Master Plan Report - Draft December 2024
TABLE 3-3: CITY’S LARGEST WATER USERS (WATER USE GREATER THAN 50,000 GPD) Account Holder Account
No. Address APN Customer Type2 NAICS Class Description3 Avg Water Use (gpd)4 ELEC DEPT 72271 850 Duane Ave 224-08-153 MU Other General Government Support (Power Plant) 345,810
CALIFORNIA
PAPERBOARD 63199 525 Mathew St 230-03-090 MJ Paperboard Mills 239,508 INTEL CORPORATION 64334 3065 Bowers Ave 216-46-015 CI Semiconductor & Related Device Manufacturing 137,542
THE IRVINE
COMPANY LLC 82043 3355 Octavius Dr 216-45-058 CI Lessors of Nonresid. Build. excpt Miniwarehou 125,548
SUMMERHILL
LAWRENCE LLC1
81664 3494 Toomey Pl 216-60-025 CI New MF Housing Const Excpt Operative Builders 119,422
CORESITE
CORONADO
STENDER LLC
62292 3035 Stender Wy 216-29-084 CI Bare Printed Circuit Board Manufacturing 115,565
ELEC DEPT 64922 524 Robert Ave 230-03-067 MU Other General Government Support (Power Plant) 115,177
KAISER PERMANENTE 68692 702 Lawrence Expy 316-09-046 CI General Medical and Surgical Hospitals 109,415
SUMMERWOOD AT
SARATOGA CA INC 64126 444 Saratoga Ave 294-04-000 MF Lessors of Residential Buildings and Dwelling 101,166 APPLIED MATERIALS 64284 3300 Scott Blvd 216-49-024 CI Semiconductor & Related Device Manufacturing 100,189
INTEL CORPORATION 64352 2150 Mission College Blvd 104-48-010 CI Semiconductor & Related Device Manufacturing 89,168
3515-3585 MONROE
STREET LLC1
76100 3555 Monroe St 216-25-008 CI New MF Housing Const Excpt Operative Builders 83,570
VANTAGE DATA
CENTERS LLC 64337 2880 Northwestern Pkwy 216-28-133 CI Semiconductor & Related Device Manufacturing 83,110
STREAMLINE
CIRCUITS CORP 62970 1415 Richard Ave 224-06-170 CI Bare Printed Circuit Board Manufacturing 73,936 City of Santa Clara (Project 0012307.00) 3-10 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
Account Holder Account
No. Address APN Customer Type2 NAICS Class Description3 Avg Water Use (gpd)4 APPLE INC 76270 3250 Scott Blvd 216-29-117 CI All Other Business Support Services 63,907
CYXTERA DATA
CENTERS INC 61293 4650 Old Ironsides Dr 104-04-077 CI Data Processing, Hosting, & Related Services 61,571
WOODSBOROUGH
HOMES ASSOC 64115 950 Kiely Blvd 290-62-000 MF Othr Orgs (HOA, TOA, Tennant Assoc&Similar) 59,979
DIGITAL REALTY
TRUST LP TOTALZ 78636 2220 De La Cruz Blvd 230-03-108 CI Data Processing, Hosting, & Related Services 59,632
SANTA CLARA
UNIVERSITY 64018 500 Lafayette St 269-38-090 CI Rooming and Boarding Houses 57,109
FUJIFILM DIAMATIX
INC 82985 2230 Martin Ave 224-10-126 CI R&D in Physical, Engineering & Life Sciences 53,903
PROMETHEUS REAL
ESTATE MS #2 61640 4101 Lick Mill Blvd 097-08-100 MF Lessors of Residential Buildings and Dwelling 53,215 APCT INC 61520 3495 De La Cruz Blvd 101-15-033 CI Radio&TV Broadcast&Wireless Comm Equip Manuf 51,944
1Recent new construction.
2MU = Municipal; MJ = Major User; CI = Commercial Industrial; MF = Multi-Family Residential. 3NAICS = North American Industry Classification System. Federal standard used to classify businesses by type. 4Estimated based on winter water use billing data (“utility_type” = sewer records from December 2021 - March 2022). May not correspond directly with the largest sewer dischargers, especially in cases where large volumes of water may be used onsite and therefore not discharge to the sewer system (e.g., data centers). Sewer flows from large users are reviewed and updated as appropriate during the dry weather calibration procedure.
APCT INC
ELEC DEPT
ELEC DEPT
APPLE INC
NVIDIA CORP
KAISER PERMANENTE
APPLIED
MATERIALS
INTEL CORPORATION
INTEL CORPORATION
CALIFORNIA PAPERBOARD
FUJIFILM DIAMATIX INC
SANTA CLARA UNIVERSITY
SUMMERHILL LAWRENCE LLC
WOODSBOROUGH HOMES ASSOC
CYXTERA DATA CENTERS INC
VANTAGE DATA CENTERS LLC
STREAMLINE CIRCUITS CORP
3515-3585 MONROE STREET LLC
PROMETHEUS REAL ESTATE MS #2
SUMMERWOOD AT SARATOGA CA INC
DIGITAL REALTY TRUST LP TOTALZ
CORESTIE CORONADO STENDER LLC
THE IRVINE COMPANY LLC
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Map Created: December 2024
Third Party GIS Disclaimer: This map is for reference and graphical purposes only and should not be relied upon by third parties for any legal decisions.
Any reliance upon the map or data contained herein shall be at the users’ sole risk.
Largest Water Users (greater than 50,000 gpd)
City Boundary
Trunk Mains
Gravity Main
Force Main
Small Diameter Mains
Figure 3-3
Top Water Users
Sewer Master Plan Update
±
0 0.25 0.5 1
Miles
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3.4.1.2 Diurnal Pattern Development and Refinement
In most sewer systems, BWF typically exhibits distinctive diurnal patterns depending on the land use, usually categorized as residential and non-residential. BWF varies throughout the day in a typical way, generally peaking early in the morning in most predominantly residential areas. Typical hourly peaks from residential areas tend to be about twice the average flow. Higher peaks can occur on atypical days of the year (e.g., on major holidays such as Thanksgiving or at halftime on Super Bowl Sunday). For Santa Clara’s sewer model, typical diurnal patterns were developed for residential and commercial/industrial (i.e., non-residential) wastewater flows for both weekend and weekday conditions. Additional non-residential patterns were also developed for specific large users. The patterns were applied to the subcatchment BWF in the model based on the subcatchment’s land use and location.
During the dry weather calibration process, the typical residential and non-residential diurnal patterns developed were reviewed and updated accordingly based on a comparison of modeled versus metered flow data. The typical residential diurnal pattern developed for the 2016 Master Plan (shown in Figure 3-4) was adjusted to better match the more recent flow meter data, which showed a later and less peaky residential morning peak that can likely be explained by lifestyle changes associated with the COVID-19 pandemic including work-from-home trends. Diurnal patterns exhibited at specific meters that receive predominantly residential flows (e.g., FM 22) were reviewed to refine the residential diurnal curve. The residential diurnal curve that was developed for the Lafayette Area (northeastern part of the City in the vicinity of Lafayette St. and Montague Expwy.) during the 2016 Master Plan (shown in Figure 3-4) was also reviewed and compared to the flow monitoring data. Based on the comparison, it was not evident that this distinct, peakier pattern was still an appropriate representation of base flows from this area, so it was removed from the model.
FIGURE 3-4: RESIDENTIAL DIURNAL PATTERNS
Pattern 1: Typical Residential Flow Pattern 2: Lafayette Area Residential Flow (not used) Similarly, typical non-residential diurnal patterns developed for the 2016 Master Plan (shown in Figure 3-5) were reviewed based on a comparison between modeled versus metered flow data. Specifically, diurnal patterns exhibited at meters that receive predominantly non-residential flows (e.g., FM 17) were reviewed to determine if refinement of existing and/or development of alternate non-residential diurnal curves was warranted. Based on the review, it was determined that the non-residential curves used for the 2016 Master Plan were still an appropriate representation of the typical base flows, so no adjustments were made.
0.0 0.5
1.0 1.5
2.0 0:00 3:00 6:00 9:00 12:00 15:00 18:00 21:00
Factor
Time
Weekday (2023)
Weekday (2016)
Weekend
0.0 0.5
1.0 1.5
2.0 0:00 3:00 6:00 9:00 12:00 15:00 18:00 21:00
Factor
Time
Weekday
Weekend
Flow
Flow
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FIGURE 3-5: NON-RESIDENTIAL DIURNAL PROFILES
Pattern 1: Commercial Flow1 Pattern 2: Industrial Flow
Operational information regarding sewer discharge patterns for permitted industrial dischargers within the City was obtained during the 2016 Master Plan and was used to create individual non-residential diurnal curves for specific dischargers at that time based on batch discharge information indicated on their wastewater discharge permits or surveys. Individual diurnal patterns developed during the 2016 Master Plan were applied to the following specific non-residential dischargers: Levis Stadium (assuming a 1:00 pm home game), Great America Waterpark, Agilent, Digital LLC, Oracle, City Electric Department (power plants), Applied Material, Owens Corning, APCT Inc., Marvell Semiconductor, Intel, and Streamline Circuits. Woodard & Curran attempted to obtain more recent batch discharge information for permitted industrial dischargers from the City of San Jose but was unsuccessful. However, based on review of the modeled versus metered flow data, the individual patterns obtained for the 2016 Master Plan and applied to specific non-residential dischargers in the model reasonably represented their base flows.
3.4.2 Base Flow Adjustments and Addition of GWI
To better match the modeled and metered flows, some base flow adjustments were applied during the dry weather calibration process. Existing base loads from residential customers, both single-family and multifamily, were capped at a maximum of 300 gpd/dwelling unit. Even though the loads were developed using winter water use billing data (typically the season with the lowest outdoor irrigation), it is likely that some outdoor irrigation is still occurring, so this cap on residential water use was applied to reduce the impacts of excessive outdoor irrigation. Additionally, a return factor, which represents the proportion of water used that is returned to the wastewater system, was considered for the basins where modeled base flows were significantly higher than observed flows. A return factor of 80% was applied to the base flows from upstream basins that primarily collect sewer flows from single-family residential properties (FMs 21, 22, and 23) also to try to remove outdoor irrigation from the water use data to better match modeled and metered flows. A similar return factor was applied to these upstream basins during the 2016 Master Plan effort.
After the base flows adjustments described above were applied, GWI was then added when the observed (metered) dry weather hydrographs were greater than the model-simulated hydrographs by a relatively constant value throughout the day. A total of 0.158 mgd of additional GWI flow was applied to the system uniformly throughout 2 of the 32 flow meter areas at a rate of 250 gpad for FM 26 and 1,800 gpad for FM
31. It should be noted that it may be difficult to assess the actual amount of GWI in any given area, as the relative accuracy of the flow monitoring data, water consumption data, and other model assumptions may affect the amount of flow attributed to GWI. However, this methodology is considered adequate for modeling purposes. It should be noted that this estimate is representative of early-season GWI; however, GWI typically increases throughout the wet weather season as the soil progressively becomes saturated as
0.0 0.5
1.0 1.5
2.0 0:00 3:00 6:00 9:00 12:00 15:00 18:00 21:00
Factor
Time
Weekday
Weekend
0.0 0.5
1.0 1.5
2.0 0:00 3:00 6:00 9:00 12:00 15:00 18:00 21:00
Factor
Time
Weekday
Weekend
Flow Factor
Flow Factor
1Same profile assumed for weekday and weekend.
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more rainfall occurs. Late-season GWI or extended rainfall-dependent infiltration is accounted for during wet weather calibration.
3.4.3 Dry Weather Flow Calibration Results
The seven (7) day dry period from December 17 through December 23, 2022 was used as the primary dry weather calibration period for comparing flow data from the 2022-2023 flow monitoring program to the model results. The primary focus of the dry weather calibration was to confirm that the calculated average BWF based on winter water consumption was consistent with the measured flows at the meter locations.
The other objectives of the dry weather calibration were to confirm the flow routing in the system, particularly in areas where flow can be diverted in more than one direction (flow splits), as well as to confirm the diurnal profiles used to represent the hourly variations in BWF. The diurnal curves shown in Figure 3-4 and Figure 3-5 were developed and/or confirmed based on the calibration.
Table 3-4 compares the model versus meter average dry weather flows at the downstream most flow meters, Table 3-5 and Table 3-6, respectively, compare the model versus 2022-2023 and 2014-2015 meter average dry weather flow at each meter location, and Figure 3-6, Figure 3-7, and Figure 3-8 show plots of model versus metered dry weather flow for the total flow at the downstream-most meters (FM 1, FM 2, and FM 3, respectively). In these graphs, the green line represents the monitored (observed) flow, and the red line represents the model-simulated flow. Dry weather calibration plots of model-predicted versus metered flows at all flow meter locations for both 2022-2023 and 2014-2015 are provided as Appendix E.
As indicated in Table 3-5, the dry weather model calibration resulted in a reasonably good match of modeled to metered flow (within 10% at the downstream most flow meters). A comparison of 10% is considered a good match due to fluctuations in flows typically observed over time, as well as potential errors inherent in metering flows in a field environment. At meters with very low flows, small differences between modeled and metered flows can result in a relatively large percent difference; therefore, at these meters (e.g., FM 30), modeled flows within 0.1 mgd of the meter data were also considered a good match.
However, it should also be noted that review of the 2022-2023 flow meter data and comparison to the 2014-2015 data collected for the 2016 Master Plan revealed significant differences that, upon further investigation, were determined to be caused by temporary system conditions that were not representative of typical operations. The initial calibration showed significant, unexpected differences between modeled and metered flows along the Calabazas and Bowers trunks downstream of the Lawrence/Homestead gate structure (pictured in Figure 3-2). Through additional review of flow data collected for the 2016 Master Plan; system data and potential flow split locations; and field investigation by City staff, it was determined that the likely cause of the differences was two-fold. First, the Lawrence/Homestead gate structure was likely clogged with rags during the flow monitoring period, causing more flow than expected to be routed to the Calabazas trunk. Second, it was surmised that some issue in the Calabazas trunk (possibly a temporary blockage) caused significant surcharging, enough to reach the level that would route flows away from the Calabazas trunk and into the Bowers trunk through a higher-level split at El Sobrante. Moreover, this second condition seemed to change over time, with significant shifts in metered flows observed at FM 9A, with corresponding shifts at FM 13. These temporary, atypical system conditions that were present during the 2022-2023 flow monitoring period are discussed further in Section 3.4.3.1.
The dry weather calibration results presented in Table 3-5 are based on a model run that attempted to replicate the first difference (clog at the Lawrence/Homestead gate structure), but the second difference (Calabazas trunk backup into Bowers trunk) could not be replicated in the model because although a blockage was suspected based on the data, it was not identified or confirmed at a specific location. Given that the dry weather calibration should be performed assuming normal operating conditions, the 2014- City of Santa Clara (Project 0012307.00) 3-15 Woodard & Curran, Inc.
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2015 flow meter data was also compared to the dry weather model calibration results (with the Lawrence/Homestead gate structure settings back to normal) for the locations affected by the two issues discussed above. Table 3-6 presents the results of that comparison.
TABLE 3-4: DRY WEATHER FLOW CALIBRATION RESULTS SUMMARY1 FM IDs
Discharge
Location
Meter ADWF
(mgd)
Model ADWF
(mgd)
Difference
(mgd)2 Difference (%)2
1+2+3
Lafayette and
GAP3 Trunks (FM
1+FM 2+FM3)
10.54 10.09 -0.45 -4.3%
16+17+18+25
Trimble Trunk
(FM16+FM17 +
FM18 + FM25)
4.65 4.46 -0.19 -4.1%
1Model results are compared to the 2022-2023 flow monitoring data. 2 Difference is reported as model flow minus meter flow. 3 GAP = Great America Parkway.
TABLE 3-5: DRY WEATHER FLOW CALIBRATION RESULTS VS. 2022-2023 FLOW MONITORING DATA1
FM ID GWI
(gpad)
Return
Factor
Applied (%)2
Meter
ADWF
(mgd)
Model
ADWF
(mgd)
Difference
(mgd)3
Difference
(%)
1 - - 2.91 2.91 <-0.01 0.1%
2 - - 4.71 4.57 -0.14 -3.0%
3 - - 2.92 2.61 -0.31 -10.6%
4 4
- - 0.03 0.04 0.01 33.3%
5 - - 2.93 3.11 0.18 6.1%
6 - - 2.75 3.69 0.94 34.2%
7 5
- - 1.10 0.83 -0.27 -25%
8 - - 1.46 1.51 0.05 3.3%
9A - - 2.24 3.52 1.28 57.1%
10 - - 0.65 0.65 <0.01 0.2%
11 - - 0.77 0.89 0.11 15%
12 - - 0.83 0.90 0.07 8.3%
13 - - 2.10 2.05 -0.05 -2.5%
14 - - 0.41 0.46 0.05 12%
15 - - 0.23 0.24 0.01 5.8%
16 - - 1.46 1.35 -0.11 -7.5%
17 - - 0.77 0.92 0.14 19%
18 - - 1.18 0.97 -0.21 -18%
19 - - 2.65 2.78 0.13 4.7%
20 - - 0.42 0.50 0.08 19%
21 - 80% 0.89 0.95 0.06 6.5%
22 - 80% 0.82 0.87 0.04 5.4%
23 - 80% 0.59 0.66 0.07 12%
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FM ID GWI
(gpad)
Return
Factor
Applied (%)2
Meter
ADWF
(mgd)
Model
ADWF
(mgd)
Difference
(mgd)3
Difference
(%)
24 - - 2.39 2.58 0.19 8.2%
25 - - 1.24 1.22 -0.02 -1.9%
26 250 - 0.55 0.55 <-0.01 0.4%
27 - - 0.02 0.02 <-0.01 -6.6%
28 - - 0.08 0.06 -0.02 -22%
29 - - 0.20 0.23 0.03 15%
30 - - 0.04 0.05 0.01 25%
31 1,800 - 0.24 0.23 -0.01 -6.3%
32 (CuSD)6- - 3.63 3.45 -0.18 -5.0%
1 Model results are compared to the 2022-2023 flow monitoring data and assume a blockage at the Lawrence/Homestead gate structure.
2 Return factors applied are based on incremental areas (i.e., do not include flows that are upstream of the tributary area).
3 Difference is reported as model flow minus meter flow. Rounded to nearest 0.01 mgd. 4 Flow data were highly variable due to impact from Levi’s Stadium events. 5 Flow data were likely impacted by backwater influence from the Primavera Pump Station. Raw data showed frequent spikes in flow.
6 Raw flow data from CuSD’s permanent flow meter were reduced by approximately 5% when applied to the model as discussed in Section 2.2.2.1.
TABLE 3-6: DRY WEATHER FLOW CALIBRATION RESULTS VS. SELECT 2014-2015 FLOW MONITORING DATA1
FM ID GWI
(gpad)
Return
Factor
Applied (%)2
Meter
ADWF
(mgd)
Model
ADWF
(mgd)
Difference
(mgd)3
Difference
(%)
2 - - 4.05 4.72 0.67 16.5%
3 - - 2.98 2.79 -0.19 6.4%
5 - - 3.94 4.13 0.19 4.8%
6 - - 2.65 3.00 0.35 13.2%
7 - - 0.88 0.82 -0.06 -6.8%
9 4
- - 2.00 2.66 -0.66 33.0%
13 - - 3.50 3.07 -0.43 -12.3%
1 Model results are compared to the 2014-2015 flow monitoring data and assume normal settings (no blockages) at the Lawrence/Homestead gate structure.
2 Model BWF values and return factors applied are based on incremental areas (i.e., do not include flows that are upstream of the tributary area).
3 Difference is reported as model flow minus meter flow. Rounded to nearest 0.01 mgd. 4 Located upstream of FM 9A but still along the Calabazas trunk and downstream of El Sobrante overflow connection.
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FIGURE 3-6: DRY WEATHER CALIBRATION GRAPH (FM 1)
FIGURE 3-7: DRY WEATHER CALIBRATION GRAPH (FM 2)
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FIGURE 3-8: DRY WEATHER CALIBRATION GRAPH (FM 3)
Table 3-7 summarizes the total estimated dry weather flow (DWF) within Santa Clara’s sewer system based on the model calibration and the existing loads described previously.
TABLE 3-7: DRY WEATHER FLOW SUMMARY (EXISTING CONDITIONS) Flow Component Flow (mgd)
City Residential BWF 5.69
City Non-Residential BWF 5.53
CuSD Total BWF1 3.45
Total Average BWF 14.67
Estimated GWI2 0.16
Total Average DWF 14.83
1Average modeled daily dry weather flow from CuSD based on dry weather calibration period from Table 3-5. 2Calculated based on difference between metered non-rainfall period flows and estimated BWF calculated from winter water use data.
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3.4.3.1 Differences Between 2022-2023 & 2014-2015 Flow Monitoring Data During the dry weather calibration and review of the flow monitoring data, Woodard & Curran identified significant differences between the 2022-2023 and 2014-2015 flow monitoring data at the following meters:
• FMs 19 & 20: Based on the 2014-2015 flow monitoring data and field inspections recorded by the City, the diversion structure located at Homestead Road and Lawrence Expressway (shown in Figure 3-2) splits flows roughly evenly, routing approximately 50% of the flow to the trunk on Homestead and the remaining 50% to the trunk on Lawrence. The model replicated this expected split based on field measurements of gate openings at that time. However, the 2022- 2023 flow monitoring data showed that approximately 80% of flow was being routed to the trunk on Lawrence and the remaining 20% was being routed to the trunk on Homestead. The City’s Water and Sewer Department staff performed a field inspection to investigate the discrepancy in August 2023 and discovered that rags had built up on the center divider and were impacting the distribution of flow. After City staff removed the rags, they reported that both gates were fully open, and flows appeared to be evenly split. Staff also confirmed that gate settings had not been changed since 2015.
• FMs 9A & 13: The 2022-2023 flow monitoring data showed that flows in the Calabazas trunk at FM 9A were significantly lower than flows recorded at FM 9 in 2014-2015, which is located upstream of FM 9A. Additionally, the 2022-2023 flows at FM 19, which is located considerably upstream of FMs 9A and 9, were higher than the flows recorded at FM 9A. These data suggested that flows were being diverted away from the Calabazas trunk somewhere between FM 19 and FM 9A, which was not evident in the 2014-2015 flow monitoring data. Further investigation by Woodard & Curran and additional field surveys conducted by the City revealed that surcharged conditions were observed in the Calabazas line at manhole S32-101 located at the Pomeroy Avenue and El Sobrante Street intersection in March 2023 during dry weather conditions. The invert of the overflow pipeline on El Sobrante is significantly higher compared to that of the Calabazas line (+2.9 ft per the survey data), so it would take a substantial increase in hydraulic grade line for flows to back up into El Sobrante (away from FM 9A and into FM 13). When the same location was surveyed in August 2023, no surcharging was discovered, and flows appeared to have returned to normal. Woodard & Curran was unable to replicate the surcharging observed in March 2023 dry weather conditions in the model. Therefore, in addition to flows in the Calabazas trunk being higher than normal due to rag build up at the Homestead/Lawrence diversion structure (discussed above), it is suspected that there was a temporary downstream blockage in the Calabazas trunk somewhere downstream of the El Sobrante connection that forced flows to backup into the overflow pipe. Flows to El Sobrante are routed to FM 13. Other downstream flow meters affected by the atypical flow routing include FMs 2, 3, 5, 6, and 24. The reported flow differences are greater at FMs 5 and 6 compared to FMs 2 and 3 because there are interconnectors between the two GAP trunks downstream of FMs 5 and 6 but upstream of FMs 2 and 3.
• FM 7: The 2022-2023 flow monitoring data were likely affected by backwater influence from the pump station. Numerous spikes were observed in the raw flow data, which were not present in the 2014-2015 flow data. As shown in Table 3-6, the modeled dry weather flows were only
6.8% lower by volume than the 2014-2015 recorded flows; moreover, V&A installed the 2022- 2023 flow meter one manhole upstream of the 2014-2015 flow meter due to the pump station backwater influence observed at the original location during the site investigations.
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Per the City’s request, additional dry weather flow monitoring was performed for a week in early December 2023 as described in Section 2.1.3 to further investigate the major discrepancies which are summarized below.
Summary of Major Discrepancies Identified
It was determined that the likely cause of the differences between the 2022-2023 and 2014-2015 flow monitoring data was two-fold:
1) Lawrence/Homestead Gate Structure Flow Split: The Lawrence/Homestead gate structure was likely clogged with rags during the initial flow monitoring period, causing more flow than expected to be routed to the Calabazas trunk.
2) Calabazas Trunk Line Temporary Blockage: It was surmised that some issue in the Calabazas trunk (possibly a temporary blockage) caused significant surcharging, enough to reach the level that would route flows away from the Calabazas trunk and into the Bowers trunk through a higher-level split at El Sobrante. Moreover, this second condition seemed to change over time, with significant shifts in metered flows observed at FM 9A (located on the Calabazas trunk), with corresponding shifts at FM 13 (located on the Bowers trunk).
Conclusions from Additional DWF Monitoring Investigations Metered ADWFs for the 7-day dry period between December 9-15, 2023 were compared to the winter 2022- 2023 and winter 2014-2015 metered ADWFs at the same locations as well as model-predicted ADWFs.
Graphs of metered versus modeled ADWFs are included in Appendix E. Based on a comparison of the results, Woodard & Curran suspects that the two major differences identified above (1.
Lawrence/Homestead Gate Structure Flow Split; 2. Calabazas Trunk Line Temporary Blockage) had been resolved as of the December 2023 flow monitoring period and that the City’s Calabazas and Bowers trunk lines were operating closer to normal and as intended. To prevent future clogs that could affect sewer flow routing, it is recommended that the City periodically inspect and clean the Lawrence/Homestead gate structure as well as other structures or locations prone to rags or blockages.
Key findings based on the flow monitoring data were as follows:
• During the December 2023 flow monitoring period, the flow split at the Lawrence/Homestead gate structure (FM 19 along Lawrence Expwy, and FM 20 along Homestead Rd) was operating much closer to the approximately 50/50 flow split that the City considers to be “normal” conditions. Based on the flow monitoring data, metered flows at the split were as follows:
o December 9-15, 2023 ADWFs: ~39% to Lawrence Expwy / Calabazas trunk line (FM 19) vs. ~61% to Homestead Rd / Bowers trunk line (FM 20). It should be noted that this split was used in the model and is reflected in the Model Flow results shown on the attached graphs. o December 17-23, 2022 ADWFs: ~86% to Lawrence Expwy / Calabazas trunk line (FM 19) vs. ~14% to Homestead Rd / Bowers trunk line (FM 20).
• The December 2023 flow monitoring results at FM 21 (along Kifer Rd downstream of FM 20) also confirmed that flows along Homestead Rd continued through to the Bowers trunk line. The December 2023 ADWFs were similar to the winter 2014-2015 metered ADWFs. • New flow meter sites (FM 33 along El Sobrante St and FM 34 along El Camino Real) were added to check if flows were leaving the Calabazas trunk line at these locations. The December 2023 flow monitoring results confirmed that during the monitoring period flows were retained within the City of Santa Clara (Project 0012307.00) 3-21 Woodard & Curran, Inc.
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Calabazas trunk line and did not discharge to the sewers along El Sobrante St or El Camino Real.
Additionally, FM 30 (east of Calabazas trunk line between E Arques Ave and Central Expwy) was repeated to confirm flows from the Calabazas trunk line were not discharging to Central Expwy. The December 2023 flow monitoring results were consistent with the 2022 data at this site, showing very low flows through FM 30.
• Shifts in ADWFs that were apparent in the winter 2022-2023 flow monitoring data at FM 9A (along the Calabazas trunk line north of E Arques Ave) and FM 13 (along Bowers Ave on the Bowers trunk line between Chromite Dr and Monroe St) were not present during the one week of December 2023 flow monitoring.
• As evident on the graphs included in Appendix E, the model overpredicts flows at both FM 9A and FM 13. In reviewing the collected data, however, no changes to the model flows were incorporated.
Total metered flows at FM 19 and FM 20 were very similar between the 2015, 2022, and 2023 flow monitoring periods. Likewise, total metered flows at the downstream meters FM 2 and FM 3 were very similar between 2015 and 2022. The model matches overall flows at these locations well.
Conversely, the total metered flows between FM 9A and FM 13 in 2023 and 2022 were 24% and 27% lower than the 2015 metered flows (at FM 9 and FM 13). However, attempting to adjust the model to replicate these lower flows would adversely affect the calibration of downstream meters.
3.5 Wet Weather Flow Calibration
This section discusses the methodology and procedures used to calibrate the model for wet weather flow conditions and presents the results of the wet weather calibration.
3.5.1 Wet Weather Flow Calibration Methodology
Wet weather calibration builds on the dry weather calibration procedure. The goal of wet weather calibration is to match modeled and metered flows during the rainfall events observed during the flow monitoring period. Specifically, the model calibrator strives to achieve a reasonably good match between the modeled and metered peak flows and volumes observed during and before and after the rainfall event. Like dry weather calibration, wet weather calibration is also an iterative process during which adjustments are made to GWI (if needed to match pre-rainfall conditions) and to model parameters governing the volume and response time of RDI/I.
To define the RDI/I parameters, actual rainfall events observed during the flow monitoring period were simulated in the hydraulic model, and the resulting model hydrographs were compared to the measured flows at the flow meter locations. The RDI/I parameters were adjusted as needed to achieve a reasonable match of modeled to monitored flows. The same calibrated parameters were applied to all subcatchments within each meter basin.
3.5.2 Wet Weather Flow Calibration Results
During wet weather calibration, the percentage volume of each of five RDI/I components representing a range of response times (pictured conceptually in Figure 2-6) were adjusted to simulate the volume and timing of RDI/I for monitored storm events in order to best match the overall wet weather hydrograph shape and magnitude of peak flows. To simulate a rainfall event in the model, the rainfall was assigned to subcatchments using observed data from the closest available rain gauge. The model-predicted wet weather response, which is based on the assigned rainfall intensity and RDI/I components, was then compared to the observed flow monitoring data.
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The flow monitoring program conducted in winter of 2022-2023 as part of this Master Plan Update (refer to Section 2.1) captured several rainfall events for the wet weather calibration effort. Rainfall for key events referenced for the wet weather calibration is summarized in Table 3-8. For comparison (based on the County Drainage Manual and an assumed MAP of 14.5 inches), the 10-year, 24-hour rainfall volume for central Santa Clara is approximately 2.92 inches with a peak hour intensity of 0.65 in/hr and the 5-year, 24- hour rainfall volume for central Santa Clara is approximately 2.45 inches with a peak hour intensity of 0.54 in/hr. Therefore, based on the statistics reported in Table 3-8, all the rainfall events observed during the flow monitoring period were individually less than a 10-year return period for the 24-hour duration and the January 4-5, 2023 storm was close to a 5-year return period. However, several of the storms occurred within a short amount of time so there were likely cumulative impacts that increased the inflow and infiltration response during subsequent storms. For example, the January 13-16, 2023 storm event was close to a 10- year storm based on NOAA statistics for the 2-day and 4-day durations. Figure 3-9 graphically depicts the daily rainfall recorded during the temporary flow monitoring period, in inches.
TABLE 3-8: RAINFALL EVENTS REFERENCED FOR WET WEATHER CALIBRATION1 Date of Event Min 24-Hour
Rainfall (in)
Max 24-Hour
Rainfall (in)
Min Peak 1-Hour
Intensity (in/hr)2
Max Peak 1-Hour
Intensity (in/hr)2
Dec 27, 2022 1.52 1.89 0.28 0.37
Dec 31, 2022 1.55 2.15 0.28 0.36
Jan 4-5, 2023 1.29 2.34 0.36 0.59
Jan 8-10, 2023 1.11 2.08 0.23 0.39
Jan 13-16, 2023 1.62 2.06 0.29 0.42
1Rainfall totals based on temporary rain gauge data from gauges 1-4. Minimum rainfall totals are generally from rain gauge 1 located in the northern portion of the City and maximum rainfall totals are generally from rain gauge 3 located in the southern portion of the City.
2 Intensity is reported as an hourly average of 15-minute rainfall data.
FIGURE 3-9: DAILY RAINFALL OBSERVED DURING 2022-2023 FLOW MONITORING PERIOD (IN)1 1Rainfall totals are from rain gauge 3 located in the southern portion of the City.
Table 3-9 compares the model versus meter peak wet weather flows discharged to the City’s GAP and Trimble trunks, Table 3-10 and Table 3-11, respectively, compare the model versus 2022-2023 and 2014- 2015 meter wet weather flows at each meter location, and Figure 3-10, Figure 3-11, and Figure 3-12, show plots of model versus metered wet weather flow at the downstream-most meters (FM 1, FM 2, and FM 3, 0 0.5
1 1.5
2 2.5
12/2512/2612/2712/2812/2912/3012/31
1/11/21/31/41/51/61/71/81/9
1/101/111/121/131/141/151/161/171/181/191/201/211/221/231/241/251/261/271/281/291/301/31 2/12/22/32/42/52/62/72/82/9
2/102/11
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respectively). In these graphs, the green line represents the monitored (observed) flow, and the red line represents the model-simulated flow. Wet weather calibration plots of model-predicted versus metered flows at all flow meter locations for both 2022-2023 and 2014-2015 are provided as Appendix E.
As indicated in Table 3-10, the wet weather model calibration resulted in a reasonably good match of modeled to metered volumes and peak flows (within 15% at most locations). However, because it was determined that temporary system conditions that were not representative of typical operations were present during the 2022-2023 flow monitoring period (discussed in Section 3.4.3.1), the 2014-2015 flow monitoring data were also compared to the model results at select, affected locations as shown in Table 3-11. As part of the wet weather calibration process, Woodard & Curran still reviewed data from both the 2014/2015 and 2022/2023 seasons to confirm that the model was at least reasonable for both conditions at all flow meter locations. The 2014/2015 wet weather season had one very large early season rainfall event, which differed from the 2022/2023 wet weather season in which several, smaller individual storms occurred in a short amount of time.
As evident in the wet weather calibration plots included in Appendix E, the modeled and metered peak flows and volumes typically matched better for the later season rainfall events. This is because the full 2022- 2023 season was reviewed as the wet weather calibration period; the volume and peak flows associated with the early-season rainfall events are typically overestimated because the same RDI/I parameters were applied across all rainfall events. The RDI/I response typically increases throughout the wet weather season as the soil progressively becomes saturated as more rainfall occurs. Therefore, the wet weather calibration was performed to conservatively match the observed volume and peak flows resulting from higher RDI/I responses during late-season wet weather events.
FIGURE 3-10: WET WEATHER CALIBRATION RESULTS AT FM 1
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FIGURE 3-11: WET WEATHER CALIBRATION RESULTS AT FM 2
FIGURE 3-12: WET WEATHER CALIBRATION RESULTS AT FM 3
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The results of the wet weather calibration are shown in Table 3-10. Wet weather peaking factors were calculated for each flow meter based on the ratio of peak flow to average flow.
TABLE 3-9: WET WEATHER FLOW CALIBRATION RESULTS SUMMARY1 FM IDs Discharge Location Meter PWWF
(mgd)
Model PWWF
(mgd)
Difference
(mgd)2
Difference
(%)2
1+2+3 Lafayette and GAP Trunks 23.03 24.22 1.19 5.2%
16+17+18+25 Trimble Trunk 13.65 13.93 0.28 2.1%
1 Model results are compared to the 2022-2023 flow monitoring data. 2 Difference is reported as model flow minus meter flow.
TABLE 3-10: WET WEATHER FLOW CALIBRATION RESULTS VS. 2022-2023 FLOW MONITORING DATA1
FM ID Meter PWWF
(mgd)2
Model PWWF
(mgd)
Difference
(mgd, %)
Avg Flow
(mgd)3
Peaking
Factor4
1 8.67 7.59 -1.07, -12.4% 2.91 3.0
2 9.97 8.75 -1.22, -12.2% 4.71 2.1
3 7.39 7.88 0.49, 6.6% 2.92 2.5
4 5 1.25 0.44 -0.81, -64.8% 0.04 31.3
5 8.96 7.78 -1.18, -13.2% 2.93 3.1
6 4.88 7.90 3.02, 61.8% 2.75 1.8
7 2.27 1.80 -0.47, -20.5% 1.10 2.1
8 3.12 2.77 -0.36, -11.5% 1.46 2.1
9 3.85 7.59 3.74, 97.1% 2.24 1.7
10 3.41 3.28 -0.13, -3.7% 0.65 5.2
11 4.94 4.57 -0.37, -7.4% 0.77 6.4
12 -
6 5.28 -6 0.83 -6
13 8.56 5.75 -2.81, -32.8% 2.10 4.1
14 1.14 1.05 -0.10, -8.5% 0.41 2.8
15 0.84 0.95 0.11, 12.6% 0.23 3.6
16 2.77 3.03 0.26, 9.2% 1.46 1.9
17 1.68 1.62 -0.06, -3.3% 0.77 2.2
18 2.53 2.81 0.28, 11.1% 1.18 2.1
19 5.98 5.94 -0.05, -0.7% 2.65 2.3
20 1.94 2.26 0.32, 16.6% 0.42 4.6
21 2.90 3.30 0.39, 13.6% 0.89 3.3
22 1.95 2.07 0.11, 5.8% 0.82 2.4
23 1.22 1.49 0.27, 2.2% 0.59 2.1
24 8.30 7.14 -1.16, -13.9% 2.39 3.5
25 6.67 6.47 -0.197, -3.0% 1.24 5.4
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FM ID Meter PWWF
(mgd)2
Model PWWF
(mgd)
Difference
(mgd, %)
Avg Flow
(mgd)3
Peaking
Factor4
26 1.70 1.70 0.004, 0.2% 0.55 3.1
27 0.47 0.46 -0.001, -0.2% 0.02 23.5
28 1.36 0.88 -0.48, -3.5% 0.08 17.0
29 1.16 1.04 -0.12, -10.4% 0.20 5.8
30 0.14 0.11 -0.02, -17.0% 0.04 3.5
31 1.23 1.28 0.06, 4.6% 0.24 5.1
327 9.51 8.95 -0.56, -5.9% 3.45 6.0
1 Model results are compared to the 2022-2023 flow monitoring data and assume a blockage at the Lawrence/ Homestead gate structure.
2 Based on meter response during January 15-16, 2023 rainfall event. 3 Average metered dry weather flow from Table 3-5.
4 Ratio of metered peak flow to metered average flow.
5 FM 4 base flows were highly variable because of sporting events held at Levi’s Stadium. FM was calibrated to match the wet weather response from rainfall on non-gamedays, resulting in an underestimation of total gameday flows. 6 Meter was not installed in the correct location during the wet weather flow monitoring period, so data are not available. 7 Permanent CuSD flow meter.
TABLE 3-11: WET WEATHER FLOW CALIBRATION RESULTS VS. SELECT 2014-2015 FLOW MONITORING DATA1
FM ID Meter PWWF
(mgd)2
Model PWWF
(mgd)
Difference
(mgd, %)
2+3 17.59 17.72 0.13, 0.7%
5+6 16.69 16.30 -0.39, -2.3%
9 3 6.34 6.43 0.09, 1.4%
13 7.22 7.65 0.43, 6.0%
1 Model results are compared to the 2014-2015 flow monitoring data and assume normal settings (no blockages) at the Lawrence/Homestead gate structure.
