes on North
and South Basins
Clean D.O. Probes on North and
South Basin
12/24/2023 ADPLGPD1 Pipe Plug (pig) Check plug
12/24/2023 ADPOLYUNIT Polymer unit Clean polymer flow sensor 12/24/2023 AD_RCYCLPMP1 Recycle pump 1 for
new plant water
system
Bump motor for Recycle pump
12/24/2023 AD_RCYCLPMP2 Recycle pump 2 for
new plant water
system
Bump motor for Recycle pump
12/24/2023 ADSCCLW Sludge Thickener
West
Sludge thickener check
12/24/2023 ADSCCLE Sludge Thickener
East
Sludge thickener check
12/24/2023 AD_SC-CLRFYR-N North Clarifier Weekly Clarifier check 12/24/2023 AD_SC-CLRFYR-S South Clarifier Weekly Clarifier check 12/24/2023 AD_SCADA SCADA system Scada Test
12/24/2023 AD_HAZ-WST Haz waste check
sheet
Check and fill out weekly check
sheet
12/24/2023 AD_HAZ-WST Haz waste check
sheet
Check AGST binder and make
sure it is up to date
12/24/2023 AD_SH_CENTRISYS Centrisys Centrifuge Lubricate Housing Seal Assembly 12/24/2023 AD_SH_CENTRISYS Centrisys Centrifuge Lubricate Solids and Liquid end Headwall External Assembly
12/24/2023 AD_SH_ANDRITZ Andritz Centrifuge Run Andritz centrifuge 12/25/2023 LIFTSTATION Pump station lift station float alarm 12/26/2023 AD_SH_CENTRISYS Centrisys Centrifuge Check Auto Lubricator for grease 12/31/2023 AD_DOPROBES D O probes on North
and South Basins
Clean D.O. Probes on North and
South Basin
12/31/2023 ADPLGPD1 Pipe Plug (pig) Check plug
363
Section F
SSMP/IPP Report
364
December 2023 Section F – IPP / SSMP Report
Adelanto Wastewater Treatment System

INDUSTRIAL PRETREATMENT PROGRAM (IPP) & SEWER SYSTEM MANAGEMENT

PLAN (SSMP)
Staff is reviewing all users and scheduling inspections for January 2024. Listed are December’s 2023 activities:
• Receiving flow and pH data from MK Magnetics periodically with their discharge to city sewer.
• Reviewed and commented on Project Referrals, Camino, and IPP applications. 365
Section G
Laboratory Results
366
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 1 of 11
Project Name:
04-Jan-2024
Work Order Number: C3L0664
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L0664
Attached is the analytical report for the sample(s) received for your project. Below is a list of the individual sample descriptions with the corresponding laboratory number(s). Also, enclosed is a copy of the Chain of Custody document (if received with your sample(s)). Please note any unused portion of the sample(s) may be responsibly discarded after 30 days from the above report date, unless you have requested otherwise.

Thank you for the opportunity to serve your analytical needs. If you have any questions or concerns regarding this report please contact our client service department.

Sample Identification
Lab Sample # Client Sample ID Matrix Date Sampled By Date Submitted By C3L0664-01 Liquid 12/6/23 6:10 Tristan Hause Courier
(Guillermo)-DE
Influent ---ROUTINE--- 12/06/23 11:44
C3L0664-02 Liquid 12/6/23 6:05 Tristan Hause Courier
(Guillermo)-DE
Effluent ---ROUTINE--- 12/06/23 11:44
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
367
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 2 of 11
Project Name:
04-Jan-2024
Work Order Number: C3L0664
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L0664
Laboratory Reference Number
Sample Description
12/06/23 06:10
Sampled Date/Time Received Date/Time
12/06/23 11:44
Matrix
Influent Liquid
C3L0664-01
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Solids
Total Dissolved Solids 620 20 20 mg/L SM 2540C 12/06/23 19:29 VMV Total Suspended Solids 240 7 7 mg/L SM 2540D 12/11/23 15:37 RUB Aggregate Organic Compounds
Biochemical Oxygen Demand 220 50 50 mg/L SM 5210B 12/06/23 21:32 DFL Nutrients
Ammonia-Nitrogen 35 5.1 4.5 mg/L SM 4500NH3 G 12/11/23 12:56 GMB mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
368
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 3 of 11
Project Name:
04-Jan-2024
Work Order Number: C3L0664
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L0664
Laboratory Reference Number
Sample Description
12/06/23 06:05
Sampled Date/Time Received Date/Time
12/06/23 11:44
Matrix
Effluent Liquid
C3L0664-02
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Nitrate as N 0.92 0.20 0.12 mg/L EPA 300.0 12/07/23 01:50 EZV Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 12/07/23 01:50 EZV Solids
Total Dissolved Solids 510 10 10 mg/L SM 2540C 12/06/23 19:29 VMV Total Suspended Solids 1 0.5 0.5 mg/L SM 2540D 12/11/23 15:37 RUB Aggregate Organic Compounds
Biochemical Oxygen Demand ND 5.0 5.0 mg/L SM 5210B 12/06/23 21:35 DFL Surfactants
MBAS ND 0.08 0.05 mg/L SM 5540C 12/07/23 08:58 ANM
Nutrients
Ammonia-Nitrogen 0.5 0.1 0.09 mg/L SM 4500NH3 G 12/11/23 12:58 GMB Kjeldahl Nitrogen 1.0 0.1 0.1 mg/L EPA 351.2 12/08/23 18:36 JXM Total Nitrogen 1.9 0.40 mg/L Calculation
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
369
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 10 of 11
Project Name:
04-Jan-2024
Work Order Number: C3L0664
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L0664
Notes and Definitions
J Estimated value
QMS(D) Matrix spike recovery was out of acceptance criteria. Precision and accuracy demonstrated by remaining matrix spike results.

QRPDl Analyte concentration was below range for valid RPD determination.

Approval
cc:

Alexis Nicole Harold For Cindy A. Waddell
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
370
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 11 of 11
Project Name:
04-Jan-2024
Work Order Number: C3L0664
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L0664
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
371
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 1 of 9
Project Name:
04-Jan-2024
Work Order Number: C3L1736
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L1736
Attached is the analytical report for the sample(s) received for your project. Below is a list of the individual sample descriptions with the corresponding laboratory number(s). Also, enclosed is a copy of the Chain of Custody document (if received with your sample(s)). Please note any unused portion of the sample(s) may be responsibly discarded after 30 days from the above report date, unless you have requested otherwise.

Thank you for the opportunity to serve your analytical needs. If you have any questions or concerns regarding this report please contact our client service department.

Sample Identification
Lab Sample # Client Sample ID Matrix Date Sampled By Date Submitted By C3L1736-01 Liquid 12/13/23 6:10 Tristan Hause Courier
(Guillermo)-DE
Influent ---ROUTINE--- 12/13/23 12:26
C3L1736-02 Liquid 12/13/23 6:00 Tristan Hause Courier
(Guillermo)-DE
Effluent ---ROUTINE--- 12/13/23 12:26
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
372
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 2 of 9
Project Name:
04-Jan-2024
Work Order Number: C3L1736
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L1736
Laboratory Reference Number
Sample Description
12/13/23 06:10
Sampled Date/Time Received Date/Time
12/13/23 12:26
Matrix
Influent Liquid
C3L1736-01
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Solids
Total Suspended Solids 180 10 10 mg/L SM 2540D 12/18/23 17:18 BXR Aggregate Organic Compounds
Biochemical Oxygen Demand 240 50 50 mg/L SM 5210B 12/14/23 20:59 VMV Nutrients
Ammonia-Nitrogen 38 5.1 4.5 mg/L SM 4500NH3 G 12/14/23 12:04 GMB mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
373
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 3 of 9
Project Name:
04-Jan-2024
Work Order Number: C3L1736
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L1736
Laboratory Reference Number
Sample Description
12/13/23 06:00
Sampled Date/Time Received Date/Time
12/13/23 12:26
Matrix
Effluent Liquid
C3L1736-02
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Nitrate as N 1.1 0.20 0.12 mg/L EPA 300.0 12/14/23 05:43 EZV Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 12/14/23 05:43 EZV Solids
Total Suspended Solids 1 0.5 0.5 mg/L SM 2540D 12/18/23 17:18 BXR Aggregate Organic Compounds
Biochemical Oxygen Demand ND 5.0 5.0 mg/L SM 5210B 12/14/23 20:59 VMV Nutrients
Ammonia-Nitrogen 0.5 0.1 0.09 mg/L SM 4500NH3 G 12/14/23 12:06 GMB Kjeldahl Nitrogen 1.3 0.1 0.1 mg/L EPA 351.2 12/26/23 18:08 JXM Total Nitrogen 2.5 0.40 mg/L Calculation
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
374
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 8 of 9
Project Name:
04-Jan-2024
Work Order Number: C3L1736
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L1736
Notes and Definitions
QMint Due to matrix interference, the MS and/or MSD did not meet laboratory acceptance criteria.

QRPDa Both percent recoveries were acceptable, however, the RPD result was above laboratory acceptance criteria.

Approval
cc:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 9 of 9
Project Name:
04-Jan-2024
Work Order Number: C3L1736
Received on Ice (Y/N): Yes Temp: 3 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L1736
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
376
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 1 of 11
Project Name:
11-Jan-2024
Work Order Number: C3L2612
Received on Ice (Y/N): Yes Temp: 1 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L2612
Attached is the analytical report for the sample(s) received for your project. Below is a list of the individual sample descriptions with the corresponding laboratory number(s). Also, enclosed is a copy of the Chain of Custody document (if received with your sample(s)). Please note any unused portion of the sample(s) may be responsibly discarded after 30 days from the above report date, unless you have requested otherwise.

Thank you for the opportunity to serve your analytical needs. If you have any questions or concerns regarding this report please contact our client service department.

Sample Identification
Lab Sample # Client Sample ID Matrix Date Sampled By Date Submitted By C3L2612-01 Liquid 12/20/23 6:10 Tristan Hause Courier (Nick Ottele) - DE
Influent ---ROUTINE--- 12/20/23 13:22
C3L2612-02 Liquid 12/20/23 6:00 Tristan Hause Courier (Nick Ottele) - DE
Effluent ---ROUTINE--- 12/20/23 13:22
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
377
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 2 of 11
Project Name:
11-Jan-2024
Work Order Number: C3L2612
Received on Ice (Y/N): Yes Temp: 1 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L2612
Laboratory Reference Number
Sample Description
12/20/23 06:10
Sampled Date/Time Received Date/Time
12/20/23 13:22
Matrix
Influent Liquid
C3L2612-01
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Solids
Total Dissolved Solids 600 10 10 mg/L SM 2540C 12/22/23 20:22 CMR Total Suspended Solids 200 5 5 mg/L SM 2540D 12/26/23 17:35 BXR Aggregate Organic Compounds
Biochemical Oxygen Demand 270 50 50 mg/L SM 5210B 12/21/23 10:51 EZV N-BOD1 Nutrients
Ammonia-Nitrogen 36 5.1 4.5 mg/L SM 4500NH3 G 12/27/23 13:25 GMB mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
378
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 3 of 11
Project Name:
11-Jan-2024
Work Order Number: C3L2612
Received on Ice (Y/N): Yes Temp: 1 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L2612
Laboratory Reference Number
Sample Description
12/20/23 06:00
Sampled Date/Time Received Date/Time
12/20/23 13:22
Matrix
Effluent Liquid
C3L2612-02
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Nitrate as N 0.84 0.20 0.12 mg/L EPA 300.0 12/21/23 03:13 EZM Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 12/21/23 03:13 EZM Solids
Total Dissolved Solids 500 10 10 mg/L SM 2540C 12/22/23 20:22 CMR Total Suspended Solids 1 0.5 0.5 mg/L SM 2540D 12/22/23 18:40 EMA Aggregate Organic Compounds
Biochemical Oxygen Demand ND 5.0 5.0 mg/L SM 5210B 12/21/23 10:55 EZV N-BOD1 Surfactants
MBAS ND 0.08 0.05 mg/L SM 5540C 12/20/23 20:49 BXR
Nutrients
Ammonia-Nitrogen 0.7 0.1 0.09 mg/L SM 4500NH3 G 12/27/23 13:27 GMB Kjeldahl Nitrogen 1.6 0.1 0.1 mg/L EPA 351.2 01/10/24 01:01 JXM Total Nitrogen 2.5 0.40 mg/L Calculation
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
379
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 10 of 11
Project Name:
11-Jan-2024
Work Order Number: C3L2612
Received on Ice (Y/N): Yes Temp: 1 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L2612
Notes and Definitions
J Estimated value
N-BOD1 Dilution water blank exceeds 0.20 mg/L. As per method, data is reportable as qualified.

QFpas Follow-up result within laboratory acceptance criteria.

QMout MS and/or MSD recovery did not meet laboratory acceptance criteria.

Approval
cc:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 11 of 11
Project Name:
11-Jan-2024
Work Order Number: C3L2612
Received on Ice (Y/N): Yes Temp: 1 °C
PERC - Weekly/BiWeekly WW
Adelanto WWTP
C3L2612
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
381
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 1 of 10
Project Name:
18-Jan-2024
Work Order Number: C3L3227
Received on Ice (Y/N): Yes Temp: 2 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L3227
Attached is the analytical report for the sample(s) received for your project. Below is a list of the individual sample descriptions with the corresponding laboratory number(s). Also, enclosed is a copy of the Chain of Custody document (if received with your sample(s)). Please note any unused portion of the sample(s) may be responsibly discarded after 30 days from the above report date, unless you have requested otherwise.

Thank you for the opportunity to serve your analytical needs. If you have any questions or concerns regarding this report please contact our client service department.

Sample Identification
Lab Sample # Client Sample ID Matrix Date Sampled By Date Submitted By C3L3227-01 Liquid 12/27/23 6:20 Jared
Kachelski
Courier
(Guillermo)-DE
Influent ---ROUTINE--- 12/27/23 11:58
C3L3227-02 Liquid 12/27/23 6:10 Jared
Kachelski
Courier
(Guillermo)-DE
Effluent ---ROUTINE--- 12/27/23 11:58
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
382
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 2 of 10
Project Name:
18-Jan-2024
Work Order Number: C3L3227
Received on Ice (Y/N): Yes Temp: 2 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L3227
Laboratory Reference Number
Sample Description
12/27/23 06:20
Sampled Date/Time Received Date/Time
12/27/23 11:58
Matrix
Influent Liquid
C3L3227-01
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Solids
Total Suspended Solids 330 10 10 mg/L SM 2540D 01/03/24 14:58 RUB Aggregate Organic Compounds
Biochemical Oxygen Demand 210 50 50 mg/L SM 5210B 12/28/23 10:17 EZM Nutrients
Ammonia-Nitrogen 36 5.1 4.5 mg/L SM 4500NH3 G 01/03/24 14:12 GMB mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
383
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 3 of 10
Project Name:
18-Jan-2024
Work Order Number: C3L3227
Received on Ice (Y/N): Yes Temp: 2 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L3227
Laboratory Reference Number
Sample Description
12/27/23 06:10
Sampled Date/Time Received Date/Time
12/27/23 11:58
Matrix
Effluent Liquid
C3L3227-02
Analyte(s) Result RDL MDL Units Method Analysis Date Analyst Flag Anions
Nitrate as N 0.35 0.20 0.12 mg/L EPA 300.0 12/28/23 20:10 EZV Nitrite as N ND 0.1 0.09 mg/L EPA 300.0 12/28/23 20:10 EZV Solids
Total Suspended Solids 2 0.5 0.5 mg/L SM 2540D 01/03/24 14:58 RUB Aggregate Organic Compounds
Biochemical Oxygen Demand 4.8 2.5 2.5 mg/L SM 5210B 12/28/23 10:20 EZM Nutrients
Ammonia-Nitrogen 3.5 0.5 0.4 mg/L SM 4500NH3 G 01/03/24 15:02 GMB Nconf Kjeldahl Nitrogen 3.6 1.0 1.0 mg/L EPA 351.2 01/17/24 20:23 JXM Total Nitrogen 4.0 1.3 mg/L Calculation
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
384
Client Name:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 9 of 10
Project Name:
18-Jan-2024
Work Order Number: C3L3227
Received on Ice (Y/N): Yes Temp: 2 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L3227
Notes and Definitions
J Estimated value
Nconf Result(s) confirmed by re-analysis.

Approval
cc:

Report Date:

PERC Water Corp
19101 Jonathan St.

Dave Kachelski
Adelanto, CA 92301
Contact:

Address: Project Number:

Analytical Report: Page 10 of 10
Project Name:
18-Jan-2024
Work Order Number: C3L3227
Received on Ice (Y/N): Yes Temp: 2 °C
PERC - Weekly WW
Adelanto WWTP - 19101 Jonathan St.

C3L3227
mailing
P.O. Box 432
Riverside, CA 92502-0432
CA ELAP No. 2698
EPA No. CA00102
NELAP No. OR4035
LACSD No. 10119
P (951) 653-3351
F (951) 653-1662
www.babcocklabs.com
location
6100 Quail Valley Court
Riverside, CA 92507-0704
386
Section H
CIP Report
387
Project # Estimated
Cost
Project
start
date
$'s spent
to date
Scope Comments Status
1 $150,000 21-22
Upgrade cleanouts to
manholes for
maintenance access.

There are several cleanouts in
Joshua Estates that can't be
maintained. Convert to manholes
for cleaning maintenance
waiting for budget
approval
2 $400,000 21-22
Purchase CCTV Van for
locating and raising
buried Manholes.

There are many manholes that are
below ground surface for >20 years.

Locate & raise to grade. Cannot
perform maintenance of sewer
lines.

Obtained bids
3 $50,000 20-21 Muskrat sewer lift
Station.
install radio communcation and
ancillary equipment to allow data
to existing WWTP SCADA system.

Includes programming, parts and
alarm notifications.

Obtained bids
4 $200,000 Ponds 2 & 3
Pond 2 & 3 rehabilitation to
emergency bypass ponds pursuant
to 2013 Application for Waste
Discharge.

Not started
5 ? 22-23 Install Auburn & 395
parallel sewer main
Install parallel sewer main on
Auburn under Hwy 395. to relieve
surcharged sewer condition
observed .

Engineering is designing
6 $1,800,000 22-23 Expand WWTP to 3.7
MGD. Budget 2023-24
Install 5th influent pump, 4th turbo
blower, replace DO probes, install
NO3 probes, add polymer at sec
clarifier, upgrade water system.

WWTP at 3.0 MGD Ave daily flow.

PACE completed
capacity assesment.

Waiting for design
budget approval
7 $300,000 22-23
Upgrade current filters
contact tank to make
Title 22 water for reuse
on parks, etc.

Equipment onsite, but some
replacement equipment needed,
and new analyzers, safety upgrades
along with SCADA tie ins and title
22 eng report.

Not started, city
obtaining grant funding
8 ? 21-22 Install purple pipe from
WWTP to parks
Install purple pipe, 0.75 mile. Need
engineering to design.

Not started, city
obtaining grant funding
Adelanto Wastewater CIP 2023-24
388
$1,500,000 2/1/22 ? Increase Sewer Main Capacity
carryover from 2019-20
Install parallel sewer main on Pairmain St. to relieve surcharged sewer condition observed on Jonathan St. sewer main.

COMPLETED
$750,000.00 9/1/21 $749,995.00
WWTP Dewatering System
carryover from 2018-19

1. Engineer, purchase, install new centrifuge. Demo of old unit.

Original centrifuge not sized for increased flows and nonoperational

2. Rezise existing sludge feed pump and polymer feed unit.

3. Repair existing grinder/macerator ("muffin monster"). COMPLETED $5,000.00 $5,423.41 "Smart covers" # 6 manhole level and flow monitoring sensing device.

Additional smart cover for lift station manhole to prevents sewer spills and vandalism spills. 10 years with battery replacement every two years

RECEIVED

COMPLETED
$11,000.00 $10,846.82 "Smart covers" # 4 & 5 manhole level and flow monitoring sensing device.

Additional smart cover for lift station manhole to prevents sewer spills and vandalism spills. 10 years with battery replacement every two years

RECEIVED

COMPLETED
$11,000.00 10/15/21 $10,416.82 "Smart covers" # 2 & 3 manhole level and flow monitoring sensing device.

Surcharged manholes at trunck sewer at Auburn/Bellflower. 10 years with battery replacement every two years

RECEIVED

COMPLETED
$5,000.00 2/20/20 $4,743.32 "Smart covers" # 1 manhole level and flow monitoring sensing device.

Surcharged manhole at trunck sewer at Jonathan/Bartlett. 10 years with battery replacement every two years

RECEIVED

COMPLETED
$50,000.00 8/1/20 $48,000.00
Influent Lift Station Pump
carryover from 2019-20
Reconfigure Influent lift station pump control wiring. Wires were cut during bypass of influent to VVWRA. Pump currently has no operational signals. System could overflow or pump could overheat. Reconfigure Influent lift station pump control logic for interlocked operation with other pumps on new SCADA. COMPLETED $75,400.00 Manhole (4) Rehabilitation
carryover from 2019-20
Deteriorated manholes at Aster & Vintage require urgent replacement. Includes bypass pumping. COMPLETED
$55,500 7/1/22 $51,500 Remove GE SCADA PLC. Budgeted 2021-22 GE SCADA PLC from blower installed in 1998. GE interferes at times with newer SCADA PLC hardware COMPLETED
Adelanto Wastewater Completed CIP 2023-24
10/20/2023
389

ADELANTO PUBLIC UTILITY AUTHORITY
A D E L A N T O G O V E R N M E N T A L C E N T E R | 1 1 6 0 0 A I R E X P R E S S W A Y | A D E L A N T O , C A L I F O R N I A 9 2 3 0 1
DATE: February 14, 2024
TO: Honorable Chairman, and Public Utility Authority Members FROM: Jessie Flores, Executive Director
BY: Angel Castellanos, Director of Finance
SUBJECT: CONSIDERATION OF AMENDMENT NO.1 TO THE PROFESSIONAL SERVICES AGREEMENT WITH T.R. HOLLIMAN AND ASSOCIATES TO EXTEND THE CONTRACT TERM SIX MONTHS (THROUGH JULY 31, 2024) AND INCREASE TOTAL COMPENSATION.

STAFF RECOMMENDATION:

Staff Recommends the City Council approve Amendment No. 1 to the Professional Services Agreement with T.R. Hollman and Associates to extend Section 3.1.2 Term on the attached Agreement for six (6) months with an increased compensation of One Hundred and Twenty Thousand Dollars ($120,000).

BACKGROUND:

On July 13, 2022, the City entered into a Professional Services Agreement (“Agreement”) with T.R.

Holliman and Associates to provide professional water and wastewater engineering consulting services for twelve months from July 13, 2022 through January 31, 2024.

The First Amendment will extend the Term of the Agreement by Six (6) months and shall commence on February 1, 2024, through July 31, 2024.

Under the First Amendment, the Consultant shall receive and amount not to exceed One Hundred and Twenty Thousand Dollars ($120,000) in total compensation. The total compensation amount under both the Master Agreement and the First Amendment is a total not-to-exceed amount of Three Hundred Sixty Thousand dollars ($360,000). Extra work may be authorized, as described in the Master Agreement, and if authorized, will be compensated at the rates and manner set forth in the Master Agreement.

The approved contract providesthat T.R. Holliman and Associates would focus on the following services:

A. Domestic Water Master Plan
B. Supervision and finalization of Wastewater Master Plan C. Plant Optimization of Wastewater Treatment Plant
D. Adelanto Road Water Pipeline Extension and Managing Design 390
T.R. Holliman and Associates has been working for the City and has spearheaded the following projects:

A. Domestic Water Master Plan
During this period, TRHA started the water planning effort by gathering background information for the water system, reviewing water-related planning documents such as the 2008 water master plan, and the 2020 Urban Water Management Plan. We completed drafting the sections of the master plan on the background the City, climate, location, history, geology, water supply and existing approved land uses. Sections were drafted for the system modeling and evaluation that would be completed in conjunction with the completion for the water system modeling, sections for the final recommended facilities, CIP short term, and long-term CIP projects were also drafted pending the results of the modeling.

B. Water System Hydraulic Modeling
TRHA wrote the Request for Proposals (RFP) for the creation of the City’s hydraulic water model. During the proposal period, TRHA answered questions from the consultants, reviewed the proposals, ranked the consultants, and gave our recommendations for award to the City Engineer. We scheduled and conducted the interviews with the three shortlisted firms and provided a final recommendation for the contract award. TRHA led the kick-off meeting, then during the creation of the model, attended update meetings with consultants and City staff, provided direction to the consultant during the development of the water usage factors, and met with the modeling consultant to review the ultimate system. The technical memorandum that will be completed by the modeling consultant will be used to finalize the modeling and system evaluation sections of the water master plan.

TRHA will do a detailed review of the technical memorandum to validate the information before it is used in the water master plan. TRHA will use the results of the water modeling technical memorandum to make recommendations for water improvements in the FY 2024/25 CIP budget.

C. Sewer System Modeling
As with the water system hydraulic modeling, TRHA wrote the RFP for the creation of the City’s sewer system model. During the proposal period, TRHA answered questions from the consultants, reviewed the proposals, ranked the consultants, and gave our recommendations for award to the City Engineer. We scheduled and conducted the interviews with the three shortlisted firms and provided a final recommendation for the contract award. STANTEC was selected to create the sewer model and TRHA led the kick-off meeting. The project is just underway with the consultant installing flow monitors to capture data to be used to calibrate the model. TRHA will attend update meetings with Stantec and City staff, provide direction to the consultant during the development of the sewer production factors, and then meet with the modeling consultant to review the results of the modeling and recommendations for upgrades and new construction. Once the consultant completes the modeling, they will prepare a technical memorandum that will summarize the finding of the modeling effort. TRHA will do a detailed review of the technical memorandum to validate the information before it is used in the sewer master plan. TRHA will use the results of the sewer modeling technical memorandum to make recommendations for sewer improvements in the FY 2024/25 CIP budget.

D. RFP for WTP Plant Optimization, Select Consultant, Review 30% Plans and PDR TRHA wrote the RFP for the wastewater treatment plant optimization which will increase the treatment plant capacity to 4 MGD. We answered questions during the proposal phase, reviewed the proposals, provided rankings and recommendations to the City Engineer, and provided a final recommendation for award. We led the kick-off meeting, attended update meetings with consultant, and completed a review of the 30% design report and preliminary plans. The design of the project will be completed in early 2024, with construction to follow.

E. Develop Fire Supply Options for Value Windows and Doors As part of the City’s development team, TRHA participated in multiple meetings with the developer and their engineer regarding fire flows for the Value Windows and Doors project. Because the developer wanted to break ground as soon as possible, and the City’s water system could not provide the required 3,000 gpm fire flow, TRHA 391
created an alternative fire supply option which included a temporary 1.5-million-gallon storage tank and dual fire pump option. TRHA worked with the with the vendors to get estimates for the tank and fire pump rentals. TRHA also wrote the technical memorandum which addressed the concerns and comments by the City of Victorville for a temporary intertie.

F. RFP for Adelanto Road Water Pipeline, RFP Prep, Select Consultant, Managing Design TRHA wrote the RFP for the design of the Adelanto Road Water Pipeline from Airway Express to El Mirage. This project includes 18,000 feet of 18-inch steel or ductile iron pipeline and will provide the 3,000 gpm fire flows that industrial development around the wastewater treatment plan need to develop. TRHA answered questions during the proposal phase, reviewed the proposals, provided ranking and recommendations to the City Engineer, conducted the interviews with the three shortlisted firms, and provided a final recommendation for award. TRHA is managing the design of the pipeline by TKE, which should be completed Spring 2024, with construction expected to begin by Summer 2024.

