Pump_Station_1_Preliminary_Basis_of_Design.pdf

PUMP STATION 1 Preliminary Basis of Design

S&W PROJECT NO. CSCZ.03.22.002

PREPARED FOR

City of Santa Cruz

2 MAY 2025

PREPARED BY

City of Santa Cruz | Pump Station 1 Preliminary Basis of Design

Reviewed by: May 2, 2025 Signature Date

Logan N. Fox, PE Printed Name

Reviewed by: May 2, 2025 Signature Date

Glen M. Anderson, PE Printed Name

Professional Engineer: May 2, 2025

Signature Date

Lawrence D. Johnson, PE Printed Name

C84183 License No.

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Table of Contents

1.0 Preliminary Basis of Design Summary

2.0 Existing Station Summary

2.1 Existing Control Setpoints

2.2 Existing Electrical Conditions

2.3 Existing Structural Conditions

2.4 Corrosion Assessment

3.0 Pump Station Improvements

3.1 Existing Discharge Pipes and Design Flow

3.2 Wet Well Configuration and Pump Selection

3.3 Trash Capture

3.4 Proposed Pump Station Layout

4.0 Electrical Controls and Systems

4.1 Applicable Standards and Codes

4.2 Electrical Service and Power Distribution

4.3 Electrical Panels

4.4 Motor Control Center and Panelboard

4.5 Main Switchboard (MSB)

4.6 Communication and Alarms

4.7 Basic Level Control

4.8 Standby Power

5.0 Pump Station Improvement Summary

5.1 Pump Station Access

5.2 Pumping Equipment

5.3 Electrical Service and Power Distribution

5.4 Motor Control Center (MCC)

5.5 Lighting

5.6 Backup Power

5.7 Control Logic

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LIST OF TABLES

Table i. Acronyms Used in this Report ..................................................................................... iii

Table ii. Units of measure in this report .................................................................................... iv

Table iii. Hydraulic Equations Used in this Report ...................................................................... v

Table 2-1 Existing PS1 Pump Data

Table 2-2 Existing PS1 Controls and Setpoints

LIST OF FIGURES

Figure 1-1 Project Location Map

Figure 3-1 Small Pump Hydraulics

Figure 3-2 Large Pump Hydraulics

Figure 3-3 PS1 Site Layout

LIST OF APPENDICES

Appendix A – PS1 Preliminary Configuration and Phasing Appendix B – PS1 Plan and Section Details Appendix C – Presidio Systems CCTV Reports for the Steel Discharge Piping Appendix D – JDH Corrosion PS1 Corrosion Assessment Appendix E – Preliminary Cost Estimate

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Table i. Acronyms Used in this Report

Acronym Description AFY, ac-ft/yr Acre-feet/year ccf, hcf Hundred cubic feet cfs, cu-ft/s Cubic foot per second gpd Gallons per day gpm Gallons per minute mgd Million gallons per day sq-ft Square feet

ACP Asbestos Cement Pipe BMP Best management practice BPS Booster Pump Station CCR California Code of Regulations CEQA California Environmental Quality Act CWC California Water Code DDW SWRCB Division of Drinking Water DIP Ductile Iron Pipe DWR California Department of Water Resources HGL Hydraulic Grade Line NAVD North American Vertical Datum (1988) NGVD National Geodetic Vertical Datum (1929) PCCP Prestressed Concrete Cylinder Pipe RVSS Reduced Voltage Soft Starter SCADA Supervisory Control and Data Acquisition SWPPP Storm Water Pollution Prevention Plan SWRCB State Water Resources Control Board

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Table ii. Units of measure in this report

Unit Equals 1 acre-foot = 43,560 cubic feet

= 325,851 gallons

1 cubic foot = 7.48 gallons

1 CFS = 448.8 gpm

1 ccf = 100 cubic feet = 748 gallons

1 mgd = 1,000,000 gallons/day = 1,120 acre-feet/year (AFY) = 694.4 gallons/minute

1 acre = 43,560 square feet

1 square mile = 640 acres = 27,878,400 square feet

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Table iii. Hydraulic Equations Used in this Report

