Preliminary_Hydraulic_Analysis.pdf

Attachment C – Preliminary Hydrology and Hydraulic Analyses

12-01-2022 - Downtown Residual Flooding and BCA Narrative

03-29-2023 - Soquel Pump Station Design Scenarios TM

06-28-2023 - Soquel Pump Station Design Scenarios TM

10-04-2023 Soquel Pump Station Design Scenarios TM

03-07-2024 Santa Cruz Downtown Pump Station Design 2024 Summary Letter Report

Integrated Surface and Ground Water Hydrology • Wetland and Channel Restoration • Water Quality • Erosion and Sedimentation • Storm Water and Floodplain Management

800 Bancroft Way • Suite 101 • Berkeley, CA 94710 • (510) 704-1000 931 Mission Street • Santa Cruz, CA 95060 • (831) 457-9900

12020 Donner Pass Road • Unit B1 • Truckee, CA 96161 • (530) 550-9776 www.balancehydro.com • email: office@balancehydro.com

December 1, 2022

Katie Stewart, P.E.

Associate Professional Engineer Santa Cruz Public Works 809 Center Street, Room 201 Santa Cruz, California 95060

RE: Pump Station 1 Detailed Interior Drainage and Benefit Cost Analyses, City of Santa Cruz, California

Dear Katie Stewart:

Thank you again for extending Balance Hydrologics (Balance) the opportunity to continue to provide technical assistance related to the interior drainage of the City of Santa Cruz downtown in Santa Cruz County, California. This modeling effort, which includes existing and proposed conditions, is a crucial part of the City’s FEMA Building Resilient Infrastructure and Communities (BRIC) application for federal funding. The proposed project is comprised of stormwater pump station(s) and associated infrastructure improvements protecting downtown from flooding.

Due to a variety of factors such as predicted sea level rise, aging storm drain infrastructure, inherently low-lying areas of downtown, silted-in gravity outlets, and increased housing demands, the City of Santa Cruz proposes the additional pump station (PS) at Soquel Ave. to protect residential and commercial establishments of downtown Santa Cruz.

The proposed level of protection is the 5-year event, though an immense improvement of residual flooding is seen in the 25-year event.

This report includes hydrologic and hydraulic (H&H) interior drainage analyses of subbasins whose flood waters are vacated by the existing PS 1 and the proposed PS at Soquel Ave., both operated and managed by the City of Santa Cruz. This report also provides a benefit cost analysis (BCA) narrative to accompany the City’s BRIC application.

The project location is described in Section 1 below. Sections 2 and 3 describe the H&H modeling efforts.

Section 4 serves as the Benefit Cost Analysis (BCA) narrative.

Balance Hydrologics, Inc.

Katie Stewart December 1, 2022

220037 Downtown Residual Flooding and BCA Narrative 12-01-22

1. Project Location and Hydrologic Setting

Downtown Santa Cruz (Figure 1) is located adjacent to San Lorenzo River (SLR) where it empties into the Monterey Bay in Santa Cruz County, California. Situated within the historical floodplain, Santa Cruz downtown frequently flooded with the earliest floods documented as far back as 1862. Subsequently, levee funding and planning started in the 1950s with the U.S. Army Corp of Engineers’ (USACE) levee designed and constructed in 1958-1959. In addition to the USACE levee system, PS 1 and a series of gravity outlets help to keep downtown from flooding.

Figure 1. Project Area

The effective flood hazard mapping associated with the SLR and PS 1 are depicted on three FIRM panels:

06087C0331E (effective date 5/16/2012), 06087C0332E (effective date 5/16/2012), and 06087C0334F (effective date 9/29/2017).

A majority of downtown Santa Cruz and the neighborhoods adjacent to the SLR levee system lie within a Zone A99 (Figure 2). The A99 (Adequate Progress Area) zone is defined as a region where the community has made adequate progress on the construction of a flood protection system that will significantly limit the area of special flood hazards. It is an area with reduced floodplain requirements landward of a flood protection system, comparable to an accredited flood protection system. The area has a one percent annual chance of flooding with no Base Flood Elevations (BFEs) defined. This A99 designation is a temporary designation as the community works through FEMA accreditation, to be removed once levee accreditation and official map revisions have been made. The City of Santa Cruz is in the midst of the levee accreditation process.