G. Auburn Sewer Pipe Replacement, RFP Prep, Select Consultant, Managing Design TRHA wrote the RFP for the design of the Auburn Sewer Replacement Project under the 395 Freeway. The project includes 500 LF of 18-inch PVC sewer main in a 28-inch steel casing under the roadway along with two junction structures. This project will create a bypass around the existing crossing which has a sag in it and is not flowing at design capacity. TRHA answered questions during the proposal phase, reviewed the proposals, provided ranking and recommendations to the City Engineer, conducted the interviews with the three shortlisted firms, and provided a final recommendation for award, and is currently managing the design by Webb and Associates. The design of the pipeline should be complete in Spring 2024, with construction expected to begin by Summer 2024.

H. Prepared City’s First Water and Sewer CIP Standard Details and Specifications Prior to our start of work for the City, they did not have standard specifications or design details for capital water and sewer facilities (typically 10-inch and larger sewer and 12-inch and larger water). TRHA created the City’s first water and sewer standard details and construction specifications for capital projects (backbone water and sewer facilities). This included over 350 pages of technical specifications for all the elements of the projects including pipe materials, valves, manholes, etc. TRHA prepared over 125 pages of standard drawings and details for water and sewer infrastructure. TRHA worked with PERC water and sewer staff to review and finalize the standards and provided them to the City Engineer for signatures and posting to the City’s website for use in upcoming capital projects such as the Adelanto Road and Auburn pipeline projects.

I. Prepared City First Sewer Lift Station Standard Specifications Like the standard specifications for capital projects, prior to our joining the City team, there were no standard specifications for sewer lift stations. TRHA created the City’s first sewer lift station standard specifications. This work required extensive review of the standards of other similar sized agencies, and creation of a specifications package tailored to the City of Adelanto. Working with PERC sewer operations, the specifications include all the design elements that are necessary for the design of a sewer lift station by either a developer engineer or a City retained design team. The standard specifications include the standard design for the sewer pump equipment, requirements for communication equipment so the lift station can be connected to the City’s SCADA system, backup power supply, minimum site dimensions, site security, and odor control. The City has one lift station already under design by a developer for the CARMAX project who will use the next standard specifications to design the lift station. It is expected that the Steelway project will also likely require a sewer lift station, and they will have the new specifications to use for that design.

J. Reviewing City Public Works Standards for Streets and Storm Drains TRHA is currently reviewing the City’s water and sewer standard details and construction specifications for developer projects prepared by IE. TRHA will review the standards against similar agencies such as the City of Riverside and the City of San Bernardino to ensure that the City’s standards reflect the highest quality. 392
K. Represented the City at Mojave Water Planning Efforts TRHA represented the City of Adelanto at the kick-off meeting at the Mojave Water Agency’s regional water planning effort. TRHA will continue to participate in those meetings and ensuring that the City’s interests are properly addressed in the regional water planning effort.

L. Provided Plan Check and Engineering Support for CARMAX Sewer Pipeline Project, Reviewing Daily Inspect Reports, Construction Status Meetings
One of the first assignments for TRHA outside the water master plan was reviewing the plans prepared by the CARMAX developer’s engineer for the sewer and lift station needed for the development. The plans required multiple reviews before the pipeline design were finally acceptable. The lift station portion of the project was separated out for a separate design effort. The standard lift station specifications prepared and approved by the City were given to the designer to be used to prepare a complete design package for the lift station, which TRHA will review with the PERC sewer operations team. With the pipeline portion of the project under construction, TRHA has reviewed the daily construction reports, and participated in the construction meetings conducted by IE.

M. Review STANTEC report of PACE study for WTP optimization Prior to writing the RFP for the wastewater treatment plant optimization, TRHA reviewed the report prepared by STANTEC which was an analysis of the report prepared by PACE. We provided our comments to STANTEC and were part of the review meetings.

N. Reviewed Report for Well Field Development, Prepared by Wood Rogers TRHA reviewed the Wood Rogers report and proposal for well development and provided comments.

O. Water Supply Feasibility Studies Review and Approval TRHA has provided a review and gave comments on water supply assessments for upcoming developments.

P. Attend Weekly CM Meetings
TRHA attended weekly City Manager’s staff meetings to provide updates to the City team and to ensure that work on the water and sewer projects is coordinated with other City projects.

Q. Provide Water and Sewer Engineering Support as Needed TRHA continues to make staff resources available to assist all City departments as directed.

FISCAL IMPACT:

For Fiscal year 2024, the net cost of Amendment No. 1 is $100,000 is included in the APUA budget For Fiscal Year 2024, and $20,000 will be included in the APUA budget for Fiscal Year 2025 budget.

ATTACHMENTS:

1. First Amendment to Professional Consultant Service Agreement

2. Master Agreement

3. T.R. Holliman and Associates Scope of Services
393

CITY OF ADELANTO
AMENDMENT NO. AMENDMENT #1 TO

PROFESSIONAL SERVICES AGREEMENT
This is Amendment No. 1 (“Amendment No.1”) to that certain PROFESSIONAL SERVICES AGREEMENT (“Agreement”) made on [13
TH Day Of July, 2022] between the City of Adelanto
(“City”) and T.R. Holliman and Associates (“Consultant”), which this Amendment No. 1 is made and entered into on 14
th Day of February, 2024 to extend the professional engineering support services, increase the scope of work and increase the compensation amount:

1. Capitalized terms used but not defined in this Amendment No. 1 shall have the meanings ascribed to them in the Agreement.

2. 3.1.2, “Scope of Services and Term” is amended to read as follows:

Term of Services. The term of this Agreement shall begin on February 1, 2024 and shall end on July 31, 2024 unless the term of the Agreement is otherwise terminated or extended as provided for in Section 3.6.1. The time provided to [Consultant/Contractor] to complete the services required by this Agreement shall not affect the City's right to terminate the Agreement, as provided for in Section

3.6.1. SECTION 2, “Compensation” is amended to read as follows, increasing the contract amount by: One Hundred Twenty Thousand dollars ($120,000.00) or approximately twenty thousand dollars ($20,000.00) per month.

SECTION 2. COMPENSATION.

City hereby agrees to pay [Consultant] a sum not to exceed Three Hundred and Sixty Thousand dollars ($360,000.00) notwithstanding any contrary indications that may be contained in [Consultant]’s proposal, for the Services to be performed payments specified below shall be the only payments from City to [Consultant] for the Services rendered pursuant to this Agreement. Consultant shall submit all invoices to City in the manner specified herein. Except as specifically authorized in advance by City, Consultant shall not bill City for duplicate services performed by more than one person.

Exhibit A, “Scope of Services” is supplemented to include the supplement attached as Exhibit A hereto. The supplement to the “Scope of Services” is not intended to replace the Commented [SJ1]: Amendment Number.

Commented [SJ2]: Use the term in the underlying Agreement ie: “Consultant” for Professional Services Agreements, and “Contractor” for Contract Services Agreements.

Commented [SJ3]: For example:
increase the scope of work and compensation amount as indicated below
Commented [SJ4]: Repeat this for however many Subsections or Sections you are changing so that there is a separate item for each change
394
AMENDMENT NO. 1
original Exhibit A to the Agreement, but instead to augment and increase the scope of work listed in the original Exhibit A to the Agreement. The initial paragraph of the original Exhibit A, “Scope of Services”, to the Agreement is amended to read as follows:
and reimbursable costs incurred under this Agreement. In the event of a conflict between this Agreement and Exhibit A, regarding the amount of compensation, this Agreement shall prevail. City shall pay [Consultant] for the Services rendered pursuant to this Agreement at the time and in the manner set forth herein. The

EXHIBIT A

SCOPE OF SERVICES
Consultant shall provide PROFESSIONAL ENGINEERING SERVICES in the amount not to exceed THREE HUNDRED SIXTY THOUSAND DOLLARS ($360,000.00) as further detailed in the following page(s).

3. All other terms and conditions of the Agreement remain in full force and effect.

4. This Amendment No. 1 may be executed in multiple counterparts, each of which shall be an original and all of which together shall constitute one agreement. (Signatures on Following Page)
395
AMENDMENT NO. 1
CITY:

CITY OF ADELANTO
By:__________________________________
Jessie Flores, City Manager
Date:

APPROVED AS TO FORM:

By:__________________________________
Todd Litfin, City Attorney
Date:

CONSULTANT:

T.R. HOLLIMAN AND ASSOCIATES
By:_____________________________
Name:_________________________
Title: ___________________________
Date:
396
2022

PROFESSIONAL SERVICES AGREEMENT
(Engagement: As-Needed, On-Call Engineering Support Services) (Parties: T.R. Holliman and Associates and City of Adelanto)

THIS PROFESSIONAL SERVICES AGREEMENT (hereinafter, “Agreement”) is made and entered into this 13th day of July 2022 (hereinafter, the “Effective Date”) by and between the CITY OF ADELANTO, a municipal corporation (hereinafter, “CITY”) and T.R.

HOLLIMAN AND ASSOCIATES, (hereinafter, “CONSULTANT”). For the purposes of this Agreement, CITY and CONSULTANT may be referred to collectively by the capitalized term “Parties.” The capitalized term “Party” may refer to CITY or CONSULTANT interchangeably, as appropriate.

RECITALS
WHEREAS, CITY requires professional engineering support services for CITY’s public works, wastewater/sewer and water, drainage structures, traffic, hydrology and street related services, tasks and activities, on an as-needed, task-order basis; and WHEREAS, CITY staff has determined that CONSULTANT possesses the experience, skills and training necessary to competently provide such professional engineering support services to CITY; and
WHEREAS, the execution of this Agreement was approved by the Adelanto City Council at its Regular Meeting of July 13, 2022.

NOW, THEREFORE, for and in consideration of the mutual covenants and conditions herein contained, CITY and CONSULTANT agree as follows:

ENGAGEMENT TERMS

1.1 TERM: This Agreement shall have a term commencing from the Effective Date through June 30, 2023 (hereinafter, the “Term”). The one-year Term of this Agreement may be annually and automatically extended by the CITY in its discretion, each year for an additional one-year extension, subject to its same terms and conditions, provided the CITY issues written notice of its intent to extend the Term of the Agreement prior to the expiration of the initial Term. Nothing in this Section shall operate to prohibit or otherwise restrict the CITY’s ability to terminate this Agreement at any time for convenience or for cause as provided under Article V (Termination), below.
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2 1.2 SCOPE OF WORK:

A. Subject to the terms and conditions of this Agreement, CONSULTANT agrees to provide the services and tasks described in that certain Request for Proposals of CITY entitled “REQUEST FOR PROPOSALS FOR ENGINEERING SUPPORT SERVICES”, (hereinafter, “CITY RFP”) and the written proposal of CONSULTANT entitled “PROPOSAL FOR
ENGINEERING SUPPORT SERVICES” (hereinafter, the “CONSULTANT Proposal”) dated June 6, 2022. The CITY RFP and the CONSULTANT Proposal are attached and incorporated hereto as Exhibit “A” and “B” respectively. The term “Scope of Work” shall be a collective reference to the CITY RFP and the CONSULTANT Proposal. The capitalized term “Work” shall be a collective reference to all the various services and tasks referenced in the Scope of Work. In the event of any conflict or inconsistency between the provisions of the document entitled CITY RFP and the provisions of the document entitled CONSULTANT Proposal, the requirements of the document entitled CITY RFP shall govern and control but only to the extent of the conflict or inconsistency and no further. In the event of any conflict or inconsistency between the provisions of the Scope of Work and the provisions of this Agreement to which the Scope of Work is attached, the provisions of this Agreement shall govern and control.

1.3 PROSECUTION OF WORK:

A. CONSULTANT shall perform the Work contemplated under this Agreement on an as-needed, as requested basis. Nothing in this Agreement shall be construed to grant CONSULTANT the exclusive right to perform any of the types of services or tasks contemplated under this Agreement nor shall anything in this Agreement be construed to entitle CONSULTANT to the receipt of any sums under this Agreement, except to the extent CITY requests the performance of any Work in the manner described below and such Work is in fact performed and completed by CONSULTANT and accepted by CITY. CITY requests for the performance of specific services or tasks contemplated under this Agreement shall be made in the form of a written task order(s) work order(s) issued by the City Representatives (each such written request hereinafter referred to as a “Work Order”). Each Work Order shall include the following information:

1. A detailed description of the specific services or tasks requested;

2. The location of where the particular services or tasks are to be performed, if applicable;

3. A not-to-exceed budget for performing the services or tasks;

4. A timeline for completing the requested services or tasks;

5. Any other information CITY deems necessary and relevant to the requested services or tasks; and

6. The signature of one of the City Representatives, confirming that the services or tasks have been authorized by the City Representative. 398
3 B. CONSULTANT shall perform no Work under this Agreement without a written request from one of the City Representatives, containing the information set forth in Section 1.3(A), above;
C. CONSULTANT shall perform the Work continuously and with due diligence so as to complete the Work by the completion date indicated in each Work Order. CONSULTANT shall cooperate with CITY and in no manner interfere with the work of CITY, its employees or other consultants, contractors or agents;
D. CONSULTANT shall not claim or be entitled to receive any compensation or damage because of the failure of CONSULTANT, or its subconsultants, to have related services or tasks completed in a timely manner; E. CONSULTANT shall at all times enforce strict discipline and good order among CONSULTANT’s employees; and
F. CONSULTANT, at its sole expense, shall pay all sales, consumer, use or other similar taxes required by law.

1.4 COMPENSATION: CONSULTANT shall perform the Work in accordance with “FEE PROPOSAL HOURLY RATES SERVICES” (hereinafter, the
“COMPENSATION RATE”). The foregoing notwithstanding, CONSULTANT’s total compensation for the performance of all Work contemplated under this Agreement, will not exceed the annual budgeted sum of two Hundred and Fifty Thousand dollars ($250,000) (hereinafter, the “Annual Not-to-Exceed Sum”) during the Term of this Agreement, unless such added expenditure is first approved by the City Council. In the event CONSULTANT’s charges are projected to exceed the Annual Not-to-Exceed Sum prior to the expiration of this Agreement, CITY may suspend CONSULTANT’s performance pending CITY approval of any anticipated expenditures in excess of the Not-to-Exceed Sum or any other CITY approved amendment to the compensation terms of this Agreement.

1.5 PAYMENT OF COMPENSATION: The Annual Not-to-Exceed Sum will be paid to CONSULTANT in monthly increments as the Work is completed. Following the conclusion of each calendar month, CONSULTANT will submit to CITY an itemized invoice indicating the services performed and tasks completed during the recently concluded calendar month, including services and tasks performed and the reimbursable out-of-pocket expenses incurred. If the amount of CONSULTANT’s monthly compensation is a function of hours worked by CONSULTANT’s personnel, the invoice should indicate the number of hours worked in the recently concluded calendar month, the persons responsible for performing the Work, the rate of compensation at which such services and tasks were performed, the subtotal for each task and service performed and a grand total for all services performed. Within thirty (30) calendar days of receipt of each invoice, CITY will notify CONSULTANT in writing of any disputed amounts included in the invoice. 399
4 Within forty-five (45) calendar days of receipt of each invoice, CITY will pay all undisputed amounts included on the invoice. CITY will not withhold applicable taxes or other authorized deductions from payments made to CONSULTANT.

1.6 ACCOUNTING RECORDS: CONSULTANT will maintain complete and accurate records with respect to all matters covered under this Agreement for a period of three (3) years after the expiration or termination of this Agreement. CITY will have the right to access and examine such records, without charge, during normal business hours. CITY will further have the right to audit such records, to make transcripts therefrom and to inspect all program data, documents, proceedings, and activities.

1.7 ABANDONMENT BY CONSULTANT: In the event CONSULTANT ceases to perform the Work agreed to under this Agreement or otherwise abandons the undertaking contemplated herein prior to the expiration of this Agreement or prior to completion of any or all tasks set forth in the Scope of Work, CONSULTANT will deliver to CITY immediately and without delay, all materials, records and other work product prepared or obtained by CONSULTANT in the performance of this Agreement. Furthermore, CONSULTANT will only be compensated for the reasonable value of the services, tasks and other Work performed up to the time of cessation or abandonment, less a deduction for any damages, costs or additional expenses which CITY may incur as a result of CONSULTANT’s cessation or abandonment.

II.

PERFORMANCE OF AGREEMENT

2.1 CITY’S REPRESENTATIVE: The CITY hereby designates JESSIE FLORES, CITY MANAGER (hereinafter, the “CITY Representative”) to act as its representative for the performance of this Agreement. The CITY Representative or their designee will act on behalf of the CITY for all purposes under this Agreement. CONSULTANT will not accept directions or orders from any person other than the CITY Representative or their designee.

2.2 CONSULTANT REPRESENTATIVE: CONSULTANT hereby designates SID MOUSAVI, CHIEF EXECUTIVE OFFICER, to act as its representative for the performance of this Agreement (hereinafter, “Consultant Representative”).

Consultant Representative will have full authority to represent and act on behalf of the CONSULTANT for all purposes under this Agreement. Consultant Representative or their designee will supervise and direct the performance of the Work, using their best skill and attention, and will be responsible for all means, methods, techniques, sequences and procedures and for the satisfactory coordination of all portions of the Work under this Agreement. Notice to the Consultant Representative will constitute notice to CONSULTANT.

2.3 COORDINATION OF SERVICE; CONFORMANCE WITH REQUIREMENTS:

CONSULTANT agrees to work closely with CITY staff in the performance of the Work and this Agreement and will be available to CITY staff and the CITY 400
5 Representative at all reasonable times. All work prepared by CONSULTANT will be subject to inspection and approval by CITY Representative or their designees.

2.4 STANDARD OF CARE; PERFORMANCE OF EMPLOYEES: CONSULTANT represents, acknowledges and agrees to the following:

A. CONSULTANT will perform all Work skillfully, competently and to the highest standards of CONSULTANT’s profession.

B. CONSULTANT shall at all times employ such force, plant, materials, and tools as will be sufficient in the opinion of the CITY to perform the Services within the time limits established, and as provided herein. It is understood and agreed that said tools, equipment, apparatus, facilities, labor, and material shall be furnished and said Services performed and completed as required by the Agreement, and subject to the approval of the CITY’s authorized representative.

C. CONSULTANT will perform all Work in a manner reasonably satisfactory to the CITY;
D. CONSULTANT will comply with all applicable federal, state and local laws and regulations, including the conflict of interest provisions of Government Code Section 1090 and the Political Reform Act (Government Code Section 81000 et seq.) CONSULTANT shall be liable for all violations of such laws and regulations in connection with Services. If CONSULTANT performs any work knowing it to be contrary to such laws, rules and regulations, CONSULTANT shall be solely responsible for all costs arising therefrom; E. CONSULTANT understands the nature and scope of the Work to be performed under this Agreement as well as any and all schedules of performance;
F. All of CONSULTANT’s employees and agents possess sufficient skill, knowledge, training and experience to perform those services and tasks assigned to them by CONSULTANT; and
G. All of CONSULTANT’s employees and agents (including, but not limited to, subcontractors and subconsultants) possess all licenses, permits, certificates, qualifications and approvals of whatever nature that are legally required to perform the tasks and services contemplated under this Agreement and all such licenses, permits, certificates, qualifications and approvals will be maintained throughout the term of this Agreement and made available to CITY for copying and inspection.

The Parties acknowledge and agree that CONSULTANT will perform, at CONSULTANT’s own cost and expense and without any reimbursement from CITY, any services necessary to correct any errors or omissions caused by CONSULTANT’s failure to comply with the standard of care set forth under this Section or by any like failure on the part of CONSULTANT’s employees, agents, 401
6 contractors, subcontractors and subconsultants. Such effort by CONSULTANT to correct any errors or omissions will be commenced immediately upon their discovery by either Party and will be completed within seven (7) calendar days from the date of discovery or such other extended period of time authorized by the CITY Representative in writing and in her sole and absolute discretion. The Parties acknowledge and agree that CITY’s acceptance of any work performed by CONSULTANT or on CONSULTANT’s behalf will not constitute a release of any deficiency or delay in performance. The Parties further acknowledge, understand and agree that CITY has relied upon the foregoing representations of CONSULTANT, including but not limited to the representation that CONSULTANT possesses the skills, training, knowledge and experience necessary to perform the Work skillfully, competently and to the highest standards of CONSULTANT’s profession.

2.5 ASSIGNMENT: The skills, training, knowledge and experience of CONSULTANT are material to CITY’s willingness to enter into this Agreement. Accordingly, CITY has an interest in the qualifications and capabilities of the person(s) who will perform the services and tasks to be undertaken by CONSULTANT or on behalf of CONSULTANT in the performance of this Agreement. In recognition of this interest, CONSULTANT agrees that it will not assign or transfer, either directly or indirectly or by operation of law, this Agreement or the performance of any of CONSULTANT’s duties or obligations under this Agreement without the prior written consent of the CITY. In the absence of CITY’s prior written consent, any attempted assignment or transfer will be ineffective, null and void and will constitute a material breach of this Agreement.

2.6 SUBSTITUTION OF KEY PERSONNEL: CONSULTANT has represented to CITY that certain key personnel will perform and coordinate the Services under this Agreement. Should one or more of such personnel become unavailable, CONSULTANT may substitute other personnel of at least equal competence upon written approval of CITY. In the event that CITY and CONSULTANT cannot agree as to the substitution of key personnel, CITY shall be entitled to terminate this Agreement for cause. As discussed below, any personnel who fail or refuse to perform the Services in a manner acceptable to the CITY, or who are determined by the CITY to be uncooperative, incompetent, a threat to the adequate or timely completion of the Project or a threat to the safety of persons or property, shall be promptly removed from the Project by the CONSULTANT at the request of the CITY.

2.7 CONTROL AND PAYMENT OF SUBORDINATES; INDEPENDENT
CONTRACTOR: The Work will be performed by CONSULTANT or under CONSULTANT’s strict supervision. CONSULTANT will determine the means, methods and details of performing the Work subject to the requirements of this Agreement. CITY retains CONSULTANT on an independent contractor basis and not as an employee. CONSULTANT reserves the right to perform similar or different services for other principals during the term of this Agreement, provided such work does not unduly interfere with CONSULTANT’s competent and timely performance of the Work contemplated under this Agreement and provided the performance of such services does not result in the unauthorized disclosure of 402
7 CITY’s confidential or proprietary information. Any additional personnel performing the Work under this Agreement on behalf of CONSULTANT are not employees of CITY and will at all times be under CONSULTANT’s exclusive direction and control. CONSULTANT will pay all wages, salaries and other amounts due to such personnel and will assume responsibility for all benefits, payroll taxes, Social Security and Medicare payments and the like. CONSULTANT will be responsible for all reports and obligations respecting such additional personnel, including, but not limited to: Social Security taxes, income tax withholding, unemployment insurance, disability insurance, workers’ compensation insurance and the like.

2.8 REMOVAL OF EMPLOYEES OR AGENTS: If any of CONSULTANT’s officers, employees, agents, contractors, subcontractors or subconsultants is determined by the CITY Representative to be uncooperative, incompetent, a threat to the adequate or timely performance of the tasks assigned to CONSULTANT, a threat to persons or property, or if any of CONSULTANT’s officers, employees, agents, contractors, subcontractors or subconsultants fail or refuse to perform the Work in a manner acceptable to the CITY, such officer, employee, agent, contractor, subcontractor or subconsultant will be promptly removed by CONSULTANT and will not be reassigned to perform any of the Work.

2.9 COMPLIANCE WITH LAWS: CONSULTANT will keep itself informed of and in compliance with all applicable federal, state or local laws to the extent such laws control or otherwise govern the performance of the Work. CONSULTANT’s compliance with applicable laws will include, without limitation, compliance with all applicable Cal/OSHA requirements and applicable regulations of the Federal Department of Housing and Urbanization.

2.10 NON-DISCRIMINATION: CONSULTANT represents that it is an equal opportunity employer and it shall not discriminate against any subconsultant, employee or applicant for employment because of race, religion, color, national origin, handicap, ancestry, sex or age. Such non-discrimination shall include, but not be limited to, all activities related to initial employment, upgrading, demotion, transfer, recruitment or recruitment advertising, layoff or termination.

2.11 INDEPENDENT CONTRACTOR STATUS: The Parties acknowledge, understand and agree that CONSULTANT and all persons retained or employed by CONSULTANT are, and will at all times remain, wholly independent contractors and are not officials, officers, employees, departments or subdivisions of CITY.

CONSULTANT will be solely responsible for the negligent acts and/or omissions of its employees, agents, contractors, subcontractors and subconsultants.

CONSULTANT and all persons retained or employed by CONSULTANT will have no authority, express or implied, to bind CITY in any manner, nor to incur any obligation, debt or liability of any kind on behalf of, or against, CITY, whether by contract or otherwise, unless such authority is expressly conferred to CONSULTANT under this Agreement or is otherwise expressly conferred by CITY in writing.
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8 III.

INSURANCE

3.1 DUTY TO PROCURE AND MAINTAIN INSURANCE: Prior to the beginning of and throughout the duration of the Work, CONSULTANT will procure and maintain policies of insurance that meet the requirements and specifications set forth under this Article. CONSULTANT will procure and maintain the following insurance coverage, at its own expense:

A. Commercial General Liability Insurance: CONSULTANT will procure and maintain Commercial General Liability Insurance (“CGL Coverage”) as broad as Insurance Services Office Commercial General Liability coverage (occurrence Form CG 0001) or its equivalent. Such CGL Coverage shall have minimum limits of no less than One Million Dollars ($1,000,000.00) per occurrence and Two Million Dollars ($2,000,000.00) in the general aggregate for bodily injury, personal injury, property damage, operations, products and completed operations, and contractual liability.

B. Automobile Liability Insurance: CONSULTANT will procure and maintain Automobile Liability Insurance as broad as Insurance Services Office Form Number CA 0001 covering Automobile Liability, Code 1 (any auto). Such Automobile Liability Insurance will have minimum limits of no less than Two Million Dollars ($2,000,000.00) per accident for bodily injury and property damage.

C. Workers’ Compensation Insurance/ Employer’s Liability Insurance: A policy of workers’ compensation insurance in such amount as will fully comply with the laws of the State of California and which will indemnify, insure and provide legal defense for both CONSULTANT and CITY against any loss, claim or damage arising from any injuries or occupational diseases occurring to any worker employed by or any persons retained by CONSULTANT in the course of carrying out the Work contemplated in this Agreement.

D. Errors & Omissions Insurance: For the full term of this Agreement and for a period of three (3) years thereafter, CONSULTANT will procure and maintain Errors and Omissions Liability Insurance appropriate to CONSULTANT’s profession. Such coverage will have minimum limits of no less than One Million Dollars ($1,000,000.00) per claim.

3.2 ADDITIONAL INSURED REQUIREMENTS: The CGL Coverage and the Automobile Liability Insurance will contain an endorsement naming the CITY and CITY’s elected and appointed officials, officers, employees, agents and volunteers as additional insureds.

3.3 REQUIRED CARRIER RATING: All varieties of insurance required under this Agreement will be procured from insurers admitted in the State of California and authorized to issue policies directly to California insureds. Except as otherwise provided elsewhere under this Article, all required insurance will be procured from 404
9 insurers who, according to the latest edition of the Best’s Insurance Guide, have an A.M. Best’s rating of no less than A:VII. CITY may also accept policies procured by insurance carriers with a Standard & Poor’s rating of no less than BBB according to the latest published edition the Standard & Poor’s rating guide. As to Workers’ Compensation Insurance/ Employer’s Liability Insurance, the CITY Representative is authorized to authorize lower ratings than those set forth in this Section.

3.4 PRIMACY OF CONSULTANT’S INSURANCE: All policies of insurance provided by CONSULTANT will be primary to any coverage available to CITY or CITY’s elected or appointed officials, officers, employees, agents or volunteers. Any insurance or self-insurance maintained by CITY or CITY’s elected or appointed officials, officers, employees, agents or volunteers will be in excess of CONSULTANT’s insurance and will not contribute with it.

3.5 WAIVER OF SUBROGATION: All insurance coverage provided pursuant to this Agreement will not prohibit CONSULTANT or CONSULTANT’s officers, employees, agents, subcontractors or subconsultants from waiving the right of subrogation prior to a loss. CONSULTANT hereby waives all rights of subrogation against CITY, its officials, officers, employees, agents and volunteers.

