Fontana City Council
February 25, 2025

SECTION 5 - Projected Wastewater Flows
This section describes the process of calculating wastewater generation factors for the different land use types within the City sewer service area.

5.1 Targeted Flow Monitoring
The City contracted with ADS Environmental Services (ADS) to conduct flow metering tests in order to quantify existing sewer flows. Twenty-four (24) sewer manhole locations were selected throughout the sewer service area, as shown in Figure 5-1 – Flow Monitoring Locations.

Manholes were selected on the basis of having adequate hydraulic conditions in order to isolate specific land use types within the upstream tributary area to determine existing sewer flows. Data on depth and velocity was collected daily by ADS over a 14-day period from March 10 to March 26, 2023 in order to quantify flows to support this master plan. The selected locations are listed in Table 5-1 – Sewer Flow Monitoring Locations.

The targeted flow monitors collected nominal data (small sample size) for the following land uses:
community commercial (C-C), general industrial (I-G), and public facilities (P-PF). Flow monitors at manholes that captured general industrial (I-G) designated properties produced a significantly lower amount of flow than anticipated during the monitoring period. This could be due to split piping at intersections where tributary sewage was diverted, property/warehouse type, or industrial developments with a majority of land provisioned for parking lots. Any of these factors could have contributed to minimal reported flows.

The targeted flow monitors did not collect results for the following residential land-use types:
residential estates (R-E), multi-family medium/high (R-MFMH), multi-family high (R-MFH), trucking residential (R-T), regional mixed use (RMU), walkable mixed use 2 (WMXU-2), and public utility corridors (P-UC). Such zoned areas were observed as either vacant or undeveloped and will therefore be analyzed solely for the ultimate scenario.

The flow monitoring results provide insight on inflow and infiltration as well as determining a standardized diurnal pattern for daily average flows and formulating a peaking factor, as discussed in the next sections.
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Table 5-1 Sewer Flow Monitoring Locations
Location I.D. Manhole
No. Pipe Street(s) Tributary Area
Fon01-E11_17 E11_17 Elliptical
(18 in. H x 18 in. W) 5761 Cherry Ave. IEUA 1
Fon02-D19_88 D19_88 Elliptical
(10.25 in. H x 10.12 in. W) North of 7799 Santa Maria Dr. IEUA 1 Fon03-F16_46 F16_46 Round
(8 in. H) 7251 San Sevaine Rd. IEUA 1
Fon04-G19_39 G19_39 Round
(8 in. H) 15590 Sesame Seed Ave. IEUA 1
Fon05-L19_18 L19_18 Round
(8 in. H) 8008 Alder Ave. IEUA 2
Fon06-K24_23 K24_23 Round
(21 in. H) 17136 San Bernardino Ave. IEUA 2
Fon07-J24_26 J24_26 Elliptical
(8 in. H x 8 in. W) 16762 Holly Dr. IEUA 2
Fon08-J17_33 J17_33 Round
(8 in. H) 7584 Sleepy Ck. IEUA 2
Fon09-D32_40 D32_40 Round
(15 in. H) 14059 Weeping Willow Ln. IEUA 4
Fon10-B20_1 B20_1 Round
(35.63 in. H) 13360 Chestnut Ave. IEUA 1
Fon11-I25_5 I25-5
Elliptical
(21.25 in. H x 21 in. W) 9978 Citrus Ave. IEUA 3
Fon12-H26_5 H26-5
Round
(21 in. H) 10229 Poplar Ave. IEUA 3
Fon13-L29_13 L29_13 Round
(8 in. H) 11174 Daylilly St. RIALTO
Fon14-L28_1 L28-1
Elliptical
(20 in. H x 22.25 in. W) 10760 Tamarind Ave. RIALTO
Fon15-J18_18 J18_18 Round
(8 in. H) 16741 Village Ln. IEUA 2
Fon16-J14_1 J14_1 Round
(10.13 in. H) 6706 Juniper Ave. IEUA 1
Fon17-L24_31 L24_31 Elliptical
(15 in. H x 15 in. W) 17647 Hawthorne Ave. IEUA 2
Fon18-F12_2 F12_2 Round
(7.88 in. H) 5778 San Sevaine Rd. IEUA 1
Fon19-G29_14 G29_14 Elliptical
(12.5 in. H x 11.5 in. W) 11213 Elm Ave. IEUA 3
Fon20-J13_12 J13_12 Elliptical
(9.88 in. H x 10 in. W)
South of Silver Lake Ln. &
Augusta Dr. IEUA 2
Fon21-E31_21 E31_21 Elliptical
(10 in. H x 10.13 in. W) 14436 Figwood Dr. IEUA 4
Fon22-J19_2 J19_2 Round
(10 in. H) 8147 Juniper Ave. IEUA 2
Fon23-K22_24 K22_24 Round
(15 in. H) 17169 Merrill Ave. IEUA 2
Fon24-J23_12 J23_12 Elliptical
(18.13 in. H x 18.13 in. W) 9353 Juniper Ave. IEUA 2
Source: ADS Report, 2023. 5-min flow depth, velocity, and quantity data observed during Friday, 10 March 2023 to Sunday, 26 March 2023, along with observed minimum and maximum data. 178
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SANTA ANA AVE

SAN BERNARDINO AVE

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LOCUST AVE

FOOTHILL BLVD

CHERRY AVE

CITRUSAVE

PALMETTO AVE

CHERRY AVE

BASELINE AVE

CHERRY AVE

SUMMIT AVE

BASELINE AVE

JURUPA AVE

SIERRAAVE

ARMSTRONG RD

CYPRESS AVE

CITRUS AVE

VALLEY BLVD

ETIWANDA AVE
ID: L24_31
ID: K24_23
ID: J14_1
ID: J18_18
ID: E11_17
ID: J13_12
ID: F12_2
ID: F16_46
ID: D19_88
ID: B20_1
ID: G29_14
ID: I25_5
ID: H26_5
ID: L29_13
ID: D32_40
ID: E31_21
ID: L28_1
ID: J24_26
ID: J17_33
ID: G19_39
ID: J19_2
ID: K22_24
ID: J23_12
ID: L19_18
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IEUA 1
IEUA 2
RIALTO
IEUA 3
IEUA 4
IEUA 1
IEUA 2
IEUA 4
IEUA 5
IEUA 3
SL03
SL04
SL02
SL01
RIALTO1
Sources: City of Fontana 2022; ESRI; 2023.

C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Figure 2-X Tributary Areas.aprx Map created 29 Jul 2024 CITY OF FONTANA SEWER MASTER PLAN 2023
FIGURE 5-1 FLOW MONITORING LOCATIONS
I
0 3,000 6,000
Feet
LEGEND
Existing Sewerlines
Diameter (in)
12-inch or less
15-inch or greater
Force Mains
IEUA Sewerlines
IEUA Discharge Point
Rialto Discharge Point
g Sewer Lift Stations
Tributary Areas
IEUA 1
IEUA 2
IEUA 3
IEUA 4
RIALTO
Flow Monitoring Manholes
Fontana City Limits
City Master Meters
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5.1.1 Model Inflow and Infiltration Generation Rates
The model’s dry weather sewage flows are those that occur when it is not raining. Since most of the existing and proposed pipelines lie above the groundwater table, infiltration due to ground water into the sewer pipelines during dry weather periods is assumed to be negligible.

The model’s wet weather sewage flows include dry weather flows and inflow and infiltration flows.

Inflow and infiltration flows are external sources of water such as groundwater and storm events.

Groundwater infiltration flows were determined to be negligible for the modeling of this Master Plan. External flows can impact pipe capacities and increase pumping and treatment requirements. Infiltration problems can be controlled to a certain extent with new developments in pipe jointing techniques. However, proper inspection during the construction phase is a key element in reducing infiltration. Infiltration rates are generally in the range of 25 – 200 gallons per inch diameter per mile (gal/in-dia/mile) of sewer pipe per day pursuant to the Gravity Sanitary Sewer Design and Construction, American Society of Civil Engineers, Manual and Reports of Engineering Practice No. 60 (2007). Storm inflow can also be controlled with proper storm drainage around sewered areas. Additionally, a continuous program for detecting and eliminating sources of inflow such as flooded manhole covers and roof drain or catch basin connections is highly recommended.

Inflow and infiltration within the City of Fontana and the City’s SOI were determined by evaluating available master meter flow data1from (a) Master Meter SL01, (b) Master Meter SL02, and (c) Master Meter SL04. Flow data was compared to available rainfall data2resulting in a correlation between storm events and high peaks in the flow data. As a result of our analysis, an inflow and infiltration factor of 90 gpd/acre is utilized in this analysis, which falls within the acceptable range established per the aforementioned ASCE Manual and Reports of Engineering Practice No. 60 (2007). The model applies this factor evenly for all parcels within its sewer service area.

5.1.2 Diurnal Loading Patterns
The flow monitoring data collected from March 10, 2023 to March 26, 2023 provides much insight to the flow characteristics of the City’s service area and has been utilized for model calibration.

Additionally, a review of the diurnal loading patterns for base wastewater flows was conducted (Figure 5-2 – Diurnal Loading Patterns). Table 5-2 – Observed Diurnal Loading Pattern summarizes the average and peak flows as well as review of the peak factors (PF). Appendix C contains individual manhole loading pattern exhibits.
1 Per City of Fontana Operations September 2021 – September 2022 2 AgACIS Station Name: Ontario Intl AP September 2021 – September 2022 180
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Table 5-2 Observed Diurnal Loading Pattern
Location I.D. Manhole
No.

Average Daily
Flow (MGD)(1)
Recorded Peak
Flow (MGD)(1) Peak Factor
Fon01-E11_17 E11_17 0.67 2.45 3.64
Fon02-D19_88 D19_88 0.21 0.35 1.67
Fon03-F16_46 F16_46 0.13 0.36 2.71
Fon04-G19_39 G19_39 0.06 0.14 2.22
Fon05-L19_18 L19_18 0.26 0.51 2.01
Fon06-K24_23 K24_23 1.07 2.16 2.02
Fon07-J24_26 J24_26 0.07 0.17 2.25
Fon08-J17_33 J17_33 0.06 0.15 2.43
Fon09-D32_40 D32_40 0.25 0.48 1.89
Fon10-B20_1 B20_1 6.06 11.94 1.97
Fon11-I25_5 I25-5 2.99 5.41 1.81
Fon12-H26_5 H26-5 3.06 6.02 1.97
Fon13-L29_13 L29_13 0.04 0.12 2.75
Fon14-L28_1 L28-1 0.09 0.2 2.21
Fon15-J18_18 J18_18 0.02 0.07 3.32
Fon16-J14_1 J14_1 0.08 0.22 2.68
Fon17-L24_31 L24_31 0.62 1.23 1.99
Fon18-F12_2 F12_2 0.06 0.14 2.22
Fon19-G29_14 G29_14 0.01 0.05 7.08
Fon20-J13_12 J13_12 0.23 0.37 1.64
Fon21-E31_21 E31_21 0.15 0.26 1.73
Fon22-J19_2 J19_2 0.24 0.56 2.31
Fon23-K22_24 K22_24 0.32 0.63 1.96
Fon24-J23_12 J23_12 1.36 2.45 1.8
(1) Source ADS Flow Monitoring Results (March 10, 2023 – March 26, 2023) PF = Peak Factor; MGD = million gallons per day
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Figure 5-2 Diurnal Loading Patterns
Based on our review of flow monitoring data, a best fit curve was developed (Figure 5-3) resulting in the following wastewater peak flow formula:

QPeak = 2.1QAve 0.91
QAve = Observed Average Daily Flow (MGD)
QPeak = Peak Flow (MGD)
As shown in Table 5-2, the peak factors based on field recorded data ranged from 1.64 to 3.641.

The calculated peak factors provided in Table 5-3 ranges of 1.79 to 3.18 which correlates well to the field recorded peaking factors, therefore validating the proposed peak formula used for this study. The peaking factor along with inflow/infiltration rates are integral to pipeline sizing and capacities.
1 The observed peaking factor of 7.08 at MH No. G29_14 appeared out of range and was not used in this analysis.

0.6 0.5 0.5 0.5

0.6 0.7

0.9 1.0

1.1 1.2

1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6

1.8 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon01-E11_17 Fon02-D19_88 Fon03-F16_46
Fon04-G19_39 Fon05-L19_18 Fon06-K24_23 Fon07-J24_26
Fon08-J17_33 Fon09-D32_40 Fon10-B20_1 Fon11-I25_5
Fon12-H26_5 Fon13-L29_13 Fon14-L28_1 Fon15-J18_18
Fon16-J14_1 Fon17-L24_31 Fon18-F12_2 Fon19-G29_14
Fon20-J13_12 Fon21-E31_21 Fon22-J19_2 Fon23-K22_24
Fon24-J23_12
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Figure 5-3 Comparison of Peaking Relationships from Different Agencies

1.0 1.5

2.0 2.5

3.0 3.5

4.0 4.5

5.0 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
Peak Factor (Max Flow/Avg Flow)
Average Flow (MGD)
Flow Monitoring Trendline EMWD

JCSD RCSD
Ontario Meter Data
Proposed
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5.2 Wastewater Generation Factors

5.2.1 Factor Calibration Process
The flow monitoring data results informed the development of preliminary generation factors (i.e., observed flows), which were then calibrated with data from surrounding agencies and the City’s previous 2013 master plan results (i.e., predicted flows). Projected average flows were then adjusted to be comparable if not slightly conservative to the observed flows. An example of observed and projected flows is shown in Table 5-3 – Example of Calibration Process.

Table 5-3 Example of Calibration Process
Manhole ID Area (ac) Land-Use
Observed
Flow
(MGD)
Sewer Gen. Factor
(gpd/ac)
Projected Flow
(MGD)
L19_18 203 R-SF 0.255 1,025 0.268
D32_40 170 R-PC 0.254 1,550 0.278
L28_1 205 I-L 0.091 400 0.096
Notes: MGD = million gallons per day; gpd/ac = gallons per day per acre

5.2.2 Proposed Sewer Generation Factors
The results of the calibration process described above are summarized in Table 5-4 – Calibrated Wastewater Factors.
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Table 5-4 Calibrated Wastewater Generation Factors by Land Use Type Land Use Code Land Use Category Density (DU/acre)
or Intensity (FAR)
Generation
Factor
(gpd/ac)*
Residential Categories
R-E (1) Residential Estate 0.1-2.0 265**
R-PC (2) Residential Planned Community 3.0-6.5 1,550**
R-SF Single-Family Residential 2.1-5.0 1,025**
R-M Medium-Density Residential 5.1-12.0 2,900**
R-MF Multi-Family Residential 12.1-24.0 4,200
R-MFMH (1) Multi-Family Medium/High Residential 24.1-39.0 5,200 R-MFH (1) Multi-Family High Residential 39.1-50.0 5,200 R-T (1) Trucking Residential 2.0 265
Mixed Use Categories(3)
RMU (1) Regional Mixed-Use 12.0-24.0

0.1-1.0 FAR Varies(3)
WMXU-1 Walkable Mixed-Use 1 3.0-39.0 Varies(3)
WMXU-2 (1) Walkable Mixed-Use 2 2.10-24.0 Varies(3)
Commercial & Industrial Categories
C-C (4) Community Commercial 0.1-1.0 FAR 1,200
C-G (4) General Commercial 0.1-1.0 FAR 1,200
I-L Light Industrial 0.1-0.6 FAR 400
I-G (1) General Industrial 0.1-0.6 FAR 500
Other Categories
P-PF (4) Public Facilities - 1,500
P-R Recreation Facilities - 0
P-UC (1) Public Utility Corridors - 100
OS Open Space - 0
Notes: FAR = floor to area ratio; DU/acre = dwelling unit per acre; gpd/ac = gallons per day per acre. * Factors assume typical density of land use categories not the maximum. ** Factors include a 20% increase to account for potential future accessory dwelling units (ADU), see discussion below. (1) These factors are not based on observed flow monitoring data. (2) This factor represents all Specific Plans within the City and therefore includes a range of densities and non-residential intensities. (3) Generation factors for Mixed Use Categories vary and are to be determined based on specific project’s residential and commercial land use densities to estimate projected wastewater. For purposes of this study RMU = 3,000, WMXU-1 = 2,600, WMXU-2 = 2,000. (4) Nominal sample size of observed flow was collected; therefore, these factors are from the previous master plan and/or surrounding agencies.
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Because flow data could not be collected for R-E, R-MFMH, and R-MFH land uses because those properties were vacant/undeveloped at the time the monitors were in-place, the City has elected to use a factor from its previous master plan (2013) of 5,200 gallons per day per acre for R-MFMH and R-MFH properties. The factor for R-T was selected to match R-E based on similarities in density and the factor for RMU was selected based on the previous master plan and surrounding agencies. Likewise, factors from neighboring agencies were used to generate a factor for R-E of 265 gpd/ac, which is the lowest density residential land use (0.1 to 2.0 units per acre). The factor for WMXU-2 is a comparable reduction based on density from WMXU-1. Furthermore, a conservative factor of 500 gpd/acre for I-G properties was selected, instead of using the observed flow rates, which is a rate consistent with the City’s previous master plan and nearby agencies.

5.2.3 Equivalent Dwelling Unit
An equivalent dwelling unit (EDU) refers to one single-family residential unit and is utilized as a unit of measurement for wastewater generation. The single family residential (R-SF) land use were analyzed as the EDU benchmark considering that over one-third of the City service area consists of this land use type. With a density range of 2.1 to 5.0 dwelling units per acre for R-SF, this study assumes four dwelling units per acre is a reasonable definition for the City’s proposed EDU factor. This would equate one EDU to four dwelling units/acre with a flow factor of 1,025 gpd/ac totaling a defined 240 gpd/EDU.

Fontana is continuously working to refine this definition using multiple references including the latest IEUA Study titled, “Sewer Return Flow Estimation” dated November 30th, 2020. In the aforementioned study, an EDU was defined as 270 gpd/EDU using a wealth of criteria for commercial and residential types. EDU data has been provided by the City in shapefile format and has been examined to assist in a verified EDU generation rate to use for regional planning.

As the state enforces water conservation regulations, certain agencies are considering utilizing a lower EDU rate as more efficient water fixtures are being implemented.

5.2.4 Accessory Dwelling Unit
As discussed in Section 2.4.7, an estimate has been made assuming each dwelling unit has five persons, and half of the residential properties where ADUs are allowed (which are, R-E, R-PC, R-SF, and R-M) may ultimately develop an ADU and each ADU would have two persons, which results in a 20% population increase. Therefore, the potential future impact of ADU’s in residential areas is accounted for in two ways: (1) the number of people per dwelling unit was increased by 20%, from 5.0 to 6.0, but only for those residential land uses with densities up to and including medium-density residential; and (2) the ultimate wastewater generation projections in this report are increased 20% for the same residential land uses. The City has overlooked a handful of multifamily project use ADU’s, but due to the limited space available the increased wastewater flow rate was assumed nominal in terms of overall sewer generation. The 20% increase in population for the land use types that allow ADUs (i.e., R-E, R-PC, R-SF, and R-M) is embedded in the projections.
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Because of the evolving regulations around ADUs, the City should maintain consistency with the State regulations, including when a separate connection is required and to correctly assess and collect appropriate fees.

The additional ultimate flow increase that results from considering potential ADU’s is calculated in Table 5-5 – ADU Additional Average Wastewater Generation (Ultimate Condition).

Table 5-5 ADU Additional Wastewater Generation (Ultimate Condition) LU
Code
LU
Category
Density
(DU/ac)
Buildout
Area (ac)
Wastewater
Generation
Factor
(gpd/ac)
Total
Wastewater
Projection
(MGD)
Ult.

Wastewater
Projection(1)
(MGD)
R-E Residential Estate 0.1-2.0 634 265 0.17 0.03
R-PC Residential Planned
Community 3.0-6.5 5,978 1,550 9.27 1.85
R-SF Single-Family
Residential 2.1-5.0 5,401 1,025 5.54 1.11
R-M
Medium-Density
Residential 5.1-12.0 890 2,900 2.58 0.52
Total Increase= 3.51
(1) 20% increase accounted for ADU projection
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5.3 Projected Ultimate Wastewater Flow
Wastewater flow projections have been determined by reviewing recorded flow data at metered wastewater connections, lift stations, treatment plants, and targeted sewer pipeline flow monitoring. This information was used to develop wastewater generation and peaking factors for the City of Fontana’s areas of similar land use. The ultimate scenario, which is considered the same as “buildout” for this study is based on the City’s land use plans provided for this study. The buildout wastewater flow projections have been separated into the five connections point tributary areas (refer to Table 4-1 and Figure 4-1).