2 Based on meter response during December 11, 2014 rainfall event. 3 FM 9 is located along the Calabazas trunk but upstream of FM 9A (south of Central Expressway).
3.5.2.1 RDI/I Response
As discussed in Section 2.3 and shown in Figure 2-6, RDI/I is estimated in the model using five runoff components that reflect a range of response times from fast to slow. The total RDI/I hydrograph for each flow meter basin is the summation of all the component hydrographs for the duration of the rainfall events.
As expected, a very high RDI/I response was observed within the meter basins that collect flows from the CMC tributary area which is upstream of FMs 11 and 12 (discussed in Section 2.1) and at FM 31 which is a basin that is adjacent to the CMC tributary area but upstream of FM 24. Examples of the very high RDI/I responses observed at a few of these meters (FM 31 and FM 27) are presented in Figure 3-13 and Figure 3-14. In both examples, the nature of the response is indicative of significant infiltration as the response is generally slower and takes a long time to recede (i.e., several weeks after the January 15-16, 2023 storm as shown in the figures). Moreover, because several consecutive rainfall events occurred within a short period of time, the infiltration response did not fully recede before another rainfall event occurred.
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These flow monitoring results are consistent with the findings of other field investigations that were completed recently in the CMC basin. The City retained V&A to perform I/I investigations within the CMC tributary area with the objective of identifying specific areas of high I/I to a sub-basin or micro-basin level.
Investigation methods included targeted night-time I/I reconnaissance and CCTV inspections, which occurred during the 2022-2023 winter wet weather season. V&A’s report1, which details the scope and findings of these investigations, concluded that rainfall-dependent infiltration appeared to be the most severe component in the CMC basin, as opposed to the rainfall-dependent inflow. V&A observed a rapid response but also long-term, sustained rainfall-dependent infiltration, which are presumably due to increased groundwater elevations that take a long time to recede. V&A suspected that the rainfalldependent infiltration was entering the sewer system from defects in sewer laterals and mains, rather than from defects within the sewer manhole structures. City staff suspect that laterals in some areas within the CMC basin were constructed using Orangeburg pipe material, which is known to have high rates of defects and may be a significant source of RDI/I. V&A’s report recommended that the City consider smoke testing in the CMC basin, which may better identify lateral defects. Options to identify and reduce RDI/I in the CMC basin were identified and are suggested as part of the system capacity assessment (refer to Section 4.6.3).
FIGURE 3-13: WET WEATHER CALIBRATION RESULTS – RDI/I RESPONSE AT FM 31 1 Sewer Flow Monitoring and Inflow/Infiltration Study prepared by V&A for City of Santa Clara dated August 2023.
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FIGURE 3-14: WET WEATHER CALIBRATION RESULTS – RDI/I RESPONSE AT FM 27 Figure 3-15 on the next page presents a visual representation of the wet weather calibration results in terms of the total RDI/I rate that was applied to the model for each meter basin to try to match modeled and metered flows.
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Figure Exported: 12/27/2024 By: SEstabrook Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2024_Report.aprx Project #: 0012307.00
Map Created: December 2024
Third Party GIS Disclaimer: This map is for reference and graphical purposes only and should not be relied upon by third parties for any legal decisions.
Any reliance upon the map or data contained herein shall be at the users’ sole risk.
City of Santa Clara Boundary
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4. SYSTEM CAPACITY ANALYSIS
This section defines the basis for the capacity assessment of the system, including the selected design storm and performance criteria used to identify deficiencies, and presents the capacity deficiencies identified based on the model results. The section also identifies areas of the system with high I/I and recommends additional investigations to isolate potential direct inflow sources in those areas.
4.1 Hydraulic Assumptions Used for the Capacity Analysis This section summarizes the hydraulic assumptions used for the capacity evaluation, including the dry weather flow scenarios (i.e., existing, near-term future, long-term future), wet weather design flows, performance (or capacity deficiency) criteria, and physical model network.
Section 2 discusses the various flow components and the development of existing, near-term future, and long-term future wastewater flows (referred to as model “loads”). It also discusses the application of a design storm in conjunction with calibrated model parameters that represent rainfall-dependent infiltration and inflow (RDI/I) into the sewer system to generate wet weather design flows.
Section 4.1.1 presents the characteristics of the City’s design storm event that is used to generate wet weather design flows and summarizes the performance criteria that are applied to identify system capacity deficiencies and the design criteria that are applied to develop project solutions for the identified capacity deficiencies.
The physical model network assumptions, including development of a new “Lined Model Network” as requested by the City, is described in more detail in Section 4.1.2.
4.1.1 Summary of Design Storm, Performance Criteria, and Design Criteria Criteria used by other agencies both inside and outside of California were referenced when selecting the criteria that was used for the City’s sewer system capacity analysis. These references are further discussed in TM #2 (Santa Clara Sewer Performance and Design Criteria), which was submitted to the City.
Design Storm
Key factors needed to define a design storm event for the purpose of sewer modeling and master planning include return period, rainfall depth, storm duration, temporal and spatial distribution of rainfall, storm timing, and antecedent conditions. Characteristics of the selected design storm related to these key factors are presented in Table 4-1 and discussed further below.
The City elected to continue to use the same 10-year, 24-hour design storm event that was used for its 2016 Master Plan for this Master Plan Update. The design storm used for the 2016 Master Plan Update is a 10- year, 24-hour storm that varies across the service area. The storm pattern and hourly rainfall intensities are based on the Santa Clara County’s Drainage Manual (October 2007)1. The manual includes mean annual precipitation (MAP) isohyetal lines from Santa Clara Valley Water District (SCVWD) and distinct intensity, depth, frequency (IDF) curves for each MAP area in Appendix B. In addition to the IDF curves, Appendix D of the manual includes a 24-hour design storm pattern. According to the manual, this storm pattern is based on an actual three-day rainfall event that occurred in December 1955, but with some adjustments to better reflect IDF statistics for various storm durations.
1 Santa Clara County’s Drainage Manual is available online at:
https://stgenpln.blob.core.windows.net/document/DrainageManual_Final.pdf.
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Figure 4-1 shows the design storm hourly rainfall as it occurs in the vicinity of central Santa Clara, including the San Jose International Airport area. At this location, the total rainfall for the 1-, 6-, and 24-hour durations is 0.65, 1.49, and 2.92 inches, respectively. For this graph, the storm timing has been adjusted so that the peak intensity coincides with the weekday morning peak of the diurnal wastewater pattern.
FIGURE 4-1: DESIGN STORM EVENT FOR CENTRAL SANTA CLARA (MAP ~14.5 INCHES) Santa Clara selected its design storm event based on the key considerations presented in Table 4-1 with respect to its desired level of service to reflect the level of risk that is acceptable to the City. For future modeling efforts, the City may consider applying a more conservative design storm event with a higher return period and/or perform a sensitivity analysis to evaluate potential impacts of climate change. The analysis could either be performed prior to, or concurrent with, the next update.
TABLE 4-1: RAINFALL DESIGN EVENT CRITERIA USED FOR SANTA CLARA MASTER PLAN UPDATE Design Event Criterion Santa Clara Selection
Return Period 10 years
Rainfall Depth Based on County Drainage Manual
IDF curves
Storm Duration 24 hours
Rainfall Temporal Distribution
Based on County Drainage Manual
(developed from historical rainfall
event in December 1955)
Storm Timing Peak-on-Peak (weekday)
Spatial Rainfall Distribution Lowest intensity: North
Highest intensity: Southwest
Antecedent Conditions Wet, saturated soils
The key factors used to define Santa Clara’s selected design storm event are further described below:
• Return Period: The return period defines the probability that the design rainfall will be exceeded in any given year. For example, a storm with a 5-year return period means that there is a 1 in 5 chance, or 20 percent probability, that the design rainfall will be exceeded in any given year. For sewer modeling and master planning applications, the chosen return period reflects the degree of risk that an agency is willing to accept regarding the potential of experiencing sanitary sewer overflows
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 0:001:002:003:004:005:006:007:008:009:00
10:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00 Rainfall Intensity (in/hr)
Hour
Peak Hour
Intensity
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(SSOs) due to future storm events. However, selecting a design storm with a very high return period (reflecting a very low risk tolerance) could lead to identification of a significant number of system capacity deficiencies that would make the cost of improvements prohibitive. Additionally, sizing a system for a very infrequent event could mean that the system does not function well under typical conditions during much lower flows (due to slow velocities in oversized pipes, or oversized pump stations).
• Rainfall Depth: Synthetic design storms are typically based on rainfall IDF or depth, duration, frequency (DDF) statistics that have been compiled for a local area. These statistics give the rainfall depths or intensities for various return periods (e.g., 2-year, 5-year, etc.) and durations of rainfall (e.g., 1-hour, 2-hour, etc.). Rainfall IDF statistics are available through the National Oceanic and Atmospheric Administration (NOAA), which provides the IDF statistics for any location in the U.S. based on latitude/longitude coordinates. IDF curves specific to Santa Clara County (one for each MAP area) for various return periods and durations are provided in Appendix B of the 2007 County Drainage Manual. These IDF curves were used to define the selected design storm event. MAP varies spatially throughout Santa Clara, with the highest average annual rainfall typically occurring in the southern portion of the City. In central Santa Clara, according to the County Drainage Manual, the MAP is approximately 14.5 inches, and the 10-year, 24-hour rainfall depth is approximately 2.92 inches (versus 2.63 inches according to NOAA Atlas 14). • Storm Duration: A storm duration must be specified for the design storm along with the return period. Most Bay Area agencies use a 24-hour storm, although shorter or longer durations may sometimes be appropriate (e.g., a shorter duration in a very small system with fast response to rainfall or in an area where storm events are typically very brief; a longer duration in a very large system or one with a very slow response to rainfall). Typically, the 24-hour duration storms are constructed such that the more intense rainfall occurs during a shorter (e.g., 4- to 6-hour) period.
Santa Clara’s selected design storm uses a 24-hour duration.
Rainfall Temporal Distribution: The temporal rainfall distribution of a design storm may be based on a synthetic storm or an actual historical event. Commonly used synthetic storm distributions include nested storms (which incorporate design rainfall intensities for a given return period for several durations within the total storm duration), or a “SCS” storm distribution, a dimensionless 24-hour rainfall distribution developed by the SCS (Soil Conservation Service), now known as the NRCS (Natural Resources Conservation Service). The SCS developed four 24-hour distributions, with each distribution representative of a specific region of the U.S., as presented in the USDA guidance document Urban Hydrology for Small Watersheds TR-55 (June 1986). The City’s service area generally falls within the area covered by the “Type I” distribution, but it is close to the boundary between the “Type I” and “Type IA” distributions. It is sometimes preferable to use historical rainfall patterns to depict the design storm temporal rainfall distribution of the design event. As described above and shown in Figure 4-3, Santa Clara County’s Drainage Manual defines a temporal rainfall distribution based on a historical event that occurred during December of 1955. The rainfall for a historical storm could be scaled to match the desired rainfall depth and return period of the design storm. Table 4-2 compares the peak hour intensity of the County Drainage Manual design storm distribution to the peak hour intensities of the synthetic distributions (SCS-I and SCS-IA, and nested) based on the County Drainage Manual IDF statistics for a 10-year, 24-hour rainfall event. As shown in the table, in central Santa Clara, peak hour rainfall intensity of the County Drainage Manual distribution is very similar to that of the synthetic SCS Type I distribution, moderately lower than that of the synthetic nested distribution, and significantly higher than that of the SCS Type IA City of Santa Clara (Project 0012307.00) 4-4 Woodard & Curran, Inc.
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distribution. The temporal distribution of Santa Clara’s selected design storm is based on an actual historical event (i.e., December 1955).
TABLE 4-2: CHARACTERISTICS OF DESIGN STORM DISTRIBUTIONS CONSIDERED1 Frequency Duration IDF Statistics
Source
Temporal
Distribution
Volume
(in)
Peak Hour
Intensity
(in/hr)
10-yr 24-hr
Historical,
County Drainage
Manual
Historical,
County Drainage
Manual
2.92 0.65
10-yr 24-hr NOAA Synthetic, Nested 2.92 0.64
10-yr 24-hr NOAA Synthetic, SCS-I 2.92 0.76
10-yr 24-hr NOAA Synthetic, SCS-IA 2.92 0.46
1Based on County Drainage Manual and assumed MAP of 14.5 inches for central Santa Clara. • Storm Timing: The selected event is based on the Santa Clara County Drainage Manual design storm with peak-on-peak BWF timing. Generally, peak-on-peak timing is achieved by adjusting the timing of the peak intensity of the rainfall event so that it occurs one to two hours prior to the peak BWF to account for the typical delay between the rainfall occurring and observation of the RDI/I response. For the 2016 Master Plan, the design storm rainfall was timed such that the peak rainfall occurred around 8 a.m., resulting in a peak RDI/I flow at approximately the same time as the typical weekend day peak BWF in most areas of the system (graphically depicted in Figure 4-2). Given that the peak BWF typically occurs earlier on a weekday compared to a weekend day, Santa Clara’s selected design storm for this Master Plan Update was evaluated assuming an earlier peak rainfall intensity (around 6 a.m.) so as to align the peak intensity with the typical weekday peak BWF (graphically depicted in Figure 4-3).
FIGURE 4-2: DESIGN STORM EVENT FOR CENTRAL SANTA CLARA (WEEKEND) 0 0.2
0.4 0.6
0.8 1
1.2 1.4
1.6 1.8
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 0:001:002:003:004:005:006:007:008:009:00
10:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00 0:001:00
Base Wastewater Flow (Multiplier x
Average)
Rainfall Intensity (in/hr)
Hour
Design Storm (10-year,
24-hour) (varies spatially)
Residential Diurnal Pattern
Non-Residential Commercial
Diurnal Pattern
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FIGURE 4-3: DESIGN STORM EVENT FOR CENTRAL SANTA CLARA (WEEKDAY) • Spatial Rainfall Distribution: The magnitude of rainfall may vary spatially, generally based on topography and the typical movement of storms over the service area. Based on the County Drainage Manual, MAP in the City’s service area varies from about 13 to 16 inches in a north to southwest direction. While this pattern may not hold true for every storm event, it is common practice to apply the spatial variation of average annual rainfall to the design storm. As such, the IDF curves (one for each MAP) provided in Appendix B of the County Drainage Manual were referenced to obtain IDF statistics (rainfall depth, duration, and peak intensity) for subareas within the City. Figure 4-4 presents the spatial variation of rainfall depth and peak intensity throughout the City’s service area for a 10-year, 24-hour event that the selected design storm is based upon; it illustrates that the highest and most intense rainfall typically occurs within the southwest portion of the City.
• Antecedent Conditions: Based on flow monitoring data from the 2022-2023 winter season, flow response to rainfall in portions of the City’s service area (e.g., CMC tributary area) is characterized by prolonged elevated flows extending for several days and in some cases weeks after storm events.
Thus, a storm happening later in the season after several storm events have occurred may produce higher peak flows because the ground is saturated (meaning less rainfall can be “absorbed” by the soil) and flows are already elevated due to the preceding events. This “wet” antecedent condition can be modeled as a prolonged RDI/I response (when the model simulation includes multiple events) or as an elevated, antecedent GWI condition (when modeling a single event such as a design storm). Because it is not unusual for large storm events to occur after periods of preceding rainfall, it is common to define a design storm as occurring under “saturated soil” or “wet” antecedent conditions; this approach was applied when defining Santa Clara’s selected design storm. Assuming dry or moderately dry soil conditions would be a less conservative approach. 0 0.2
0.4 0.6
0.8 1
1.2 1.4
1.6 1.8
0.0 0.1
0.2 0.3
0.4 0.5
0.6 0.7
0.8 0.9
1.0 0:001:002:003:004:005:006:007:008:009:00
10:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00 Base Wastewater Flow (Multiplier x
Rainfall Intensity (in/hr)
Average)
Hour
Design Storm (10-
year, 24-hour)
(varies spatially)
Residential Diurnal Pattern
Non-Residential
Commercial Diurnal Pattern
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FIGURE 4-4: SPATIAL VARIATION OF RAINFALL THROUGHOUT SANTA CLARA’S SERVICE AREA City of Santa Clara (Project 0012307.00) 4-7 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
Capacity Deficiency Criteria
Capacity deficiency criteria are used to determine if the capacity of an existing sewer facility is exceeded to the extent that a capacity improvement project is needed. These criteria are sometimes called “trigger” criteria, in that they trigger the need for a capacity improvement project. An agency defines its capacity deficiency criteria based on its desired level of service. As such, the criteria vary by agency and are reflective of the level of risk that is acceptable to each agency.
The capacity deficiency criteria differ from the design criteria that are applied to determine the size of a new facility; the latter typically being more conservative. The difference between capacity deficiency criteria and design criteria reflect the concept that some existing facilities can continue to provide adequate, if not optimal, conveyance capacity without undue risk, but new facilities should be designed to a higher standard.
The capacity deficiency criteria utilized for the Master Plan Update to identify capacity deficiencies under both Peak Dry Weather Flow (PDWF) and Peak Wet Weather Flow (PWWF) design flow conditions are summarized in Table 4-3. The City’s selected criteria were conservative in order to identify all potential projects, recognizing that conditions may change in the future due to variable risk factors (e.g., sewer condition, additional development, climate change). Evaluating system capacity based on conservative criteria provides an “advance warning” of more vulnerable areas of the system that could require deficiencies to be corrected as these future potential risks materialize. All projects identified were prioritized based on the cause and extent of the model-predicted capacity deficiency as discussed in Section 5.
TABLE 4-3: CAPACITY DEFICIENCY CRITERIA USED FOR SANTA CLARA MASTER PLAN UPDATE Facility Design Flow Condition(s) Capacity Deficiency Criteria Gravity Sewer PDWF or PWWF No surcharge allowed (d/D1 ≤ 1.0) Force Main PDWF or PWWF Velocities less than 10 feet per second Pump Station PDWF or PWWF Flows less than firm capacity2 1 Ratio of depth (d) of water to pipe diameter (D), which represents the approximate percent full within a pipe. 2 Firm capacity is defined as the capacity of the pump station with the largest pump out of service.
For evaluating the performance of existing sewers, a Manning’s “n” value of 0.013 was assumed for all pipes, regardless of material or age. Although new pipes, particularly plastic materials, would provide a lower initial roughness factor, it was assumed that over time, a “slime layer” formation on the walls of the pipes and/or other obstructions in the sewer, such as roots, debris, or structural defects, may increase pipe roughness.
Therefore, an assumption of 0.013 for all pipes was considered appropriately conservative for master planning purposes.
Note that engineering judgment was used in conjunction with applying the capacity deficiency criteria presented above to identify model-predicted capacity deficiencies in gravity sewers. Gravity sewers that showed only minor criteria violations were not considered deficient if one or more of the following conditions applied:
• Surcharged on one end only (i.e., downstream end caused by backwater); • Isolated flat pipe segments;
• Invert differences (i.e., offsets) between adjacent pipes; • Smaller diameter sewers connected to larger diameter pipes at equal inverts; or • Sewers protected from overflows by a high-level flow diversion or parallel pipe.
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Design Criteria
The key design criteria that were applied for the Master Plan Update when developing project solutions to relieve the identified capacity deficiencies are summarized in Table 4-4. The City’s “Design Criteria” (April 2015)1, which specify criteria for hydraulic design of sanitary sewer facilities (e.g., pipe material and diameter and roughness for gravity sewers), were referenced to develop the design criteria used for this Master Plan Update.
TABLE 4-4: DESIGN CRITERIA USED FOR SANTA CLARA MASTER PLAN UPDATE Facility Component Design Criteria
Gravity Sewer d/D Ratio Less than or equal to 0.75 unless minimum velocities are a concern.
Gravity Sewer Velocity Minimum 2 fps during existing peak dry weather flow; maximum 10 fps during design peak wet weather flow.
Gravity Sewer Diameter
Minimum 8-inch, 10-inch, and 12-inch for residential, commercial, and industrial land uses, respectively; downstream pipes at least as large as upstream pipes where feasible.
Gravity Sewer Roughness Manning’s n friction coefficient of 0.013.
Gravity Sewer Inverts Match crowns at junctions of side sewers and trunk sewers.
Gravity Sewer Slope Determined based on velocity criteria to the extent feasible.
Gravity Sewer Cover 6 feet from finished grade to sewer crown if feasible.
Gravity Sewer Material1
RCP for 24-inch and larger; VCP for greater than 12- to 24-inch or PVC if approval given by Director of Public Works / City Engineer; VCP or PVC SDR 26 for 12-inch and smaller.
Gravity Sewer Alignment2
Generally, 5-foot offset from street centerline on side opposite the storm drain and 8-foot clear distance separation from all other parallel facilities.
Gravity Sewer
Manhole
Placement
and Spacing2
Located at sewer main or street intersections, at upstream terminal ends of sewer lines, at any change in pipe direction, slope, diameter, or material, and where laterals have the same diameter as the sewer main or are 8 inches or larger. Nominal and maximum manhole spacing shall be 450 and 500 feet, respectively.
Force Main Velocity Minimum 3 fps to prevent solids from settling out and maximum 8 fps to prevent excessive head losses in the force main.
Force Main Cover 6 feet from finished grade to sewer crown if feasible.
Pump Station Roughness Hazen-Williams C-value of 100 but must have proper operation at C-value of 120.
1 Note that material is tracked in the hydraulic model, but roughness values are what impact the hydraulic analysis. 2 Note that these details were considered for the hydraulic modeling analysis but are generally more applicable to project development during the pre-design stage.
1 City of Santa Clara’s Sanitary Sewer Design Criteria (Section 5) are available online at:
https://www.santaclaraca.gov/home/showpublisheddocument/61878/636766631787130000.
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4.1.2 Physical Model Network
Two physical model networks were used to evaluate the capacity of the City’s sanitary sewer system. One of these networks included future lining assumptions applied to City-identified RCP trunks and VCP siphons within the City’s sewer system based on information provided by the City (“Lined Model Network”); the other did not (“Unlined Model Network”). Section 4.1.2.1 discusses the assumptions applied to the Lined Model Network in more detail.
The following assumptions were applied to the physical model network (both the Lined Model Network and Unlined Model Network):
• A Manning’s n of 0.013 was assumed for all pipes in the model, including lined pipes. Lined pipes can initially reduce the friction factor. However, over time, with sedimentation and fouling, the friction factor may increase. Assuming a friction factor of 0.013 for lined pipes therefore represents a conservative assumption.
• The flume diversion structure located at Homestead Road and Lawrence Expressway (Lawrence/Homestead gate structure), which splits the flow to either the eastern sewer on Homestead or the northern sewer on Lawrence Expressway, was modeled assuming a 50% flow split for the capacity evaluation. Therefore, half of the influent sewer flows are sent east to the Homestead sewer and the other half are sent north to the Lawrence sewer. This even flow split assumption was applied for the capacity evaluation because it is the City’s normal and desired flow setting at that structure. It should be noted that the model calibration (described in Section 3.3) considered both normal settings and a temporary blockage condition which existed during the flow monitoring period but was investigated and cleared by City staff thereafter. • Pump stations were set up in the model using Archimedean screw pumps, meaning that all the influent sewer flows from the upstream sewer system would be pumped out through the force main at the same flow rate they reach the pump station (i.e., influent flow rate = effluent flow rate). Pump station firm capacities were estimated based on information provided by the City and compared to the model PWWF as described further in Section 4.4.
• Non-free-fall (submerged) conditions were assumed at the downstream most discharge structure where the Rabello and Northside force mains outfall to a discharge box structure. Based on information provided by the City, the water level in the structure was set to be eight (8) feet above the crown of the force mains which was the approximate water level during a City field inspection completed on June 19, 2024. At the time of the field inspection, the City noted that the high-water level within the structure appeared to be approximately 13 feet above the crown of the force mains; however, considering it is not known when or how often that condition occurs, it was not used as the design condition.
• Project solutions for the following specific development projects that were already identified and modeled during previous development reviews were included in the appropriate future loading model scenario(s) based on timing:
o Patrick Henry Drive (PHD): Included in both the near-term future and long-term future model load scenarios. The sanitary sewer improvements within the PHD plan area and the upsize of the Great America Parkway (GAP) West Trunk (from PHD to the Bay Division pipelines crossing) are both to be paid by the developers; therefore, the previously modeled improvements for PHD will not be further discussed in this Master Plan Update or included in the City’s Sewer Capacity CIP.
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o Mission Point: Included in the long-term future model load scenario only. The City is allowing either of two developer-proposed alternatives, one of which (Revised Option 2A) is included in the model. Both alternatives are assumed to be completely at the developer’s cost and therefore will not be further discussed in this Master Plan Update or included in the City’s Sewer Capacity CIP.
o Freedom Circle: Included in the long-term future model load scenario only. No separate infrastructure fee area has been established for the Freedom Circle Focus Area; therefore, the previously modeled improvements are presented in this Master Plan Update and will be included in the City’s Sewer Capacity CIP.
4.1.2.1 Lined Model Network Assumptions
The Lined Model Network assumes RCP trunks identified by the City to be in poor condition would be lined in future as shown in Table 4-6 and Figure 4-5). The Lined Model Network also assumes that select unlined siphons constructed of either vitrified clay pipe (VCP), cast iron pipe (CIP), or ductile iron pipe (DIP) material would be lined as identified in the table provided as Appendix F. The table also includes condition assessment information (i.e., structural quick rating score) from recent CCTV inspections that the City conducted on select siphons between January 2024 and May 2024. The four siphons with the highest severity grade of 4 were part of the group of siphons identified for future lining.
Future lining assumptions were only incorporated into the Lined Model Network, while sewers and siphons already lined were incorporated into both the lined and unlined networks. Gravity sewers and siphons assumed to be lined in the future were assigned a reduced diameter based on an assumed liner thickness and the “FLIN” (future lining) model flag was then applied to the diameter field.
Liner thicknesses, and the corresponding diameter reductions, were calculated based on conservative assumptions. Woodard & Curran referenced information provided by the City from recent lining projects and expertise from condition assessment experts to develop conservative lining assumptions based on the original diameter as shown in Table 4-5.
TABLE 4-5: FUTURE LINER THICKNESS ASSUMPTIONS FOR RCP TRUNKS AND SIPHONS (LINED MODEL NETWORK ONLY)1
Original Diameter
(in)
Assumed Liner
Thickness (in)
Assumed Diameter
Reduction (in)
12 0.297 0.594
18 0.446 0.892
19 0.471 0.942
20 0.496 0.992
21 0.521 1.042
24 0.596 1.192
27 0.671 1.342
30 0.745 1.49
33 0.82 1.64
36 0.895 1.79
39 0.97 1.94
42 1.046 2.092
53 1.324 2.648
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1Assumed future liner thicknesses were conservatively calculated based on key assumptions such as host pipe condition, groundwater table, soil properties, etc.
TABLE 4-6: RCP TRUNKS IDENTIFIED FOR FUTURE LINING (LINED MODEL NETWORK ONLY) Trunk Lined Section1 Original
Diameter (in)
Lined
Diameter (in)2
Capacity
Reduction3
Homestead S20-9 to S21-43 27-30 25.7-28.5 12.8%
Calabazas S52-113 to S83-17 24-33 22.8-31.4 12.8%
Bowers S22-51 to S83-18 21-33 20-31.4 12.8%
Lafayette S65-30 to S115-8 24-53 22.8-50.4 12.8%
Central Expressway S64-44 to S67-21 24-27 22.8-25.7 12.9% De La Cruz East S48-11 to S58-2 24 22.8 12.8%
De la Cuz West S48-2 to S58-14 24 22.8 12.7%
Lafayette West S114-23 to S114-18 42 39.9 12.8%
GAP E Trunk S83-18 to S104-30 33-42 31.4-39.9 12.8%
GAP W Trunk S83-17 to S104-51 30-33 28.5-31.4 12.8%
1 Upstream to downstream manhole. 2 Rounded to the nearest 0.01-in. 3 Capacity Reduction was calculated as the maximum percent difference of the full capacities of the unlined and lined scenarios.
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FIGURE 4-5: RCP TRUNKS IDENTIFIED FOR FUTURE LINING (LINED MODEL NETWORK ONLY) City of Santa Clara (Project 0012307.00) 4-13 Woodard & Curran, Inc.
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4.2 Capacity Evaluation Results
The calibrated model was run for existing, near-term future, and long-term future load conditions using both the Unlined Model Network and Lined Model Network to identify areas of the system that fail to meet the specified performance criteria described in Section 4.1.1. Areas that fail to meet the specified performance criteria were identified as capacity deficiencies.
This section presents the results of the system capacity evaluation as it relates to the City’s gravity sewers (Section 4.3) and pump stations and force mains (Section 4.4).
4.3 Gravity Sewer System Capacity Deficiencies
All the capacity deficiencies identified in the model for the City’s gravity sewer pipes are summarized in Table 4-7, including the load scenario, design flow, and physical network conditions that would trigger each deficiency. An overview map showing the locations of all the model-identified capacity deficiencies is provided as Figure 4-6. In the figure, pipes shown in pink are predicted to surcharge due to “throttle” conditions, indicating that the full capacity of the pipe is less than the predicted peak flow. Pipes shown in purple are predicted to surcharge due to backwater from a downstream throttle condition. The deficiencies listed in Table 4-7 are the gravity sewer pipes that would fail to meet the City’s specified performance criteria and would therefore need some type of capacity relief, either by increasing their capacity (e.g., upsize to larger diameter) or reducing the flow (e.g., divert flow away from pipe, reducing RDI/I). Project solutions modeled to relieve the identified capacity deficiencies are discussed in Section 4.5.
Profiles of the capacity deficient sewers, both before and after project implementation, are provided in Appendix G. Profiles are not provided for the specific development projects identified in Section 4.1.2 that have been previously modeled as part of the development review process (i.e., PHD, Mission Point, Freedom Circle). Note that model-predicted surcharging or overflows (depicted in the before profiles) do not necessarily mean that pipes would be capacity deficient at that location, as flows can back up due to downstream capacity limitations and cause surcharging or potential overflows at upstream locations due to backwater. Additionally, although the profiles indicate where modeled surcharging would occur due to backwater versus due to a capacity limitation (“throttle” condition), the results reflect an “unrelieved” system, meaning that peak flows are dampened out in the pipes that are under heavy surcharge or reduced due to overflows. This means that, as upstream deficiencies are relieved through capacity projects, the peak flows reaching downstream pipes would increase, potentially causing additional surcharging or overflows and triggering additional deficiencies and projects. Therefore, it would be necessary to model the project solutions starting upstream and then proceed to review the deficiencies downstream to confirm that any additional downstream deficiencies are addressed, as the system starts to be relieved.
TABLE 4-7: SUMMARY OF MODEL-PREDICTED GRAVITY SEWER CAPACITY DEFICIENCIES Deficiency Name
Wastewater Flow Trigger1 Design Flow Trigger Network Trigger Existing
(EL)
Near-Term
Future
(NTFL)
Long-Term
Future
(LTFL)
Dry
Weather
(DWF)
Wet
Weather
(WWF)
Unlined
(UMN)
Future
Lined
(LMN)
Agilent ✓ (E) ✓ ✓ N/A
Homestead Road ✓ ✓ ✓ N/A
Kiely Boulevard ✓ (GP) ✓ ✓ N/A
Victoria Avenue ✓ (SD, GP) ✓ ✓ N/A
Cabrillo Avenue ✓ ✓ ✓ N/A
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Deficiency Name
Wastewater Flow Trigger1 Design Flow Trigger Network Trigger Existing
(EL)
Near-Term
Future
(NTFL)
Long-Term
Future
(LTFL)
Dry
Weather
(DWF)
Wet
Weather
(WWF)
Unlined
(UMN)
Future
Lined
(LMN)
CMC Basin ✓ ✓ ✓ N/A
Bowers Avenue ✓ ✓ ✓
Calabazas Trunk ✓ ✓ ✓
Agate Drive ✓ (O2) ✓ ✓ N/A
Freedom Circle ✓ (SD) ✓ ✓ N/A
PHD ✓ (SD) ✓ ✓ N/A
Mission Point ✓ (SD) ✓ ✓ N/A
GAP West Trunk ✓ ✓ ✓ N/A
GAP East Trunk ✓ ✓ ✓
Bunker Hill Lane East ✓ (E) ✓ ✓ N/A
Lafayette Street ✓ ✓ ✓ N/A
1 Deficiency cause: SD = Specific Development Project; GP = General Plan; E = Entitlement Flow. O = Other (see notes).
If no specific cause is listed, deficiency would be caused by future lining assumption and/or cumulative impacts from upstream due to development and/or relieving upstream capacity constraints. 2 During wet weather design flows only, Agate Drive deficiency would be triggered because the Calabazas Trunk has insufficient capacity. Flows from Calabazas would backup and overflow to the Agate Drive sewers in the model through manhole S52-4, which is located just upstream of the Agate Drive siphon crossing. However, once the Calabazas Trunk deficiency is relieved, the model runs show that the Agate Drive deficiency would go away. Therefore, Section 4.5 does not include a capacity improvement project specific to Agate Drive, but Section 4.6 discusses this area in more detail due to the prolonged RDI/I observed during the flow monitoring program.
Crossman Ave
E Caribbean Dr
237 G2
Sunnyvale
Baylands
County Park
E Arques Ave
Kifer Rd
Stewart Dr
Lakebird Dr
B al zingwood Dr
Tasman Dr
G2
Henderson Ave
Azalea Dr
Reed Ave
Aster Ave
Benton St
Qu
ail Ave
Teal Dr
Bryant Way
Lily Ave
Lillick Dr
Nobili
Ave
Briarwood
Dr
Vireo
Ave
Sequoia Dr
Lorne Way
d Rd
G2
Sunken
Gardens
Golf
Course
Marian A
Peterson Middle
School
Kaiser
Permanente
Santa Clara
Medical Center
Pruneridge Ave
Har vard
Ave
Calvert Dr
N Tantau Ave
allco Pkwy
Stern Ave
Judy Ave
Calvert Dr
Holger Way
N 1st St
Great America Pkwy
Tasman Dr
W Tasman Dr
Gold St
237
Ulistac Natural
Area
Santa
Clara Golf
and
Tennis
Club
Lakeside Dr
Agnew Rd
Agnew Rd
Wals h Ave
Laurelwood Rd
Oakmea
d Pk
wy
Kifer Rd
Norman Ave
Clyde
Ave
Hope Dr
Comstock St
Cheeney
St
Lake shore Dr
Torrance Ave
Tasman Dr
Great A
meri
ca Pkwy
Central Expy
Montague Expy
101
Fairwood Park
Lick Mill Park
California's
Great America
Levi's Stadium
West Valley
College Mission
Campus
Harrison St
Benton St
Pomer
oy A
ve
Pomeroy Ave
Martin Ave
Reeve St
Nobili Ave
Walsh Ave
Chromite Dr
Warburton Ave War burton Ave Scott Blvd
Anna Dr
Calabazas Blvd
Newhall St
Los
Olivos
Dr
Richard Ave
Main St
Mark Ave
Enright Ave
Macha do Ave
Francis Ave
El Sobrante St
Agate Dr
Victoria Ave
Borax Dr Bray Ave
Toledo Ave
Homestead Rd
Bellomy St
Kiely Blvd
Saratoga Ave
Bowers
A
ve
La
fayette St
Monroe St
82 Santa Clara
High School
S A N T A
C L A R A
Wood hams Rd
Northlake Dr
Fo rbes Ave
Forest Ave
Pruneridge Ave
Albany Dr
Harold
Ave
Cronin Dr
Rodonovan
Dr
McKinley Dr
Estella Dr
Rebeiro Ave
Rosita Ave
Saratoga
Ave
Stevens Creek Blvd
Kiely Blvd
N Winchester Blvd
Pruneridge
Golf Club
Coy o te Cree
Ce k
nter Rd
C
ente
r Rd
Cisco Way
Balboa St
Holger Way
E Tasman Dr
N
1st St
237
Gua
dalupe Rive r
Innovation Dr
Aldo Ave
River Oaks Pkwy
Laurelwood Rd
Laurie Av e
Ewert Rd
N 1st
St
E Trimble R
Lick Mill B
lvd
G4
101
Alviso St
Newhall St
Main St
Jackson
St
Emory St
Boxwood Dr
Brokaw Rd
Airport Blvd
Lafayette St
Market St
The Alameda
De La Cruz Blvd
82 Santa Clara
Catholic
Cemetery
PayPal Park
San José Mineta
International
Airport
Santa Clara
University
University Ave
Olive Ave Shasta A
Woodland Ave
Bradley Ave
Bailey Ave
Cherrystone Dr
Kenwood Ave
Elliott St
N Bascom
Ave
Stevens Creek Blvd
Naglee Ave
Westfield Valley
Fair ATM
Agilent
CMC Basin
GAP W
GAP E
Calabazas Trunk
Lafayette St
Bowers Ave Kiely Blvd GAP W
Agilent
GAP E
CMC Basin
Homestead
Victoria Ave
Freedom Circle
Bunker Hill Ln E
Cabrillo Ave
Agate Dr
Legend
±
Figure 4-6
Overview of Capacity
Deficiencies
Sewer Master Plan Update
Figure Exported: 12/27/2024 By: SEstabrook Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2024_Report.aprx 0 0.25 0.5 1
Miles
Modeled Sewers
Surcharge State
<1 (no surcharge)
1 (backwater surcharge)
2 (throttle surcharge)
Project #: 0012307.00
Map Created: December 2024
Third Party GIS Disclaimer: This map is for reference and graphical purposes only and should not be relied upon by third parties for any legal decisions.
Any reliance upon the map or data contained herein shall be at the users’ sole risk.
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4.4 Pump Station and Force Main Capacity Deficiencies
Table 4-8 compares the estimated (theoretical) firm and total capacity of each modeled pump station to the modeled flows under buildout PWWF conditions. The table indicates that all pump stations would have sufficient capacity to convey model-predicted buildout PWWF. The table also indicates that modelpredicted force main velocities under buildout PWWF for Westside, Tasman, De La Cruz, Primavera, and Stadium Pump Stations would all be less than the capacity deficiency criteria threshold of 10 fps. Velocities are not reported for the Rabello and Northside Pump Station force mains because sufficient information was not available to reasonably represent the operation of these pump stations and force mains in the model (i.e., City could not confirm settings at the flow split gate structure upstream of the pump stations located at S114-19; City reported that the force main discharge pipes are normally submerged but could not provide monitored level data; actual typical pump operations / pump sequencing is unknown).
It should be noted that the model-predicted PWWFs and force main velocities presented may be slightly underpredicted compared to actual measured flows because of the way that the pumps are modeled; all pump stations are represented in the model network using Archimedean screw pumps, meaning that all the influent sewer flows from the upstream sewer system would be pumped through the force main at the same flow rate they reach the pump station (i.e., influent flow rate = effluent flow rate). Therefore, modeled Archimedean screw pumps mimic the smoother trunk flows coming into the pump station rather than the “peakier” downstream flows created by nature of the pumps turning on and off. However, considering SCADA flow data were not available to compare observed flows to model-predicted flows, this approach was considered to be a reasonable representation of flows and velocities.