3.6 VERIFICATION OF COVERAGE: CONSULTANT acknowledges, understands and agrees, that CITY’s ability to verify the procurement and maintenance of the insurance required under this Article is critical to safeguarding CITY’s financial well-being and, indirectly, the collective well-being of the residents of the CITY.

Accordingly, CONSULTANT warrants, represents and agrees that it will furnish CITY with original certificates of insurance and endorsements evidencing the coverage required under this Article on forms satisfactory to CITY in its sole and absolute discretion. The certificates of insurance and endorsements for each insurance policy will be signed by a person authorized by that insurer to bind coverage on its behalf, and will be on forms provided by the CITY if requested. All certificates of insurance and endorsements will be received and approved by CITY as a condition precedent to CONSULTANT’s commencement of any Work. Upon CITY’s written request, CONSULTANT will also provide CITY with certified copies of all required insurance policies and endorsements.

3.7 FAILURE TO MAINTAIN COVERAGE: In the event any policy of insurance required under this Agreement does not comply with these specifications or is canceled and not replaced immediately so as to avoid a lapse in the required coverage, CITY has the right but not the duty to obtain the insurance it deems necessary and any premium paid by CITY will be promptly reimbursed by CONSULTANT or CITY will withhold amounts sufficient to pay premium from CONSULTANT payments. In the alternative, CITY may cancel this Agreement effective upon notice.

3.8 SPECIAL RISKS OR CIRCUMSTANCES. CITY reserves the right to modify these requirements, including limits, based on the nature of the risk, prior experience, insurer, coverage, or other special circumstances.
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10 IV.

INDEMNIFICATION

4.1 The Parties agree that CITY and CITY’s elected and appointed officials, officers, employees, agents and volunteers (hereinafter, the “CITY Indemnitees”) should, to the fullest extent permitted by law, be protected from any and all loss, injury, damage, claim, lawsuit, cost, expense, attorneys’ fees, litigation costs, or any other cost arising out of or in any way related to the performance of this Agreement. Accordingly, the provisions of this indemnity provision are intended by the Parties to be interpreted and construed to provide the CITY Indemnitees with the fullest protection possible under the law. CONSULTANT acknowledges that CITY would not enter into this Agreement in the absence of CONSULTANT’s commitment to indemnify, defend and protect CITY as set forth herein.

Notwithstanding the foregoing, to the extent CONSULTANT’s services are subject to Civil Code Section 2782.8, the above indemnity shall be limited, to the extent required by Civil Code Section 2782.8, to Claims that arise out of, pertain to, or relate to the negligence, recklessness, or willful misconduct of the CONSULTANT.

CONSULTANT’s obligation to indemnify shall not be restricted to insurance proceeds, if any, received by the CITY, its officials, officers, employees, agents or volunteers.

4.2 To the fullest extent permitted by law, CONSULTANT shall indemnify, hold harmless and defend the CITY Indemnitees from and against all liability, loss, damage, expense, cost (including without limitation reasonable attorneys’ fees, expert fees and all other costs, and fees of litigation) of every nature arising out of or in connection with CONSULTANT’s performance of work hereunder or its failure to comply with any of its obligations contained in this Agreement, except such loss or damage which is caused by the sole negligence or willful misconduct of the CITY.

4.3 CITY shall have the right to offset against the amount of any compensation due to CONSULTANT under this Agreement, any amount due to CITY from CONSULTANT as a result of CONSULTANT’s failure to either pay CITY promptly for any costs associated with CONSULTANT’s obligations to indemnify the CITY Indemnitees under this Article or related to CONSULTANT’s failure to either (i) pay taxes on amounts received pursuant to this Agreement or (ii) comply with applicable workers’ compensation laws.

4.4 The obligations of CONSULTANT under this Article will not be limited by the provisions of any workers’ compensation act or similar act. CONSULTANT expressly waives its statutory immunity under such statutes or laws as to CITY and CITY’s elected and appointed officials, officers, employees, agents, and volunteers.

4.5 CONSULTANT agrees to obtain executed indemnity agreements with provisions identical to those set forth herein this Article from each and every subcontractor or any other person or entity involved by, for, with or on behalf of CONSULTANT in the performance of this Agreement. In the event CONSULTANT fails to obtain such indemnity obligations from others as required herein, CONSULTANT agrees 406
11 to be fully responsible and indemnify, hold harmless and defend CITY and CITY’s elected and appointed officials, officers, employees, agents, and volunteers from and against any and all claims and losses, costs or expenses for any damage due to death or injury to any person and injury to any property resulting from any alleged intentional, reckless, negligent, or otherwise wrongful acts, errors or omissions of CONSULTANT’s subcontractors or any other person or entity involved by, for, with or on behalf of CONSULTANT in the performance of this Agreement. Such costs and expenses shall include reasonable attorneys’ fees incurred by counsel of CITY’s choice.

4.6 CITY does not, and shall not waive any rights that it may possess against CONSULTANT because of the acceptance by CITY, or the deposit with CITY, of any insurance policy or certificate required pursuant to this Agreement. This hold harmless and indemnification provision shall apply regardless of whether or not any insurance policies are determined to be applicable to the claim, demand, damage, liability, loss, cost, or expense.

4.7 This Article and all provisions contained herein (including but not limited to the duty to indemnify, defend, and hold free and harmless) shall survive the termination or normal expiration of this Agreement and is in addition to any other rights or remedies which the CITY may have at law or in equity.

TERMINATION

5.1 TERMINATION WITHOUT CAUSE: CITY may immediately terminate this Agreement at any time for convenience and without cause by giving prior written notice of CITY’s intent to terminate this Agreement which notice shall specify the effective date of such termination. Upon such termination for convenience, CONSULTANT will be compensated only for those services and tasks which have been performed by CONSULTANT up to the effective date of the termination.

CONSULTANT may not terminate this Agreement except for cause as provided under Section 5.2, below. If this Agreement is terminated as provided herein, CITY may require CONSULTANT to provide all finished or unfinished Documents and Data, as defined in Section 6.1 below, and other information of any kind prepared by CONSULTANT in connection with the performance of the Work.

CONSULTANT will be required to provide such Documents and Data within fifteen (15) calendar days of CITY’s written request. No actual or asserted breach of this Agreement on the part of CITY pursuant to Section 5.2, below, will operate to prohibit or otherwise restrict CITY’s ability to terminate this Agreement for convenience as provided under this Section.

5.2 EVENTS OF DEFAULT; BREACH OF AGREEMENT:

A. In the event either Party fails to perform any duty, obligation, service or task set forth under this Agreement (or fails to timely perform or properly perform any such duty, obligation, service or task set forth under this Agreement), an event of default (hereinafter, “Event of Default”) will occur. For all Events 407
12 of Default, the Party alleging an Event of Default will give written notice to the defaulting Party (hereinafter referred to as a “Default Notice”) which will specify: (i) the nature of the Event of Default; (ii) the action required to cure the Event of Default; (iii) a date by which the Event of Default will be cured, which will not be less than the applicable cure period set forth under Sections 5.2B and 5.2C below or if a cure is not reasonably possible within the applicable cure period, to begin such cure and diligently prosecute such cure to completion. The Event of Default will constitute a breach of this Agreement if the defaulting Party fails to cure the Event of Default within the applicable cure period or any extended cure period allowed under this Agreement.

B. CONSULTANT will cure the Event of Default within the following time periods:
i. Within ten (10) business days of CITY’s issuance of a Default Notice for any failure of CONSULTANT to timely provide CITY or CITY’s employees or agents with any information and/or written reports, documentation or work product which CONSULTANT is obligated to provide to CITY or CITY’s employees or agents under this Agreement.

Prior to the expiration of the 10-day cure period, CONSULTANT may submit a written request for additional time to cure the Event of Default upon a showing that CONSULTANT has commenced efforts to cure the Event of Default and that the Event of Default cannot be reasonably cured within the 10-day cure period. The foregoing notwithstanding, CITY will be under no obligation to grant additional time for the cure of an Event of Default under this Section 5.2B.i. that exceeds seven (7) calendar days from the end of the initial 10-day cure period; or ii. Within fourteen (14) calendar days of CITY’s issuance of a Default Notice for any other Event of Default under this Agreement. Prior to the expiration of the 14-day cure period, CONSULTANT may submit a written request for additional time to cure the Event of Default upon a showing that CONSULTANT has commenced efforts to cure the Event of Default and that the Event of Default cannot be reasonably cured within the 14-day cure period. The foregoing notwithstanding, CITY will be under no obligation to grant additional time for the cure of an Event of Default under this Section 5.2B.ii that exceeds thirty (30) calendar days from the end of the initial 14-day cure period.

In addition to any other failure on the part of CONSULTANT to perform any duty, obligation, service or task set forth under this Agreement (or the failure to timely perform or properly perform any such duty, obligation, service or task), an Event of Default on the part of CONSULTANT will include, but will not be limited to the following: (i) CONSULTANT’s refusal or failure to perform any of the services or tasks called for under the Scope of Work; (ii) CONSULTANT’s failure to fulfill or perform its obligations under this Agreement within the specified time or if no time is specified, within a reasonable time; (iii) CONSULTANT’s and/or its employees’ disregard or violation of any federal, state, local law, rule, procedure or regulation; 408
13 (iv) the initiation of proceedings under any bankruptcy, insolvency, receivership, reorganization, or similar legislation as relates to CONSULTANT, whether voluntary of involuntary; (v) CONSULTANT’s refusal or failure to perform or observe any covenant, condition, obligation or provision of this Agreement; and/or (vii) CITY’s discovery that a statement representation or warranty by CONSULTANT relating to this Agreement is false, misleading or erroneous in any material respect.

C. CITY will cure any Event of Default asserted by CONSULTANT within fortyfive (45) calendar days of CONSULTANT’s issuance of a Default Notice, unless the Event of Default cannot reasonably be cured within the 45-day cure period. Prior to the expiration of the 45-day cure period, CITY may submit a written request for additional time to cure the Event of Default upon a showing that CITY has commenced its efforts to cure the Event of Default and that the Event of Default cannot be reasonably cured within the 45-day cure period. The foregoing notwithstanding, an Event of Default dealing with CITY’s failure to timely pay any undisputed sums to CONSULTANT as provided under Section 1.5, above, will be cured by CITY within five (5) calendar days from the date of CONSULTANT’s Default Notice to CITY.

D. CITY, in its sole and absolute discretion, may also immediately suspend CONSULTANT’s performance under this Agreement pending
CONSULTANT’s cure of any Event of Default by giving CONSULTANT written notice of CITY’s intent to suspend CONSULTANT’s performance (hereinafter, a “Suspension Notice”). CITY may issue the Suspension Notice at any time upon the occurrence of an Event of Default. Upon such suspension, CONSULTANT will be compensated only for those services and tasks which have been rendered by CONSULTANT to the reasonable satisfaction of CITY up to the effective date of the suspension. No actual or asserted breach of this Agreement on the part of CITY will operate to prohibit or otherwise restrict CITY’s ability to suspend this Agreement as provided herein.

E. No waiver of any Event of Default or breach under this Agreement will constitute a waiver of any other or subsequent Event of Default or breach.

No waiver, benefit, privilege, or service voluntarily given or performed by a Party will give the other Party any contractual rights by custom, estoppel, or otherwise.

F. The duties and obligations imposed under this Agreement and the rights and remedies available hereunder will be in addition to and not a limitation of any duties, obligations, rights and remedies otherwise imposed or available by law. In addition to any other remedies available to CITY at law or under this Agreement in the event of any breach of this Agreement, CITY, in its sole and absolute discretion, may also pursue any one or more of the following remedies:
i. Upon written notice to CONSULTANT, the CITY may immediately terminate this Agreement in whole or in part;
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14 ii. Upon written notice to CONSULTANT, the CITY may extend the time of performance;
iii. The CITY may proceed by appropriate court action to enforce the terms of the Agreement to recover damages for CONSULTANT’s breach of the Agreement or to terminate the Agreement; or
iv. The CITY may exercise any other available and lawful right or remedy.

CONSULTANT will be liable for all legal fees plus other costs and expenses that CITY incurs upon a breach of this Agreement or in the CITY’s exercise of its remedies under this Agreement.

G. In the event CITY is in breach of this Agreement, CONSULTANT’s sole remedy will be the suspension or termination of this Agreement and/or the recovery of any unpaid sums lawfully owed to CONSULTANT under this Agreement for completed services and tasks.

5.3 SCOPE OF WAIVER: No waiver of any default or breach under this Agreement will constitute a waiver of any other default or breach, whether of the same or other covenant, warranty, agreement, term, condition, duty or requirement contained in this Agreement. No waiver, benefit, privilege, or service voluntarily given or performed by a Party will give the other Party any contractual rights by custom, estoppel, or otherwise.

5.4 SURVIVING ARTICLES, SECTIONS AND PROVISIONS: The termination of this Agreement pursuant to any provision of this Article or by normal expiration of its term or any extension thereto will not operate to terminate any Article, Section or provision contained herein which provides that it will survive the termination or normal expiration of this Agreement.

VI.

MISCELLANEOUS PROVISIONS

6.1 DOCUMENTS & DATA; LICENSING OF INTELLECTUAL PROPERTY: All Documents and Data will be and remain the property of CITY without restriction or limitation upon their use or dissemination by CITY. For purposes of this Agreement, the term “Documents and Data” means and includes all reports, analyses, correspondence, plans, designs, notes, summaries, strategies, charts, schedules, spreadsheets, calculations, lists, data compilations, documents or other materials developed and/or assembled by or on behalf of CONSULTANT in the performance of this Agreement and fixed in any tangible medium of expression, including but not limited to Documents and Data stored digitally, magnetically and/or electronically. This Agreement creates, at no cost to CITY, a perpetual license for CITY to copy, use, reuse, disseminate and/or retain any and all copyrights, designs, and other intellectual property embodied in all Documents and Data. CONSULTANT will require all subcontractors and subconsultants working on behalf of CONSULTANT in the performance of this Agreement to agree in 410
15 writing that CITY will be granted the same right to copy, use, reuse, disseminate and retain Documents and Data prepared or assembled by any subcontractor or subconsultant as applies to Documents and Data prepared by CONSULTANT in the performance of this Agreement.

6.2 CONFIDENTIALITY: All data, documents, discussion, or other information developed or received by CONSULTANT or provided for performance of this Agreement are deemed confidential and will not be disclosed by CONSULTANT without prior written consent by CITY. CITY will grant such consent of disclosure as legally required. Upon request, all CITY data will be returned to CITY upon the termination or expiration of this Agreement. CONSULTANT will not use CITY’s name or insignia, photographs, or any publicity pertaining to the Work in any magazine, trade paper, newspaper, television or radio production or other similar medium without the prior written consent of CITY.

6.3 FALSE CLAIMS ACT: CONSULTANT warrants and represents that neither CONSULTANT nor any person who is an officer of, in a managing position with, or has an ownership interest in CONSULTANT has been determined by a court or tribunal of competent jurisdiction to have violated the False Claims Act, 31 U.S.C., Section 3789 et seq. and the California False Claims Act, Government Code Section 12650 et seq.

6.4 NOTICES: All notices permitted or required under this Agreement will be given to the respective Parties at the following addresses, or at such other address as the respective Parties may provide in writing for this purpose:

CONSULTANT: CITY:

T.R. Holliman and Associates
3543 Citrus Street
Highland CA 92346
Attn: Sid Mousavi, President
Phone: (909) 573-6802
City of Adelanto
11600 Air Expressway
Adelanto, CA 92301
Attn: Brenda Lopez, City Clerk
Phone: (760) 246-2300
Such notices will be deemed effective when personally delivered or successfully transmitted by facsimile as evidenced by a fax confirmation slip or when mailed, forty-eight (48) hours after deposit with the United States Postal Service, first class postage prepaid and addressed to the Party at its applicable address.

6.5 COOPERATION; FURTHER ACTS: The Parties will fully cooperate with one another, and will take any additional acts or sign any additional documents as are reasonably necessary, appropriate or convenient to achieve the purposes of this Agreement.

6.6 SUBCONTRACTING: CONSULTANT will not subcontract any portion of the Work required by this Agreement, except as expressly stated herein, without the prior written approval of CITY. Subcontracts (including without limitation subcontracts with subconsultants), if any, will contain a provision making them subject to all provisions stipulated in this Agreement, including provisions relating to insurance 411
16 requirements and indemnification.

6.7 CITY’S RIGHT TO EMPLOY OTHER CONSULTANTS: CITY reserves the right to employ other contractors in connection with the various projects worked upon by CONSULTANT.

6.8 PROHIBITED INTERESTS: CONSULTANT warrants, represents and maintains that it has not employed nor retained any company or person, other than a bona fide employee working solely for CONSULTANT, to solicit or secure this Agreement. Further, CONSULTANT warrants and represents that it has not paid nor has it agreed to pay any company or person, other than a bona fide employee working solely for CONSULTANT, any fee, commission, percentage, brokerage fee, gift or other consideration contingent upon or resulting from the award or making of this Agreement. For breach or violation of this warranty, CITY will have the right to rescind this Agreement without liability. For the term of this Agreement, no member, officer or employee of CITY, during the term of his or her service with CITY, will have any direct interest in this Agreement, or obtain any present or anticipated material benefit arising therefrom.

6.9 TIME IS OF THE ESSENCE: Time is of the essence for each and every provision of this Agreement.

6.10 GOVERNING LAW AND VENUE: This Agreement will be interpreted and governed according to the laws of the State of California. In the event of litigation between the Parties, venue, without exception, will be in the Los Angeles County Superior Court of the State of California. If, and only if, applicable law requires that all or part of any such litigation be tried exclusively in federal court, venue, without exception, will be in the Central District of California located in the City of Los Angeles, California.

6.11 ATTORNEYS’ FEES: If either Party commences an action against the other Party, legal, administrative or otherwise, arising out of or in connection with this Agreement, the prevailing Party in such litigation will be entitled to have and recover from the losing Party reasonable attorneys’ fees and all other costs of such action.

6.12 SUCCESSORS AND ASSIGNS: This Agreement will be binding on the successors and assigns of the Parties.

6.13 NO THIRD-PARTY BENEFIT: There are no intended third-party beneficiaries of any right or obligation assumed by the Parties. All rights and benefits under this Agreement inure exclusively to the Parties.

6.14 CONSTRUCTION OF AGREEMENT: This Agreement will not be construed in favor of, or against, either Party but will be construed as if the Parties prepared this Agreement together through a process of negotiation and with the advice of their respective attorneys.

6.15 SEVERABILITY: If any portion of this Agreement is declared invalid, illegal, or 412
17 otherwise unenforceable by a court of competent jurisdiction, the remaining provisions will continue in full force and effect.

6.16 AMENDMENT; MODIFICATION: No amendment, modification or supplement of this Agreement will be valid or binding unless executed in writing and signed by both Parties, subject to CITY approval. The requirement for written amendments, modifications or supplements cannot be waived and any attempted waiver will be void and invalid.

6.17 CAPTIONS: The captions of the various articles, sections and paragraphs are for convenience and ease of reference only, and do not define, limit, augment, or describe the scope, content, or intent of this Agreement.

6.18 INCONSISTENCIES OR CONFLICTS: In the event of any conflict or inconsistency between the provisions of this Agreement and any of the exhibits attached hereto, the provisions of this Agreement will control.

6.19 ENTIRE AGREEMENT: This Agreement, including all attached exhibits, constitutes the entire, complete, final and exclusive expression of the Parties with respect to the matters addressed herein and supersedes all other agreements or understandings, whether oral or written, which may have been entered into between CITY and CONSULTANT prior to the execution of this Agreement. Any statements, representations, or other agreements, whether oral or written, made by either Party that is not embodied herein will not be valid or binding on the Parties. No amendment, modification or supplement to this Agreement will be valid and binding unless in writing and duly executed by the Parties pursuant to Section

6.16, above.

6.20 FORCE MAJEURE: The Completion Date shall be extended in the event of any delays due to unforeseeable causes beyond the control of CONSULTANT and without the fault or negligence of CONSULTANT, including but not limited to severe weather, fires, earthquakes, floods, epidemics, quarantine restrictions, riots, strikes, freight embargoes, wars, litigation, and/or acts of any governmental agency, including the CITY, if the CONSULTANT shall within three (3) calendar days of the commencement of such delay notify the City Representative in writing of the causes of the delay. The City Representative shall ascertain the facts and the extent of delay, and extend the time for performing the services for the period of the enforced delay when and if in the judgment of the City Representative such delay is justified. The City Representative’s determination shall be final and conclusive upon the parties to this Agreement. In no event shall CONSULTANT be entitled to recover damages against the CITY for any delay in the performance of this Agreement, however caused, CONSULTANT’s sole remedy being extension of the Agreement pursuant to this Section.

6.21 COUNTERPARTS: This Agreement will be executed in three (3) original counterparts each of which will be of equal force and effect. No handwritten or typewritten amendment, modification or supplement to any one counterpart will be valid or binding unless made to all three counterparts in conformity with Section

6.16, above. One fully executed original counterpart will be delivered to 413
18 CONSULTANT and the remaining two original counterparts will be retained by CITY.
(SIGNATURES ON NEXT PAGE)
414
19 IN WITNESS WHEREOF, the Parties hereto have caused this Agreement to be executed the day and year first appearing in this Agreement, above.

CITY OF ADELANTO:

By:_______________________________
Name:_Jessie Flores_________________
Title:_City Manager__________________
Date:_____________________
APPROVED AS TO FORM:

By:____________________________
Marc Tran, City Attorney
CONSULTANT NAME:

By:_______________________________
Name:_Thomas R. Holliman___________
Title:_President_ ______
Date:_____________________
415
20 EXHIBIT “A”

CITY RFP
416
21 EXHIBIT “B”

CONSULTANT PROPOSAL
417

ADELANTO PUBLIC UTILITY AUTHORITY
A D E L A N T O G O V E R N M E N T A L C E N T E R | 1 1 6 0 0 A I R E X P R E S S W A Y | A D E L A N T O , C A L I F O R N I A 9 2 3 0 1
DATE: February 14, 2024
TO: Honorable Mayor and City Council Member
FROM: Jessie Flores, City Manager
BY: Angel Castellanos, Director of Finance
SUBJECT: APPROVE MISCO WATER PROPOSAL TO FURNISH AND INSTALL 2 JWCE WASHER COMPACTORS WITH CONTROL PANELS TOTALING $298,949.55.

STAFF RECOMMENDATION:

Staff recommends City Council approve the proposal from MISCO WATER to furnish and install two (2) JWCE washer compactors, with control panels, at the City of Adelanto WWTP in the amount of $298,949.55 per Adelanto Municipal Code 3.10.270(B).

BACKGROUND:

The existing bar screen compactors have experienced multiple failures, and considering the recent interim expansion project, repairing the current units was determined to be impractical. Following extensive consultations with vendors, and with the plant optimization engineer PACE, the decision was reached that the only practical solution was to replace the units with new JWCE compactors which are manufactured in California with readily available parts and service.

A replacement sole source quote, encompassing the purchase, demolition, installation, and startup costs for the units, has been attached for reference.

A preliminary design report for the wastewater treatment plant improvements, prepared by PACE, dated November 22, 2023, identified the replacement of the washer compactors as a needed improvement.

The report recommended the installation of two new washer compactor systems, along with new control panels. Staff evaluated suppliers for the equipment, but only the JWCE washer compactors met the performance criteria (manufactured in California, local parts, and local service availability). Because the compactors must remain in service at all times staff is recommending the sole source procurement.

Adelanto Municipal Code 3.10.270(B) provides an exception from competitive bidding when the desired commodity can only be obtained from one vendor. Staff recommend approving purchase of JWCE washer compactors from MICSO Water for the proposed amount of $ 298,949.55.

FISCAL IMPACT:

Funds will come from the APUA’s WWTP Optimization Capital Improvement budget. 418
ATTACHMENTS:

A. Quote # 011524-1SW
B. Wastewater Treatment Plant Improvement Plan
419
Preliminary Design Report
Adelanto Public Utility Authority (APUA)
Wastewater Treatment Plant Improvement Plan
November 22, 2023
Prepared For:

Adelanto Public Utility Authority (APUA)
11600 Air Expressway
Adelanto, CA 92301
Prepared by:

Pacific Advanced Civil Engineering, Inc.
17520 Newhope Street, Suite 200
Fountain Valley, CA 92708
Contact Person:

James Matthews, PE
Jose Salgado PACE JN #B810
420
Table of Contents i
Table of Contents
Background ...........................................................................................................................................1-1

1.1 Existing WWTP Process Areas......................................................................................................1-4

1.1.1Headworks System.....................................................................................................................1-4

1.1.2Influent Lift Station ......................................................................................................................1-4

1.1.3Influent Distribution Structure (IDS)............................................................................................1-5

1.1.4Biolac Basins ..............................................................................................................................1-5

1.1.5Aeration System Controls ...........................................................................................................1-6

1.1.6MLSS Splitter Box and Secondary Clarifier System...................................................................1-6

1.1.7Sludge Processing System.........................................................................................................1-7

1.1.8Tertiary Filtration System (Not Utilized)......................................................................................1-8

1.1.9Chlorine Contact Tank (Not Utilized) ..........................................................................................1-9

1.1.10Percolation Ponds.....................................................................................................................1-9

1.1.11Recycled Water System .........................................................................................................1-10 Proposed WWTP Process Improvements ..........................................................................................2-1

2.1 WWTP Process Areas ...................................................................................................................2-1

2.1.1Headworks System Improvements.............................................................................................2-1

2.1.2Influent Lift Station Improvements ..............................................................................................2-2

2.1.3Biolac System Improvements .....................................................................................................2-2

2.1.4Proposed Polymer Injection System & Secondary Process Improvements...............................2-3

2.1.5Reliable Plant Water Source.......................................................................................................2-4

2.1.6Upgrades to Consider.................................................................................................................2-5 Tables
Table 1 – Influent Lift Station Pump Descriptions and Capacities.............................................................1-4 Table 2 – Parkson Biolac Basin Design Parameters Summary.................................................................1-5 Table 3 – Biolac Basin Equipment Summary.............................................................................................1-6 Table 4 – Existing Clarifier Design Summary ............................................................................................1-7 Table 5 – Existing RAS/WAS and Scum Pump Stations Equipment Summary ........................................1-7 Table 6 – Tertiary Filtration System Design...............................................................................................1-8 Table 7 – Chlorine Contact Basin System Design.....................................................................................1-9 Table 8 – Percolation Pond Capacity and Status ......................................................................................1-9 Table 9 – Major Process Improvements / Modifications ............................................................................2-1 Table 10 – Proposed Washer/Compactor Units ........................................................................................2-2 Table 11 – Proposed Influent Pump ..........................................................................................................2-2 Table 12 – Biolac Improvements ..............................................................................................................2-3 Table 13 – Polymer Injection System ........................................................................................................2-3 Table 14 – Clarifier Process Instrumentation.............................................................................................2-4 Appendices
Appendix A – Adelanto WWTP – Performance Optimization Summary of Findings – Technical Memo Appendix B – Existing Lift Station Pump Curves
Appendix C – Proposed Lift Station Pump #5 Curve
Appendix D – Proposed Headworks Washer/Compactor Units
Appendix E – Proposed Aeration Blower #4
Appendix F – Proposed Polymer Dilution Units
Appendix G – Proposed Field Instruments & Valves
421
Table of Contents ii
Abbreviations
APUA Adelanto Public Utility Authority
BGS Below Ground Surface
BOD Biological Oxygen Demand
CBUM Continuous Backwash Upflow Granular Media
DIP Ductile Iron Pipe
DO Dissolved Oxygen
EAAS Extended Aeration Activated Sludge
EDI Energy Dissipating Inlet
GPH Gallons Per Hour
GPM Gallons Per Minute
HP Horsepower
HR Hour
HRT Hydraulic Retention Time
IDS Influent Distribution Structure
Lb Pound
MBAS Methylene Blue Active Substances
Mg/L Milligrams per Liter
MGD Million Gallons per Day
MLSS Mixed Liquor Suspended Solids
NaOCl Sodium Hypochlorite
O & G Oil and Grease
PAC Polyaluminum Chloride
PACE Pacific Advanced Civil Engineering, Inc.