To design a sewage system for the City of Fontana under buildout conditions, sewage flow was calculated from each tributary area based on the current City and County Land Use Plan, as discussed in Section 2. Appropriate wastewater generation factors, developed herein Section 5, were applied to calculate projected flows for each land use for each tributary sewage area within the City prior to the modeling discussed in Section 6. In order to calculate future residential and nonresidential sewage generation, the corresponding generation factors are applied to their respective area per tributary area were determined.

The summation of the total flows from each tributary area was used to calculate the total design flow for the City’s service area. Table 5-6 – Preliminary Fontana Average Daily Flows at Buildout summarizes the average daily flows at projected buildout within the City, including the City’s wastewater discharge capacity rights. The total projected average daily flow for the City is about 25.2 MGD. Ultimate flow values will be utilized in the modeling process for the design of a trunk sewer system to convey the buildout flow conditions.

Table 5-6 Preliminary Average Daily Flow at Buildout
Tributary
Area
Residential
(gpd)(1)
Commercial/
Industrial
(gpd)(1)
Public Use/
Mixed Use
(gpd)(1)
Total Average
Daily Flow
(gpd)
Discharge
Capacity Rights
(gpd)(3)
IEUA 1 8,031,703 802,132 2,124,630 10,958,465 -
IEUA 2 5,133,215 406,545 3,328,227 8,867,986 -
IEUA 3 1,319,469 923,596 1,039,231 3,282,296 -
IEUA 4 1,228,819 44,077 121,164 1,394,060 -
Rialto 466,338 159,756 105,524 731,627 1,600,000(2)
Total 16,179,544 2,336,106 6,718,776 25,234,434 -
(1) A wastewater generation factors for all land use types based on Table 5-5. (2) The delivery and receipt of sewage is per the July 16, 1991, Extraterritorial Sewer Services Agreement between the City of Fontana and the City of Rialto from a period of November 1, 1994 and thereafter, for the amount of 1,600,000 average gallons per day.
(3) IEUA allotted treatment capacity for Fontana relies on number of EDUs within the City. The total capacity of IEUA is 58,000 acft with the City currently consuming approximately 25%, per City of Fontana email communication (06/12/24). Buildout projections indicate the City to reach nearly 50% of IEUA’s treatment capacity.

Note: A 75% factor was applied to the gross acreage for ultimate buildout to determine the net acreage not including streets or ROW
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SECTION 6 - System Hydraulic Model
This section describes the computer modeling performed to analyze the hydraulics of the Fontana sewer system. Model inputs and data cleanup methods are discussed. The model was calibrated with observed flow data including peak flows. The model results were refined to achieve City-wide generation factors that would result in flows greater than, and therefore more conservative than field measurements. Model results focus on sewer line segments with hydraulic deficiency and/or full flow failures in an existing wet model scenario and/or an ultimate wet model scenario.

6.1 Software Selection
A detailed model of Fontana’s entire sewer system was developed as part of this Wastewater Master Plan. The model is built on a Geographical Information System (GIS) platform to interface with the City’s existing GIS database and atlas maps. The model has the ability to manage and maintain the database that stores the sewer analysis input and output results. Manning’s Equation is used for depth of flow calculations in the gravity sewer pipes.

Fontana’s sewer system is modeled by entering pipe diameters, lengths, inverts, and roughness coefficients, as well as land use designations. The sewer model includes all the City’s existing manholes, sewer pipes (excluding laterals, private sewers, and sewers belonging to other agencies), pump stations, large point source flows, and tributary area boundaries. Points of connection to IEUA facilities were also identified during model development.

Average dry-weather and wet-weather flows were established as model scenarios, while peak flows were determined based on the City’s peaking equation. Pumped flows and measured flows can be entered at any manhole as a fixed flow. At the completion of a modeling run, output data for pipes include average and peak flow rate, velocity, pipe capacity, and ratio of flow depth to pipe diameter (d/D).

The model meets the City’s requirements for modeling, as follows:
• Selected model shall be updatable as the City’s sewer system continues to grow and change; and
• Selected model shall be user-friendly so that a variety of City staff in various departments can use the model with minimal to no training.

The available software options that can perform the tasks listed above were researched.

Innovyze’s® InfoSewer® program was found to be the most appropriate modeling software that fits the City’s needs and intended uses. Innovyze has an office in Monrovia and InfoSewer is the primary modeling tool used in Southern California. InfoSewer was selected for the following reasons:
• InfoSewer is an Esri Extension, and it permits full use of ArcGIS elements. Additionally, Innovyze is an Esri Gold Business Partner. Hence, the software will allow the user to have an easy one-to-one relationship between the existing GIS database and the model. • InfoSewer adopted successful features of InfoWater like domain, facility, DB, Reports, Utilities, Scenario and Run Managers, all which has a long reputable history. 189
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• InfoSewer has peaking factors for Dry Weather Flow, and has both Steady State and EPS Runs, making it efficient for large networks.
• InfoSewer uses Manning’s equations, making it efficient for Western USA conditions which are characterized by minimal inflow and infiltration (I&I) influence.

Furthermore, WEBB has a history of successfully using Innovyze’s InfoWater, which is programmed similarly to InfoSewer. Webb’s experience with the Innovyze support staff has always been favorable, and we experienced the same during our preparation of a Fontana sewer model. Based on the aforementioned reasons, Innovyze’s InfoSewer was selected for preparation of the City’s Wastewater Master Plan and for the City’s long-term system model maintenance.

The modeled sewer system for each tributary area is shown in Figure 6-1 – Modeled Sewer System. Refer to Appendix D for a more detailed summary of modeled elements organized by tributary areas.
190
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LOCUST LIFT

STATION

PD LIFT

STATION

BARBIE LIFT

STATION

INDUSTRIAL

LIFT STATION

JACK LONG

LIFT STATION

TAMARIND

LIFT STATION

SOUTHRIDGE

LIFT STATION

SAN BERNARDINO

LIFT STATION
(IEUA)
Sources: City of Fontana 2022;
ESRI, 2023.

C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Figure 6-X Modeled Sewer System.aprx Map created 16 Jan 2024 CITY OF FONTANA SEWER MASTER PLAN 2023
FIGURE 6-1 MODELED SEWER SYSTEM
I
0 0.5 1
Mi
LEGEND
Model Pipes
Diameter (in)
8-inch or less
10-inch or greater
Force Mains
Model Manholes
IEUA Discharge Point
Rialto Discharge Point
g
Sewer Lift Stations
Tributary Areas
IEUA 1
IEUA 2
IEUA 3
IEUA 4
RIALTO
Service Area Boundary
191
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2023 Sewer Master Plan

6.2 Model Calibration
To compare and calibrate the model flows, WEBB used targeted flow monitoring data collected from March 10, 2023 to March 26, 2023 (see Section 5), along with other available field flow data, in order to have a model that accurately represents Fontana’s sewer system.

To understand the calibration approach, a quick summary of the model’s wastewater loading process is helpful. The model allows for wastewater loading at every manhole. To determine the wastewater load at each manhole, a spatial analysis using ArcMap tools was run to tie the parcel shapefiles to a system manhole. Manual corrections and verifications were performed throughout the system to re-create more accurate tributary areas for the system’s manholes. Each parcel has a specific land use and acreage assigned to it, which allows for individual wastewater generation calculations for each parcel using land use generation factors. Parcels that are known to the City as having a registered sewer account for billing purposes were assumed to generate wastewater for modeling purposes. This allows for the study of existing sewer accounts only.

Given the GIS data, land use, and parcel acreage, the only variable for calibration is the land use wastewater generation factors. To calibrate the model, the wastewater generation factors for each land use type calculated in Section 5 were applied across the City, which gave flow rates in some areas of the City that were too high or too low as compared to field measurements. In these areas, the land use generation factors were iteratively adjusted to align the model results with observed field measurements. Sometimes field data did not match model data during the calibration process. Reasons why field data and model data did not closely match during the calibration process can include incorrect field data (i.e., faulty measuring device, faulty measuring method, faulty calculations), incorrect GIS data (i.e., wrong elevations, wrong pipe diameters, wrong pipe orientation), or unknown field conditions (i.e., pipe blockages, pipe leaks, I/I flows). Where inconsistencies remained between field measurements and model results, unit wastewater generation factors were chosen such that the modeled flows in general were more conservative than the field measurements. This criterion gives a conservative generation factor that can be applied City-wide and avoids the creation or need for parcel-specific factors. Notably, model results and field measurements were consistent at the most downstream points of the system.

The model was also calibrated for the “ultimate” modeling scenarios at buildout of the City. All parcels that were previously excluded because they had no sewer account and were considered undeveloped were included in the ultimate model.

The model calibration points utilized for comparing field flow to model flow are provided on Figure 6-2 – Model Calibration Points.
192
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g
g
g
g
g
g
ID: L24_31
FIELD: 0.62 MGD
MODEL: 0.46 MGD
ID: K24_23
FIELD: 1.07 MGD
MODEL: 0.99 MGD
ID: J14_1
FIELD: 0.08 MGD
MODEL: 0.05 MGD
ID: J18_18
FIELD: 0.02 MGD
MODEL: 0.03 MGD
ID: E11_17
FIELD: 0.67 MGD
MODEL: 0.63 MGD
ID: J13_12
FIELD: 0.23 MGD
MODEL: 0.14 MGD
ID: F12_2
FIELD: 0.06 MGD
MODEL: 0.18 MGD
ID: F16_46
FIELD: 0.13 MGD
MODEL: 0.13 MGD
ID: D19_88
FIELD: 0.21 MGD
MODEL: 0.21 MGD
ID: B20_1
FIELD: 6.06 MGD
MODEL: 5.57 MGD
ID: G29_14
FIELD: 0.01 MGD
MODEL: 0.01 MGD
ID: I25_5
FIELD: 2.99 MGD
MODEL: 3.64 MGD
ID: H26_5
FIELD: 3.06 MGD
MODEL: 4.02 MGD
ID: L29_13
FIELD: 0.04 MGD
MODEL: 0.05 MGD
ID: D32_40
FIELD: 0.25 MGD
MODEL: 0.28 MGD
ID: E31_21
FIELD: 0.15 MGD
MODEL: 0.09 MGD
ID: L28_1
FIELD: 0.09 MGD
MODEL: 0.12 MGD
ID: J24_26
FIELD: 0.07 MGD
MODEL: 0.07 MGD
ID: J17_33
FIELD: 0.06 MGD
MODEL: 0.06 MGD
ID: G19_39
FIELD: 0.06 MGD
MODEL: 0.08 MGD
ID: J19_2
FIELD: 0.24 MGD
MODEL: 0.32 MGD
ID: K22_24
FIELD: 0.32 MGD
ID: J23_12 MODEL: 0.39 MGD
FIELD: 1.36 MGD
MODEL: 1.80 MGD
ID: L19_18
FIELD: 0.26 MGD
MODEL: 0.23 MGD
£¤66
§¨¦15
§¨¦10
þ}210
IEUA 1
IEUA 2
IEUA 4
IEUA 5
IEUA 3
Sources: City of Fontana 2022; ESRI; 2023.

Note: Flow is recorded as Average Daily Flow (ADF); MGD = Million Gallons per Day C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Figure 2-X Tributary Areas.aprx Map created 24 Jan 2024 CITY OF FONTANA SEWER MASTER PLAN 2023
FIGURE 6-2 MODEL CALIBRATION POINTS
I
0 3,000 6,000
Feet
LEGEND
Existing Sewerlines
Diameter (in)
12-inch or less
15-inch or greater
Force Mains
IEUA Sewerlines
IEUA Discharge Point
Rialto Discharge Point
g Sewer Lift Stations
Tributary Areas
IEUA 1
IEUA 2
IEUA 3
IEUA 4
RIALTO
Flow Monitoring Manholes
Fontana City Limits
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2023 Sewer Master Plan

Once the calibration process was completed, the results are shown in Table 6-1 – Calibrated Wastewater Generation Factors by Land Use Category. The generation factors for individual residential categories are the product of the residential generation factor (265 gpd/DU)(1) and the assumed residential density (DU/acre) for each category.

Table 6-1 Calibrated Wastewater Generation Factors by Land Use Category Land Use Land Use Description Density (DU/ac) Generation Factor (gpd/ac)*
Residential Categories
R-E Residential Estate 0.1-2.0 265
R-PC Residential Planned Community 3.0-6.5 1,550
R-SF Single-Family Residential 2.1-5.0 1,025
R-M Medium-Density Residential 5.1-12.0 2,900
R-MF Multi-Family Residential 12.1-24.0 4,200
R-MFMH Multi-Family Medium/High Residential 24.1-39.0 5,200 R-MFH Multi-Family High Residential 39.1-50.0 5,200
R-T Trucking Residential 2.0 265
Mixed-Use Categories
RMU Regional Mixed-Use 12.0-24.0 Varies(1)
WMXU-1 Walkable Mixed-Use 1 3.0-39.0 Varies(1)
WMXU-2 Walkable Mixed-Use 2 2.10-24.0 Varies(1)
Commercial & Industrial Categories
C-C Community Commercial 1,200
C-G General Commercial 1,200
I-L Light Industrial 400
I-G General Industrial 500
Other Categories
P-PF Public Facilities 1,500
P-R Recreation Facilities 0
P-UC Public Utility Corridors 100
OS Open Space 0
* Factors assume the typical density of land use categories not the maximum. (1) Generation factors for Mixed Use Categories vary and are to be determined based on specific project’s residential and commercial land use densities to estimate projected wastewater. For purposes of this study RMU = 3,000, WMXU-1 = 2,600, WMXU-2 = 2,000. 194
City of Fontana
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The model calibration was considered complete once consistent generation factors for the entire system were recommended and agreed upon by the City. Some comparison locations are not an exact match, but changes to their tributary area’s wastewater generation factors upset the comparisons in other regions of the City. Therefore, attempts were made to keep the system as balanced as possible, with refined field flow vs model flow comparisons while using the same wastewater generation factors. It was decided that as a general rule, sewerlines within mostly industrial and commercial tributary areas were to be modeled with more flow than with less flow, given the more volatile nature of industrial and commercial flows. The accuracy of the calibration results is captured in Figure 6-2 – Model Calibration Points.

It is important to note that part of the calibration process is matching the same conditions in the model as in the field. There are multiple diversion structures located at various trunk lines throughout the service area that divert all or most of the flow in a manhole one of multiple directions when there is more than one downstream pipe. The City provided information on what direction the diversion structures they have within their system flow in Section 5. These were programmed as specified by the City.
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11.9 10.3

6.1 6.1
0 3
6 9
12 15
Meter
Model
Flow (MGD)
MH: B20_1

6.0 7.6

3.1 3.1
0 2
4 6
8 10
Meter
Model
Flow (MGD)
MH: H26_5

5.4 6.9

3.0 3.0
0 2
4 6
8 10
Meter
Model
Flow (MGD)
MH: I25_5

6.2.1 Model Peaking
The model includes a feature that allows for peaking using the City’s sewer peaking equation, which was determined based on the peaking flows monitored from the Flow Monitoring Report provided by ADS. The calculated peaking factor is defined below.

Qpk = 2.1 QADF

0.91, where
Qpk = peak flow, in MGD
QADF = average daily flow, in MGD
The peaking equation calculates peak flows that are generally higher than the field-observed peak flows, therefore calculated peaks for planning purposes are considered more conservative. A comparison of the flow monitoring observed peak flows and equation-calculated peak flows, for manholes observed with a minimum of 1.0 MGD of average daily flow, is summarized in Figure 6-3 – Observed and Calculated Peak Flow Comparison. As shown in Figure 6-3, the City’s peaking equation typically provides higher, more conservative flow values for pipe sizing and design. Lift stations are designed to pump peak flow.

Figure 6-3 Observed and Calculated Peak Flow Comparisons

2.1 2.0

1.1 1.1
0 1
2 3
4 5
Meter
Model
Flow (MGD)
MH: K24_23

2.4 2.6

1.4 1.4
0 1
2 3
4 5
Meter
Model
Flow (MGD)
MH: J23_12 LEGEND
ID Location
B20_1 Ilex St and Chestnut Ave
H26_5 Poplar Ave and Railroad
I25_5 Citrus Ave and Hunter St
K24_23 San Bern. Ave and Kempster Ave
J23_12 Juniper Ave and Randall Ave
- Peak Flow
- Average Daily Flow
196
City of Fontana
2023 Sewer Master Plan

6.2.2 Modeled Lift Station Flow
The model considered the effects of five City lift stations: Industrial, Southridge, Tamarind, Locust, and Barbie. These stations were essential for effective model execution. However, three other lift stations, namely Police Department (PD), Jack Long, and San Bernardino, were not included in the analysis. For PD and Jack Long, their pumping contributions were factored into the calculations for the respective manholes’ loads. As for the San Bernardino lift station, it was modeled as an outlet since it exclusively pumped into IEUA's system. The five lift stations flow was modeled based on pump curves provided by the City. The modeled lift stations are summarized in Table 6-2 – Lift Station Model Flow Inputs.

Table 6-2 Lift Station Model Flow Inputs
Lift Station Existing Peak Flow Tributary to Lift
Station (MGD)
Lift Station Firm
Capacity (MGD)
Industrial 0.02 0.92
Southridge 1.28 1.38
Tamarind 0.63 0.66
Locust 0.07 0.49
Barbie 0.04 0.36

6.3 Model Scenarios
Four scenarios were created in the model identified as:
• Existing Dry Weather
• Existing Wet Weather
• Ultimate Dry Weather
• Ultimate Wet Weather
All scenarios in the model include the same land use-based wastewater generation and peaking factors. To differentiate scenarios used for analysis in the model, model loading was changed for each scenario. A summary of each scenario’s manhole loading follows.

6.3.1 Existing Dry Scenario
The existing dry scenario included the sewer manhole loading that were finalized for the calibration process. It includes flow from active sewer generating parcels and excludes parcels with no water use and parcels with only water accounts only. This scenario also excludes inflow/infiltration flows. This scenario is considered the minimum impact scenario because each of the other scenarios increase either inflow/infiltration due to wet weather and/or increase the developed parcel area.
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6.3.2 Existing Wet Scenario
The existing wet scenario includes the sewer loading for the existing dry scenario and the wet-weather inflow/infiltration loading. The inflow/infiltration loading is determined with the use of a 90 gpd/acre inflow/infiltration rate for the area within the City’s service boundary. The inflow/infiltration flows were added as “Unpeakable Flow” in the model, meaning that the flows were constant and without a peaking factor.

6.3.3 Ultimate Dry Scenario
The ultimate dry scenario included the sewer manhole loading determined from every parcel tributary to each manhole, using model-generated wastewater generation factors calculated during the model calibration process. This includes every developable parcel in the City according to its ultimate land use. It includes flow from active sewer generating parcels and includes parcels with no current sewer connections. This scenario excludes inflow/infiltration flows.

6.3.4 Ultimate Wet Scenario
The ultimate wet scenario includes the sewer loading for the ultimate dry scenario with the wet-weather inflow/infiltration loading. The additional inflow/infiltration flows are the same in both the existing wet scenario and the ultimate wet scenario because the flows are only dependent on existing surface area. This scenario is considered the maximum impact scenario.

The “existing” wet and dry scenarios will help identify near term replacement recommendations, and the “ultimate” wet and dry scenarios will help identify long term replacement recommendations.

It is important to note the existing scenarios were run assuming the CIP Project No. 1 in section

7.1 of this report has already been finished. The current flow path through diversion structures in the system generates many more deficiencies in the system than what the new flow conditions from modifying the flow directions in the existing diversion structures create. This assumption was made to minimize future projects and project cost.

6.4 Analysis Results
Results from the InfoSewer model runs provided vital insight to the characteristics of the City’s sewer system. The ultimate goal of this study is to determine and locate areas of deficiencies and provide cost effective and timely solutions.

6.4.1 Hydraulic Deficiencies
The City’s Standard defines hydraulic deficiencies as the depth of wastewater flow exceeding the diameter of the pipe (d/D) ratio by more than 0.50 for pipes smaller than and equal to 12-inches in diameter and 0.75 for pipes larger than 12-inches in diameter.

6.4.2 Results of Existing Wet Scenario
Once all inputs and parameters were established into the model, it was run in the Existing Wet scenario yielding significant results. A substantial amount of potential hydraulic deficiencies in this scenario are present due to various existing diversion manholes in San Bernardino Avenue and Baseline Avenue, where existing flows are directed away from larger transmission lines and feed into adjacent smaller distribution pipelines flowing south. 198
City of Fontana
2023 Sewer Master Plan

Table 6-3 – Existing Wet Scenario Hydraulic Deficiencies summarizes the modeled hydraulic deficiencies during the Peak Day Generation scenario. Again, hydraulic deficiency has been defined as: 0.50<d/D<1.0 for 12-inch pipes and smaller, and 0.75<d/D<1.0 for pipes larger than 12-inches.