TABLE 4-8: SUMMARY OF MODEL-PREDICTED PUMP STATION AND FORCE MAIN CAPACITY
DEFICIENCIES
Pump Station
(Number of
Pumps)
Model-Predicted
Buildout PWWF
(mgd)1
Firm
Capacity
(mgd)
Total
Capacity
(mgd)
Force Main Velocity
at Buildout PWWF
(mgd)1
Capacity
Deficiency4
Westside (2) 0.99 1.552 2.532 4.41 No
Tasman (2) 0.52 1.612 2.342 3.20 No
De La Cruz (2) 0.64 1.612 2.522 2.92 No
Primavera (6) 2.65 5.722 6.392 7.9 No
Stadium (6) 0.66 2.562 2.682 4.78 No
Rabello (8)
44.8 25.43 27.95- No
Northside (4) 19.83 21.35- No
1 Model Buildout PWWF values and force main velocities reported are from the long-term future load scenario using the Lined Model Network and the relieved system (assuming project solutions have been implemented). mgd = million gallons per day.
2 Theoretical firm and total capacities were estimated for Westside, Tasman, De La Cruz, Primavera, and Stadium Pump Stations based on basic information, pump settings, pump curves, and system curves provided by the City. Refer to Appendix C for detailed calculations for each pump station. 3 Theoretical firm capacities for Rabello and Northside Pump Stations were estimated by Schaaf & Wheeler Consulting Civil Engineers (S&W) as reported in a memorandum titled “Northside and Rabello Pump Station Firm Capacity Evaluation”, dated July 5, 2022.
4A capacity deficiency would be identified for cases where model-predicted PWWF exceeds the theoretical firm capacity or where force main velocity during PWWF exceeds 10 fps (refer to Table 4-3 for the capacity deficiency criteria). 5 Theoretical total capacities for Rabello and Northside Pump Stations were estimated using excel spreadsheet tools developed by Schaaf & Wheeler as part of the firm capacity study (refer to footnote 3). System curves for total capacities were estimated based on inferred data because Schaaf & Wheeler did not collect test points with all pumps running.
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4.5 Capacity Improvement Projects
This section presents the capacity improvement projects that were identified for the City’s sanitary sewer system based on the results of the performance evaluation described in Sections 4.3 and 4.4. An overview map showing the locations of all the model-identified capacity improvement projects is provided as Figure 4-7.
For most of the gravity sewer capacity deficiencies identified in Table 4-7, a project was developed to either replace the existing pipe with a larger pipe or redirect flows to other existing sewers with adequate available capacity. The PHD and Mission Point projects were already modeled during the development review process and will be paid for by the developers (as discussed in Sections 4.1.2 and 5.6); these projects will not be included in the Master Plan Update’s Sewer Capacity CIP but are still included in Table 4-9 for reference.
The Freedom Circle project is also included in Table 4-9 and discussed below; no separate infrastructure fee area has been established for the Freedom Circle Focus Area, so the previously modeled improvements are included in the City’s Sewer Capacity CIP. Additionally, a specific project was not identified to address the Agate Drive deficiency because model runs showed that this deficiency would be relieved once the Calabazas Trunk project was implemented to relieve existing capacity constraints within the Calabazas Trunk. The assumptions used to define the capacity improvement projects, including the design criteria applied (refer to Section 4.1.1 for more detail), are discussed briefly below.
Replacement pipes were sized to convey the buildout PWWF using the Lined Model Network with a maximum d/D ratio of 0.75; some exceptions were made to allow a slightly higher d/D ratio (always less than 1) to avoid oversizing isolated, flat segments just to meet this criterion. Existing pipe slopes and depths were preserved when upsizing sewers in-place. Projects that included re-sloping (i.e., replacing the existing pipe at a different slope) are identified as such in the project descriptions. Diameters were increased as minimally as possible to prevent oversizing and subsequent low velocities during dry weather conditions, while also considering standard pipe sizes.
Iterative model runs with all capacity improvement projects in place were performed to verify that no additional sewer system capacity deficiencies would occur after upstream capacity improvements were implemented and to review the flow and capacity of the pump stations in the sewer system. These model runs assessed the cumulative impact of increased capacity from upstream projects on peak flows in pipes downstream. Therefore, project solutions for the GAP West and GAP East Trunks were modeled last.
The recommended capacity improvement projects are all listed in Table 4-9 and discussed in more detail in the following subsections. In total, the table presents fifteen (15) capacity improvement projects which were identified as part of this Master Plan Update. Each project is documented in further detail in Appendix G with an individual plan view map and profile views of the impacted sewers before and after project implementation. Project prioritization and planning-level capital cost estimates were prepared for each of the thirteen (13) recommended projects to be funded by the City and included in its Sewer Capacity CIP; these are presented in Section 5 of this report.
Crossman Ave
E Caribbean Dr
237 G2
Sunnyvale
Baylands
County Park
E Arques Ave
Kifer Rd
Stewart Dr
Lakebird Dr
B al zingwood Dr
Tasman Dr
G2
Henderson Ave
Azalea Dr
Reed Ave
Aster Ave
Benton St
Qu
ail Ave
Teal Dr
Bryant Way
Lily Ave
Lillick Dr
Nobili
Ave
Briarwood
Dr
Vireo
Ave
Sequoia Dr
Lorne Way
d Rd
G2
Sunken
Gardens
Golf
Course
Marian A
Peterson Middle
School
Kaiser
Permanente
Santa Clara
Medical Center
Pruneridge Ave
Har vard
Ave
Calvert Dr
N Tantau Ave
allco Pkwy
Stern Ave
Judy Ave
Calvert Dr
Holger Way
N 1st St
Great America Pkwy
Tasman Dr
W Tasman Dr
Gold St
237
Ulistac Natural
Area
Santa
Clara Golf
and
Tennis
Club
Lakeside Dr
Agnew Rd
Agnew Rd
Wals h Ave
Laurelwood Rd
Oakmea
d Pk
wy
Kifer Rd
Norman Ave
Clyde
Ave
Hope Dr
Comstock St
Cheeney
St
Lake shore Dr
Torrance Ave
Tasman Dr
Great A
meri
ca Pkwy
Central Expy
Montague Expy
101
Fairwood Park
Lick Mill Park
California's
Great America
Levi's Stadium
West Valley
College Mission
Campus
Harrison St
Benton St
Pomer
oy A
ve
Pomeroy Ave
Martin Ave
Reeve St
Nobili Ave
Walsh Ave
Chromite Dr
Warburton Ave War burton Ave Scott Blvd
Anna Dr
Calabazas Blvd
Newhall St
Los
Olivos
Dr
Richard Ave
Main St
Mark Ave
Enright Ave
Macha do Ave
Francis Ave
El Sobrante St
Agate Dr
Victoria Ave
Borax Dr Bray Ave
Toledo Ave
Homestead Rd
Bellomy St
Kiely Blvd
Saratoga Ave
Bowers
A
ve
La
fayette St
Monroe St
82 Santa Clara
High School
S A N T A
C L A R A
Wood hams Rd
Northlake Dr
Fo rbes Ave
Forest Ave
Pruneridge Ave
Albany Dr
Harold
Ave
Cronin Dr
Rodonovan
Dr
McKinley Dr
Estella Dr
Rebeiro Ave
Rosita Ave
Saratoga
Ave
Stevens Creek Blvd
Kiely Blvd
N Winchester Blvd
Pruneridge
Golf Club
Coy o te Cree
Ce k
nter Rd
C
ente
r Rd
Cisco Way
Balboa St
Holger Way
E Tasman Dr
N
1st St
237
Gua
dalupe Rive r
Innovation Dr
Aldo Ave
River Oaks Pkwy
Laurelwood Rd
Laurie Av e
Ewert Rd
N 1st
St
E Trimble R
Lick Mill B
lvd
G4
101
Alviso St
Newhall St
Main St
Jackson
St
Emory St
Boxwood Dr
Brokaw Rd
Airport Blvd
Lafayette St
Market St
The Alameda
De La Cruz Blvd
82 Santa Clara
Catholic
Cemetery
PayPal Park
San José Mineta
International
Airport
Santa Clara
University
University Ave
Olive Ave Shasta A
Woodland Ave
Bradley Ave
Bailey Ave
Cherrystone Dr
Kenwood Ave
Elliott St
N Bascom
Ave
Stevens Creek Blvd
Naglee Ave
Westfield Valley
Fair ATM
Agilent
CMC Basin
GAP W
GAP E
Calabazas Trunk
Lafayette St
Bowers Ave Kiely Blvd GAP W
Agilent
Agilent
CMC Basin
Homestead
Victoria Ave
Freedom Circle
Bunker Hill Ln E
Cabrillo Ave
Legend
±
Figure 4-7
Overview of Capacity
Improvement Projects
Sewer Master Plan Update
Figure Exported: 12/27/2024 By: SEstabrook Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2024_Report.aprx 0 0.25 0.5 1
Miles
Modeled Sewers
Capacity Improvement Project
Bunker Hill Ln E
Agilent
Bowers Ave
CMC Basin
Calabazas Trunk
GAP E Trunk
GAP W Trunk
Homestead Rd
Kiely Blvd
Lafayette St
Victoria Ave
Freedom Circle
Cabrillo Extent (Not Actual Project)
City of Santa Clara (Project 0012307.00) 4-19 Woodard & Curran, Inc.
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TABLE 4-9: SUMMARY OF CAPACITY IMPROVEMENT PROJECTS
Project Triggers1
Project Details
MH IDs
(US - DS)
Length
(LF)2
Pre-Project
Diameters
(in)3
Post-Project
Diameters
(in)3
New
Weirs Location & Description
1. Agilent
(Section 4.5.1)
LTFL
DWF
UMN
S10-77 - S33-33 12,313 10, 21, 24 15, 24, 27 S22-55
Tracy Dr, Pomeroy Ave,
Homestead Rd (S Trunk), Kiely
Blvd
2. Homestead Road
(Section 4.5.2)
LTFL
WWF
UMN
S20-9 - S23-18
(excluding siphon) 6,407 18, 27, 30 24, 30, 33 S20-16
N Homestead Trunk from
Swallow Wy to Saratoga
Creek
3. Kiely Boulevard
(Section 4.5.3)
LTFL
WWF
UMN
S33-42 - S33-35 270 8 10 -
Orthello Wy to S of El
Sobrante St
4. Victoria Avenue
(Section 4.5.4)
LTFL
WWF
UMN
S42-113 - S42-36 765 8 10 -
Fowler Ave & Pomeroy Ave to
Nobili Ave & Victoria Ave
5. Cabrillo Avenue
(Section 4.5.5)
EL
WWF
UMN
- - - -
S40-16,
S41-38
Halford Ave & Buckley St; St.
Lawrence Dr, W of Lawrence
Expwy
6. CMC Basin
(Section 4.5.6)
EL
WWF
UMN
S52-104 - S52-80
S43-14 - S53-103 3,655 8 12, 15 -
Santa Maria Ave & Francis
Ave; Amethyst Dr
7. Bowers Avenue
(Section 4.5.7)
LTFL
WWF
LMN
S53-34 - S63-20 2,605 25.7 30 - Chromite Dr to Walsh Ave
8. Calabazas Trunk
(Section 4.5.8)
EL
WWF
LMN
S52-4 - S62-31
S62-31 - S62-10
S62-37 - S62-38
2,7604 22.8, 24, 27 18, 27 -
Calabazas Creek from S of
Agate Dr to Central Expwy
9. Freedom Circle
(Section 4.5.9)
LTFL
DWF
UMN
S84-12 - S83-18 1,8855 12 15 -
Mission College Blvd from
Freedom Cir to west of Great
America Pkwy
City of Santa Clara (Project 0012307.00) 4-20 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
Project Triggers1
Project Details
MH IDs
(US - DS)
Length
(LF)2
Pre-Project
Diameters
(in)3
Post-Project
Diameters
(in)3
New
Weirs Location & Description
10. Patrick Henry Drive
(PHD)6
LTFL
DWF
UMN
S92-16 – S93-50 6,185 - 6-39 -
Patrick Henry Drive and Great
America Parkway.
11. Mission Point6
LTFL
DWF
UMN
S92-15 – PHD-11 6,560 - 12-15 -
West Tasman Drive and Great
America Parkway.
12. GAP West Trunk
(Section 4.5.10)
LTFL
WWF
UMN
S93-42 - S104-19
(excluding siphon) 4,810 28.5-35.7 36, 42 -
S of West Tasman Dr to
Lafayette St
13. GAP East Trunk
(Section 4.5.11)
LTFL
WWF
LMN
S83-20 to S83-18 231 31.4 39 -
Old Glory Ln to S of Bunker
Hill Ln; Stars and Stripes Dr
14. Bunker Hill Lane
East (Section 4.5.12)
LTFL
WWF
UMN
S93-10 - S93-7 110 6 8 - E of Great America Pkwy
15. Lafayette Street
(Section 4.5.13)
LTFL
WWF
UMN
S104-29 - S104-8 2,2905 34.2, 40.3, 42 42, 48 -
N of Calle del Mundo to S of
Great America Wy
1 Triggers include: EL = Existing Loads; NTFL = Near-Term Future Loads; LTFL = Long-Term Future Loads; DWF = Dry Weather Flows; WWF = Wet Weather Flows; UMN = Unlined Model Network; LMN = Lined Model Network.
2 Length of sewers included in upsizing project, rounded up to the nearest 5 linear feet (LF). 3 Range of pipe diameters included in the project. If the project sewers were identified for future lining, the pre-project diameters represent the future lined diameter assumption that was applied to the Lined Model Network which may be different from the existing diameters that exist in the field. 4 Includes length of sewers to be re-sloped and new parallel sewer segment. 5Includes length of sewers to be re-sloped. 6 Proposed project to be paid for by the developer.
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4.5.1 Agilent
The Agilent capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during dry weather conditions, in the Unlined Model Network (as indicated in Table 4-7).
The recommended project includes replacement of 12,557 LF of 10-, 21-, and 24-inch pipe with 15-, 24-, and 27-inch pipe along Tracy Drive, Pruneridge Avenue, Pomeroy Avenue, Homestead Road (South Homestead Trunk), Saratoga Creek, and Kiely Boulevard (from manhole S10-79 to S33-33). The recommended project also includes installation of a weir at manhole S22-55 to divert the influent flows from Homestead Road South Trunk and Pomeroy Avenue sewers to the Homestead Road South Trunk, which would be upsized as part of the project. The recommended project would maximize capacity in the Homestead Road South Trunk and send as much flow as possible to an upsized Bowers Avenue Trunk.
An alternative involving diverting flows to the larger diameter Homestead Road North Trunk instead of the South Trunk was also preliminarily considered and investigated. However, pipe condition data provided by the City showed that the Homestead Road South Trunk was known to be in worse condition; this pipe had defect scores of 4 or 5 (assigned based on the severity of the worst defect detected) along the stretch of pipe that would be upsized. Therefore, the recommended alternative includes upsizing of the Homestead Road South Trunk. Moreover, it should be noted that a capacity improvement project was also identified for the Homestead Road North Trunk and is discussed in Section 4.5.2.
The primary reason for this capacity deficiency is a historic entitlement flow of 0.95 mgd associated with Parcel APN 316-17-018 located at 5301 Stevens Creek Boulevard (current owner Agilent Technologies). This entitlement flow is significantly greater than the company’s recent historical water usage of approximately
0.02 mgd (based on winter season water billing data from 2019-2022). Implementing this project in the near term would result in oversized sewers where the daily flow is not sufficient to provide the minimum cleaning velocity and thus could create potential debris and odor issues. However, the City should implement the Agilent capacity improvement project to address the potential capacity deficiency before the parcel begins to discharge its entitled flow of 0.95 mgd. Based on model runs, the maximum flow that Agilent could discharge before the capacity project would be needed is approximately 0.23 mgd; the deficiency would first occur in the sewers along Pomeroy Avenue, south of Homestead Road.
4.5.2 Homestead Road
The Homestead Road capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during wet weather conditions, in the Unlined Model Network. The long-term future loads scenario assumes that the Cupertino Sanitary District (CuSD) discharges a future flow to the City’s sanitary sewer system up to its current contractual limit (13.8 mgd), which contributes to the deficiency identified in the Homestead Road sewers.
The recommended project includes replacement of 6,565 LF of 18-inch, 27-inch, and 30-inch pipe with 24- inch, 30-inch, and 33-inch pipe along Homestead Road from Swallow Way to Saratoga Creek (from manhole S20-9 to S23-18). The proposed upsizing project that was modeled maintains the existing pipe slopes; however, if feasible, the City may wish to evaluate alternatives during preliminary design that would reslope and steepen the flatter pipe segments (i.e., proposed 33-inch pipes between manholes S20-18 and S21-43). It should be noted that the proposed project does not include improvements to the siphon between manhole S20-26 and S20-18 because the siphon would not be capacity deficient. Per the City’s records, that siphon is not currently lined and is made of polyethylene with an internal diameter of 20.2 City of Santa Clara (Project 0012307.00) 4-22 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
inches; therefore, it was not assumed for future lining in the Lined Model Network based on the material classification.
The recommended project also includes installation of a weir at manhole S20-16 to divert as much flow as possible to maximize the available capacity within the upsized Homestead Road South Trunk (refer to description of the Agilent project in Section 4.5.1). The Homestead Road and Agilent capacity improvement projects would work together to maximize capacity within both trunks along Homestead Road to send as much flow as possible to an upsized Bowers Avenue Trunk. This approach targets replacement efforts to older pipelines assumed to be in worse condition and diverts flow away from the Calabazas Trunk, which is relatively shallow in some locations (i.e., at higher risk of sewer overflows) and also had capacity issues during wet weather flows which were first identified under existing loading conditions using the Lined Model Network and under near-term loading conditions in the Unlined Model Network (refer to Section
4.5.8 for discussion of the Calabazas Trunk project).
4.5.3 Kiely Boulevard
The Kiely Boulevard capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during wet weather conditions, in the Unlined Model Network. Simulation results show that the capacity deficiency is caused by cumulative impacts of increased discharges from General Plan parcels (discussed in Section 2.2.2.2), specifically parcels draining to the Homestead Road North Trunk and the sewer along Brookdale Drive.
The recommended project includes upsizing of one 270 LF segment of 8-inch pipe to 10-inch pipe on Kiely Boulevard from Orthello Way to south of El Sobrante Street (from manhole S32-42 to S33-35).
4.5.4 Victoria Avenue
The Victoria Avenue capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during wet weather conditions, in the Unlined Model Network. According to the simulation results, the capacity deficiency is caused by cumulative impacts of increased discharges from the El Camino Real Specific Plan and General Plan parcels, specifically parcels draining to the sewers on the north side of El Camino Real and along Warburton Avenue.
The recommended project includes upsizing and re-sloping of 515 LF of 8-inch pipe to 10-inch pipe on Fowler Avenue from Pomeroy Avenue to Nobili Avenue and installation of 250 LF of new 10-inch pipe on Nobili Avenue from Fowler Avenue to Victoria Avenue (from manhole S42-113 to S42-36). The project also would include abandoning 255 LF of existing 8-inch sewer between Fowler Avenue and Victoria Avenue (from manhole S42-48 to S42-36), which crosses through an easement underneath single-family residential parcels.
The recommended project is an alternative solution to the project that was preliminarily modeled, which included upsizing of only two pipe segments along Victoria Avenue from Pomeroy Avenue to Nobili Avenue (from manhole S42-36 to S42-113). However, upon further review and based on discussions with the City, the alternative was expanded so that the pipe located within the existing easement could be abandoned.
This project solution does not include two pipe segments between manholes S42-113 and S41-53, because they would have adequate capacity based on the City’s capacity criteria (no surcharge), thus they were not included in the proposed project. However, considering these pipe segments are located between the Victoria Avenue proposed project and the recently upsized section downstream of manhole S41-53, the City may wish to consider expanding the project to include these pipes during preliminary design.
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4.5.5 Cabrillo Avenue
The Cabrillo Avenue capacity improvement project would relieve the surcharge capacity deficiency first triggered in the Unlined Model Network under existing sewer loads during wet weather conditions. Note that the capacity deficiency is also triggered during dry weather conditions but only under long-term future loads.
The recommended project includes installation of two weirs (at manhole S40-16 and S41-38) to divert as much flow as possible away from the capacity deficient sewers along Cabrillo Avenue and maximize use of available capacity within adjacent existing sewers. The first weir would be installed in manhole S40-16 at the intersection of Halford Avenue and Buckley Street and would divert flow east through the sewers along Buckley Street and away from the sewers to the north along Halford Avenue that eventually drain to Cabrillo Avenue. The second weir, which would be located downstream of the first weir, would be installed in manhole S41-38 at the intersection of Lawrence Expressway and Saint Lawrence Drive and would continue to divert flow east through the sewers along Saint Lawrence Drive and away from the sewers to the north that eventually drain to Cabrillo Avenue. Model simulation results suggest a maximum change in d/D of 28% (from 37% to 65% full) in the sections downstream of the weirs. However, with flows diverted away from Cabrillo Avenue through these two new weirs, the capacity deficiency along Cabrillo Avenue would be eliminated.
An alternative solution was preliminarily modeled to upsize existing 8-inch pipes to 12-inch along Cabrillo Avenue (from manhole S41-13 to S41-20) and one pipe segment on Lawrence Expressway from 8-inch to 10-inch; however, the City preferred the recommended solution which avoids the need for pipe replacement. Additionally, any pipe replacement along Lawrence Expressway would require obtaining a permit from Santa Clara County, which would add cost and complexity to the project.
4.5.6 CMC Basin
The CMC Basin capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under existing sewer loads, during wet weather conditions, in the Unlined Model Network.
The recommended upsizing project includes replacement of approximately 3,655 LF of 8-inch pipe with 12- inch pipe along Amethyst Drive (from manhole S43-14 to S53-103) and 15-inch pipe along Santa Maria Avenue and Francis Avenue (from manhole S52-104 to S52-80).
Although the model runs show that the recommended upsizing project would meet the City’s d/D design criteria under PWWF as shown in the project solution profile presented in Appendix G, it would not meet the City’s velocity design criteria under PDWF (i.e., minimum of 2 fps) within the upsized 12-inch pipe segments between S43-14 and S53-103 on Amethyst Drive and the upsized 15-inch pipe segments between S52-104 and S53-74 on Santa Maria Avenue. These criteria often come into conflict with one another because increasing the size of the pipe to meet the required maximum d/D criterion under a relatively shortduration PWWF condition means that the pipe will experience lower velocities during normal dry weather conditions which occur much more often.
Flow meters within the CMC Basin tributary area exhibited a very high RDI/I response during the monitoring program. Therefore, it is recommended that the City conduct I/I investigations prior to project implementation to attempt to pinpoint and eliminate significant sources of excessive I/I within the CMC Basin, if possible. However, model runs show that the RDI/I would need to be reduced by at least 50% to 60% to eliminate the capacity deficiency. Refer to Section 4.6 for a more detailed discussion on I/I, including source detection and control methods and previous investigations and recommendations for Santa Clara.
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4.5.7 Bowers Avenue
The Bowers Avenue capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during wet weather conditions, in the Lined Model Network only. The capacity deficiency would be caused by the assumed future lining of the Bowers Trunk, which the City identified as a RCP sewer.
The recommended upsizing project includes replacement of approximately 2,605 LF of existing 27-inch pipe (25.7-inch with assumed future lining) with 30-inch pipe along Bowers Avenue (from manhole S53-34 to S63-20) from Chromite Drive to Walsh Avenue. The project profile in Appendix G shows that the downstream end of the downstream-most pipe segment included in the proposed project (from manhole S63-26 to S63-20) would exceed the City’s 0.75 maximum d/D design criterion under PWWF; however, the pipe was not upsized because the resulting d/D ratio was still less than 1 and the City preferred to keep diameters consistent rather than upsize one isolated pipe segment just to meet the d/D design criterion.
4.5.8 Calabazas Trunk
The Calabazas Trunk capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under existing sewer loads, during wet weather conditions, in the Lined Model Network. The capacity deficiency also appears in the Unlined Model Network under near-term and longterm future loads during wet weather flow conditions.
The recommended project includes upsizing of approximately 2,000 LF of existing 22.8 – 27-inch pipes along Calabazas Creek (from manhole S52-4 to S62-10) from south of Agate Drive to Central Expressway.
It should be noted that the recommended project includes pipe segments that are already lined between manhole S62-51 and S62-32. The Lined Model Network assumes existing, unlined 27-inch RCP pipes would be lined resulting in a diameter of 25.7-inch. Roughly 750 LF of pipe between manhole S62-31 and S62-10 of the 2,000 LF that would be upsized to 27-inch would also be re-sloped. In addition to upsizing and resloping, the project includes installation of a new 18-inch pipe between manhole S62-37 and S62-38 that runs parallel to the existing sewer to relieve the capacity restriction at that location due to a storm drain crossing north of Kifer Road.
The model runs show that the Calabazas Trunk project would eliminate the overflow diversion from the Calabazas Trunk into the Agate Drive sewers at manhole S52-4, which is located just upstream of the Agate Drive siphon crossing. Therefore, the Calabazas Trunk project solution would eliminate the Agate Drive capacity deficiency so that no additional project would be required for Agate Drive.
4.5.9 Freedom Circle
The Freedom Circle capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during dry weather conditions, in the Unlined Model Network. The capacity deficiency would be caused by increased flows from the Freedom Circle Focus Area specific development project that would discharge into the City’s sewers along Freedom Circle Drive and Mission College Boulevard. This project was previously modeled during the development review process but is still identified as a Master Plan Update project to be included in the City’s Sewer Capacity CIP. The recommended project is a slight modification of the project identified during the development review and includes re-sloping to meet the City’s design criteria d/D (maximum of 0.75 during PWWF).
The recommended upsizing project includes replacement and re-sloping of 1,885 LF of 12-inch pipe and 15-inch pipe with 15-inch pipe along Mission College Boulevard (from manhole S84-12 - S83-18) from Freedom Circle Drive to west of Great America Parkway. The downstream most segment of the project (from City of Santa Clara (Project 0012307.00) 4-25 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
manhole S83-13 to S83-18) was assumed to connect to the GAP East trunk at equal crown elevations to minimize impacts from the GAP East trunk hydraulics.
4.5.10 GAP West Trunk
The GAP West Trunk capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during wet weather conditions, in the Unlined Model Network. The GAP West Trunk sits lower than the GAP East Trunk, to which it is interconnected, and therefore reaches capacity first. However, a capacity deficiency project was also identified for the GAP East Trunk (triggered by the Lined Model Network only) and is discussed further in Section 4.5.11. Considering that the capacity deficient sewers are located towards the downstream end of the City’s sewer system, the capacity deficiency would likely be caused by the cumulative impacts of long-term future loads on the system combined with wet weather conditions. The deficiency would be slightly exacerbated with assumed future lining of the GAP West Trunk, which the City identified as a RCP sewer.
The recommended upsizing project includes replacement of approximately 4,810 LF of existing 28.8-31.7- inch pipe (already lined), 30-inch pipe, and 33-inch pipe with 36-inch and 42-inch pipe along Great America and the easement north of Stars and Stripes Drive (from manhole S93-42 to S104-19) from south of West Tasman Drive to Lafayette Street. The recommended project does not include improvements to the existing siphon between manhole S103-19 and S103-16, because the simulation results do not predict this siphon to be deficient. It should be noted that this siphon was assumed to be lined in the future as part of the Lined Model Network, but it is not currently lined. Even with the reduced diameter assumed based on future lining, the siphon would not be capacity deficient. However, the City may wish to consider evaluating alternatives during preliminary design that would replace or remove this siphon that crosses under the San Tomas Aquino Creek, if feasible.
It should also be noted that the project does not include the GAP West Trunk improvements associated with the PHD development. The cost to upsize the GAP West Trunk from the PHD specific development project’s discharge point to the Bay Division pipelines crossing (from manhole S83-5 to S93-53) is to be paid by the developers as discussed in Section 4.1.2; therefore, this portion of the project is not included in the Master Plan Update and will not be reflected in the City’s Sewer Capacity CIP. The Master Plan Update and Sewer Capacity CIP will only include the GAP West Trunk capacity improvements located downstream (north of Old Glory Lane) and which are not part of the PHD agreement. There are, however, two pipe segments between manholes S93-48 and S93-42 that are downstream of the PHD project and the GAP West project that would still have capacity based on the City’s capacity criteria of no surcharge. They are not included in the proposed project, but the City may wish to consider expanding the project to include them during preliminary design.
4.5.11 GAP East Trunk
The GAP East Trunk capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during wet weather conditions, in the Lined Model Network only because the City identified the GAP East Trunk as a RCP sewer. Therefore, the capacity deficiency would not be triggered in the Unlined Model Network. Considering the capacity deficient sewers are located at the downstream end of the City’s sewer system, the deficiency is due to the combined effects of the assumed future lining plus long-term future loads plus wet weather conditions.
The recommended upsizing project includes replacement of approximately 230 LF of existing 33-inch (assumed lined inside diameter of 31.4-inches) to 39-inch pipe from manhole S83-20 to S83-18 (at the manhole connecting the Freedom Circle trunk with the GAP East Trunk). The scope of the recommended City of Santa Clara (Project 0012307.00) 4-26 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
improvement project is minimal because simulation results show that the recommended improvements to the GAP West Trunk (discussed in Section 4.5.10) would relieve most of the deficiencies in the GAP East Trunk.
4.5.12 Bunker Hill Lane East
The Bunker Hill Lane East capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during wet weather conditions, in the Unlined Model Network. The primary cause of the capacity deficiency is due to historic entitlements held by parcel APNs 104-55-012 and 104-55-013 (located near Bunker Hill Lane and east of Great America Parkway by the Santa Clara Convention Center). Combined, these two parcels are entitled to discharge up to 0.27 mgd into the City’s sewer system.
Assuming that the entitlement flow would be loaded to the City’s sewer system, the existing 6-inch sewers between manhole S93-13 and S93-7 would be surcharged during PWWF conditions (as shown in the profile provided in Appendix G); specifically, the sewer between manhole S93-10 and S93-7 would be capacity deficient and would need to be upsized to convey the flow. Therefore, the recommended project includes replacement of the existing 6-inch pipe that would experience the throttle surcharge (between manhole S93-10 and S93-7) with approximately 110 LF of 8-inch pipe. The project solution profile in Appendix G shows that the pipe segment immediately downstream of the pipe to be upsized would still be surcharged at the downstream end. However, this model-predicted surcharge is a backwater surcharge on one end only that is caused by the hydraulic grade line from the connection to the larger diameter GAP East Trunk. Prior to project implementation, the City should verify the inverts of sewers along the project alignment and at the downstream connection to the GAP East trunk sewer.
This project should not be implemented until these parcels begin to discharge their entitled flow.
4.5.13 Lafayette Street
The Lafayette Street capacity improvement project would relieve the surcharge capacity deficiency first triggered in the model under long-term future sewer loads, during wet weather conditions, in the Unlined Model Network. Considering the capacity deficient sewers are located towards the downstream end of the City’s sewer system, the capacity deficiency would likely be caused by the cumulative impacts of long-term future loads on the system combined with wet weather conditions. The deficiency would be slightly exacerbated with assumed future lining of the Lafayette Trunk, which the City identified as a RCP sewer.
The recommended upsizing project includes replacement of approximately 2,290 LF of existing 36-inch (34.2-inch with assumed future lining), 40.3-inch pipe (already lined), and 42-inch pipe with 42-inch and 48- inch pipe along Lafayette Street (from manhole S104-29 to S104-8) from north of Calle del Mundo to south of Great America Way. The project also includes some re-sloping of the existing pipe segments from manhole S104-22 to S104-14; per record information, the existing slope is minimal at approximately 0.02%.
4.6 Infiltration and Inflow Discussion
There are various methods for characterizing the relative contributions of RDI/I from different areas of the sewer system. Because the critical issue with respect to RDI/I is the impact that peak flows have on the system, the focus is on characterizing peak RDI/I in particular. Potential approaches to quantify peak RDI/I include: the ratio of PWWF to average dry weather flow (ADWF), referred to as the wet weather peaking factor; peak RDI/I per acre of contributing area; and peak RDI/I per foot of pipe; where PWWF and peak RDI/I are based on design storm flows. The RDI/I response can be characterized for each metered basin based on these parameters.
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4.6.1 Completed Infiltration and Inflow Investigations
Based on the flow monitoring data collected during the winter 2022-2023 season and as discussed in Sections 2.1 and 3.5.2.1, a very high RDI/I response was observed within the flow meter (FM) basins in the CMC tributary area, the extent of which is shown in Figure 4-8.
FIGURE 4-8: CMC BASIN TRIBUTARY AREA
During the flow monitoring period, wet weather peaking factors of 23.5 and 17.0 were observed in the FM 27 and FM 28 basins, respectively; these peaking factors (presented in Section 3.5.2) were much higher than the peaking factors observed in other FM basins throughout the City which, when averaged together not including FM 27, FM 28, and FM 4 (Levis stadium flows), were approximately 3.4. The adjacent Agate Drive tributary area (FM 31) also showed a significant and sustained response to rainfall. The nature of the responses at FM 27 and FM 31 were indicative of significant infiltration, as the response was generally slower and took a long time to recede (i.e., several weeks following rainfall). Moreover, because several consecutive rainfall events occurred within a short period of time during the flow monitoring period, the infiltration response did not fully recede before another rainfall event occurred. For example, the FM 31 data indicate that depth of flow did not return to baseline levels in between rainfall events from December 27, 2023, and January 19, 2024, as shown in Figure 4-9. Based on NOAA rainfall statistics (refer to Figure 4-10), actual rainfall observed during the wet weather monitoring season was greater than a 10-yr event for longer durations (10+ days).
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FIGURE 4-9: OBSERVED FLOW MONITORING DATA AT FM 31 (S62-50, 10”) FIGURE 4-10: NOAA RAINFALL STATISTICS COMPARED TO OBSERVED JANUARY 2023 RAINFALL IN
SANTA CLARA, CA
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The flow monitoring results are consistent with the findings of other field investigations that V&A recently completed in the CMC basin as discussed in Section 3.5.2.1. V&A’s associated report recommended that the City consider smoke testing in the CMC basin, which may better identify lateral defects.
4.6.2 I/I Source Detection and Control Methods
A necessary step in identifying potential I/I control measures is a realistic assessment of the actual sources of I/I in the sewer system. Based on the pattern and magnitude of flows in the City’s sewer system, the likely sources of RDI/I flows are defects in sewers and service laterals, and possibly some direct connections (e.g., illegally connected roof and area drains, direct connections from the storm drain system, etc.). Appropriate I/I control methods depend on the type and sources of I/I. Control methods must include detection as well as correction.
Direct Inflow Sources
Direct inflow sources can contribute significantly to both volume and peak rates of I/I and have the greatest probability of being cost effective to eliminate. The main methods used to detect and locate direct inflow sources are smoke and dye testing (dye testing is used primarily as a confirmatory test). Smoke testing is considered to be a relatively easy and inexpensive method (cost is approximately $1.00 to $1.25 per foot if a substantial length of pipe is tested), and discovery of just a few direct storm drain cross-connections, for example, can make the effort worthwhile. However, unless there is some indication or knowledge of the existence of direct connections in the system, finding them may require an extensive smoke testing program, which requires public notification measures and access to private property to document the smoke returns. For this reason, smoke testing is generally targeted at specific areas with high peak RDI/I rates.
Generally, the most numerous types of sources found during smoke testing are not direct inflow connections but defects in shallow pipes, primarily laterals. Rehabilitation of laterals may be a challenging institutional issue (see discussion below on correction of private property I/I sources).
Manholes subject to ponding or located in drainage courses may also be sources of direct inflow. The amount of I/I depends on the manhole location, type of manhole cover (number and size of holes), and the condition of the cover and frame. Physical inspection of manholes is the most effective way to identify such conditions, and correction is relatively straightforward (replace cover, realign frame, raise manhole to grade, remove or relocate manhole in watercourse, etc.). Physical inspection can be conducted in conjunction with sewer inspection or routine cleaning work, or as a separate activity.
Elimination of direct inflow connections requires disconnection of the source and re-direction of the drainage to an appropriate location. This may simply be to the ground surface (as in the case of roof drains), or connection to a nearby storm drain or street gutter. In general, each identified source needs to be evaluated on a case-by-case basis to identify the appropriate corrective measure.
Infiltration Sources in Sewer Mains and Manholes
Infiltration sources are defects in sewer pipes or manholes caused by defective materials or construction, general deterioration, or damage caused by physical conditions such as ground movement or settlement, traffic loads, or root intrusion. Infiltration sources (defects) are detected by inspection: visual inspection in the case of manholes and CCTV inspection for sewer mains. However, visual observation of active I/I is generally not feasible because the RDI/I generally occurs for only short periods during rainfall events, and the pipes may fill up during those periods, making CCTV inspection difficult or impossible.
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Infiltration correction methods involve rehabilitation or replacement of entire pipe segments or manholes or spot repair of localized defects. There are numerous materials and methods used for this type of rehabilitation. In general, however, the cost per unit amount of I/I removed is relatively high, because the defects individually contribute relatively small amounts of flow. It is recognized that infiltration in the sewer system will “migrate” to other nearby defects that are left un-repaired. Therefore, a fairly extensive area of the system may need to be included in the rehabilitation effort in order to achieve substantial flow reduction. Furthermore, reductions greater than about 30% can rarely be achieved without also addressing the infiltration from private laterals. Generally, rehabilitation to reduce infiltration is cost effective only if a significant amount of infiltration can be isolated to a relatively small area, or there are extremely costly improvements required downstream to convey, treat, and dispose of the excess flow.
I/I Sources on Private Property
I/I sources on private property are primarily defective laterals, but may also include broken cleanouts or cleanout caps, or directly connected roof and area drains. Smoke testing is the primary method for detecting private property I/I sources.
It should be noted that low lying areas and any buildings with basements are likely to have sump pumps. It is possible that some sump pumps may be directly connected to the sewer system, rather than the storm system, or may be discharging to the street, in which case those flows would likely enter the storm system but could also enter the sewer system through manhole cover openings. Connected sump pumps would not be identified by any of the source detection methods described here, but building inspectors may have more information about whether these types of connections exist in the area. Therefore, for more aggressive programs, building or property inspections can be conducted, and/or laterals can be CCTV inspected or tested for leaks using air or water pressure tests. These types of inspections and tests generally require that the lateral have cleanout access, ideally at both the connection to the building plumbing and at or near the property line. However, new technologies are now available, such as cameras that can be “launched” up the lateral during CCTV inspection of the mainline, that make it easier to inspect private laterals.
4.6.3 I/I Investigation Recommendations for Santa Clara Reducing I/I through locating defects and sewer main replacement programs could be an effective alternative to capacity improvement projects; specifically, the capacity improvement project recommended for the CMC Basin. However, it can be difficult to predict the extent of I/I reduction that could be achieved through any individual I/I reduction project. In the CMC Basin tributary area, for example, model runs show that RDI/I would need to be reduced by at least 50% to 60% to eliminate the CMC Basin capacity deficiency (i.e., surcharge along Amethyst Drive and Santa Maria Avenue and Francis Avenue) and the need for a capacity improvement project that includes upsizing the existing sewers.