PE Professional Engineer
RAS Return Activated Sludge
SBR Sequencing Batch Reactor
SCADA Supervisory Control and Data Acquisition
SCFM Standard Cubic Feet Per Minute
SRT Solids Retention Time
TDH Total Dynamic Head
TKN Total Kjeldahl Nitrogen
TN Total Nitrogen
TSS Total Suspended Solids
VFD Variable Frequency Drive
VVWRA Victor Valley Wastewater Reclamation Authority
WAS Waste Activated Sludge
WWTP Wastewater Treatment Plant
422
Adelanto WWTP Improvement Plan – Technical Memo 1-1
Section 1 - Background
Background
In 2012, the Adelanto Public Utility Authority (APUA) contracted with PERC Water and PACE to provide Design/Build services to rehabilitate and increase the capacity of the existing Adelanto Wastewater Treatment Plant (Adelanto WWTP). The original facility had an Average Annual Day Flow (AADF) capacity of 1.5 MGD with a Peak Day Flow (PDF) capacity of 2.5 MGD. By upgrading the existing headworks, secondary aeration Biolac basins, adding flow equalization within the Biolac basins, installing new aeration blowers and constructing two new 70’ diameter secondary clarifiers, the facility capacity was increased to its current AADF of 3.0 MGD and MDF of 4.0 MGD. The current effluent discharge permit, issued by the Regional Water Quality Control Board (RWQCB), provides for a discharge of up to 4.0 MGD Maximum Monthly Day Flow (MMDF) and 6.0 MGD Maximum Day Flow (MDF). Below is an excerpt from the current Discharge Permit:

Based on flow and loading studies conducted in 2022 by Stantec for APUA, the facility received an influent AADF of approximately 2.9 MGD, with an anticipated increase of approximately 0.1 MGD per year, based on projected future service connections. With the plant currently operating near its average design rate (3.0 – 3.1 MGD) with two BOD violations (March 2022), APUA commissioned a Treatment Plant Capacity Assessment, which was recently completed by Stantec (2022). The Capacity Assessment, based on current operation of the facility, confirmed the design capacities indicated above and provided recommendations for several interim improvements that could be made to increase the average operating capacity, while the Authority plans for the next expansion.

As the Design/Builders and current operators of the facility, APUA requested PERC Water review the Treatment Capacity Assessment to identify additional operational changes that could be made to optimize the existing facility; and to performance-test the operational changes, as well as some of the recommendations from the Stantec assessment. Based on a review of the information provided in the 423
Adelanto WWTP Improvement Plan – Technical Memo 1-2
Section 1 - Background
Stantec Assessment and additional data provided by PERC Water’s operational staff, PACE conducted initial field observations and interviews to confirm current operating conditions in December and January of 2023. From these field observations, PACE concluded that the existing WWTP may be able to achieve a MMDF capacity of as much as 4.0 MGD with some equipment additions / modifications and optimization of the current processes. The identified limiting factors included:
(1) Potential reduced nitrification / denitrification efficiency based on current Biolac air-chain control settings
(2) Limitation of aeration blower capacity, due to local performance limits set on the existing blowers (3) Suboptimal performance and consistency in settleability in the secondary clarifiers limiting flow / solids capacity
(4) Reduced RAS flow capacity due to worn RAS/WAS pump impellers (5) Inefficient RAS return flow rate due to clarifier sludge blanket depth imbalance (6) Inefficient RAS mass return rate due to operation of the RAS system using fixed Flow Control vs Influent Ratio Control (related to Item 5).

PACE concluded that optimization of the Biolac basins, by increasing aeration capacity, improving RAS mass return and optimizing anoxic / oxic cycling, will provide the biological treatment capacity to accommodate increased flows. Additionally, by improving the biological process efficiency, settleability performance and consistency in the clarifiers should improve. Finally, clarifier performance can be consistently improved under all flow conditions using cationic polymer addition at the clarifier feed well when treating over 3.0 MGD.

Based on the results of the performance testing, PACE recommended the following modifications:

1. Install new field instrumentation on each Biolac basin and modify the existing DO control system to optimize oxic and anoxic conditions within the basins, consisting of the following:
a. Two (2) new DO probes per basin, installed at air chains 3 & 6 b. One (1) new Nitrate probe per basin, installed in the outlet box of each Biolac c. Modify the DO control program to use either the 3-3-2-2 or modified sweeping aeration pattern and measure DO using the new probes with air capacity set point trimmed based on the Nitrate probe reading.

2. Install a fourth single-stage aeration turbo blower, reconfigure the air discharge manifold in order to balance airflow between the two basins. This requires installation of two (2) new modulating butterfly valves, within the blower building, to each of the basin air supply pipes. This modification also requires additional control programming to operate the modulating valves so that they supply the air flow rate requested by the Biolac control panel. Finally, the blower control program needs to be modified to operate the blowers on a 3+1 common manifold configuration. This will increase available air supply from 4,500 CFM per basin to 6,750 CFM while still maintaining one blower for redundancy.

3. Install a permanent polymer injection system at the secondary clarifiers, consisting of a permanent building with the following equipment installed:
a. New Dilution Water supply from the existing plant water system b. Two (2) MiniBlend Polymer Dilution Units (one redundant) c. Polymer PLC Control Panel (connected and coordinated with the existing CLR RIO) d. New Dilute Polymer Discharge pipe to the clarifier influent splitter box e. Sufficient space to store one to two polymer totes while in use

4. Install new field instrumentation and programming on the secondary clarifiers to include:
a. Clarifier Ultrasonic Sludge Blanket Depth Meters
b. An MLSS Meter on the Clarifier Splitter Box
c. An MLSS Meter on the WAS/RAS discharge manifold
d. Modulating Valve Actuators on the Existing Manual Underflow Plug Valves 424
Adelanto WWTP Improvement Plan – Technical Memo 1-3
Section 1 - Background
e. Add control programming to use the new field instrumentation to optimize polymer dose, maintain consistent sludge blanket levels and provide consistent RAS and WAS rates, stabilizing SRT.
f. Operate the RAS system using either the existing influent flow ratio control or new constant sludge blanket level control vs. current constant flow rate set point.

5. Additional improvements that were noted, but not performance tested are as follows:
a. Provided needed repairs / replacement of the headworks screening dewatering compactors
b. Install a new, fifth large pump in the existing influent lift station to provide added influent flow capacity while maintaining redundancy requirements. c. Provide a consistent, reliable plant water source. A proper plant water supply system is critical to the success of the existing headworks equipment, clarifiers and proposed new polymer system. This will be obtained by rehabilitating the existing chlorine contact tank, vertical turbine pumps and hydro-pneumatic tank to provide the needed storage, flow and pressure for the system.

The objective of this project is to implement the recommended improvements, which will provide additional usable capacity to the City, while they plan for future facility expansion. The goal of the improvements is to match the existing permit capacities of 4.0 MGD Average Day Flow and 6.0 MGD Maximum Day flow. Based on a review of the hydraulics of the facility, this is certainly obtainable from a physical flow capacity standpoint. Limited performance testing of the improvements also indicated that the facilities biological capacity would be increased with the improvements, however, the actual bio-capacity obtained will be determined by operational optimization and future flow and loading conditions.

Therefore, the design for the facility operational improvements will be based on the following flow and loading conditions:

Table 1 – Basin Design Parameters Summary
Design Parameter Capacity
Influent Average Day Flow (ADF) 3.7 to 4.0 MGD*
Influent Maximum Day Flow (MDF) 6.0 MGD
Influent Peak Hour Flow (PHF) 8.0 MGD
BOD (Average) 300 mg/L
TSS (Average) 300 mg/L
Ammonia (Average) 40 mg/L
TKN (Average) 45 mg/L
pH 6.5 – 8.5
Alkalinity 480 mg/L
* Usable capacity will be a function of operational optimization and influent flow and loading conditions

425
Adelanto WWTP Improvement Plan – Technical Memo 1-4
Section 1 - Background

1.1 Existing WWTP Process Areas
The following sections contain information regarding the existing WWTP process systems that will remain active as part of the planned operational improvements. This also includes processes/equipment that is currently inactive.

1.1.1 Headworks System
Influent enters the WWTP through two (2) separate gravity sewer lines (18-inch & 21-inch) and into the headworks structure. The existing system consists of two (2) mechanical bar screens, two (2) screening washer compactor units, two (2) grit vortex units and a grit classifying system. The screening portion of the headworks structure consists of three concrete channels equipped with bar screens and channel isolation stop gates for each concrete channel. Two of the three channels are identical, consisting of a 1/4” mechanically-cleaned bar screen and screenings washer/compactor each rated for a nominal capacity of 6 MGD. The third, and largest channel was designed as an emergency bypass channel, equipped with a manually cleaned bar screen. The grit system is comprised of two identical 10-foot diameter forced vortex grit collection systems and one grit classifier/washer. The grit vortex units are cast into the same concrete channel system as the screening channels with two separate feed channels, each with an isolation stop gate. Grit is pumped from the vortex units via two identical grit pumps, which discharge to the classifier. Following the grit vortex units, the wastewater flows through the open channel, parshall flume influent flow meter into the influent lift station wet well.

1.1.2 Influent Lift Station
The influent lift station consists of an approximate 23,500-gallon PVC-lined concrete wet well containing four centrifugal submersible-type pumps (1 x 20 HP + 1 x 20 HP + 1 x 35 HP + 1 x 50 HP units) and level instrumentation for influent pump control. The station conveys the screened and de-gritted wastewater to the Influent Distribution Structure (IDS), located between each Biolac basin, via an 18-inch and a 10-inch ductile iron pipe (DIP) force mains.

Appendix B contains the existing influent pump data, which includes the pump curves, design, and model information. The force main piping in place at the Lift Station contains valves on each of the force mains to allow for pump isolation and flexibility of pumping operation. The pump models and design capacities are shown in Table 1.

Table 1 – Influent Lift Station Pump Descriptions and Capacities Pump # Description Capacity
1 • Flygt – Model CP3152-434 (Non-Clog Pump)
• Provide the hydraulic head to lift the influent wastewater to the IDS
• 20 Hp, 480 VAC, 3P, 60 Hz. (level/float switch control) • 935 GPM @
43-feet TDH
(Reference
Pump Curve in
Appendix B)
2 • Flygt – Model CP3152-434 (Non-Clog Pump)
• Provide the hydraulic head to lift the influent wastewater to the IDS
• 20 Hp, 480 VAC, 3P, 60 Hz. (level/float switch control) • 935 GPM @
43-feet TDH
3 • Flygt – Model CP3201-636 (Non-Clog Pump)
• Provide the hydraulic head to lift the influent wastewater to the IDS
• 35 Hp, 480 VAC, 3P, 60 Hz. (level/float switch control) • 2,400 GPM @
43-feet TDH
4 • Vaughan E Series – Model SE8N (Chopper Pump)
• Provide the hydraulic head to lift the influent wastewater to the IDS
• 50 Hp, 480 VAC, 3P, 60 Hz. (VFD, backup level/float switch control)
• 2,500 GPM @
43-feet TDH
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Adelanto WWTP Improvement Plan – Technical Memo 1-5
Section 1 - Background

1.1.3 Influent Distribution Structure (IDS)
The IDS is a concrete fixed-weir control structure that allows for both control and isolation of the influent that is pumped into it. This control structure also provides a mixing location for the influent flow and return activated sludge (RAS), which is pumped via a separate pump station (discussed in the sludge processing section). The IDS consist of concrete weirs, wood baffles, and outlets to both the North and South Biolac Basins. In addition to isolation valves feeding the IDS, the outlet pipes feeding each Biolac Basin are also equipped with isolation valves to permit flow to either Biolac Basin. Flow enters the IDS through either the 18-inch or 10-inch force main from the influent lift station and through a 10-inch pipe for the RAS. Flow leaves the IDS through an 18-inch pipe to each Biolac Basin.

As part of the 2012 facility improvements, dedicated Internal Recycle Pumps (IRPs) were installed in the Flow Control Structures (FCS) of each Biolac basin to allow operators to recycle approximately 2,500 GPM from the basin outlets back to the IDS to improve biological nutrient removal efficiency. These pumps also allow operators to transfer MLSS from one basin to the other to re-balance solids.

1.1.4 Biolac Basins
From the IDS, the screened wastewater is diverted to two (2) Biolac Basins for biological oxidation of the organic matter and nutrients in the wastewater. The existing Biolac Wave-Ox system is a preparatory activated sludge secondary treatment process supplied by the Parkson Corporation, which consists of large lined aeration basins with eleven (11) aeration chains spanning across the width of the basin. Each chain can be individually turned ON or OFF and sequenced with other chains, so as to create oxic and anoxic mixing zones. Wastewater flows in one end of the basin and treated effluent, as Mixed Liquor Suspended Solids (MLSS), discharges out the opposite end into each basins respective Flow Control Structure.

The existing Biolac Basin design capacities and equipment are shown in Table 2 and 3, respectively.

Table 2 – Parkson Biolac Basin Design Parameters Summary Design Parameter Description/Capacity
Number of Biolac Basins 2
Maximum BOD Load 300 mg/L 5,004 Lbs/Day/Basin
Maximum TSS Load 300 mg/L 5,004 Lbs/Day/Basin
Maximum Ammonia Load 40 mg/L 667 Lbs/Day/Basin
Maximum TKN Load 45 mg/L 751 Lbs/Day/Basin
pH 6.0-9.0
Alkalinity 480 mg/L
Basin Bottom Dimension 165’ x 105’
Side Slope 1.5:1
Min Water Depth 13’
Min Basin Volume (2 Basins) 4.6 MG
Average HRT (3.0 MGD) 37.4 hrs
Max Water Depth 14’
Surge Volume (2 Basins) 0.46 MG
Minimum HRT (4.0 MGD) 27.6 hrs
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Adelanto WWTP Improvement Plan – Technical Memo 1-6
Section 1 - Background
Max SOR (4.0 MGD) 1,448 Lbs/hr
Blower Capacity Required 7,156 SCFM @ 7.2 PSI
Firm Blower Capacity Provided (2 +1)
@ 110F 8,000 SCFM @ 7.2 PSI
Table 3 – Biolac Basin Equipment Summary
Equipment Quantity Manufacturer/Supplier/Model Description/Capacity Turbo Blower
2+1
(one blower dedicated
to each Basin, and
one redundant blower)
Aerzen – Model TB200-0.8S
1,700-4,500* SCFM @ 7.2
PSI, VFD Controlled, 200 Hp
*at standard temp, RH
Aeration
Chains 11 (per Basin) Parkson – BioFlex 220-825SCFM / Chain Diffusers
Units 121 (per Basin) Parkson – BioFuser 3005
Fine bubble diffuser units
mounted to frame
20 – 75 SCFM / BioFuser
Butterfly
Valves 11 (per Basin) Parkson
6-inch diameter electric
motor operated butterfly
valves with manual override
for isolation control of each
aeration chain
Dissolved
Oxygen
Probe
1 (per Basin) HACH – Parkson
SC200 w/LDO Sensor
Dissolved Oxygen analyzer
with Digital DO probe
Biolac
Control
Panel
1 Parkson
Remote mounted NEMA 4X
PLC control panel w/ AB
CompactLogix PLC and 10”
Color HMI
Internal
Recycle
Pumps
1 (per Basin) Flygt – Model NP3153LT-625 1,200 - 2,650 GPM @ 15- feet TDH, 15 HP, w/ VFD

1.1.5 Aeration System Controls
The aeration system is controlled by the Biolac control panel which operates the automatic air control valves on each basin, sequencing between open and closed, based on operator pre-determined timer settings. The Biolac Wave-Ox control strategy consists of 11-chain system with the first chain open at all times. The remaining ten (10) aeration chains (split into 2 groups) alternate between ON and OFF cycles every 20-30 minutes.

The Biolac control panel receives independent DO signals from the aeration basins and calculate the air flow rate required by each basin. The calculated set point for each basin is sent to each basin’s dedicated blower which utilizes its onboard PLC controller to maintain the required air flow. Mass flow meters on each basin air feed pipe provides additional feedback to the Biolac control panel to ensure proper flow is being achieved. A third redundant blower provides back-up in case of a blower failure.

Alternatively, local control panels on each blower allows operators to manually control the operation of the machines based on maintaining a pre-set flow rate, discharge pressure or speed.

1.1.6 MLSS Splitter Box and Secondary Clarifier System
Existing Flow Control Structures at each Biolac Basin feeds mixed liquor to a concrete MLSS Splitter Box via existing 18-inch lines. Flow is then split to each of the secondary clarifiers center feed wells, and controlled via manual weir gates. Flow enters the secondary clarifiers through an influent feed pipe and distributes into the clarifier through an energy dissipating inlet (EDI) control structure at the top and center 428
Adelanto WWTP Improvement Plan – Technical Memo 1-7
Section 1 - Background
of the clarifier structures before it enters the main settling zone. Within this zone, liquids/solids separation occurs and solids settle to the bottom of the structure where they are collected by an S-shaped scraper system operating on a center pivot and directed to the center withdraw pit for return to the plant IDS or discharged to waste sludge processing. The clear supernatant will be discharged over a weir along the perimeter of the 70-foot diameter circular clarifiers into a concrete launder. Once in the launder, the supernatant is directed to the outlet piping. The outlet piping from each clarifier is then combined and flows towards the existing piping that feed the existing Junction Structures 1 & 2. These Junction Structures then feed to the existing filter feed storage wet well.

Scum accumulating at the surface of the clarifiers is scrapped off of the top surface with a skimmer that discharges into a scum collection trough. The trough discharge piping contains a mechanical valve that opens once the skimmer arm has come into contact with trough, allowing scum to flow to the scum pump station wet well. The scum pump station contains two identical pumps that pump the scum waste to the existing WAS piping to the existing MLSS Distribution Box.

RAS and WAS is raked into a collection pit near the center of each of the clarifiers and discharges through an underflow pipe that is connected to a metered manifold in the dry-pit RAS/WAS pump station.

RAS is pumped to the plant IDS via existing 10-inch RAS line. WAS will be pumped via existing 6-inch pipe line to the existing MLSS Distribution Box that feeds to the existing clarifiers. The existing RAS/WAS pump system is controlled by the PLC control panel and dedicated VFDs on each of the three pump units.

The control system allows the operator to manually configure a flow set point for the pump system to maintain or automatically calculates the required RAS flow rate to maintain a particular operator input RAS ratio based on the influent flow rate.

Table 4 provides the existing design summary for the proposed clarifiers and Table 5 provides the existing equipment and design summary of the RAS/WAS and Scum Pumps.

Table 4 – Existing Clarifier Design Summary
Clarifier Parameter Description/Capacity
Number 2
Diameter, each 70-feet
Sidewater Depth 15-feet
Average Overflow Rate (3.0 MGD – 2 Clarifiers) 390 Gal/ft2/day Maximum Overflow Rate (4.0 MGD – 2 Clarifiers) 520 Gal/ft2/day Average Weir Loading Rate (3.0 MGD – 2 Clarifiers) 7,240 Gal/ft/day Maximum Weir Loading Rate (4.0 MGD – 2 Clarifiers) 9,650 Gal/ft/day Table 5 – Existing RAS/WAS and Scum Pump Stations Equipment Summary Equipment Quantity Manufacturer/Supplier Description/Capacity

RAS/WAS
Pumps 3 Flygt – Model NP3153LT-422 500 to 1,400 GPM @ 21’ TDH 12 HP Scum
Pumps 2 Flygt – Model NP3085MT-463 400 GPM @ 12’ TDH 3 HP

1.1.7 Sludge Processing System
The sludge processing system consists of two (2) existing 50-foot diameter clarifiers utilized as a pair sludge holding and thickening tanks, allowing to increase the solids concentration. The existing MLSS Distribution Box feeds into the east and west clarifier feed chambers, as well a bypass of this structure into the existing 4-inch feed line going to the aerated sludge holding tank. 429
Adelanto WWTP Improvement Plan – Technical Memo 1-8
Section 1 - Background
The existing scum pit contains scum and decanted clear water within two separate chambers. The clarifier thickeners decanted clear water will discharge into the plant drain system feeding back to the head of the plant. The scum will be pumped from the scum pit chamber to an existing local line feeding to the sludge holding tank.

1.1.8 Tertiary Filtration System (Not Utilized)
On site, an existing tertiary filtration system is present, but currently inactive. This system consists twentyfour (24) continuous backwash up flow granular media (CBUM) filters. The filters are configured as twelve separate trains, with two filters per train installed in series, with the shorter polishing filter being gravity fed from the taller primary filter. Each filter is assembled as a standalone above ground unit, with granular media housed in a 304 Stainless Steel silo. The filters are fed from the filter feed pump station, with each pump dedicated to two trains (total of six pumps). Influent feed is discharged into the top of the first filter and flows downward through an annular section between the influent feed pipe and airlift housing. The feed is then introduced into the bottom of the granular media (sand) bed through a series of feed pipes that distribute the feed in a radial fashion. As the influent feed flows upward through the downward moving sand bed, organic and inorganic deposits are captured by the sand. The filtrate continues to move upward and exits the filter silo over a filtrate weir and out the effluent piping, where it is introduced into the second filter and goes through an identical process for final polishing. The effluent from both the north and south sets of polishing filters discharges into a dedicated 16-inch line that feeds a common 24-inch line that either feeds the effluent to the chlorine contact basin, or can be bypassed to feed to the percolation basins.

The existing filters are also plumbed to receive chemical feed from both the sodium hypochlorite (NaOCl) and Polyaluminum chloride (PAC) chemical storage tanks via separate 2-1/2-inch supply lines. These tanks, pumping equipment, and feed lines will remain in use and are discussed further in the filter and chlorine contact basin sections of the Proposed WWTP Process Improvements.

The operation of the filters, including feed flow rate, airlift air feed flow rate and pressure, are automatically controlled by individual control panels networked to a central controller located in the operations building. Instrumentation and auxiliary equipment consist of flow meters, air compressors, and coagulant and chlorine feed pumps. Table 6 provides a summary of the design and operation of the filters.

Table 6 – Tertiary Filtration System Design
Tertiary Filtration Design
Number of Filter Feed Pumps 6
Filter Feed Pump Capacity 350 GPM @ 25-ft TDH, 5 Hp
Filter Feed Wet Well Dimensions (ft x ft) 12 x 32
Filter Feed Wet Well Sidewall Depth (ft) 10 (2-ft freeboard) Filter Feed Wet Well Storage Volume (gal) 28,720
Number of Filter Trains 12
Number of Filters/Train 2 (in Series)
Effective Media Size (in) 0.9-1.3
Uniformity Coefficient 1.5
Filter Media Depth (in) 40
Filter Area (ft2), Each 50.2
Total Filter Area (ft2) 602.4
Average Daily Flow Filtration Rate
(GPM/ft2)

3.5 Max Daily Flow Filtration Rate (GPM/ft2) 4.6
Total Backwash Rate (GPM) 120 (5 GPM/Filter)
430
Adelanto WWTP Improvement Plan – Technical Memo 1-9
Section 1 - Background

1.1.9 Chlorine Contact Tank (Not Utilized)
On site, an existing chlorine contact chamber is present, but currently inactive. The system was designed to provide a contact time of 90-minutes at a flow of 2.8 MGD. The chlorine contact basin includes a concrete tank constructed as a serpentine-style channel, chlorine chemical (sodium hypochlorite) storage tanks, chlorine metering pumps and a feed piping/diffuser system, an influent weir and weir gate, effluent weir, effluent/plant reuse water storage wet well, and a sump pump for draining the basin. The design of the chlorine contact basin is also summarized in Table 7.

Effluent from the tertiary filters enters the chlorine contact basin through a 24-inch DIP line, which contains filter effluent from each of the filtration trains. The effluent passes through a mechanical flow meter prior to discharging into the chlorine contact basin forebay. Influent passing through the forebay is infused with a chlorine solution, which uses a 2.5-inch PVC pipe/diffuser with 1/4-inch holes drilled into it on two sides of the pipe. The chlorine is pumped to the diffuser with a set of diaphragm metering pumps and is combined with plant reclaimed water prior to entering the diffuser. From the forebay, the influent spills over an influent weir and weir gate where it then enters the first of three passes through the basin.

Effluent from the Chlorine Contact Basin exits the basin through a concrete weir and is either discharged through the effluent piping to the network of Percolation Ponds, or is stored and is designed to be used as part of the plant reuse/recycled water system.

Table 7 – Chlorine Contact Basin System Design
Chlorine Contact Basin System Design
Channel Width (ft) 6.25
Channel Length (ft) 123
Channel Height (ft) 10
Number of Channels/Passes 3
Total Volume (gal) 172,500
Contact Time (min) @ 2.8 MGD 90
Number of Chlorine Storage Tanks 2
Chemical Storage Volume (gal), Each 6,000
Number of Chlorine Pumps 2
Chlorine Pump Capacity, Each 12 to 130 GPD

12.5% NaCL Dose Capacity @ 2.8 MGD 0.5 to 5.8 mg/l

1.1.10 Percolation Ponds
The plant effluent is discharged through a mainline where it is connected to the network of percolation ponds along the north and northeast sides of the WWTP. Water stored within each of the Percolation Ponds is designed to accumulate and slowly infiltrate through the granular soil along the bottom of each pond. Additional means of effluent disposal is also provided through evaporation of the water within the Percolation Pond. Groundwater in the uppermost aquifer is generally located at a depth of 90 to 170-feet below ground surface (bgs). There is an aquitard (clayey soil layer) located 170 to 230-feet bgs separating the uppermost aquifer from the regional aquifer. The existing percolation ponds design and status is also summarized in Table 8.

Table 8 – Percolation Pond Capacity and Status
Percolation Pond Top Dimensions and Freeboard Capacity Status Percolation Pond 1 • 470’ x 225 ’x 12’ (L x W x D)
• 9,492,120 Gallons On-Line
Percolation Pond 2 • 285’ x 195’ x 18’ (L x W x D)
• 7,482,618 Gallons Out-of-Service
Percolation Pond 3 • 235’ x 195’ x 17’ (L x W x D)
• 5,827,107 Gallons Out-of-Service
Percolation Pond 4 • 570’ x 295 ’x 10.5’ (L x W x D) On-Line 431
Adelanto WWTP Improvement Plan – Technical Memo 1-10
Section 1 - Background
Percolation Pond Top Dimensions and Freeboard Capacity Status • 13,206,501 Gallons
Percolation Pond 5 • 573’ x 295’ x 11’ (L x W x D)
• 12,870,978 Gallons On-Line
Percolation Pond 9 • 574’ x 318’ x 12.5’ (L x W x D)
• 17,066,742 Gallons Constructed, Not Permitted

1.1.11 Recycled Water System
Effluent from the contact basin is stored in a wet well where it either is discharged as plant effluent to the Percolation Ponds, or is used for plant reuse water. The plant reuse water system consists of two, 15 Hp, 6-stage vertical turbine pumps and a 10,000-gallon hydro-pneumatic tank designed to maintain a constant flow and system pressure within the process water network. Each pump is sized to deliver 300 GPM at 150-feet (65 psi) TDH. The pumps draw water from the 2,000-gallon effluent wet well connected to the chlorine contact basin and discharges into an 8-inch force main that feeds the WWTP process water distribution network.

The Process Water Pump Station is controlled and operated based on pressure and water level within the hydro-pneumatic tank. The hydro-pneumatic tank is designed to provide relatively constant pressure to the system and to absorb fluctuating pressures and water hammer within the system. As more water is being used by the system, the water level in the hydro-pneumatic tank decreases below a pre-set level and triggers the reuse pumps to provide makeup water to the system. The hydro-pneumatic tank helps to minimize excessive pump starts and stops due to the various cyclical process applications throughout the Plant. Currently, the existing hydro-pneumatic tank does not have an air compressor or air-charging system in place to provide an air cushion to absorb system pressure. 432
Adelanto WWTP Improvement Plan – Technical Memo 2-1
Section 2 – Proposed Improvements
Proposed WWTP Process Improvements

2.1 WWTP Process Areas
PACE reviewed the Treatment Capacity Assessment performed by Stantec in 2022 and identified operational changes to optimize the existing facility. Based on the results of the performance testing, PACE concluded that the facility is capable of treating a capacity of between 3.7 to 4.0 MGD, with a Maximum Day Capacity of 6.0 MGD, if relatively minor physical and operational modifications to the facility are implemented. See Technical Memorandum (Appendix A) performed by PACE for complete details.