Table 6-3 Existing Wet Scenario Hydraulic Deficiencies
Type Pipe Diameters (inches)
<12-in 12-in 15-in 18-in 21-in >21-in
Pipe Lengths (ft) (1) 27,000 10,400 400 1,350 0 0
Percent of System 1.1% 0.43% 0.02% 0.06% 0% 0%
Notes:
(1) Length is rounded to nearest 50.

Hydraulic deficiency defined as 0.50<d/D<1.0 for 8-inch pipes and smaller, and 0.75<d/D<1.0 for 10-inch pipes and larger.

For inventory of pipes that experience hydraulic deficiencies under existing conditions, see Appendix E, Table B-1.

Similarly, Table 6-4 – Existing Wet Scenario Potential Surcharge summarizes pipe failures based on Full Flow Failure, which is defined as d/D ratio = 1.0. Results suggest that 33,550 linear feet of sewer pipe are currently showing potential surcharge in the existing wet weather scenario.

Please note that these pipes would have no remaining capacity at full flow surcharge. This table separates the lengths of hydraulic issues where CIP projects are recommended, and hydraulic issues that are not significant enough to prompt CIP project recommendations.

It is important to note that many of the potential surcharges that are not identified as a CIP project are due to one or more of three main factors.

1. The sewer segment is part of an inverted siphon and full flow conditions are by design.

2. The full flow pipe is part of the IEUA interceptor line that runs North to South on the West side of the City boundary.

3. The full flow pipe is a local smaller diameter collector line rather than the interceptor line.

These lines were not considered for the CIP project but will be shown and provided to the City for their information and use.
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Table 6-4 Existing Wet Scenario Potential Surcharge
Type Pipe Diameters (inches)
<12-in 12-in 15-in 18-in 21-in >21-in
Pipe Lengths (ft) (1) 5,700 1,550 2,350 1,000 300 1,950 Percent of System 0.24% 0.06% 0.10% 0.04% 0.01% 0.08%
Notes:
(1) Length is rounded to nearest 50.

Hydraulic deficiency defined as 0.50<d/D<1.0 for 8-inch pipes and smaller, and 0.75<d/D<1.0 for 10-inch pipes and larger.

For inventory of pipes that experience hydraulic deficiencies under existing conditions, see Appendix E, Table B-1.

See Figure 6-4 – Existing Wet Scenario Depth/Diameter Ratio Results for the locations of modeled pipes falling under the definitions of hydraulic deficiencies and potential surcharge in the Existing Wet Scenario.
200
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g
g
g
g
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£¤66
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§¨¦15
þ}210

LOCUST LIFT

STATION

PD LIFT

STATION

BARBIE LIFT

STATION

INDUSTRIAL

LIFT STATION

JACK LONG

LIFT STATION

TAMARIND

LIFT STATION

SOUTHRIDGE

LIFT STATION

SAN BERNARDINO

LIFT STATION
(IEUA)
Sources: City of Fontana 2022;
ESRI, 2023.

C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Figure 6-X Model Results.aprx Map created 23 Jan 2024 CITY OF FONTANA SEWER MASTER PLAN 2023
FIGURE 6-4 EXIST. WET WEATHER SCENARIO
d/D RATIO RESULTS
I
0 0.5 1
Mi
LEGEND
d/D Ratio
less than 0.5

0.5 ~ 0.75

0.75 ~ 0.99
Potential Surcharge
IEUA Discharge Point
Rialto Discharge Point
g Sewer Lift Stations
Service Area Boundary
201
City of Fontana
2023 Sewer Master Plan

6.4.3 Ultimate Wet Scenario Analysis
Table 6-5 – Ultimate Wet Scenario Hydraulic Deficiencies summarizes the modeled hydraulic deficiencies in the ultimate wet scenario. The table excludes lengths for pipes with hydraulic deficiencies and potential surcharge in the existing wet scenario. Hydraulic deficiencies are defined as: 0.50<d/D<1.0 for 12-inch pipes and smaller, and 0.75<d/D<1.0 for 15-inch pipes and larger. Refer to Appendix E for the pipe inventory list and Figure 6-6 for the locations of modeled pipes that meet this definition. Pipelines represented hereon, that surpass City hydraulic design criteria, were evaluated and helped establish CIP project recommendations. Proposed recommendations, further described in Section 7, focus on reducing these hydraulic deficiencies at critical parts of the City’s sewer system and address downstream impacts.

Table 6-5 Ultimate Wet Scenario Hydraulic Deficiencies
Type Pipe Diameters (inches)
<12-in 12-in 15-in 18-in 21-in >21-in
Pipe Lengths (ft) (1) 58,850 27,100 1,050 0 100 2,700
Percent of System 2.4% 1.1% 0.04% 0% <0% 0.11%
Notes:
(1) Length is rounded to nearest 50.

Hydraulic deficiency defined as 0.50<d/D<1.0 for 8-inch pipes and smaller, and 0.75<d/D<1.0 for 10-inch pipes and larger.

For inventory of pipes that experience hydraulic deficiencies under existing conditions, see Appendix E, Table B-1.

Table 6-6 – Ultimate Wet Scenario Potential Surcharge summarizes potential flow surcharge in the ultimate wet weather scenario. It is noted that these pipes would have no remaining capacity. Refer to Appendix E for the pipe inventory list and Figure 6-6 – Ultimate Wet Scenario Depth/Diameter Ratio Results for the locations of modeled pipes falling under this definition.

It is important to note that many of the potential surcharges that are not identified as a CIP project are due to one or more of three main factors.

1. The sewer segment is part of an inverted siphon and full flow conditions are by design.

2. The full flow pipe is part of the IEUA interceptor line that runs North to South on the West side of the City boundary.

3. The full flow pipe is a local smaller diameter collector line rather than the interceptor line.

These lines were not considered for the CIP project but will be shown and provided to the City for their information and use.
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Table 6-6 Ultimate Wet Scenario Potential Surcharge (d/D Ratio = 1.0) Type Pipe Diameters (inches)
<12-in 12-in 15-in 18-in 21-in >21-in
Pipe Lengths (ft) (1) 13,850 2,850 4,550 2,650 300 15,500 Percent of System 0.57% 0.12% 0.19% 0.11% 0.01% 0.64%
Notes:
(1) Length is rounded to nearest 50.

Hydraulic deficiency defined as 0.50<d/D<1.0 for 8-inch pipes and smaller, and 0.75<d/D<1.0 for 10-inch pipes and larger.

For inventory of pipes that experience hydraulic deficiencies under existing conditions, see Appendix E, Table B-1.

See Figure 6-5 for the locations of modeled pipes falling under the definitions of hydraulic deficiencies and full flow failures in the Ultimate Wet Scenario. 203
g
g
g
g
g
g
g
g
£¤66
§¨¦10
§¨¦15
þ}210

LOCUST LIFT

STATION

PD LIFT

STATION

BARBIE LIFT

STATION

INDUSTRIAL

LIFT STATION

JACK LONG
LIFT

STATION

TAMARIND

LIFT STATION

SOUTHRIDGE

LIFT STATION

SAN BERNARDINO

LIFT STATION
(IEUA)
Sources: City of Fontana 2022;
ESRI, 2023.

C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Figure 6-X Model Results.aprx Map created 12 Jul 2024 CITY OF FONTANA SEWER MASTER PLAN 2023
FIGURE 6-5 ULT. WET WEATHER SCENARIO
d/D RATIO RESULTS
I
0 0.5 1
Mi
LEGEND
d/D Ratio
less than 0.5

0.5 ~ 0.75

0.75 ~ 0.99
Potential Surcharge
IEUA Discharge Point
Rialto Discharge Point
g Sewer Lift Stations
Service Area Boundary
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6.4.4 Ultimate Wet-Weather Lift Station Peak Flows
Table 6-7 – Ultimate Lift Station Peak Flows summarizes the modeled ultimate wet-weather peak flows that are tributary to the City’s existing lift stations. Ultimate buildout flow is based on the service area being fully developed as shown in the City land use plans and the lift stations functioning at peak flow. These model results were used to determine how much ultimate flow the lift stations will undertake. As previously stated in Section 3, lift stations are to be sized for firm capacity with the largest pump out of service.

Table 6-7 Ultimate Lift Station Peak Flows
Lift Station Ultimate Peak Flow Tributary to
Lift Station (MGD)
Lift Station Firm
Capacity (MGD)
Industrial 0.02 0.92
Southridge 1.35 1.38
Tamarind 1.29 0.66
Locust 0.26 0.49
Barbie 0.17 0.36

6.4.5 System Summary
The total length of pipes that were modeled in InfoSewer was approximately 2,452,650 feet. This consists of all existing pipes. Approximately 39,100 feet or 1.6 percent of the total length of pipes met the definition of hydraulic deficiencies. As previously stated, pipes that fall under this definition have some remaining capacity to convey ultimate wastewater flows. Approximately 12,700 feet or 0.5% of the total length of pipes met the definition of potential surcharge. Pipes that fall under this definition have no available capacity; therefore, would require upgrade, replacement, or parallel pipe. In total, approximately 51,800 feet or 2.1% of the total length of pipes meets the definition of hydraulic deficiencies or potential surcharge.

The locations where the model identified pipes that meet both criteria of potential surcharge was conducted. It appears that some pipes that meet the hydraulic deficiencies definition are located either adjacent or between pipes that meet the potential surcharge definition. Repair of these pipes may be combined depending on their close proximity.

Model results of hydraulic deficiencies and potential surcharges have been organized as follows by tributary area and model scenario. Refer to Appendix E for a pipe inventory list. The hydraulic deficiencies noted whether the d/D ratio is significantly higher than the design standard, or slightly higher than the design standard and therefore considered acceptable given the factors noted herein.
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6.4.6 Tributary Area
IEUA 1 Tributary Area
In the IEUA 1 tributary area, model results suggest multiple small diameter sewer segments meet the criteria for both hydraulic deficiency and potential surcharge for both existing and ultimate scenarios. These segments are considered collectors and are not a part of this evaluation.

IEUA 2 Tributary Area
In the IEUA 2 tributary area, model results suggest multiple sewer segments meet the criteria for both hydraulic deficiency and potential surcharge for both existing and ultimate scenarios. These sewer segments and City areas present issues in the City’s sewer model and require short-term or long-term attention:

1. Interceptor sewer line between Base Line Road to San Bernadino Avenue, Segments of Cypress Avenue, Orange Way, Oleander Avenue and Citrus Avenue a. Existing Wet Scenario. Six (6) 10-inch diameter and three (3) 12-inch sewer segments are categorized as hydraulic deficiencies with one 10-inch and one 12- inch sewer segments are full-flow failures in this area using the model’s existing wet scenario.
b. Ultimate Wet Scenario. An additional six (6) 12-inch sewer segments are categorized as hydraulic deficient in the ultimate wet scenario.

2. Interceptor sewer line between Alder Avenue to Cypress Avenue, segments on Hawthorne Avenue, Grevillea Street and San Bernardino Avenue.
a. Existing Wet Scenario. All sewer segments are not considered hydraulically deficient however multiple are near the threshold.
b. Ultimate Wet Scenario. Three (3) 15-inch sewer segments are categorized as hydraulically deficient with four (4) 15-inch segments categorized as potential surcharge.

3. Collector sewer line in Alder Avenue between Hawthorne Avenue to San Bernardino Avenue
a. Existing Wet Scenario. According to the model, Four (4) 6-inch diameter sewer segments are full-flow failures in Felspar Street in the existing wet scenario.

Ultimate Wet Scenario. Same results as Existing Wet Scenario.

4. Interceptor sewer line between Locust Avenue to Alder Avenue, segments on Alder Avenue, Athol Street Laurel Avenue and Granada Avenue.
a. Existing Wet Scenario. Five (5) 8-inch sewer segments are categorized as full flow, three (3) 8-inch and six (6) 10-inch sewer segments are categorized as hydraulic deficiencies according to the model’s existing wet scenario. b. Ultimate Wet Scenario. All sewer segments categorized as hydraulically deficient are categorized as a potential surcharge in the ultimate wet scenario. 206
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5. Interceptor sewer line in Mango Drive between Baseline Road to Randall Avenue a. Existing Wet Scenario. Seven (7) 8-inch, two (2) 12-inch and one (1) 15-inch diameter sewer segments are categorized as hydraulic deficiencies with one 12- inch diameter sewer segment categorized as full flow.
b. Ultimate Wet Scenario. An additional nine (9) 8-inch, one (1) 10-inch diameter sewer segments is categorized as a hydraulic deficiency with an additional 12-inch and 15-inch segment categorized as full flow.

6. Collector sewer line in Miller Avenue between Laurel Avenue to Alder Avenue and connecting on Fairfax Street and Alder Avenue
a. Existing Wet Scenario. Five (5) 8-inch sewer segments are hydraulically deficient according to the model’s existing wet scenario.
b. Ultimate Wet Scenario. Two (2) of the 8-inch sewer segments are now categorized as full flow.

7. Interceptor sewer line in Alder Ave. between McWethy Drive and Arrow Boulevard a. Existing Wet Scenario. Thirteen 8-inch sewer segments are categorized as hydraulic deficiencies in the model’s existing wet scenario. b. Ultimate Wet Scenario. Four (4) of the thirteen 8-inch sewer segments are now categorized as full flow.

8. Interceptor sewer line segments in Juniper Avenue, Filbert Street, and Cypress Avenue between Athol Street and San Bernardino Avenue
a. Existing Wet Scenario. Three (3) 12-inch and three (3) 18-inch diameter sewer segments are categorized as hydraulic deficiencies with two (2) 18-inch segments categorized as full flow in the model’s existing wet scenario. b. Ultimate Wet Scenario. An additional 12-inch diameter segment is categorized as hydraulically deficient. An additional five (5) 18-inch diameter sewer segments are categorized as full flow.

IEUA 3 Tributary Area
In the IEUA 3 tributary area, Model results show that a few sewer segments are meet the criteria for hydraulic deficiency and potential surcharge for both existing and ultimate conditions. These sewer segments and City areas present issues in the City’s sewer model and require short-term and long-term attention:

1. Interceptor sewer line segments in Palmetto Avenue between Marygold Avenue to Valley Boulevard
a. Existing Wet Scenario. One (1) 10-inch diameter sewer segments is categorized as hydraulic deficient with three (3) 10-inch segments categorized as full flow in the model’s existing wet scenario.
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b. Ultimate Wet Scenario. An additional one (1) 10-inch diameter sewer segments are categorized as full flow.

2. Interceptor sewer line segments in Valley Boulevard between Palmetto Avenue and Cypress Avenue
a. Existing Wet Scenario. Six (6) 12-inch and One (1) 10-inch diameter sewer segments are categorized as having hydraulic deficiencies with one (1) 12-inch segments categorized as full flow in the model’s existing wet scenario. b. Ultimate Wet Scenario. An additional (3) 12-inch diameter segment are categorized as hydraulically deficient. An additional one (1) 12inch and one (1) 15- inch diameter sewer segments are categorized as full flow.

IEUA 4 Tributary Area
In the IEUA 4 tributary area, model results suggest no sewer segments meet the criteria for both hydraulic deficiency and potential surcharge in either existing or ultimate scenarios. It is important to note that the model shows locations of full flow pipe for sewer segments that are inverse siphons. These are not considered surcharge points.

RIALTO Tributary Area
In the RIALTO tributary area, model results suggest no sewer segments meet the criteria for both hydraulic deficiency and potential surcharge in either existing or ultimate scenarios. It is important to note that the model shows locations of full flow pipe for sewer segments that are inverse siphons. These are not considered surcharge points.
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SECTION 7 - Capital Improvement Program
The Capital Improvement Program (CIP) outlined in this section is recommended to mitigate existing and forecasted hydraulic deficiencies. The recommended improvement projects are organized by priority. In addition, some pipeline improvements are recommended due to incompatibilities with City standards as well as structural defects.

When reviewing the cost estimates presented herein, it is essential to remember these are estimates that would be refined during final design which will alter the totals to some degree.

Furthermore, future changes in the cost of material, labor, and equipment certainly will cause comparable changes in the costs summarized herein.

Analysis and planning for this section has been divided into two “phased” improvement categories:

7.1 Components of Construction and Project Costs
The Association for the Advancement of Cost Engineering (AACE) Class 4 level of cost estimating was used to determine estimated costs for the proposed facilities of this Master Plan. As defined by AACE International Recommended Practice No. 18R-97, “Class 4 estimates are generally prepared based on limited information and subsequently have fairly wide accuracy ranges.” Construction costs for all projects were based upon preliminary layouts of proposed facilities. For estimating purposes, the prices of comparative work were obtained from a variety of available sources of current information such as recent project bid data, literature publications, telephone and personal contacts with manufacturers and suppliers of equipment. It should be noted that the unit prices applied to sewer facilities estimates take into account the costs of asphalt pavement removal, disposal, replacement, and cap where these lines occur in paved roads. Where these sewer lines occur outside of paved streets, the cost estimates take into account clearing and grubbing a 12-foot wide access road.

The estimated construction costs apply to preliminary design and layout of major facilities that are required for the proposed facilities. In such layouts, detailed construction drawings and specifications are not required. Instead, reasonably close approximations of the size, location, route and cost of the various facilities were developed in sufficient detail to permit cost estimates to be made. Estimated construction costs were based upon what one might expect of a "low bid" price to construct the required improvements.

The total project cost in this report has been determined to be 1.4 times the estimated construction cost. This additional 40% consists of 15% for contingencies, 15% for engineering fees, and 10% for “other” costs (i.e., legal, administrative, and environmental). It should be noted that the total Near-Term
Improvements
1 to 5 years
Long-Term
Improvements
6 to 25 years
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project cost includes working within public right-of-way (ROW) portions only (i.e., sewer main to ROW line).

The cost estimates herein do not include land acquisition costs for land outside public ROW and they do not include extraordinary construction items such as bore casings, dewatering, or rock removal. Further, the cost estimates herein do not include more than basic environmental documentation, nor do they include mitigation costs.

Construction costs can be expected to undergo long-term changes in keeping with corresponding changes in the national economy. The best available barometer of these changes is the Engineering News-Record Construction Cost Index (ENR-CCI), which is computed from prices of construction materials and labor. For purposes of this report, cost data are based on an ENRCCI Los Angeles of 15,257 (December, 2023). By referring to the ENR-CCI at any future date, the estimated construction costs included herein can be adjusted to match the current costs at that future date. This allows the estimated costs to be updated to the time when actual construction is undertaken.

7.1.1 Construction Contingencies
A contingency allowance is made for uncertainties associated with preliminary design. Such factors as differences in final lengths and exact topography associated with the pipelines, unknown underground substructures, and changes made during construction, are a few of the many items which may increase contract costs and for which some allowance must be made in preliminary design estimates.

7.1.2 Engineering Costs
The cost of engineering services for major construction projects may include special investigations, pre-design reports, surveys, foundation explorations, location of interfering utilities, detailed design, preparation of contract drawings and specifications, construction inspection, materials testing, and final inspection of the completed work. Depending on the size and type of the project, the total engineering costs may range from 7 to 20 percent of the contract cost. The lower percentage applies to large projects and to those which do not require a large amount of preliminary investigation. The higher percentage applies to smaller projects or to those which require a relatively large amount of preliminary work.

7.1.3 Legal, Administrative, and Basic Environmental Costs Legal costs would include items such as assistance in ROW acquisition, specification review, construction contract review and approval, coordination during construction, etc. Administrative costs would be those associated with contract administration, progress payments to the Contractor, change orders, notice of completion, etc. Finally, it should be noted that assessment engineering and financing costs are not included in these costs. Assessment engineering and financing costs are those associated with securing funds to pay for the proposed improvements and determination of equitable method(s) of sharing the costs (i.e., costs and benefits). Legal and administrative cost includes environmental documentation, which includes those basic services necessary to obtain environmental clearance to perform the construction. However, extensive environmental services such as those that would be necessary for an environmental 210
City of Fontana
2023 Sewer Master Plan

impact report and/or environmental impact statement, or the cost of mitigation for project impacts are not included.