Even if the required I/I reduction is achievable, the cost of the significant sewer main (and sewer lateral) replacement needed to achieve meaningful reductions of I/I is often more expensive than adding additional conveyance capacity. Moreover, the time needed to implement I/I reduction projects and assess their impacts on system through pre-and-post-implementation flow monitoring programs could be significant.
Therefore, I/I reduction may not be a cost-effective approach.
Still, it is recommended that the City’s Sewer Capacity CIP include some budget for I/I source detection methods to attempt to further characterize and pinpoint significant sources of I/I to the sanitary sewer system. The V&A report (discussed in Section 4.6.1) recommended CIPP lining of pipe segments that were investigated via CCTV during the study because all showed condition defects; however, it is recommended that further basin wide investigations be completed prior to implementing targeted rehabilitation projects.
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At minimum, smoke testing and CCTV investigations should be conducted within the CMC Basin prior to implementation of the capacity improvement project discussed in Section 4.5.1, which consists of upsizing the capacity deficient sewers. Additionally, the City should consider conducting smoke testing and CCTV investigations within the FM 31 basin area that is tributary to the Agate Drive sewers. An allowance for these recommended I/I investigations is included in the Sewer Capacity CIP in the form of other additional costs (refer to Section 5.5).
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5. RECOMMENDED SEWER CAPACITY CAPITAL IMPROVEMENT PROGRAM This section presents the specific sewer projects that are recommended for inclusion in the City’s Sewer Capacity CIP based on the findings of the sewer system capacity analysis discussed in Section 4.
The sections below give an overview of the process, information and assumptions used, specifically:
• Project development process
• The methodology used to prioritize projects and estimate their costs • Indirect cost resulting from implementing the capacity improvement projects • Level of confidence in the projects
• Projects that will not be financed by the City
• An overall summary of all recommended projects, along with a brief discussion for each project focusing on the rationale and validation to justify the need for the project (refer to Sections 4.5.1-
4.5.13 for more detailed descriptions of the model-predicted capacity deficiencies and the solutions modeled)
• Project schedule
Details for each project are included in Appendix G.
5.1 Project Development Process
Capital improvement projects were developed to address potential deficiencies identified in the capacity analysis. One project was developed from up to three alternatives analyzed for each of the capacity deficiencies presented in Section 4.
The capacity deficiencies were relieved by a) increasing the capacity of deficient segments by upsizing sewers, adding additional parallel pipes, and/or re-slopping segments b) decreasing the flow through deficient pipe segments by diverting flow towards pipe segments with more capacity, or c) a combination of both a and b. All new pipes were sized according to the City’s Design Criteria (refer to Table 4-4), except when the City decided not to do so, which is stated in the project descriptions included in Section 4.5.
Each project solution was tested in the hydraulic model to confirm that it would provide system capacity relief and to determine the pipe size required for any new sewers. Finally, the proposed pipe alignment was reviewed using GIS maps and aerial imagery to identify potential constructability issues. Complicating factors such as highway crossings, railroad crossings, creek proximity and crossings, and projects on sewers with many laterals (thereby impacting flow control during construction) were noted. Although this constructability review was done at a high level for planning rather than a detailed design level, the issues identified provide a reasonable starting point for further project development during the pre-design phase.
The goal of the constructability review was to flag key areas where trenchless construction may be required.
Pipe-bursting may be feasible but was not evaluated during this Master Plan Update; detailed utility separation and geotechnical investigations would be required to fully evaluate feasibility.
5.2 Project Prioritization Methodology
Each project was prioritized from “1” (highest priority) to “7” (lowest priority) based on a combination of factors including the wastewater flow trigger (existing load or EL vs. near-term future load or NTFL vs. longterm future load or LTFL), design flow trigger (dry weather flow or DWF vs. wet weather flow or WWF), physical network trigger (future lined network or LMN vs. no future lining network or UMN), and assumed City of Santa Clara (Project 0012307.00) 5-2 Woodard & Curran, Inc.
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structural condition trigger (RCP segments present vs. not present). Projects that address existing deficiencies with future lining assumptions not in place should have the highest priority because they pose the greatest risk of a sanitary sewer overflow (SSO). Table 5-1 shows the ranking classifications used to assign priorities to each of the projects.
TABLE 5-1: PROJECT PRIORITIZATION RANKING1
Priority
Ranking
Wastewater Flow
Trigger(s)
Design Flow
Trigger(s)
Physical
Network
Trigger
Structural
Condition
Trigger
Notes
1 EL WWF UMN -
2 EL WWF LMN -
3 LTFL WWF UMN RCP trunk
Not Priority 1 or 2 but
alignment includes RCP trunk
identified for future lining.
4 LTFL WWF LMN RCP trunk
Not Priority 1 or 2 but
alignment includes RCP trunk
identified for future lining.
5 LTFL DWF UMN -
6 LTFL WWF UMN -
7 LTFL (entitlement) DWF or WWF UMN -
1Note: Triggers include: EL = Existing Loads; NTFL = Near-Term Future Loads; LTFL = Long-Term Future Loads; DWF = Dry Weather Flows; WWF = Wet Weather Flows; UMN = Unlined Model Network; LMN = Lined Model Network.
5.3 Project Level of Confidence
The capacity improvement projects developed to resolve the hydraulic deficiencies are primarily based on forecasted flows predicted from the calibrated model. As discussed in Section 4.1, the hydraulic model utilizes a design rainfall event along with other modeling assumptions to identify hydraulic deficiencies and resulting capacity improvement projects. Because these assumptions impact the recommended capacity improvement projects, it becomes necessary to independently validate the need for these projects by reviewing local flow monitoring data, review of reported surcharging and operational issues, and compatibility between flow meter data and the model. The project validation process, often referred to as a ‘level of confidence’ evaluation, was conducted for each recommended project with the results discussed by project in Section 5.7. The confirmation levels used in the validation process are shown in Table 5-2.
TABLE 5-2: PROJECT FLOW CONFIRMATION LEVELS
Flow
Confirmation
Level
Description
1 Flow meter on or very near to the project reach surcharged during metered storm. 2 Flow meter on or very near to the project reach confirms flow, but did not surcharge during metered storm.
3 Flow meter near the project reach (upstream or downstream) confirms flow. 4 No flow meter near the project reach to confirm flow. 5 Conflicting flow between meter and model.
For projects with a Level 1 rating, the need for the project has effectively already been confirmed by previous flow monitoring data. Level 2 projects were confirmed to have reasonably accurate model flows based on City of Santa Clara (Project 0012307.00) 5-3 Woodard & Curran, Inc.
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model comparison to flow meter data but have no confirmed surcharging during the monitoring period (calibration events may have been too small to cause surcharging at these locations). Level 3 projects were confirmed to have reasonably accurate model flows based on model comparison to flow meter data. Level 4 and 5 projects have no reliable confirmation of model flows; conducting flow monitoring on these project reaches prior to design would provide a greater level of confidence in modeled flows.
It should be noted that projects triggered by projected flows from historic entitlement agreements or specific future development flow estimates were not assigned a confidence level as it relates to monitored flows.
5.4 Project Cost Estimates
Planning level cost estimates were developed for each recommended project. This level of cost estimate corresponds to the Planning-Level “Class-5” cost as defined by the American Association of Cost Engineers, International (AACE 2005). The AACE provides guidelines on accuracy ranges defined as percentages +/- of the expected average bid cost of the work. The Planning Level cost is expected to range from a high of:
+30% to+100% and from a low of: -20% to -50% of the eventual cost of the project.
The cost index used for escalation of past bid prices was the Engineering News Records Construction Cost Index (ENR 2024) for the San Francisco area as of August 2024 (CCI of 15367.24).
Cost criteria include baseline construction costs for gravity trunk sewers using open-cut construction1. Unit costs for gravity trunk sewers vary with pipe diameter and depth. Baseline costs include all standard materials, equipment, possible weir installation or adjustment, potential lateral reconnection, potential manhole modifications, and labor to construct a pipeline project, except for site-specific items (e.g., possible dewatering and shoring needs or bypass pumping). The unit cost for open-cut construction ranged from $654 per linear-foot (LF) for a shallow (pipe depth less than 16 feet), 8-inch sewer to $1,579 per LF for a deep (from 25 to 30 ft of depth), 60-inch sewer.
An allowance of 10% of baseline construction costs was provided for traffic control, or 20% for high traffic areas. Additional allowances were provided for dewatering, bypass pumping, remove and replace activities, and pavement restoration. Subtotal construction costs reflect these allowances plus the baseline construction cost. The estimated construction subtotal cost for each project also includes an allowance for mobilization/demobilization (5% of subtotal construction costs), plus an additional allowance for contingencies and unknown conditions (30% of construction cost subtotal, and an allowance for engineering and inspection costs (25% of construction cost). Costs for lining City-identified RCP trunks are not included in the Sewer Capacity CIP as these are condition-related maintenance costs.
The itemized cost estimate for each project is detailed in the individual project information sheets included in Appendix G. Note that all costs presented in this Master Plan Update report represent August 2024 costs for the San Francisco Area and are not escalated for future years.
5.5 Other Costs
The project cost estimates developed would reflect costs derived directly from construction of the projects only. However, there would be other additional costs associated with improvement of flow conveyance in the City’s sanitary sewer system. For this Master Plan Update, these costs were categorized as three-fold:
1 Pipe-bursting may be feasible but was not evaluated during this Master Plan Update. Detailed utility separation and geotechnical investigations would be required to fully evaluate feasibility.
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1) Hydraulic Model Maintenance & Support Costs, which include continuous updates to the hydraulic model to reflect improvements to the system, updates to base flow scenarios based on specific development project status or General Plan updates, and maintenance of consistent documentation in model files;
2) Future Master Plan Update Costs, which include updates to the master plan to incorporate updates to the hydraulic model, compare model results to flow monitoring data, update model calibration, perform system capacity evaluations, develop capacity improvement projects to resolve deficiencies, and produce accompanying memoranda and reports; and 3) Technical Analyses to Support System Verification and Hydraulic Model Accuracy, which includes performing I/I studies, conducting flow monitoring to verify system hydraulic conditions (in addition to flow monitoring mentioned above), analyzing water usage and sewer generation rates, performing pump station evaluations, evaluating proposed improvements for system performance, and conducting other studies and analyses.
Table 5-3 shows the additional anticipated other costs by category, which were provided by the City. Note that these costs reflect 2024 US Dollars and should be escalated for future years.
TABLE 5-3: OTHER COSTS IN ADDITION TO SEWER CAPACITY CIP PROJECT COSTS Category Frequency Cost1
Hydraulic Model Maintenance & Support Annual $75,000
Future Master Plan Updates Every 7 years (next funding need in 2029) $950,000 Technical Analyses to Support System
Verification and Hydraulic Model Accuracy Annual $25,000 1Cost is estimated in 2024 Dollars. Use an escalation factor of 3% to 5% per year for subsequent years.
5.6 Project Costs Financed by Developers
As discussed in Section 4.5, two capacity improvement projects were developed to address the modelpredicted deficiencies resulting from the PHD and Mission Point developments. These improvement projects will be paid for by the developers and not by the City. For this reason, they are not included in the Sewer Capacity CIP project list and are not addressed further in this section. Any changes to their respective design and/or elimination may impact the sizing and timing of the capacity improvement projects identified in this study, specifically those proposed downstream along the GAP and Lafayette trunks.
5.7 Summary of Recommended Capacity Improvement Projects Based on results of the capacity evaluation discussed in Section 4, there are thirteen (13) recommended capacity improvement projects with a total length of approximately 38,100 LF of new pipelines. The total estimated cost of the capacity improvement projects is approximately $100.6 million.
Table 5-4 shows a summary of the capacity improvement projects, including their priority, flow confidence level, wastewater flow trigger, design flow trigger, physical network trigger, and the estimated planninglevel cost. Refer to Figure 4-7 provides a system overview map and shows the locations of all thirteen (13) projects. Appendix G includes a plan view figure for and a detailed description of each project as well as an associated cost estimate. The projects are listed in upstream-to-downstream order. The project descriptions on the cost estimate page follow a standard format, consisting of a summary project description, project triggers, estimated cost, priority, and any associated comments, assumptions, or project alternatives. Each cost estimate page also includes an itemized cost estimate, as well as the estimated existing and future flows and dry weather velocities. Note the comments listed on each project description City of Santa Clara (Project 0012307.00) 5-5 Woodard & Curran, Inc.
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page. In some cases, the need for additional verification is noted. A brief discussion for each project focusing on the rationale and validation justifying the project need is included in the Sections 5.7.1-5.7.13.
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TABLE 5-4: CAPACITY IMPROVEMENT PROJECTS
1Projects are numbered from upstream to downstream. Table does not include Project Nos. 10 (Patrick Henry Drive) and 11 (Mission Point) because project costs will be paid for by the developers. 2Pre-project pipe diameters include future lining assumptions. 3Projects are prioritized based on wastewater flow, design flow, and physical network triggers as well as assumed structural condition. 4Rating assigned to validate the need for the project through review of flow monitoring data and reported surcharging and operational issues, and compatibility between flow meter data and the model. Descriptions of the flow confidence levels are as follows: N/A = Not assigned because project would be triggered by entitlement flow or specific development; 1 = Flow meter on or very near to the project reach surcharged during metered storm; 2 = Flow meter on or very near to the project reach confirms flow, but did not surcharge during metered storm; 3 = Flow meter near the project reach (upstream or downstream) confirms flow; 4 = No flow meter near the project reach to confirm flow; 5 = Conflicting flow between meter and model. 5EL = Existing Loads; LTFL = Long-Term Future Loads; DWF = Dry Weather Flow; WWF = Wet Weather Flow; UMN = Unlined Model Network; LMN = Lined Model Network. 6Costs are based on August 2024 ENR CCI of 15367.24 for the San Francisco Area and are Class 5 estimates (planning level).
Project No.1 Project ID Project Location Pre-Project Pipe Diameter(s)2
Project Description Priority3
Flow Confidence
Level4
Wastewater Flow
Trigger5
Design Flow
Trigger5
Physical Network
Trigger
5 Project Cost
6 1 Agilent Tracy Dr, Pomeroy Ave, Homestead
Rd (S Trunk), Kiely Blvd 10 to 22.8-inch 12,313 LF of 15 to 27-inch diameter pipe 7 N/A LTFL (entitlement) DWF UMN $26,942,000 2 Homestead Road N Homestead Trunk from Swallow
Wy to Saratoga Creek 18 to 30-inch 6,407 LF of 24 to 33-inch diameter pipe 3 3 LTFL WWF UMN $17,156,000 3 Kiely Boulevard Orthello Wy to S of El Sobrante St 8-inch 266 LF of 10-inch diameter pipe 6 4 LTFL WWF UMN $513,000
4 Victoria Avenue Fowler Ave & Pomeroy Ave to
Nobili Ave & Victoria Ave 8-inch 764 LF of 10-inch diameter pipe 6 3 LTFL WWF UMN $1,337,000 5 Cabrillo Avenue Halford Ave & Buckley St; St.
Lawrence Dr, W of Lawrence Expwy 8-inch
Flow Diversion Weirs
only. No pipe
replacement.
1 3 EL WWF UMN $154,000
6 CMC Basin Santa Maria Ave & Francis Ave;
Amethyst Dr 8 to 12-inch 3655 LF of 12 to 15-inch diameter pipe 1 1 & 2 EL WWF UMN $7,263,000 7 Bowers Avenue Bowers Ave from Chromite Dr to
Walsh Ave 25.7-inch 2605 LF of 30-inch diameter pipe 4 5 LTFL WWF LMN $8,047,000 8 Calabazas Trunk Calabazas Creek from S of Agate Dr
to Central Expwy 22.8 to 27-inch 2791 LF of 18 to 27-inch diameter pipe 2 5 EL WWF LMN $8,731,000 9 Freedom Circle Mission College Blvd from Freedom
Cir to west of Great America Pkwy 12 to 15-inch 1886 LF of 15-inch diameter pipe 5 N/A LTFL (specific development) DWF UMN $3,830,000 12 GAP West Trunk S of West Tasman Dr to Lafayette St 28.5 to 35.7-inch 4810 LF of 36 to 42- inch diameter pipe 3 2 LTFL WWF UMN $17,781,000
13 GAP East Trunk Old Glory Ln to S of Bunker Hill Ln;
Stars and Stripes Dr 31.4-inch 231 LF of 39-inch diameter pipe 4 2 LTFL WWF LMN $1,002,000 14 Bunker Hill Lane East E of Great America Pkwy 6-inch 107 LF of 8-inch diameter pipe 7 N/A LTFL (entitlement) WWF UMN $301,000 15 Lafayette Street N of Calle del Mundo to S of Great
America Wy 34.2 to 40.3-inch 2290 LF of 42 to 48-inch diameter pipe 3 2 LTFL WWF UMN $7,515,000 TOTAL
ESTIMATED
COST
$100,572,000
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5.7.1 Agilent
This project was assigned priority 7 (least priority) as it was created to accommodate mainly the historic entitlement flow from Agilent Technologies (average dry weather flow of 0.95 million gallons per day or mgd).
Because the project is driven by the projected flows from the Agilent historic entitlement agreement, it was not assigned a confidence level as it relates to monitored flows. This project should not be implemented until the City has more certainty on the parcel’s plan to discharge its entitled flow.
It should also be noted that a trenchless crossing would be required to cross under Lawrence Expressway (from manhole S11-77 to S11-80) so the cost estimate assumes that the PTGAB construction method would be used for these segments.
5.7.2 Homestead Road
This project was assigned priority 3 as it is triggered under the long-term future peak wet weather flows in the unlined model network. The deficiency in the north Homestead trunk is just upstream of FMs 19 and
20. Neither flow meter surcharged during monitored wet weather flow events. As a result, the project has a confidence Level 3 because the downstream flow meters confirmed the flow but did not surcharge during the monitored events. This project is also highly dependent on the projected future incoming peak wet weather flows (13.8 mgd) from CuSD, which were based on the current contractual agreement. Any change to the contractual agreement affecting the maximum flow would affect the resulting deficiency and project.
It should also be noted that a trenchless crossing would be required to cross under Lawrence Expressway (from manhole S20-10 to S21-43) so the cost estimate assumes that the PTGAB construction method would be used for this segment. Special considerations should be given to the construction set up upstream of this crossing as manhole S20-10 houses the Lawrence/Homestead gate structure.
5.7.3 Kiely Boulevard
This project was assigned priority 6 as it is triggered under the long-term future peak wet weather flows in the unlined model network. Although its wastewater flow, design flow, and physical network triggers are the same as those assigned to the Homestead Road project, it is much lower priority because it is not located on an alignment that includes RCP trunks identified for future lining by the City.
The Kiely Boulevard trunk flowed into FM 13, which was located on the Bowers Avenue trunk a considerable distance downstream of the deficient segment. As a result, this project has a confidence Level 4 and conducting flow monitoring on the project reach prior to design would provide a greater level of confidence.
5.7.4 Victoria Avenue
This project was assigned priority 6 as it is triggered under the long-term future peak wet weather flows in the unlined model network. Although its wastewater flow, design flow, and physical network triggers are the same as those assigned to the Homestead Road project, it is much lower priority because it is not located on an alignment that includes RCP trunks identified for future lining by the City.
The Victoria Avenue trunk flowed into FM 26 which did not surcharge during the monitored rainfall events.
FM 26 was downstream of the project (i.e., not on the Victoria Avenue trunk itself). The project therefore has confidence Level 3 as the model was confirmed to have reasonably accurate model flows based on model comparison to flow meter data, but there was no confirmed surcharging during the wet weather calibration events.
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Master Plan Report - Draft December 2024
5.7.5 Cabrillo Avenue
This project was assigned priority 1 as it is triggered under the existing peak wet weather flows in the unlined model network. As discussed in Section 4.5.5, this project consists of the installation of two weirs to divert flow to segments with more capacity, which are reflected in the costs for the Cabrillo Avenue project.
The Cabrillo Avenue trunk flowed into FM 26 which did not surcharge during the monitored rainfall events.
FM 26 was downstream of the project (i.e., not on the Cabrillo trunk itself). The project therefore has confidence Level 3 as the model was confirmed to have reasonably accurate model flows based on model comparison to flow meter data, but there was no confirmed surcharging during the wet weather calibration events.
5.7.6 CMC Basin
The segments in Santa Maria Ave and Amethyst Drive become deficient under existing loads and wet weather flow due to high rainfall-derived infiltration and inflow (RDI/I) that occur in the CMC basin. As a result, they have a priority ranking of 1.
The Amethyst Drive trunk flowed into FM 28 which surcharged during the monitored rainfall event on January 1st, 5th, and 9th, 2023. As a result, the project was assigned a high level of confidence (i.e., Level 1) because the need has been confirmed by previous flow monitoring data.
The Santa Maria Ave project flowed into FM 10. FM 10 showed a high RDI/I response during the monitored rainfall events but did not surcharge. This project was assigned a Level 2 confidence rating as the model was confirmed to have reasonably accurate model flows based on model comparison to flow meter data, but there was no confirmed surcharging during the wet weather calibration events.
The recommended capacity improvement upsizing project was developed to accommodate the flow during wet weather; however, the City also has the option to reduce the RDI/I in the basin. The cost of reducing the RDI/I would include smoke testing to identify specific sources of infiltration and additional flow monitoring in the basin. An annual allowance for these other non-construction costs is shown in Section
5.5. 5.7.7 Bowers Avenue
This project was assigned priority 4 as it is triggered under long-term future peak wet weather flows in the lined model network and is located on an alignment that includes RCP trunks identified for future lining by the City.
The Bowers Avenue deficiency was just downstream of flow meter 13 which did not surcharge during the monitored wet weather events. However, as described in Section 3.4.3.1, the 2022-2023 flow monitoring data at FM 13 showed that observed flows in the Bowers trunk at this location were significantly lower than the model-predicted flows based on the assumed system flow routing under normal conditions. Further investigation by Woodard & Curran and additional field surveys conducted by the City revealed that the system was not operating under normal conditions during the 2022-2023 flow monitoring program; the Lawrence/Homestead gate structure was routing significantly more flow to the trunk on Lawrence Expressway (80%) and only 20% to the trunk on Homestead Road, compared to the approximate 50/50 split that is observed during normal conditions. Additionally, City staff observed surcharge conditions farther downstream during dry weather, suggesting that some of the increased flows to the trunk on Lawrence Expressway were backing up through the El Sobrante overflow pipe towards FM 13 and away from FM 9A.
Because of these atypical and temporary issues, a flow balance between FMs 13 and 9A was impossible to City of Santa Clara (Project 0012307.00) 5-9 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
achieve. Model-predicted flows assuming normal system flow routing were compared to the 2014-2015 flow monitoring data and matched more closely, but due to the inconsistencies discussed above with the 2022-2023 flow monitoring data, this project was assigned a confidence Level 5 (flow meter shows significantly different flow than model). Therefore, it is recommended that additional flow monitoring be conducted prior to design to provide a greater level of confidence in modeled flows.
It should be noted that the proposed alignment would require a trenchless crossing under the Caltrain railroad tracks (between manhole S53-7 and S63-36). Additionally, the alignment between manholes S63- 36 and S63-27 has many bends and does not follow the Bowers Avenue public right-of-way (ROW). The design of the new project may want to consider realigning the sewer to be closer to Bowers Avenue.
5.7.8 Calabazas Trunk
The Calabazas Trunk project is triggered by existing wet weather flows in the lined model network and therefore was assigned a priority ranking of 2. The Calabazas Trunk Improvements assume that all deficiencies upstream have been relieved. Because this project is a higher priority than the projects upstream (i.e., Agilent and Homestead Road), this assumption should be considered during the design phase.
The deficient segments of the Calabazas trunk flowed into FM 9A located somewhat downstream. FM 9A did not surcharge during the monitored wet weather events. However, as described in Section 3.4.3.1 and in Section 5.7.7 above, inconsistencies with the 2022-2023 flow monitoring data made it impossible to achieve a flow balance at FMs 9A and 13. Due to the atypical flow routing, the model comparison to FM 9A is inconclusive. As a result, this project has confidence Level 5 (flow meter shows significantly different flow than model), and it is recommended that additional flow monitoring be conducted prior to design to provide a greater level of confidence in modeled flows.
It should be noted that the alignment would require a trenchless crossing under the Caltrain and private railroad tracks to the north (between manhole S52-4 and S62-52).
5.7.9 Freedom Circle
The proposed project was assigned priority ranking 5 as it is triggered by long-term future dry weather flows as a result of the proposed Freedom Circle Focus Area development project. It is therefore highly dependent on the final loads generated by the proposed development and should be reviewed should those flows change.
This project is driven by the projected flows from the Freedom Circle Focus Area specific development. As a result, it was not assigned a confidence level as it relates to monitored flows.
5.7.10 GAP West Trunk
The proposed project was assigned priority ranking 3 as it is triggered by long-term future loads combined with wet weather flow conditions in the unlined model network and is located on an alignment that includes RCP trunks identified for future lining by the City.
The GAP West trunk had a flow meter on the deficient sewer segment (FM 2). Flow monitoring data showed the sewer did not surcharge during the monitored wet weather events although the d/D ratio reached 75%.
As a result, the project has a confidence Level 2 (flow meter on capacity deficient pipe reach confirms model flow, but did not surcharge).
City of Santa Clara (Project 0012307.00) 5-10 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
It should be noted that the alignment would require a trenchless crossing under the Valley Transportation Authority (VTA) light rail tracks on West Tasman Drive.
Because of their interconnections, the GAP West and East trunks should be evaluated together during the pre-design and design phases.
5.7.11 GAP East Trunk
The proposed project was assigned priority ranking 4 as it is triggered under long-term future peak wet weather flows in the lined model network and is located on an alignment that includes RCP trunks identified for future lining by the City.
The GAP East trunk had FM 5 just upstream of the deficient sewer segment. However, the flow meter data did not show a surcharge condition under the monitored wet weather events. As a result, this project was assigned a confidence Level 2.
Because of their interconnections, the GAP West and East trunks should be evaluated together during the pre-design and design phases.
5.7.12 Bunker Hill East Lane
This project was assigned priority 7 (least priority) because it is triggered by long-term future loads as a result of a historic entitlement flow assumption from parcels with APNs 104-55-012 and 104-55-013 (site of the current Santa Clara Convention Center) under wet weather flows. During the pre-design phase, the City should verify the inverts along the alignment and at the downstream connection with the GAP East Trunk at manhole S93-7.
This project is driven by the projected flows from the historic entitlement agreement from the two parcels identified above. As a result, it was not assigned a confidence level as it relates to monitored flows.
5.7.13 Lafayette Street
This project was assigned priority 3 as it is triggered under long-term future peak wet weather flows in the unlined model network and is located on an alignment that includes RCP trunks identified for future lining by the City. As discussed in Section 4.5.13, the project would include re-sloping of some minimally sloped (approximately 0.02%) existing pipe segments according to record information. Due to lack of data, it was not possible to confirm if there are other utilities near the deficient segment in Lafayette Street. Therefore, the project alignment was developed assuming that there are no obstacles in upsizing and re-sloping the segments to relieve the deficiency. However, this assumption should be confirmed during the pre-design phase.
The Lafayette trunk had FM 1 on one of the deficient sewer segments. Flow monitoring data showed the sewer did not surcharge during the monitored wet weather events and the d/D ratio reached a maximum of 50%. As a result, the project has a confidence Level 2 (flow meter on capacity deficient pipe reach confirms model flow, but did not surcharge).
5.8 Schedule
A preliminary Sewer Capacity CIP schedule was developed and is presented in Table 5-5. Because none of the projects have a near-term future loads wastewater flow trigger, the projects are scheduled for either implementation within the next five years (2025-2030), if triggered by existing loads, or implementation within the next 10 years (or beyond 2035), if triggered by long-term future loads. Projects triggered by City of Santa Clara (Project 0012307.00) 5-11 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
entitlement flows (i.e., Agilent and Bunker Hill Lane East) are still listed for implementation beyond 2035; however, if the entitlement holders do not exercise their rights, then implementation of these projects would not be necessary. Preliminary design, including condition assessments (e.g., smoke testing, CCTV, etc.), final design, and permitting activities should commence two (2) to three (3) years prior to project trigger. It is worth noting that all costs are calculated in August 2024 dollars; thus, if a project is scheduled to be constructed in 2035, the cost should be scaled to 2035 using an escalation factor of 3% to 5% per year.
TABLE 5-5: CAPACITY IMPROVEMENT PROJECTS SCHEDULE
Project No. Project ID Schedule
1 Agilent 2035
2 Homestead Road 2035
3 Kiely Boulevard 2035
4 Victoria Avenue 2035
5 Cabrillo Avenue 2025
6 CMC Basin 2025
7 Bowers Avenue 2035
8 Calabazas Trunk 2025
9 Freedom Circle 2035
12 GAP West Trunk 2035
13 GAP East Trunk 2035
14 Bunker Hill Lane East 2035
15 Lafayette Street 2035
5.9 Implementation Recommendations
The City should begin implementation of the Sewer Capacity CIP recommended in this Master Plan Update, starting with the highest priority projects needed to address existing system capacity deficiencies. The following items should be considered in project scheduling and design, and in future updates of the Master Plan:
• The City should consider conducting additional flow monitoring or observation to document flow levels during large storm events at locations in the system where the model predicts significant surcharge or where there is a significant difference between previous flow monitoring conducted and the model results. Flow levels during large storm events should be compared to the water levels simulated by the hydraulic model to verify if the modeling predictions for the design storm seem reasonable, and to confirm the need for and, if necessary, refine project sizing. • The alignments and sizes of all recommended projects should be verified with detailed pre-design analyses, including topographic surveys, geotechnical investigations, utility research, and constructability reviews. Detailed pre-design analyses should consider feasibility of trenchless construction methods including pipe-bursting and Pilot Tube Guided Auger Boring (PTGAB), especially at major roadway, railway, and creek crossings. • The decision to parallel or replace existing sewers should consider the physical condition and remaining useful life of the existing pipelines and laterals; the availability of pipeline corridors for new sewer construction; and operation and maintenance concerns.
City of Santa Clara (Project 0012307.00) 5-12 Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
• Capacity improvement projects triggered by long-term future flow assumptions associated with entitlement agreements would not need to be implemented until the entitled parcel(s) begin to discharge their entitled flow(s).
• The hydraulic model has been developed to assist the City in performing capacity analyses and updating the Master Plan in the future. The model should be kept up to date with any changes to existing sewer connections, development plans, and sewer system facilities.
This Master Plan Update report is intended to be a working document to be refined and updated as additional data and new planning information become available. The capacity assessment should be updated whenever there are major changes in planning assumptions or, at a minimum, every five to ten years.
City of Santa Clara (0012307.00) Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
APPENDIX A: FLOW MONITORING DATA PLOTS
0.0 0.5
1.0 1.5
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4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
7.0 8.0
9.0 10.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 1 (S104-28, 36-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
2.0 4.0
6.0 8.0
10.0 12.0
14.0 16.0
18.0 20.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 2 (S104-26, 33-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
7.0 8.0
9.0 10.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 3 (S104-30, 42-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.2 0.3
0.5 0.6
0.8 0.9
1.1 1.2
1.4 1.5
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 4 (S94-35, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
2.0 4.0
6.0 8.0
10.0 12.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 5 (S83-21, 33-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
7.0 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 6 (S83-22, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.5 1.0
1.5 2.0
2.5 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 7 (S105-34, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 8 (S86-12, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
7.0 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 9 (S72-17, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.5 1.0
1.5 2.0
2.5 3.0
3.5 4.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 10 (S52-79, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 11 (S53-40, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.5 1.0
1.5 2.0
2.5 3.0
3.5 4.0
4.5 5.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 12 (S53-23, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
Note: 2022-23 flow data represent dry weather flow data collected in July 2023, as Site 12 was initially installed on the incorrect pipeline.
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
7.0 8.0
9.0 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 13 (S53-54, 30-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.2 0.4
0.6 0.8
1.0 1.2
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 14 (S54-16, 15-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 1.6
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 15 (S65-50, 18-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.5 1.0
1.5 2.0
2.5 3.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 16 (S67-13, 27-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 1.6
1.8 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 17 (S58-9, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.5 1.0
1.5 2.0
2.5 3.0
3.5 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 18 (S58-8, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
7.0 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 19 (S21-18, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.5 1.0
1.5 2.0
2.5 3.0
3.5 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 20 (S21-47, 18-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.5 1.0
1.5 2.0
2.5 3.0
3.5 4.0
4.5 5.0
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 21 (S23-6, 24-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.5 1.0
1.5 2.0
2.5 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 22 (S45-80, 18-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 23 (S48-31, 18-in)
Flow 2022-23 (mgd) Flow 2014-15 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
7.0 8.0
9.0 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 24 (S63-1, 33-in)
Flow 2022-23 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
1.0 2.0
3.0 4.0
5.0 6.0
7.0 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 25 (S57-56, 30-in)
Flow 2022-23 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 1.6
1.8 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 26 (S52-87, 21-in)
Flow 2022-23 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.1 0.1
0.2 0.2
0.3 0.3
0.4 0.4
0.5 0.5
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 27 (S43-2, 10-in)
Flow 2022-23 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 1.6
12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 28 (S53-46, 8-in)
Flow 2022-23 (mgd) Rain (in/hr)
0.0 0.5
1.0 1.5
2.0 2.5
3.0 3.5
4.0 4.5
0.0 5.0
0.2 0.4
0.6 0.8
1.0 1.2
1.4 12/16 12/23 12/30 1/6 1/13 1/20 1/27 2/3 2/10 2/17
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 29 (S21-55, 15-in)
Flow 2022-23 (mgd) Rain (in/hr)
0.0 0.5
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0.14 0.16
12/12 12/19 12/26 1/2 1/9 1/16 1/23 1/30 2/6 2/13 2/20
Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 30 (S72-33, 15-in)
Flow 2022-23 (mgd) Rain (in/hr)
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1.4 12/12 12/19 12/26 1/2 1/9 1/16 1/23 1/30 2/6 2/13 2/20 Rainfall (in/hr)
Flow (mgd)
Date
Santa Clara 2022/2023 Flow Monitoring:
Site 31 (S65-50, 10-in)
Flow 2022-23 (mgd) Rain (in/hr)
City of Santa Clara (0012307.00) Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
APPENDIX B: FUTURE DEVELOPMENT ASSUMPTIONS
104
82 90
116
105
113
73 114
77 67
65 72
48 77
89 103
86 69 88 80
106
63 93
57 48b
115
66 5
53 77
102
101
99 2
12 22
94 81
100
71 85
54 70
59 15
60 Legend
±
Figure B-1: Map of
Future Development
& Entitlement Parcels
Sewer Master Plan Update
Figure Exported: 12/27/2024 By: SEstabrook Using: \\woodardcurran.net\shared\Projects\0012307.00 Santa Clara CA Sewer Master Plan Update\wip\C. GIS\3. ArcGIS Pro\SantaClaraSewerMasterPlan2024_Report.aprx 0 0.25 0.5 1
Miles
City Limit
Parcel with Future Flow Assumption
Near-Term Specific Development (2025-2030)
Long-Term Specific Development (2030-2035)
Long-Term General Plan Phase 3 (2030-2035)
Entitlements
City of Santa Clara Specific Development Projects List
Name of Development PLN # BLD # Address # Street Name APN Block Book Page W&C Notes Ref_ID January 2023
Status (per City
Planning)
Residential
Units
Residential
Type
NonResidential SF Non-Residential Type Non-Residential Type 2 SF/Units Non- Residential Type 2 Future Model Scenario Residential Flow (mgd) Non- Residential Flow (mgd) 1890 El Camino Real PLN2015-
11361
BLD2017-47840 1890 El Camino Real 269-01-081, 269-63-000 35, 36 Still under construction, May 2023 2 Under construction 56 Condos Near-Term 0.0098 0 Bowers Ave
PLN2012-09162
BLD2016 41725 & BLD2016-41470
3000 Bowers Ave. 216-48-033 63
Empty lots as of 9/2021. No billing point associated with this parcel. No longer a developmentUpdate (5/19/23): two 165,000 square foot fivestory office buildings totaling 330,000 square feet; a five-level parking garage and surface lots
providing a total of 980 parking spaces; and site and public right-of-way improvements. 5 Approved 330,000 Office Near-Term 0 0.033
VTA BART station and yard 480 Brokaw Road 230-06-054 Billing database does not account for development. 12 351,512 Community (yard, BART station, and parking garage) Near-Term 0 0.032339104 Related (land use changed in parcels 4 & 5)
PLN2014-10554 2351, 5155 2351, 5155 Stars and Stripes Dr 104-03-036 94, 103, 104, 105, 114 Some parcels within development constructed and accounted for in billing database. Others not. 15 Approved 1,680 Apts 4,080,000 2,889,640 Office Mixed Use 4,128 Hotel Near-Term 0.32872 0.98910174 Coleman Highline (old FMC site) - Gateway Crossing project added PLN2016-12318 1205 Coleman Ave 230-46-069, 230-59-001 48 No billing point here. Development proposal in review (see folder T001). 22 Phase 1 Under Construction 230 760 610 Studio 1-b Units (SF) 2-d Units (SF) 15,000 Retail 700 (rooms) Hotel Near-Term 0.28171 0.114 Freedom Circle Focus Area
104-40-019, 104-40-020, 104-40-030, 104-40-031, 104-40-034, 104-40-035, 104-40-038, 104-41-031, 104-41-032, 104-41-043, 104-41-044, 104-42-020, 104-42-021 Focus Area approved - Specific Plan still required. Development timing for residential should be considered near-term. (6/1/2023) 48 Approved 2,500 Apts 4,229,000 Retail/Office Near-Term 0.385 0.5085 Greystar
PLN2017-12516 3905 Freedom Circle 104-40-021, 104-40-036 Development permit approved. Could be moving forward in the next couple of years. 48 Approved 1,100 Apts 2,000 Retail Near-Term 0.1694 0.0002 South Bay Development
PLN2007-06433 & PLN2013-09743
BLD2015-40394 2350 Mission College Bl.
Site under construction until summer 2018 therefore not confident billing database accounts for full building being occupied.The proposed project consists of the construction of two 6-story office buildings each supporting 150,000 square fet of space (300,000 square feet total), a 6,000 square foot retail building and a 6-level parking garage.
The site currently contains the 13-story Regency
Plaza Interational building (251,000 square feet).