Hazen-Williams Equation: hf = (10.44)(𝐿)(𝑄𝑔𝑝𝑚)

1.85

(𝐶)1.85(𝑑)4.87 where: hf is the headloss due to friction in feet L is pipeline length in feet Q is the flow rate in gpm C is the Hazen-Williams friction factor (130 for plastic pipe) D is the pipe diameter in inches

10.44 is a conversion constant

Minor loss equation: hf = k 𝑉2

2𝑔 where: hf is the headloss due to the fitting in feet k is the loss coefficient for the fitting V is flow velocity length in feet/second g is gravitational acceleration = 32.2 ft/s2

Pump power equation: HP =

(𝑇𝐷𝐻)(𝑄)

(3960)(𝐸𝑓𝑓) where: HP is the pump horsepower TDH is the total dynamic head (total of friction and minor loss plus static lift) Q is the flow rate in gpm Eff is the pump efficiency, as a decimal 3960 is a conversion constant

Manning’s Equation: V = (1.486/n)R2/3 S1/2 where: V is the flow velocity in feet/second n is the roughness coefficient R is the hydraulic radius = P/A S is the pipeline slope in ft/ft P is the wetted perimeter at the given d/D A is the cross-sectional area at the given d/D

1.486 is a conversion constant

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1.0 Preliminary Basis of Design Summary

Pump Station No. 1 (PS1) is located west of the San Lorenzo River (SLR), south of the Laurel Street bridge, near the intersection of Laurel and Front Streets (refer to Figure 1-1 below). PS1, originally constructed in 1957 as part of the San Lorenzo River Flood Control Project, collects storm drain flows from approximately 288 acres of the downtown area, discharging into the SLR. Stormwater flows are received at PS1 via 48-inch, 36-inch, and 24-inch gravity storm drains which enter a forebay upstream of the station’s trash rack. Downstream of the trash rack, the wet well has three pump bays separated by divider walls. Wet well access is provided via a manhole lid on the northwest corner of the wet well, adjacent to the freestanding pump station control panel. The station is currently outfitted with three propeller pumps, each with a welded steel base plate that is mounted to the wet well top slab. Steel discharge pipes are routed above grade through the SLR levee to an outfall structure and into the SLR.

The existing station is well past its design life, and the City of Santa Cruz (City) is considering upgrades to improve the functionality and reliability of the station. Schaaf & Wheeler and it’s subconsultants TJC & Associates (TJCAA), Presidio Systems Incorporated (PSI), and JDH Corrosion (JDH) provide recommendations for proposed improvements as part of this report.

Based on data provided by the City’s storm drain modeler, Balance Hydrologics, PS1 is currently undersized for the estimated peak design inflow of 110 CFS. In addition, conveyance to the station is capacity limited due to existing storm drain network deficiencies, particularly along the 42-inch and 48-inch toe drain which runs adjacent to the SLR and discharges into the PS1 forebay. Capacity at PS1 is further limited based on the existing discharge pipe sizes through the SLR levee. While upsizing of the discharge pipes is required to significantly increase PS1 capacity, it is not considered in this report due to the lengthy permitting process that it would likely entail. This report serves as the Preliminary Basis of Design (BOD) for PS1 improvements. Existing station conditions, planned pump station improvements, features, and anticipated operations are discussed.

Figure 1-1 Project Location Map

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2.0 Existing Station Summary

Record drawings (dated July 1957) indicate PS1 was constructed as a part of the SLR Flood Control

Project by the U.S. Army Corps of Engineers. The record drawings indicate that PS1 was designed based on a total flow capacity of 32,000 gpm (or approximately 71.3 CFS) via three axial flow pumps with flow rates as indicated in Table 2-1.

During a July 26, 2022 site visit, the pump nameplates and serial numbers were recorded in order to coordinate with the pump manufacturer for records and other supporting documentation. Cascade

Pump Company provided pump drawings indicating the low flow pump was manufactured in 1997 while the larger pumps were manufactured in 2000. Table 2-1 below summarizes the data collected from the initial site visit and from coordination with Cascade Pump Company.