The following sections contain information regarding the proposed WWTP process improvements. Table 9 summarizes the major process improvements and modifications that will be performed.

Table 9 – Major Process Improvements / Modifications
Equipment Improvement
Headworks • Install two (2) new screenings handling, washer and compactor systems with new control panels as needed
Influent Lift Station • Install new submersible sewage pump Secondary Process
• Biolac Basins (North & South) - Each
- Installation of two (2) new DO probes
- Installation of one (1) new Nitrate Probe
- Modifications to the Biolac DO control program
• Aeration Blower Building
- Installation of new 200HP Turbo Blower
- Installation of new modulating aeration control valves - Update blower controls for a 3 duty + 1 Standby configuration • Polymer Injection System
- Add new building to house new polymer injection equipment and chemicals
- Installation of two (2) new Polymer Dilution Units
- New polymer PLC Control Panel
• Secondary Clarifier & RAS/WAS Pump Station
- Installation of two (2) ultrasonic sludge blanket depth meters - Installation of MLSS Meter in Clarifier Splitter Box
- Installation of MLSS Meter on WAS/RAS discharge piping - Installation of Modulating Valve Actuators on existing plug valves - Control programming for new instrumentation
- Modify RAS System controls
Reliable Plant Source
• Rehabilitation of existing Chlorine Contact Tank for use as gravity effluent storage prior to the reuse pumps
• Rehabilitation of existing vertical turbine reuse pumps • Rehabilitation of existing Hydro-Pneumatic Tank & controls

2.1.1 Headworks System Improvements
The existing headworks will be retrofit with two (2) new screenings washer/compactor units. These units will be installed in the existing channels and consist of a design capacity of 70 ft3/Hr each. The existing mechanical bar screens and their associated controls are to be protected in place. The proposed design parameters of the headworks system are summarized in the Table 10. 433
Adelanto WWTP Improvement Plan – Technical Memo 2-2
Section 2 – Proposed Improvements
Table 10 – Proposed Washer/Compactor Units
Equipment Quantity Manufacturer/Model Description/Capacity Washer/Compactor Unit
(M-XXXXX)
(M-XXXXX)
2 Huber
WAP Size 2
• 70ft3/Hr
• 5 HP, 480V, 3P, 60Hz
• Nema 4x Control Panel
In the event influent needs to be bypassed during installation, the existing slide gates can be utilized to divert wastewater to the other mechanical screen or the existing manually-cleaned bar screen channel while work is completed sequentially on each mechanical screen system.

2.1.2 Influent Lift Station Improvements
The existing lift station consists of a total of four (4) submersible sewage pumps (two small and two large pumps). Originally, of the smaller pump was installed for temporary discharge to the Victory Valley Wastewater Reclamation Authority (VVWRA), however, that line has been removed and the pump was replaced with another small submersible pump with same design conditions of other existing small submersible sewage pump. These small pumps have the head capacity to pump directly into the Adelanto facility’s IDS at a rate of 935 GPM @ 43’ TDH.

The two (2) large submersible pumps discharge into the Influent Distribution Structure (IDS) with a combined flow capacity of 4,900 GPM @ 43’ TDH. Therefore, the total pumping capacity of the existing station is 6,770 GPM (9.6 MGD). However, this is achieved with all pumps running, providing no redundancy in the system. The proposed design incorporates the installation of one (1) new submersible sewage pump capable of operating at 2,800 GPM (4 MGD) @ 43 ft TDH. This will allow the influent lift station to meet the proposed design Peak Hour Flow with the largest pump out of service. Table 11 summarizes the proposed Influent Lift Station system.

Table 11 – Proposed Influent Pump
Equipment Quantity Manufacturer/Model Description/Capacity Influent Submersible Pump
(PMP-XXXXX) 1 FLYGTNP-3202-MT-641
• 2,800 gpm @ 43’ TDH
• 45 HP, 480V, 3P, 60Hz
• VFD Speed Control
The proposed improvements include design and installation of the pump pump, along with associated discharge piping & valving, electrical and controls.

2.1.3 Biolac System Improvements
The existing North and South Biolac Basins will be retrofitted to optimize the oxic and anoxic condition within each basin. The aeration system currently consists of three (3) Turbo Blowers in a 2 duty +1 standby configuration with the duty blowers dedicated to either the North or South basin. The blowers discharge to eleven (11) aeration chains within each basin which have automatic control valves sequencing between open and closed. The Biolac Wave-Ox control strategy maintains the first air chain open at all times and sequences the remaining 10 valves as 2 sets of 5 valves, operating 5 open / 5 closed at a time. While the treatment plant effluent is currently in compliance with Ammonia, Nitrate and Total Nitrogen, the current aeration pattern creates treatment inefficiencies and slug loading of solids to the secondary clarifier. The proposed Biolac Improvements are summarized in Table 12. 434
Adelanto WWTP Improvement Plan – Technical Memo 2-3
Section 2 – Proposed Improvements
Table 12 – Biolac Improvements
Equipment Quantity Manufacturer/Model Description/Capacity Aeration Turbo Blower
(BLR-XXXXX) 1
Aerzen
TB200-0.8
• 1,700 – 4,500 SCFM @ 7.2 PSI
• 200 HP, 480V, 3P, 60Hz
• VFD Speed Control
• Harmonics Filter
Electric Actuated Valves
(MV-XXXXX)
(MV-XXXXX)
2 Bray or Equal
Series 31 + Series 70NXT
• 16” Butterfly Valve
• Electric Modulating Actuator
Multiparameter Probe
(Basin Outlets)
(AT-XXXXX)
(AT-XXXXX)
2 (1 per basin)
In-Situ
Aqua Troll 500
• Multiparameter probe with
Nitrate, DO, pH, ORP,
Temperature and Level.
• Communicates via Modbus RTU
on existing network
DO Probes (In Basin)
(AE-XXXXX)
(AE-XXXXX)
4 (2 per basin)
In-Situ
RDO-X Pro
• 0-20 mg/L
• Communicates via Modbus RTU
on existing network
In addition to the installation of the proposed equipment/instrumentation listed above, the existing DO control programming will be modified to add a new “sweeping” aeration pattern. This aeration program will allow the operator to select the number of aeration chains to turn on, then cycle the aeration by moving the block of aerating chains through the basin from outlet to inlet. The original air chain program will remain.

While using either chain program, the DO concentration will be measured with the new DO probes and air the capacity set point trimmed based on the new Nitrate Probe measurements. Additionally, the existing Blower Control program will be modified to operate the blowers in a 3 duty + 1 standby configuration using a combined discharge manifold. Air delivery will be controlled / balanced using the new modulating control valves to maintain the air flow rate requested by the Biolac Control Panel. With three (3) Turbo Blowers operating, the total combined capacity will be 13,500 CFM, providing up to 6,750 CFM per basin.

2.1.4 Proposed Polymer Injection System & Secondary Process Improvements Based on the performance testing completed, the injection of polymer into the treatment system increased the efficiency of the plant by improving the flocculation of solids and reducing the Sludge Volume Index (SVI), simultaneously increasing sludge density and RAS mass return rate. The proposed Polymer Injection System will consist of a new Pre-Engineered Building (PEB), constructed adjacent to the existing RAS/WAS Pump Station. The building design will be similar to the blower building constructed in 2012, with sufficient space to house two (2) new Polymer Dilution Units, a new Clarifier / Polymer Control Panel and multiple 330-gallon polymer totes. The Polymer Injection System improvements are summarized in Table 13.

Table 13 – Polymer Injection System
Equipment Quantity Manufacturer/Model Description/Capacity Polymer Dilution Unit
(M-XXXXX) 2
VeloBlend
FDL4S‐1200‐2.5PS‐M‐7
• Polymer Mixing Chamber
• Polymer Metering Pump
• 0.125–2.5 GPH Polymer
Discharge
• 120 – 1200 GPH Dilution Water
Clarifier / Polymer Control
Panel
(CP-CP)
1 Allen Bradley
Polymer Storage Tank 2-4 - • 330-gallon totes
Based on the performance testing, the design will allow for polymer to be added at a dose of approximately 3 to 10 ppm (as product) with a constant dilution water flow of approximately 5 to 10 GPM. The system shall inject polymer solution into the Mixed Liquor Splitter Box prior to effluent being split between the two (2) existing Secondary Clarifiers. A new control panel (connected and coordinated with existing CLR-RIO) 435
Adelanto WWTP Improvement Plan – Technical Memo 2-4
Section 2 – Proposed Improvements
will be utilized to adjust the polymer dosage based directly on solids mass (flow x concentration). To achieve this, the existing clarifier influent flow meter signals will be used with the new Mixed Liquor Suspended Solids (MLSS) meters, which will be installed in the Mixed Liquor Splitter Box and the RAS/WAS Pump Station discharge piping, signaling the polymer dosing to increase or decrease based on the Total Suspended Solids (TSS) readings.

With the addition of the polymer injection, settleability in the secondary clarifiers will increase, decreasing operating SVIs and pre-thickening the sludge prior to RAS return and/or solids dewatering. Plant operations will be adjusted to account for the increased solids concentrations in both the RAS and WAS. The installation of Ultrasonic Sludge Level Meters in each clarifier will be utilized to measure the sludge depth.

Also, with the increase in sludge density and concentration, the RAS mass rate increases while maintaining the same volumetric flow rate. To balance and control the underflow from each clarifier entering the RAS/WAS Pump Station, electric proportional control actuators will be installed on the existing manual underflow plug valves. Table 14 summarizes the proposed Clarifier process equipment and instrumentation.

Table 14 – Clarifier Process Instrumentation
Equipment Quantity Manufacturer/Model Description/Capacity Multi-Parameter Transmitter
(AT-XXXXX) 1
E+H
CM448
• Liquiline multi-parameter controller
Suspended Solids Probe
(AE-XXXXX)
(AE-XXXXX)
2 E+H
CUS51D • 0-300 g/L TSS Probe
Sludge Blanket Depth Meter
(LT-XXXXX)
(LT-XXXXX)
2 E+H
CUS71D
• 1 – 32 Ft Ultrasonic Sludge Blanket
Depth Meter
Electric Actuated Valves
(MV-XXXXX)
(MV-XXXXX)
2 Auma (or Equal) • 12” Plug Valve w/ Electric Actuator The existing RAS Control programming will be modified to add a new constant sludge blanket level control strategy which allows the system to adjust RAS rate and WAS discharge volume to maintain a near constant sludge blanket depth. Table 15 summarizes the proposed Clarifier Design criteria.

Table 15 – Proposed Clarifier Design Summary
Clarifier Parameter Description/Capacity
Number 2
Diameter, each 70-feet
Sidewater Depth 15-feet
Average Overflow Rate (4.0 MGD – 2 Clarifiers) 520 Gal/ft2/day Maximum Overflow Rate (6.0 MGD – 2 Clarifiers) 780 Gal/ft2/day Average Weir Loading Rate (4.0 MGD – 2 Clarifiers) 9,650 Gal/ft/day Maximum Weir Loading Rate (6.0 MGD – 2 Clarifiers) 14,475 Gal/ft/day

2.1.5 Reliable Plant Water Source
The existing plant water system is currently supplied from a package pump system which draws suction from one of the percolation basins. The pump station is in poor condition and variations in secondary water production and percolation rate from the basin, make water availability and reliability poor. The existing Chlorine Contact Tank, Vertical Turbine Pumps and Hydro-pneumatic tank that were installed with the M2 436
Adelanto WWTP Improvement Plan – Technical Memo 2-5
Section 2 – Proposed Improvements
Renewables system are not currently in service. Based on our site inspections, this system can be rehabilitated to provide a reliable plant water source.

To utilize effluent from the Secondary Clarifiers, secondary effluent will bypass the existing Filtration system through existing Junction Structure #1 (JS-1). A new 24” D.I pipe will be routed and connected to the existing 24” Effluent line, allowing Effluent to gravity flow into the existing Chlorine Contact Tank. The Chlorine Contact Tank is to be repurposed and to function as initially designed. The two (2) Vertical Turbine Pumps and Hydro-pneumatic will be rebuilt and will operate to maintain constant flow and system pressure within the process network. A new packaged air compressor system will be installed on the hydro-pneumatic tank to ensure proper system pressure. This rehabilitated system will be used to supply the existing plant service hydrants, headworks equipment, clarifier surface spray bars and the new polymer injection systems.

2.1.6 Upgrades to Consider
Upon site and field investigation, the following areas were discussed that can be improved for operator ease of access:

1. Site grading to control surface runoff and drainage

2. Staircase for access to the top of the Biolac Basin

3. Removal of overgrown weeds and shrubs throughout treatment plant 437
Appendix A
438
Technical Memorandum
Date: Rev. May 5, 2023
To: Mr. Bob Nespeca - PERC Water
From: James Matthews, PE & Felicia Carlander, EIT - PACE Re: Adelanto WWTP – Performance Optimization Summary of Findings #B810

1.1 INTRODUCTION
In 2012, the Adelanto Public Utility Authority (APUA) contracted with PERC Water and PACE to provide Design/Build services to rehabilitate and increase the capacity of the existing Adelanto Wastewater Treatment Plant (Adelanto WWTP). The original facility had an Average Annual Day Flow (AADF) capacity of 1.5 MGD with a Peak Day Flow (PDF) capacity of 2.5 MGD. By upgrading the existing headworks, secondary aeration Biolac basins, adding flow equalization within the Biolac basins, installing new aeration blowers and constructing two new 70’ diameter secondary clarifiers, the facility capacity was increased to its current AADF of 3.0 MGD and MDF of 4.0 MGD. The current effluent discharge permit, issued by the Regional Water Quality Control Board (RWQCB), provides for a discharge of up to 4.0 MGD Maximum Monthly Day Flow (MMDF) and 6.0 MGD Maximum Day Flow (MDF). Below is an excerpt from the current Discharge Permit:
439
Mr. Bob Nespeca – PERC Water May 5, 2023
Adelanto WWTP Performance Testing and Results #B810 Page 2 of 21 Based on flow and loading studies conducted in 2022 by Stantec for APUA, the facility received an influent AADF of approximately 2.9 MGD, with an anticipated increase of approximately 0.1 MGD per year, based on projected future service connections. With the plant currently operating near its average design rate (3.0 – 3.1 MGD) with two BOD violations (March 2022), APUA commissioned a Treatment Plant Capacity Assessment, which was recently completed by Stantec (2022). The Capacity Assessment, based on current operation of the facility, confirmed the design capacities indicated above and provided recommendations for several interim improvements that could be made to increase the average operating capacity, while the Authority plans for the next expansion.

1.2 BACKGROUND
Based on a review of the information provided in the Stantec Assessment and additional data provided by PERC Water’s operational staff, PACE conducted initial field observations and interviews to confirm current operating conditions in December and January of this year. From these field observations, PACE concluded that the existing WWTP may be able to achieve a MMDF capacity of as much as 4.0 MGD with some equipment additions / modifications and optimization of the current processes. The identified limiting factors include:
(1) Potential reduced nitrification / denitrification efficiency based on current Biolac air-chain control settings
(2) Limitation of aeration blower capacity, due to local performance limits set on the existing blowers (3) Suboptimal performance and consistency in settleability in the secondary clarifiers limiting flow / solids capacity
(4) Reduced RAS flow capacity due to worn RAS/WAS pump impellers (5) Inefficient RAS return flow rate due to clarifier sludge blanket depth imbalance (6) Inefficient RAS mass return rate due to operation of the RAS system using fixed Flow Control vs Influent Ratio Control (related to Item 5).

PERC Water and PACE initiated a pilot testing program to physically evaluate proposed operational improvements and their impact to capacity of the facility. These included:
(1) Re-configure and re-program the Biolac aeration chain controls on the South Biolac basin to better distribute the oxic and anoxic zones and improve mixing and consistency of solids feed to the secondary clarifiers. After implementation; study the effects on settleability and secondary water quality.
(2) Testing the existing blower and Biolac aeration systems to determine if the additional air, made available through changes to the local blower programming, can be affectively delivered using the existing aeration diffuser system. If successful, assess the increase in aeration capacity provided by allowing the existing blowers to operate at full capacity as well as potentially adding an additional fourth blower.
(3) The design and installation of a temporary cationic polymer injection system on the South secondary clarifier to test polymer addition and its ability to improve overall settleability and consistency in clarifier performance.
(4) Provide a field flow test using newly rebuilt RAS/WAS Pump 2 to determine field RAS/WAS pump capacity.
(5) Assess installation of field instrumentation (solids meters, sludge blanket detectors and automated underflow valve controls) to balance and optimize sludge concentration and mass return.

Testing and observations were initiated at the end of January and completed at the beginning of March, 2023. The following summarizes the testing and our findings. 441
Mr. Bob Nespeca – PERC Water May 5, 2023
Adelanto WWTP Performance Testing and Results #B810 Page 4 of 21

1.3 BIOLAC BASIN MODIFICATIONS

1.3.1 Current Operation of the Biolac Basins
The existing Biolac Wave-Ox system is a preparatory activated sludge secondary treatment process supplied by the Parkson Corporation, which consists of large lined aeration basins with multiple aeration chains spanning across the width of the basin. Each chain can be individually turned ON or OFF and sequenced with other chains, so as to create oxic and anoxic mixing zones. Wastewater flows in one end of the basin and treated effluent, as Mixed Liquor Suspended Solids (MLSS), discharges out the opposite end. Below is a typical schematic of the Parkson Wave-Ox system for reference.

Figure 1: Typical Parkson Biolac Wave-Ox Plus Schematic The Adelanto WWTF has two (2) Biolac basins, which are designed with eleven (11) air chains each, operating on a standard Wave-Ox control system (no online ammonia controller). The first air chain in each basin is always ON. This provides immediate re-oxygenation to the mixture of raw wastewater and Return Activated Sludge (RAS) from the secondary clarifiers. The remaining aeration chains are alternating between ON and OFF (assigned to ‘Group A’ or ‘Group B’ respectively) with each group assigned a block of five (5) air chains (I.E. Group A = Chains 2-6 / Group B = Chains 7-11). Each ON / OFF cycle is operated at between 20-30 minutes. The Dissolved Oxygen (DO) of the basin is continuously measured with a HACH LDO probe, located in the outlet structure on the downstream end of each basin. (See Figure 2) Figure 2: Current Operation of Biolac Basins
While the treatment plant effluent is currently in compliance for Ammonia, Nitrate and Total Nitrogen, cycling the large blocks of air chains within an extended period of time appears to create treatment inefficiencies and slug loading of solids to the secondary clarifiers. Observed conditions indicate that significant settling 442
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Adelanto WWTP Performance Testing and Results #B810 Page 5 of 21 occurs within the basin after approximately 5-10 minutes upon turning off the air. This leads to essentially clear liquid exiting from the top of the basin, over the outlet weir, for a period of 20-25 minutes each cycle.

When the air is turned back on, the settled contents is re-suspended and solids flow out to the clarifiers again. While this likely has little effect on the biological treatment process as a whole, it does create pulses of solids to the secondary clarifiers. These pulses present themselves as rings of alternating clear and settling solids, traveling from the clarifier inlet well to the effluent launders.

Additionally, the large-block air chain sequence may also provide a path for wastewater to short-circuit across the basin top surface, as water entering the first group of chains may not be aerated and travel to the second group of air chains at approximately the same time as they turn off, resulting in no aeration being applied to this water. This condition presents itself in review of the trending on the outlet DO of each basin, particularly during periods of daily high inflow.

Lastly, the current air chain sequence creates considerable potential for Low DO Bulking conditions, particularly during periods of low water temperature, which can lead to pour settleability in the secondary clarifiers. Photo documentation, taken prior to and during performance testing, showed that the native Mixed Liquor Suspended Solids (MLSS) was somewhat dispersed with pour flocculating characteristics.

1.3.2 Modified Operation of the Biolac Basins
To determine the effects on treatment performance due to modifying the air chain sequencing, PACE provided two (2) alternate air chain sequences, to be applied on the South Biolac Basin, while maintaining the North Biolac Basin with its current sequence. PACE provided temporary PLC programming modifications as well as installation of an online continuous multi-parameter water quality probe. The InSitu Aquatrol 500 was equipped with DO, Nitrirate, Temperture and Turbidity (TSS) and installed in the South Biolac Basin outlet structure, directly adjacent to the existing HACH LDO probe.

Sequence 1 used the existing Wave-Ox program and settings, but modified the Group assignments as follows (See Figure 3):
a. Chain 1 was kept unchanged - Continuously ON.
b. Chains 2-4 and 8-9 were designated as Group A.
c. Chains 5-7 and 10-11 were designated as Group B.
d. The cycle time was maintained as before (25 minutes). e. Blower and DO control settings were unchanged.

Figure 3: Aeration Pattern Performance Test using 3-3-2-2 Grouping vs. 5-5 Grouping This sequence provides better dispersion of the delivered air, reduces short-circuiting potential and reduces Low DO Bulking potential.

Sequence 2 used a modified Wave-Ox program and settings in which a block of five (5) air chains was cycled through the basin in a “continuous loop”, starting from the outlet to the inlet, simulating a sweeping pattern (See Figure 4).
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Adelanto WWTP Performance Testing and Results #B810 Page 6 of 21 a. Chain 1 was kept unchanged - Continuously ON.
b. 5 Chains were designated to be ON with 5 Chains Off. c. The cycle time was maintained as before (25 minutes) with chains advancing at each cycle interval.
d. Blower and DO control settings were unchanged.

Figure 4: Aeration Pattern Performance Test using Sweeping Loop This sequence uses the same 5 ON / 5 OFF operation as the current sequence, but eliminates shortcircuiting potential.

Based on the testing results presented below, Sequence 1 achieved better biological performance and improved visual settleabilty, while Sequence 2 lead to reduced biological nutrient removal performance with no apparent improvement in settleability. In our opinion, this was primarily due to the fact that the cycle time was not reduced to compensate for the sweeping pattern, which lead to OFF periods that lasted an average of 2 hours (5 x 25 minutes) vs 25 minutes. If the cycle time had been adjusted to 5 minutes, we believe the performance of Sequence 2 would have been equal to or better than Sequence

1. Therefore, it was concluded that operating in Sequence 1 provides performance benefits over both the current and Sequence 2 operation, as observed, and that Sequence 2 should be re-evaluated at a later date to see if it provides additional benefits. The increased performance, while using Sequence 1 in the South Basin, was apparent enough that the control for the North basin was updated to operate on Sequence 1 as well. Both Biolac basins were thus operated with a modified aeration pattern during the extent of the performance testing of the secondary clarifiers. 444
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Adelanto WWTP Performance Testing and Results #B810 Page 7 of 21

1.3.3 Summary of Testing Timeline
Table 1 below shows a summary of the testing timeline. A detailed list of the operational information during the testing period was provided by the plant operations staff and is included in Appendix E.

Table 1: Summary of Testing Timeline.

Sunday Monday Tuesday Wednesday Thursday Friday Saturday 1/22 1/23 1/24 1/25 1/26
South Biolac
Basin Aeration
Pattern updated
to test protocol.
1/27
Insitu WQ probe
not recording.
1/28
Insitu WQ probe
not recording.
1/29
Insitu WQ probe
not recording.
1/30
Insitu WQ probe
not recording.
1/31
Insitu WQ probe
not recording.
2/1
Insitu WQ probe
not recording.
2/2 2/3 2/4
2/5 2/6 2/7
North Biolac
Basin Aeration
Pattern updated
to test protocol.
2/8 2/9 2/10 2/11
2/12 2/13
* Polymer System
(injecting to the
south clarifier)
was started with
a polymer dose of
3 ppm.
* No PM MLSS
sample. AM
MLSS data used
to calculate SVI.
2/14
* No PM MLSS
sample. AM
MLSS data used
to calculate SVI.
2/15
* No PM MLSS
sample. AM
MLSS data used
to calculate SVI..
2/16
* No PM MLSS
sample. AM
MLSS data used
to calculate SVI.
2/17
* No PM MLSS
sample. AM
MLSS data used
to calculate SVI.
2/18
* Aeration blower
failure.
* No PM MLSS
sample. AM
MLSS data used
to calculate SVI.
2/19
* SVI/MLSS
testing canceled
due to aeration
blower failure
previous day.
2/20
* No PM MLSS
sample. AM
MLSS data used
to calculate SVI.
2/21
* No PM MLSS
sample. AM
MLSS data used
to calculate SVI.
2/22
* Increased
polymer does to 5
ppm (previously 3
ppm).
* No PM MLSS
sample. AM
MLSS data used
to calculate SVI.
2/23 2/24 2/25
2/26 2/27 2/28 3/1 3/2
No PM MLSS
sample. AM
MLSS data used
to calculate SVI.
3/3
The polymer
injection system
to the South
clarifier was
turned off.
3/4

1.3.4 Biolac Aeration Basin Testing Results
Figure 5 and Figure 6 show the results of the testing period from February 2nd to March 3rd. Figure 5 is a plot of the recorded values while Figure 6 plots the 12-hour rolling averages. Figure 7 (full view) & Figure 8 (zoomed view) show the operation staff reported daily process laboratory test result for Nitrate (NO3-N) and ammonia (NH3-N) from the secondary clarifier’s combined effluent and Sludge Volume Index (SVI) from both Biolac basins combined MLSS effluent. Both Figure 7 and Figure 8 also include the 12-hour rolling average nitrate values from the In-Situ probe for comparison. 445
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Adelanto WWTP Performance Testing and Results #B810 Page 8 of 21 Figure 5: Result data from Water Quality Probe for the South Biolac Basin. 446
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Adelanto WWTP Performance Testing and Results #B810 Page 9 of 21 Figure 6: Water Quality Probe Measurements for the South Biolac Basin, 12-hr moving average.

Figure 7: Operator Daily Test Result for NH3-N, NO3-N and SVI. 447
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Adelanto WWTP Performance Testing and Results #B810 Page 10 of 21 Figure 8: Operator Daily Test Result for NH3-N, NO3-N (zoomed in)

1.3.5 Evaluation of Biolac Aeration Basin Test Results
As indicated previously, visually, the aeration pattern sequence change to 3-3-2-2 was seen to improve the performance in the South Biolac basin, which led to operations adopting the same sequence in the North Basin early on during the testing period. The numerical results from the In-Situ probe, however, show that the air never reached the dissolved oxygen set point (~0.6mg/L). This is typical of the operation of the plant and is likely due to the probe being located at the downstream end of the basin with the last aeration chain included in the ON/OFF cycles. The DO control system which controls the output of the blowers, uses a 5-minute rolling average to compare to the set point.

The NO3-N levels in the basin actually increased slightly during the testing period. Notably in Figure 6, when polymer addition was initially started at 3 ppm and again when it was increased to 5 ppm. This was due to an increase in RAS mass return from higher solids concentrations in the South Clarifier, without a corresponding adjustment to the RAS flow rate. The RAS rate was maintained at approximately 700 GPM total during the entire testing period, effectively increasing the RAS ratio. Once stabilized, the additional mass continued to require additional air. However, the blowers are currently limited to approximately 75% of their total capacity by local flow rate limit settings. While Nitrate and Total Nitrogen were still consistently below 10 mg/L, the ability to supply more air to the system would increase nitrification capacity and allow additional adjustment to the time sequence to ensure full nitrification and denitrification. Due to a failure of the South Basin aeration blower on February 19th, the data includes some uncertainty. However, relatively quick recovery of the system after February 19th indicates the resiliency of the biomass to process upset when sufficient air is supplied.