Figure 2. Downtown FEMA Flood Hazard Areas

2. Modeling Approach

The interior drainage analyses include both hydrologic and hydraulic modeling of the existing stormwater infrastructure, and existing and proposed pump systems for Santa Cruz downtown. Hydrology was assessed using the USACE HEC-HMS modeling platform, while the hydraulic analysis was assessed using U.S. Environmental Protection Agency (EPA) Storm Water Management Model (SWMM).

2.1 Hydrologic Analyses

USACE HEC-HMS software (version 4.10, July 2022) was selected to simulate the 5- and 25-year storm events for each of the 17 drainage subbasins draining to PS1. Model inputs (detailed in Appendix A) including the 5- and 25-year frequency storm depth, basin area, representative curve numbers, and associated lag times are as follows:

• Drainage basins were delineated using GIS and were refined based on the storm drainpipe network provided by the City of Santa Cruz and drainage flow lines generated from overland topography.

• The County of Santa Cruz Design Criteria (June 2019 edition) Figure SWM-2 (Rainfall Intensity Isopleths) and Figure SWM-3 (Rainfall Intensity – Duration Curves) were used to describe the 5- and 25-year 24-hour frequency rainfall event.

• The composite Soil Conservation Service (SCS) Curve Number (CN) was calculated in GIS using land use cover and the hydrologic soil group (HSG) layers, and tables adapted from the USDA- NRCS Curve Number Manual.

• Lag time was calculated using equations adapted from County of Santa Cruz Storm Drain Facilities Master Plan. A minimum lag time threshold of 10 minutes was assumed for the smallest subbasins.

The resulting peak 5- and 25-year hydrographs were used as the upstream boundary conditions in the hydraulic modeling efforts described below. Peak discharges are summarized in Appendix A.

2.2 Hydraulic Modeling

Once the hydrologic analyses were completed, work progressed to parameterizing a one-dimensional (1D) hydraulic model for the downtown PS 1 system (illustrated in Appendix B) using the EPA- SWMM (version 5.2.1, August 2022). The EPA SWMM model was configured with a number of input parameters and boundary conditions based on-readily available data. These parameters are described below:

• Input storm hydrographs were calculated using the HEC-HMS software as described in the above hydrologic modeling section. The resultant 5-, 25-year rainfall events hydrographs were used as the upstream boundary conditions.

• Storm drain infrastructure information was obtained from as-builts, City’s database, and ground survey information collected by MME (in 2022) and BKF (in 2021) Engineering. When manhole elevations were not readily available than those elevations were extracted from LiDAR.

• Pipe roughness of 0.015 and open channel roughness of 0.045 were assumed based on Santa Cruz County Design Criteria Manual Figure SWM-5.

• Street links were parameterized to contain flow and flooding potential was evaluated at the model nodes.

• Storage nodes were used where flooding was predicted to be significant. These low lying areas were characterized by depth-area storage curves.

• Predicted overland flow were represented with weirs set at spill elevations with an associated length.

• A comparison between river stage and gravity outlet elevations show that all gravity outlets are closed during the 5- and 25- rainfall events. All gravity outlets are equipped with flap gates, and have no discharge given the higher river tailwater elevations.

• American Association of State Highway and Transportation (AASHTO) coincident probability analysis was used to assess the appropriate coincident event in the river. As a conservative approach and to account for climate change and sea level rise, a 25-year stage of 14.5 ft in the river was assumed.

• Pump station information was provided by the City for existing PS 1, and Schaaf and Wheeler provided proposed setpoints and configuration for a PS at Soquel Ave. The existing and proposed pump station operations are detailed in Appendix B.

3. Results and Residual Flood Maps

Residual flood hazards were mapped via a digital elevation model (DEM) created using the 2020 U.S.

Geological Survey (USGS) LiDAR acquired March and April of 2020 and published in November 2020.