49 Constructed 306,000 Office/Retail (6,000 SF) 0 0.0306 Summer Hill Apartments
PLN2017-12723
2230 (?), 2232 & 2240 El Camino Real
El Camino Real 290-10-090, 290-10-091 35
Development not constructed yet (not even under construction). Billing database only accounts for the existing non-residential use. 53 Approved 151 Apts 5,000 5,000 Retail Restaurant Near-Term 0.023254 0.0057 Santa Clara CRC, ISC & ISHOF (International Swim Center) PLN2015-10939
BLD1974-42418 Central Park Kiely Boulevard 290-26-029 23, 33 Development not even under construction.Recreation/swim center (275,369 SF) and a theater (400 seats) 54 Approved 275,369 Swim center (UFF = 0.3 GPD/SF) 400 Seats (UFF = 5 gpd/seat) Near-Term 0.002 0.0826107 (Now called Kylli) Yahoo! at Tasman (In addition to the previously modeled Yahoo! development) PLN2002-07218, PLN2017-12724
5010 Old Ironsides
Surrounded by Patrick Henry, Hetch Hetchy ROW, Old Ironsides Dr., and Tasman Dr. 104-04-064, 104-04-065, 104-04-111, 104-04-112, 104-04-113, 104-04-142, 104-04-143, 104-04-150, 104-04-151 General Plan amendment for a nine-parcel property to amend the designation from HighIntensity Office/Research to a newly-established mixed-use designation allowing a high-intensity mix of office, commercial, and residential uses. The Project proposes a PD rezone for the development of 3,000,000 +/- square feet of commercial office/lab space, 100,000 +/- square feet of neighborhood retail, 1,800 +/- new multi-family residential, a childcare facility, and indoor and outdoor community spaces. 57 Under Review 1,800
3,000,000100,0005,00080010,000
OfficeRetailCommunityPoliceDaycare
Future 0.2772 0.303048
City of Santa Clara Specific Development Projects List
Name of Development PLN # BLD # Address # Street Name APN Block Book Page W&C Notes Ref_ID January 2023
Status (per City
Planning)
Residential
Units
Residential
Type
NonResidential SF Non-Residential Type Non-Residential Type 2 SF/Units Non- Residential Type 2 Future Model Scenario Residential Flow (mgd) Non- Residential Flow (mgd) Patrick Henry Specific Plans Phase 1
104-04-078, 104-04-093, 104-04-094, 104-04-123, 104-04-131, 104-04-136, 104-04-138, 104-04-139, 104-04-140, 104-04-141, 104-53-000 59 Approved 1,200 Condos 200,000 110,000
RetailPublic (Commercial facilities)
Near-Term 2.1 0.04796
2901 Tasman Dr
PLN2020-14361 2901 Tasman Dr 104-49-025, 104-49-026 S93 60 Under Review 1,070,344 R&D Future 0 0.1605516 651 Walsh Ave PLN2018- 13303 (Debby) 651 Walsh Ave 224-04-059 57, 67 Approved. To be accounted for as future data center. 63 Under construction 435,050 Data Center Near-Term 0 0.059173 2805 Bowers Avenue
PLN2021-15069
2805 Bowers Avenue 216-28-063 Accounted for in model as future data center. 65 Under Review 244,068 Data Center Future 0 0.012816 2500 El Camino Real (Mariani)
PLN2016-11686
BLD1968-33480
2500 El Camino Real 290-46-001, 290-46-002, 290-46-003, 290-46- 015, 290-46-016, 290-46-017
34 Last submittal - 2018 66 Under Review 392 Condos 8,000 Restaurant 311 (rooms) Hotel Future 0.0686 0.03942 2590 Walsh Ave Vantage Data Center CA3
2590 Walsh Ave 216-28-112 63 Will be modeled as future data center. 67 450,800 Data Center Future 0 0.01692 3035 El Camino Real PLN2018-
13265
3035 El Camino Real 220-32-059 42 69 Under construction 42 Condos Near-Term 0.00735 0 3131 Homestead Rd
PLN2019-13869 PLN2018-13339 (Debby)
3131 Homestead Rd 290-24-071 22 70 Under construction 225 Apts Near-Term 0.070991976 0 3402/3410 El Camino Real
PLN2017-12578
BLD2019-
57108 (3406
ECR, same APN)
3402/3410 El Camino Real 290-01-136 71 Under construction 69 Apts 10,000 3,458 Restaurant Commercial Near-Term 0.010626 0.0110578 3625 Peterson Way
PLN2018-13144 3625 Peterson Way 216-30-049 72, 73
Two 8-story office buildings totaling 632,216 SF;
a 13,370 SF 1-story ammenity building, 4 level parking structure. 72 Approved 658630 Office 13,370 Ammenity Near-Term 0 0.1008 ECR (Gateway Village) - See line 116
PLN2012-09540
BLD2016-41881 (for apartment BLD)
3610, 3700 3610, 3640, 3650, & 3700 ECR 313-06-002, 313-06-008 30, 40 Development under construction 2017 through 2018. Billing database would not have accounted for development. 73 Residencies constructed 476 Condos 23,01015,34014,7509,35715,2579,386
Restaurant (small food Service)Restaurant (full Service)RetailFitnessBeauty ParlorMedical Office Near-Term 0.0833 0.05402519
El Camino Real Specific Plans EIR El Camino Real
220-31-079, 220-31-080, 220-02-049, 220-31-075, 220-32-056, 220-32-054, 220-02-020, 220-02-048, 220-02-045, 220-02-040, 220-02-046, 220-02-022, 290-03-084, 290-03-083, 290-03-081, 290-03-085, 290-03-059, 290-03-088, 290-03-087, 290-03-064, 290-63-008, 290-02-102, 290-02-095, 290-02-094, 290-01-012, 290-01-114, 290-01-113, 290-01-117, 290-01-116, 290-01-115, 224-15-037, 216-01-053, 216-01-047, 216-01-043, 216-01-050, 224-28-051, 269-03-086, 269-03-130, 213-34-008, 213-34-011, 213-34-005, 213-34-013, 213-34-012, 213-34-010, 213-34-004, 224-49-009, 224-49-008, 269-03-079, 269-03-131, 224-28-069, 216-01-040, 290-06-020, 290-06-021, 224-15-034, 224-49-012, 224-14-111, 224-14-089, 224-14-090, 224-15-017, 224-28-067, 224-28-048, 224-28-035, 224-28-050 77 Re-do Under Review
1,9204012,580
Corridor Mixed UseCorridor ResidentialRegional Commercial Mixed 182,646224,658
Corridor Mixed UseRegional Commercial Mixed
Future 0.763175 0.13644684
City of Santa Clara Specific Development Projects List
Name of Development PLN # BLD # Address # Street Name APN Block Book Page W&C Notes Ref_ID January 2023
Status (per City
Planning)
Residential
Units
Residential
Type
NonResidential SF Non-Residential Type Non-Residential Type 2 SF/Units Non- Residential Type 2 Future Model Scenario Residential Flow (mgd) Non- Residential Flow (mgd) Warmington Residential PLN22-00151 PLN22-00160 2855 El Camino Real 220-31-082, 220-31-083 Pending review. 23 new townhomes and 65 affordable senior apartment units and 3,912 square feet of ground floor commercial in a fivestory building. Total residential load = 0.014 MGD, non-residential load = 0.00039 MGD.Model has a total residential load of 0.0082 mgd. Model corrected. 80 Under Review 47 Condos & townhomes Future 0.008225 0 Prometheus PLN2015-
11478
3501 El Camino Real 220-03-010
Part of ECR Specific Plan. three-, four- and fivestory development would sit on 10.6 acres and comprise 701 apartments above 84,000 square feet of retail space. Model loads match proposed development description. 81 Not a File 700 Apts 86,000 Retail 0.1078 0.0086
2905 Stender Way Data Center
PLN2019-14118 2905 Stender Way 216-29-108 Parcel accounted for in model as future data center. 82 Under construction Near-Term 0 0 275 Saratoga Ave
PLN2021-15005 275 Saratoga Avenue 303-46-051 4 Story Assisted Living Facility – 61,287 SF including 146 bed spaces 85 Under Review 146 Beds Near-Term 0.011242 0 1601 Civic Center Dr PLN202-14401 1601 Civic Center Dr 224-49-006 S46 106 DU affordable apartments 86 Approved 106 Apts Near-Term 0.016324 0 3155 El Camino Real PLN2020-
14674 3155 El Camino Real 220-32-057, 220-32-058 60-unit, three-story townhome development 88 Approved 60 Townhomes Near-Term 0.0105 0 960 Central Expressway PLN21-15299 960 Central Expressway 224-07-099 Architectural review of three development scenarios for redevelopment of an existing Heavy Industrial (MH) zoned parcel occupied by
747,424 square feet of industrial warehouse buildings and 130,00 square feet of covered truck loading docks and surface parking. The proposal is to demolish the existing structures and site improvements to construct three Class “A” speculative buildings totaling up to 890,000 square feet for warehousing and/or data center uses, associated parking, on- and off-site improvements and landscaping. The proposal includes subdivision of the parcel into three separate parcels and the addition of new ingress and egress driveways along the project frontages.Development replaces Large User 9 (trade flow = 0.0994 MGD). Actual usage (based on billing database) is 0.01713 MGD. For the development
load, assumed data center (Scenario 1) usage. Note data center survey received. Parcel will be counted as a future data center. 89 Under Review 388,482 Data Center Future 0 0.1136448
3517 Ryder St 3517 Ryder St 216-34-052
Part of Lawrence Station development. 5-story 328-unit residential complex. Building Permit Under Review 90 Approved 328 Apts Near-Term 0.050512 0
City of Santa Clara Specific Development Projects List
Name of Development PLN # BLD # Address # Street Name APN Block Book Page W&C Notes Ref_ID January 2023
Status (per City
Planning)
Residential
Units
Residential
Type
NonResidential SF Non-Residential Type Non-Residential Type 2 SF/Units Non- Residential Type 2 Future Model Scenario Residential Flow (mgd) Non- Residential Flow (mgd) Santa Clara University Master Plan (5-years plan)
PLN2014-10779
BLD2016-42681 (Charney Hall of Law_UC), BLD2017-48533 (South Residence Hall)_UC), BLD2018-49473 (Benson Hall_UC) 500 El Camino Real 230-13-023 38, 39
Finn Residence Hall - construction begun February 2018. Constructed by October 2019. Billing database likely does not account for discharge. Approximately 30 residents live on each of the twelve wings, with one Community Facilitator on each wing. Total number of residents = 360.Phase 2 involves the construction of a fourstory, 250 bed residence hall with a gross floor area of 55,800 sf on the site of the existing 19,000 square foot Fine Arts Building to be demolished. Construction has not begun.Benson Hall - This project involves one and twostory additions to the north and west building elevations totaling 21 ,363 sf and includes partial renovations of the building interior toaccommodate the new additions and create meeting and common space.Residence hall loads accounted for in new subcatchment 23013023. 93 Under construction Near-Term 0.0427 0
Worthington Circle (Former BAREC site/Summerhill and Charity Housing at 90 N. Winchester Blvd) PLN2016-12389 1834 Worthington Circle 303-17-053
Agrihood Mixed-Use Development Project. Construction initiated September 2021. Development not accounted for in billing database. Parcel does not have a billing point.residential mixed-use development consisting of up to 160 mixed-income apartments,165 affordable senior apartments, 36 townhomes and approximately 1.5 acres of agricultural open space.Development accounted for in model in subcatchment 30317053 which replaced original
development subcatchment DVPT_NWinchester.
94 Under construction
36325
SFApt 65,340 Agricultural Open Space Near-Term 0.05635 0 3375 Scott Blvd. PLN2016-
12232 3375 Scott Blvd. 216-31-059, 216-31-060 72
Project would demolish the existing office buildings and construct a six-story, 237,107 SF office building, and a four-level parking structure with an attached two-story amenity building.Remove existing billing point loads. Model reflects development flow in new sub ID 21631059 and 21631060. 99 Approved 237,107 Office Near-Term 0 0.0237107
Tasman East Specific Plan (+1,500 units)
PLN2016-12400
Surrounded by TasmanDr, Lafayette St, Calle Del Mundo, and Guadalupe River 097-05-062, 097-05-063, 097-05-110, 097-05-060, 097-05-061, 097-05-059, 097-05-058, 097-05-056, 097-05-057, 097-46-019, 097-46-029, 097-46-016, 097-46-017, 097-46-018, 097-46-033, 097-46-011, 097-46-024, 097-46-002, 097-46-020, 097-46-027 104, 105
Project website (link below) lists 5 approved projects (2343 Calle del Mundo, 5123 Calle del Sol, 2200 Calle de Luna, 2300 Calle de Luna, and 2302/2310 Calle del Mundo) and 6 proposed projects. These projects have not been subject to individual development reviews and are therefore not specifically reflected in the model.
Instead, the model reflects the original (June 2018) review of the overall Tasman East Specific Plan. Modeling the specific approved or proposed projects within this Specific Plan is not in the scope of work for the near-term network development. 100
Under construction 5,998
Transit Neighborhood
93,60010,00035,147
RetailDaycareSchool
Near-Term 0.725758 0.046664575
City of Santa Clara Specific Development Projects List
Name of Development PLN # BLD # Address # Street Name APN Block Book Page W&C Notes Ref_ID January 2023
Status (per City
Planning)
Residential
Units
Residential
Type
NonResidential SF Non-Residential Type Non-Residential Type 2 SF/Units Non- Residential Type 2 Future Model Scenario Residential Flow (mgd) Non- Residential Flow (mgd) 2330 Monroe St
PLN2019-13723
2330 Monroe Steet 224-37-068 54
Architectural Review for an approved 2-3 story building containing 65 affordable residential units in a mix of studios and one-, two-, and threebedroom units, including 25 percent of the
units set aside for people with developmental disabilities.Currently vacant lot with no billing point. Model accounts for development flow in new sub ID 22437068. 101
Under construction 65 Apt Near-Term 0.01001 0
2201 Laurelwood PLN2019-
13742
BLD2021-61850
2201 Laurelwood 104-39-023 75
Proposed future data center (data center Ref ID = 13). Will be included in the model as a future data center. Development replaces large user LU02 (Siliconix) with modeled trade flow = 1.2327 mgd. Actual flow (based on billing data) = 0.00711 mgd. Construction begun June 2019.Model updated with development parcel. Future data center flows to be modeled as inflow file. LU02 subcatchment deleted from model. 102
Under construction 536,730 Data Center Near-Term 0 0.091020833 1200 Memorex Drive data center
PLN2019-14055
1200 Memorex Drive 224-66-006
Development will be modeled as a future data center (data center Ref ID = 80). New sub ID 22466006 added to model to represent data center parcel. Remove existing billing point. 103
Under construction Near-Term 0 0
1290, 1240 Coleman Ave and 312 Brokaw Rd - Santa Clara DualBranded Hotel PLN2019-14051; CEQ2020-01073
1290, 1240, 312
1290 and 1240 Coleman Ave and 312 Brokaw Rd
230-05-045, 230-05-049, 230-05-050 48, 49
Model accounts for development with new subs
IDs 23005045, 049, and 050. Development consists of 396 room, 6-story hotel, totaling 204,444 square feet.Old sub ID 23005045, Parcel_23005049, Parcel_23005050, Parcel_23005049!, and Parcel_23005050! replaced. 104 Approved 7,480 Restaurant 630.3447 Hotel Near-Term 0.0351 0.0077792 906, 930, 940, 950 Monroe St
PLN2020-14457
906, 930, 940, 950 Monroe St 269-20-086, 269-20-087, 269-20-095 Residential mix-use redevelopment. Construct a five story building with 61 condo rental units, 3,844 sf general retail, a 6,224 sf restaurant on the ground floor, 116 residential parking spaces,
and 71 retail parking spaces. The project also includes relocation of two existing historic houses located at 906 and 930 Monroe.Development accounted for in model with new sub IDs 26920086, 26920095, and 26920087. 105 Under Review 64 condos 3,844 Retail 6,224 Restaurant Future 0.0112 0.00685736 Kaiser Entitlement 316-09-046 Entitlement flow. 106 Future 0 0 Downtown Precise Plan Various Various
269-22-088, 269-22-089, 269-22-072, 269-22-096, 269-22-084, 269-22-079, 269-22-094, 269-22-093, 269-22-095, 269-22-108, 269-22-109, 269-22-110, 269-22-111, 269-22-112, 269-22-097, 269-22-098, 269-22-099, 269-22-100, 269-22-101, 269-22-102, 269-22-103, 269-22-104, 269-22-105, 269-22-106, 269-22-107, 269-22-113, 269-22-114, 269-22-115, 269-20-082, 269-20-083, 269-20-084, 269-20-085, 269-20-089, 269-20-090, 269-20-091, 269-20-078, 269-20-075, 269-20-081, 269-20-080, 269-62-000, 269-20-079, 269-20-074, 269-20-077 Development review dated 3/20/2023. Note that 5 parcels are on top of other recent developments (Ref_ID 23 and 105). 113
386578
CondosApts
637,440197,900
CommercialRetail 74,160 SF Hotel Future 0.156562 0.1191308 611 El Camino Real 611 El Camino Real 230-06-053
70 affordable apartment units to replace existing women's facility. The zone is ML-Light Industrial but the general plan use has it as Public/Quasi Public as the parcel is owned by the City of Santa Clara. 114 70 Apt Future 0.01078 0
2655 The Alameda PLN2022-
00448
2655 The Alameda 230-12-012 4-story mixed use development with 1,500 SF ground floor commercial & 39 residential units 115 39 Apt 1,500 Commercial Future 0.006006 0.00015
City of Santa Clara Specific Development Projects List
Name of Development PLN # BLD # Address # Street Name APN Block Book Page W&C Notes Ref_ID January 2023
Status (per City
Planning)
Residential
Units
Residential
Type
NonResidential SF Non-Residential Type Non-Residential Type 2 SF/Units Non- Residential Type 2 Future Model Scenario Residential Flow (mgd) Non- Residential Flow (mgd) 3301 Olcott Street PLN22-00560 3301 Olcott Street 224-47-019 189,153 SF (Building 1 discharging to MH S74-28) 151,384 SF (Building 2 discharging to MH S74-43) commercial R&D office. 116 340,537 Office R&D Future 0 0.025540275
Santa Clara Station Area
Plan
Plan is in the early stages of development--no project description yet--for now, use GP estimates from Table 5.2.1, footnote 1. 4701 Great America Parkway 4701
Great America Parkway 104-42-014, 104-42-014-019 83
Amusement park lease may be up in the next couple of years, but no details are available. Assume will operate as is into the future.
NA
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
230-03-090 HYIN 211,963.46 4.87 Heavy Industrial 0.15 1.25 0 0.0000 0.0397 Future 294-18-037 NHMX 18,696.46 0.43 Neighborhood Commercial 0.1 0.3 25 0.0017 0.0006 Future290-23-059 NHMX 23,162.02 0.53 Neighborhood Commercial 0.1 0.3 25 0.0020 0.0007 Future104-51-015 LDRD 27,934.37 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-51-016 LDRD 28,860.54 0.66 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future 104-51-017 LDRD 28,221.53 0.65 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-51-008 LDRD 21,568.32 0.50 Office: 100% 0.1 0.85 0 0.0000 0.0018 Future 104-51-007 LDRD 23,675.58 0.54 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-15-025 LDRD 8,849.96 0.20 Office: 100% 0.1 0.85 0 0.0000 0.0008 Future 104-51-006 LDRD 27,949.92 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-51-009 LDRD 19,521.75 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-51-014 LDRD 23,350.55 0.54 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-51-005 LDRD 31,103.49 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-15-092 LDRD 54,693.70 1.26 Office: 100% 0.1 0.85 0 0.0000 0.0046 Future 104-15-141 LDRD 46,524.15 1.07 Office: 100% 0.1 0.85 0 0.0000 0.0040 Future 104-15-140 LDRD 32,608.15 0.75 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 104-51-010 LDRD 33,028.98 0.76 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 104-15-029 LDRD 16,356.77 0.38 Office: 100% 0.1 0.85 0 0.0000 0.0014 Future 104-51-013 LDRD 24,912.63 0.57 Office: 100% 0.1 0.85 0 0.0000 0.0021 Future 290-29-009 PKOS 1,357,204.52 31.16 Parks/Recreation 0 0.2 0 0.0000 0.0000 Future 101-11-042 LHIN 34,719.96 0.80 Light Industrial 0.15 0.85 0 0.0000 0.0044 Future 220-02-047 CMXU 14,277.06 0.33 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 220-01-059 CMXU 26,194.76 0.60 Community Commercial 0.1 0.4 25 0.0023 0.0010 Future 220-01-055 CMXU 29,422.83 0.68 Community Commercial 0.1 0.4 25 0.0026 0.0012 Future 220-01-053 CMXU 13,950.79 0.32 Community Commercial 0.1 0.4 25 0.0012 0.0006 Future 220-31-077 CMXU 14,566.71 0.33 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 220-31-078 CMXU 15,046.30 0.35 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 220-01-054 CMXU 30,351.56 0.70 Community Commercial 0.1 0.4 25 0.0027 0.0012 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
220-02-015 VLDR 9,665.35 0.22 Low Density Residential 245 0 25 0.0014 0.0000 Future 220-02-014 VLDR 9,376.27 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-013 VLDR 9,375.20 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-012 VLDR 9,376.26 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-011 VLDR 9,376.20 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-010 VLDR 9,375.63 0.22 Low Density Residential 245 0 25 0.0013 0.0000 Future 220-02-009 VLDR 9,291.32 0.21 Low Density Residential 245 0 25 0.0013 0.0000 Future 230-05-005 RGCO 6,564.42 0.15 Regional Commercial 0.1 0.5 0 0.0000 0.0003 Future 230-05-020 RGCO 27,964.10 0.64 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future 230-05-037 RGCO 53,420.53 1.23 Regional Commercial 0.1 0.5 0 0.0000 0.0027 Future 230-05-017 RGCO 25,013.75 0.57 Regional Commercial 0.1 0.5 0 0.0000 0.0013 Future 230-05-016 RGCO 25,005.08 0.57 Regional Commercial 0.1 0.5 0 0.0000 0.0013 Future 230-05-015 RGCO 23,825.51 0.55 Regional Commercial 0.1 0.5 0 0.0000 0.0012 Future 230-05-084 RGCO 20,980.12 0.48 Regional Commercial 0.1 0.5 0 0.0000 0.0010 Future 230-05-021 RGCO 166,493.71 3.82 Regional Commercial 0.1 0.5 0 0.0000 0.0083 Future 230-05-083 RGCO 22,351.24 0.51 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 230-05-054 RGCO 83,262.85 1.91 Regional Commercial 0.1 0.5 0 0.0000 0.0042 Future 104-14-052 LDRD 41,745.26 0.96 Office: 100% 0.1 0.85 0 0.0000 0.0035 Future 104-14-090 LDRD 33,524.38 0.77 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 104-14-141 LDRD 23,021.12 0.53 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-14-071 LDRD 30,847.01 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-14-053 LDRD 23,417.60 0.54 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-14-047 LDRD 30,846.99 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-14-124 LDRD 131,211.66 3.01 Office: 100% 0.1 0.85 0 0.0000 0.0112 Future 104-14-036 LDRD 19,855.46 0.46 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-14-048 LDRD 30,847.01 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-15-131 LDRD 444,843.84 10.21 Office: 100% 0.1 0.85 0 0.0000 0.0378 Future 104-14-023 LDRD 19,842.58 0.46 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-14-038 LDRD 30,846.99 0.71 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 101-09-023 LDRD 170,155.51 3.91 Office: 100% 0.1 0.85 0 0.0000 0.0145 Future 290-05-060 CMXU 18,140.31 0.42 Community Commercial 0.1 0.4 25 0.0016 0.0007 Future 220-01-018 CMXU 12,754.24 0.29 Community Commercial 0.1 0.4 25 0.0011 0.0005 Future 220-01-044 CMXU 18,789.19 0.43 Community Commercial 0.1 0.4 25 0.0017 0.0008 Future 220-31-114 CMXU 44,562.59 1.02 Community Commercial 0.1 0.4 25 0.0039 0.0018 Future 230-05-116 LHIN 449,148.01 10.31 Light Industrial 0.15 0.85 0 0.0000 0.0573 Future 230-47-068 LHIN 23,098.35 0.53 Light Industrial 0.15 0.85 0 0.0000 0.0029 Future 230-03-108 HYIN 821,203.99 18.85 Heavy Industrial 0.15 1.25 0 0.0000 0.1540 Future 230-03-047 HYIN 14,575.93 0.33 Heavy Industrial 0.15 1.25 0 0.0000 0.0027 Future 290-55-012 NHMX 1,549.42 0.04 Neighborhood Commercial 0.1 0.3 25 0.0001 0.0000 Future290-02-092 CMXU 13,792.24 0.32 Community Commercial 0.1 0.4 25 0.0012 0.0006 Future 290-05-076 CMXU 29,128.38 0.67 Community Commercial 0.1 0.4 25 0.0026 0.0012 Future 290-05-074 CMXU 22,490.01 0.52 Community Commercial 0.1 0.4 25 0.0020 0.0009 Future 290-05-055 CMXU 45,529.94 1.05 Community Commercial 0.1 0.4 25 0.0040 0.0018 Future 290-05-054 CMXU 22,055.98 0.51 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 290-04-007 CMXU 98,212.43 2.25 Community Commercial 0.1 0.4 25 0.0087 0.0039 Future 290-04-006 CMXU 48,009.37 1.10 Community Commercial 0.1 0.4 25 0.0042 0.0019 Future 290-04-005 CMXU 23,809.87 0.55 Community Commercial 0.1 0.4 25 0.0021 0.0010 Future 290-04-004 CMXU 32,223.14 0.74 Community Commercial 0.1 0.4 25 0.0028 0.0013 Future 290-04-003 CMXU 28,816.85 0.66 Community Commercial 0.1 0.4 25 0.0025 0.0012 Future 290-04-002 CMXU 24,001.59 0.55 Community Commercial 0.1 0.4 25 0.0021 0.0010 Future 290-04-045 CMXU 25,858.00 0.59 Community Commercial 0.1 0.4 25 0.0023 0.0010 Future 290-02-099 CMXU 6,669.50 0.15 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 290-02-098 CMXU 6,540.84 0.15 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 290-02-087 CMXU 3,637.06 0.08 Community Commercial 0.1 0.4 25 0.0003 0.0001 Future 290-02-105 CMXU 12,089.50 0.28 Community Commercial 0.1 0.4 25 0.0011 0.0005 Future 290-02-104 CMXU 13,782.03 0.32 Community Commercial 0.1 0.4 25 0.0012 0.0006 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
290-02-101 CMXU 6,483.39 0.15 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 290-02-100 CMXU 9,650.45 0.22 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 290-02-103 CMXU 41,169.09 0.95 Community Commercial 0.1 0.4 25 0.0036 0.0016 Future 101-13-003 LHIN 311,364.82 7.15 Light Industrial 0.15 0.85 0 0.0000 0.0397 Future 101-09-024 RGCO 92,430.01 2.12 Regional Commercial 0.1 0.5 0 0.0000 0.0046 Future 303-02-013 PUQP 74,316.43 1.71 Public/Institutional 0.21 0.2 0 0.0000 0.0031 Future 290-23-088 PUQP 1,173,909.65 26.95 Public/Institutional 0.21 0.2 0 0.0000 0.0493 Future 303-21-071 RGCO 48,269.26 1.11 Regional Commercial 0.1 0.5 0 0.0000 0.0024 Future 303-21-072 RGCO 21,356.10 0.49 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 303-19-072 RGCO 18,582.19 0.43 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 303-22-014 RGCO 10,447.18 0.24 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-23-036 RGCO 159,016.92 3.65 Regional Commercial 0.1 0.5 0 0.0000 0.0080 Future 303-23-002 RGCO 21,753.41 0.50 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 303-23-032 CMXU 59,698.08 1.37 Community Commercial 0.1 0.4 25 0.0053 0.0024 Future 303-22-015 RGCO 11,663.35 0.27 Regional Commercial 0.1 0.5 0 0.0000 0.0006 Future 303-22-039 RGCO 22,016.42 0.51 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 303-21-068 RGCO 24,215.83 0.56 Regional Commercial 0.1 0.5 0 0.0000 0.0012 Future 303-22-037 RGCO 22,012.72 0.51 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 303-18-046 RGCO 48,506.89 1.11 Regional Commercial 0.1 0.5 0 0.0000 0.0024 Future 303-18-023 RGCO 19,000.00 0.44 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 303-18-022 RGCO 28,265.76 0.65 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future 303-18-037 RGCO 9,191.61 0.21 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-23-044 CMXU 35,632.59 0.82 Community Commercial 0.1 0.4 25 0.0031 0.0014 Future 303-19-078 RGCO 31,754.11 0.73 Regional Commercial 0.1 0.5 0 0.0000 0.0016 Future 303-18-050 RGCO 48,396.21 1.11 Regional Commercial 0.1 0.5 0 0.0000 0.0024 Future 303-18-049 RGCO 120,162.09 2.76 Regional Commercial 0.1 0.5 0 0.0000 0.0060 Future 303-23-043 CMXU 40,282.23 0.92 Community Commercial 0.1 0.4 25 0.0036 0.0016 Future 303-23-029 CMXU 45,256.12 1.04 Community Commercial 0.1 0.4 25 0.0040 0.0018 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
303-23-026 CMXU 14,329.30 0.33 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 303-23-030 RGCO 79,488.65 1.82 Regional Commercial 0.1 0.5 0 0.0000 0.0040 Future 303-18-048 RGCO 63,348.69 1.45 Regional Commercial 0.1 0.5 0 0.0000 0.0032 Future 303-23-037 RGCO 66,753.62 1.53 Regional Commercial 0.1 0.5 0 0.0000 0.0033 Future 303-23-034 RGCO 99,561.24 2.29 Regional Commercial 0.1 0.5 0 0.0000 0.0050 Future 303-23-035 CMXU 45,156.65 1.04 Community Commercial 0.1 0.4 25 0.0040 0.0018 Future 303-23-022 CMXU 13,600.82 0.31 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 290-01-125 CMXU 98,936.97 2.27 Community Commercial 0.1 0.4 25 0.0087 0.0040 Future 303-20-073 RGCO 720.06 0.02 Regional Commercial 0.1 0.5 0 0.0000 0.0000 Future303-18-042 RGCO 8,656.02 0.20 Regional Commercial 0.1 0.5 0 0.0000 0.0004 Future 303-18-036 RGCO 9,198.41 0.21 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-19-077 RGCO 18,664.05 0.43 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 303-19-075 RGCO 9,375.00 0.22 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-20-068 RGCO 8,879.83 0.20 Regional Commercial 0.1 0.5 0 0.0000 0.0004 Future 303-20-069 RGCO 2,310.91 0.05 Regional Commercial 0.1 0.5 0 0.0000 0.0001 Future 303-20-070 RGCO 3,080.93 0.07 Regional Commercial 0.1 0.5 0 0.0000 0.0002 Future 303-20-071 RGCO 10,741.45 0.25 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 303-20-072 RGCO 4,061.67 0.09 Regional Commercial 0.1 0.5 0 0.0000 0.0002 Future 303-20-074 RGCO 11,981.14 0.28 Regional Commercial 0.1 0.5 0 0.0000 0.0006 Future 303-18-035 RGCO 11,513.82 0.26 Regional Commercial 0.1 0.5 0 0.0000 0.0006 Future 296-20-006 RGCO 21,323.88 0.49 Regional Commercial 0.1 0.5 0 0.0000 0.0011 Future 290-02-096 CMXU 9,078.63 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 290-05-053 CMXU 28,774.74 0.66 Community Commercial 0.1 0.4 25 0.0025 0.0012 Future 290-01-123 CMXU 138,195.80 3.17 Community Commercial 0.1 0.4 25 0.0122 0.0055 Future 290-23-048 MDRE 49,544.21 1.14 Medium Density Residential 154 0 25 0.0044 0.0000 Future 290-39-037 NHMX 48,028.13 1.10 Neighborhood Commercial 0.1 0.3 25 0.0042 0.0014 Future290-39-083 NHMX 16,996.75 0.39 Neighborhood Commercial 0.1 0.3 25 0.0015 0.0005 Future290-23-092 NHMX 61,504.56 1.41 Neighborhood Commercial 0.1 0.3 25 0.0054 0.0018 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
290-39-053 NHMX 40,305.12 0.93 Neighborhood Commercial 0.1 0.3 25 0.0036 0.0012 Future290-39-081 NHMX 16,798.50 0.39 Neighborhood Commercial 0.1 0.3 25 0.0015 0.0005 Future290-39-012 NHMX 15,174.41 0.35 Neighborhood Commercial 0.1 0.3 25 0.0013 0.0005 Future290-39-035 NHMX 19,585.89 0.45 Neighborhood Commercial 0.1 0.3 25 0.0017 0.0006 Future293-02-028 NHMX 208,966.89 4.80 Neighborhood Commercial 0.1 0.3 25 0.0185 0.0063 Future 290-39-065 NHMX 23,534.53 0.54 Neighborhood Commercial 0.1 0.3 25 0.0021 0.0007 Future290-23-053 NHMX 159,663.43 3.67 Neighborhood Commercial 0.1 0.3 25 0.0141 0.0048 Future 290-23-049 NHMX 84,194.27 1.93 Neighborhood Commercial 0.1 0.3 25 0.0074 0.0025 Future290-23-071 NHMX 46,444.96 1.07 Neighborhood Commercial 0.1 0.3 25 0.0041 0.0014 Future293-02-036 NHMX 61,913.63 1.42 Neighborhood Commercial 0.1 0.3 25 0.0055 0.0019 Future269-20-020 CMXU 5,784.49 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-28-061 CMXU 25,783.00 0.59 Community Commercial 0.1 0.4 25 0.0023 0.0010 Future 269-20-099 CMXU 3,996.19 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-075 CMXU 3,608.44 0.08 Community Commercial 0.1 0.4 25 0.0003 0.0001 Future 269-28-024 CMXU 9,180.95 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 269-20-101 CMXU 3,758.41 0.09 Community Commercial 0.1 0.4 25 0.0003 0.0002 Future 224-26-050 CMXU 10,726.43 0.25 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 293-02-025 NHMX 17,597.17 0.40 Neighborhood Commercial 0.1 0.3 25 0.0016 0.0005 Future293-02-029 NHMX 15,975.24 0.37 Neighborhood Commercial 0.1 0.3 25 0.0014 0.0005 Future293-02-021 NHMX 29,723.03 0.68 Neighborhood Commercial 0.1 0.3 25 0.0026 0.0009 Future293-25-037 NHMX 22,463.73 0.52 Neighborhood Commercial 0.1 0.3 25 0.0020 0.0007 Future104-14-095 LDRD 46,270.51 1.06 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 104-14-024 LDRD 31,233.37 0.72 Office: 100% 0.1 0.85 0 0.0000 0.0027 Future 104-14-096 LDRD 21,592.89 0.50 Office: 100% 0.1 0.85 0 0.0000 0.0018 Future 104-16-112 RGCO 910,541.85 20.90 Regional Commercial 0.1 0.5 0 0.0000 0.0455 Future 104-16-111 RGCO 131,271.33 3.01 Regional Commercial 0.1 0.5 0 0.0000 0.0066 Future 104-50-025 LDRD 359,669.04 8.26 Office: 100% 0.1 0.85 0 0.0000 0.0306 Future 296-20-003 RGCO 28,882.37 0.66 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