Additionally, it should be noted that the In-Situ probe accurately tracked the Nitrate values vs the process lab results for approximately 30 days. Therefore, for future operation and optimizing the aeration system, it is recommended to install permanent Nitrate probes in the outlet boxes of the basins and install new DO probes within each basin at aeration chains 3 & 6. The DO control program could then be modified to use the DO and Nitrate probes to more efficiently and more effectively control the blower air supply.

The turbidity data shown in Figure 5 and Figure 6 are not directly translatable to the MLSS concentrations as the calibrated maximum operation range of the In-Situ probe is limited to 0-1500 mg/l. However, the readings are indicative of the MLSS concentration trend. As can be seen in the figures above, the turbidity/MLSS is relatively stable until increasing the polymer dose from 3 ppm to 5 ppm. Although this 448
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Adelanto WWTP Performance Testing and Results #B810 Page 11 of 21 again increased the RAS mass return ratio, there was also a corresponding issue with the dewatering systems in which operations was unable to dewater solids at a rate consistent with yield. Therefore solids inventory in the Biolac basins was increased for the last part of February. This resulted in higher levels of mixed liquor being returned to the Biolac basins (artificially higher RAS rate), requiring additional oxygen for respiration of the additional MLSS, further suppressing measured DO levels. Although this was an unplanned condition, it did provide the opportunity to operate the aeration basins and clarifiers at higher than normal MLSS concentrations (3,000 – 3,300 vs 2,500) while simultaneously dealing with higher seasonal Sludge Volume Index (SVI) numbers.

To treat additional biological loading, the aeration basins and clarifiers will need to operate at higher MLSS concentrations and therefore, the performance testing concluded that they are indeed capable of doing so when operating with a polymer flow-based dose of approximately 5 ppm prior to clarification. However, the higher MLSS concentrations drove operating DOs lower, causing additional settlability issues. Therefore, in combination with increasing the MLSS concentration, biological loading, additional air will be required.

1.3.6 Evaluation of the Aeration Blower Test Results
Operating at an MLSS concentration around 3,000 to 3,500 mg/L to treat the additional loading would require additional blower capacity. The facility aeration blowers currently consist of three (3) 180 kW highspeed single-stage turbo units, which are configured with one unit dedicated to each aeration basin and the third unit as redundant. Each blower, based on local programming, is currently limited to a maximum output of 3,850 CFM at 6.7 PSI, which appears to be purely based on original process design documentation provided by Parkson. In review of the original Parkson Biolac process calculations, 3,850 cfm should be sufficient to treat 2.0 MGD through each basin, if operating at an MLSS concentration of 3,000 to 3,500 mg/l and RAS rate of 3Q. However, as observed at the facility and during performance testing, 3,850 CFM appears to be required to treat the current flow and loading conditions of 3.0 MGD (1.5 MGD per basin) at 2,800 to 3,000 mg/l MLSS. Therefore, it can be concluded that approximately 30 to 40% more air per basin will be required to operate consistently at 4.0 MGD (2.0 MGD per basin), assuming higher operating MLSS concentrations and reduced oxygen transfer efficiency due to higher gassing rates. This equates to an air delivery requirement of approximately 5,000 to 5,400 CFM per basin.

Based on the blower performance curve presented below (See Figure 9), the units are designed to operate at a maximum output of up to 4,700 CFM at 8.0 PSI. Performance testing of the units using the existing aeration system diffusers, operating with a total of 6 air chains per basin, produced a maximum operating pressure of 7.3 PSI at 4,500 CFM. This is within the normal maximum operating limits of the air diffuser system (765 CFM / Chain). Therefore, it is possible to increase the output capacity of the aeration system by simply changing the maximum output limitation to 4,500 CFM, equating to an increase in operating capacity from 3.0 MGD to approximately 3.5 MGD.

While increasing the available operating range of the blowers is an immediate improvement to the current capacity limitation; to achieve an increase of up to 4.0 MGD, additional blower capacity will be required.

Therefore, it is recommended to install a fourth 180 kW turbo blower and change the current configuration of dedicated blowers to a common manifold configuration (I.E. 3+1). Currently, the blower building is constructed with a spare blower pad, piping connections and electrical service for the addition of the fourth blower. Minor modifications to the discharge piping and PLC program would need to be completed to allow air balancing of the blower common manifold output. With three (3) 180kW turbo blowers operating, the total combined capacity would be 13,500 CFM, providing up to 6,750 CFM per basin. 449
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Adelanto WWTP Performance Testing and Results #B810 Page 12 of 21 Figure 9: Existing Aeration Blower Performance Curve

1.4 CLARIFIER MODIFICATIONS

1.4.1 Current Performance of the Secondary Clarifiers
The effluent from the two (2) Biolac basins is combine at the clarifier, prior to being split evenly between the two (2) Secondary Clarifiers (See Figure 10). Representative SVI and MLSS values have historically been collected daily by plant operations, downstream of the Biolac basin outlets, prior to the clarifier splitter box. The samples are typically collected during the morning hours, combined and reported as the average SVI and MLSS of the basins for the day. Figure 11 below shows the feed 30-minute SVI to the Secondary Clarifiers, prior to testing with polymer addition, averaging approximately 250 mL/g.

Historically, these measurements have varied from approximately 150 mL/g to over 300 mL/g, depending on the time of year. Although typically in the 150 to 180 range most of the year, operating with SVIs over 150 indicate suboptimal settleability a majority of the time. Ideally the operation should be consistently less than 150 mL/g while operating at MLSS concentrations of up to 3,500 mg/l. 450
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Adelanto WWTP Performance Testing and Results #B810 Page 13 of 21 Figure 10: Simplified Schematic Flow Diagram
A = Non Performance Test SVI & MLSS Sample Location
B = Non Performance Test NH3 &NO3 Sample Location
C = Performance Test SVI Sample Location
D = Performance Test In-Situ Probe Location
Figure 11: Secondary Clarifiers’ Performance Data Prior to Testing

1.4.2 Polymer Addition Testing
To determine the effect of polymer addition and the amount of polymer need to provide consistently lower SVIs, PERC Water and PACE purchased and installed a new temporary polymer injection system. The injection system consists of a water booster pump, a Dyna-Blend MiniBlend neat polymer dilution system and PVC piping from the plant water system to the booster, through the polymer dilution unit. The entire system is installed within a temporary shelter to protect it from the elements. 451
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Adelanto WWTP Performance Testing and Results #B810 Page 14 of 21 Figure 12: Temporary Secondary Clarifier Polyimer Injection System The polymer injection system is installed just downstream of the clarifier splitter box, injecting active polymer into the South Clarifier feed box. Reaction travel time from the point of polymer addition to entrance into the clarifier center feed well averaged approximately 3 to 5 minutes, depending on the influent flow rate. For all performance tests, polymer was dosed based on flow-pacing of the polymer feed pump from the combined inflow to the clarifier splitter box and maintaining approximately the same MLSS concentration and RAS return flow rates. Potentially better performance and optimal polymer dosing could be achieved if continuous MLSS meters were installed on the clarifier splitter box and polymer dosing was based directly on solids mass (flow x concentration) vs simply flow-pacing.

Prior to performance testing, jar testing of the MLSS samples was conducted by a Polydyne representative, who estimated that the optimal volumetric dose was between 10 to 20 ppm of neat polymer (10 to 20 gallons of neat polymer per million gallons treated). Therefore, initial sizing of the polymer pump and reaction chamber were based on this estimate. However, once the system was installed and commissioned, it was immediately evident, that considerably lower polymer doses (in the 5 to 7 ppm range) would be required to achieve SVI consistency. Therefore, the polymer dosing pump was modified to a smaller tube diameter and the dilution water flow was adjusted from 8 GPM to approximately 5 GPM, to provide the turn-down needed.

For testing, PACE requested that PERC operations sample the MLSS from both the North and South clarifier center feed wells and conduct 5-minute and 30-miniuted settlometer tests. The 30-minute settleometer tests, along with the daily MLSS tests were then used to calculate the AM and PM SVIs for both clarifiers. Sampling was conducted regularly at approximately 9AM and 3PM each day with some minor variability. Additionally, AM and PM sludge blanket depth information and combined RAS MLSS concentrations were used to determine the impact to sludge thickness under varying inflow and polymer dose conditions. To reduce the potential impact to plant operation from overdosing of polymer, testing was initial conducted at 3 ppm dose and then increased to 5 ppm dose 9 days later. 452
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Adelanto WWTP Performance Testing and Results #B810 Page 15 of 21

1.4.3 Secondary Clarifier Test Results
As anticipated, upon activation of the polymer system, there was a clear visual improvement in the flocculation of solids and the clarification rate in the feed well of the South Clarifier (polymer) compared to the North Clarifier (no polymer) as depicted in the Figure 13 photos below.

Figure 13: Clarifier No Polymer Addition (left) & Polymer Addition (right) Figure 14 plots the sludge blanket depth samples and the moving 7-day average of both the North and South Clarifiers before, during and after polymer addition testing from January 1st to March 22nd. Note from the graph below, that polymer addition reduced the variability of sludge blanket depths on both clarifiers and increased compaction / solids concentration by approximately 1.5 to 2-times verse the non-polymer treated clarifier. Additionally, there appears to be a “Halo Effect” after the termination of the polymer addition, as sludge depths continue to be consistent and eventually converge approximately two weeks after polymer termination.

Figure 14: Sludge Blanket Depth Sampling & 7-day Moving Average 453
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Adelanto WWTP Performance Testing and Results #B810 Page 16 of 21 Figure 15 plots the 30-minute SVI results for the secondary clarifiers (North – no polymer & South – w/ polymer addition). Samples were taken and analized in the morning (AM) and afternoon (PM) each day for each clarifier. Note that for testing, additional SVI sample locations, in addition to the Biolac basin, were used at the feed wells of the clarifiers. Due to some pre-settling in the clarifier feed wells at the sample locations, the clarifier SVI results were generally lower than the Biolac sampling locations. 30-minute SVIs for the Biolac sampling location were also continued during the testing process, so that a normalized comparison of the results could be made.

Figure 15: Secondary Clarifiers Test Results, AM/PM plotted separately.

1.4.4 Evaluation of Secondary Clarifier Rest Results
The results above show that the SVI is somewhat effected by higher flow conditions in the PM samples and that the addition of polymer, reduced both AM and PM SVIs by approximately 50% over pre-application conditions. The increase in polymer dose from 3 ppm to 5 ppm provided a bit more consistency in SVI between AM and PM performance. However, it is clear from the North Clarifier SVI results, that polymer recirculation through the RAS flow was influencing the North Clarifier performance as the testing progressed.

As can be seen in both Figure 15 and Figure 14, the South Clarifier, which had the polymer injection, always outperformed the North Clarifier in terms of reaching a lower SVI, and thus, a better settleability. The discrepancy between the pre-test Biolac basins’ SVI (Figure 11) and the North Clarifier’s SVI at the start of testing (Figure 15), indicates that the results are not fully comparable. This is further suggested by the fact that SVI values for the Biolac basins’ combined effluent during the testing period (see Figure 7) remained 454
Mr. Bob Nespeca – PERC Water May 5, 2023
Adelanto WWTP Performance Testing and Results #B810 Page 17 of 21 at around 250 ml/g. As indicated previously, this is attributed to pre-settling occurring at the clarifier inlet wells where the individual clarifier SVI samples were taken.

Even so, a distinct difference between the starting SVI for the North (107 ml/g) and the South (51 ml/g) Clarifiers indicate that the polymer addition did increase the settleability. This is also supported by the visual difference that resulted in the clarifier with polymer addition compared to the control (see Figure 13).

However, the most prominent trend is the consistent decline in sludge blanket depth, and the AM/PM blanket depth values stabilizing following the polymer addition (See Figure 14). The data consistently shows lower sludge depth for the South Clarifier compared to the North during the testing period as well as a stabilization in depth between morning and afternoon testing. Polymer addition seemed to impact the fluctuations in the North Clarifier positively as well, despite no direct polymer injection. This is seen, for example, with an apparent decline in depth about 3-4 days following the initial polymer addition (3ppm) and 3-4 days after the dose increase to 5 ppm. The gradual sludge depth decrease is even more clearly visualized in the weekly moving average trend lines. While the Biolac basin MLSS concentrations remain fairly steady or had a slight increase, this lower sludge blanket depth indicates an increase in sludge density for both the RAS and WAS streams. Lastly, the sludge blanket depth can be seen to increase slowly after the test completion, with larger fluctuations in depth starting to emerge again after about 1-2 weeks, indicative of the approximate time for the polymer to leave the system.

The benefit of a denser, more stable sludge concentration is the consistency this gives to the RAS solids that are pumped back into the Biolac basins. The thicker sludge also effectively increases the RAS mass rate, while maintaining the same volumetric flow rate, essentially doubling the RAS system capacity with a doubling of the sludge density. The higher density sludge also aids in the downstream sludge thickening and dewatering process, with WAS concentrations near 2% vs. 1%, gravity thickening may be improved or by-passed all together, as the optimum concentration to feed to the centrifuges is between 2.5 and 3%.

This not only improves the centrifuge performance, but also reduces centrifuge run time and decreases the required polymer addition for dewatering.

Based on the results, it was concluded that the 30-minute clarifier SVI could be consistently maintained at or below 50 mL/g with a polymer dose of 5ppm. Considering the Biolac to clarifier SVI difference, this is equivalent to a Biolac basin outlet SVI of approximately 120 mL/g. Therefore, for clarifier capacity evaluation using State Point Analysis, PACE compared the reported historical high 300 mL/g SVI values, to operating consistently below 120 mL/g.

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Adelanto WWTP Performance Testing and Results #B810 Page 18 of 21

1.4.5 Secondary Clarifier – State Point Analysis
The current operation of the secondary clarifiers is sufficient for the current daily influent flow of 3.0 to 3.1 MGD. The secondary clarifiers’ current performance can be evaluated and approximated using State Point Analysis. The settling flux curves shown in all State Point Analysis figures in this section are calculated using equations published by Dr. Glen Daigger (1995):

𝐺 ൤ 𝑘𝑔
𝑚ଶ ൈ ℎ𝑟൨ ൌ 𝑋 ቂ𝑔𝑙
ቃൈ𝑉଴ ൈ𝑒ି௡ൈ௑ቂ௚
௅ቃ
Where:
 𝑉଴ ൌ 6.5 ቂ௠
௛௥ቃ
 𝑛 ൌ 0.1645 ൅ 0.001586 ൈ 𝑆𝑉𝐼 ቂ௠௅
௚ ቃ
Figure 16 below shows the approximate performance of the secondary clarifiers, based on MLSS concentrations (average around: 2,500 mg/L) and measured SVI (around: 300 mL/g) during the month of January 2023. The figure shows the performance for the average flow (3.1 MGD) and the average peak hour daily flow (3.8 MGD). As the plant is currently operating with a constant RAS flow, the RAS flow is shown as 1.0 MGD for both flow conditions.

Figure 16: State Point Analysis of Current Operational Conditions MLSS=2,500 mg/L, SVI=300 ml/g, RAS=1.0 MGD
When plotting the State Point (SP) of a clarifier, the permissible operating conditions are represented by the area under the orange SVI Flux curve at various solids loading rates (y-axis) and MLSS concentrations (x-axis). Therefore, the current operating conditions are plotted at the average 24-hour flow of 3.1 MGD (SP 1), peak daily diurnal flow of 3.8 MGD (SP 2). As indicated by facility operations and confirmed in the graph above (Figure 16), the clarifiers are operating within a permissible condition. 456
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Adelanto WWTP Performance Testing and Results #B810 Page 19 of 21 However, increasing flows to a 24-hour average of 4.0 MGD and 4.9 MGD average peak daily flow would require higher MLSS concentrations (3,500 mg/l) for treatment of the additional load; which combined with higher volumetric flows, would push the State Points above the SVI flux curve for an SVI of 300 mL/g (See Figure 17).

Figure 17: State Point Analysis w/ Increase Flows & MLSS Concentrations MLSS=3,500 mg/L, SVI=120 mL/g & SVI=300, RAS=2.0 MGD
Figure 17 above shows both the current historical high SVI of 300 mL/g (orange), replotted from Figure 16, and the polymer treated anticipated high SVI of 120 mL/g (red) achieved in the testing. State Point conditions are increased to a 24-hour average flow of 4.0 MGD (SP 1) and 4.9 MGD (SP 2) with a corresponding increase in RAS rate from 1.0 to 2.0 MGD. Note in operation, the testing showed that the RAS flow rate could remain the same, as the polymer increased the settled sludge concentration from 1 to 2%. Again, Figure 17 shows that by using polymer to consistently achieve an SVI of 120 mL/g, the plant would be able to operate at 4.0 MGD with peak day flows up to 6.0 MGD. Without polymer addition, the facility will not be able to operate much beyond its current flow of 3.1 MGD. This is consistent with the findings in the Stantec Capacity Assessment.
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Adelanto WWTP Performance Testing and Results #B810 Page 20 of 21

1.5 CONCLUSION AND SUGGESTED IMPROVEMENTS
Based on the results of the performance testing, PACE concludes that the facility is capable of treating a capacity of between 3.7 to 4.0 MGD, with a Peak Capacity of 6.0 MGD, if relatively minor physical and operational modifications to the facility are implemented. These include:

1. Install new field instrumentation on each Biolac basin and modify the existing DO control system to optimize oxic and anoxic conditions within the basins. This would consist of the following:
a. Two (2) new DO probes per basin, installed at air chains 3 & 6 b. One (1) new Nitrate probe per basin, installed in the outlet box of each Biolac c. Modify the DO control program to use either the 3-3-2-2 or modified sweeping aeration pattern and measure DO using the new probes with air capacity set point trimmed based on the Nitrate probe reading.

2. Install a fourth single-stage aeration turbo blower, reconfigure the air discharge manifold in order to balance airflow between the two basins. This would require relocation of the existing actuated butterfly valves, within the blower building, to each of the basin air supply pipes and the addition of modulating control to the existing actuators. It would also require additional control programming to operate the modulating valves so that they supply the air flow rate requested by the Biolac control panel. Finally, the blower control program would need to be modified to operate the blowers on a 3+1 common manifold configuration. This will increase available air supply from 4,500 CFM per basin to 6,750 CFM.

3. Install a permanent polymer injection system at the secondary clarifiers. This system would consist of a permanent block or wood building with the following equipment installed:
a. Two (2) Dilution Water Booster Pumps (one redundant) b. Two (2) MiniBlend Polymer Dilution Units (one redundant - reuse temporary unit) c. Polymer PLC Control Panel (connected and coordinated with the existing CLR RIO) d. Permanent plant water supply pipe and dilute polymer discharge pipe to the clarifier splitter box
e. Sufficient space to store one to two polymer totes while in use

4. Install new field instrumentation and programming on the secondary clarifiers to include:
a. Clarifier Ultrasonic Sludge Blanket Depth Meters
b. An MLSS Meter on the Clarifier Splitter Box
c. An MLSS Meter on the WAS/RAS discharge manifold
d. Modulating Valve Actuators on the Existing Manual Underflow Plug Valves e. Add control programming to use the new field instrumentation to optimize polymer dose, maintain consistent sludge blanket levels and provide consistent RAS and WAS rates, stabilizing SRT.
f. Operate the RAS system using either the existing influent flow ratio control or new constant sludge blanket level control vs. current constant flow rate set point.

5. Additional improvements that were noted, but not performance tested are as follows:
a. Provided needed repairs / replacement of the headworks screening dewatering compactor b. Increase the size of the existing jockey influent pump or install a forth, large pump of equal capacity.
c. Provide a consistent, reliable plant water source. A proper plant water supply system is absolutely critical to the success of the existing headworks equipment, clarifiers and proposed new polymer system. This could be obtained by either rehabilitating the existing chlorine contact tank, vertical turbine pumps and hydro-pneumatic tank or replacing / rehabilitating the existing secondary effluent pond pump system.

458
Mr. Bob Nespeca – PERC Water May 5, 2023
Adelanto WWTP Performance Testing and Results #B810 Page 21 of 21

APPENDIX
A. Polymer System Install Specifications
B. Polymer System Install Photos
C. In-Situ Water Quality Probe Specifications
D. Adelanto WWTP Diurnal Flow Data.

E. PACE Chronological Operations Detailed Information Feb-Mar 2023 (provided by PERC, the operator)
F. Full-sized Result Graphs as shown in the Technical Memorandum Figures 459
Appendix B
460
461
462
463
464
465
466
8” - 12” E-Series Submersible Chopper Pumps
Materials of Construction:

Impeller / Upper Cutter /
External Cutter: ............................ Cast alloy steel, heat treated to minimum Rockwell C 60.

Cutter Bar / Back Wear Plate: ...... Plate steel, heat treated to minimum Rockwell C 60.

Casing/Back Pull-Out Plate/
Guide Bracket/Elbow: .................. Ductile cast iron.

Mechanical Seal: .......................... Stainless steel, with tungsten carbide faces.

Discharge Flange: ........................ 150 lb. ANSI rated.

Paint:.............................................. Stainless Epoxy.

DRAWINGS AND DIMENSIONS SUBJECT TO CHANGE
WITHOUT NOTICE. DO NOT USE FOR CONSTRUCTION
PURPOSES. CONTACT VAUGHAN FOR CERTIFIED
CONSTRUCTION PRINTS.

MODEL A B C D E F G
SE8N 11 9/16 13 13/16 8 ¼ 13 1/8 10 ¾ 12 3/16 6 7/8
SE10R 15 15/16 18 11/16 10 7/16 15 ¾ 10 ¼ 14 3/8 8 7/8
SE12U 18 ¾ 21 7/8 12 min * 10 13/16 12 13/16 17 ¾ 12 ½
* Need grout pad

MODEL H J K P Q R S
SE8N 9 3/8 19 11/16 36 ½ 8 23 ¼ 11 3 3/8
SE10R 10 3/8 24 ½ 43 ½ 10 31 7/8 19 11/16 3 5/16
SE12U 12 3/8 28 ¾ 53 5/8 12 37 9/16 25 9/16 15/16
15 MINUTE IN-AIR FRAME SIZES ONLY

HP RPM FRAME FITS PUMP MODELS M W
10-15 870 250TY 8N 35 ½ 17
20-40 870
30-60 1170 320TY 8N / 10R 38 18 ¾
50-125 870
75-125 1170 360TY 8N / 10R / 12U 43 ¼ 20 ¼
150 UP 870
150 UP 1170 440TY 10R / 12U 48 28 5
/8

CONSULT FACTORY FOR CONTINUOUS IN-AIR

SUBMERSIBLE MOTOR FRAME SIZES
Vaughan Co., Inc.
364 Monte Elma Road
Montesano, WA 98563
Phone: 360-249-4042, FAX: 360-249-6155
E-mail: [email protected]
CURRENT U.S. PATENTS: No. 5,460,482; No.
5,460,483; No. 5,456, 580; No. 5,256,032; No.
5,076,757: No. 4,840,384; No. 4,842,479.

CURRENT FOREIGN PATENTS: No. 2 371
834; No. 2 188 138; No. 1,290,981; No. 276224;
No. 0 774 045.

OTHER PATENTS PENDING.
467
0 10
20 30
40 50
60 70
80 90
100
110
120
130
140
0 500 1000 1500 2000 2500 3000 3500 4000 4500
0 100 200 300 400 500 600 700 800 900 1000
0 5
10 15
20 25
30 35
40 I
H
G
F
E
D
C
B
A
40%
50%
60%
65%
40%
50%
60%
65%
68%
CAPACITY ( U.S. GALLONS PER MINUTE)

TOTAL DYNAMIC HEAD (FEET)

TOTAL DYNAMIC HEAD (METERS)

CAPACITY (CUBIC METERS PER HOUR)
Vaughan E Series
Chopper Pump

PERFORMANCE CURVE
Models:

HE8N10
PE8N10
SE8N
V8N
Back Pull-Out Casing
3-Blade Impeller
8” Discharge
10” Suction

CURVE POWER SPEED IMPELLER
(HP/KW) (RPM) DIAMETER
A 125 / 90* 1170 16.00” (406 mm)
B 100 / 75 1170 15.80” (401 mm)
C 100 / 75 1170 15.00” (381 mm)
D 75 / 55 1170 14.50” (368 mm)
E 60 / 45 1170 13.90” (353 mm)
F 50 / 37 1170 12.70” (323 mm)
G 40 / 30 1170 12.00” (297 mm)
H 30 / 22 1170 11.00” (279 mm)
I 25 /18.5 1170 10.70” (272 mm)
DO NOT OPERATE PUMP IN DOTTED PORTION OF CURVE. CURVES SUBJECT TO CHANGE WITHOUT NOTICE. EFFICIENCIES SHOWN ARE NOMINAL BOWL. GUARANTIED MINIMUM EFFICIENCIES PER H.I. LEVEL B. *CURVE “A” EXCEEDS 100 HP BEYOND 3900 GPM.

Form V370-8N-1170 2/05
468
Appendix C
469

69.0 - 5/15/2023 (Build 33)
Program version Data version
10/18/2023 7:15 A10P10
User group(s)
Xylem: USA - EXT
40 °C
Patented self cleaning semi-open channel impeller, ideal for pumping in waste water applications. Modular based design with high adaptation grade.

Head
641 354mm

81.5%
0 4
8 12
16 20
24 28
32 36
40 44
48 52
56 60
64 68
72 76
80 84
88 92
96 [ft]
0 500 1000 1500 2000 2500 3000 3500 4000 [US g.p.m.]
NP 3202 MT 3~ 641
354 mm
Number of blades 2
Technical specification
P - Semi permanent, Wet
Configuration
8 inch
Impeller diameter 354 mm
Discharge diameter 8 inch
Motor number Installation type N3202.095 30-23-6AA-W
45hp
Inlet diameter
Maximum operating speed 1175 rpm
Material
Curves according to:

Pump information
Discharge diameter
250 mm
Impeller diameter
Impeller Hard-Iron ™
Water, pure [100%],39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906
Max. fluid temperature
Water, pure

Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for performance guarantees.

Xylect-21375489
Created on 11/2/2023 Last update 11/2/2023
Project Created by
Block
470

69.0 - 5/15/2023 (Build 33)
Program version Data version
10/18/2023 7:15 A10P10
User group(s)
Xylem: USA - EXT
NP 3202 MT 3~ 641
Technical specification
Motor - General
Frequency Rated voltage
Rated speed Rated power
Rated current
480 V
1175 rpm 45 hp
55 A
N3202.095 30-23-6AA-W 3~ 45hp
Phases
Total moment of inertia 11.4 lb ft² Power factor - 1/1 Load 0.82

0.77 0.66

90.2 %

90.6 %

89.7 %
ATEX approved
60 Hz
Number of poles 6Stator variant 1
Insulation class HType of Duty
Motor - Technical
Power factor - 3/4 Load
Power factor - 1/2 Load
Motor efficiency - 1/1 Load
Motor efficiency - 3/4 Load
Motor efficiency - 1/2 Load
Starting current, direct starting
Starting current, star-delta
350 A
117 A
S1
Starts per hour max. 30
FM
Version code 095
Motor number
Xylect-21375489
Created on 11/2/2023 Last update 11/2/2023
Project Created by
Block
471

69.0 - 5/15/2023 (Build 33)
Program version Data version
10/18/2023 7:15 A10P10
User group(s)
Xylem: USA - EXT
NP 3202 MT 3~ 641
Performance curve
Duty point
2780 US g.p.m. 44.9 ft Flow Head
Curves according to:

Head
Efficiency Overall Efficiency
Power input P1 Shaft power P2
NPSHR-values
641 354mm

81.5%

44.9 ft

79.1 %

70.6 %
40 hp

17.4 ft
2784 US g.p.m.

44.9 hp
641 354mm

44.9 ft

79.1 %

70.6 %
40 hp

17.4 ft
2784 US g.p.m.

44.9 hp
641 354mm

44.9 ft

79.1 %

70.6 %
40 hp

17.4 ft
2784 US g.p.m.

44.9 hp
641 354mm (P2)

44.9 ft

79.1 %

70.6 %
40 hp

17.4 ft
2784 US g.p.m.
641 354mm (P1) 44.9 hp

44.9 ft

79.1 %

70.6 %
40 hp

17.4 ft
2784 US g.p.m.