The DEM has a cell size resolution of 2.5 by 2.5 feet; all spatial data are in 1983 State Plane Zone 3 and use the North American Vertical Datum of 1988 (NAVD88). When necessary, a local conversion of 2.72 feet was used to convert from the National Geodetic Vertical Datum of 1929 (NGVD29) to NAVD88.

3.1 Existing Conditions

The resulting residual 5- & 25-year flood maps for existing conditions are illustrated in Figures 3 and 4, and the corresponding water surface elevations (WSEs) are detailed Table 1. In both the 5- and 25-year event, flooding was evident in the low-lying areas along:

• Josephine St.

• Center St. between Church St. and Walnut Ave.

• Center St. between Lincoln St. and Elm St. (with the addition of Cedar St. in the 25-year event).

Additionally, street flooding in the 5-year event expanded to larger inundation extents in the 25-year event in areas along:

• River and Water St. near Pacific Ave.

• Chrystal Terrace off Mission St.

• Rincon St (in the 25-year event).

• Center St. and Pacific Ave. south of Laurel St.

• Spruce and Front St.

• Along the toe drain near Cathcart and Front St.

Table 1. Maximum WSEs

Q5 Q25 Q5 Q25 Q5 Q25 Josephine St. O8-DM501-S 20.0 20.9 19.8 20.7 -0.2 -0.2

River near Water St. O7-CB109-S 18.8 19.3 18.6 19.0 -0.2 -0.3 Water St. Near Pacific Ave. O7-DM304-S 18.9 19.4 18.8 19.1 -0.1 -0.2

Chrystal Terrace N6-CA104-S/N6-CB111-S 74.0 74.5 74.0 74.5 0.0 0.0 Rincon St. N6-CB210-S - 23.2 - 23.2 - 0.0

Walnut Ave. and Center St. N6-DG219-S 15.3 15.7 14.3 15.2 -1.0 -0.6 Center North of Elm St. N6-CB405-S 13.2 13.6 11.0 12.9 -2.2 -0.7

Elm St. O6-DM539/542-S - 13.6 - 12.3 - -1.4 Cathcart and Front St. O6-DM326-S 13.1 14.2 - 12.6 -0.9 -1.6

Center St. near Police Station O5-CB140-S 11.1 11.5 - 11.3 -1.1 -0.2 Spruce and Cedar St. Spruce&Cedar - 11.5 - 11.3 - -0.2

South Pacific Ave. O5-DM109-S 11.1 11.6 - 11.4 -0.5 -0.2 Spruce and Front St. O5-DM129-S 10.5 11.4 - 11.2 -0.4 -0.2

Max WSE (ft)Description Model Node Max WSE (ft) WSE DifferenceProposed (EC - Proposed)

Existing Condition

Figure 3. Q5 Existing Condition Residual Flood Maps

Figure 4. Q25 Existing Condition Residual Flood Maps

3.2 Proposed Condition

Significant improvements are evident in regard to residual flooding in Santa Cruz downtown with the addition of the proposed Soquel Ave. PS.

The resulting residual 5- and 25-year flood maps for proposed conditions are illustrated in Figure 4 and 5, and the corresponding water surface elevations (WSEs) are detailed above in Table 1.

In the 5-year event, the goal to vacate floodwaters from downtown Santa Cruz is realized and residual flooding is largely isolated to the Josephine St area. This is a low-lying street with a large inflow hydrograph featuring urban runoff. Assuming the gravity outfall is closed, the only exit for the floodwaters is through a 30-inch pipe that runs along Josephine before it connects with a pipe along toe of the levee, heading towards the Soquel PS. The Josephine pipe quickly reaches capacity. Even so, WSEs are reduced by 0.2 ft when compared to existing conditions.

The most notable improvements modeled are in the downtown core and south of Laurel St. regions of downtown. With the additional PS, the 5-year models show no flooding at:

• Center St. and Pacific Ave. south of Laurel St.

• Spruce and Front St.

• Along the toe drain near Cathcart and Front St.

• Center St. between Lincoln St. and Elm St.

Previously flood-prone areas under 5-year existing conditions are reduced to street flooding at:

• Center St. between Church St. and Walnut Ave (with 1.0 ft of WSE reduction).