7.2 Economic Assumptions

7.2.1 Unit Cost of Construction
The components used to develop unit construction costs for the trunk sewer lines include pipeline material and installation costs, manhole costs, and asphalt concrete (AC) removal, disposal, and replacement costs. Construction costs were determined by reviewing historical bids of similar projects and through a cost study where a “generic bid” was sent to three prominent contractors in the area. The generic bid was based on the assumptions that an average project for the City would consist of 2,500 linear feet of pipe, and that asphalt concrete roads would be removed, disposed of, and replaced. Road reconstruction was assumed to be 25 feet wide with 4 inches of AC pavement over 8 inches of Class II base. The average depth of the pipe was assumed to be 20 feet and would require B-2 bedding. It was assumed nine, 5-foot diameter manholes would be installed for each project. These costs were then updated to correlate with recent bid results that are about 25% higher than the “generic bid” results. Not included in the unit cost estimates are extraordinary construction items such as bore casings, dewatering, rock removal, etc.

The construction and project unit costs by sewer pipeline diameter are shown in Table 7-1 – Estimated Unit Cost of Sewer Pipelines.
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Table 7-1 Estimated Unit Cost of Sewer Pipelines
Sewer Line
Diameter (inch)
Construction Cost per
Linear Foot*
Project Cost per
Linear Foot**
10 $354.00 $495.00
12 $403.00 $565.00
15 $428.00 $600.00
18 $477.00 $670.00
21 $504.00 $705.00
24 $575.00 $805.00
27 $648.00 $905.00
30 $719.00 $1,005.00
36 $863.00 $1,210.00
39 $935.00 $1,310.00
42 $1,007.00 $1,410.00
48 $1,150.00 $1,610.00
* Costs based on a generic bid of 2,500 ft of pipe. Assumed asphalt concrete roads would be removed, disposed of, and replaced. Road construction was assumed to be 25 feet wide with 4 inches of AC pavement over 8 inches of Class II base. The average depth of the pipe was assumed to be 20 ft and would require B-2 bedding. It was assumed nine, 5 ft diameter manholes would be installed for each project. These costs were then updated to correlate with recent bid results. Construction cost estimates are complete in place costs for the project. Not included in the unit cost estimates are extraordinary construction items such as bore casings, dewatering, rock removal, etc.
** Project cost is 1.4 times construction cost rounded up to nearest $5. Project cost includes construction cost, construction contingencies, design engineering including plans and specifications; design and construction surveying and mapping; geotechnical evaluation and report; engineering contract administration; field inspection and basic environmental documentation.

Costs are based on ENR-CCI for the Los Angeles Areas for November 2023. This value is 15,301.44. Escalation, financing, interest during construction, legal, land, R.O.W. agent, and environmental mitigation costs are not included in construction costs.

Additionally, not included in the unit cost estimates are extraordinary construction items such as bore casings, dewatering, rock removal etc.

7.3 Summary of Recommended Improvements
Based on our evaluation of the existing and ultimate system and facilities, presented herein is a summary of recommendations; including further evaluations and studies; capital improvements; and other recommendations that would benefit the future sustainability of Fontana’s sewer system and associated facilities. As previously stated, the recommendations have been divided based upon Near-Term and Long-Term timeframes to better assist the City in phasing and implementation of the recommendations and improvements. Shown on Figure 7-1 are the proposed CIP facilities and individual summary sheets are provided in Appendix F.

7.3.1 Near-Term Recommendations
Based on the modeling of the City’s sewer system in Section 6 and the hydraulic concerns found therein, the following are the proposed CIP near-term improvements to meet ultimate wastewater flows as presented in Table 7-2 – Proposed CIP Near-Term Improvements. The following improvements were identified as near-term based on existing hydraulic deficiencies and/or failing to meet City design criteria.
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Table 7-2 Proposed CIP Near-Term Improvements
Facility Name Project
ID Description of Improvement Estimated Project Cost
Diversion Structures
San Bernardino
Ave and Citrus
Ave(1)
-
Change diversion of splitter box. Reconfigure
flow direction westerly (MH ID: I24_70) -
San Bernardino
Ave and Poplar
Ave(1)
-
Change diversion of splitter box. Reconfigure
flow direction westerly (MH ID: H24_88) -
Cypress Ave and
Baseline Ave(1) -
Change diversion of splitter box. Reconfigure
flow direction westerly (MH ID: I26_28) -
Palmetto Ave and
Valley Blvd H-1
Install diversion stop plate to divert flow into
southerly parallel line $128,000
Alder Ave and
Hawthorne Ave H-3
Install diversion structure to split half flow into
Hawthorne Ave and half into Alder Ave $128,000
Subtotal Diversion Structures: $256,000
Pipelines
Alder Ave. and
Hawthorne Ave H-2
Replace ±1,350 LF of 6" dia. pipe with 10" dia.
pipe $669,000
Granada Ave. and
Alder Ave. H-4
Replace ±2,400 LF of 8"-12" dia. pipe with 12"
and 15" dia. pipe $2,436,000
Marygold Ave. and
Palmetto Ave. H-5
Replace ±1,300 LF of 10" dia. pipe with 15" dia.
pipe $780,000
Juniper Ave. and
Randall Ave. H-6
Replace ±2,650 LF of 18" dia. pipe with 24" dia.
pipe $2,134,000
Oleander Ave. and
Orange Way H-7
Lower invert elevation of manhole L21_22 to
increase slope and maximize pipe capacity
prior to RR crossing. Replace ±1,000 LF of 12"
dia. pipe and ±300 LF of 10" dia. pipe.
$714,000
Arrow Blvd
Interceptor S-1
Proposed ±7,700 LF of 15" dia. pipe, ±5,300 LF
of 12" dia. pipe, and 2,350± of 8" dia. pipe. $8,907,000 Downtown Core - Refer to Appendix A $7,871,000
Subtotal Pipelines: $23,511,000
Grand Total: $23,767,000
Notes:
(1) Existing structure present. No cost associated with reconfiguration of existing infrastructure.

As seen in Table 7-2, there are currently three manholes that include a sluice gate and/or splitter box that are seldom maintained or operated by City staff. Recommendations currently include manually adjusting the gate to divert wastewater west, but due to the deteriorating condition of the structure, the City may consider a full stainless-steel replacement with costs matching 213
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2023 Sewer Master Plan

Project’s H-1 and H-3. All diversion structure related improvements are recommended to be completed first based on minimal required effort and downstream mainline effects.

7.3.2 Long-Term Recommendations
Proposed CIP long-term improvements that are listed in Table 7-3 – Proposed CIP Long-Term Improvements do not require immediate attention but are recommended to satisfy ultimate buildout requirements. As presented previously in Table 6-8, the only capacity shortfall is the Tamarind Lift Station. Ultimate tributary peak flows exceed the existing lift station firm capacity by roughly 0.60 MGD. Based on the age and condition of the lift station, a full replacement is recommended with a firm pumping capacity of 1.3 MGD. Final sizing details to be determined during a preliminary design report.

Lift Stations
Lift station cost estimates are prepared on a case-by-case basis; therefore, generic unit costs of a lift station upgrade are not available. WEBB maintains a database of past lift station projects based on capacity which is updated to current costs. These lift stations typically include the pumps and motors, structures, piping, building, electrical, site grading, and other appurtenances for a complete-in-place pump station. Estimating the costs of the proposed lift station upgrades started with the completely new lift station cost and, if applicable, the cost of specific items are removed to reduce the cost down based on site specific information about the existing facilities.

Table 7-3 Proposed CIP Long-Term Improvements
Facility Name Project
ID Description of Improvement Estimated Project Cost
Pipelines
Westgate SP
Phase 1 H-8
Proposed ±2,520 of 10" dia. and 1,600± of 12"
dia. backbone piping for Westgate SP $2,152,000
Westgate SP
Phase 2 H-9
Proposed ±3,000 of 12" dia. backbone piping
for Westgate SP $1,695,000
Arboretum SP H-10 Proposed ±1,310 of 10" dia. backbone piping for Arboretum Specific Plan $649,000
Tamarind Ave. and
Grevillea St. H-11 Replace ±1,900 LF of 15" dia. pipe with 18" dia. pipe $1,273,000 Alder Ave. and
Pine Ave. H-12 Replace ±2,150 LF of 12" dia. pipe with 15" dia. pipe $1,290,000 Maple Ave S-2
Proposed ±2,650 LF of 15" dia. pipe, ±2,650 LF
of 12" dia. pipe, and ±6,600 of 10" dia. pipe. $6,355,000 Subtotal Pipelines: $13,414,000
Lift Stations
Tamarind L-1 Proposed 1.7 MGD LS (1.3 MGD firm capacity) $3,000,000 Subtotal Lift Stations: $3,000,000
Grand Total: $16,414,000
214
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Sources: City of Fontana 2022;
ESRI, 2023.

C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Figure 7-X Proposed CIP Facilities.aprx Map created 28 Aug 2024 CITY OF FONTANA SEWER MASTER PLAN 2023
FIGURE 7-1 PROPOSED CIP FACILITIES
I
0 0.5 1
Mi
LEGEND
Gravity Mains
CIP Project Location
Proposed Diversion Manholes
g Proposed Lift Station
IEUA Discharge Point
Rialto Discharge Point
Service Area Boundary
Downtown Core Project
&
Alder and Hawthorne
(GM)
&
Granada and Alder
&
Marygold and
Palmetto
&
Tamarind and
Grevillea
&
Juniper and Randall
&
Alder and Pine
&
Oleander and Orange
&
Westgate SP
Phase 1
&
Westgate SP
Phase 2
&
Arboretum SP
&
Cypress and Baseline
(Diversion)
&
San Bernardino and Poplar
(Diversion)
&
San Bernardino and Citrus
(Diversion)
&
Palmetto and Valley
(Diversion)
&
Alder and Hawthorne
(Diversion)
&
Tamarind Lift Station
Replacement
&
Arrow Interceptor
&
Maple
&
Tamarind Lift Station
&
Downtown Core Project
(Refer to Appendix A for
Details)
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Page REF-1
References
-
Chino Basin Regional Sewage Service Contract, as amended April 12, 1984, and October 19, 1994.
-
Extraterritorial Sewer Services Agreement between the City of Fontana and the City of Rialto, July 16, 1991.
-
Memorandum of Understanding – 4600001213 between IEUA and the City of Fontana for the implementation of the emergency assistance protocols in support of the San Bernardino Lift Station. June 15, 2012.

ADS
ADS Environmental Services. Flow Monitoring Report for Fontana Sewer Master Plan. April 27, 2023.

CDMSmith CDM Smith. Sanitary Sewer System Master Plan for City of Fontana. May 2013.

ERSC
Engineering Resources of Southern California, Inc. City of Fontana Sewer Master Plan.

September 2000.

FGP
City of Fontana. Fontana Forward General Plan Update 2015-2035. Adopted November 13, 2018.

FGP DEIR
City of Fontana. Draft Environmental Impact Report (EIR) for the Fontana Forward General Plan Update 2015-2035. State Clearinghouse No. 2016021099. June 8, 2018.

WestYost
West Yost. 2020 Urban Water Management Plan for San Gabriel Valley Water Company Fontana Water Company Division. June 2021.
216
Appendix A
Downtown Core Project
Instructions: Insert Appendix caption below with title then cover this text with white box located below caption.

Appendix A Downtown Core Project
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Downtown Core Project
The Downtown Core Project proposed amendments to the Fontana General Plan, Community Mobility and Circulation, Downtown Area Plan, Land Use, Zoning, and Urban Design.

Amendments are approved to establish and implement new FBC districts within the project area.

Modifications made to the general plan have required the City to analyze the project area, see Figure 1, for recommended wastewater infrastructure improvements to accommodate the surplus sewer generation.

As shown in Figure 2, the existing land use consists primarily of walkable mixed use and singlefamily residential zoning. Existing sewer facilities, located within and around the project area, are provided in Figure 3. An initial model scenario was developed analyzing the existing conditions showing minimal sewer flows within the project area and recording a total flow of 3.58 MGD (see Figure 4). After applying proposed land use changes and computing new projected wastewater generation for the project area, an additional model scenario was evaluated. The projected total wastewater flow nearly doubled to 6.31 MGD. Significant capacity concerns can be identified in Figure 5 within the project boundary and downstream. Figure 5 also indicates how the existing diversion structure conditions adversely impact trunk line capacity tributary to the Downtown Core Project. After coordination with the City, WEBB was instructed to alter the diversion manholes downstream on San Bernardino Ave. to redirect flows westbound. This alteration did reduce capacity constraints south of San Bernardino Ave. but did not resolve potential hydraulic deficiencies upstream directly adjacent to the project area (see Figure 5.1). Using the design criteria established in Section 3, recommended sewerline improvements were developed and implemented into the hydraulic model that would satisfy the City’s pipeline d/D capacity requirements in conjunction with the Juniper and Randall CIP project and diversion manhole modifications within and downstream of the Downtown Core Project area. Figure 5.2 summarizes the findings and proposed facilities needed to withstand the considerable influx of projected wastewater generated from the Downtown Core amendment change. 218

SIERRA AVE

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DATE ST

PINE AVE

TAMARIND AVE

CYPRESS AVE

OLIVE ST

OLEANDER AVE

PAINE ST

OWEN ST

UPLAND AVE

PEPPER ST

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VINE ST

HIBISCUS ST

ALLEY ALY

SPRING ST

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ORCHID DR

KAISER AVE

NEWPORT AVE

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GRANADA AVE

CERES DR

ATHOL STKEMPSTER AVE

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NUEVO AVE

LIBRARY DR

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ACACIA AVE

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EMERALD AVE

FONTLEE LN

PINEDALE CT

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ENCINA AVE FONTANA AVE WHEELER CT ENCINITAS AVE

LERNER LN

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ORCHID CT
N
AT

HAN SIMON DR

PINYON AVE

ANDRESS AVE

CI V IC CENTER DR

DIANTHUS AVE

TULIP CT

ATLAS LN

CITRON CT

TANGELO CT

DORSEY CT

BLANCHARD AVE

ALLEY ALY

BLANCHARD AVE

ATHOL ST

OWEN ST

PINE AVE

ALLEY ALY

IVY AVE

EMERALD AVE

CHANTRY AVE

PEPPER AVE

IVY AVE

WHEELER AVE

SEVILLE CT

TULIP CT

BLANCHARD AVE

BENNETT AVE

OLEANDER AVE

KAISER AVE

ALLEY ALY

MADRONA D
R

ALLEY ALY

ALLEY ALY

IVY AVE

SEVILLE AVE

OWEN ST

CERES AVE

DATE ST

BENNETT AVE

ORCHID DR TANGELO CT

BENNETT AVE

ENCINITAS AVE

HIBISCUS ST

ALLEY ALY

VINE ST

ALLEY ALY

SEWELL AVE

EMERALD AVE

ALLEY ALY ALLEY ALY

ORANGE WAY

ALLEY ALY

CYPRESS AVE

NUEVO AVE

UPLAND AVE

TAMARIND AVE

UPLAND AVE

NEWPORT AVE

NUEVO AVE

SEVILLE AVE

KAISER AVE

BENNETT AV
E

CERES AVE

CERES AVE

ALLEY ALY

ATHOL ST

ACACIA AVE

HIBISCUS ST

ALLEY ALY

ALLEY ALY

WHEELER AVE

OWEN ST

NUEVO AVE
£¤66
Sources: City of Fontana 2023; Aerial 2020
C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Downtown Area Plan.aprx Map created 30 Aug 2023

DOWNTOWN CORE PROJECT
FIGURE 1 DOWNTOWN CORE PROJECT AREA
0 500
I
1,000
Feet
LEGEND
Project Area
219

SIERRA AVE

MANGO AVE

JUNIPER AVE

MERRILL AVE

ARROW BLVD

RANDALL AVE

PALMETTO AVE

FOOTHILL BLVD

VALENCIA AVE

ORANGE WAY

IVY AVE

PACIFIC ELECTRIC TRL

DATE ST

PINE AVE

TAMARIND AVE

CYPRESS AVE

OLIVE ST

OLEANDER AVE

PAINE ST

OWEN ST

UPLAND AVE

PEPPER ST

CERES AVE ANASTASIA AVE SEWELL AVE

VINE ST

HIBISCUS ST

ALLEY ALY

SPRING ST

SEVILLE AVE

ORCHID DR

KAISER AVE

NEWPORT AVE

CHANTRY AVE

ROSENA AVE

GRANADA AVE

CERES DR

ATHOL STKEMPSTER AVE

PEPPER AVE

BLANCHARD AVE

PINEDALE AVE

WHEELER AVE

NUEVO AVE

LIBRARY DR

MADRONA DR

ACACIA AVE

BENNETT AVE

MARTIN AVE

SEVILLE CT

EMERALD AVE

FONTLEE LN

PINEDALE CT

TERRACE LN

ENCINA AVE FONTANA AVE WHEELER CT ENCINITAS AVE

LERNER LN

PALO VERDE AVE

ORCHID CT
N
AT

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PINYON AVE

ANDRESS AVE

CI V IC CENTER DR

DIANTHUS AVE

TULIP CT

ATLAS LN

CITRON CT

TANGELO CT

DORSEY CT

BLANCHARD AVE

ALLEY ALY

BLANCHARD AVE

ATHOL ST

OWEN ST

PINE AVE

ALLEY ALY

IVY AVE

EMERALD AVE

CHANTRY AVE

PEPPER AVE

IVY AVE

WHEELER AVE

SEVILLE CT

TULIP CT

BLANCHARD AVE

BENNETT AVE

OLEANDER AVE

KAISER AVE

ALLEY ALY

MADRONA D
R

ALLEY ALY

ALLEY ALY

IVY AVE

SEVILLE AVE

OWEN ST

CERES AVE

DATE ST

BENNETT AVE

ORCHID DR TANGELO CT

BENNETT AVE

ENCINITAS AVE

HIBISCUS ST

ALLEY ALY

VINE ST

ALLEY ALY

SEWELL AVE

EMERALD AVE

ALLEY ALY ALLEY ALY

ORANGE WAY

ALLEY ALY

CYPRESS AVE

NUEVO AVE

UPLAND AVE

TAMARIND AVE

UPLAND AVE

NEWPORT AVE

NUEVO AVE

SEVILLE AVE

KAISER AVE

BENNETT AV
E

CERES AVE

CERES AVE

ALLEY ALY

ATHOL ST

ACACIA AVE

HIBISCUS ST

ALLEY ALY

ALLEY ALY

WHEELER AVE

OWEN ST

NUEVO AVE
£¤66
Sources: City of Fontana 2023; Aerial 2020
C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Downtown Area Plan.aprx Map created 30 Aug 2023

DOWNTOWN CORE PROJECT
FIGURE 2 GENERAL PLAN LAND USE
0 500
I
1,000
Feet
LEGEND
Project Area Land Use
P-PF Public Facilities
P-R Recreation Facilities
R-SF Single Family Residential
WMXU-1 Walkable Mixed Use Corridor Downtown
220
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CIVIC CENTER DR

JUNIPER AVE

LIBRARY DR

SIERRA AVE

ANDRESS AVE

CHANTRY AVE

ARROW BLVD

SPRING ST

DORSEY CT

PINYON CT

LERNER LN

TULIP CT

TAMARIND AVE

ATLAS LN

TANGELO CT

CITRON CT

SEVILLE AVE

UPLAND AVE

OLEANDER AVE

ALLEY ALY

VALENCIA AVE

FONTLEE LN

ENCINA DR

CERES AVE

PALMETTO AVE

ORANGE WAY

VINE ST

ORCHID CT

IVY AVE

PINYON AVE

CYPRESS AVE

RANDALL AVE

ROSENA AVE

MANGO AVE

NUEVO AVE

GRANADA AVE ENCINA AVE

WHEELER CT

ORCHID DR

TERRACE LN

FONTANA AVE

PALO VERDE AVE

ENCINITAS AVE
N
AT
H
A
N
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O
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D
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KAISER AVE