296-20-011 RGCO 111,910.33 2.57 Regional Commercial 0.1 0.5 0 0.0000 0.0056 Future 104-52-024 LDRD 523,726.09 12.02 Office: 100% 0.1 0.85 0 0.0000 0.0445 Future 104-52-023 HDRD 942,817.65 21.64 Office 0.15 1.25 0 0.0000 0.1768 Future 290-39-050 PUQP 16,357.67 0.38 Public/Institutional 0.21 0.2 0 0.0000 0.0007 Future 296-21-010 RGCO 100,277.78 2.30 Regional Commercial 0.1 0.5 0 0.0000 0.0050 Future 296-21-009 RGCO 28,038.05 0.64 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future 296-21-008 RGCO 28,053.03 0.64 Regional Commercial 0.1 0.5 0 0.0000 0.0014 Future 296-21-007 RGCO 25,832.30 0.59 Regional Commercial 0.1 0.5 0 0.0000 0.0013 Future 296-21-005 RGCO 19,411.04 0.45 Regional Commercial 0.1 0.5 0 0.0000 0.0010 Future 296-21-006 RGCO 19,507.52 0.45 Regional Commercial 0.1 0.5 0 0.0000 0.0010 Future 296-20-004 RGCO 45,412.92 1.04 Regional Commercial 0.1 0.5 0 0.0000 0.0023 Future 296-34-017 RGCO 82,216.67 1.89 Regional Commercial 0.1 0.5 0 0.0000 0.0041 Future 296-34-018 RGCO 39,059.89 0.90 Regional Commercial 0.1 0.5 0 0.0000 0.0020 Future 224-29-017 CMXU 7,496.67 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 216-28-113 LHIN 143,382.91 3.29 Light Industrial 0.15 0.85 0 0.0000 0.0183 Future 216-28-126 LHIN 191,506.23 4.40 Light Industrial 0.15 0.85 0 0.0000 0.0244 Future 294-18-034 NHMX 22,695.80 0.52 Neighborhood Commercial 0.1 0.3 25 0.0020 0.0007 Future296-17-036 RGCO 11,138.36 0.26 Regional Commercial 0.1 0.5 0 0.0000 0.0006 Future 296-17-001 RGCO 16,631.96 0.38 Regional Commercial 0.1 0.5 0 0.0000 0.0008 Future 296-17-037 RGCO 9,679.83 0.22 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 296-20-005 RGCO 17,441.64 0.40 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 296-21-030 RGCO 33,437.98 0.77 Regional Commercial 0.1 0.5 0 0.0000 0.0017 Future 296-21-011 RGCO 17,214.11 0.40 Regional Commercial 0.1 0.5 0 0.0000 0.0009 Future 296-21-012 RGCO 49,573.01 1.14 Regional Commercial 0.1 0.5 0 0.0000 0.0025 Future 296-37-030 RGCO 71,651.08 1.64 Regional Commercial 0.1 0.5 0 0.0000 0.0036 Future 296-37-031 RGCO 47,537.77 1.09 Regional Commercial 0.1 0.5 0 0.0000 0.0024 Future 296-34-015 RGCO 135,803.85 3.12 Regional Commercial 0.1 0.5 0 0.0000 0.0068 Future 296-34-016 RGCO 300,944.07 6.91 Regional Commercial 0.1 0.5 0 0.0000 0.0150 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-50-001 LDRD 161,596.64 3.71 Office: 100% 0.1 0.85 0 0.0000 0.0137 Future 230-05-057 RGCO 37,460.68 0.86 Regional Commercial 0.1 0.5 0 0.0000 0.0019 Future 104-01-100 HDRD 896,389.01 20.58 Office 0.15 1.25 0 0.0000 0.1681 Future 104-04-117 LDRD 187,293.35 4.30 Office: 100% 0.1 0.85 0 0.0000 0.0159 Future 104-04-147 LDRD 38,029.74 0.87 Office: 100% 0.1 0.85 0 0.0000 0.0032 Future 104-15-101 LDRD 1,585.42 0.04 Office: 100% 0.1 0.85 0 0.0000 0.0001 Future 104-50-011 LDRD 245,423.15 5.63 Office: 100% 0.1 0.85 0 0.0000 0.0209 Future 104-50-018 LDRD 299,221.75 6.87 Office: 100% 0.1 0.85 0 0.0000 0.0254 Future 104-50-007 LDRD 163,238.01 3.75 Office: 100% 0.1 0.85 0 0.0000 0.0139 Future 104-50-016 LDRD 472,755.41 10.85 Office: 100% 0.1 0.85 0 0.0000 0.0402 Future 104-01-107 HDRD 3,590.42 0.08 Office 0.15 1.25 0 0.0000 0.0007 Future 104-52-026 HDRD 374,809.37 8.60 Office 0.15 1.25 0 0.0000 0.0703 Future 104-04-119 LDRD 159,816.73 3.67 Office: 100% 0.1 0.85 0 0.0000 0.0136 Future 104-04-118 LDRD 175,792.09 4.04 Office: 100% 0.1 0.85 0 0.0000 0.0149 Future 104-43-054 RGCO 170,051.74 3.90 Regional Commercial 0.1 0.5 0 0.0000 0.0085 Future 104-42-017 HDRD 280,398.58 6.44 Office 0.15 1.25 0 0.0000 0.0526 Future 104-04-120 LDRD 166,248.03 3.82 Office: 100% 0.1 0.85 0 0.0000 0.0141 Future 104-16-091 RGCO 162,086.73 3.72 Regional Commercial 0.1 0.5 0 0.0000 0.0081 Future 104-14-120 LDRD 24,376.36 0.56 Office: 100% 0.1 0.85 0 0.0000 0.0021 Future 104-14-121 LDRD 19,520.29 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-14-131 LDRD 19,544.67 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-14-154 LDRD 42,839.05 0.98 Office: 100% 0.1 0.85 0 0.0000 0.0036 Future 104-14-159 LDRD 124,601.55 2.86 Office: 100% 0.1 0.85 0 0.0000 0.0106 Future 104-14-160 LDRD 238,912.02 5.48 Office: 100% 0.1 0.85 0 0.0000 0.0203 Future 104-48-010 HDRD 1,695,829.23 38.93 Office 0.15 1.25 0 0.0000 0.3180 Future 104-38-011 LDRD 157,141.89 3.61 Office: 100% 0.1 0.85 0 0.0000 0.0134 Future 104-16-113 HDRD 609,770.70 14.00 Office 0.15 1.25 0 0.0000 0.1143 Future 104-13-090 LDRD 208,242.04 4.78 Office: 100% 0.1 0.85 0 0.0000 0.0177 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-13-091 LDRD 56,780.67 1.30 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 104-13-094 LDRD 215,698.87 4.95 Office: 100% 0.1 0.85 0 0.0000 0.0183 Future 104-13-095 LDRD 215,831.58 4.95 Office: 100% 0.1 0.85 0 0.0000 0.0183 Future 216-29-116 LHIN 277,119.40 6.36 Light Industrial 0.15 0.85 0 0.0000 0.0353 Future 104-12-180 NHMX 10,379.13 0.24 Neighborhood Commercial 0.1 0.3 25 0.0009 0.0003 Future104-15-087 LDRD 81,123.41 1.86 Office: 100% 0.1 0.85 0 0.0000 0.0069 Future 104-15-061 LDRD 56,001.87 1.29 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 104-15-047 LDRD 40,392.68 0.93 Office: 100% 0.1 0.85 0 0.0000 0.0034 Future 104-51-004 LDRD 35,579.63 0.82 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 104-15-127 LDRD 30,658.22 0.70 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 104-15-089 LDRD 58,355.47 1.34 Office: 100% 0.1 0.85 0 0.0000 0.0050 Future 104-51-011 LDRD 27,074.40 0.62 Office: 100% 0.1 0.85 0 0.0000 0.0023 Future 104-15-096 LDRD 54,801.05 1.26 Office: 100% 0.1 0.85 0 0.0000 0.0047 Future 104-51-012 LDRD 27,699.23 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-15-114 LDRD 10,746.71 0.25 Office: 100% 0.1 0.85 0 0.0000 0.0009 Future 104-51-003 LDRD 32,105.77 0.74 Office: 100% 0.1 0.85 0 0.0000 0.0027 Future 104-51-002 LDRD 28,444.71 0.65 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-51-001 LDRD 23,285.21 0.53 Office: 100% 0.1 0.85 0 0.0000 0.0020 Future 104-15-105 LDRD 5,951.68 0.14 Office: 100% 0.1 0.85 0 0.0000 0.0005 Future 104-15-109 LDRD 235,123.60 5.40 Office: 100% 0.1 0.85 0 0.0000 0.0200 Future 104-15-113 LDRD 125,741.82 2.89 Office: 100% 0.1 0.85 0 0.0000 0.0107 Future 104-15-135 LDRD 48,996.33 1.12 Office: 100% 0.1 0.85 0 0.0000 0.0042 Future 104-15-128 LDRD 102,258.97 2.35 Office: 100% 0.1 0.85 0 0.0000 0.0087 Future 104-15-123 LDRD 177,907.28 4.08 Office: 100% 0.1 0.85 0 0.0000 0.0151 Future 104-15-097 LDRD 239,795.76 5.50 Office: 100% 0.1 0.85 0 0.0000 0.0204 Future 104-15-122 LDRD 185,710.26 4.26 Office: 100% 0.1 0.85 0 0.0000 0.0158 Future 104-15-124 LDRD 52,383.65 1.20 Office: 100% 0.1 0.85 0 0.0000 0.0045 Future 104-15-130 LDRD 268,248.12 6.16 Office: 100% 0.1 0.85 0 0.0000 0.0228 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-15-134 LDRD 124,677.01 2.86 Office: 100% 0.1 0.85 0 0.0000 0.0106 Future 104-14-091 LDRD 95,797.97 2.20 Office: 100% 0.1 0.85 0 0.0000 0.0081 Future 104-15-133 LDRD 136,626.87 3.14 Office: 100% 0.1 0.85 0 0.0000 0.0116 Future 104-39-012 LDRD 46,027.35 1.06 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 104-15-132 LDRD 35,477.40 0.81 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 104-15-125 LDRD 110,690.62 2.54 Office: 100% 0.1 0.85 0 0.0000 0.0094 Future 104-14-125 LDRD 248,197.72 5.70 Office: 100% 0.1 0.85 0 0.0000 0.0211 Future 104-14-158 LDRD 66,441.61 1.53 Office: 100% 0.1 0.85 0 0.0000 0.0056 Future 104-14-068 LDRD 18,508.21 0.42 Office: 100% 0.1 0.85 0 0.0000 0.0016 Future 104-14-089 LDRD 201,639.86 4.63 Office: 100% 0.1 0.85 0 0.0000 0.0171 Future 104-14-142 LDRD 37,016.40 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 104-14-111 LDRD 27,695.18 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 104-14-110 LDRD 40,106.86 0.92 Office: 100% 0.1 0.85 0 0.0000 0.0034 Future 104-14-143 LDRD 16,149.72 0.37 Office: 100% 0.1 0.85 0 0.0000 0.0014 Future 104-14-144 LDRD 17,509.25 0.40 Office: 100% 0.1 0.85 0 0.0000 0.0015 Future 104-14-171 LDRD 289,159.69 6.64 Office: 100% 0.1 0.85 0 0.0000 0.0246 Future 104-14-140 LDRD 36,975.96 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 104-14-139 LDRD 52,502.92 1.21 Office: 100% 0.1 0.85 0 0.0000 0.0045 Future 104-14-168 LDRD 284,381.69 6.53 Office: 100% 0.1 0.85 0 0.0000 0.0242 Future 104-14-166 LDRD 43,576.87 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 104-14-170 LDRD 29,087.38 0.67 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future 104-14-133 LDRD 15,395.68 0.35 Office: 100% 0.1 0.85 0 0.0000 0.0013 Future 104-14-114 LDRD 49,019.67 1.13 Office: 100% 0.1 0.85 0 0.0000 0.0042 Future 104-14-161 LDRD 43,451.86 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 104-14-132 LDRD 32,756.94 0.75 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 104-14-146 LDRD 43,629.84 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 104-14-169 LDRD 169,127.91 3.88 Office: 100% 0.1 0.85 0 0.0000 0.0144 Future 104-14-106 LDRD 66,746.62 1.53 Office: 100% 0.1 0.85 0 0.0000 0.0057 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
104-14-118 LDRD 39,669.06 0.91 Office: 100% 0.1 0.85 0 0.0000 0.0034 Future 104-14-156 LDRD 76,619.12 1.76 Office: 100% 0.1 0.85 0 0.0000 0.0065 Future 104-14-107 LDRD 50,125.41 1.15 Office: 100% 0.1 0.85 0 0.0000 0.0043 Future 104-14-164 LDRD 46,277.09 1.06 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 104-14-108 LDRD 19,513.18 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 104-13-097 HDRD 42,636.40 0.98 Office 0.15 1.25 0 0.0000 0.0080 Future 104-14-113 LDRD 24,349.67 0.56 Office: 100% 0.1 0.85 0 0.0000 0.0021 Future 216-48-030 LDRD 78,112.76 1.79 Office: 100% 0.1 0.85 0 0.0000 0.0066 Future 216-32-030 LDRD 90,656.42 2.08 Office: 100% 0.1 0.85 0 0.0000 0.0077 Future 216-48-026 LDRD 53,536.77 1.23 Office: 100% 0.1 0.85 0 0.0000 0.0046 Future 216-46-019 LHIN 73,951.07 1.70 Light Industrial 0.15 0.85 0 0.0000 0.0094 Future 216-48-005 LDRD 97,626.99 2.24 Office: 100% 0.1 0.85 0 0.0000 0.0083 Future 216-48-004 LDRD 94,115.77 2.16 Office: 100% 0.1 0.85 0 0.0000 0.0080 Future 216-48-035 LDRD 111,197.42 2.55 Office: 100% 0.1 0.85 0 0.0000 0.0095 Future 216-32-040 LDRD 361,825.88 8.31 Office: 100% 0.1 0.85 0 0.0000 0.0308 Future 216-32-041 LDRD 74,070.56 1.70 Office: 100% 0.1 0.85 0 0.0000 0.0063 Future 216-48-003 LDRD 131,522.42 3.02 Office: 100% 0.1 0.85 0 0.0000 0.0112 Future 216-29-107 LHIN 147,528.17 3.39 Light Industrial 0.15 0.85 0 0.0000 0.0188 Future 216-29-083 LHIN 43,868.28 1.01 Light Industrial 0.15 0.85 0 0.0000 0.0056 Future 216-49-023 LDRD 151,178.71 3.47 Office: 100% 0.1 0.85 0 0.0000 0.0129 Future 216-01-041 CMXU 27,647.14 0.63 Community Commercial 0.1 0.4 25 0.0024 0.0011 Future 216-01-060 CMXU 63,809.87 1.46 Community Commercial 0.1 0.4 25 0.0056 0.0026 Future 216-01-059 RGMX 38,518.76 0.88 Regional Commercial 0.1 0.5 40 0.0054 0.0019 Future 216-01-051 CMXU 28,186.25 0.65 Community Commercial 0.1 0.4 25 0.0025 0.0011 Future 290-39-034 NHMX 19,585.27 0.45 Neighborhood Commercial 0.1 0.3 25 0.0017 0.0006 Future290-39-033 NHMX 19,583.68 0.45 Neighborhood Commercial 0.1 0.3 25 0.0017 0.0006 Future290-08-010 CMXU 15,857.59 0.36 Community Commercial 0.1 0.4 25 0.0014 0.0006 Future 290-08-141 CMXU 17,637.41 0.40 Community Commercial 0.1 0.4 25 0.0016 0.0007 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
290-08-135 CMXU 21,723.07 0.50 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 216-26-027 MDRE 12,224.97 0.28 Medium Density Residential 154 0 25 0.0011 0.0000 Future 216-26-028 MDRE 13,090.94 0.30 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-029 MDRE 14,020.44 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-030 MDRE 13,942.08 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-031 MDRE 13,941.47 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-032 MDRE 13,927.52 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-033 MDRE 13,913.87 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-034 MDRE 13,899.89 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-035 MDRE 13,896.39 0.32 Medium Density Residential 154 0 25 0.0012 0.0000 Future 216-26-036 MDRE 27,978.65 0.64 Medium Density Residential 154 0 25 0.0025 0.0000 Future 216-48-025 LDRD 71,026.36 1.63 Office: 100% 0.1 0.85 0 0.0000 0.0060 Future 216-29-106 LHIN 93,596.65 2.15 Light Industrial 0.15 0.85 0 0.0000 0.0119 Future 213-37-015 RGMX 43,810.63 1.01 Regional Commercial 0.1 0.5 40 0.0062 0.0022 Future 313-05-012 RGMX 51,476.79 1.18 Regional Commercial 0.1 0.5 40 0.0073 0.0026 Future 224-09-173 LHIN 20,081.82 0.46 Light Industrial 0.15 0.85 0 0.0000 0.0026 Future 224-09-178 HDRD 320,161.58 7.35 Office 0.15 1.25 0 0.0000 0.0600 Future 224-47-011 HDRD 147,038.83 3.38 Office 0.15 1.25 0 0.0000 0.0276 Future 269-28-029 CMXU 12,611.17 0.29 Community Commercial 0.1 0.4 25 0.0011 0.0005 Future 269-20-000 CMXU 13,257.80 0.30 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 269-16-081 LDRE 40,665.93 0.93 Low Density Residential 245 25 25 0.0057 0.0000 Future269-05-058 CMXU 5,066.77 0.12 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 224-08-146 LDRD 242,279.02 5.56 Office: 100% 0.1 0.85 0 0.0000 0.0206 Future 224-42-001 LDRD 56,303.38 1.29 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 224-42-011 LDRD 27,425.81 0.63 Office: 100% 0.1 0.85 0 0.0000 0.0023 Future 224-42-010 LDRD 29,601.66 0.68 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future 224-47-010 HDRD 90,447.13 2.08 Office 0.15 1.25 0 0.0000 0.0170 Future 224-09-168 LDRD 141,873.70 3.26 Office: 100% 0.1 0.85 0 0.0000 0.0121 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-09-176 LDRD 37,256.71 0.86 Office: 100% 0.1 0.85 0 0.0000 0.0032 Future 224-09-175 LDRD 51,330.24 1.18 Office: 100% 0.1 0.85 0 0.0000 0.0044 Future 224-47-009 HDRD 88,616.97 2.03 Office 0.15 1.25 0 0.0000 0.0166 Future 224-47-018 HDRD 187,994.16 4.32 Office 0.15 1.25 0 0.0000 0.0352 Future 269-26-092 CMXU 5,045.57 0.12 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-065 CMXU 26,816.67 0.62 Community Commercial 0.1 0.4 25 0.0024 0.0011 Future 269-28-028 CMXU 6,806.80 0.16 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 269-26-079 CMXU 5,538.36 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-26-120 CMXU 5,411.85 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-26-084 CMXU 9,310.59 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 269-26-081 CMXU 7,925.53 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-20-065 CMXU 11,043.91 0.25 Community Commercial 0.1 0.4 25 0.0010 0.0004 Future 269-26-082 CMXU 5,078.92 0.12 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-011 CMXU 3,873.44 0.09 Community Commercial 0.1 0.4 25 0.0003 0.0002 Future 269-20-053 CMXU 10,883.87 0.25 Community Commercial 0.1 0.4 25 0.0010 0.0004 Future 269-26-121 CMXU 8,170.95 0.19 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-20-037 CMXU 10,487.24 0.24 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 294-01-003 CMXU 19,029.93 0.44 Community Commercial 0.1 0.4 25 0.0017 0.0008 Future 294-01-006 CMXU 18,958.54 0.44 Community Commercial 0.1 0.4 25 0.0017 0.0008 Future 269-28-012 CMXU 4,638.02 0.11 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-20-038 CMXU 6,308.92 0.14 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 269-20-039 CMXU 6,131.89 0.14 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-28-067 CMXU 4,940.43 0.11 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-066 CMXU 4,782.93 0.11 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-20-098 CMXU 3,747.28 0.09 Community Commercial 0.1 0.4 25 0.0003 0.0001 Future 269-20-021 CMXU 5,648.19 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-20-100 CMXU 3,521.06 0.08 Community Commercial 0.1 0.4 25 0.0003 0.0001 Future 269-28-018 CMXU 6,061.11 0.14 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
269-28-025 CMXU 4,653.62 0.11 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-074 CMXU 4,009.02 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-28-015 CMXU 7,590.17 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-28-054 CMXU 3,855.92 0.09 Community Commercial 0.1 0.4 25 0.0003 0.0002 Future 269-28-073 CMXU 8,234.43 0.19 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-16-034 CMXU 40,806.52 0.94 Community Commercial 0.1 0.4 25 0.0036 0.0016 Future 294-36-001 RGCO 9,162.97 0.21 Regional Commercial 0.1 0.5 0 0.0000 0.0005 Future 294-35-021 RGCO 8,695.67 0.20 Regional Commercial 0.1 0.5 0 0.0000 0.0004 Future 294-36-002 MDRE 9,312.85 0.21 Medium Density Residential 154 0 25 0.0008 0.0000 Future294-35-020 MDRE 8,936.77 0.21 Medium Density Residential 154 0 25 0.0008 0.0000 Future 294-39-010 CMXU 25,661.70 0.59 Community Commercial 0.1 0.4 25 0.0023 0.0010 Future 294-39-004 CMXU 6,113.49 0.14 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 294-39-009 CMXU 25,319.39 0.58 Community Commercial 0.1 0.4 25 0.0022 0.0010 Future 294-35-023 RGCO 108,335.81 2.49 Regional Commercial 0.1 0.5 0 0.0000 0.0054 Future 294-39-002 CMXU 44,529.78 1.02 Community Commercial 0.1 0.4 25 0.0039 0.0018 Future 294-39-001 CMXU 127,776.81 2.93 Community Commercial 0.1 0.4 25 0.0113 0.0051 Future 294-35-025 RGCO 78,581.26 1.80 Regional Commercial 0.1 0.5 0 0.0000 0.0039 Future 294-01-015 CMXU 132,726.89 3.05 Community Commercial 0.1 0.4 25 0.0117 0.0053 Future 294-01-004 CMXU 22,443.42 0.52 Community Commercial 0.1 0.4 25 0.0020 0.0009 Future 294-01-011 CMXU 23,291.59 0.53 Community Commercial 0.1 0.4 25 0.0021 0.0009 Future 294-18-035 NHMX 395,927.79 9.09 Neighborhood Commercial 0.1 0.3 25 0.0350 0.0119 Future 216-29-059 LHIN 80,632.00 1.85 Light Industrial 0.15 0.85 0 0.0000 0.0103 Future 216-46-002 HDRD 183,201.72 4.21 Office 0.15 1.25 0 0.0000 0.0344 Future 216-49-017 LDRD 155,505.49 3.57 Office: 100% 0.1 0.85 0 0.0000 0.0132 Future 216-49-019 LDRD 166,629.95 3.83 Office: 100% 0.1 0.85 0 0.0000 0.0142 Future 216-49-018 LDRD 149,900.69 3.44 Office: 100% 0.1 0.85 0 0.0000 0.0127 Future 216-31-063 LDRD 89,829.40 2.06 Office: 100% 0.1 0.85 0 0.0000 0.0076 Future 224-28-064 CMXU 25,154.69 0.58 Community Commercial 0.1 0.4 25 0.0022 0.0010 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
294-01-010 CMXU 114,948.89 2.64 Community Commercial 0.1 0.4 25 0.0102 0.0046 Future 294-18-031 NHMX 13,733.57 0.32 Neighborhood Commercial 0.1 0.3 25 0.0012 0.0004 Future269-16-083 LDRE 21,969.79 0.50 Low Density Residential 245 25 25 0.0031 0.0000 Future269-16-082 LDRE 6,750.64 0.15 Low Density Residential 245 25 25 0.0009 0.0000 Future316-19-032 RGCO 39,604.73 0.91 Regional Commercial 0.1 0.5 0 0.0000 0.0020 Future 313-06-003 RGMX 29,253.05 0.67 Regional Commercial 0.1 0.5 40 0.0041 0.0015 Future 313-05-010 RGMX 29,601.59 0.68 Regional Commercial 0.1 0.5 40 0.0042 0.0015 Future 313-05-011 RGMX 56,183.00 1.29 Regional Commercial 0.1 0.5 40 0.0079 0.0028 Future 205-38-023 DHRE 87,447.39 2.01 High Density Residential 154 40 40 0.0124 0.0000 Future 205-38-021 DHRE 194,466.58 4.46 High Density Residential 154 40 40 0.0275 0.0000 Future 205-38-024 DHRE 82,952.93 1.90 High Density Residential 154 40 40 0.0117 0.0000 Future 205-38-001 DHRE 35,017.13 0.80 High Density Residential 154 40 40 0.0050 0.0000 Future 205-38-007 DHRE 39,416.06 0.90 High Density Residential 154 40 40 0.0056 0.0000 Future 205-38-008 DHRE 39,857.56 0.92 High Density Residential 154 40 40 0.0056 0.0000 Future 205-38-022 DHRE 76,671.09 1.76 High Density Residential 154 40 40 0.0108 0.0000 Future 205-38-020 DHRE 24,243.28 0.56 High Density Residential 154 40 40 0.0034 0.0000 Future 230-08-021 LDRE 10,700.73 0.25 Low Density Residential 245 25 25 0.0015 0.0000 Future216-28-094 LDRD 152,700.83 3.51 Office: 100% 0.1 0.85 0 0.0000 0.0130 Future 230-06-049 RGMX 131,470.74 3.02 Regional Commercial 0.1 0.5 40 0.0186 0.0066 Future 230-06-048 RGMX 33,651.84 0.77 Regional Commercial 0.1 0.5 40 0.0048 0.0017 Future 205-39-002 DHRE 109,402.55 2.51 High Density Residential 154 40 40 0.0155 0.0000 Future 205-39-024 MDRE 29,086.65 0.67 Medium Density Residential 154 0 25 0.0026 0.0000 Future 269-01-085 CMXU 53,012.27 1.22 Community Commercial 0.1 0.4 25 0.0047 0.0021 Future 269-02-077 CMXU 30,191.78 0.69 Community Commercial 0.1 0.4 25 0.0027 0.0012 Future 269-02-078 CMXU 13,026.73 0.30 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 269-02-080 CMXU 10,578.66 0.24 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 230-06-033 RGMX 548,274.30 12.59 Regional Commercial 0.1 0.5 40 0.0775 0.0274 Future 213-35-032 RGMX 50,554.93 1.16 Regional Commercial 0.1 0.5 40 0.0071 0.0025 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
213-35-035 RGMX 95,178.19 2.18 Regional Commercial 0.1 0.5 40 0.0135 0.0048 Future 274-43-059 RGCO 19,161.77 0.44 Regional Commercial 0.1 0.5 0 0.0000 0.0010 Future 224-49-010 CMXU 60,265.32 1.38 Community Commercial 0.1 0.4 25 0.0053 0.0024 Future 230-08-018 LDRE 21,973.57 0.50 Low Density Residential 245 25 25 0.0031 0.0000 Future230-08-019 LDRE 9,003.59 0.21 Low Density Residential 245 25 25 0.0013 0.0000 Future230-08-020 LDRE 6,561.48 0.15 Low Density Residential 245 25 25 0.0009 0.0000 Future216-28-083 LDRD 214,833.40 4.93 Office: 100% 0.1 0.85 0 0.0000 0.0183 Future 216-48-032 LDRD 55,403.94 1.27 Office: 100% 0.1 0.85 0 0.0000 0.0047 Future 216-48-029 LDRD 85,689.32 1.97 Office: 100% 0.1 0.85 0 0.0000 0.0073 Future 224-04-071 HYIN 322,762.73 7.41 Heavy Industrial 0.15 1.25 0 0.0000 0.0605 Future 224-10-119 LDRD 180,002.68 4.13 Office: 100% 0.1 0.85 0 0.0000 0.0153 Future 224-10-069 LDRD 94,509.08 2.17 Office: 100% 0.1 0.85 0 0.0000 0.0080 Future 224-10-130 LDRD 58,158.84 1.34 Office: 100% 0.1 0.85 0 0.0000 0.0049 Future 224-10-107 LDRD 30,686.39 0.70 Office: 100% 0.1 0.85 0 0.0000 0.0026 Future 224-10-106 LDRD 19,213.62 0.44 Office: 100% 0.1 0.85 0 0.0000 0.0016 Future 224-10-105 LDRD 148,684.73 3.41 Office: 100% 0.1 0.85 0 0.0000 0.0126 Future 224-10-080 LDRD 61,246.48 1.41 Office: 100% 0.1 0.85 0 0.0000 0.0052 Future 224-10-118 LDRD 77,019.71 1.77 Office: 100% 0.1 0.85 0 0.0000 0.0065 Future 224-10-066 LDRD 32,927.93 0.76 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 224-10-068 LDRD 37,041.51 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-10-067 LDRD 36,958.61 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-11-064 LDRD 411,756.58 9.45 Office: 100% 0.1 0.85 0 0.0000 0.0350 Future 224-11-063 LDRD 280,884.22 6.45 Office: 100% 0.1 0.85 0 0.0000 0.0239 Future 224-58-001 PUQP 414,248.77 9.51 Public/Institutional 0.21 0.2 0 0.0000 0.0174 Future 224-57-008 LDRD 35,388.10 0.81 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 224-45-009 LDRD 35,765.74 0.82 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 230-07-014 LDRE 5,533.35 0.13 Low Density Residential 245 25 25 0.0008 0.0000 Future230-07-047 LDRE 22,778.52 0.52 Low Density Residential 245 25 25 0.0032 0.0000 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
230-07-048 LDRE 7,214.30 0.17 Low Density Residential 245 25 25 0.0010 0.0000 Future230-07-045 LDRE 8,284.00 0.19 Low Density Residential 245 25 25 0.0012 0.0000 Future230-07-046 LDRE 4,658.13 0.11 Low Density Residential 245 25 25 0.0007 0.0000 Future230-06-042 PUQP 520,830.24 11.96 Public/Institutional 0.21 0.2 0 0.0000 0.0219 Future 269-05-011 CMXU 5,249.97 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-05-056 CMXU 5,223.89 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-05-003 CMXU 5,049.62 0.12 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-05-091 MDRE 8,193.12 0.19 Medium Density Residential 154 0 25 0.0007 0.0000 Future 269-05-093 CMXU 16,596.41 0.38 Community Commercial 0.1 0.4 25 0.0015 0.0007 Future 230-09-017 RGMX 52,635.73 1.21 Regional Commercial 0.1 0.5 40 0.0074 0.0026 Future 230-09-020 RGMX 481,376.41 11.05 Regional Commercial 0.1 0.5 40 0.0681 0.0241 Future 230-08-061 RGMX 31,261.22 0.72 Regional Commercial 0.1 0.5 40 0.0044 0.0016 Future 230-08-078 RGMX 89,580.36 2.06 Regional Commercial 0.1 0.5 40 0.0127 0.0045 Future 269-02-039 CMXU 5,529.70 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-02-006 CMXU 5,458.81 0.13 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-02-008 CMXU 5,100.25 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 269-02-082 CMXU 6,828.27 0.16 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 269-03-003 CMXU 7,875.27 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-02-005 CMXU 7,968.31 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-02-004 CMXU 7,979.70 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 269-03-004 CMXU 11,000.36 0.25 Community Commercial 0.1 0.4 25 0.0010 0.0004 Future 269-03-006 CMXU 4,000.14 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 269-02-079 CMXU 8,975.61 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 269-03-132 CMXU 1,564.90 0.04 Community Commercial 0.1 0.4 25 0.0001 0.0001 Future 269-03-051 CMXU 23,569.95 0.54 Community Commercial 0.1 0.4 25 0.0021 0.0009 Future 269-02-083 CMXU 34,085.10 0.78 Community Commercial 0.1 0.4 25 0.0030 0.0014 Future 216-28-062 LHIN 85,429.32 1.96 Light Industrial 0.15 0.85 0 0.0000 0.0109 Future 216-28-091 LDRD 84,980.10 1.95 Office: 100% 0.1 0.85 0 0.0000 0.0072 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
216-28-092 LDRD 11,676.99 0.27 Office: 100% 0.1 0.85 0 0.0000 0.0010 Future 216-28-093 LDRD 5,193.89 0.12 Office: 100% 0.1 0.85 0 0.0000 0.0004 Future 216-28-103 LDRD 125,080.84 2.87 Office: 100% 0.1 0.85 0 0.0000 0.0106 Future 216-28-102 LDRD 265,103.47 6.09 Office: 100% 0.1 0.85 0 0.0000 0.0225 Future 216-28-127 LHIN 223,792.30 5.14 Light Industrial 0.15 0.85 0 0.0000 0.0285 Future 216-28-044 LHIN 108,141.49 2.48 Light Industrial 0.15 0.85 0 0.0000 0.0138 Future 216-28-089 LDRD 256,220.27 5.88 Office: 100% 0.1 0.85 0 0.0000 0.0218 Future 216-28-090 LDRD 7,325.70 0.17 Office: 100% 0.1 0.85 0 0.0000 0.0006 Future 216-28-084 LDRD 7,511.17 0.17 Office: 100% 0.1 0.85 0 0.0000 0.0006 Future 216-28-055 LHIN 82,516.42 1.89 Light Industrial 0.15 0.85 0 0.0000 0.0105 Future 216-28-047 LHIN 53,122.75 1.22 Light Industrial 0.15 0.85 0 0.0000 0.0068 Future 224-06-169 LDRD 20,348.77 0.47 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 224-06-149 LDRD 56,242.08 1.29 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 224-06-142 LDRD 35,499.06 0.81 Office: 100% 0.1 0.85 0 0.0000 0.0030 Future 216-26-070 MDRE 36,540.64 0.84 Medium Density Residential 154 0 25 0.0032 0.0000 Future 216-28-115 LHIN 137,562.20 3.16 Light Industrial 0.15 0.85 0 0.0000 0.0175 Future 216-31-069 LDRD 125,038.39 2.87 Office: 100% 0.1 0.85 0 0.0000 0.0106 Future 216-30-053 HDRD 128,918.91 2.96 Office 0.15 1.25 0 0.0000 0.0242 Future 216-30-042 HDRD 23,650.32 0.54 Office 0.15 1.25 0 0.0000 0.0044 Future 216-31-068 LDRD 236,103.75 5.42 Office: 100% 0.1 0.85 0 0.0000 0.0201 Future 216-30-044 HDRD 61,150.67 1.40 Office 0.15 1.25 0 0.0000 0.0115 Future 216-30-043 HDRD 19,180.76 0.44 Office 0.15 1.25 0 0.0000 0.0036 Future 224-65-010 LDRD 546,769.64 12.55 Office: 100% 0.1 0.85 0 0.0000 0.0465 Future 216-26-042 MDRE 12,284.17 0.28 Medium Density Residential 154 0 25 0.0011 0.0000 Future 216-26-041 MDRE 14,342.90 0.33 Medium Density Residential 154 0 25 0.0013 0.0000 Future 216-26-040 MDRE 14,354.33 0.33 Medium Density Residential 154 0 25 0.0013 0.0000 Future 216-26-043 MDRE 14,269.73 0.33 Medium Density Residential 154 0 25 0.0013 0.0000 Future 216-26-039 MDRE 28,745.58 0.66 Medium Density Residential 154 0 25 0.0025 0.0000 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
216-26-038 MDRE 14,391.60 0.33 Medium Density Residential 154 0 25 0.0013 0.0000 Future 216-26-037 MDRE 16,815.24 0.39 Medium Density Residential 154 0 25 0.0015 0.0000 Future 224-71-006 LDRD 3,156.19 0.07 Office: 100% 0.1 0.85 0 0.0000 0.0003 Future 269-20-062 CMXU 1,790.65 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-061 CMXU 1,732.17 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-060 CMXU 1,722.60 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-059 CMXU 1,722.33 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-058 CMXU 1,732.82 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 269-20-057 CMXU 1,790.54 0.04 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 216-50-005 LDRD 7,974.91 0.18 Office: 100% 0.1 0.85 0 0.0000 0.0007 Future 269-05-104 CMXU 659.00 0.02 Community Commercial 0.1 0.4 25 0.0001 0.0000 Future 216-28-114 LHIN 138,163.27 3.17 Light Industrial 0.15 0.85 0 0.0000 0.0176 Future 216-48-031 LDRD 795,820.37 18.27 Office: 100% 0.1 0.85 0 0.0000 0.0676 Future 216-48-006 LDRD 75,580.15 1.74 Office: 100% 0.1 0.85 0 0.0000 0.0064 Future 216-31-032 RGCO 44,669.28 1.03 Regional Commercial 0.1 0.5 0 0.0000 0.0022 Future 216-31-072 HDRD 21,880.32 0.50 Office 0.15 1.25 0 0.0000 0.0041 Future 216-31-071 HDRD 57,595.21 1.32 Office 0.15 1.25 0 0.0000 0.0108 Future 216-26-073 MDRE 30,638.70 0.70 Medium Density Residential 154 0 25 0.0027 0.0000 Future 224-06-146 LDRD 6,350.31 0.15 Office: 100% 0.1 0.85 0 0.0000 0.0005 Future 224-06-175 LDRD 5,020.27 0.12 Office: 100% 0.1 0.85 0 0.0000 0.0004 Future 224-06-085 LDRD 36,326.27 0.83 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-06-119 LDRD 18,751.84 0.43 Office: 100% 0.1 0.85 0 0.0000 0.0016 Future 224-06-120 LDRD 2,271.83 0.05 Office: 100% 0.1 0.85 0 0.0000 0.0002 Future 224-28-039 CMXU 9,300.57 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-29-008 CMXU 7,826.61 0.18 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-29-023 CMXU 6,795.49 0.16 Community Commercial 0.1 0.4 25 0.0006 0.0003 Future 224-29-009 CMXU 8,474.60 0.19 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-29-010 CMXU 11,433.43 0.26 Community Commercial 0.1 0.4 25 0.0010 0.0005 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-29-016 CMXU 7,496.72 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 216-31-062 LDRD 113,507.12 2.61 Office: 100% 0.1 0.85 0 0.0000 0.0096 Future 216-30-050 HDRD 43,557.94 1.00 Office 0.15 1.25 0 0.0000 0.0082 Future 216-30-057 HDRD 38,594.54 0.89 Office 0.15 1.25 0 0.0000 0.0072 Future 216-31-070 LDRD 105,255.55 2.42 Office: 100% 0.1 0.85 0 0.0000 0.0089 Future 216-30-045 HDRD 5,236.77 0.12 Office 0.15 1.25 0 0.0000 0.0010 Future 216-30-040 LDRD 653,406.10 15.00 Office: 100% 0.1 0.85 0 0.0000 0.0555 Future 216-28-081 LHIN 186,276.94 4.28 Light Industrial 0.15 0.85 0 0.0000 0.0238 Future 216-28-109 LHIN 88,943.87 2.04 Light Industrial 0.15 0.85 0 0.0000 0.0113 Future 224-47-020 HDRD 23,418.70 0.54 Office 0.15 1.25 0 0.0000 0.0044 Future 224-28-068 CMXU 5,239.94 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 224-26-055 CMXU 9,006.06 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-28-037 CMXU 4,034.10 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 224-28-036 CMXU 4,034.77 0.09 Community Commercial 0.1 0.4 25 0.0004 0.0002 Future 216-01-056 RGMX 15,712.15 0.36 Regional Commercial 0.1 0.5 40 0.0022 0.0008 Future 216-01-044 CMXU 21,689.08 0.50 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 216-01-042 RGMX 14,775.77 0.34 Regional Commercial 0.1 0.5 40 0.0021 0.0007 Future 216-01-058 RGMX 54,219.09 1.24 Regional Commercial 0.1 0.5 40 0.0077 0.0027 Future 104-42-018 HDRD 325,210.13 7.47 Office 0.15 1.25 0 0.0000 0.0610 Future 104-13-083 LDRD 249,231.13 5.72 Office: 100% 0.1 0.85 0 0.0000 0.0212 Future 104-13-085 LDRD 130,494.37 3.00 Office: 100% 0.1 0.85 0 0.0000 0.0111 Future 290-10-068 CMXU 17,341.17 0.40 Community Commercial 0.1 0.4 25 0.0015 0.0007 Future 224-08-049 HDRD 98,542.70 2.26 Office 0.15 1.25 0 0.0000 0.0185 Future 224-08-119 LDRD 68,705.01 1.58 Office: 100% 0.1 0.85 0 0.0000 0.0058 Future 224-08-120 LDRD 64,431.51 1.48 Office: 100% 0.1 0.85 0 0.0000 0.0055 Future 224-08-151 HDRD 89,600.68 2.06 Office 0.15 1.25 0 0.0000 0.0168 Future 290-10-031 CMXU 15,120.32 0.35 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 290-10-096 RGMX 920,253.35 21.13 Regional Commercial 0.1 0.5 40 0.1301 0.0460 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