Under the 25-year event, inundation extents are also reduced under proposed conditions. The largest improvements are within the downtown core, with WSEs reduced between 0.6 ft at Center St.

between Church St. and Walnut Ave. to 1.6 ft along the toe drain at Cathcart and Front St.

Additionally, WSEs are reduced by 0.2 to 0.3 ft south of Laurel St. and north of Water St.

Figure 5. Q5 Proposed Condition Residual Flood Maps

Figure 6. Q25 Proposed Condition Residual Flood Maps

4. Benefit Cost Analysis

For the fiscal year 2022 BRIC cycle, FEMA has provided an alternative cost-effectiveness method that modifies the threshold for mitigation projects to be cost-effective. FEMA will consider mitigation projects cost-effective if they meet the following criteria:

• The BCA generated at the 7% discount rate must be equal to or greater than a BCR of 0.75;

• The BCA generated at the 3% discount rate must be equal to or greater than a BCR of 1.0; and

• The mitigation activity benefits underserved or disadvantaged communities, addresses climate change impacts, has hard to quantify benefits, and/or is subject to higher costs due to the use of low carbon building materials or compliance with the Federal Flood Risk Management Standard.

This project meets the first two criteria and addresses climate change impacts. The existing City drainage system relies on a series of gravity outfalls to vacate floodwaters in tandem with the existing pump stations. The project has been modeled with all gravity outlets closed during both the 5- and 25-year events in order to simulate impacts of future sea level rise where all floodwaters will need to be vacated by pumps rather than gravity outlets. This is a significant impact of climate change that will fundamentally change how the City’s stormwater infrastructure will function.

4.1 Summary

The BCA Report printout can be seen in Appendix C. Please note that professional expected damages were calculated outside of the BCA tool, so the associated BCA Inputs.xlsx spreadsheet will be required for the review of the BCA. This spreadsheet details the calculations and provides documentation for the lump sum values entered into the BCA tool.

Project Type Drainage Improvement Phased Yes Project Cost $11,000,000 Annual Maintenance $7,000 PUL 50 years (pump station)

BCR (7%) 0.93

BCR (3%) 1.71

The above BCA is a lower-bound, conservative analysis of the existing and proposed conditions.

4.2 Benefits Overview

The BCA uses professional expected damages. The attached spreadsheet (file name: “BCA Inputs.xlxs) provides the detailed calculations completed outside of the BCA tool and entered as lump sums into the software. The following benefits were calculated for this project:

• Physical damages for commercial and residential buildings

• Contents damages for commercial and residential buildings

• Residential displacement

• Commercial loss of revenue

• Impacts to a fire and police station

• Road downtimes

Please note that this is preliminary BCA with many refinements to be made should Phase 1 be awarded. This is also a conservative BCA as not every building that is affected was included in the benefits calculation due to the level of effort required to survey first floor elevations.

4.3 Benefit Calculation Details

The following section describes the inputs for the preliminary BCA for this phased project. The attached spreadsheet (file name: “BCA Inputs.xls) provides the detailed calculations and backup documentation for values used in the BCA.

• Project Useful Life: the BCA uses a FEMA standard PUL of 50 years for a pump station.

• Annual Maintenance Cost: See the Maintenance tab of the BCA Inputs spreadsheet for a letter from the City documenting the annual maintenance cost of $7,000. This is the maintenance cost above and beyond existing maintenance.

• Total Mitigation Project Cost: See the Cost Estimate tab of the BCA Inputs spreadsheet for a letter from the City documenting the total project cost of $11,000,000.

• Lowest Flood Elevations: Balance Hydrologics sent inundation shapefiles to the City and lowest floor elevations for some, but not all, of inundated buildings were surveyed by Tim Wong, Assistant Engineer for the City of Santa Cruz Department of Public Works. The survey datum is NAVD88 and the survey shots (benchmark info, height of instrument, foresight, backsight) can be seen in columns C through G in the BCA Inputs spreadsheet on the Phys Bldg Damages & Disp tab. The LFE can be found in column Q. The full inventory of inundated buildings will be refined and surveyed should Phase 1 be awarded.