BLANCHARD AVE

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H
E
E
L
E
R
AV
E

EMERALD AVE

KEMPSTER AVE

SEVILLE CT

PINEDALE CT

PAINE ST

FOOTHILL BLVD

MARTIN AVE

ATHOL ST HIBISCUS ST

PINE AVE

ACACIA AVE
N
E
W
P
O
RT
AV
E

OLIVE ST

MADRONA DR

SEWELL AVE

MERRILL AVE

PEPPER AVE

CERES DR

PEPPER ST

ANASTASIA AVE

PINEDALE AVE

OWEN ST

DATE ST

PACIFIC ELECTRIC TRL
8''
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12'' 8''
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8''
8''
8''
8''
8''
10''
6''
8''
10'' 8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
6''
8''
8''
8''
8''
8''
10''
8''
8''
6''
8''
6''
8''
8''
8''
8''
8''
6''
8''
8''
8''
6''
8''
8''
8''
6''
8''
8''
8''
6''
8''
6''
10''
18''
8''
8''
8''
15''
8''
10''
8''
8''
8''
8''
6''
8''
8''
8''
8''
8''
8''
8''
6''
8''
8''
6''
8''
8''
6''
8''
6''
8''
8''
12''
8''
8''
8''
8''
8''
8''
8''
8''
12''
6''
6''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8''
6''
8''
8''
8''
8''
8''
8''
8''
8'' 8''
8''
8''
8''
8''
12''
6''
8''
6''
8''
8''
8''
8''
8''
8'' 6''
6''
8'' 8'' 6''
8''
12''
8'' 8''
10''
8''
8''
8''
8''
8''
12''
8''
8''
10''
8'' 8''
8''
15''
8''
8''
8''
8''
8''
8''
8''
8''
8''
8'' 8''
10''
8''
8''
6''
8''
8''
12''
8''
8''
8''
8''
Sources: City of Fontana 2023; Aerial 2020
C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Downtown Area Plan.aprx Map created 30 Aug 2023

DOWNTOWN CORE PROJECT
FIGURE 3 EXISTING SEWER FACILITIES
0 500
I
1,000
Feet
LEGEND
Project Area Diameter (in)
8-inch or less
10-inch or greater
221
£¤66

LIBRARY DR

OLEANDER AVE

MARYGOLD AVE

PRIVATE

ELWOOD AVE

MISSION ST

JUNIPER AVE

SAN BERNARDINO AVE

CITRUS AVE
C
H
A
N
T
RY
AV
E

FONTANA AVE

ARROW BLVD

SPRING ST

RANDALL AVE

LERNER LN

TULIP CT

TAMARIND AVE

MERRILL AVE

BENNETT AVE

ATLAS LN

FILBERT ST

TULLOCK DR

UPLAND AVE

LYDIA CT

IVY AVE

VINE ST

KAISER CT

FOOTHILL BLVD

FONTLEE LN

DATE ST

ALLEY ALY

IRIS DR

MALLORY DR

DIANTHUS AVE

TULLOCK ST

CATAWBA AVE

VALENCIA AVE

ENCINA AVE

AZALEA CT

HAWTHORNE AVE

ENCINA DR

REISLING ST

PALMETTO AVE

ORANGE WAY

VALENCIA CT

MANGO AVE

SEWELL CT

CELESTE CT

PINYON CT

ORCHID CT

SEQUOIAAVE

TOKAY CT

LEMON AVE

ROSENA AVE

GRANADA AVE

CYPRESS AVE

SIERRA AVE

EL MOLINO ST

CHERIMOYA DR

TOKAY DR

JEFFREY CT

WHEELER CT

ORCHID DR

LEMON CT

BRIARWOOD AVE

DIANTHUS CT

PINYON AVE

TERRACE LN

HAWTHORNE CT

SATINWOOD DR

PALO VERDE AVE

ENCINITAS AVE ORANGE CT EMERALD CT KAISER AVE BLANCHARD AVE WHEELER AVE NUEVO AVE

SEVILLE CT

PINEDALE CT

BARBEE ST

PAINE ST
P
RIVAT
E
S
T

MANZANITA DR

HOLLY DR

MARTIN AVE

ATHOL ST

HIBISCUS ST

PINE AVE

DORSEY AVE

LEMON ST

WHITTRAM CT
N
E
W
P
O
RT
AV
E

TOYON AVE

OLIVE ST

HUNTER ST

MADRONA DR

SEWELL AVE

MANGO DR

MANGO LN

PEPPER AVE

CONCORD AVE

CERES DR

PEPPER ST

EMERALD AVE

ANASTASIA AVE
KE
M
P
S
T
E
R
AV
E

PINEDALE AVE

OWEN ST

KATHERINE ST TOKAY AVE

ROSEMARY DR CHERIMOYA AVE

CERES AVE

GREVILLEA ST

PACIFIC ELECTRIC TRL

EL MOLINO CT

SEVILLE AVE
H

EALTHCARE PKWY

ACACIA AVE
K24_23
I25_5
J24_26
J19_2
K22_24
J23_12
Flow South Flow South
Sources: City of Fontana 2023, Aerial 2022
C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Downtown Area Plan.aprx Map created 17 Oct 2023

DOWNTOWN CORE PROJECT
FIGURE 4 EXIST. DRY PEAK RESULTS
I
0 500 1,000
Feet
LEGEND
Project Area
Flow Monitoring Locations
Diversion Manholes
Sewerlines
d/D
less than 0.5

0.5 ~ 0.75
greater than 0.75
Dia. = 12"
Slope = 0.002
d/D = 0.77
Dia. = 15"
Slope = 0.002
d/D = 0.79
Dia. = 18"
Slope = 0.001
d/D = 1.0
Dia. = 18"
Slope = 0.002
d/D = 1.0
Dia. = 18"
Slope = 0.002
d/D = 1.0 Dia. = 21"
Slope = 0.001
d/D = 1.0
Dia. = 21"
Slope = 0.001
d/D = 1.0
Tributary Flow Path
Total Flow = 3.58 MGD
Peakable Flow = 1.79 MGD
222
£¤66
§¨¦10

SLOVER AVE

SANTA ANA AVE

ALDER AVE

LIBRARY DR

CATAWBA AVE

OLEANDER AVE

AZALEA AVE

RANDALL AVE

TAMARIND AVE
H
EA

LTHCARE PKWY

LAUREL AVE

MARYGOLD AVE

PRI VAT E

ELWOOD AVE
C
H
A
N
T
RY
AV
E

FREMONTIA AVE

POPLAR AVE

ARROW BLVD

SPRING ST

BOXWOOD AVE
B
L
A
C
KWOOD
ST

DILL LN

HAWTHORNE AVE

HACKBERRY LN

MAHOGANY DR

MAYBERRY
ST

TORREYPINE ST
POE LN

CRISS AVE

FILBERT ST

GRANADA AVE

DEL OBISBO RD

GRACE AVE

LACEBARK ST

FONTLEE LN

DATE ST

IRIS DR

MALLORY DR

MANZANITA DR

SEVILLE AVE
D
AY
LIL
LY
S
T

CITRUS AVE

EL AGUA DR

AVENUE DEL SOL

TULLOCK ST

WINDCREST DR

MERRILL AVE

VALENCIA AVE

HIBISCUS ST

DORSEY WAY

HUFF CT
E
N
C
NI A
AV
E

CYPRESS AVE

BALSAM AVE

SUGAR LN

FONTANA AVE
TA
N
G
E
L
O
AV
E

SULTANA AVE

PINE AVE
V
O
L
A
N
T
E
D
R

PALMETTO AVE

ORANGE WAY

VINE CT

SAN BERNARDINO AVE

MANGO AVE

NUEVO DR

KRAFT LN

BAYLEAF LN

BARBEE ST

SEQUOIAAVE

TOKAY CT

NUEVO CT

ROSENA AVE

REDMAPLE ST

TYROL DR

FOOTHILL BLVD

TOWER CT

GRACE ST

FRANKFORT AVE

VINEYARD DR

ACORN AVE

TOKAY DR

LIME CT ORCHID AVE LEMON CT BRIARWOOD AVE PINYON AVE ALMERIA AVE

UNDERWOOD DR

SAFFRON
ST

ORANGE CT

EMERALD CT

GUAVA CT

KAISER AVE

KEMPSTER AVE

BLANCHARD AVE

SEVILLE CT

PINEDALE CT

PAINE ST

PEAR ST

PRIVATE ST

EUGENIA AVE

HOLLY DR

MARTIN AVE

DORSEY ST

ATHOL ST

JUNIPER AVE

TAYLOR AVE

DORSEY AVE

LEMON ST

COLEEN ST

WASHINGTON DR

WHITTRAM CT

BUCKEYE DR

VALLEY BLVD

VINE ST

JURUPA AVE

NEWPORT AVE

SIERRA AVE

TOYON AVE

OLIVE ST

HUNTER ST

MADRONA DR

NUEVO AVE

BENNETT AVE

SEWELL AVE

ANSELM DR

EL MOLINO ST

MANILA ST

EUCALYPTUS ST

MANGO LN

ELM AVE

ALISO DR

SYCAMORE LN

MANGO DR
ASH DR

PEPPER AVE

CONCORD AVE

CERES DR

PEPPER ST

EMERALD AVE

ANASTASIA AVE

WHEELER AVE

PINEDALE AVE

ORCHID DR

IVY AVE

LIME AVE

OWEN ST

DIANTHUS AVE

TRELANEY RD

UPLAND AVE

KATHERINE ST TOKAY AVE

ROSECREST DR

BENNETT DR

TECHNOLOGY ST

PACIFIC ELECTRIC TRL

BOYLE AVE

MARCONA AVE
SY
CA
M
O
R
E
S
T

CHERIMOYA AVE

ROSEMARY DR

CITRON AVE

CERES AVE

GREVILLEA ST

LOMBARDY AVE

PALM LN

EVERGREEN LN
IS10 FWY

ALLEY ALY

ROSE AVE

PRODUCTION AVE

NIAGARA AVE

ELMOLINOCT

ACACIA AVE
L24_31
K24_23
G29_14
I25_5
H26_5
L29_13
L28_1
J24_26
G19_39
J19_2
K22_24
J23_12
L19_18
Flow South Flow South Flow South
Sources: City of Fontana 2023, Aerial 2022
C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Downtown Area Plan Combined Results.aprx Map created 23 Oct 2023

DOWNTOWN CORE PROJECT
FIGURE 5 PROP. LAND USE RESULTS
0 975
I
1,950
Feet
LEGEND
Project Area
Flow Monitoring Locations
IEUA Sewerlines
Diversion Manholes
Sewerlines
d/D
less than 0.5

0.5 ~ 0.75
greater than 0.75
Dia. = 12"
Slope = 0.002
d/D = 1.0
Dia. = 15"
Slope = 0.002
d/D = 1.0
Dia. = 18"
Slope = 0.001
d/D = 1.0
Dia. = 18"
Slope = 0.002
d/D = 1.0
Dia. = 21"
Slope = 0.001
d/D = 1.0
Dia. = 21"
Slope = 0.001
d/D = 1.0
Dia. = 21"
Slope = 0.003
d/D = 0.63
Tributary Flow Path
Total Flow = 6.31 MGD
Peakable Flow = 3.35 MGD
Dia. = 8"
Slope = 0.004
d/D = 1.0
Dia. = 12"
Slope = 0.008
d/D = 1.0
Dia. = 18"
Slope = 0.002
d/D = 1.0 Dia. = 18"
Slope = 0.003
d/D = 1.0
*NOTE: Assume combined commercial and residential
max. development in mixed-use districts.

Dia. = 12"
Slope = 0.003
d/D = 1.0
Dia. = 8"
Slope = 0.004
d/D = 0.81 Dia. = 18"
Slope = 0.003
d/D = 1.0
Dia. = 12"
Slope = 0.012
d/D = 0.79
Dia. = 12"
Slope = 0.010
d/D = 0.77
Dia. = 8"
Slope = 0.004
d/D = 0.79
Dia. = 8"
Slope = 0.004
d/D = 0.79
Dia. = 21"
Slope = 0.008
d/D = 0.81
Dia. = 21"
Slope = 0.009
d/D = 1.0
Dia. = 21"
Slope = 0.008
d/D = 1.0
Dia. = 21"
Slope = 0.009
d/D = 1.0
223
£¤66
§¨¦10

SLOVER AVE

SANTA ANA AVE

ALDER AVE

LIBRARY DR

CATAWBA AVE

OLEANDER AVE

AZALEA AVE

RANDALL AVE

TAMARIND AVE
H
EA

LTHCARE PKWY

LAUREL AVE

MARYGOLD AVE

PRI VAT E

ELWOOD AVE
C
H
A
N
T
RY
AV
E

FREMONTIA AVE

POPLAR AVE

ARROW BLVD

SPRING ST

BOXWOOD AVE
B
L
A
C
KWOOD
ST

DILL LN

HAWTHORNE AVE

HACKBERRY LN

MAHOGANY DR

MAYBERRY
ST

TORREYPINE ST
POE LN

CRISS AVE

FILBERT ST

GRANADA AVE

DEL OBISBO RD

GRACE AVE

LACEBARK ST

FONTLEE LN

DATE ST

IRIS DR

MALLORY DR

MANZANITA DR

SEVILLE AVE
D
AY
LIL
LY
S
T

CITRUS AVE

EL AGUA DR

AVENUE DEL SOL

TULLOCK ST

WINDCREST DR

MERRILL AVE

VALENCIA AVE

HIBISCUS ST

DORSEY WAY

HUFF CT
E
N
C
NI A
AV
E

CYPRESS AVE

BALSAM AVE

SUGAR LN

FONTANA AVE
TA
N
G
E
L
O
AV
E

SULTANA AVE

PINE AVE
V
O
L
A
N
T
E
D
R

PALMETTO AVE

ORANGE WAY

VINE CT

SAN BERNARDINO AVE

MANGO AVE

NUEVO DR

KRAFT LN

BAYLEAF LN

BARBEE ST

SEQUOIAAVE

TOKAY CT

NUEVO CT

ROSENA AVE

REDMAPLE ST

TYROL DR

FOOTHILL BLVD

TOWER CT

GRACE ST

FRANKFORT AVE

VINEYARD DR

ACORN AVE

TOKAY DR

LIME CT ORCHID AVE LEMON CT BRIARWOOD AVE PINYON AVE ALMERIA AVE

UNDERWOOD DR

SAFFRON
ST

ORANGE CT

EMERALD CT

GUAVA CT

KAISER AVE

KEMPSTER AVE

BLANCHARD AVE

SEVILLE CT

PINEDALE CT

PAINE ST

PEAR ST

PRIVATE ST

EUGENIA AVE

HOLLY DR

MARTIN AVE

DORSEY ST

ATHOL ST

JUNIPER AVE

TAYLOR AVE

DORSEY AVE

LEMON ST

COLEEN ST

WASHINGTON DR

WHITTRAM CT

BUCKEYE DR

VALLEY BLVD

VINE ST

JURUPA AVE

NEWPORT AVE

SIERRA AVE

TOYON AVE

OLIVE ST

HUNTER ST

MADRONA DR

NUEVO AVE

BENNETT AVE

SEWELL AVE

ANSELM DR

EL MOLINO ST

MANILA ST

EUCALYPTUS ST

MANGO LN

ELM AVE

ALISO DR

SYCAMORE LN

MANGO DR
ASH DR

PEPPER AVE

CONCORD AVE

CERES DR

PEPPER ST

EMERALD AVE

ANASTASIA AVE

WHEELER AVE

PINEDALE AVE

ORCHID DR

IVY AVE

LIME AVE

OWEN ST

DIANTHUS AVE

TRELANEY RD

UPLAND AVE

KATHERINE ST TOKAY AVE

ROSECREST DR

BENNETT DR

TECHNOLOGY ST

PACIFIC ELECTRIC TRL

BOYLE AVE

MARCONA AVE
SY
CA
M
O
R
E
S
T

CHERIMOYA AVE

ROSEMARY DR

CITRON AVE

CERES AVE

GREVILLEA ST

LOMBARDY AVE

PALM LN

EVERGREEN LN
IS10 FWY

ALLEY ALY

ROSE AVE

PRODUCTION AVE

NIAGARA AVE

ELMOLINOCT

ACACIA AVE
L24_31
K24_23
G29_14
I25_5
H26_5
L29_13
L28_1
J24_26
G19_39
J19_2
K22_24
J23_12
L19_18
Flow West Flow West Flow South
Sources: City of Fontana 2023, Aerial 2022
C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Downtown Area Plan Combined Results.aprx Map created 23 Oct 2023

DOWNTOWN CORE PROJECT
FIGURE 5.1 PROP. LAND USE RESULTS -

MODIFIED DIVERSION STRUCTURES
0 975
I
1,950
Feet
LEGEND
Project Area
Flow Monitoring Locations
IEUA Sewerlines
Diversion Manholes
Sewerlines
d/D
less than 0.5

0.5 ~ 0.75
greater than 0.75
Dia. = 12"
Slope = 0.002
d/D = 1.0
Dia. = 15"
Slope = 0.002
d/D = 1.0
Dia. = 18"
Slope = 0.001
d/D = 1.0
Dia. = 18"
Slope = 0.002
d/D = 1.0
Dia. = 21"
Slope = 0.001
d/D = 1.0
Tributary Flow Path
Total Flow = 6.31 MGD
Peakable Flow = 3.35 MGD
Dia. = 8"
Slope = 0.004
d/D = 1.0
Dia. = 12"
Slope = 0.008
d/D = 1.0
Dia. = 18"
Slope = 0.002
d/D = 1.0 Dia. = 18"
Slope = 0.003
d/D = 1.0
*NOTE: Assume combined commercial and residential
max. development in mixed-use districts.

Dia. = 12"
Slope = 0.003
d/D = 1.0
Dia. = 8"
Slope = 0.004
d/D = 0.81 Dia. = 18"
Slope = 0.003
d/D = 1.0
Dia. = 12"
Slope = 0.012
d/D = 0.79
Dia. = 12"
Slope = 0.010
d/D = 0.77
Dia. = 8"
Slope = 0.004
d/D = 0.79
Dia. = 8"
Slope = 0.004
d/D = 0.79
224
£¤66

JUNIPER AVE

MANGO AVE

PALMETTO AVE

SIERRA AVE

ARROW BLVD

CYPRESS AVE

LIBRARY DR

CIVIC CENTER DR

NATHAN SIMON DR

OLEANDER AVE

UPLAND AVE

IVY AVE

EMERALD AVE

HAWTHORNE AVE

ARROW BLVD

FOOTHILL BLVD

CYPRESS AVE

ANDRESS AVE

ENCINITAS AVE

OLIVE ST

ATHOL ST

UPLAND AVE

PACIFIC ELECTRIC TRL

OLEANDER AVE

CERES AVE

RANDALL AVE

TOYON AVE

MERRILL AVE

MADRONA DR

CHANTRY AVE

DATE ST

CERES AVE

ATHOL ST

DATE ST

ORANGE WAY

VALENCIA AVE

PEPPER ST

ALLEY ALY

SPRING ST

ALLEY ALY

SEWELL CT

TULIP CT

LERNER LN

SEVILLE AVEPEPPER CT

ROSENA AVE

TULIP CT

BENNETT AVE

ATLAS LN

FILBERT ST

CITRON CT

SEVILLE AVE

PINEDALE AVE
O

R C HID CT

ANASTASIA AVE

FONTLEE LN

KAISER AVE

DATE ST

PINE AVE

BENNETT AVE

ENCINA AVE

FONTANA SQUARE KEMPSTER AVE

HAWTHORNE AVE

FONTLEE LN

ENCINA DR

ORANGE WAY

BLANCHARD AVE

VINE ST

ALLEY ALY

FILBERT ST

CERES AVE

GRANADA AVE

FONTLEE LN
PA
LO V
E
R
D
E
AVE

BLANCHARD AVE

ALLEY ALY

HA W THORNE CT ENCINA AVE

IVY AVE

SEQUOIA AVE

KAISER AVE

ACACIA AVE

EMERALD AVE

NUEVO AVE

CHANTRY AVE

ENCINA AVE

BENNETT AVE

SEVILLE CT

MADRONA DR

BLANCHARD AVE

OWEN ST

WHEELER CT

FILBERT ST

ORCHID DR

TERRACE LN
PALO V
ERD
E
AV
E

ENCINITAS AVE

KAISER AVE

BLANCHARD AVE

BENNETT AVE

ALLEY ALY

WHEELER AVE

ALLEY ALY

NEWPORT AVE

EMERALD AVE

KEMPSTER AVE

VINE ST

HAWTHORNE DR

PINEDALE CT

PAINE ST

MARTIN AVE

FONTLEE LN

IVY AVE

ALLEY ALY

HIBISCUS ST HIBISCUS ST

ACACIA AVE

NUEVO AVE

NEWPORT AVE

WHEELER AVE

EMERALD AVE

NUEVO AVE

ALLEY ALY

BENNETT AVE

MADRONA DR

PEPPER AVE

SEWELL AVE

ATHOL ST

PINEDALE AVE

KAISER AVE
KE
MPS
TER
AV
E

PEPPER AVE

CERES DR

WHEELER AVE

OWEN ST

SEWELL AVE

UPLAND AVE

PAINE ST

ALLEY ALY

SEVILLE AVE
Sources: City of Fontana 2023, Aerial 2022
C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Downtown Area Plan Combined Results.aprx Map created 28 Aug 2024

DOWNTOWN CORE PROJECT
FIGURE 5.2 PROP. LAND USE RESULTS -

MODIFIED DIVERSION STRUCTURES
0 420
I
840
Feet
LEGEND
Project Area
Flow Monitoring Locations
Sewerlines
d/D
less than 0.5

0.5 ~ 0.75
greater than 0.75
Dia. = 18"
Slope = 0.001
d/D = 1.0
Dia. = 18"
Slope = 0.002
d/D = 1.0
Tributary Flow Path
Total Flow = 6.41 MGD
Peakable Flow = 3.37 MGD
Dia. = 12"
Slope = 0.003
d/D = 1.0
Dia. = 18"
Slope = 0.003
d/D = 1.0
*NOTE: Assume combined commercial and residential
max. development in mixed-use districts.