290-10-028 RGMX 42,075.24 0.97 Regional Commercial 0.1 0.5 40 0.0060 0.0021 Future 290-10-078 RGMX 41,167.15 0.95 Regional Commercial 0.1 0.5 40 0.0058 0.0021 Future 290-08-136 CMXU 21,499.91 0.49 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 290-08-109 CMXU 21,499.92 0.49 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 290-08-116 CMXU 21,499.74 0.49 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 290-08-137 CMXU 21,154.45 0.49 Community Commercial 0.1 0.4 25 0.0019 0.0008 Future 290-08-153 CMXU 28,068.52 0.64 Community Commercial 0.1 0.4 25 0.0025 0.0011 Future 290-08-152 CMXU 33,051.55 0.76 Community Commercial 0.1 0.4 25 0.0029 0.0013 Future 290-07-138 CMXU 52,654.99 1.21 Community Commercial 0.1 0.4 25 0.0047 0.0021 Future 224-06-130 LDRD 40,600.66 0.93 Office: 100% 0.1 0.85 0 0.0000 0.0035 Future 224-06-166 LDRD 86,532.24 1.99 Office: 100% 0.1 0.85 0 0.0000 0.0074 Future 224-06-165 LDRD 66,796.10 1.53 Office: 100% 0.1 0.85 0 0.0000 0.0057 Future 224-06-127 LDRD 39,269.31 0.90 Office: 100% 0.1 0.85 0 0.0000 0.0033 Future 224-06-150 LDRD 19,193.90 0.44 Office: 100% 0.1 0.85 0 0.0000 0.0016 Future 224-06-176 LDRD 36,651.21 0.84 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-10-117 LDRD 288,521.71 6.62 Office: 100% 0.1 0.85 0 0.0000 0.0245 Future 224-10-098 LDRD 83,754.38 1.92 Office: 100% 0.1 0.85 0 0.0000 0.0071 Future 224-35-017 HYIN 207,087.34 4.75 Heavy Industrial 0.15 1.25 0 0.0000 0.0388 Future 224-10-097 LDRD 87,984.01 2.02 Office: 100% 0.1 0.85 0 0.0000 0.0075 Future 224-61-002 LDRD 44,428.12 1.02 Office: 100% 0.1 0.85 0 0.0000 0.0038 Future 224-61-007 LDRD 26,414.71 0.61 Office: 100% 0.1 0.85 0 0.0000 0.0022 Future 224-61-008 LDRD 25,675.79 0.59 Office: 100% 0.1 0.85 0 0.0000 0.0022 Future 224-10-115 LDRD 73,391.17 1.68 Office: 100% 0.1 0.85 0 0.0000 0.0062 Future 224-61-001 LDRD 16,149.31 0.37 Office: 100% 0.1 0.85 0 0.0000 0.0014 Future 224-61-003 LDRD 8,601.44 0.20 Office: 100% 0.1 0.85 0 0.0000 0.0007 Future 224-61-004 LDRD 64,004.31 1.47 Office: 100% 0.1 0.85 0 0.0000 0.0054 Future 224-10-121 LDRD 204,760.26 4.70 Office: 100% 0.1 0.85 0 0.0000 0.0174 Future 224-60-013 HYIN 118,217.10 2.71 Heavy Industrial 0.15 1.25 0 0.0000 0.0222 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-10-126 LDRD 188,685.04 4.33 Office: 100% 0.1 0.85 0 0.0000 0.0160 Future 224-10-057 LDRD 72,205.64 1.66 Office: 100% 0.1 0.85 0 0.0000 0.0061 Future 224-61-009 LDRD 62,780.64 1.44 Office: 100% 0.1 0.85 0 0.0000 0.0053 Future 224-10-122 LDRD 137,809.08 3.16 Office: 100% 0.1 0.85 0 0.0000 0.0117 Future 224-10-123 LDRD 27,813.12 0.64 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 224-10-125 LDRD 96,709.30 2.22 Office: 100% 0.1 0.85 0 0.0000 0.0082 Future 224-60-014 HYIN 189,025.30 4.34 Heavy Industrial 0.15 1.25 0 0.0000 0.0354 Future 224-61-005 PUQP 147,332.98 3.38 Public/Institutional 0.21 0.2 0 0.0000 0.0062 Future 224-61-006 PUQP 438,706.55 10.07 Public/Institutional 0.21 0.2 0 0.0000 0.0184 Future 224-61-010 LDRD 62,783.57 1.44 Office: 100% 0.1 0.85 0 0.0000 0.0053 Future 224-10-131 LDRD 68,534.53 1.57 Office: 100% 0.1 0.85 0 0.0000 0.0058 Future 224-45-008 LDRD 17,716.99 0.41 Office: 100% 0.1 0.85 0 0.0000 0.0015 Future 224-45-027 LDRD 199,140.76 4.57 Office: 100% 0.1 0.85 0 0.0000 0.0169 Future 224-57-003 LDRD 106,948.39 2.46 Office: 100% 0.1 0.85 0 0.0000 0.0091 Future 224-57-013 LDRD 56,556.82 1.30 Office: 100% 0.1 0.85 0 0.0000 0.0048 Future 224-57-006 LDRD 43,541.19 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 224-57-007 LDRD 45,835.48 1.05 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 224-45-006 LDRD 13,852.82 0.32 Office: 100% 0.1 0.85 0 0.0000 0.0012 Future 224-45-028 LDRD 94,706.79 2.17 Office: 100% 0.1 0.85 0 0.0000 0.0081 Future 224-57-011 LDRD 155,439.63 3.57 Office: 100% 0.1 0.85 0 0.0000 0.0132 Future 224-45-029 LDRD 189,474.75 4.35 Office: 100% 0.1 0.85 0 0.0000 0.0161 Future 224-45-030 LDRD 630,206.01 14.47 Office: 100% 0.1 0.85 0 0.0000 0.0536 Future 224-45-031 LDRD 133,774.51 3.07 Office: 100% 0.1 0.85 0 0.0000 0.0114 Future 224-07-123 LDRD 223,031.31 5.12 Office: 100% 0.1 0.85 0 0.0000 0.0190 Future 224-07-121 LDRD 592,999.10 13.61 Office: 100% 0.1 0.85 0 0.0000 0.0504 Future 224-08-109 LDRD 45,669.11 1.05 Office: 100% 0.1 0.85 0 0.0000 0.0039 Future 224-08-101 LDRD 28,681.23 0.66 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 224-08-102 LDRD 29,091.31 0.67 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-08-058 LDRD 29,720.80 0.68 Office: 100% 0.1 0.85 0 0.0000 0.0025 Future 224-08-092 LDRD 66,219.60 1.52 Office: 100% 0.1 0.85 0 0.0000 0.0056 Future 224-43-003 LDRD 85,296.50 1.96 Office: 100% 0.1 0.85 0 0.0000 0.0073 Future 224-08-147 LDRD 133,093.62 3.06 Office: 100% 0.1 0.85 0 0.0000 0.0113 Future 224-43-002 LDRD 197,082.09 4.52 Office: 100% 0.1 0.85 0 0.0000 0.0168 Future 224-08-085 LDRD 118,687.70 2.72 Office: 100% 0.1 0.85 0 0.0000 0.0101 Future 224-08-132 LDRD 19,701.48 0.45 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 224-08-133 LDRD 20,721.64 0.48 Office: 100% 0.1 0.85 0 0.0000 0.0018 Future 224-08-153 LHIN 336,272.79 7.72 Light Industrial 0.15 0.85 0 0.0000 0.0429 Future 224-08-134 LDRD 59,221.47 1.36 Office: 100% 0.1 0.85 0 0.0000 0.0050 Future 224-42-007 LDRD 36,961.31 0.85 Office: 100% 0.1 0.85 0 0.0000 0.0031 Future 224-08-144 LDRD 79,841.88 1.83 Office: 100% 0.1 0.85 0 0.0000 0.0068 Future 224-08-099 LDRD 57,516.22 1.32 Office: 100% 0.1 0.85 0 0.0000 0.0049 Future 224-08-135 LDRD 25,991.68 0.60 Office: 100% 0.1 0.85 0 0.0000 0.0022 Future 224-08-143 LDRD 16,209.74 0.37 Office: 100% 0.1 0.85 0 0.0000 0.0014 Future 224-08-082 LHIN 264,753.16 6.08 Light Industrial 0.15 0.85 0 0.0000 0.0338 Future 224-08-136 LDRD 20,109.40 0.46 Office: 100% 0.1 0.85 0 0.0000 0.0017 Future 224-08-006 LDRD 43,564.96 1.00 Office: 100% 0.1 0.85 0 0.0000 0.0037 Future 224-42-008 LDRD 42,463.43 0.97 Office: 100% 0.1 0.85 0 0.0000 0.0036 Future 224-08-145 LDRD 58,919.34 1.35 Office: 100% 0.1 0.85 0 0.0000 0.0050 Future 224-09-113 LDRD 320,572.47 7.36 Office: 100% 0.1 0.85 0 0.0000 0.0272 Future 224-08-142 LDRD 33,502.96 0.77 Office: 100% 0.1 0.85 0 0.0000 0.0028 Future 224-08-137 LDRD 20,714.89 0.48 Office: 100% 0.1 0.85 0 0.0000 0.0018 Future 224-08-138 LDRD 25,545.20 0.59 Office: 100% 0.1 0.85 0 0.0000 0.0022 Future 224-08-141 LDRD 31,949.48 0.73 Office: 100% 0.1 0.85 0 0.0000 0.0027 Future 224-08-123 LDRD 22,059.18 0.51 Office: 100% 0.1 0.85 0 0.0000 0.0019 Future 224-42-003 LDRD 84,435.13 1.94 Office: 100% 0.1 0.85 0 0.0000 0.0072 Future 224-08-122 LDRD 24,633.00 0.57 Office: 100% 0.1 0.85 0 0.0000 0.0021 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-08-127 LDRD 28,216.48 0.65 Office: 100% 0.1 0.85 0 0.0000 0.0024 Future 224-08-089 LDRD 53,116.36 1.22 Office: 100% 0.1 0.85 0 0.0000 0.0045 Future 224-09-140 LDRD 89,912.39 2.06 Office: 100% 0.1 0.85 0 0.0000 0.0076 Future 224-42-002 LDRD 41,805.84 0.96 Office: 100% 0.1 0.85 0 0.0000 0.0036 Future 224-65-009 LDRD 228,010.35 5.23 Office: 100% 0.1 0.85 0 0.0000 0.0194 Future 224-15-030 CMXU 5,401.82 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 224-20-094 CMXU 18,193.10 0.42 Community Commercial 0.1 0.4 25 0.0016 0.0007 Future 224-20-095 CMXU 22,728.81 0.52 Community Commercial 0.1 0.4 25 0.0020 0.0009 Future 224-20-096 CMXU 29,526.30 0.68 Community Commercial 0.1 0.4 25 0.0026 0.0012 Future 224-20-081 CMXU 32,679.25 0.75 Community Commercial 0.1 0.4 25 0.0029 0.0013 Future 224-14-114 CMXU 17,491.07 0.40 Community Commercial 0.1 0.4 25 0.0015 0.0007 Future 224-14-094 CMXU 21,945.47 0.50 Community Commercial 0.1 0.4 25 0.0019 0.0009 Future 224-14-109 CMXU 12,329.51 0.28 Community Commercial 0.1 0.4 25 0.0011 0.0005 Future 224-14-110 CMXU 9,560.58 0.22 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-14-106 CMXU 15,079.50 0.35 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 224-15-031 CMXU 9,926.16 0.23 Community Commercial 0.1 0.4 25 0.0009 0.0004 Future 224-14-086 CMXU 14,645.77 0.34 Community Commercial 0.1 0.4 25 0.0013 0.0006 Future 224-15-022 CMXU 15,656.29 0.36 Community Commercial 0.1 0.4 25 0.0014 0.0006 Future 224-15-029 RGMX 53,635.66 1.23 Regional Commercial 0.1 0.5 40 0.0076 0.0027 Future 224-48-009 CMXU 9,239.30 0.21 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-48-011 CMXU 22,092.35 0.51 Community Commercial 0.1 0.4 25 0.0020 0.0009 Future 224-26-073 CMXU 20,776.62 0.48 Community Commercial 0.1 0.4 25 0.0018 0.0008 Future 224-26-060 CMXU 11,107.62 0.25 Community Commercial 0.1 0.4 25 0.0010 0.0004 Future 224-26-065 CMXU 7,439.28 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-26-012 CMXU 7,575.30 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-26-066 CMXU 8,788.94 0.20 Community Commercial 0.1 0.4 25 0.0008 0.0004 Future 224-26-058 CMXU 13,547.21 0.31 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 224-20-080 MDRE 58,008.42 1.33 Medium Density Residential 154 0 25 0.0051 0.0000 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
224-29-038 CMXU 13,664.26 0.31 Community Commercial 0.1 0.4 25 0.0012 0.0005 Future 224-28-058 CMXU 11,846.08 0.27 Community Commercial 0.1 0.4 25 0.0010 0.0005 Future 224-29-030 CMXU 8,121.91 0.19 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-25-074 PUQP 451,036.23 10.35 Public/Institutional 0.21 0.2 0 0.0000 0.0189 Future 224-29-007 CMXU 16,145.09 0.37 Community Commercial 0.1 0.4 25 0.0014 0.0006 Future 224-29-041 CMXU 31,918.48 0.73 Community Commercial 0.1 0.4 25 0.0028 0.0013 Future 224-29-018 CMXU 7,426.58 0.17 Community Commercial 0.1 0.4 25 0.0007 0.0003 Future 224-29-033 CMXU 146,637.38 3.37 Community Commercial 0.1 0.4 25 0.0130 0.0059 Future 293-02-034 NHMX 7,757.23 0.18 Neighborhood Commercial 0.1 0.3 25 0.0007 0.0002 Future293-02-033 NHMX 21,414.98 0.49 Neighborhood Commercial 0.1 0.3 25 0.0019 0.0006 Future293-02-032 NHMX 33,739.12 0.77 Neighborhood Commercial 0.1 0.3 25 0.0030 0.0010 Future293-02-030 NHMX 1,803.92 0.04 Neighborhood Commercial 0.1 0.3 25 0.0002 0.0001 Future293-02-031 NHMX 1,748.95 0.04 Neighborhood Commercial 0.1 0.3 25 0.0002 0.0001 Future104-55-013 RGCO 69,034.46 1.58 Regional Commercial 0.1 0.5 0 0.0000 0.0035 Future 104-39-024 LDRD 360.55 0.01 Office: 100% 0.1 0.85 0 0.0000 0.0000 Future 224-75-023 LHIN 1,538.63 0.04 Light Industrial 0.15 0.85 0 0.0000 0.0002 Future097-37-112 NHMX 1,413.10 0.03 Neighborhood Commercial 0.1 0.3 25 0.0001 0.0000 Future269-05-089 CMXU 18,382.06 0.42 Community Commercial 0.1 0.4 25 0.0016 0.0007 Future 316-09-044 PUQP 603,655.61 13.86 Public/Institutional 0.21 0.2 0 0.0000 0.0254 Future 097-11-000 DHRE 197,344.59 4.53 High Density Residential 154 40 40 0.0279 0.0000 Future 290-21-059 MDRE 1,181.34 0.03 Medium Density Residential 154 0 25 0.0001 0.0000 Future290-53-025 MDRE 2,499.33 0.06 Medium Density Residential 154 0 25 0.0002 0.0000 Future 316-51-008 MDRE 1,142.09 0.03 Medium Density Residential 154 0 25 0.0001 0.0000 Future104-59-039 MDRE 2,415.77 0.06 Medium Density Residential 154 0 25 0.0002 0.0000 Future224-76-061 MDRE 843.21 0.02 Medium Density Residential 154 0 25 0.0001 0.0000 Future290-71-058 CMXU 2,141.60 0.05 Community Commercial 0.1 0.4 25 0.0002 0.0001 Future 104-15-142 LDRD 55,510.68 1.27 Office: 100% 0.1 0.85 0 0.0000 0.0047 Future 104-15-143 LDRD 80,861.26 1.86 Office: 100% 0.1 0.85 0 0.0000 0.0069 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
269-05-094 CMXU 13,850.43 0.32 Community Commercial 0.1 0.4 25 0.0012 0.0006 Future 104-12-215 MDRE 4,110.43 0.09 Medium Density Residential 154 0 25 0.0004 0.0000 Future 269-05-106 CMXU 561.94 0.01 Community Commercial 0.1 0.4 25 0.0000 0.0000 Future 216-28-129 LHIN 59,722.21 1.37 Light Industrial 0.15 0.85 0 0.0000 0.0076 Future 290-44-143 MDRE 5,236.45 0.12 Medium Density Residential 154 0 25 0.0005 0.0000 Future269-33-051 MDRE 3,016.20 0.07 Medium Density Residential 154 0 25 0.0003 0.0000 Future 269-05-090 CMXU 293.06 0.01 Community Commercial 0.1 0.4 25 0.0000 0.0000 Future 294-01-014 CMXU 20,318.83 0.47 Community Commercial 0.1 0.4 25 0.0018 0.0008 Future 303-17-051 MDRE 41,241.29 0.95 Medium Density Residential 154 0 25 0.0036 0.0000 Future 316-09-052 PUQP 495.30 0.01 Public/Institutional 0.21 0.2 0 0.0000 0.0000 Future 097-22-00G NHMX 5,537.12 0.13 Neighborhood Commercial 0.1 0.3 25 0.0005 0.0002 Future216-31-067 LDRD 179,532.35 4.12 Office: 100% 0.1 0.85 0 0.0000 0.0153 Future 216-01-054 CMXU 19,102.84 0.44 Community Commercial 0.1 0.4 25 0.0017 0.0008 Future 224-49-011 CMXU 5,195.08 0.12 Community Commercial 0.1 0.4 25 0.0005 0.0002 Future 104-48-009 HDRD 495.30 0.01 Office 0.15 1.25 0 0.0000 0.0001 Future 104-52-027 HDRD 174,604.01 4.01 Office 0.15 1.25 0 0.0000 0.0327 Future 224-06-177 LDRD 1,351.59 0.03 Office: 100% 0.1 0.85 0 0.0000 0.0001 Future 216-31-093 LDRD 247,968.38 5.69 Office: 100% 0.1 0.85 0 0.0000 0.0211 Future 293-02-035 NHMX 26,099.53 0.60 Neighborhood Commercial 0.1 0.3 25 0.0023 0.0008 Future104-38-016 LDRD 109,021.33 2.50 Office: 100% 0.1 0.85 0 0.0000 0.0093 Future 104-38-014 LDRD 301,191.72 6.91 Office: 100% 0.1 0.85 0 0.0000 0.0256 Future 220-35-001 MDRE 2,769.02 0.06 Medium Density Residential 154 0 25 0.0002 0.0000 Future 220-35-002 MDRE 2,227.07 0.05 Medium Density Residential 154 0 25 0.0002 0.0000 Future220-35-003 MDRE 3,074.10 0.07 Medium Density Residential 154 0 25 0.0003 0.0000 Future 220-35-004 MDRE 2,326.29 0.05 Medium Density Residential 154 0 25 0.0002 0.0000 Future 220-35-005 MDRE 2,086.74 0.05 Medium Density Residential 154 0 25 0.0002 0.0000 Future220-35-006 MDRE 2,140.26 0.05 Medium Density Residential 154 0 25 0.0002 0.0000 Future 220-35-009 MDRE 2,738.91 0.06 Medium Density Residential 154 0 25 0.0002 0.0000 Future
City of Santa Clara 2035 General Plan Phase 3 Parcels Development List APN GPLANCRT Area (SF)
Area
(Acres)
Assumed Land Use Flow Factor FAR DUA
Residential Flow
(mgd)
Non-Residential
Flow (mgd)
Future Model
Scenario
220-35-007 MDRE 3,277.50 0.08 Medium Density Residential 154 0 25 0.0003 0.0000 Future 220-35-008 MDRE 3,148.35 0.07 Medium Density Residential 154 0 25 0.0003 0.0000 Future 205-39-026 MDRE 122,629.84 2.82 Medium Density Residential 154 0 25 0.0108 0.0000 Future 224-42-013 LDRD 84,412.03 1.94 Office: 100% 0.1 0.85 0 0.0000 0.0072 Future 224-42-014 LDRD 98,739.54 2.27 Office: 100% 0.1 0.85 0 0.0000 0.0084 Future 230-06-055 PUQP 68,335.37 1.57 Public/Institutional 0.21 0.2 0 0.0000 0.0029 Future 274-43-099 RGCO 264,044.93 6.06 Regional Commercial 0.1 0.5 0 0.0000 0.0132 Future 097-08-109 DHRE 233,446.43 5.36 High Density Residential 154 40 40 0.0330 0.0000 Future 303-18-051 RGCO 70,063.84 1.61 Regional Commercial 0.1 0.5 0 0.0000 0.0035 Future 296-37-035 RGCO 89,133.81 2.05 Regional Commercial 0.1 0.5 0 0.0000 0.0045 Future 224-57-016 LDRD 57,961.86 1.33 Office: 100% 0.1 0.85 0 0.0000 0.0049 Future 224-59-031 HYIN 224,958.92 5.16 Heavy Industrial 0.15 1.25 0 0.0000 0.0422 Future 104-14-172 LDRD 73,656.43 1.69 Office: 100% 0.1 0.85 0 0.0000 0.0063 Future 205-39-029 MDRE 1,204,315.75 27.65 Medium Density Residential 154 0 25 0.1064 0.0000 Future 205-39-028 MDRE 559,453.44 12.84 Medium Density Residential 154 0 25 0.0494 0.0000 Future
Flow Assumptions for Parcels with Entitlements
(Provided by the City)
LABELID APN OWNERNAM
Entitled Flow (gpd)
2016
Entitled Flow (gpd)
2024
Flow Difference (gpd)
2023-2016
Entitled Flow (mgd)
2024
1 230-03-090 Newark Group Industries Inc. 267,189 267,189 0 0.2671890 2 101-11-042 Dorothy Nutto Trustee 11,656 11,657 1 0.0116570 4 104-15-131 M West Prop Co. LLC 49,672 28,686 -20,986 0.0286860 5 104-39-023 Siliconix Inc 1,232,651 1,232,651 0 1.2326510 6 101-09-023 Dick Lee Corp 30,700 30,700 0 0.0307000
8 230-03-079 Xeres Ventures LLC 5,890 5,538 -352 0.0055380 9 230-47-068 Robert Jung Et. Al. 14,655 14,655 0 0.0146550 10 290-03-087 G6 Hospitality Property LLC 14,408 14,345 -63 0.0143450 11 101-13-003 AMB Property Corporation LP 8,132 8,106 -26 0.0081060 12 303-02-013 Annine Untiedt Trustee & Et. Al. 29,000 29,000 0 0.0290000 13 303-23-029 Machado Children's Trust 49,300 49,300 0 0.0493000 14 290-01-113 Shri Jai Ranchhodrai Inc 39,078 19,045 -20,033 0.0190450 15 104-50-025 Coherent 220,414 220,414 0 0.2204140
17 296-20-004 LJS LLC 9,780 9,777 -3 0.0097770
18 104-49-026 Marriott Plaza Associates L.P. 14,694 14,630 -64 0.0146300 19 104-50-018 Abbott Laboratories 9,998 9,998 0 0.0099980 20 104-43-054 City of Santa Clara 58,719 58,719 0 0.0587190 21 104-14-154 Cemex 6,911 5,689 -1,222 0.0056890
23 104-16-113 West Valley-Mission Community College Dist 54,000 54,000 0 0.0540000 24 104-51-001 Ixys Corporation 15,837 18,006 2,169 0.0180060 25 104-14-089 Kang Family Partners LP 58,282 58,282 0 0.0582820 26 104-40-020 Intel Corporation 17,608 17,608 0 0.0176080 27 104-40-031 Santa Clara Towers LP 29,540 29,540 0 0.0295400 28 216-48-035 James Lindsey Trustee & Et. Al. 32,303 32,303 0 0.0323030 29 216-34-076 Si 34 LLC 22,499 22,751 252 0.0227510
30 216-34-079 Si 34 LLC 12,591 12,464 -127 0.0124640
31 216-32-040 Ksl Capital Partners 40,384 40,384 0 0.0403840 32 216-01-060 Sunita Kumar Et. Al. 13,572 13,572 0 0.0135720 34 216-34-005 Erik Naslund Trustee 40,069 40,069 0 0.0400690 35 224-46-007 Act Ponderosa LLC Et. Al. 7,351 6,006 -1,345 0.0060060 36 224-08-146 Digital 1350 Duane LLC 79,530 79,530 0 0.0795300 37 224-09-165 Akt America Inc 62,052 61,209 -843 0.0612090 38 294-39-010 Donna Bonasera Trustee & Et. Al. 8,091 8,118 27 0.0081180 39 216-46-003 Chawla Ventures LLC 38,218 38,218 0 0.0382180 40 316-19-032 Yangs Brother Intl Corp 14,326 14,326 0 0.0143260 41 316-17-018 Agilent Technologies Inc 949,151 949,151 0 0.9491510 42 274-43-071 Federated Western Properties, Inc. 19,348 19,348 0 0.0193480 43 213-35-035 K D W Santa Clara 21,798 21,798 0 0.0217980 44 224-04-071 Gahrahmat Fam LP II 20,189 20,189 0 0.0201890 45 224-59-029 Hertz Investors Inc 41,582 20,791 -20,791 0.0207910 46 224-06-170 Leon and Colette Mardirossian Trustee 68,135 73,268 5,133 0.0732680 48 216-30-053 Ashford Santa Claraparts LP 86,122 86,122 0 0.0861220 49 216-28-101 Vantage Data Centers 121,199 95,370 -25,829 0.0652462 49 216-28-118 Vantage Data Centers 95,370 95,370 0.0301238 50 216-46-020 Latham & Watkins, LLP 32,114 31,841 -273 0.0318410 51 216-31-060 Cooperage-Rose Investments 26,309 26,309 0 0.0263090 52 216-30-054 Sierra-Santa Clara Inc 65,520 65,520 0 0.0655200 53 104-04-077 Digital-Pr Old Ironsides 1 LLC 24,091 29,240 5,149 0.0292400 54 104-13-083 SCP 2001 PE LLC 88,636 89,422 786 0.0894220 56 290-46-016 Dennis Mariani Trustee & Et. Al. 19,000 19,000 0 0.0190000 57 290-06-020 Moonlite Associates LLC 40,188 40,188 0 0.0401880 58 224-35-017 Sunset Properties Inc 8,767 8,767 0 0.0087670 59 224-60-013 1065 Martin Ave LLC 18,125 22,667 4,542 0.0226670 60 224-10-126 San Tomas Income Partners LLC 58,788 58,788 0 0.0587880 61 224-60-014 Martin Investment Properties LLC 11,239 11,218 -21 0.0112180 62 224-08-101 Renault & Handley Employee's Investment Co 11,139 11,139 0 0.0111390 63 224-08-147 1100 Space Park LLC 41,036 41,015 -21 0.0410150 64 224-08-085 Pacific Bell Lease 17,921 20,083 2,162 0.0200830 65 224-08-134 Harbor Electronics Inc 44,586 44,586 0 0.0445860 66 224-20-080 Masonic Hall Corp of Santa Clara 35,934 35,934 0 0.0359340 67 104-55-005 City of Santa Clara 117,735 117,735 0 0.1177350 68 104-55-013 City of Santa Clara 148,087 148,087 0 0.1480870 69 224-03-085 2045-2055 Lafayette Street 42,000 42,000 0 0.0420000 70 316-09-035 Kaiser Foundation Hospital 374,350 374,350 0 0.3743500 71 230-46-061 BFV LLC 13,111 13,111 0 0.0131110
Hydraulic Model Input Data for Parcels with Entitlements (Based on Information Provided by the City)
Owner APN Subcatchment ID WC Address
Additional foul flow (MGD)
Trade flow (MGD)
Customer Type NAICS Description
DC Num/ RefID DC/NTD/LTD Name
CALIFORNIA PAPERBOARD 230-03-090 311 525 Mathew Street 0 0.2672 MJ Paperboard Mills GP_Ph3BAB FACILITIES GROUP 101-11-042 1574 3295 Woodward Avenue 0 0.0117 CI General Warehousing and Storage GP_Ph3SILICONIX INC 104-39-023 2593 2201 Laurelwood Road 0 1.2327 CI Semiconductor & Related Device Manufacturing 102 2201 Laurelwood Data CenterSST INVESTMENTS LLC 101-09-023 2978 805 Aldo Avenue 0 0.0307 CI Lessors of Nonresid. Build. excpt Miniwarehou GP_Ph3ALTAFLEX 230-47-068 4586 336 Martin Avenue 0 0.0147 CI Bare Printed Circuit Board Manufacturing GP_Ph3MOTEL SIX # 263 290-03-087 5628 3208 El Camino Real 0.0099 0.0045 CI Hotels (except Casino Hotels) and Motels 77 ECR_CMUMISSION HOSPITAL INC 303-02-013 6122 410 North Winchester Boulevard 0 0.029 CI Homes for the Elderly GP_Ph3SCCW LLC 303-23-029 6850 3655 Stevens Creek Boulevard 0.0339 0.0154 CI Car Washes GP_Ph3SHRI JAI RANCHHODRAI INC 290-01-113 7089 3550 El Camino Real 0.0141 0.005 CI Hotels (except Casino Hotels) and Motels 77 ECR_CMUCOHERENT INC 104-50-025 9416 5100 Patrick Henry Drive 0 0.2204 CI Semiconductor & Related Device Manufacturing GP_Ph3BRIGHT HORIZONS CHILDREN CTR 296-20-004 10028 4945 Stevens Creek Boulevard 0 0.0098 CI Child Day Care Services GP_Ph3ONTARIO AIRPORT HOTEL CORP 104-43-054 11327 4949 Great America Parkway 0.0404 0.0183 CI Hotels (except Casino Hotels) and Motels GP_Ph3CEMEX INC 104-14-154 11740 1555 Russell Avenue 0 0.0057 CI Ready-Mix Concrete Manufacturing GP_Ph3VIVID INC 104-51-001 11892 3400 Bassett Street 0 0.018 CI Household Appliance Stores GP_Ph3BILTMORE HOTEL & SUITES 104-14-089 11910 2151 Laurelwood Road 0 0.0583 CI Hotels (except Casino Hotels) and Motels GP_Ph3GOLDEN STATE RESTAURANTS 104-40-020 11915 3935 Freedom Circle 0 0.0176 CI Full-Service Restaurants 48 Freedom CircleSCT OWNER LLC 104-40-031 11917 3945 Freedom Circle 0 0.0295 CI Lessors of Nonresid. Build. excpt Miniwarehou 48 Freedom CirclePROMEX INC 216-48-035 12068 3075 Oakmead Village Drive 0 0.0323 CI Radio&TV Broadcast&Wireless Comm Equip Manuf GP_Ph3AFFYMETRIX INC 216-34-079 12070 3450 Central Expressway 0 0.0125 CI R&D in Physical, Engineering & Life SciencesWESTERN ATHLETIC CLUBS 216-32-040 12071 3250 Central Expressway 0 0.0404 CI Fitness and Recreational Sports Centers GP_Ph3HAWTHORN SUITES LTD 216-01-060 12109 2455 El Camino Real 0.0093 0.0042 CI Hotels (except Casino Hotels) and Motels GP_Ph3PONDEROSA OFFICE CENTER 224-46-007 14397 3080 Olcott Street 0 0.006 CI Lessors of Nonresid. Build. excpt MiniwarehouEQUINIX INC 224-08-146 14398 1350 Duane Avenue 0 0.0795 CI Data Processing, Hosting, & Related Services GP_Ph3AKT AMERICA INC 224-09-165 14400 3101 Scott Boulevard 0 0.0612 CI Semiconductor & Related Device ManufacturingM.B. EXCLUSIVELY PROPERTIES LL 294-39-010 15281 3941 Stevens Creek Boulevard 0.0056 0.0025 CI Lessors of Nonresid. Build. excpt Miniwarehou GP_Ph3DUARTE COMMUNICATIONS INC 216-46-003 15637 3200 Coronado Drive 0 0.0382 CI Lessors of Nonresid. Build. excpt MiniwarehouWOODCREST HOTEL 316-19-032 16763 5415 Stevens Creek Boulevard 0 0.0143 CI Hotels (except Casino Hotels) and Motels GP_Ph3AGILENT TECHNOLOGY #9000089889 316-17-018 16766 5301 Stevens Creek Boulevard 0 0.9492 CI Semiconductor & Related Device ManufacturingKDW CORP 213-35-035 17444 1550 Halford Avenue 0.0161 0.0057 CI Lessors of Nonresid. Build. excpt Miniwarehou GP_Ph3STREAMLINE CIRCUITS CORP 224-06-170 18371 1415 Richard Avenue 0 0.0733 CI Bare Printed Circuit Board ManufacturingSANTA CLARA TENANT CORP 216-30-053 18456 2885 Lakeside Drive 0 0.0861 CI Hotels (except Casino Hotels) and Motels GP_Ph3CORESITE CORONADO STENDER LLC 216-46-021 18967 3020 Coronado Drive 0 0.0209 CI Data Processing, Hosting, & Related Services DC_47 Coresite / Telecom SV7PENINSULAR INVESTMENTS INC 216-30-054 19335 3100 Lakeside Drive 0 0.0655 CI Hotels (except Casino Hotels) and MotelsCYXTERA DATA CENTERS INC 104-04-077 20154 4650 Old Ironsides Drive 0 0.0292 CI Data Processing, Hosting, & Related Services 59 Patrick Henry DriveVAREX IMAGING WEST HLDNGS INC 104-13-083 20170 2175 Mission College Boulevard 0 0.0894 CI Semiconductor & Related Device Manufacturing GP_Ph3LOMBARDI AUTO 290-46-016 20411 2540 El Camino Real 0.0131 0.0059 CI Gasoline Stations with Convenience Stores 66 2570 ECRD&T FOODS CO 224-60-013 20508 1061 Martin Avenue 0 0.0227 CI Ice Cream and Frozen Dessert Manufacturing GP_Ph3FUJIFILM DIAMATIX INC 224-10-126 20509 2210 Martin Avenue 0 0.0588 CI R&D in Physical, Engineering & Life Sciences GP_Ph3ONSPEC TECHNOLOGY PARTNERS INC 224-08-101 20554 975 Comstock Street 0 0.0111 CI Semiconductor & Related Device Manufacturing GP_Ph3DIGITAL REALTY TRUST LP 224-08-147 20568 1100 Space Park Drive 0 0.041 CI Semiconductor & Related Device Manufacturing GP_Ph3ELEC DEPT 224-08-085 20575 3025 Raymond Street 0 0.0201 MU Other General Government Support GP_Ph3HARBOR ELECTRONICS INC 224-08-134 20582 3021 Kenneth Street 0 0.0446 CI Othr Electronic Parts and Equip Wholesalers GP_Ph3NIC 13 THE WESTMONT OWNER LLC 224-20-080 21015 1675 Scott Boulevard 0.0359 0 CI Residential Mental Retardation Facilities GP_Ph3HUDSON TECHMART COMM CTR LLC 104-55-013 21654 5201 Great America Parkway 0 0.1481 CI Lessors of Residential Buildings and Dwelling GP_Ph3MICROSOFT CORPORATION 224-03-085 21746 2045 Lafayette Street 0 0.042 CI Data Processing, Hosting, & Related ServicesELEC DEPT SUBSTATION 216-46-022 22799 2920 Coronado Drive 0 0.0109 MU Other General Government SupportMACYS WEST INC # 17012B 274-43-071 23069 3051 Stevens Creek Boulevard 0 0.003 CI Department Stores (except Discount Stores) 104-55-012 25819 0 0316-09-035 26155 0 0.372230-46-069 26350 0 0.0017
Hydraulic Model Input Data for Parcels with Entitlements (Based on Information Provided by the City)
Owner APN Subcatchment ID WC Address
Additional foul flow (MGD)
Trade flow (MGD)
Customer Type NAICS Description
DC Num/ RefID DC/NTD/LTD Name
216-31-060 26372 0 0.0263 99 3375 Scott Blvd316-09-054 26708 0 0.0024 AFFYMETRIX INC 216-34-076 26820 3380 Central Expressway 0 0.0221 CI R&D in Physical, Engineering & Life SciencesAFFYMETRIX INC 216-34-076 26821 3380 Central Expressway 0 0.0007 CI R&D in Physical, Engineering & Life SciencesVANTAGE DATA CENTERS LLC 216-28-118 26847 2820 Northwestern Parkway 0 0.0301 CI Semiconductor & Related Device Manufacturing456200 HERTZ MAIL STOP 2 224-59-029 26853 1000 Walsh Avenue 0 0.0005 CI Passenger Car RentalVANTAGE DATA CENTERS LLC 216-28-131 26913 2565 Walsh Avenue 0 0.0038 CI Data Processing, Hosting, & Related ServicesVANTAGE DATA CENTERS LLC 216-28-131 26914 2565 Walsh Avenue 0 0.0614 CI Data Processing, Hosting, & Related Services DC_28 Vantage SC I (1/6) CA11 / V1 104-55-005 26993 0 0.1177230-46-069 27003 0 0.0017230-46-069 27005 0 0.0009230-46-069 27006 0 0.0003230-46-069 27007 0 0.0024230-46-069 27008 0 0.0012230-46-069 27010 0 0.0023216-59-038 27288 0 0.0023216-59-038 27289 0 0.0023216-59-038 27290 0 0.002216-59-038 27291 0 0.0017216-59-037 27293 0 0.0023216-59-037 27294 0 0.002216-59-037 27295 0 0.0019216-59-037 27296 0 0.0017216-59-037 27297 0 0.0023216-59-037 27298 0 0.0023216-59-037 27299 0 0.0019216-59-037 27300 0 0.0176 MACYS WEST INC # 17012B 274-43-092 27337 3051 Stevens Creek Boulevard 0 0.0161 CI Department Stores (except Discount Stores)MACYS WEST INC # 17012B 274-43-071 27355 3051 Stevens Creek Boulevard 0 0.0003 CI Department Stores (except Discount Stores)
Flow Assumptions for Parcels with Entitlements and Planned Future Development (Based on Information Provided by the City)
Entitlement
APN
Entitlement ID
Entitled Flow
(gpd)
Future Flow
(gpd)
1 Phase
2 Land Use Parcel Area
(SF)
Non-Res Dev.
Area (SF)
FAR
No. of Res
Units
No. of Hotel
Rooms
Non-Res UFF
(gpd/SF)
Res UFF
(gpd/unit)
Hotel UFF
(gpd/room)
104-15-131 4 28,686 37,812 GP Phase 3 Office: 100% 444,844 - 0.85 - - 0.1 - - 101-13-003 11 8,106 39,699 GP Phase 3 Light Industrial 311,365 - 0.85 - - 0.15 - - 104-50-018 19 9,998 25,434 GP Phase 3 Office: 100% 299,222 - 0.85 - - 0.1 - - 104-16-113 23 54,000 114,332 GP Phase 3 Office 609,771 - 1.25 - - 0.15 - - 224-04-071 44 20,189 60,518 GP Phase 3 Heavy Industrial 322,763 - 1.25 - - 0.15 - - 224-59-029 45 20,791 42,180 GP Phase 3 Heavy Industrial 224,959 - 1.25 - - 0.15 - - 224-35-017 58 8,767 38,829 GP Phase 3 Heavy Industrial 207,087 - 1.25 - - 0.15 - - 224-60-014 61 11,218 35,442 GP Phase 3 Heavy Industrial 189,025 - 1.25 - - 0.15 - - 230-46-061 71 13,111 395,710 NTD Mixed Use - 1,140,000 4 - 1,600 225 0.1 154 or 175 100
1Where entitlement flows were less than future flows, the more conservative future flows were used in the model for the long-term future scenario.2GP = General Plan. NTD = Near-Term Development. The one NTD is the Gateway Crossing project (Reference ID = 22).3UFF = Unit Flow Factor. FAR = Floor-Area Ratio. SF = Square Feet. Parcel Area, FAR, and UFF were used to calculate GP Phase 3 future flows. No. of Units/Rooms, UFFs, and dev. area were used to calculate NTD future flows.4Includes 15,000 SF of retail/commercial for the Gateway Crossing Project, plus 1,125,000 SF of office/R&D space associated with the adjacent Coleman Highline development that still needs to connect to the sewer system.
Entitlement Information from City
Assumptions Used for Future Flow Calculations
3
City of Santa Clara (0012307.00) Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
APPENDIX C: PUMP STATION CAPACITY CALCULATIONS
Westside Lift Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 49 Total length from bottom of wetwell to discharge elevation (17.4') to the discharge manhole (32') FM diameter (inches) 8 Two 8" discharge lines.
FM area (ft2) 0.35 Calculated
Material C.I. Cast Iron
Approx Year Built 1977 Approx. pump age: 2 years (source: pump station survey) number of pumps 2 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -17.4 Source: Dwg 77054-16, Sheet C-13. 1977 approx discharge elevation 0.0 Source: Dwg 77054-16, Sheet C-13. 1977 f 0.020 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 1.48 Calculated
K - allowance for minor losses 5
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On Set Pt On Elev. Lift Off Off Level Lift
Pump #1 (IW ID: S103-8.1) 7.5 -9.9 9.9 5.33 -12.07 12.07 Pump #2 (IW ID: S103-8.2) 8 -9.4 9.4 5.33 -12.07 12.07
Table 3: Pump Curves Table 4: Operation Scenarios
Sources: Pump curves provided by City. Two pumps are identical.