December 1, 2022

220037 Downtown Residual Flooding and BCA Narrative 12-01-22

• Flood Hazard Data: WSEs for the 5- and 25-year events were extracted from the hydraulic model for existing and proposed conditions (columns M-P). These were compared to the LFEs to get flooding depths at each building (columns R-U).

• Damage Curve: Damage curves can be seen in the Damage Curves tab. USACE Generic curves were used to calculate damages based on the depth of flooding in each building. Residential one-and two-story curves for slab on grade, no basement structures were used for residential, and a representative low-end curve was used for the commercial buildings. Damage curves for the commercial buildings will be refined should Phase 1 be awarded.

• Year Property Built: Because professional expected damages at known recurrence intervals are used, this value does not factor into the BCA calculations.

• Building Information: Building types (commercial vs residential and number of stories) were collected during the LFE survey. Building sizes were obtained from City Assessor’s Data (see BRV Assessors Data tab) or measured using Google Earth (see Bldg Area Estimates tab) when not available on the Assessor’s Data website.

• Building Replacement Value: BRVs were calculated by dividing the “improvement value” in the Assessor’s data by the building square footage. The FEMA standard $100/sq ft value was used in instances where Assessor’s Data did not provide the value of the improvements. Using the FEMA standard value in Santa Cruz, CA, where a BRV multiplier would be appropriate, is a conservative analysis.

• Contents Costs: The FEMA standard value of 100% of the BRV was used.

• Loss of Business Income: Annual operating budgets for the affected commercial properties will be obtained and a detailed commercial downtime will be calculated should Phase 1 be awarded.

In the meantime, a very conservative analysis was completed (see the Commercial Sales tab). The City’s office of Economic Development isolated the downtown drainage area and provided average annual sales tax revenue for the subbasin. This data is a gross underestimation of the annual operating budget because it only includes the tax revenue and none of the overhead costs of running a business (salaries, rent, power, supplies, etc.). Using GIS, we calculated that the 5-year event affects approximately 1.5% of the basin, while the 25-year event affects approximately 6.7% of the basin. We assumed that in the 5-year event there would be one day of downtime before-mitigation and zero days in after-mitigation. For the 25-year event we assumed two weeks of downtime to allow for floodwaters to recede and cleaning to occur. Again, this is conservative because it does not take into account how long it might take to repair the physical damages.

Downtimes are reduced to one day in the after-mitigation scenario.

• Residential Displacement: Residential occupancy is 2.7 people per unit, per US Census Data. The total per diem (lodging and M&IE) is $197 per gsa.gov. Please note that per diems used the lower values during the rainy winter months (see Census and Per Diem tab). The displacement curves indicate that displacement begins at flood depths greater than 1 foot. As such, residential displacement has only been calculated for three building. This is a conservative analysis because not all residential buildings flooding to a depth of 1 foot or greater have been captured in the LFE survey.

• Before- and After-Mitigation Damages: Building damages, contents damages, and residential displacement are calculated outside of the BCA tool (see Phys Bldg Damages & Disp tab) using BRV, flood depth, and the associated damage curve. The 5- and 25-year before- and after-mitigation damages are summed and entered into the BCA as lump sums in one mitigation action in the BCA.

• Road Downtimes: Two mitigation actions are included in the BCA to describe road downtime.

The first mitigation action is labeled as Center St.,but includes the sum of traffic counts for the major arterial roads affected by the flooding. Due to the gridded street layout of downtown Santa Cruz, it was assumed that detours would be short (1 additional minute and 0.1 additional miles) for all flooded areas. Pacific Ave was entered as its own mitigation action because its detour is slightly longer (0.2 additional miles). See the Detour tab for documentation of driving time, distance, and traffic counts from publicly available data.

• Social Benefits: As a conservative analysis, social benefits are not included in this BCA, though since residential flooding is seen, social benefits would be appropriate to add in the BCA refinement should Phase 1 be awarded.

• Emergency Response Costs: The City provided a letter documenting the expected emergency response costs during a 25-year event (see Emergency Response tab), but the value was small and was left out of the BCA.