Dia. = 12"
Slope = 0.003
d/D = 0.78
Dia. = 18"
Slope = 0.003
d/D = 1.0
Dia. = 8"
Slope = 0.004
d/D = 0.79
Prop. 15" Gravity Main in Sierra Ave
From Upland Ave to Martin Ave
Upsize 8" to 15" Gravity Main in Sierra Ave
From Martin Ave to Randall Ave
Upsize 8" to 15" Gravity Main
in Martin Ave
Upsize 8" to 15" Gravity Main in Orange Way
Redirect Flow West to Sierra Ave
Upsize 8" to 15" Gravity Main in Orange Way
Redirect Flow East to Sierra Ave
Abandon 8" Gravity Main
between Juniper Ave & Rosena Ave
Abandon 12" Gravity Main
at RR Crossing
Prop. 15" Gravity Main in Sierra Ave
From Upland Ave to Martin Ave
Abandon 8" Gravity Main in Upland Ave
Between Sierra Ave and Wheeler Ave
D D D

D D D D

D D D D
Juniper and Randall
CIP Facility
225
Appendix B
Population Projections
Instructions: Insert Appendix caption below with title then cover this text with white box located below caption.

Appendix B Population Projections
226
Appendix - A City of Fontana General Plan Buildout Estimates 2018 Fontana Forward General Plan Update 2015-2035
October 2022 Land Use Plan
City of Fontana
2023 Sewer Master Plan
Maximum
Density
(DU/ac) or
Intensity (FAR)
Calculated MidRange Density
(DU/ac) or
Intensity
(FAR)(b)
Maximum DUs
or SF of NonResidential
Uses
Mid-Range DUs
or SF of NonResidential
Uses(c)
Maximum
Projected
Population
Mid-Range
Projected
Population
Residential
R-E Residential Estates* 2 du/ac 633 2.0 2.0 1,266 1,266 5,773 5,773 R-T Residential Trucking 2 du/ac 60 2.0 2.0 120 120 456 456R-PC Residential Planned Community* 3.0 - 6.4 du/ac 5,978 6.4 4.7 38,260 28,097 174,466 128,123R-SF Single Family Residential, detached* 2.1 - 5 du/ac 5,401 5.0 3.6 27,005 19,174 123,143 87,434 R-M
Medium Density Residential, singlefamily detached product type(e)* 5.1 - 7.6 du/ac 356 7.6 6.4 2,706 2,261 12,340 10,311 R-M
Medium Density Residential, singlefamily attached or multiple family product type(e)* 7.7 - 12 du/ac 534 12.0 9.9 6,408 5,260 29,221 23,986 R-MF Multi Family Residential 12.1 - 24 du/ac 174 24.0 18.1 4,176 3,141 15,869 11,936R-MFMH Multi Family Medium / High Residential 24.1 - 39 du/ac 225 39.0 31.6 8,775 7,099 33,345 26,977 R-MFH Multi Family High Residential 39.1 - 50 du/ac 121 50.0 44.6 6,050 5,391 22,990 20,486WMXU-1 Walkable Mixed-Use Downtown, residential(f) 3 - 39 du/ac 1,236 39.0 21.0 48,212 25,961 183,206 98,652 WMXU-2
Walkable Mixed-Use Village, residential(f) 12 - 24 du/ac 46 24.0 18.0 1,109 832 4,215 3,162 RMU Regional Mixed Use, residential (f) 12 - 24 du/ac 382 24.0 18.0 9,156 6,867 34,793 26,095 Subtotal Residential 15,146 - - 153,243 105,469 639,817 443,391 Commercial
C-C Community Commercial 0.1 - 1.0 FAR 271 1.00 0.60 11,804,760 7,082,856 Persons/DU: 3.8 4.6 C-G General Commercial 0.1 - 1.0 FAR 830 1.00 0.60 36,154,800 21,692,880 WMXU-1
Walkable Mixed-Use Downtown, nonresidential(f) 0.1 - 2.0 FAR 530 2.00 1.10 46,156,176 25,385,897 WMXU-2
Walkable Mixed-Use Village, nonresidential(f) 0.1 - 1.0 FAR 20 1.00 0.60 862,488 517,493 RMU Regional Mixed Use, non-residential (f) 0.1 - 1.0 FAR 164 1.00 0.60 7,122,060 4,273,236 Subtotal Commercial 1,814 - - 102,100,284 58,952,362
IndustrialI-L Light Industrial 0.1 - 0.6 FAR 3,087 0.60 0.40 80,681,832 53,787,888I-G General Industrial 0.1 - 0.6 FAR 2,795 0.60 0.40 73,050,120 48,700,080 Subtotal Industrial 5,882 - - 153,731,952 102,487,968
PublicP-PF Public Facilities N/A 1,150 - - N/A N/A
P-R Recreational Facilities N/A 927 - - N/A N/A
P-UC Public Utility Corridors N/A 979 - - N/A N/A
Subtotal Public 3,056 - - 0 0
Open SpaceOS Open Space N/A 1,042 - - N/A N/A
Right-of-WayROW Right-of-way N/A 805 - - N/A N/A
5 153,240 105,470 (rounded)
255,832,240 161,440,330 (rounded)
(g) The grand total area reflects the total area in the City limits, which includes currently unsewered parcels (those that are on septic). The total area of parcels with sewer service in City of SOI is 12,760 acres.

Acreage rounding error correction
(f) Based on input from City staff for this analysis, it is assumed that 70% of the acreage of WMXU-1, WMXU-2, and RMU is "residential" and 30% of the acreage is "non-residential".

Grand Total(g) 27,750 Dwelling Units SF of Non Residential Uses Notes: DU/ac: dwelling unit per acre; FAR: floor-to-area ratio; SF: square feet. Asterisk* indicates residential types that allow ADUs.(a) City of Fontana General Plan Land Use data, as of October 3, 2022. (b) The mid-point range of dwelling units per acre for each residential land use designation (and FAR for non-residential designations) are used to forecast EDUs and SF, respectively(c) Projected dwelling units are the product of the acres of each residential use and the DU/Acre used for projected buildout rounded up to the nearest whole number. Projected non-residential square footage is the product of the FAR and acreage.(d) Population projections are based on 3.8 people per DU multiplied by the number of dwelling units. (e) Based on discussion with City staff for this analysis, it is assumed that 60% of the R-M acreage is "attached" units and 40% is "detached" units. *Persons/DU for
land uses that allow
ADUs:

Projected Development Population Projections(d)
Incorporated City Only
General Plan Land Use Designation(a)
General Plan
Residential Density
(DU/ac) or NonResidential Intensity
(FAR)
Acres within
Sewer Service
Area
Residential Density /
Non-Residential Intensity

227
Appendix - B City of Fontana General Plan Buildout Estimates 2018 Fontana Forward General Plan Update 2015-2035
October 2022 Land Use Plan
City of Fontana
2023 Sewer Master Plan
Maximum
Density
(DU/ac) or
Intensity (FAR)
Calculated MidRange Density
(DU/ac) or
Intensity
(FAR)(b)
Maximum DUs
or SF of NonResidential
Uses
Mid-Range DUs
or SF of NonResidential
Uses(c)
Maximum
Projected
Population
Mid-Range
Projected
Population
Residential
R-E Residential Estates* 2 du/ac 21 2.00 2.0 42 42 192 192 R-T Residential Trucking 2 du/ac 0 2.0 2.0 0 0 0 0
R-PC Residential Planned Community* 3.0 - 6.4 du/ac 0 6.4 4.7 0 0 0 0 R-SF Single Family Residential, detached* 2.1 - 5 du/ac 1,453 5.0 3.6 7,265 5,159 33,129 23,526 R-M
Medium Density Residential, singlefamily detached product type(e)* 5.1 - 7.6 du/ac 0 7.6 6.4 0 0 0 0 R-M
Medium Density Residential, singlefamily attached or multiple family product type(e)* 7.7 - 12 du/ac 0 12.0 9.9 0 0 0 0
R-MF Multi Family Residential 12.1 - 24 du/ac 0 24.0 18.1 0 0 0 0 R-MFMH
Multi Family Medium / High Residential 24.1 - 39 du/ac 0 39.0 31.6 0 0 0 0 R-MFH Multi Family High Residential 39.1 - 50 du/ac 0 50.0 44.6 0 0 0 0 WMXU-1
Walkable Mixed-Use Downtown, residential(f) 24 - 39 du/ac 171 39.0 31.5 6,662 5,381 25,316 20,448 WMXU-2
Walkable Mixed-Use Village, residential(f) 12 - 24 du/ac 0 24.0 18.0 0 0 0 0 RMU Regional Mixed Use, residential(f) 12 - 24 du/ac 0 24.0 18.0 0 0 0 0 Subtotal Residential 1,645 - - 13,969 10,582 58,637 44,166 Commercial
C-C Community Commercial 0.1 - 1.0 FAR 15 1.00 0.60 653,400 392,040 Persons/DU: 3.8 4.56 C-G General Commercial 0.1 - 1.0 FAR 55 1.00 0.60 2,395,800 1,437,480 WMXU-1
Walkable Mixed-Use Downtown, non-residential(f) 0.1 - 2.0 FAR 73 2.00 1.10 6,377,184 3,507,451 WMXU-2
Walkable Mixed-Use Village, nonresidential(f) 0.1 - 1.0 FAR 0 1.00 0.60 0 0 RMU
Regional Mixed Use, nonresidential(f) 0.1 - 1.0 FAR 0 1.00 0.60 0 0 Subtotal Commercial 143 - - 9,426,384 5,336,971
IndustrialI-L Light Industrial 0.1 - 0.6 FAR 523 0.60 0.40 13,669,128 9,112,752I-G General Industrial 0.1 - 0.6 FAR 2,538 0.60 0.40 66,333,168 44,222,112 Subtotal Industrial 3,061 - - 80,002,296 53,334,864
PublicP-PF Public Facilities N/A 87 - - N/A N/A
P-R Recreational Facilities N/A 3 - - N/A N/AP-UC Public Utility Corridors N/A 146 - - N/A N/A Subtotal Public 236 - - 0 0
Open SpaceOS Open Space N/A 612 - - N/A N/A
Right-of-WayROW Right-of-way N/A 47 - - N/A N/A
5 13,970 10,580 (rounded)
89,428,680 58,671,840 (rounded)
*Persons/DU for
land uses that allow
ADUs:

Projected Development Population Projections(d)
(g) The grand total area reflects the total area in the City's Sphere of Influence limits, which includes currently unsewered parcels (those that are on septic). The total area of parcels in City plus SOI with sewer service is 12,760 acres.

Acreage rounding error correction
(f) Based on input from City staff for this analysis, it is assumed that 70% of the acreage of WMXU-1, WMXU-2, and RMU is "residential" and 30% of the acreage is "non-residential".

Notes: DU/ac: dwelling unit per acre; FAR: floor-to-area ratio; SF: square feet. Asterisk * indicates residential types that allow ADUs. (a) City of Fontana General Plan Land Use data, as of October 3, 2022(b) The mid-point range of dwelling units per acre for each residential land use designation (and FAR for non-residential designations) are used to forecast EDUs and SF, respectively(c) Projected dwelling units are the product of the acres of each residential use and the DU/Acre used for projected buildout rounded up to the nearest whole number. Projected non-residential square footage is the product of the FAR and acreage.(d) Population projections are based on 3.8 people per DU multiplied by the number of dwelling units. (e) Based on discussion with City staff for this analysis, it is assumed that 60% of the R-M acreage is "attached" units and 40% is "detached" units.

SF of Non Residential Uses
Sphere of Influence
General Plan Land Use Designation(a)
General Plan
Residential Density
(DU/ac) or NonResidential Intensity
(FAR)
Acres within
Sewer Service
Area
Residential Density /
Non-Residential Intensity
Grand Total(g) 5,749 Dwelling Units

228
Appendix C
Diurnal Loading Patterns
Instructions: Insert Appendix caption below with title then cover this text with white box located below caption.

Appendix C Diurnal Loading Patterns
229
Calibration Manhole ID: FON01-E11_17

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon01-E11_17
230
Calibration Manhole ID: FON02-D19_88

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon02-D19_88
231
Calibration Manhole ID: FON03-F16_46

0.6 0.5 0.5 0.5

0.6 0.7

0.9 1.0

1.1 1.2

1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon03-F16_46
232
Calibration Manhole ID: FON04-G19_39

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon04-G19_39
233
Calibration Manhole ID: FON05-L19_18

0.6 0.5 0.5 0.5

0.6 0.7

0.9 1.0

1.1 1.2

1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon05-L19_18
234
Calibration Manhole ID: FON06-K24_23

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon06-K24_23
235
Calibration Manhole ID: FON07-J24_26

0.6 0.5 0.5 0.5

0.6 0.7

0.9 1.0

1.1 1.2

1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon07-J24_26
236
Calibration Manhole ID: FON08-J17_33

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon08-J17_33
237
Calibration Manhole ID: FON09-D32_40

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon09-D32_40
238
Calibration Manhole ID: FON10-B20_1

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon10-B20_1
239
Calibration Manhole ID: FON11-I25_5

0.6 0.5 0.5 0.5

0.6 0.7

0.9 1.0

1.1 1.2

1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon11-I25_5
240
Calibration Manhole ID: FON12-H26_5

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon12-H26_5
241
Calibration Manhole ID: FON13-L29_13

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon13-L29_13
242
Calibration Manhole ID: FON14-L28_1

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon14-L28_1
243
Calibration Manhole ID: FON15-J18_18

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon15-J18_18
244
Calibration Manhole ID: FON16-J14_1

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6

1.8 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon16-J14_1
245
Calibration Manhole ID: FON17-L24_31

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon17-L24_31
246
Calibration Manhole ID: FON18-F12_2

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon18-F12_2
247
Calibration Manhole ID: FON19-G29_14

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon19-G29_14
248
Calibration Manhole ID: FON20-J13_12

0.6 0.5 0.5 0.5

0.6 0.7

0.9 1.0

1.1 1.2

1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon20-J13_12
249
Calibration Manhole ID: FON21-E31_21

0.6 0.5 0.5 0.5

0.6 0.7

0.9 1.0

1.1 1.2

1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon21-E31_21
250
Calibration Manhole ID: FON22-J19_2

0.6 0.5 0.5 0.5

0.6 0.7

0.9 1.0

1.1 1.2

1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon22-J19_2
251
Calibration Manhole ID: FON23-K22_24

0.6 0.5 0.5 0.5 0.6

0.7 0.9

1.0 1.1

1.2 1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1.6
1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon23-K22_24
252
Calibration Manhole ID: FON24-J23_12

0.6 0.5 0.5 0.5

0.6 0.7

0.9 1.0

1.1 1.2

1.2 1.3 1.2 1.2 1.2 1.2 1.2 1.2 1.3 1.3 1.3

1.1 0.9

0.7 0

0.2 0.4

0.6 0.8
1 1.2

1.4 1 3 5 7 9 11 13 15 17 19 21 23
Average Diurnal Multiplier
Hour of the Day
Average Fon24-J23_12
253
Appendix D
Model Elements by
Tributary Area
Instructions: Insert Appendix caption below with title then cover this text with white box located below caption.