Pump Model: Flygt NP 3127 MT 3~ Adaptive 438 Pump Serial Number: 3127.090-1780054 HEAD (ft) Flow (gpm) Flow (mgd) HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd) 15 1215 1.75 15 1215 1.75 2430 3.50
20 1100 1.58 20 1100 1.58 2200 3.17
25 980 1.41 25 980 1.41 1960 2.82
30 865 1.25 30 865 1.25 1730 2.49
35 745 1.07 35 745 1.07 1490 2.15
40 620 0.89 40 620 0.89 1240 1.79
45 505 0.73 45 505 0.73 1010 1.45
50 390 0.56 50 390 0.56 780 1.12
55 265 0.38 55 265 0.38 530 0.76
60 190 0.27 60 190 0.27 380 0.55
65 80 0.12 65 80 0.12 160 0.23
70 0 0.00 70 0 0.00 0 0.00
Table 5: Total Dynamic Head (TDH) Calculations
Scenario:
Lift:
mgd gpm cfs
0.00 0 0.0 0.0 0.0 0.0 0.0 9.9 9.9 9.4 9.4 0.0 0.0
0.23 162 0.4 1.0 0.1 0.0 0.0 10.0 10.0 9.5 9.5 0.1 0.1
0.47 324 0.7 2.1 0.3 0.1 0.1 10.3 10.4 9.8 9.9 0.4 0.5
0.70 486 1.1 3.1 0.7 0.2 0.3 10.9 10.9 10.4 10.4 1.0 1.0
0.93 648 1.4 4.1 1.3 0.4 0.5 11.6 11.7 11.1 11.2 1.7 1.8
1.17 810 1.8 5.2 2.1 0.6 0.7 12.6 12.7 12.1 12.2 2.7 2.8
1.40 972 2.2 6.2 3.0 0.9 1.0 13.8 13.9 13.3 13.4 3.9 4.0
1.63 1134 2.5 7.2 4.1 1.2 1.3 15.2 15.3 14.7 14.8 5.3 5.4
1.87 1296 2.9 8.3 5.3 1.6 1.7 16.8 16.9 16.3 16.4 6.9 7.0
2.10 1458 3.2 9.3 6.7 2.0 2.1 18.6 18.8 18.1 18.3 8.7 8.9
2.33 1620 3.6 10.3 8.3 2.5 2.6 20.7 20.8 20.2 20.3 10.8 10.9
2.57 1782 4.0 11.4 10.1 3.0 3.1 22.9 23.1 22.4 22.6 13.0 13.2
2.80 1944 4.3 12.4 12.0 3.5 3.7 25.4 25.5 24.9 25.0 15.5 15.6
3.03 2106 4.7 13.5 14.0 4.2 4.2 28.1 28.2 27.6 27.7 18.2 18.3
3.27 2269 5.1 14.5 16.3 4.8 4.9 31.0 31.1 30.5 30.6 21.1 21.2
3.50 2431 5.4 15.5 18.7 5.5 5.5 34.1 34.1 33.6 33.6 24.2 24.2 Table 6: Estimated Capacity
Firm Capacity: 1.72 mgd
Total Capacity: 2.81 mgd
Tear & Wear factor: 10%
Firm Capacity: 1.55 mgd
Total Capacity: 2.53 mgd
HazenWilliamsDarcyWeisbach HazenWilliams
Friction Headloss (ft) Total Dynamic Head (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliams
Firm TDH Total TDH Other (use as-needed)
9.9 9.4
Firm Pump Curve Total Pump Curve
Input Cell
Calculation Cell
Output Cell
Pump #1 & #2
10 15
20 25
30 35
40 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0 Head - ft
Flow - mgd
Westside Lift Station Capacity Analysis
Firm TDH
Firm Pump Curve
Total TDH
Total Pump Curve
0 4
8 12
16 20
24 28
32 36
40 44
48 52
56 60
64 68
72 76
0 200 400 600 800 1000 1200 1400
Head (ft)
Flow (gpm)
Pump Model: Flygt…
Tasman Lift Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 47 Total length from bottom of wetwell to discharge elevation (-12.5' to 4.3') to the discharge manhole (~30') FM diameter (inches) 8 Two discharge lines.
FM area (ft2) 0.35 Calculated
Material D.I. Ductile Iron
Approx Year Built
number of pumps 2 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -12.50 Source: Dwg 9542-D, Sheet 29. 1986 approx discharge elevation 4.30 Source: Dwg 9542-D, Sheet 29. 1986 f 0.0 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 1.40 Calculated
K - allowance for minor losses 10
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On Set Pt On Elev. Lift Off Off Level Lift
Pump #1 (IW ID: S103-8.1) 7.3 -5.20 9.50 2.7 -9.8 14.1
Pump #2 (IW ID: S103-8.2) 9.8 -2.70 7.00 2.7 -9.8 14.1
Table 3: Pump Curves Table 4: Operation Scenarios
Sources: Pump curves provided by City. Two pumps are identical.
Pump Model: Flygt NP 3127 LT3~ Adaptive 425 Pump Serial Number: 3127.070-1780057 HEAD (ft) Flow (gpm) Flow (mgd) HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd) 7 1730 2.49 7 1730 2.49 3460 4.98
10 1630 2.35 10 1630 2.35 3260 4.69
15 1470 2.12 15 1470 2.12 2940 4.23
20 1280 1.84 20 1280 1.84 2560 3.69
25 1090 1.57 25 1090 1.57 2180 3.14
30 930 1.34 30 930 1.34 1860 2.68
33 830 1.20 33 830 1.20 1660 2.39
35 740 1.07 35 740 1.07 1480 2.13
38 570 0.82 38 570 0.82 1140 1.64
40 420 0.60 40 420 0.60 840 1.21
45 240 0.35 45 240 0.35 480 0.69
50 80 0.12 50 80 0.12 160 0.23
52 0 0.00 52 0 0.00 0 0.00
Table 5: Total Dynamic Head (TDH) Calculations
Scenario:
Lift:
mgd gpm cfs
0.00 0 0.0 0.0 0.0 0.0 0.0 9.5 9.5 7.0 7.0 0.0 0.0
0.25 171 0.4 1.1 0.2 0.0 0.0 9.7 9.7 7.2 7.2 0.2 0.2
0.49 343 0.8 2.2 0.7 0.1 0.1 10.3 10.4 7.8 7.9 0.8 0.9
0.74 514 1.1 3.3 1.7 0.2 0.3 11.4 11.5 8.9 9.0 1.9 2.0
0.99 685 1.5 4.4 3.0 0.4 0.5 12.9 13.0 10.4 10.5 3.4 3.5
1.23 856 1.9 5.5 4.6 0.7 0.8 14.8 14.9 12.3 12.4 5.3 5.4
1.48 1028 2.3 6.6 6.7 0.9 1.1 17.1 17.3 14.6 14.8 7.6 7.8
1.73 1199 2.7 7.7 9.1 1.3 1.4 19.9 20.0 17.4 17.5 10.4 10.5
1.97 1370 3.1 8.8 11.9 1.7 1.8 23.1 23.2 20.6 20.7 13.6 13.7
2.22 1542 3.4 9.8 15.1 2.1 2.3 26.7 26.8 24.2 24.3 17.2 17.3
2.47 1713 3.8 10.9 18.6 2.6 2.7 30.7 30.8 28.2 28.3 21.2 21.3
2.71 1884 4.2 12.0 22.5 3.2 3.3 35.1 35.2 32.6 32.7 25.6 25.7
2.96 2056 4.6 13.1 26.8 3.8 3.8 40.0 40.1 37.5 37.6 30.5 30.6
3.21 2227 5.0 14.2 31.4 4.4 4.4 45.3 45.4 42.8 42.9 35.8 35.9
3.45 2398 5.3 15.3 36.4 5.1 5.1 51.0 51.0 48.5 48.5 41.5 41.5
3.70 2569 5.7 16.4 41.8 5.9 5.8 57.2 57.1 54.7 54.6 47.7 47.6 Table 6: Estimated Capacity
Firm Capacity: 1.79 mgd
Total Capacity: 2.60 mgd
Tear & Wear factor: 10%
Firm Capacity: 1.61 mgd
Total Capacity: 2.34 mgd
Total Pump Curve
Input Cell
Calculation Cell
Output Cell
Pump #1 & #2 Firm Pump Curve
Firm TDH Total TDH Other (use as-needed)
9.5 7
Friction Headloss (ft) Total Dynamic Head (ft)
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliams 0 10
20 30
40 50
60 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0 Head - ft
Flow - mgd
Tasman Lift Station Capacity Analysis
Firm TDH
Firm Pump Curve
Total TDH
Total Pump Curve
0 10
20 30
40 50
60 0 500 1000 1500 2000
Head (ft)
Flow (gpd)
Pump Model: Flygt NP 3127 LT3~…
De La Cruz Lift Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 23 Total length from bottom of wetwell to discharge elevation (-6.74' to 12.05') to the discharge manhole (~4') FM diameter (inches) 8 Two discharge lines.
FM area (ft2) 0.35 Calculated
Material DIP Source: Dwg 10016-D, Sheet 2. 1992
Approx Year Built 1992 FYI: approx. pump age: 5 years (source: pump station survey) number of pumps 2 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -6.74 Source: Dwg 10016-D, Sheet 2. 1992 approx discharge elevation 12.05 Source: Dwg 10016-D, Sheet 2. 1992 f 0.0 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 0.68 Calculated
K - allowance for minor losses 5
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On Set Pt On Elev. Lift Off Off Level Lift
Pump #1 (IW ID: S103-8.1) 3.5 -3.24 15.29 1 -5.74 17.79 Pump #2 (IW ID: S103-8.2) 4 -2.74 14.79 1 -5.74 17.79
Table 3: Pump Curves Table 4: Operation Scenarios
Sources: Pump curves provided by City. Two pumps are identical.
Pump Model: Flygt NP 3127 LT3~ Adaptive 425 Pump Serial Number: 3127.090-1780054 HEAD (ft) Flow (gpm) Flow (mgd) HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd) 15 1470 2.12 15 1470 2.12 2940 4.23
20 1280 1.84 20 1280 1.84 2560 3.69
25 1080 1.56 25 1080 1.56 2160 3.11
30 930 1.34 30 930 1.34 1860 2.68
33 830 1.20 33 830 1.20 1660 2.39
35 740 1.07 35 740 1.07 1480 2.13
37 570 0.82 37 570 0.82 1140 1.64
40 420 0.60 40 420 0.60 840 1.21
45 240 0.35 45 240 0.35 480 0.69
50 80 0.12 50 80 0.12 160 0.23
51 0 0.00 51 0 0.00 0 0.00
0.00 0.00
0.00 Table 5: Total Dynamic Head (TDH) Calculations
Scenario:
Lift:
mgd gpm cfs
0.00 0 0.0 0.0 0.0 0.0 0.0 15.3 15.3 14.8 14.8 0.0 0.0
0.29 199 0.4 1.3 0.1 0.0 0.0 15.4 15.4 14.9 14.9 0.1 0.2
0.57 398 0.9 2.5 0.5 0.1 0.1 15.9 15.9 15.4 15.4 0.6 0.6
0.86 597 1.3 3.8 1.1 0.2 0.2 16.6 16.6 16.1 16.1 1.3 1.3
1.15 796 1.8 5.1 2.0 0.3 0.3 17.6 17.6 17.1 17.1 2.3 2.3
1.43 995 2.2 6.4 3.1 0.4 0.5 18.9 18.9 18.4 18.4 3.6 3.6
1.72 1194 2.7 7.6 4.5 0.6 0.7 20.4 20.5 19.9 20.0 5.1 5.2
2.01 1394 3.1 8.9 6.1 0.8 0.9 22.3 22.3 21.8 21.8 7.0 7.1
2.29 1593 3.5 10.2 8.0 1.1 1.2 24.4 24.5 23.9 24.0 9.1 9.2
2.58 1792 4.0 11.4 10.2 1.4 1.4 26.8 26.9 26.3 26.4 11.6 11.6
2.87 1991 4.4 12.7 12.5 1.7 1.8 29.6 29.6 29.1 29.1 14.3 14.3
3.15 2190 4.9 14.0 15.2 2.1 2.1 32.5 32.6 32.0 32.1 17.3 17.3
3.44 2389 5.3 15.3 18.1 2.5 2.5 35.8 35.8 35.3 35.3 20.5 20.5
3.73 2588 5.8 16.5 21.2 2.9 2.9 39.4 39.4 38.9 38.9 24.1 24.1
4.01 2787 6.2 17.8 24.6 3.4 3.3 43.2 43.2 42.7 42.7 28.0 27.9
4.30 2986 6.7 19.1 28.2 3.9 3.7 47.4 47.3 46.9 46.8 32.1 32.0 Table 6: Estimated Capacity
Firm Capacity: 1.79 mgd
Total Capacity: 2.8 mgd
Tear & Wear factor: 10%
Firm Capacity: 1.61 mgd
Total Capacity: 2.52 mgd
Friction Headloss (ft) Total Dynamic Head (ft)
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliamsDarcyWeisbach HazenWilliams Firm TDH Total TDH Other (use as-needed)
15.29 14.79
Total Pump Curve
Input Cell
Calculation Cell
Output Cell
Pump #1 & #2 Firm Pump Curve
10 15
20 25
30 35
40 45
50 55
60 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0 Head - ft
Flow - mgd
De La Cruz Lift Station Capacity Analysis
Firm TDH
Firm Pump Curve
Total TDH
Total Pump Curve
0 5
10 15
20 25
30 35
40 45
50 55
60 65
70 75
80 85
90 95
100
105
0 200 400 600 800 1000 1200 1400 1600
Head (ft)
Flow (gpd)
Pump Model: Flygt NP
3127 LT3~ Adaptive…
Primavera Pump Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 68 Source; Sanitary Sewer Pump Station Evaluation, Schaaf & Wheeler, 2010.
FM diameter (inches) 16 1 discharge line
FM area (ft2) 1.40 Calculated
Material C.I. Cast Iron
Approx Year Built unknown
number of pumps 6 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -22.00 Source: Dwg 9518, Sheet 57, 1988 approx discharge elevation -0.35 Source: Dwg 9518, Sheet 57, 1988 f 0.02 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 1.02 Calculated
K - allowance for minor losses 20
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On On Level Lift Off Off Level Lift
9 -13.00 12.65 4.8 -17.20 16.85
9.3 -12.70 12.35 4.8 -17.20 16.85
9.7 -12.30 11.95 5.2 -16.80 16.45
9.8 -12.20 11.85 5.2 -16.80 16.45
9.9 -12.10 11.75 5.3 -16.70 16.35
10.2 -11.80 11.45 7.5 -14.50 14.15
Table 3: Pump Curves
Sources: Pump curves provided by City
Pump Model: Flygt NP 3127 MT 3~ Adaptive 438 Pump Serial Number: 3127.090-1260005 Table 4: Operation Scenarios HEAD (ft) Flow (gpm) Flow (mgd) HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd) 15 1210 1.74 15 6050 8.71 7260 10.45
20 1090 1.57 20 5450 7.85 6540 9.42
25 980 1.41 25 4900 7.06 5880 8.47
30 860 1.24 30 4300 6.19 5160 7.43
35 735 1.06 35 3675 5.29 4410 6.35
40 615 0.89 40 3075 4.43 3690 5.31
45 500 0.72 45 2500 3.60 3000 4.32
50 380 0.55 50 1900 2.74 2280 3.28
55 260 0.37 55 1300 1.87 1560 2.25
58 190 0.27 58 950 1.37 1140 1.64
60 145 0.21 60 725 1.04 870 1.25
65 60 0.09 65 300 0.43 360 0.52
69 0 0.00 69 0 0.00 0 0.00
Table 5: Total Dynamic Head (TDH) Calculations
Scenario:
Lift:
mgd gpm cfs
0.00 0 0.0 0.0 0.0 0.0 0.0 12.7 12.7 11.5 11.5 0.0 0.0
0.70 486 1.1 0.8 0.2 0.0 0.0 12.8 12.9 11.6 11.7 0.2 0.2
1.40 972 2.2 1.6 0.7 0.0 0.0 13.4 13.4 12.2 12.2 0.8 0.8
2.10 1458 3.2 2.3 1.7 0.1 0.1 14.4 14.4 13.2 13.2 1.8 1.8
2.80 1944 4.3 3.1 3.0 0.2 0.2 15.8 15.8 14.6 14.6 3.1 3.2
3.50 2431 5.4 3.9 4.7 0.2 0.3 17.6 17.6 16.4 16.4 4.9 4.9
4.20 2917 6.5 4.7 6.7 0.3 0.4 19.7 19.7 18.5 18.5 7.1 7.1
4.90 3403 7.6 5.4 9.2 0.5 0.5 22.3 22.3 21.1 21.1 9.6 9.7
5.60 3889 8.7 6.2 12.0 0.6 0.6 25.2 25.2 24.0 24.0 12.6 12.6
6.30 4375 9.7 7.0 15.2 0.8 0.8 28.6 28.6 27.4 27.4 15.9 15.9
7.00 4861 10.8 7.8 18.7 1.0 0.9 32.3 32.3 31.1 31.1 19.7 19.6
7.70 5347 11.9 8.5 22.6 1.2 1.1 36.4 36.4 35.2 35.2 23.8 23.8
8.40 5833 13.0 9.3 26.9 1.4 1.3 41.0 40.9 39.8 39.7 28.3 28.3
9.10 6319 14.1 10.1 31.6 1.6 1.5 45.9 45.8 44.7 44.6 33.2 33.1
9.80 6806 15.2 10.9 36.7 1.9 1.8 51.2 51.1 50.0 49.9 38.5 38.4
10.50 7292 16.2 11.6 42.1 2.1 2.0 56.9 56.7 55.7 55.5 44.2 44.1 Table 6: Estimated Capacity
Firm Capacity: 6.35 mgd
Total Capacity: 7.1 mgd
Tear & Wear factor: 10%
Firm Capacity: 5.72 mgd
Total Capacity: 6.39 mgd
Total Pump Curve
Input Cell
Calculation Cell
Output Cell
Pump #1
Pump #2
Pump #3
Pump #4
Pump #5
Pump #6
Pump #1-#6 Firm Pump Curve
Pump #1 only (Firm) All On (High Level) Other (use as-needed)
12.65 11.45
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliamsHazenWilliamsDarcyWeisbach HazenWilliams Friction Headloss (ft) Total Dynamic Head (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach
0 10
20 30
40 50
60 70
80 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0
Head - ft
Flow - mgd
Primavera Pump Station Capacity Analysis
Total Pump Curve
Firm Pump Curve
Pump #1 only (Firm)
All On (High Level)
0 10
20 30
40 50
60 70
80 0.0 0.5 1.0 1.5 2.0
Head (ft)
Flow (mgd)
Pump Model: Flygt NP 3127 MT 3~…
Levis Stadium Pump Station Capacity Analysis
Cell Legend
(and try to add as much explanatory text as you can)
(do not overwrite the formulas!)
(this is your results - i.e., firm & total capacity)
Table 1: Basic Information
FM length (feet) 220 Source: As-Built Drawings
FM diameter (inches) 10 Note: Two 6-inch and four 8-inch turn into 10 inch FM.
FM area (ft2) 0.55 Calculated
Material N/A
Approx Year Built 2014 Approx. pump age: 1 year (source: pump station survey) number of pumps 6 Source: Lift Station Level Summary, received from City on 2/23/2015 wet well floor elevation -16.63 Source: Dwg M101, Sheet 11, 2013 approx discharge elevation -2 Source: Dwg C-102, Sheet 5, 2012 f 0.02 Default value for Darcy-Weisbach
C 120 Default value for Hazen-Williams
K - force main 5.28 Calculated
K - allowance for minor losses 20
Table 2: Pump Settings
Source: data provided by City on PS Info Sheet/Questionnaire On On Level Lift Off Off Level Lift
11.75 -12.9 10.9 11.25 -15.4 13.4
12.75 -11.9 9.9 12.25 -12.4 10.4
8.55 -8.1 6.1 8.05 -10.6 8.6
9.55 -7.1 5.1 9.05 -9.3 7.3
10.55 -6.1 4.1 10.05 -8.3 6.3
11.55 -5.6 3.6 11.1 -7.6 5.6
Table 3: Pump Curves
Sources: Pump curves provided by City
Lower Flow Higher Flow
HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd)
0 5
10 1470 2.12
15 760 1.09 1300 1.87
20 670 0.96 1105 1.59
25 575 0.83 910 1.31
30 480 0.69 740 1.07
35 390 0.56 590 0.85
40 300 0.43 345 0.50
45 210 0.30 130 0.19
50 130 0.19 20 0.03
55 45 0.06
60 65
70 75
80 85
90 95
100
Table 4: Operation Scenarios
HEAD (ft) Flow (gpm) Flow (mgd) Flow (gpm) Flow (mgd)
0 5
10 15 6,720 9.68
20 4,655 6.70 5,760 8.29
25 3,880 5.59 4,790 6.90
30 3,180 4.58 3,920 5.64
35 2,550 3.67 3,140 4.52
40 1,635 2.35 1,980 2.85
45 810 1.17 940 1.35
50 320 0.46 340 0.49
55 90 0.13 90 0.13
60 65
70 75
80 Table 5: Total Dynamic Head (TDH) Calculations
Scenario:
Lift:
mgd gpm cfs
0 0 0.0 0.0 0.0 0.0 0.0 4.1 4.1 3.6 3.6 0.0 0.0
5 3472 7.7 14.2 62.5 16.5 16.1 83.1 82.7 82.7 82.2 79.1 78.6 10 6944 15.5 28.4 250.2 66.0 58.0 320.3 312.3 319.8 311.8 316.2 308.2 15 10417 23.2 42.6 562.9 148.6 123.0 715.6 689.9 715.1 689.5 711.5 685.9 20 13889 30.9 56.8 1000.7 264.2 209.5 1269.0 1214.3 1268.5 1213.8 1264.9 1210.2 25 17361 38.7 71.0 1563.6 412.8 316.7 1980.4 1884.4 1980.0 1883.9 1976.4 1880.3 30 20833 46.4 85.1 2251.6 594.4 443.9 2850.0 2699.6 2849.6 2699.1 2846.0 2695.5 35 24306 54.2 99.3 3064.6 809.1 590.6 3877.7 3659.3 3877.3 3658.8 3873.7 3655.2 40 27778 61.9 113.5 4002.8 1056.7 756.3 5063.6 4763.1 5063.1 4762.7 5059.5 4759.1 45 31250 69.6 127.7 5066.0 1337.4 940.7 6407.5 6010.7 6407.0 6010.3 6403.4 6006.6 50 34722 77.4 141.9 6254.3 1651.1 1143.3 7909.5 7401.7 7909.1 7401.3 7905.4 7397.6 55 38194 85.1 156.1 7567.7 1997.9 1364.1 9569.7 8935.8 9569.2 8935.4 9565.6 8931.8 60 41667 92.8 170.3 9006.2 2377.6 1602.6 11387.9 10612.9 11387.5 10612.4 11383.8 10608.8 65 45139 100.6 184.5 10569.8 2790.4 1858.6 13364.3 12432.5 13363.8 12432.1 13360.2 12428.4 75 48611 108.3 198.7 12258.4 3236.2 2132.1 15498.7 14394.6 15498.3 14394.1 15494.7 14390.5 70 52083 116.0 212.9 14072.2 3715.1 2422.7 17791.3 16498.9 17790.9 16498.5 17787.2 16494.9 Table 6: Estimated Capacity
Firm Capacity: 2.84 mgd
(manual input base on info from the graph. This
is the total pump capacity with the largest pump
out of service)
Total Capacity: 2.98 mgd (manual input base on info from the graph) Tear & Wear factor: 10% (per recommendations from Dennis G) Firm Capacity: 2.56 mgd
Total Capacity: 2.68 mgd
Pump #3-#6
HazenWilliamsDarcyWeisbach HazenWilliams
Friction Headloss (ft) Total Dynamic Head (ft)
DarcyWeisbach HazenWilliamsDarcyWeisbach
4.1 3.6
Flow Velocity (ft/s) Minor
Headloss (ft)
DarcyWeisbach HazenWilliams
Pump #1-#5 On All Pumps On
Pump #1-5 (Firm) All On (High Level)
Pump #4
Pump #5
Pump #6
Pump #1-#2
Input Cell
Calculation Cell
Output Cell
Pump #1
Pump #2
Pump #3
35 36
37 38
39 40
41 42
2.70 2.75 2.80 2.85 2.90 2.95 3.00 3.05 3.10 3.15 3.20
Head - ft
Flow - mgd
Levis Stadium Pump Station Capacity Analysis
All Pumps On
Pump #1-#5 On
Pump #1-5 (Firm)
All On (High Level)
0 10
20 30
40 50
60 70
80 90
0.0 2.0 4.0 6.0 8.0 10.0 12.0
Head (ft)
Flow (gpm)
Pump #1-#5 On
All Pumps On
0 5
10 15
20 25
30 35
40 45
50 55
60 0.0 0.5 1.0 1.5 2.0 2.5
Head (ft)
Flow (mgd)
City of Santa Clara (0012307.00) Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
APPENDIX D: FIELD-COLLECTED SURVEY INFORMATION DATA SHEETS
City of Santa Clara (0012307.00) Woodard & Curran, Inc.
Master Plan Report - Draft December 2024
APPENDIX E: CALIBRATION RESULTS
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
1.210 4.456 20.361
1.509 4.082 20.343
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 1 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 1, Model Location (Pred.) D/S S104-29.1
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
2.491 6.695 33.003
2.482 5.853 31.993
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 2 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 2, Model Location (Pred.) D/S S103-9.1
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
1.016 4.583 20.466
0.850 3.894 18.244
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 3 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 3, Model Location (Pred.) D/S S104-27.1
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.003 0.237 0.181
0.003 0.037 0.085
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 4 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 4, Model Location (Pred.) D/S S94-36.1
0.00 0.50
1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.957 5.296 20.493
1.247 4.301 21.735
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 5 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 5, Model Location (Pred.) D/S S83-23.1
0.0 5.0
10.0 15.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
1.092 4.457 19.238
1.676 5.034 25.837
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 6 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 6, Model Location (Pred.) D/S S83-25.1
0.0 2.0
4.0 6.0
8.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.229 1.922 7.675
0.290 1.280 5.781
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 7 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 7, Model Location (Pred.) D/S S105-6.1
0.00 0.50
1.00 1.50
2.00 2.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.873 2.026 10.240
0.864 1.875 10.578
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 8 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 8, Model Location (Pred.) D/S S86-13.1
0.0 1.0
2.0 3.0
4.0 5.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.904 3.377 15.707
1.535 4.856 24.662
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 9 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 9, Model Location (Pred.) D/S S72-20.1
0.0 2.0
4.0 6.0
8.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.321 1.108 4.553
0.261 0.973 4.560
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 10 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 10, Model Location (Pred.) D/S S52-80.1
0.0 1.0
2.0 3.0
4.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.336 1.363 5.402
0.376 1.279 6.198
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 11 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 11, Model Location (Pred.) D/S S53-9.1
0.0 1.0
2.0 3.0
4.0 5.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.363 1.229 5.803
0.380 1.299 6.286
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 12 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 12, Model Location (Pred.) D/S S53-109.1
0.0 1.0
2.0 3.0
4.0 5.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.122 4.539 14.702
0.496 3.237 14.336
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 13 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 13, Model Location (Pred.) D/S S53-73.1
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.079 1.135 2.874
0.165 0.693 3.216
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 14 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 14, Model Location (Pred.) D/S S54-17.1
0.00 0.50
1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.068 0.395 1.615
0.081 0.406 1.709
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 15 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 15, Model Location (Pred.) D/S S65-48.1
0.00 0.50
1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.566 2.420 10.213
0.555 1.966 9.440
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 16 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 16, Model Location (Pred.) D/S S67-12.1
0.0 1.0
2.0 3.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.254 1.188 5.406
0.632 1.101 6.417
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 17 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 17, Model Location (Pred.) D/S S58-12.2
0.00 0.50
1.00 1.50
2.00 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.385 2.276 8.249
0.440 1.336 6.799
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 18 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 18, Model Location (Pred.) D/S S58-11.1
0.0 1.0
2.0 3.0
4.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.955 3.733 18.569
1.098 3.862 19.445
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 19 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 19, Model Location (Pred.) D/S S21-23.1
0.0 2.0
4.0 6.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.022 1.058 2.906
0.009 1.037 3.464
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 20 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 20, Model Location (Pred.) D/S S21-46.1
0.0 1.0
2.0 3.0
4.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.200 1.598 6.243
0.158 1.667 6.646
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 21 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 21, Model Location (Pred.) D/S S23-14.1
0.0 1.0
2.0 3.0
4.0 5.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.300 1.382 5.769
0.294 1.340 6.078
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 22 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 22, Model Location (Pred.) D/S S45-88.1
0.00 0.50
1.00 1.50
2.00 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.046 1.054 3.386
0.265 0.939 4.607
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 23 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 23, Model Location (Pred.) D/S S48-32.1
0.00 0.50
1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.725 4.699 16.699
0.928 3.757 18.065
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 24 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 24, Model Location (Pred.) D/S S63-2.1
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.653 1.739 8.697
0.555 1.646 8.531
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 25 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 25, Model Location (Pred.) D/S S57-6.1
0.0 2.0
4.0 6.0
8.0 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.209 1.050 3.846
0.224 0.811 3.832
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 26 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 26, Model Location (Pred.) D/S S52-86.1
0.00 0.50
1.00 1.50
2.00 Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.010 0.044 0.151
0.006 0.032 0.141
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 27 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 27, Model Location (Pred.) D/S S43-8.1
0.00 0.10
0.20 0.30
0.40 0.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.014 0.167 0.542
0.019 0.096 0.421
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 28 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 28, Model Location (Pred.) D/S S53-47.1
0.00 0.50
1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.012 0.471 1.385
0.030 0.450 1.589
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 29 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 29, Model Location (Pred.) D/S S21-54.1
0.00 0.50
1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.018 0.090 0.305
0.036 0.072 0.380
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 30 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 30, Model Location (Pred.) D/S S62-24.1
0.000
0.050
0.100
0.150
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Flow
Min (MGD)
Observed
...ation (Homestead Blockage) DWF
Max (MGD) Volume (US Mgal)
0.146 0.524 1.961
0.162 0.285 1.599
Observed / Predicted Report Produced by shubli (11/7/2023 5:33:08 PM) Page 31 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>03 DATA>A FLOW DATA>Flow Meter Data>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>Existing_DWF_2022.12.17_7d_WithBlock...
Flow Survey Location (Obs.) 31, Model Location (Pred.) D/S S62-23.1
0.00 0.50
1.00 1.50
Flow (MGD)
12/17/2022 12/19/2022 12/21/2022 12/23/2022
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.010 0.040 0.000
1.565 6.760 27.798
1.509 4.083 20.338
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 1 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 1, Model Location (Pred.) D/S S104-29.1, Rainfall Profile: 1
0.00 0.50
1.00 1.50
2.00 Rainfall intensity (in/hr)
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.010 0.040 0.000
1.622 6.578 28.333
2.363 6.345 33.008
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 2 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 2, Model Location (Pred.) D/S S103-9.1, Rainfall Profile: 1
0.00 0.50
1.00 1.50
2.00 Rainfall intensity (in/hr)
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.010 0.040 0.000
1.168 4.748 20.854
0.780 4.654 19.551
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 3 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 3, Model Location (Pred.) D/S S104-27.1, Rainfall Profile: 1
0.00 0.50
1.00 1.50
2.00 Rainfall intensity (in/hr)
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.010 0.040 0.000
0.000 0.116 0.125
0.003 0.037 0.085
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 4 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 4, Model Location (Pred.) D/S S94-36.1, Rainfall Profile: 1
0.00 0.50
1.00 1.50
2.00 Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
1.422 6.144 27.553
1.638 6.131 28.906
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 5 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 5, Model Location (Pred.) D/S S83-23.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.0 5.0
10.0 15.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
1.058 4.493 18.522
1.253 4.485 20.993
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 6 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 6, Model Location (Pred.) D/S S83-25.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.0 2.0
4.0 6.0
8.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.010 0.040 0.000
0.243 1.742 6.178
0.315 1.280 5.774
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 7 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 7, Model Location (Pred.) D/S S105-6.1, Rainfall Profile: 1
0.00 0.50
1.00 1.50
2.00 Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
2.00 2.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.010 0.040 0.000
0.811 2.598 12.782
0.864 1.915 10.581
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 8 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 8, Model Location (Pred.) D/S S86-13.1, Rainfall Profile: 1
0.00 0.50
1.00 1.50
2.00 Rainfall intensity (in/hr)
0.0 1.0
2.0 3.0
4.0 5.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.389 3.968 13.993
1.048 4.093 18.629
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 9 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 9, Model Location (Pred.) D/S S62-48.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.0 2.0
4.0 6.0
8.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.365 1.198 5.546
0.291 0.973 4.553
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 10 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 10, Model Location (Pred.) D/S S52-80.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.0 1.0
2.0 3.0
4.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.459 1.547 7.290
0.413 1.280 6.190
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 11 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 11, Model Location (Pred.) D/S S53-9.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.0 1.0
2.0 3.0
4.0 5.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.516 1.835 8.168
0.418 1.300 6.278
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 12 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 12, Model Location (Pred.) D/S S53-109.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.0 1.0
2.0 3.0
4.0 5.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.904 5.704 24.523
0.954 4.945 21.504
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 13 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 13, Model Location (Pred.) D/S S53-73.1, Rainfall Profile: 3
0.00 0.20
0.40 0.60
0.80 1.00
Rainfall intensity (in/hr)
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.187 0.840 3.691
0.181 0.693 3.212
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 14 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 14, Model Location (Pred.) D/S S54-17.1, Rainfall Profile: 3
0.00 0.20
0.40 0.60
0.80 1.00
Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.020 0.040 0.000
0.176 0.708 3.273
0.089 0.406 1.711
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 15 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 15, Model Location (Pred.) D/S S65-48.1, Rainfall Profile: 4
0.00 0.20
0.40 0.60
0.80 Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.020 0.040 0.000
0.564 2.132 9.871
0.572 1.966 9.424
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 16 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 16, Model Location (Pred.) D/S S67-12.1, Rainfall Profile: 4
0.00 0.20
0.40 0.60
0.80 Rainfall intensity (in/hr)
0.0 1.0
2.0 3.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.020 0.040 0.000
0.163 0.757 2.925
0.639 1.126 6.419
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 17 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 17, Model Location (Pred.) D/S S58-12.2, Rainfall Profile: 4
0.00 0.20
0.40 0.60
0.80 Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
2.00 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.020 0.040 0.000
0.363 1.793 7.940
0.450 1.336 6.796
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 18 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 18, Model Location (Pred.) D/S S58-11.1, Rainfall Profile: 4
0.00 0.20
0.40 0.60
0.80 Rainfall intensity (in/hr)
0.0 1.0
2.0 3.0
4.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.503 2.559 11.445
0.782 3.218 14.555
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 19 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 19, Model Location (Pred.) D/S S21-23.1, Rainfall Profile: 3
0.00 0.20
0.40 0.60
0.80 1.00
Rainfall intensity (in/hr)
0.0 2.0
4.0 6.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.333 2.916 12.509
0.342 2.544 10.374
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 20 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 20, Model Location (Pred.) D/S S21-46.1, Rainfall Profile: 3
0.00 0.20
0.40 0.60
0.80 1.00
Rainfall intensity (in/hr)
0.0 1.0
2.0 3.0
4.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.020 0.040 0.000
0.415 3.422 15.707
0.535 3.196 13.548
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 21 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 21, Model Location (Pred.) D/S S23-14.1, Rainfall Profile: 4
0.00 0.20
0.40 0.60
0.80 Rainfall intensity (in/hr)
0.0 1.0
2.0 3.0
4.0 5.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.020 0.040 0.000
0.203 1.310 5.264
0.335 1.340 6.068
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 22 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 22, Model Location (Pred.) D/S S45-88.1, Rainfall Profile: 4
0.00 0.20
0.40 0.60
0.80 Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
2.00 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.020 0.040 0.000
0.113 0.998 3.870
0.281 0.939 4.601
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 23 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 23, Model Location (Pred.) D/S S48-32.1, Rainfall Profile: 4
0.00 0.20
0.40 0.60
0.80 Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.000 0.000 0.000
1.364 5.533 25.234
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 24 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 24, Model Location (Pred.) D/S S63-2.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.0 2.0
4.0 6.0
8.0 10.0
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.020 0.040 0.000
0.000 0.000 0.000
0.555 1.729 8.523
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 25 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 25, Model Location (Pred.) D/S S57-6.1, Rainfall Profile: 4
0.00 0.20
0.40 0.60
0.80 Rainfall intensity (in/hr)
0.0 2.0
4.0 6.0
8.0 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.000 0.000 0.000
0.249 0.811 3.826
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 26 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 26, Model Location (Pred.) D/S S52-86.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
2.00 Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.000 0.000 0.000
0.007 0.032 0.141
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 27 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 27, Model Location (Pred.) D/S S43-8.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.00 0.10
0.20 0.30
0.40 0.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.000 0.000 0.000
0.022 0.096 0.420
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 28 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 28, Model Location (Pred.) D/S S53-47.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.000 0.000 0.000
0.036 0.576 1.915
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 29 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 29, Model Location (Pred.) D/S S21-54.1, Rainfall Profile: 3
0.00 0.20
0.40 0.60
0.80 1.00
Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.000 0.000 0.000
0.036 0.073 0.381
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 30 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 30, Model Location (Pred.) D/S S62-24.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.000
0.050
0.100
0.150
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
Rainfall
Depth (in)
Rain
Observed
...4d_10232023>DWF
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)
0.000 0.000 0.000
0.000 0.000 0.000
0.168 0.285 1.598
Observed / Predicted Report Produced by shubli (11/14/2023 6:18:49 PM) Page 31 of 31 Flow survey: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2022/2023 Flow Meters Updated FM12_with2015 (4/11/2023 8:49:09 PM) Sim: >2022/2023 Sewer Master Plan (0012307.00)>04 RUNS>A CALIBRATION>Dry Weather>2023.10.07 SAH DWF MODS (WORKING)>2015_DWF_2015.01.17_14d_10232023>...
Flow Survey Location (Obs.) 31, Model Location (Pred.) D/S S62-23.1, Rainfall Profile: 2
0.00 0.50
1.00 1.50
Rainfall intensity (in/hr)
0.00 0.50
1.00 1.50
Flow (MGD)
1/17/2015 1/19/2015 1/21/2015 1/23/2015
City of Santa Clara
Sanitary Sewer Master Plan Update
Site Locations for Additional Dry Weather Flow Monitoring Overflow to
Bowers Trunk
Normal flows to
Calabazas Trunk
Homestead /
Lawrence gates
Not proposed,
2014/15 program
FM 33
FM 34
FM 30
FM 9A
3334 (FM 32) 1.62 mgd 2.80 mgd 1.23 mgd 1.95 mgd 2.08 mgd Dry 0.52 mgd0.02 mgd ADWF (Dec 2023) ADWF (Dec 2022) 2.24 mgd 0.04 mgd 2.65 mgd 0.42 mgd 0.89 mgd 2.10 mgd ADWF (Jan 2015) 2.00 mgd 3.50 mgd 1.64 mgd 1.79 mgd 2.24 mgd ADWF (Model) 2.17 mgd 0.05 mgd 3.40 mgd 0.54 mgd 2.30 mgd 1.84 mgd 1.42 mgd