• Critical Services: Value of critical services was included for the local fire station and police station (see the Fire Station and Police Station tabs for email communication from the City documenting the relevant BCA fields such as population served. Due to the depth of flooding, we assumed 1 day of downtime during a 5-year event and 3 days during the 25-year event before-mitigation, improving to zero and 0.5 days, respectively, in after-mitigation. We understand that this project does not provide a 500-year level of protection, so if these downtimes are not appropriate, please note that the 7% discount rate BCR goes from 0.93 to 0.81, which is still well above the required 0.75 BCR needed to take advantage of the 3% discount value.

Closing

Thank you again for the opportunity to provide technical support with regards to the proposed project and the BCA related to the City’s proposed infrastructure improvements. Please do not hesitate to contact Balance staff if you have questions or require additional technical information.

Sincerely, BALANCE HYDROLOGICS, Inc.

Denise Tu, EIT, CFM Hydrologist/Engineer

Anna Nazarov, PE, CFM Civil Engineer/Hydrologist

Enclosures: Appendix A – HEC-HMS Model Inputs and Summary of Peak Discharges Appendix B – Existing and Proposed Pump Station Operations and Rating Curves Appendix C – BCA Report

APPENDICES

APPENDIX A

HEC-HMS Model Inputs and Summary of Peak Discharges

Service Layer Credits: Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c)

© 2022 Balance Hydrologics, Inc.

Appendix A, Figure 1. Downtown HEC-HMS Subbasins, City of Santa Cruz, California

W:\Projects\220037 SLR Drainage Study\Phase 2 PS1 Detailed Modeling\Report Figures\Fig_Subbasins.mxd

I

0 0.1 0.2 0.3 Miles

Subbasins

Storm Drain Structures (Modeled)

Storm Drain Lines (Modeled)

Storm Drain Structures (Not Modeled)

Storm Drain Pipes (Not Modeled)

Sash Mill

Mission and River St.

Church St.

King St. King St. 2

Chestnut St.

N. Front St.

Cedar St.

S. Front St.

S. Pacific

Cathcart St.

Next to

PS1

Front St.

Laurel St. Ext.

Depot Park

Soquel and Pacific

Commerce Ln.

Appendix A: 5- and 25-year, 24-hour Event Distribution

Appendix A: Summary Table of HEC-HMS Input Variables

Tc Tc Intensity Depth Tc Tc Intensity Depth min hr in/hr in min hr in/hr in

5 0.083 2.41 0.20 5 0.083 3.40 0.28 15 0.250 1.51 0.38 15 0.250 2.13 0.53 60 1.000 0.84 0.84 60 1.000 1.19 1.19

120 2.000 0.63 1.25 120 2.000 0.88 1.77 180 3.000 0.53 1.58 180 3.000 0.74 2.23 360 6.000 0.39 2.36 360 6.000 0.55 3.33 720 12.000 0.29 3.52 720 12.000 0.41 4.96 1440 24.000 0.22 5.24 1440 24.000 0.31 7.40

P60 = 1.5 P60 = 1.5 RI factor = 0.85 RI factor = 1.2

5-year Rainfall Event 25-year Rainfall Event

Area Lag Time (sq mi) (min)

Sash Mill 0.077 92.3 10.0 Mission and River 0.082 88.8 10.0

King St. 0.049 87.6 10.0 Chestnut St. 0.023 87.9 10.0 Church St. 0.045 87.4 10.0

Soquel and Pacific 0.010 89.0 10.0 Cedar St. 0.008 89.0 10.0

Commerce Ln. 0.002 89.0 10.0 N. Front St. 0.023 89.4 10.0 S. Front St. 0.010 89.0 10.0 Cathcart St. 0.019 89.0 10.0