Appendix D Model Elements by Tributary Area
254
g
g
£¤66
§¨¦15
þ}210
J20_6
J19_11 J19_10
J20_4
J20_5
J19_7 J19_6 J19_5 J19_4 J19_3
J19_9 J19_8
J20_23 J20_22 J20_21 J20_20 J20_19
J20_24
J19_16
J19_17
J19_15
J19_14
J19_19 K19_2
J20_26
J20_25
J20_28 J20_27
J21_15
J20_29
J20_3
J20_2
J20_1
J19_2
J19_1
K20_17
K20_2 K20_1
K20_3
K20_6
K20_7
K20_8
J20_33 J20_36 K20_4 K20_5
J20_32
J19_18
K19_1
J20_34
J20_35
J20_37
J20_38 K20_12
K20_11
K20_13
K20_14
K19_3
K19_4
K20_9
J20_41
J21_48
J20_42
J20_43
J20_44
J20_30
J20_31
J21_35
J20_17 J20_16 J20_15 J20_14 J20_18
J19_13 J19_12
J20_8
J20_10 J20_9
J20_12
J20_7 J20_11 J20_13
K21_24 K21_37 K21_23
J20_45 K20_16
K21_10
K20_15
K21_11
K20_23 K20_31 K20_32
K20_30 K20_33 K20_29
K20_25 K20_28 K20_34
K20_26 K20_27 K20_35
I20_15 I20_23 I20_26
I20_18
I20_21
I20_13 I20_14 I20_24
I20_12 I20_16
I20_3
I20_17
I20_5 I20_11
I20_31
I20_10 I20_19 I20_20 I20_30
I20_7
I21_27 I21_28 I21_15 I21_16
K20_24
I20_4
I20_2
I20_1
I20_8
I20_9
I20_6
J21_33
J15_1
K18_36 K18_27
K17_21
K17_22
K17_23
K17_19
K17_18
K17_17
K18_18 K18_30 K18_35
K18_29
K18_28
K18_1
K18_2
K18_3 K18_4 K18_14
J18_34 J18_46
K17_1 K17_2 K17_4
K17_54
K17_16 K17_24
K17_20
K17_32
K17_31
K17_30
K17_13
K17_6 K17_14 K17_26
K17_27
K18_32
K18_31
K18_33
K18_34
K17_12 K17_15 K17_25 K17_29
K17_28
K18_25 K18_37
K18_24 K18_38
K17_10
K17_9
K17_8
K17_7
K17_5
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J19_58
J19_51
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J18_12
J18_13
J18_30
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I17_59
I17_58
I17_11 I17_21 I17_22
I17_23
I17_1
J16_2 J16_3
J16_1
J17_10
J17_14
J17_13
J17_11 J17_12
J17_2 J17_7
I17_57
I17_54
J17_1
I17_55 I17_56
J17_4 J17_5 J17_8 J17_9
I19_21
I18_34
I19_22 I19_27
I19_3 I19_15 I19_17
I19_4
I17_19 I17_27
I17_4
I17_3
I19_14 I19_18
I19_13 I19_19 I19_12
I18_46 I18_51 I18_59
I18_60
I18_61
I18_43 I18_53 I18_57
I17_48 I17_51 I17_61
I17_50
I18_62
I18_63
I18_64
I17_26
J19_54
J19_39 J19_40 J19_38
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J18_9
J18_10
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I19_45 I19_57
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I19_47 I19_48
J21_17 J21_19 J21_34
J21_16 J21_18
I20_48 J20_51 J20_52 J20_62
I21_44
I21_1
I21_2
I21_36 I21_37 I21_30 I21_35
I20_28 I20_34 I20_39
I20_25
I20_29
I20_32
I20_33
I21_29
I21_26
I20_36 I20_37 I20_40 I20_41
I20_27 I20_35 I20_38 I20_42
J20_57
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I20_46 J20_50 J20_53 J20_61
J14_8
J14_7
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J14_2
J14_1
J15_7
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K19_18
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J18_18
J18_19
J18_21
J18_23
J18_26
J18_27
I18_66
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I17_62
I17_60 J17_3 J17_6
J18_35
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I17_42
I17_41
I17_28 I17_53
I17_52
I17_40 I17_43
I17_30 I17_39 I17_44
I17_45
I17_47
I17_18 I17_29
I17_31
I17_17
I17_16 I17_34
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I18_56
I19_33 I19_43
I18_47
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I18_22 I18_23
I18_15
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I18_25
I18_27
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I18_24
I18_13
I18_12 I18_17
I18_29
I18_30
I18_11 I18_18
I18_9
I18_10
I18_32
I18_31
I18_7
I19_16
I18_8
I19_1
I18_37
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I19_28 I19_31
I18_28
I18_33
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I18_20 I18_40
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I18_48
I19_30
I19_32
I19_34
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I19_42 I19_49 I19_53
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I17_7 I17_9 I17_14
I17_5
I17_6
I17_8
I18_1
I18_2
I18_3 I18_14 I18_19
I18_5
I18_6
I19_2
I19_5
I17_10 I17_13
J15_59
J15_60
K15_55
K15_17
J15_10
J15_11 J15_21
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K15_9
K16_38
K15_60
K15_58
K15_59
K15_54
K15_53
K15_52
K15_11 K15_30 K15_46
K16_32 K16_34 K16_36
K15_47 K15_48
K15_45 K15_49
K16_35 K16_12 K16_33 K16_37 K16_47
K16_39
K16_40
K16_46
K16_45
K16_44
K16_41 K16_42
K16_28
K16_27
K16_29
K16_31 K16_30
K16_19 K16_22
K16_25
K16_24
K16_17 K16_23 K16_26
J16_13
J15_33
K15_10
J16_14
J15_17
J15_16
J16_15
J16_12 J16_11
J16_8
K15_2 K15_20
K15_3 K15_19
K15_1
I17_36
I17_37
I18_54
I18_52 I18_58
J18_38
J19_52 J19_50 J19_49
J19_30
J18_29 J18_31 J18_33
J19_33 J19_32 J19_31
J19_25 J19_26 J19_28
J19_47
J19_43 J19_44 J19_45
J19_37 J19_36 J19_35
J19_24 J19_23 J19_22
I19_55
J19_55 J19_56 J19_57
I19_20
J16_9 J16_10
K16_1
K16_2 K16_7
K16_8
K16_3 K16_9
K16_4
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K15_51
K15_50
K15_41
K15_42
K15_43
K15_44
K15_40
K15_34
K15_28
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K15_27
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K15_25 K15_35
K15_33
K15_32
K15_31
K15_24 K15_36 K15_39
K15_13
K15_14
K15_4
K15_5
K15_6
K15_7
J15_13
J15_12
J15_19
J15_14 J15_18
J15_20
J15_29
J15_30
J15_31
K15_56 K15_23 K15_37 K15_38
K14_22
K14_21
K14_25
K14_26
K15_57
K14_27
K14_23 K14_24
K14_20 K14_10 K14_9
K14_14 K14_15
K14_16
K14_17
K14_18
K14_19
J15_56
J15_57
J15_58
J15_8
J15_9
J15_23
J15_22
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K14_2 K14_3
K14_11
K14_12
K14_13
K14_5
K14_6
K14_8
K15_22
K15_21
K15_18
K15_16
K15_15
K15_12
K16_11
K16_13
K16_15
K16_18
K16_16
K16_21
I19_7
I19_8 I19_10 I19_24 I19_25
I19_11 I19_23 I19_26
I19_37 I19_40
I19_36
I19_38
I19_50
I19_51
I19_39
J19_21
J19_20
I19_54
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F10_37
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F10_27
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I13_24
I13_20
I13_19
I13_28
I12_18
I13_26 I13_21
I13_32
I13_31
I13_29
E11_37
E11_35
E11_20
E11_24
E11_29
E11_33
E11_25
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E11_31
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E10_21
E10_22
E10_19
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E10_18
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E10_26
E11_40
E11_23
E11_28
E11_32
E9_28 F9_7
E9_35
E11_19
E11_14
I13_27
I13_16 I13_23
I13_14
I13_10
I12_19
I12_16 I12_17
I12_15
I12_14
G15_2
G14_3
G14_2 G14_4
G14_5
G15_5
G15_6
G15_8
G15_3 G15_7
F15_25 F15_27 G15_1
G17_2 G17_4 G17_1 F17_4
F16_25
F16_27
F16_28
G16_2
G16_3
F16_26 G16_4
F16_24
G16_7
G16_6
F16_21
F16_20
F16_19
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F15_3 F15_6
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E16_45 F16_10
E17_2
E17_1
E16_25
E16_35
E16_23 E16_26 E16_36
E16_18 E16_22
E16_11 E16_16 E16_21 E16_30
E16_31
E16_17 E16_24
E16_32
E16_19
E16_20
E16_27
E16_28
E16_29
E16_14
E16_15
E16_8
E16_9
E16_10
E15_5
E16_1
E16_2
E16_3
E16_5
E16_6
E16_7
G14_14 G14_38 H14_4
G15_66 H15_1
G14_33 G14_37 G14_39
G14_34
G15_57
H15_2
E8_8
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E9_27
E9_24
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I12_13
I12_12
I12_11
J12_12
J12_13
F15_20
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F15_22
F15_24
F15_23
F15_10 F15_15
F15_16
F15_17
F15_18
F15_19
C17_4
C17_6 C17_7
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G15_68 H15_3
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G15_59
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G15_53
G15_54
G15_39
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G15_31
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G14_17
G14_13
G15_18
G14_11 G14_18 G14_22
G14_12
G14_15
G14_19
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G14_10
G15_10
G15_11
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G16_9
G16_10
G16_11
G16_12
G16_13
C17_5
C16_4
C16_3
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E9_32
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G14_24
G14_25
G14_26
G14_20
G14_21
G15_23 G15_36 G15_46
G14_29
G14_30
G15_51
G15_21 G15_28 G15_38 G15_52
G15_24
G15_43
G15_44 G15_47
G15_48
G15_50
G15_35
G15_25
G15_26
G15_49 G15_45
G15_37
D16_14 D16_15
C17_1 C17_2
I13_11
I13_12
I13_17
I13_18
I13_15
G14_8
G14_7
G14_6
G13_2
G11_7
G11_8 G11_9 G11_5
G11_2
G11_4
G12_5
G12_7
G17_11
G16_15
H15_13
H14_22
G15_29
G15_27
G16_26
G16_27
G16_33
G16_29
G16_22 G16_25 G16_21
G16_18
G15_19
G15_20
G16_14
G16_19
G16_16
G16_17 G16_20
G16_30
G16_32
G16_23
G16_24 G16_28 G16_31
H16_23 H16_29
H15_8 H15_10
H16_2 H16_7
H15_12
H16_12
H16_3 H16_8
H15_17
H15_16
H15_15
H15_21
H15_20
H15_7 H15_9 H15_11
H14_23
H14_24
H15_27
H14_20
H15_25
H14_16
H15_23
H14_15 H14_19
H14_11
H15_18
H15_19 H15_24 H15_26 H15_28
H14_7
H15_14
H14_6 H14_10
H14_13 H14_17 H14_18 H14_21
H14_14
H14_12
H14_8 H14_5 H14_9
H16_21 H16_22 H16_35
H16_19
H16_13
H16_6 H16_11
H16_4 H16_9
H16_5 H16_10
H16_14
H16_15
H16_30
H16_31
H16_24
H16_25
H16_16 H16_26 H16_32
H16_17 H16_27 H16_33
H16_18 H16_20 H16_28 H16_34
H17_4 H17_1 H17_2 H17_3
G17_9
G17_7 G17_8
G17_6
G17_5 C17_3
C16_12
C16_13
C16_16
C16_8
C16_9
C16_5
C16_11 C16_15 C16_7
C16_6 C16_10 C16_14
C16_33 C16_37 C16_41 D16_4
D16_11
D16_12
D16_13
D16_10
D16_9 C16_34
C16_36
C16_35
C16_38
C16_40
C16_39
D16_1
D16_3
D16_2
D16_7
D16_5
D16_6
D16_8
F14_4
E11_16
E11_17
E12_9
E12_8
E12_7
E12_1
E12_2 E12_3
E12_4
E12_5
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E13_1
E13_2
E13_3
E13_4
E13_5
E13_6
E14_1
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E14_8
E15_1
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F8_1
F8_3
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F8_9
F8_8
F8_6
F8_2
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G13_45
G12_11
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G13_27
G13_21
G13_22
G13_23
G13_24
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G13_26
G13_37 G13_41
G13_42
G14_43 G14_44 G14_45
G13_33 G13_35 G13_38
G14_42
G13_29 G13_32
G13_30
G14_40 G14_41
G13_16 G13_10 G13_17
G13_4 G13_11 G13_18
G13_5 G13_12 G13_19
G13_13
G13_20
G13_14
G13_6
G13_7
G13_8
G13_9 G13_15
G13_25
J12_56
I12_30
G16_62
G16_56 G16_63
G16_57
G16_58
G16_50
G16_51
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G16_43
D18_32
D18_29
D18_30
D18_33
D18_36
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D19_28
D19_26
D19_27
D19_16
D19_6
C19_96
C19_83
C19_84
C19_75
C19_76
C19_77 C19_85
C19_90
C19_91
D19_2
D19_3
D19_7
C19_92 D19_9
D19_31
D19_32
D19_33
D19_14
D19_24
D19_25
D19_21
D19_29 D19_20
D19_11
D19_12
D19_13
C19_89
C18_72
C18_66
C19_79
C19_80
C19_81
C19_88
C19_94
C19_82
D19_8
D19_1
C19_93
D18_22
D19_10
D19_19
D19_22 D19_15
D19_23 D19_18
C18_82
C18_77
D18_12
D18_18 D18_11
D18_21 D18_31
C18_86
D18_3
D18_7
D18_9
D18_4
D17_9
I13_1
I13_2
H14_2
H14_3
I15_3
I15_2
I15_1
I14_3
I14_2
I14_1
I15_5
I15_6
J16_5
I16_1
I16_2
I16_3
I16_4
I14_5
I15_15
I15_14
I15_12
I15_13
I15_11
I15_9
I15_10
I15_7
I15_8
I16_12
I16_11
I16_10
I16_9
I17_25
I17_24
I16_7
I16_6
J17_16
E11_21
F9_32
F9_30
F9_39
F9_28 F9_33
F9_18
F9_31
F9_23
F9_27
F9_19 F10_20
F9_36
F9_38
F10_25
F9_37
F9_35
F10_24
F10_14 F10_26 F10_32
E9_29 F9_4
F9_5
E9_23 E9_37
F9_12
F9_8
E9_36 E9_30
E9_22
E9_20
E9_17
E9_18 E9_26 E9_33 F9_10
F9_6
F8_11
F8_13
F8_14
F11_13
E11_11
F11_26
F11_23
F11_21
F11_10 E11_38 F11_3
F10_41
F10_53
F10_45
F10_81
F10_50
F10_49
F11_35
F9_34
F9_26
F9_16
F9_13
F9_14
F10_2
F10_4
F10_6
F8_5
F9_24
F8_12
F8_10
F9_15
F9_9
F9_20
F9_29
F9_25
F9_22
F9_17
F9_3 E9_34
F9_21
F9_11
E9_7 E9_11 E9_19
E9_12
E9_5
E9_6
E9_3
E9_16
E9_15
E9_13
E9_8
E10_9
E10_15
E9_14
E9_10
E9_4 E9_9
E9_1
E9_2
E10_2
E10_3 E10_7 E10_16
F10_54
F11_40
F11_36 F11_37
F11_32
F11_30
F15_4
F15_9
F15_8
F15_7
F15_13
F15_12
F15_11
F16_3
F16_12
F16_5 F16_11 F16_14 F16_15
F16_6 F16_13 F16_16
F16_1
F16_2
E16_42 F16_8
E16_41 F16_4 F16_7
E16_37
E16_38
E16_39
E16_40
E16_34
E16_43 F16_9
E16_44
E17_3 F17_2 F17_3
C16_30
C16_31
C16_32
C16_22
C16_42
C16_23
C16_24
C16_27
C16_26
C16_21 C16_25
C16_20
C16_19
C16_18
C16_17
J12_15
I11_4
J11_8
I11_5
I11_2
I11_3
J11_11 J11_13
J11_9
I11_8
J11_5
J11_6
J11_2
J11_3
I11_13
I11_9
I11_14
I12_28
J12_36
J11_14
J11_10 J11_12
J11_7
J11_4 J11_1
J12_7
J12_4 J12_2
J12_1 I12_29
I12_27
I11_12
I11_10
I11_7
I12_23
I12_24
I11_6
I12_26
I11_1
I12_20
I12_21
I12_22
I12_25
J12_17
J12_21
J12_26
J12_27
J12_34
J12_40
J12_55
J11_22
J11_19 J11_21
J11_20
J12_52
J11_15 J11_17
J11_16
J11_18
J12_46
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J7_16
J7_17
J7_18
J7_19
J7_9
J7_10
G19_49
G19_48
G19_47 G19_46 G19_45
G19_44
G19_43
G19_42
G19_41
G19_40
G19_39
G19_38
G19_37
G19_36
G19_35
G19_34 G19_33
G18_97
G18_96
G18_95
G18_94
G19_53
G19_52
G19_51
G19_50
G19_57 G19_56
G19_55
G19_54
G19_58 G19_59
G19_60
G19_61
G18_98 G18_99
G18_100
G18_101
G19_64 G19_63 G19_62
G18_102 G18_103 G18_104
J7_20
J7_21
J7_22
J7_24
J7_23
J11_58 J11_57 J11_56
J11_59
J11_63 J11_62
J11_64
J10_10 J10_9 J10_8
J11_66
J11_65
J11_61 J11_60
I11_75 J11_29 J11_30 J11_31 J11_32
J11_42
J11_43
I10_32 J10_11
I10_31
I10_30
J10_12 J10_13
I10_33
J10_14
I10_34
J10_15
J10_17
J10_18
J10_19
J10_16
I11_79 J11_34 J11_35
I11_78 J11_36 J11_37
I11_77 I11_76
J18_54
D19_108
D19_109
J10_20
J10_22
J10_21
J11_54 J11_53
J11_50 J11_51 J11_52
J11_55
J11_38
J11_40
J11_41
J11_39
J11_33
H13_36
H12_50 H12_51
H12_53 H12_52
H12_55
H12_54
H12_57 H12_56
H12_61 H12_60
H12_58
H12_59
H12_62
H12_64 H12_63
H10_65 H10_64 H10_66
H10_62
H10_61 H10_69
H10_68
H10_67
H10_70
H10_71
H10_63
H10_72
H10_73
H10_74
H10_75
H10_76
H10_77
H10_80 H10_24
H10_81 H10_84
H10_82
H10_78 H10_79
H10_83
I15_64
J8_26
J8_25
J8_24 K8_6
K8_7
K7_8
K7_9
J7_25
J7_26
G15_40
F18_49 F18_51
F18_50
G18_86
G18_81
G18_83 G18_93
G18_85
G18_84
G18_105
G18_106
G18_80
G18_82
F18_48 G18_79
G18_77
G18_78
K7_10
H9_6
H9_5
H10_30
H10_29
H9_4
H10_28 H10_27
H9_3
H9_10
H9_8
H9_9
H9_7
H10_18 H10_19 H10_20 H10_21
H9_2
H10_26
H10_25
H10_17
J9_9 J9_10
J8_19 J8_18
J8_17
J8_16
J8_20
J8_15
J8_14 K8_5
K8_4
K9_1
K8_1
J8_13 J8_12
J8_11
J8_10
K8_3
K8_2
H19_8
I10_15
J18_53
H9_1
H9_13
H9_14
H9_15
H9_16
H9_11
H9_12
H9_17
H9_18
H8_1
H8_5
H8_4
H8_3
H8_2 H8_6
I8_30
I8_29
I8_27 I8_28
I8_26
I8_25
I8_24
I8_23
I8_20 I8_21
I8_19
I8_17 I8_18
I8_16
I8_15
I8_14
I8_13
I8_12
I8_11
I8_10
H8_7 I8_9 I8_8
I8_7
I8_6
I8_5
I8_4
I8_1
I11_36
H8_8
G8_39 G8_40
H8_9
H8_10
G9_67
G9_82
G8_41
H8_11
H8_12
H8_13
H7_1
H7_2 H7_3
C15_3
C16_52
C16_53
C16_51
C15_4
H7_4
J10_23
J10_24
J10_25
J9_11
J10_26
H7_5
H7_6
H7_7
J9_13 J9_12
J10_27
J9_22
J9_21
J9_20
J9_19
J9_18
J9_17
J9_16
G10_48
G10_49
G9_85
G10_50
G9_83
H9_21
H9_20
H9_19
G9_86
H9_27
H9_26
G9_84
H9_25
H9_24
H9_23
H9_22
H8_17
H8_16
H8_15
H8_14
F19_21 F19_22 F19_23 F19_24 F19_25 F19_26
F19_20
F19_19 F19_28
F14_38 F14_36 F14_37
F14_25
H8_18
H8_20
H8_21
H8_19
G8_45
G8_44
G8_42
G8_43
G8_46
G8_47
G8_48
G8_49
H8_22
G8_50 H8_24
H8_23 H8_29
H8_26
H8_28
H8_27
H8_25
H8_30
H8_44
H8_45
H8_43
H8_42 H8_41
H8_40
H8_39
H8_38
H8_37
H8_36 H8_35
H8_34
H8_33
H8_32
H8_31
H8_48
H8_47
H8_46
H7_9
H7_8
H7_10
G7_2 G7_1
H7_11
H7_14 H7_15
H7_13
H7_12
H7_22
H7_21
H7_16
H7_18 H7_17
H7_19
H7_20
H8_49
G8_51
H8_51
H8_50
H7_25
H7_24
H7_23
H7_27
H7_28
H7_26
G8_52
H8_52
H7_29
H8_53
J10_30
J10_31
J10_29
J10_28
J10_35
J10_37
J10_36
J10_32
J10_34
J10_39 J10_38 J10_33
J10_42 J10_41 J10_40
J9_15
J9_14
J9_65
J9_58
J9_61 J9_60 J9_59
J9_49
J9_53
J9_57 J9_56
J9_54 J9_55
J9_44
J9_43
J9_42 J9_41 J9_39
J9_40
J9_46
J9_45
J9_48
J9_47
J9_50
J9_51
J9_64 J9_63 J9_62
J9_25 J9_26
J9_30
J9_28
J9_29
J9_27
J9_37
J9_38
J9_36
J9_35
J9_34
J9_33
J9_32
J9_52 J9_31
B19_19
C16_50
C17_84
D18_98
E11_45 F11_82
G11_43
G14_46
G9_78
K19_48
K19_47
K19_46
J16_28
J16_59
J16_26
7810
J16_54 J16_55
J16_56
J16_57
J15_55
J16_49
J16_52 J16_53 J16_51
J16_45 J16_44
J16_43
H21_9 H21_10
F19_27
H17_94
H9_28
I10_35
I14_23
I15_91
I15_88
I15_87
I15_89
I15_90
I16_60
I16_71
I18_21
J14_10
J14_11
J14_9
I17_68
I19_41
I20_49
J17_55
J18_50
J20_63
I14_17
7116
7114 7113 7095
6986
6985
7097 7106 7105
7098
7094 7093
6947
6984
7103
I16_29
I16_30
I16_31
I16_32
I16_49
I16_35
I16_34
7044
J16_4
J16_7
J13_61
G18_11
G19_6
G19_7 G19_8
I16_24
I16_25
I16_67
I16_52
K13_4
K13_5
J13_60
G13_70
I16_47
I16_48
4270 4318
J16_50A J16_41A
J16_48A
J16_46A
Sources: City of Fontana 2022;
ESRI, 2023.