44.9 hp
641 354mm

44.9 ft

79.1 %

70.6 %
40 hp

17.4 ft
2784 US g.p.m.

44.9 hp
0 4
8 12
16 20
24 28
32 36
40 44
48 52
56 60
64 68
72 76
80 84
88 92
96 [ft]
0 10
20 30
40 50
60 70
[%]
0 5
10 15
20 25
30 35
40 45
[hp]
8 12
16 20
24 28
32 36
[ft]
0 400 800 1200 1600 2000 2400 2800 3200 3600 4000 [US g.p.m.] Water, pure [100%],39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906
Water, pure
Xylect-21375489
Created on 11/2/2023 Last update 11/2/2023
Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for performance guarantees. 472

69.0 - 5/15/2023 (Build 33)
Program version Data version
10/18/2023 7:15 A10P10
User group(s)
Xylem: USA - EXT
US g.p.m.

Pumps / Flow Head Shaft power Flow Head Shaft power Hydr.eff. Spec. Energy NPSHre Systems
1 2780 44.9 40 2780 44.9 40 79.1 % 200 17.4 US g.p.m.

NP 3202 MT 3~ 641 Duty Analysis
Curves according to: Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s Head
55 Hz

81.5%
50 Hz

81.5%
45 Hz

81.5%
40 Hz

81.5% 641 354mm

81.5%

44.9 ft
2784 US g.p.m. 0
4 8
12 16
20 24
28 32
36 40
44 48
52 56
60 64
68 72
76 80
84 88
92 96
[ft]
0 400 800 1200 1600 2000 2400 2800 3200 3600 4000 [US g.p.m.] Operating characteristics
f t hp US g.p.m. f t hp kWh/US MG f t
Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for performance guarantees.

Xylect-21375489 Created on 11/2/2023 Last update 11/2/2023 Project Created by
Block
473

69.0 - 5/15/2023 (Build 33)
Program version Data version
10/18/2023 7:15 A10P10
User group(s)
Xylem: USA - EXT
Head
Efficiency Overall Efficiency
Pow er input P1 Shaft pow er P2
NPSHR-values
55 Hz

81.5%
50 Hz

81.5%
45 Hz

81.5%
40 Hz

81.5% 641 354mm

81.5%
40 Hz 45 Hz 50 Hz 55 Hz 641 354mm
45 Hz 50 Hz 55 Hz 40 Hz 641 354mm
55 Hz
50 Hz
45 Hz 40 Hz
641 354mm (P2) 55 Hz
50 Hz
45 Hz 40 Hz
641 354mm (P1)
55 Hz
50 Hz 45 Hz 40 Hz
641 354mm
0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
[ft]
0 10
20 30
40 50
60 70
[%]
0 10
20 30
40 [hp]
10 15
20 25
30 35
[ft]
0 400 800 1200 1600 2000 2400 2800 3200 3600 4000 [US g.p.m.] NP 3202 MT 3~ 641
VFD Curve
Curves according to: ,39.2 °F,62.42 lb/ft³,1.6891E-5 ft²/s Curve: ISO 9906
Water, pure
Xylect-21375489
Created on 11/2/2023 Last update 11/2/2023
Project Created by
Block
Nominal (mean) data shown. Under- and over-performance from this data should be expected due to standard manufacturing tolerances. Please consult your local Flygt representative for performance guarantees. 474

69.0 - 5/15/2023 (Build 33)
Program version Data version
10/18/2023 7:15 A10P10
User group(s)
Xylem: USA - EXT
Head
55 Hz

81.5%
50 Hz

81.5%
45 Hz

81.5%
40 Hz

81.5% 641 354mm

81.5%

44.9 ft
2784 US g.p.m.

Specific energy
[kWh/US MG]
182 kWh/US MG
200 kWh/US MG

52.1 Hz
1855.5 US g.p.m.
0 4
8 12
16 20
24 28
32 36
40 44
48 52
56 60
64 68
72 76
80 84
88 92
96 [ft]
0 400 800 1200 1600 2000 2400 2800 3200 3600 4000 [US g.p.m.] 1 NP 3202 MT 3~ 641
VFD Analysis
Curves according to: Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s ft
Pumps / Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff. Specific energy NPSHre Systems
1 60 Hz 2780 44.9 40 2780 44.9 40 79.1 % 200 17.4
1 55 Hz 2220 43.1 29.7 2220 43.1 29.7 81.4 % 184 12.5
1 50 Hz 1560 41.6 20.6 1560 41.6 20.6 79.5 % 184 9.67
1 45 Hz 763 40.4 12.8 763 40.4 12.8 61.1 % 242 8.54
ft
Operating Characteristics
US g.p.m. ft hp US g.p.m. hp kWh/US MG ft
Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s

Xylect-21375489
Created on 11/2/2023 Last update 11/2/2023
Project Created by
Block
475

69.0 - 5/15/2023 (Build 33)
Program version Data version
10/18/2023 7:15 A10P10
User group(s)
Xylem: USA - EXT
Head
55 Hz

81.5%
50 Hz

81.5%
45 Hz

81.5%
40 Hz

81.5% 641 354mm

81.5%

44.9 ft
2784 US g.p.m.

Specific energy
[kWh/US MG]
182 kWh/US MG
200 kWh/US MG

52.1 Hz
1855.5 US g.p.m.
0 4
8 12
16 20
24 28
32 36
40 44
48 52
56 60
64 68
72 76
80 84
88 92
96 [ft]
0 400 800 1200 1600 2000 2400 2800 3200 3600 4000 [US g.p.m.] 1 NP 3202 MT 3~ 641
VFD Analysis
Curves according to: Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s ft
Pumps / Frequency Flow Head Shaft power Flow Head Shaft power Hydr.eff. Specific energy NPSHre Systems
1 40 Hz 90.8 40 8.32 90.8 40 8.32 11.1 % 1410
ft
Operating Characteristics
US g.p.m. ft hp US g.p.m. hp kWh/US MG ft
Water, pure [100%] ; 39.2°F; 62.42lb/ft³; 1.6891E-5ft²/s

Xylect-21375489
Created on 11/2/2023 Last update 11/2/2023
Project Created by
Block
476

69.0 - 5/15/2023 (Build 33)
Program version Data version
10/18/2023 7:15 A10P10
User group(s)
Xylem: USA - EXT
NP 3202 MT 3~ 641 Dimensional drawing
Weight (lbs) Pump Discharge
with cooling jacket 1280 225
without cooling jacket 1170 225
Ø8"
Min water level
Ref. line
BOLT Ø13
6 (4X)
Outlet center line Z Z
Z Z
Scale Date Drawing number Revision Suction
inlet Pump inlet Pump
outlet Discharge N outlet P,FP 3202 MT 6-poles
090,095,180,185,350,390,660,670
Ø8"
Ø8" 1:40 210315
6664500 10
24 1
4 5
3 8
29 5
8 4
9 16
12 3
16 17
34 15
18 34
3 18 49
12 55
3 841
3 4
12 1
4 8
9 16
7 3
1 5
6 0°
10 34 13
78 3
1 2
9 1316
11 1
6 4
1516 4
3 8 min5
18 15°
18 78
3"
Guide bars
7 8
VIEW
Xylect-21375489
Created on 11/2/2023 Last update 11/2/2023
Project Created by
Block
477
Appendix D
478

TECHNOLOGY
HUBER
WASTE WATER Solutions
10 1'-4 3/4
3'-7 7/8
4'-10 1/8
4'-11 5/8
6'-1 5/8
2'-11 3/8 1'-7
1'-3
10 1'-6 7/8
3'-7 7/8
6'-0 3/4
18,9
2 2'-11 7/16 1 3/16
3'-2 5/8
8 7/16 8 7/16 8 7/16 8 7/16
1 1/2
2 13/16 1/2
3'-2 5/8
5 1/2
3 3/8 3 3/8
1'-0 3/161'-0 3/16
9 13/16
11 1/4 1/2 1/2
1/2
2 3/4 4'-6 1/8 2 3/4
4'-10 1/8
4'-11 5/8
3/4
1'-3
1'-6 7/8
1/2
max.40°
3,5
3'-1 3/4
N4
N2 N2
Note:

N1 Compliance of the machinery
directive: For the planning and
building construction security
precautions, safety requirements
as well as country specific
regulations must be respected.

N2 Anchor base
Normal reinforced concrete, concrete
strength minimal C20/25 up to a
maximum of C50/60. Anchor type:

Company Hilti AG, type stud anchor
HST2-R M 12x105/10
(min. component thickness 140 mm)
N3 The firm standing of the machine
is only guaranteed after
anchoring!
N4 Equipotential bonding Connection
point for protective conductor
size M8: (grounding cable10 mm²
copper) Connection point for the
connection to the main equipotential
bonding according to DIN EN 60204-1
(VDE 0113-1). The local safety
measures according to the guidelines
(DIN, VDE, EN, ATEX) must be noted.

N7 Additional loads (e. g. pipelines,
service platforms,...) on our plant
are not allowed
N14 Heating (option)
If the machine is equipped with
frost protection some dimensions
may differ from the given drawing
N15 The minimum passage of 2100 mm is
not satisfied. The danger zone have
to be marked with yellow/black
marker tape by customer.

Intellectual property of HUBER Technology, Inc.

Technical Information subject to change.

HUBER Wash Press
Name Date WAP® 2
Designed: mn 12.06.2021 1009 Airlie Parkway Denver, NC 28037 Approved: us-nm 06.12.2021 Scale:
1:24
Fig. No.:
1/1
Dimension Sheet
Size:

Modified: - - C
- - Massblatt - sheet of dimensions
Drawing No.:

Rev. Modification 51708590
on all sides
DETAIL: drilling points
1:12
flush water connection at hopper 3/8", female thread
flush water connection on pipe 3/4", female thread
discharge tube (option)
trough flushing 3/4", female thread
filtrate discharge
inlet hopper (option)
connection plate drilled
according to DN200 PN10
(~8" )
detail wash water distributor (option)
1:12
wash water connection 1", male thread
detail drilling points connection inlet hopper
1:12
5 kN tensile load per dowell
479
Appendix E
480
space
space

AERZEN USA CORPORATION
108 Independence Way
Coatesville, PA 19320
Tel. (610) 380-0244 ¨ Fax. (610) 380-0278
space
AERZEN Reference Number: ENV-385460
Re: Adelanto CA WWTP
space Page 1 of 2
Fourth Turbo Blower AT 200-0.8S G5plus
Performance Data (Per Blower): 100% 80% 60% 37%
Volume, handled at intake condition icfm 4948 3958 2969 1840 Volume handled at normal condition scfm 4005 3204 2403 1490 Relative humidity % 40 40 40 40
Intake pressure (abs.) psia 13.23 13.23 13.23 13.23
Pressure difference psig 7.2 7.2 7.2 7.2
Intake temperature °F 109 109 109 109
Discharge temperature °F 208 203 203 214
Rotor speed rpm 26291 24182 22605 21815
Power consumption at shaft BHP 177 133 99 70
Unit Power kW 150.1 112.6 84.2 59.0
Tolerance on flow ± 5%
Tolerance on power ± 5%
motor rating Hp 200
Sound pressure level w/ enclosure dB(A) 80
measured in free field at 3ft. distance from
9-Jun-23
Confidential Proprietary - This document shall not be distributed to anyone other than the intended recipients. 481

FRONT VIEW

PLAN VIEW

AERZEN USA CORPORATION
108 INDEPENDENCE WAY, COATESVILLE, PA.

PH: (610) 380-0244 FX: (610) 380-0278
WWW.AERZENUSA.COM
GENERATION G5plus TURBO BLOWER
NOTICE: THIS DRAWING AND ALL INFORMATION HEREIN IS THE PROPERTY OF AERZEN USA INC. AND ITS SUBSIDIARIES AND SHALL NOT

BE REPRODUCED BY ANY MEANS IN WHOLE OF IN PART USED AS THE BASIS FOR MANUFACTURE WITHOUT WRITTEN PERMISSION

APPROVED
JPS
NAME
5/31/2019
9/6/2019
DATE
DRAWING NO.

SHEET: 1 / 1
GB-007721-200-08
TITLE
DRAWN

CHECKED
REV. NAME DATE
AT200-0.8S
10"-150# ANSI DISCHARGE

ROOM AIR INLET
SCALE:

NAVISION PN.
041-003210
DFT
CLASS: I
NTS
FRONT
REAR
196.9
[7.75 in]

15.9 [.63 in]

19.1 [.75 in]

50.8 [2.00 in]
101.6
[4.00 in]
228.6
[9.00 in]
P14.3 [P.56 in]
OPT 2 PLS. IONAL

FOOT CLAMP
DETAIL

REFERENCE
ITEM 21-007027

6.4 [.25 in]

52.4 [2.06 in]
M24 LEVELING FOOT

98.4 [3.88 in]
NOTES:

1. TOLERANCE ON DIMENSIONS: 12 mm (0.5")

2. PACKAGE WEIGHT: 870 KG (1,914 LBS.)

3. CONNECTED PIPING TO BE INDEPENDENTLY SUPPORTED

4. LIFTING OF PACKAGE: WITH FORKLIFT FROM FRONT OR
REAR OR VIA (4) EYEBOLTS, ONE IN EACH CORNER

OF THE PACKAGE

5. REMOVABLE PANELS DO NOT EXCEED 20 KG. (45 LBS.)

6. ALLOW 1067mm (42") FREE SPACE FOR MAINTENANCE
ON ALL FOUR SIDES.

7. CUSTOMER TO ENSURE INSTALLATION MEETS ALL
NATIONAL AND LOCAL CODES.

8. AERZEN RECOMMENDS INSTALLATION OF A

CHECK VALVE ADJACENT TO, AND DOWNSTREAM

FROM THE EXPANSION JOINT AT THE DISCHARGE OF THE

BLOWER WITH A DOWNSTREAM STRAIGHT RUN OF PIPE
AT LEAST 3 TIMES THE PIPE DIAMETER.

9. INSTALLATION OF ALL ANCILLARY EQUIPMENT TO BE IN
ACCORDANCE WITH THE PRODUCT IOM.

EMERGENCY STOP

TOUCH SCREEN

INTERFACE
1890
[74.4 in]
2091
[82.3 in]
30 [1.2 in]
1240
[48.8 in]
100
[3.9 in]
420
[16.5 in]
30 [1.2 in]
940
[37.0 in]
160
[6.3 in]
1240
[48.8 in]
(HMI)

LEVELING FOOT
(4 PLS.)
M24 LIFTING EYE
(4 PLS.)
695
[27.4 in]
746
[29.4 in]
1300
[51.2 in]
225
[8.8 in]
671
[26.4 in]
1000
[39.4 in]
BOV & MOTOR COOLING DISCHARGE PROCESS DISCHARGE:

EXPANSION JOINT w/
10 INCH-150# ANSI FLANGE

AIR FILTER ACCESS
(BOTH SIDES)

INVERTER

EXHAUST
AIR

PROCESS AIR &

MOTOR COOLING

AIR INLET

INVERTER

COOLING

AIR INLET
POWER

DISCONNECT

CONTROLS

CABINET

OPTIONAL PIPED

COOLING EXHAUST
CONNECTION:

EXPANSION JOINT w/
6 INCH-150# ANSI FLANGE
P 101.6 [4.0"]

POWER CABLE
(2) P36 [P1.4 in]

CONTROL CABLE
65 [2.6 in]
33 [1.3 in]
138 [5.4 in]
430 [16.9 in]
225 [8.9 in]
2042
[80.4 in]

OPTIONAL

PIPED EXHAUST
2133 CONNECTION
[84.0 in]
MOTOR

COOLING
& BOV

EXHAUST
482
Appendix F
483
0 0 10 254
15 7/16 392
0 0
7 178
13 7/16 341
3 1/2 89
3 7/8 99
0 0
1 1/2 3816 1/2 419
2 51
22 559
0 0
18 457
20 3/4 528
40 1017
0 0
13 7/16 341
13 5/8 346
0 29 11/16 753
24 610
2 510 0
POLYMER INLET3/8" TUBE COMPRESSIONFITTING CONNECTION

MIX CHAMBER
SET @ 75 PSI
1/2" FNPT
DRAIN

MIXING CHAMBER

PRESSURE RELIEF VALVE
1/2" FNPT

BALL VALVE
DILUTION WEATERINLET 1" FNPT
4X 1/2 13 MOUNTING HOLES
±3/8 [9.5]

DRAWING NUMBER
OF
REV.

FRACTION
± 1°

ANGULAR
±.01 [.3]
2 PLACE DECIMAL
± 1/4 [6.3]

TOLERANCES UNLESS OTHERWISE SPECIFIED
SHEET:

SCALE:

APPROVED

PART NAME DRAWN

TERMINAL POINT
DIMENSIONS: INCHES [mm]
1 1

THIRD ANGLE PROJECTION
1:8
VY 05/24/2011
2 DA

TABULATED

FLUID SYSTEM DRAWING FORMAT D
876543218 7 6 5432 1
ABCD
BC
L4S INVERTED ASSY PERISTALTIC PUMP
L4S-XX-XPS-M-7

POLYMER CHECK VALVE
SOLUTION OUTLET1" FNPT

PRESSURE GAUGE

PERISTALTIC PUMPNEAT POLYMER

DILUTION WATER

ROTAMETER

REVISIONS

REV DESCRIPTION DATE BY
1 FRAME UPDATE 03/07/2012 PK2 CONVERT TO SOLIDWORKS, FORMAT & NOTES UPDATE 03/31/2017 PK NOTES:

1. MATERIALS OF CONSTRUCTION:

PIPING: SCHEDULE 80 PVCFRAME: 304 STAINLESS STEEL

2. APPROXIMATE WEIGHT: EMPTY 100 LBS (46 KG)
FRONT
BACK
ISO

ISO BACK
FRONT

CHK FLOW RATES
120 GPH300 GPH600 GPH
1200 GPH
484
Appendix G
485
Aqua TROLL®
Multiparameter Sondes
in-situ.com

APPLICATIONS
• LAKE, STREAM AND WETLAND MONITORING
• COASTAL DEPLOYMENTS
• STORMWATER MANAGEMENT
• DAM MONITORING
• LOW-FLOW GROUNDWATER SAMPLING
• REMEDIATION AND MINE WATER

MONITORING
• SURFACE WATER SPOT SAMPLING AND

PROFILING
• AQUACULTURE
THE AQUA TROLL 500, 600, 700 AND 800 ARE FULLY

CUSTOMIZABLE MULTIPARAMETER SONDES WITH

INTERCHANGEABLE SENSORS AND SMARTPHONE

INTERFACE THAT DELIVER ACCURATE DATA AND ENABLE

SIMPLIFIED CALIBRATION, PANORAMIC DATA AND REPORT
CREATION.

These flexible instruments are ideal for spot checking and profiling when paired with a Wireless TROLL Com and the VuSitu app, and for continuous, remote monitoring when used with VuLink telemetry and HydroVu data services.

The Aqua TROLL 500 and 600 are five-port multiparameter sondes, including four sensor ports and a wiper port. The Aqua TROLL 700 and 800 are seven-port multiparameter sondes, including six sensor ports and a wiper port. There is an option to have an automatic antifouling wiper to ensure data accuracy.

All four sondes are available in vented and non-vented options and are compatible with the complete range of Aqua TROLL sensors.

SIMPLIFY DATA COLLECTION WITH

EQUIPMENT DESIGNED TO BE RELIABLE,
COST EFFECTIVE AND EASY TO USE.

AVAILABLE SENSORS:
• Rugged Dissolved Oxygen (RDO®)
• Temperature
• Conductivity
• pH/ORP
• Turbidity
• Chlorophyll a
• Phycocyanin (BGA-PC)
• Phycoerythrin (BGA-PE)
• FDOM
• Crude Oil
• Rhodamine WT
• Fluorescein WT
• Ammonium (ISE)
• Chloride (ISE)
• Nitrate (ISE)
486
• INTERNAL BATTERY POWER
Two Alkaline D-cell batteries provide internal power
to the instrument for continuous deployment (6+
months depending on logging rates and wiper)
without external power
• INTERNAL LOGGING
Record data logs to internal memory of the sonde
• MICRO SD CARD FOR BACKUP LOGGING
Record backup logs to the micro SD card for a
second data source in case something happens to
the onboard memory (flooded instrument, etc.)
• HIGHER MAXIMUM DEPLOYMENT DEPTH
RATING
Up to 100M with the Aqua TROLL 500, 200M
with the Aqua TROLL 600 and 250M with the
Aqua TROLL 700/800
UPGRADE FROM A 500 TO A 600 AND
FROM A 700 TO AN 800 IF YOU NEED…

RUGGED IN GROUNDWATER AND CORROSION RESISTANT

IN SURFACE WATER AND MARINE ENVIRONMENTS, THE

AQUA TROLL PORTFOLIO IS DESIGNED TO ADDRESS

COMMON PROBLEMS WITH MULTIPARAMETER
MONITORING INSTRUMENTATION.

IT OFFERS

A SHARED ECOSYSTEM
Reduce complexity and cost with equipment that works together. All Aqua TROLL products use the same ecosystem—from handheld to cable to communication.
3D FACTORY CALIBRATION
In-Situ performs a multi-point factory calibration on every sensor, to ensure that the sensor is linear across its full range and simplify calibration for the user.

LOW-MAINTENANCE DEPLOYMENT
Keep labor and equipment costs down with advanced passive and active antifouling on all sensors and 6+ month battery life.

ENHANCED RELIABILITY
In-Situ equipment is designed to withstand use in the harshest environments. Features designed to prevent breakage or failure include:
• Interlocking sensors for greater stability
• Titanium restrictor
• Fully potted sensors
• Redundant SD card storage
• Multi-chamber design

BUILT-IN ERROR PREVENTION
Prevent the most common damage or loss with:
• Spring-loaded screws that keep screws in place
• Slip-clutch wiper to prevent motor damage
• Smart sensors that fit in any port
• Wet-mate connectors that prevent water damage
• Anti-roll bumpers to keep equipment stationary

MINI CALIBRATION CUP
These sondes use only 50 ml (Aqua TROLL 500/600) and 100 ml (Aqua TROLL 700/800) of solution for calibration, reducing calibration cost by 5x over traditional methods and saving thousands of dollars in calibration solution per year.

FAST-RESPONSE SENSORS
Aqua TROLL sensors were designed to support spot-checking and profiling applications where sensor response time is critical. The temperature sensor uses an extended thermistor and insulated barriers; RDO® has optional fast-response formulation; and a round bulb increases surface area and improves response time on the pH sensor.
487
GENERAL AQUA TROLL 500

MULTIPARAMETER SONDE
AQUA TROLL 600

MULTIPARAMETER SONDE
AQUA TROLL 700

MULTIPARAMETER SONDE
AQUA TROLL 800

MULTIPARAMETER SONDE

OPERATING TEMPERATURE
(NON-FREEZING)
-5 to 50° C (23 to 122° F)
ISE: Ammonium & Nitrate 0 to 40° C (32 to 104° F) ; Chloride 0 to 50° C (32 to 122° F) STORAGE TEMPERATURE Components w/o fluid: -40° C to 65° C (-40° to 149° F) (non-freezing water); pH/ORP:
-5° C to 65° C (-23° to 149° F) ; Ammonium/Nitrate: 0 to 40 ° C (32° to 104° F) ; Chloride: 0 to 50° C (32° to 122° F)

DIMENSIONS
Diameter: 4.7 cm (1.860 in) OD
Length: 46 cm (18.145 in) (inc. connector)
Length With bail: 59 cm (23.25 in)
Diameter: 4.7 cm (1.85 in) OD
Length: 60.2 cm (23.7 in) (inc. connector)
Length With bail: 72.9 cm (28.7 in)
Diameter: 7.2 cm (2.84 in) OD
Length: 48.7 cm (19.16 in)
Length With Bail: 61.67 cm (24.28 in)
Diameter: 7.2 cm (2.84 in) OD
Length: 63.7 cm (25.08 in)
Length With Bail: 74.7 cm (29.42 in)

WETTED MATERIALS
Polyphenylsulfone, Polycarbonate,
Acetal, EPDM/Polypropylene TPV, FKM
Fluoroelastomer, Titanium, Flourocarbon
Coating, Ceramic, Inconel, Acrylic Adhesive
Film, Nylon, Polyurethane Adhesive, Graphite,
PC/PMMA Blend, Acrylic, Sapphire, PVC,
Platinum, Glass
Polycarbonate, Acetal, EPDM/Polypropylene
TPV, FKM Fluoroelastomer, Titanium,
Flourocarbon Coating, Ceramic, Inconel,
Acrylic Adhesive Film, Nylon, Polyurethane
Adhesive, Graphite, PC/PMMA Blend, Acrylic,
Sapphire, PVC, Platinum, Glass
Buna-N, Noryl, Nylon, Polyphenylsulfone,
Polycarbonate, Acetal, EPDM/Polypropylene
TPV, FKM Fluoroelastomer, Titanium,
Fluorocarbon Coating, Ceramic, Acrylic
Adhesive Film, Polyurethane Adhesive,
Graphite, PC/PMMA Blend, Acrylic, Sapphire,
PVC, Platinum, Glass
Buna-N, Noryl, Nylon, Polyphenylsulfone,
Polycarbonate, Acetal, EPDM/Polypropylene
TPV, FKM Fluoroelastomer, Titanium,
Fluorocarbon Coating, Ceramic, Acrylic
Adhesive Film, Polyurethane Adhesive,
Graphite, PC/PMMA Blend, Acrylic,
Sapphire, PVC, Platinum, Glass
WEIGHT 1 0.978 kg / 2.15 lbs (includes instrument,
sensors, restrictor and bumpers)

1.45 kg / 3.2 lbs (includes all sensors,
batteries, and bail) 2.25 kg / 4.96 lbs (includes sensors and bail) 3.23 kg / 7.12 lbs (includes sensors, batteries and bail) MAX PRESSURE RATING Up to 150 PSI Up to 350 PSI Up to 350 PSI Up to 350 PSI OUTPUT OPTIONS RS-485/MODBUS, SDI-12, Bluetooth®
READING RATES 1 reading every 2 seconds
DATA LOGGING Use external datalogger or telemetry 50 logs (defined, scheduled to run, or stored) Use external datalogger or telemetry 50 logs (defined, scheduled to run, or stored)
LOGGING RATE N/A 1 minute to 99 hours N/A 1 minute to 99 hours ENVIRONMENTAL RATING IP68 with all sensors and cable attached IP67 without the sensors or cable attached
INTERNAL MEMORY 2 N/A 16 MB N/A 16 MB
MICRO SD CARD 3 N/A 8+ GB micro SD card included, user
replaceable N/A 8+ GB micro SD card included, user replaceable INTERNAL POWER N/A 2 internal user-replaceable Alkaline D batteries N/A 2 internal user-replaceable Alkaline D Batteries BATTERY LIFE 4 N/A > 6 months typical with wiping
> 9 months typical with no wiping N/A > 6 months typical with wiping> 9 months typical with no wiping

EXTERNAL POWER VOLTAGE

EXTERNAL POWER CURRENT
8-36 VDC; 0.1 mA typical
Measurement: 16 mA typical; 45 mA max
8-36 VDC (not required for normal operation);

0.1 mA typical
Measurement: 16 mA typical; 45 mA max
8-36 VDC;
Sleep: <0.2 mA typical
Measurement: 40 mA typical; 75 mA max
8-36 VDC (not required for normal
operation); Sleep: <0.2 mA typical
Measurement: 40 mA typical; 75 mA max
HEX SCREW DRIVER 1.3 mm, 0.050 in
COMMUNICATION DEVICE TROLL Com or Wireless TROLL Com
CABLE OPTIONS Vented or non-vented polyurethane or vented Tefzel® LCD DISPLAY Integrated display shows status of sonde, sensor ports, connectivity, power information, battery capacity and data log status (battery capacity and data log status only apply to the AT600 and AT800.