S. Pacific 0.010 89.0 10.0 Next to PS 1 0.005 89.0 10.0

Laurel St. Ext. 0.017 86.5 10.4 Front St. 0.014 89.2 10.0

Depot Park 0.018 85.6 10.0 King St. 2 0.004 89.1 10.0

Subbasin Curve Number

Appendix A: Summary Table of Peak Discharges by Subbasin

Area

(sq. mi) 5-year 25-year

Sash Mill 0.077 70.0 101.0 Mission and River St. 0.082 70.0 103.5

King St. 0.049 40.8 60.9 Chestnut St. 0.023 3.9 5.7 Church St. 0.045 37.3 55.8

Soquel and Pacific 0.010 8.6 12.7 Cedar St. 0.008 6.9 10.1

Commerce Ln. 0.002 1.7 2.5 N. Front St. 0.023 19.9 29.3 S. Front St. 0.010 8.6 12.7 Cathcart St. 0.019 16.3 24.0 S. Pacific 0.010 8.6 12.7

Next to PS1 0.005 4.3 6.3 Laurel St. Ext. 0.017 13.6 20.5

Front St. 0.014 12.0 17.8 Depot Park 0.018 14.3 21.8 King St. 2 0.004 3.4 5.1

Peak Discharge (cfs) Subbasins

APPENDIX B

Existing and Proposed Pump Station Operations and Rating Curves

Appendix B - EPA-SWMM Model Schematic

Appendix B - Operational Details of Pump Station 1

Max.

Company Type On Off Capacity

- - (ft) (ft) (cfs)

Cascade Pump 14 MF 4.17 3.33 14 Cascade Pump 24 P 4.58 3.33 38 Cascade Pump 24 P 4.83 3.33 38

OperationsDescription Pump Station

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CONSUL TING CIVIL ENGINEERS

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PAGEA2 November 23, 2022

SOQUEL AVENUE SDPS FEASIBILITY STUDY - DRAFT

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COLUMN PUMP WET WELL CONFIGURATION

PLAN VIEW

ACCESS HATCHES

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ACCESS HATCH FOR

PUMP MAINTENANCE

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PUMP BAY WALL

SUBMERSIBLE PUMP

26.7 CFS

30" DISCHARGE PIPING

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------------------------------- 32'-0" ----------------------------------i

Schaaf fr Wheeler CONSULTING CIVIL ENGINEERS PAGE A3 November 23, 2022

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WET WELL

COLUMN PUMP WET WELL CONFIGURATION

SECTION VIEW

ACCESS HATCHES FOR TRASH

INSPECTION AND REMOVAL

TRASH RACKS

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INLET PIPE

TRASH RACKS

WET WELL INVERT, EL -7.00 -

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LAG2 PUMP STOP, WSEL 2.00

LAG1 PUMP STOP, WSEL 1.50

LEAD PUMP STOP, WSEL 1.00

LOW LEVEL ALARM, WSEL 0.50

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(BEHIND SECTION) SUBMERSIBLE PUMP

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PAGE A4

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November 23, 2022

60" SD GRAVITY

INLET PIPE + + + + + + +

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CONSULTING CIVIL ENGINEERS

CENTRIFUGAL PUMP WET WELL CONFIGURATION

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ACCESS HATCH FOR

+ PUMP MAINTENANCE +

REMOVAL

32'-0"

PAGE AS

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EL 26.00±

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CENTRIFUGAL PUMP WET WELL CONFIGURATION

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GUIDE RAILS FOR PUMP

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PAGE A6

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APPENDIX C

BCA Report

(Professional expected damages were calculated outside of the BCA tool. Please refer to spreadsheet with file name “BCA Inputs.xlsx” for calculations and documentation.)

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220037 Soquel Pump Station Design Scenarios Draft TM 03-29-2023

MEMO

To: Katie Shurtleff, PE (City of Santa Cruz) Cc: Larry Johnson, PE (Schaaf & Wheeler) From: Ed Ballman, PE and Denise Tu, EIT, CFM Date: March 29, 2023

Subject: Soquel Pump Station Design Considerations, City of Santa Cruz, California

Summary

Per the request of the City and Schaaf & Wheeler, Balance expanded on the initial hydrologic and hydraulic (H&H) interior drainage analyses for a proposed pump station at Soquel Avenue (“Soquel PS”) summarized in the letter report dated December 1, 2022. Based on the initial modeling efforts, significant improvements are evident regarding residual flooding in Santa Cruz downtown with the addition of a proposed Soquel PS.