C:\Users\chandlerd\OneDrive - Albert A. Webb Associates\2022\22-0200\GIS\PRO\Figure 6-X Modeled Sewer System.aprx Map created 27 Aug 2024 CITY OF FONTANA SEWER MASTER PLAN 2023
APPENDIX D-1 IEUA 1 MODEL SYSTEM

MANHOLE ID
I
0 1,250 2,500
Feet
LEGEND
Model Pipes
Diameter (in)
8-inch or less
10-inch or greater
Model Manholes
Tributary Areas
IEUA 1
Service Area Boundary
255
g
g
£¤66
§¨¦15
þ}210
1835
7899
8010
1204
6279
9463
9601
9371
376
7905
2401
327
9267
3116
7183
5855
1785
7513
10063
5593
7242
11011
9782
7998
2785
9548
6112
10597
3085
1134
9553
7512
9376
2149
3994
2285
9888
9418
9575
9880
9774
9491
5884
9710
8498
8548
9146
5876
8396
10604
9690
5594
1361
80 1561
7568
4233
3199
4023
8320
9747
1219
3042
10621
7912
9933
7268
9569
10594
3302
9721
9172
9667
160
877
9560
7934
10213
9165
9348
9526
9541
8963
8727
10599
9470
7281
1958
10254
9365
3903
8780
8944
2123
3124
8305
7564
9139
4249
5668
1399
7629
4248
10295
10140
917
2094
7955
8988
855
7196
8234
8955
7195
7151
9995
4957
10641
8299
10365
3174
9258
8562
7471
298
10527
545
9151
4244
8551
1028
3213
1018
10232
814
1995
9515
3610
4442
4472
8149
1097
9176
8703
9166
5870
6120
5539
9173
6055
7474
7321
1241
7919
9167
1400
7949
10355
8187
8314
10161
5669
1139
5745
9377
9754
7927
8489
4201
10573
1394
8285
7172
9738
2861
7419
2895
9944
8484
5279
1877
3978
1989
10372
697
7385
9482
1676
2457
2704
3148
10026
2703
2702
512
7575
9889
10448
4400
8973
7459
4509
10347
9478
10377
945
8057
8836
7443
587
7467
5257
6190
7423
9457
7635
8269
9409
8036
10349
10072
5458
7553
7612
8025
10437
7484
1012
7259
573
10495
2884
10479
8147
3653
3524
10344
4980
5168
10289
2864
10601
8313
296
3432
7583
10124
9150
9717
5967
9882
10137
4629
5204
9756
1131
8282
7937
10362
9989
10569
2984
7424
10578
111
10657
6111
9014
3562
3601
2953
10261
7550
7979
10363
8292
4860
10676
10655
3529
7123
318
2620
7542
8226
9965
10524
8228 2796
9576
9611
8698
10666
9211
9928
10074
10525
7572
2170
3052
7929
1181
1267
9192
1579
10494
10165
10537
1675
9025
8283
3297
1246
8053
4904
8947
10080
9657
845
5345
10251
6201
3569
3931
5070
1434
7372
10079
4393
10607
5426
6269
5153
1998
534
1611
2093 1880 178
2008
5170
599
6271
4231
6270
8453
9175
7120
10610
10662
513
9544
7582
8139
4440
2467
2608
3760
2103
8156
9953
3162
1478
9683
3568
7938
2291
5726
2517
280
9762
9207
1620
10089
6119
887
2805
6098
6099
6097
705
6204
3133
1226
4912
1464
10367
908
5865
7939
2599
114
7520
3519
2977
3843
2464
9016
5583
10031
10567
3056
8058
4881
8793
3262
9216
9527
7488
2935
8457
4924
555
7397
7504
9021
1541
10379 10381 10383
7496
3191
10487
10526
9755
562
8264
10101
2408
10281
7945
10118
4592
7573
7740
4232
3320
3245
7579
1042
8748
4763
4431
4134
2888
7907
10678
10073
7668
2974
3527
2603
585
1411
10158
4810
5161
3785
1244
3357
3246
6062
563
3749
2967
10316
8245
8469
6042
9735
5106
2294
10300
3395 2160
9329
6160
7930
3799
8367
8362
7367
2681
4942
2185
9550
9752
92 7524
8425
575
7650
541
2901
10575
10679
5341
2604
1240
1683
2909
9030
1811
1477
9949
8631
10303
8987
9200
1680
10385
4466
3227
8229
4214
8887
2197
9885
8843
8873
3576
75 7507
7530
7453
8777
8527
9559
2110
5171
2520
4734
3734
2514
1243
341
2448
9720
10547
8885
9771
882
10447
9464
9346
5460
1800
10010
7994
4444
8231
6072
916
3219
1489
3861
9687
7478
5875
3838
10404
2447
3163
6050
8800
8459
7980
5988
1780
8493
8855
1956
1157
5684
10288
5355
5862
3228
2166
9658
207
7286
10660
9964
1622
665
9198
3913
7648
7236
1783
1875
7566
10051
10277
9671
2648
2905
10663
2009
9156
10214
3724
9403
4226
1640
9144
7208
2346
10697
1581
2213
9402
7522
530
9674
7737
107
3222
8831
375
8023
7497
2976
5241
1594
8675
10665
2445
9682
10021
1306
8143
962
975
4919
8848
1525
1074
4713
3187
3981
3202
9205
2419
7197
1009
1615
5318
9684
74 8251
10491
7490
8265
8492
816
7619
10582
8488
9689
8295
10081
1597
7947
4719
9528
7978
4626
157
6207
7621
9766
3526
1488
2256
9916
9758
1166
2356
4291
7376
8806
8866
1482
3883
6115
3507
1451
2417
1362
790
158
10020
1069
3198
5316
8177
1621
7845
1805
5087
10078
4031
1953
8556
3147
2295
7377
1988
1936
6158
7213
9987
2595
8762
9027
387
7536
7368
1465
5164
3063
5201
8049
9940
3236
3564
7537
2476
4897
10675
2919
9659
3915
1414
2151
10489
8190
8838
10667
3167
4149
8148
8191
6102
113
7446
10416
683
8876
5679
9942
9222
8986
7186
10319
9439
2106
5247
10388
8834
5068
8730
3753
3603
214
656
10418
7508
8444
10369
9691
640
7724
4988
9959
321
1410
189
2433
1484
10236
9707
1062
4127
1483
10286
7940
3652
339
9975
7581
9954
4235
4033
7353
7658
5110
5671
8188
9288
1699
7144
6171
203
7428
4048
3020
105
10611 10612
2267
7666
7148
3999
1670
8638
2345
9186
664
6189
9354
8297
10670
5543
4035
7404
7284
6159
5346
171
1339
2757
8867
3200
2381
9780
1547 4165
6170
774
10011
1033
7900
10614
9368
10211
7638
7623
8490
8035
1216
9786
4276
10500
10596
2874
8754
8467
9945
8632
6101
7626
7989
8694
4128
3914
9009
9378
2459
1540
2841
4172
1821
5098
2239
324
278
10284
2685
8289 8290
5587
3192
3989
7503
8441
5687
7278
7128
6130
7918
7400
9142
4722
1336
8691
9763
7389
4229
7277
8359
2405
1187
2554
8666
4443
8321
2890
1487
3542
1415
4307
1485
1598
5172
8230
116
1992
7240
694
2821
8340
1834
7388
2807
9174
5244
553
10028
9366
3983
7518
7525
4222
306
10646
9364
1315
5871
535
7481
5683
309
2975
4853
8247
1431
10008
3649
2183
10175
1572
5505
2012
8339
7476
2640
5162
4390
8689
1937
10315
10576
8805
7859
8850
3571
10027
5061
1883
8579
3329
2897
8323
10313
8787
9934
3372
1096
7457
2678
1458
3373
1138
7534
7890
10684
6093
150
2416
7473
2980
3917
7440
10159
7283
10033
1041
5533
988
7935
9001
1894
8135
7567 1137
3460
8316
1954
7584
787
3203
7541
3541
10032
536
1869
8745
10162
3251
6069
10050
9736
2688
968
972
9005
1165
7924
1188
4133
8466
10293
796
10038
8531
647
3051
118
8536
2148
8837
2437
5470
7190
9535
8465
10298
5166
1095
8846
2297
4037
5332
8322
3296
1546
1812
9737
9612
7858
6763
837
5311
7386
5537
8700
5989
8516
7166
2171
7125
1574
8173
7906
366
7129
7135
3481
7547
2361
10568
3326
7492
10065
7214
10410
2518
8250
4227
7475
1860
2201
6078
2259
946
60 7468
4585
8276
5165
2418
9586
10128
6054
1180
10502
5169
3676
7212
7963
7517
2261
7532
8307
794
8518
409
5597
10296
8027
8007
367
5200
7486
10258
5293
2474
5295
10083
9363
3171
10187
8270
8286
1238
3134
2332
5970
3043
6116
8044
2226
9767
2284
3306
4781
8336
2360
4171
7538
1925
9026
5099
8797
2497
2496
8697
9693
3921
4857
8277
10490
10591
3771
4430
8985
1364
3530
10131
5294
8311
5682
9982
212
3279
793
8717
7506
7856
8676
3293
8133
3647
1020
4138
8512
1350
8693
8315
8333
8682
6043
5858
7215
10642
7477
7888
7228
1457
1692
8363
10029
4816
8702
7946
938
88 10507
1432
9397
2189
10321
6044
939
3584
7986
10061
1963
5861
3929
7452
6051
2178
5314
8667
878
2368
7280
8337
7167
1623
8731
7145
8539
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10043
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2772
8525
5673
10593
3011
2462
2840
1749
10157
4849
10579
2650
10535
10536
1023
7613
3536
4167
1194
9353
5353
9784
4915
9327
7660
5506
4836
4234
2398
1748
3037
2126
3149
9476 9471 9472 9477 9473 9474 9545
431
1603
1997
4174
8026
1747
4142
1612
10267
8767
9532
993
5863
9359
8722
7414
2862
2210
3195
4714
8308
10009
7798
6211
10045
4437
5878
5670
3946
4707
7614
4948
7948
1058
1314
9180
2632
7653
4627
1468
8721
5468
4705
8695
3851 9702
3985
1060
3605
1490
345
10274
5619
10581
10583
4436
994
1059
5083
8416
4346
2564
7323
6181
7950
10615
8661
10194
3170
5319
8442
4625
10212
2759
7549
8151
231
661
4712
8196
3984
8495
3673
1459
6199
7851
2770
7418
115
1552
2011
7324
10440
1694
1493
7336
532
9932
5196
4755
8154
8752
2800
5337
5287
9979
7498
10100
7437
5962
10102
1337
9411
4177
9202
9892
2765
8874
1970
10453
4542
5540
1040
8687
7898
4445
2917
1578
9188
8965
8826
3089
1471
10492
84 9484
10438
10352
874
3385
4923
1833
9958
3729
4202
3732
9185
5238
2596
4217
2969
3461
4434
2525
9467 9468
2872
1614
4204
1171
10115
3645
10635
10013
3390
10449
6059
8232
4096
1781
5085
1754
6064
7322
548
9272
9313
5866
4203
8246
1208
8882
8728
1568
2515
7274
8022
2505
7561
5237
7628
7673
3509
7221
9273
361
8880
7315
7257
7203
7199
7675
4928
4539
7607
7984
9181
8005
8828
9314
7200 7201
3487
3482
7526
8663
3634
8974
8863
7465
7943
7942
3477
4220
4435
2876
4774
1799
382
1056
2948
1092
8178
1093
5658
3544
4103
4399 1366
10452
3058
540
10230
10116
1924
2873
669
1755
4987
875
2510
2022
3791
2633
4022
383
1064
4894
1900
2766
3106
3484
2788
983
3476
2634
8013
9398
7317
73827379
7335
1081
9488
8048
1068
2589
53 8179
7316
8879
1571
7204
5292
10225
8002
8881
7674
7426
7334 7333
5610
7454
9489
9131
7676
7205
3563
5981
1301
8964
7431
8145
9770
7923
410
10609
547
7430
2563
4762
9355
2010
6167
9309
5123
6762
7393
4986
7558
3941
7928
9271
1036
7329
1472
9219
10192
7152
9319
2176 2175
4173
2552
9881
8033
7611
354
4844
1606
702
10680
8486
608
4981
698
7243
9280
8522
7659
8658
9614
9283
2878
3381
4793
1847
1607
3137
3173
699
7427
3131
8657
3221
4972
8656
3115
8659
8153
356
9326
1460
8052
3869 3868
3902
7373
2789
4926
4927
1076
1195
3282
9487
7966
538
7384
5980
3103
8706
703
4209
3309
8509
2900
2605
186
4151
362
5881
7392
3792
1461
8769
10600
10588
8814
8514
7189
2943
7383
8474
4021
7973
4973
3857 1024
2586
5125
4525
7434
10144
3722
7920
4971
9197
8350
5202
9362
3371
5600
3389
4462
9360
8555
9179
7356
2602
4197
2247
8347
668
8003
256
5338
5260
8261
255
667
126
1061
407
8547
7405
3721
8811
9361
7559
9213
2799
4720
10625
5690
7499
2762
7977
5336
8792
10332
8304
1671
8458
1580
8306
8761
8785
9331
4953
4208
1227
666
254
1416
5356
7332
9203
1980
680
9289
1619
6186
188
1497
4110
9976
7266
39888723
1873
8354
4728
6266
7122
209
8353
3261
582
8181
7983
8180
5102
1634
7330
5429
4729
584
979
10156
1169
9135
4979
6080
10668
7999
8344
3582 3581
3561
735
66 2814
2635
4464
4921
9019
9679
3583
7263
7132
2513
10358
6180
10069
2970
2942
3123
4010
7176
6182
8674
93 8949
4004
8477
6212
145
5817
10019
2387
4093
1176 1920
1161
1558
5676
7992
9004
9204
7641
8348
5434
827
9315
899
3844
3510
9307
3643
10318
1302
3616
7227
365
6052
5334
8045
4586
3006
8357
2551
4925
3269
8790
1283
3274
1941 1940 1939
3739
10252
3518
736
1100 381
1942
8737
10603
7225
8426
4044
6061
10143
2937
2590
2519
10268
5203
7461
1915
3458
1570
615
4724
9706
4730
8791
7185
9619
10325
10443
4091
1916
897
5016
3847
8823
379
9996
802
7147
8865
5542
5197
10142
2689
2690
8175
9426
1234
7560
389
67 3260
4427
822
10104
9543
4703
8405
8046
1560
5541
907
1473
8751
7495
8160
817
8171
3295
549
1207
9276
1618
989
1522
9127
10125
2334
5841
8891
9415
1034
10126
2636
5335
801
1521
2544
1384
7464
8871
985 984
2875
2968
9275
5462
1307
6024
7515
7990
72 2498
9414
987
68 7364
8260
4039
1952
5840
2499
91 7741
3113
9413
8144
8886
9412
8504
10493
358
9277
1837
9994
9405
5175
4731
187
1681
2809
7634
3472
2357
3177
7267
5174
2333
6110
3535
9483
10546
10544
10545
3570
9751
9749
5145
8570
10590
1617
7170
10006
4732
9218
7661
128
957 958 959
10152
834
6200
813
8568
2529
7411
8400
5675
9967
9424
9406
9437
1397
380
5582
7374 7375
9133
3117 3118 1647
8734
7412
1099
215
7455
825
343
1682
2427
8569
3280
7319
5654
359
10132
9434
425
6184
848
5655
2522
1135
1186
9966
9431
52 9438
4770
9485
880
10127
4107
10130
8884
6025
281 4939
4105 654
910
10129
8794
310
7505
3380
9432
10084
9282
2487
1026
10241
374
6210
9429
426
9430
8571
833
637
1426
10151
1396
3485
4843
9400
3506
8948
1550
2860
7134
73 10145
9582
1798
4005
10190
8718
2879
3102
1717
5198
8869
2858
2916
3478
1177
1919
6157
5616
2352
2355
1170
7528
3100
529
906
9134
9138
6183
7620
9481
7282
8281
1788
3084
5432
1395
5427
378
1542
1935
3590
4840
10178
8174
9436
3609
8288
10155
7469
516
4027
10616
8719
5963
10208
3101
10133
1359
4761
10210
9719
10592
3642
898
537
9615
8972
776
831
9969
7409
8415
3565
8533
7381
1955
4780
1804
249
9718
5465
4026
122
9616
5433
1136
5595
5598
6164
1725
9422
6185
9760
7352
818
7964
3093
8345
4858
1961
8749
8346
8403
5869
9583
1228
10209
1792
1360
1829
812
7279
2484
571
1796
7721
2108
1297
7485
7470
2483
8681
8494
1813
9613
2380
7672
1543
8705
10153
9992
10227
3713
7545
8195
9170
8262
7655
1962
5599
8194
7237
393
3756
8193
9278
4726
8192
4032
290
3391
777
8550
7656
7422
5103
1852
4024
5689 3651
1776
5350
2329
1853
2954
2933
5130
3352
1677
7447
4779
253
2440
9137
10634
10185
4706
5872
3740
10623
9676
4469
2553
23 1616
3121
4759
2957
5251
6196
5873
4709
5601
7527
10243
1130
7665
4958
4630
2466
4150
7380
10631
3813
4428
8554
6187
7337
9417
4001
3122
1652
7219
10004
2913
7922
9416
7451
8725
1517
2509
9268
9265
1999
7360
9699
7448
7458
9971
1736
7207
9423
8670
2508
7917
8334
388
8399
2374
7342
8712
4051
9746
7133
7645
7111
7643
8726
5239
7341
544
3457
9421
3232
10248
7463
10312
2443
8419
7226
9680
10350
7965
10613
8213
3474
8535
43177112
3755
5620
2209
1586
5317
9591
2104
4319
4311
1587
3577
4309
6046
737
3945 4470
3258
743
4014
5144
5860
1129
22 2561
1098
9704
10226
10630
543
9776 9777
9700
5464
4310
5618
5886 5885 4029
4316
5623
9772
1575
3108
10683
1831 4917
5607
3252
5617
9609
4308 5605
4106
5430
2621 2623
4221
3164
8244
1235
3944
3253
1168
4028
8807
9703
2468
4320
3648
8711
5121
3750
9986
9972
583 3810
4318
8860
6165
3811
8704
3672
8968
8521
693
9590
6188
7642
8553
3099
61 7961
8418
1454
8335
5139
4163
5131
4152
4153
2116
9266
4175
8452
9915
9425
5467
8460
392
3840
978
8824
7218
7344
5115
7174
1286
1960
4975
8420
7972
152
8256
2744
5966
4000
9757
7850
9420
5969
2138 2137
10624
10629
10626
10619
7849
9610
9281
1588
10439
7450
1832
4887
4527
4757
3766
5134
3092
2353
4401
2914
3768
5133
2649
8810
2400
1332
832
9169
8552
4130 2857 1298
2816
4976
3384
4433
1222
7640
9132
3540
4207
3943
4120
2132
8856
3533
2624
2524
3299
2523
4396
1101
3166
4121
9002
7211
2588
4003
1206
3671
9608
208
4297
4513 2784
3849
5094
3744
5466
1225 2979
6209
8443
5014
3773
10242
8451
8532
1193
797
3233
5066
4916
3270
3712
2119
3161
788
1793
10327
9428
3292
377
5096
4920
9698
1656
4465
3594
5116
7171
7328
4294
3239
5386
3767
4293
2134
614
3240
1102
2135 2133
8825
3241
3765
3488
7327
328
3762
5280
561
2194
4892
2558
5065
7857
7410
7502
1806
2559
3054
7995
9960
1807
4510
2601
2815
4859
1428
10237 10238
10239 10240
4131
1851
4954
1593
119
4312
8475
8861
8803
121
4295
120
8456
7552
5126 2587
8476
5101
3182
1982
10620
64 2526
1025
1220
4219
2813
90 1928
2379
429
8412
3310
2619
7887
8688
2430
7556
8883
6198
3307
1808
4956
4515
4523
2956
2527
949
963
5064
4519
3375
2130
948
4514
5060
1031
1030
1536
3090
2268
2232
3376
4522
2233
2129
3091
1929
3459
4520
7925
539
3511
9955
4808
2260
4544
1779
2830
4521
2128
54 3353
4518
3165
4092
10353
5591
4511 4512
9433
961
4463
3210
2481
3211
9759
3377
1300
1815
2741
4516
2212
415
4517
2902
8798
5124
1304
4955
658
1303
1790 3212
4809
4471
2886
10269
2274
3934
5067
2193
4756
1927
7168
5310 5309
3175
2639
2241
3086
3839
2343
8401
4839
10271
9988
1427
8404
10270
1592
10224
3604
3114
3751
10117
4002
2139
1673
901
873
6268
607
4982
5611
950
4899
5612 5613
21 2600
3752
2661
372
3998
951
2386
2829 3009
1814
2699
1827
7314
2269
4736
4126
1917
4735
2786
10541
10542
10543
2382
6260
3040
3220
4733
10275
3319
2142 2550
3532
4760
1269
2495
3638
373
2465
10441
2883
660
5063
5677
7848
5592
5461
2627
4811
4902
4907
8812
3607
250
2556
4906
1848
132
2383 5746 4896 4901
3087
2557 2555
1708
4838
1698
4908
652
7270
4016
2393
6262
3379
5747
1223
211
9516
4905
2906
100
8558
2273
2461
4900
1918
8872
659
1934
2889
2887
129
6264
9152
4721
1651
6263
2958
3231
9701
896
4861
3505
4296
2530
5608
3382
1232
5844
2262
1233
4009
1452 3575
4104
914
2626
1951
6169
8852
5693
6063
1357
3572
4867
2706
3088
2446
233
889 888 5692
4676
604
3573
2372
4891
692
2358
2388
1291
7165
3184
2404 2403
2177
2266
2707
2371
8559
4807
915 4725
2263 2265
5843
2264
3105
3993
7891
4292
2136
3178
213
3064 3884 3393
1287
3394
4718 5968
6168
2373
1429
2354
5691
5308
6091
6058
4909 4910
8446
4842
6092
3180 3181
900
3179
5857
Sources: City of Fontana 2022;
ESRI, 2023.