SOFTWARE Android™: VuSitu through Google Play and Amazon® App Store iOS: VuSitu through Apple® App Store, HydroVu
CERTIFICATIONS CE, FCC, WEEE, RoHS Compliant

SENSOR ACCURACY RANGE RESOLUTION/

PRECISION RESPONSE TIME UNITS OF MEASURE METHODOLOGY
PRESSURE (OPTIONAL)11 ±0.1% FS from -5 to 50°C 0.01% full scale T63<1s, T90<1s, T95<1s Pressure: psi, kPa, bar,
mbar,
inHg, mmHg
Level: in, ft, mm, cm, m,
cmH20, inH2O
Piezoresistive;
Ceramic
AQUA TROLL 500 Non-Vented or Vented
0-9 m (0-30 ft)
0-30 m (0-98 ft)
0-76 m (0-250 ft)
0-100 m (0-328 ft)
AQUA TROLL 600 Non-Vented or Vented
0-9 m (0-30 ft)
0-30 m (0-98 ft)
0-76 m (0-250 ft)
0-200 m (0-650 ft)
AQUA TROLL 700/800 Non-Vented or Vented
0-10 m (0-33 ft)
0-30 m (0-98 ft)
0-100 m (0-328 ft)
0-250 m (0-820 ft)
488

SENSOR ACCURACY RANGE RESOLUTION/

PRECISION RESPONSE TIME UNITS OF MEASURE METHODOLOGY
TEMPERATURE6 ± 0.1º C -5 to 50º C (23 to 122º F) 0.01º C T63<2s, T90<15s, 95<30s Celsius or Fahrenheit EPA 170.1
BAROMETRIC PRESSURE ± 1.0 mbars 300 to 1,100 mbar 0.1 mbar T63<1s, T90<1s, T95<1s Pressure: psi, kPa, bar, mbar, inHg, mmHg Silicon strain gauge
pH 7 ±0.1 pH unit or better 0 to 14 pH units 0.01 pH T63<3s, T90<15s, 95<30s pH, mV Std. Methods 4500-H+/EPA 150.2
ORP 8 ±5 mV ±1,400 mV 0.1 mV T63<3s, T90<15s,
95<30s mV Std. Methods 2580
CONDUCTIVITY 9
±0.5% of reading plus 1
μS/cm from 0 to 100,000
μS/cm; ±1.0% of reading
from 100,000 to 200,000
μS/cm; ±2.0% of reading
from 200,000 to 350,000
μS/cm
0 to 350,000 μS/cm 0.1 μS/cm T63<1s, T90<3s, T95<5s
Actual conductivity (μS/cm,
mS/cm); Specific
conductivity
(μS/cm, mS/cm); Salinity
(PSU); Total dissolved solids
(ppt, ppm); Resistivity
(Ohms-cm); Density (g/
cm3)
Std. Methods 2510/
EPA 120.1 ±1,400 mV

TDS (DERIVED FROM
CONDUCTIVITY AND TEMP) -- 0 to 350 ppt 0.1 ppt -- ppt, ppm --

SALINITY (DERIVED FROM
CONDUCTIVITY AND TEMP) -- 0 to 350 PSU 0.1 PSU -- PSU, ppt Derived from Std.

Methods 2520B

RUGGED DISSOLVED

OXYGEN (RDO) WITH
RDO-X10 OR RDO FAST CAP
±0.1 mg/L
±2% of reading
0 to 20 mg/L
20 to 60 mg/L 0.01 mg/L
RDO-X: T63<15s,
T90<45s,
T95<60s
Fast Cap: T63<3s,
T90<30s,
T95<45s
mg/L, % saturation, ppm
EPA-approved In-Situ
Methods: 1002-8-
2009, 1003-8-2009,
1004-8-2009

TURBIDITY
±2% of reading or ±0.5
NTU, FNU, whichever is
greater
0 - 4,000 NTU
0 - 1,500 mg/L

0.01 NTU (0 - 1,000);

0.1 NTU (1,000 - 4,000)

0.1 mg/L
T63<1s, T90<1s, T95<1s NTU, FNU
ppt, mg/L ISO 7027

TSS (DERIVED FROM
TURBIDITY) 11 -- 0 to 1,500 mg/L 0.1 mg/L -- ppt, mg/L -- AMMONIUM (NH4
+ -N) 12, 13
RATED TO 25 m DEPTH
-Unionized Ammonia, Total
Ammonia (derived from
Ammonium & pH sensor)
±10% or ±2 mg/L w.i.g.
(specs valid for freshwater) 0 to 10,000 mg/L as N 0.01 mg/L T63<1s, T90<10s,T95<30s mg/L, ppm, mV -- 0 to 10,000 mg/L as N 0.01 mg/L -- mg/L, ppm --
NITRATE (NO3 ‑ - N)9
RATED TO 25 m DEPTH
±10% or ±2 mg/L w.i.g.
(specs valid for freshwater) 0 to 40,000 mg/L as N 0.01 mg/L T63<1s, T90<1s, T95<1s mg/L, ppm, mV Std. Methods 4500NO3- D CHLORIDE (CL‑ -)9 ±10% or ±2 mg/L w.i.g.
(specs valid for freshwater) 0 to 150,000 mg/L as Cl 0.01 mg/L T63<1s, T90<1s, T95<1s mg/L, ppm, mV Std. Methods 4500Cl- D

SENSOR LINEARITY INSTRUMENT

DETECTION LIMIT RANGE DISPLAYRESOLUTION RESPONSE TIME DEFAULTUNIT(S) DERIVED PARAMETERS Chlorophyll a R2>0.999 for serial dilutions of
Chl a in MeOH across full range

0.1 µg/L
Chl a in MeOH
0-100 RFU
0-1000 µg/L 0.001 RFU T63<1s, T90<1s, T95<1s RFU Chlorophyll a concentrationChlorophyll a cell count Phycocyanin (BGA-PC) R2>0.999 for serial dilutions of
PC standard across full range

1.0 µg/L
PC standard
0-100 RFU
0-1000 µg/L 0.001 RFU T63<1s, T90<1s, T95<1s RFU Phycocyanin Concentration Phycoerythrin (BGA-PE) R2>0.999 for serial dilutions of PE standard across full range

0.5 µg/L
PE standard
0-100 RFU
0-1000 µg/L 0.001 RFU T63<1s, T90<1s, T95<1s RFU Phycoerythrin Concentration FDOM R2>0.999 for serial dilutions of
Quinine Sulfate across full range

0.5 µg/L
Quinine Sulfate
0-100 RFU
0-3000 µg/L 0.001 RFU T63<1s, T90<1s, T95<1s RFU FDOM ConcentrationCDOM Concentration Crude Oil R2>0.999 for serial dilutions of
PTSA across full range

1.0 µg/L
PTSA"
0-100 RFU
0-3000 µg/L 0.001 RFU T63<1s, T90<1s, T95<1s RFU Crude Oil Concentration Rhodamine WT R2>0.999 for serial dilutions of
RWT across full range

0.5 µg/L
Rhodamine WT
0-100 RFU
0-1000 µg/L 0.001 RFU T63<1s, T90<1s, T95<1s RFU, µg/L
Fluorescein WT R2>0.999 for serial dilutions of
FWT across full range

0.2 µg/L
Fluorescein WT
0-100 RFU
0-500 µg/L 0.001 RFU T63<1s, T90<1s, T95<1s RFU, µg/L
NOTES: 1Weight includes sonde, sensors, wiper, batteries (600 and 800 only), and bail. ²For 30 parameters >100,000 data records, > 3 years at 15 min. interval. A single data record includes timestamp, temperature, RDO, pH, ORP, turbidity and conductivity logged in Linear or Linear Average mode. 3Log data recorded to SD card in comma delimited variable (CSV) file format. Greater than 32 GB not supported. 4:Logging all sensors at 15 min interval on 2 D Alkaline batteries. Battery life dependent on site conditions and wiping. 5Dependent on display and wiping. 6 Typical system response with instrument, sensors and restrictor when changing approximately 15ºC in moderate flow. 7Response time at thermal equilibrium. 8Accuracy from calibration standard @ 25C, response-at thermal equilibrium immediately following calibration measuring from air to +400 mV. 9Accuracy at calibration points. 10RDO sensor full range 0-60 mg/L, 0-600% sat. EPA-approved method under the Alternate Test Procedure Process. 11User-defined reference. 12Between 2 calibration points immediately following proper conditioning and calibration. Varies on site conditions and environmental interferents. See sensor summary sheet for potential interferences. 13Average response; can be longer with increasing concentrations of ammonium. 14Typical performance across full temperature and pressure calibrated range. 15Extended warranty option for sonde only (1 to 3 year extension for up to 5 years total). Specifications are subject to change without notice.

WARRANTY: 2 year – Sonde, RDO and Sensor Cap, Temperature/Conductivity, Temperature Only, Turbidity, Chlorophyll a, pH/ORP, Phycocyanin (BGA-PC), Phycoerythrin (BGA-PE), Rhodamine WT, Wiper; 1 year – Chloride ISE, Accessories; 90 Days – Nitrate and Ammonium ISE Sensors; See warranty policy (www.in-situ.com/warranty) for full details. 489
in-situ.com
THE IN-SITU® RUGGED DISSOLVED OXYGEN (RDO) PRO-X

PROBE USES OPTICAL TECHNOLOGY FOR MEASURING

DISSOLVED OXYGEN (DO) IN DEMANDING AQUACULTURE
AND PROCESS ENVIRONMENTS. LOW-MAINTENANCE, EASY
TO USE AND INTEGRATED DESIGN.

The RDO PRO-X Probe lets NPDES permit
holders monitor influent, effluent and treatment
processes, responding quickly to oxygen and
temperature changes for more accurate results.

ELIMINATE MAINTENANCE
• Operates with very low drift for long periods of time. • Responds quickly and accurately to oxygen and temperature changes across the full range.
• Delivers consistent, reproducible results (<0.05 mg/L). • Eliminates membranes and filling solutions.

RDO® PRO-X Optical Dissolved Oxygen Probe
Applications:
• MUNICIPAL/INDUSTRIAL WATER AND

WASTEWATER TREATMENT
• FOOD/BEVERAGE PROCESS CONTROL
• AQUACULTURE SETTINGS
• DAM DISCHARGE MONITORING

SIMPLE DESIGN
• Automates setup and reduces user error—calibration coefficients are loaded into sensor cap.
• Flexible communications—Standard 4-20 mA, Modbus/RS485, and SDI-12 outputs.
• Eliminates the need for a costly transmitter or controller, and requires only 8 to 36 VDC power.

COST EFFECTIVE
• Runs aerators efficiently and mitigates risks.
• Includes complete instrument with a standard 10 m cable or custom lengths up to 4,000 m.
• Easily view and filter data using In-Situ telemetry systems and HydroVu™ Data Services.

ROBUST CONSTRUCTION
• Resists abrasion and photobleaching effects.
• Withstands high salinity environments—inert, non-corrosive materials used to construct probe body and sensor.
• Insensitive to interferences that plague membrane-based sensors (hydrogen sulfide, chloride, ammonium, and others).
490
RDO® PRO-X Optical Dissolved Oxygen Probe
in-situ.com
Copyright © 2023 In-Situ Inc. All rights reserved. July 2023

KEY ADVANTAGES
• Long-lasting calibration—the probe maintains calibration and operates with no drift over long-term deployments, delivering consistent, reproducible results.
• Automatic setup—the RDO PRO-X Cap is pre-loaded with factory calibration coefficients, serial number, and manufacture date. RDO PRO-X can use Classic, Fast, or RDO-X Cap. Ships with RDO-X Cap. • Sensor health diagnostics—internal indicators alert you about excessive wear and remind you about regular maintenance intervals.
• Fast response—with patented signal processing, the probe responds quickly and maintains stability, even in dynamically changing conditions.

TECHNOLOGY
The low-maintenance RDO PRO-X Probe measures DO and
provides extremely stable, accurate results. When the probe initiates a reading, a blue LED emits blue light, which excites lumiphore molecules in the sensing element. Excited lumiphore molecules emit red light, which is detected by a photodiode. Oxygen molecules quench the excited lumiphore molecules and prevent the emission of red light—a process called “dynamic luminescence quenching.” Determination of DO concentration by luminescence quenching has a linear response over a range of concentrations.

OFFERINGS
• Simplified integration—use in conjunction with the Con TROLL® PRO System, SCADA/PLC Systems, or telemetry systems and HydroVu™ Data Services.
• Compliance certified—CE, FCC Class B heavy industrial immunity and emissions certifications.
• Cable or twist-lock options—10m fixed or custom lengths. • Communication Device Kit —connect RDO PRO-X to a computer via USB port to manage probe settings and communication setup. • Antifouling—use antifouling guard or airblast adapter to extend deployments and protect your data.

Lumiphore molecules are excited by blue light and then emit red light, which is detected by a photodiode. Optical electronics report DO concentration in mg/L.

RDO PRO-X OXYGEN PROBE
SENSOR TYPE Optical Dissolved Oxygen Sensor
RANGE, DO 0 to 60 mg/L
ACCURACY, DO ±0.1 mg/L, 0 to 20 mg/L
±2% of reading, 20 to 60 mg/L
RESOLUTION, DO 0.01 mg/L
RESPONSE TIME, CAP T90: <45 sec. T95: <60 sec. @ 25° C
RANGE, TEMP. 0° to 50° C (32° to 122° F)
ACCURACY, TEMP. ±0.1° C typical
RESOLUTION, TEMP. 0.01° C
SALINITY COMP. Fixed or real-time capable
BAROMETRIC COMP. Fixed or real-time capable
METHODS EPA-approved In-Situ® RDO methods 1002-8-2009,
1003-8-2009, 1004-8-2009 Standard Methods 4500-O

ENVIRONMENTAL RATINGS
PRESSURE1 150 psi from 0° to 50° C; 300 psi @ 25° C
DEPTH 210 m (689 ft) @ 25° C
OPERATING TEMP. Probe: 0° to 50° C (32° to 122° F)
STORAGE TEMP.

Sensor cap: 1° to 60° C (33° to 140° F), in factory
container
Probe: -5° to 60° C (23° to 140° F)
COMPLIANCE Heavy industrial, IEC 61000-6-2:2005
IP RATING IP-67 with cap off; IP-68 with cap installed

CHEMICAL RATINGS

INTERFERENCES
Alcohols >5%; hydrogen peroxide > 3%; sodium
hypochlorite (commercial bleach) > 3%; gaseous
sulfur dioxide; gaseous chlorine. Do not use in organic solvents (e.g., acetone, chloroform, methylene chloride, etc.), which may swell the sensing element (foil matrix) and destroy it.

GENERAL RATINGS
COMMUNICATION OUTPUT Modbus/RS485, SDI-12, 4-20 mA
POWER REQUIREMENTS 8 to 36 VDC
POWER CONSUMPTION Maximum: 50 mA at 12 VDC
CABLE LENGTHS Modbus and 4-20 mA: Up to 1,219 m (4,000 ft) SDI-12: Up to 61 m (200 ft)
INT. MOUNTING THREAD 31.75 mm (1-1/4 in) NPT
WARRANTY Probe: 3 years from date of shipment
Cap: 2 years in typical applications

WETTED MATERIALS
Acrylonitrile Butadiene Styrene (ABS) (housing, sensor
nose, nose cone, back-end)
Polycarbonate/Polymethylmethacrylate (PC/PMMA)
blend (RDO cap)
Acrylonitrile Butadiene Rubber (NBR) (O-rings)
FKM Fluoroelastomer (O-rings)
Polyamide (strain relief)
Polychloroprene (cable bushing)
Thermoplastic Polyurethane (TPU) (cable jacket)
Titanium (thermistor pin, Twist-Lock connector on
applicable product models)
¹Max pressure rating requires Twist-Lock model.

Specifications are subject to change without notice.

31.75 mm
(1.25 in) NPT
491
For monitoring and controlling processes in industry and the environmental sector
Application
• Water and wastewater
• Power stations
• Chemical industry
• Other industrial applications
Your benefits
• Highly flexible:
• Able to connect up to 8 Memosens sensors
• Mathematics functions calculate new measured values
• Digital fieldbuses (HART, PROFIBUS, Modbus,
Ethernet/IP, PROFINET) and integrated web server
• Choice of cleaning function, controller and alarm relay • Optional digital or analog inputs/outputs
• Maximum process safety thanks to standardized operating concept across all devices in the Liquiline, sampler and analyzer platform
• Fast commissioning thanks to:
• Memosens: lab-calibrated sensors & hot plug-and-play
• Preconfigured Liquiline transmitters
• Easy extension and adaptation
• Minimum inventory:
• Cross-platform, modular concept (e.g. identical modules irrespective of parameters)
• Integration into FieldCare and W@M facilitates effective asset management
Products Solutions Services
Technical Information
Liquiline CM442/CM444/CM448
Multiparameter transmitter with a maximum of eight
measuring channels based on digital Memosens
technology
TI00444C/07/EN/23.19
71478325
2019-11-30
492
Pg. 7
Drawings are for reference only. Please refer to Bray ES drawings on the Bray website, www.bray.com. Bray reserves the right to change product dimensions without notice.

Inquire/P.O. No.:_____________________________________
Bray Order No.: ____________________________________ 03_2019 B
45°
A
F
Flange Drilling
As Specified
G
J
K
C
D
E
L
Keyway
Retaining Ring
Thrust Washer
Stem Retainer (2)
Bushing
Packing
Stem
Disc
Seat
Body
Stem
Dia.

Standard Series 30-31 Butterfly Valves
Sizes 14” - 20” (350mm - 500mm) • Dimensions
IMPERIAL DIMENSIONS: Inches Lug Bolting Data
Valve
Size A B C D E F Top Plate Drilling
G J Key
Size K L Adapter
Code
Weight (lbs.) Bolt
Circle
No of
Holes
Threads
ISO
BC Coarse No of
Holes
Hole
Diameter Wafer Lug Wafer Lug
14 17.05 3.00 13.25 15.28 13.62 5.91 4.92 4 .57 1.38 2.00 .39x.39 13.04 9.38 9.93 F 95 114 18.75 12 1-8 16 19.21 4.00 15.25 17.14 14.75 5.91 4.92 4 .57 1.38 2.00 .39x.39 14.85 10.75 11.30 F 135 166 21.25 16 1-8 18 21.12 4.25 17.25 19.47 16.00 8.27 6.50 4 .81 1.97 2.50 .47x.39 16.85 12.00 12.15 G 200 226 22.75 16 11⁄8-7 20 23.25 5.00 19.25 21.59 17.25 8.27 6.50 4 .81 1.97 2.50 .47x.39 18.73 14.00 14.00 G 260 305 25.00 20 11⁄8-7 Note: K dimension is disc chordal dimension at valve face.

METRIC DIMENSIONS: Millimeters Lug Bolting Data
Valve
Size A B C D E F Top Plate Drilling
G J Key
Size K L Adapter
Code
Weight (Kg) Bolt
Circle
No of
Holes
Threads
ISO
BC Coarse No of
Holes
Hole
Diameter Wafer Lug Wafer Lug
350 433 76.2 337 388 346 150 125 4 14 35 51 10x10 331 238 252 F 43 52 476 12 1-8 400 488 101.6 387 442 375 150 125 4 14 35 51 10x10 377 273 287 F 61 75 540 16 1-8 450 536 108.0 438 495 406 210 165 4 21 50 64 12x10 428 305 309 G 91 103 578 16 11⁄8-7 500 591 127.0 489 548 438 210 165 4 21 50 64 12x10 476 348 358 G 118 138 635 20 11⁄8-7 Note: K dimension is disc chordal dimension at valve face.

Series 31 Lug
Series 30 Wafer
SR Drawing #30/31-14/20-in
Customer/Project: ____________________________________
B
45°
A
F
Flange Drilling
As Specified
G
J
K
C
D
E
L
Keyway
Retaining Ring
Thrust Washer
Stem Retainer (2)
Bushing
Packing
Stem
Disc
Seat
Body
Stem
Dia.
493
© 2022 BRAY INTERNATIONAL, INC. ALL RIGHTS RESERVED. BRAY.COM 12 of 21 DIMENSIONS & WEIGHTS | IMPERIAL
NOTE:
1) All dimensions in inches
2) Handwheel Spinner is optional
øA
G C
øR
øN
P
M
K
F
Q
D
ALLOW 4.00 FOR

COVER REMOVAL
SEE
NOTE 2
#10-24 x .39 DEEP
4 PLACES

CONDUIT
(ENTRY 2 PLACES)

3.00 3.00
.78 TYP.

1.36 1.25
B
J
H
E

0.47 ø1.97 x 2.65 DEEP
ES11A-0226

SPINNER
NOT
SHOWN
SEE NOTE 2
DETAIL A FOR 3000 & LARGER
.6 MAX. FOR

OVERRIDE

ENGAGEMENT
Notes:

1. On/Off Applications - Per EN15714-2 Class A

2. Modulating Applications - Per EN15714-2 Class C

3. Handwheel Spinner shown in drawing is available as an option.

4. Dimension (N) is also available with Double Square (Star) drive.

WEATHERPROOF NEMA TYPE 4, 4X & IP65, IP67 - E03 TO 065
Drawings are for reference only.

Please refer to Bray ES and GA drawings on the Bray website, www.bray.com.

Bray reserves the right to change product dimensions without notice.

IMPERIAL DIMENSIONS - Inches
Actuator
Size
Torque
(lb-ins) A B C D E F G HNPT J K(UNC) x B.C.

M
(UNC) x B.C. N P Q øR Wt. lbs
S70-E03
S70-E06
S70-E08
300
600
800

7.5 5.8 3.0 5.6 1.9 1.94 .19 1/2 2.2 5/16-18 x ø2.76 — .75 .51 1.75 3.5 13 S70-E12
S70-E20
S70-E30
1,200
2,000
3,000

10.1 7.8 3.7 6.6 2.4 2.69 .56 3/4 2.6 5/16-18 x ø2.76 1/2-13 x ø4.92 1.18 .87 2.22 8.0 28 S70-050
S70-065
5,000
6,500 12.1 9.5 5.5 7.2 2.9 3.19 .56 3/4 3.1 1/2-13 x ø4.92 3/4-10 x ø6.50 See Detail A 12.0 48 494
© 2022 BRAY INTERNATIONAL. ALL RIGHTS RESERVED. BRAY.COM 1 of 2

ELECTRIC ACTUATOR
SERIES 70 — SERVO NXT EtherNet/IPTM
SDS_S70_ServoNXT_EtherNetIP_20220913
Connectivity 10/100 Mb/s
Input signal EtherNet/IP
Retransmission signal EtherNet/IP
Independent isolation Control signal input and output
Control signals and power
Display Menu driven auto dimming LED
Menu navigation Up/Down arrows with select (ü) buttons
Configuration Menu or Network selectable to non-volatile memory Calibration Auto calibration sequence for travel limits Deadband Configurable 1% to 6%
Reverse acting Configurable for inverted control and feedback Speed Control Independent for open and close direction
Fail Position
(loss of signal)
Configurable close, open, last
Manual mode Local operation via Servo NXT user interface Fault Indications Loss of command signal
Limit switch
Handwheel engaged
Feedback pot
Torque switch
Jammed valve/motor stalled
Health monitor Heartbeat — Backlit blinking Bray logo

FEATURES & SPECIFICATIONS
The Servo NXT EtherNet/IPTM offers precise modulating service for accurate valve position control.
> Available in actuator output torques: 300 to 18000 lb-in (34 to 2034 N-m) > Multiple supply voltage options include:
120/230/24 VAC, 50/60 Hz and 24 VDC
> Manual Override
> User-friendly module interface
> One-touch automatic calibration
> Network enabled position commands
> Full Open/Close or intermediate position
> Advanced control of proportional band and deadband
> Automatic pulsing mode for precise positioning
> Self diagnostics
495
Quick ethernet connectivity may be
achieved by attaching directly to the
optional EtherNet/IP M12, 4-pin, “D”
coded connector.

Terminate directly onto the Servo NXT
EtherNet/IP TX+/TX- & RX+/RX- terminal
points.
1 WHITE/ORANGE (+TX)
2 WHITE/GREEN (+RX)
3 ORANGE (-TX)
4 GREEN (-RX)
"440" RAW CABLE SPECIFICATIONS
© 2022 BRAY INTERNATIONAL. ALL RIGHTS RESERVED. BRAY.COM 2 of 2

ELECTRIC ACTUATOR
SERIES 70 — SERVO NXT EtherNet/IPTM
SDS_S70_ServoNXT_EtherNetIP_20220913
Bray is a Rockwell Automation Encompass Partner, which means this product is supported by Rockwell’s partnership and distribution network. https://locator.rockwellautomation.com/Encompass/ProductDetails/008393

ENHANCED THROUGH PARTNERSHIP
Studio5000
Bray is the first manufacturer to provide Rockwell’s Add-on Profile (AOP) for an EtherNet/IP capable actuator. This AOP enables customers to seamlessly register and quickly configure Bray S70 Actuators into Rockwell PLC’s via the Studio5000 software. As a result, customers automatically see I/O data with meaningful and descriptive names.

This saves time and money during the design and commissioning phases by reducing complexity because guidance and online information in configuring the product is included in the AOP, improving the out-of-box experience. Another benefit is the device configuration data is stored in the Logix controller, enabling Automatic Device Configuration anytime the device is replaced.

The Servo NXT control module uses assembly data to set valve position and reports operational characteristicsby transmitting data over the EtherNet/IP protocol directly to the Rockwell/Allen-Bradley PLC for visualization and fault notifications.

Command Intermediate position, Open, Stop, Close
Feedback Position, Status, Alarms
Configuration Command/feedback resolution
Open/Close speed
Start/Stop position of speed control
PST Offset/ deviation, motor stall detection
Energized time Time ServoNXT controller has been powered on Full Strokes Number of full strokes completed
Stroke time Time of last full stroke
Direction changes Quantity of commanded motor direction reversals Motor operating time Hours of motor operation
Motor current Measured value (0 - 5.0A)
PST Open time — Initial Initial stroke time to reach open PST position PST Close time — Initial Initial stroke time to reach close PST position PST Open time — Last Last stroke time to reach open PST position PST Close time — Last Last stroke time to reach close PST position Note: For additional diagnostics information, see IOM.

CONTROL, FEEDBACK AND DIAGNOSTICS
496
Quote
Date
1/15/24
Quote #
011524-1SW
Customer
City of Adelanto
11600 Air Expressway
Adelanto CA 92301
City of Adelanto WWTP
11600 Air Expy
Adelanto, CA 92301

MISCOWATER
Total
6440 Oak Canyon, Suite 150
Irvine, CA 92618
(949) 458-5555
Ship To
Line # Description Qty Rate Total
1 Adelanto Washer Compactor Furnish and Install 1 298,949.55 298,949.55T QTY 1 - MONSTER WASH PRESS
MWP0018 SS Monster Wash Press System TM suitable
for handling up to 206 ft3/hr of screenings material as delivered by an intermittent-feed, open-channel
screenings extraction system.

Scope of supply to include:
* 304 stainless steel inlet hopper (36"w x 24"d x 12"h) with spray wash assembly, manual & explosion-proof
solenoid valves (recommended wash water supply: 45
GPM at minimum 40 psi in 1" line).
* 304 stainless steel tank with 6mm perforated screen, 300 mm dia. alloy steel Paddle Spiral Rotor TM with nylon
brush, 60 degree compaction elbow, 1250 mm (49")
tapered discharge tube, 60 degree discharge elbow with
bagger, stainless steel spray wash assembly with manual & explosion-proof bronze solenoid valves, qty. 4" NPT
liquid drain connections, 123.3:1 right-angled speed
reducer, 5 HP XPFC explosion-proof 230-460v/3ph/60Hz
electric motor coated with green epoxy paint.
* PC2361 controller in a NEMA 4X FRP enclosure
accepting 460v/3ph/60Hz input power, includes IEC
starters with over-current protection, jam-sensing current transformers, E-stop pushbutton, AllenBradley
Micrologix-PLC with operator interface.
* Four (4) operation and maintenance manuals.

Page 1 ends

Adelanto City CouncilFebruary 14, 2024

Adelanto City Council
February 14, 2024