Table 2-1 Existing PS1 Pump Data

Cascade Pump Company Model Number

Serial Number

Manufacturer Drawing Date

Flow Rate

(GPM)

Flow Rate

(CFS)

Discharge Diameter

(INCHES)

Electric Motor Horsepower

(HP)

14MF 15188 10-17-1997 5,000 11.1 18 25

24P 15715 3-21-2000 13,500 30.1 24 75

24P 15769 7-11-2000 13,500 30.1 24 75

2.1 Existing Control Setpoints

PS1 controls and setpoints were identified in the record drawings and within the draft San Lorenzo River Interior Drainage Study performed by Balance Hydrologics (dated March 2021) The City operations and maintenance staff subsequently revised the station controls. The current control setpoints are listed below in table 2-2:

Table 2-2 Existing PS1 Controls and Setpoints

Pump # ON Setpoint OFF Setpoint

Pump 1 (25HP) 50” 40”

Pump 2 (75 HP) 55” 40”

Pump 3 (75 HP) 58” 40”

Current station setpoints result in insufficient pump submergence based on both the manufacturer and the Hydraulic Institute’s (HI) unitized sump recommendations. Current controls are also configured to stop all pumps at a common off level, which can excessive pump motor starting frequencies under certain inflow conditions. Since PS1 is undersized, a backwater is induced in the storm drain system, limiting overall conveyance to the station.

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Based on discussions with operations staff, the existing trash racks can limit flow from reaching the pumps when blinded with debris. Additionally, the trash racks can be difficult to maintain during storm events due to hydrostatic forces preventing removal of blinded sections of the trash rack.

2.2 Existing Electrical Conditions

The PS1 existing electrical utility service from PG&E is derived from a pole mounted 112kVA transformer with an overhead drop to a riser pole with a pole mounted service meter. The main service disconnect is a 600A, 480V rated fused switch located in the adjacent switchboard line up. The 600A service is adequate for the existing pump loads although the existing service equipment appears to be from the original 1957 design and has reached the end of its useful life. Depending on the required pump capacity of the renovated station, a new PG&E service transformer may also be required as part of the overall utility service upgrade.

The 600A service disconnect is part of a switchboard/Motor Control Center (MCC) lineup with motor starters for the three storm water pumps and ancillary equipment including a 480V-120/240V stepdown transformer and lighting panel for serving the station’s 120V equipment including controls, lighting, sump pump, and instrumentation. The existing motor starters are all constant speed (Full Voltage, Non- Reversing) and appear to have been replaced since the station was originally built.

Backup power at the facility is provided by a 200 kW standby diesel engine generator set. The original utility feed was re-routed to an automatic transfer switch along with the new feed from the generator.

Based on permitting information located onsite, the engine generator and transfer switch were installed in 2011.

The existing controls are located within the main service cubicle of the switchboard/MCC lineup.

Controls are based on a single wet well ultrasonic level transducer to measure the water level and stage pumps on or off based on that level. A wet well high-level float switch is also present although it appears this float is only used for alarming purposes and does not provide control functions. A second float system is in place in the station forebay for operation of a small sump pump via a dedicated pump control panel. An additional level transducer for measuring the water level in the SLR is also installed on the adjacent Laurel Street bridge but was non-functioning during S&W and TJCAA’s site visit due to construction of a water line on the underside of the bridge.

Telemetry and Supervisory Control and Data Acquisition (SCADA) features do not presently exist at the pump station. An AT&T landline is linked to an auto-dialer for remote alarms sent to operations staff.

2.3 Existing Structural Conditions

PS1 is comprised of a below grade, cast-in-place concrete structure consisting of a guardrail protected forebay inlet with trash rack that feeds three pump bays. As part of the PS1 condition assessment (draft dated March, 2023 by Schaaf & Wheeler), TJCAA completed a structural assessment of the existing station. Recommendations for rehabilitation of the existing concrete, steel pipe, and anchorage were provided as part of the condition assessment report.

Additionally, on July 24, 2023, Presidio Systems Incorporated (PSI) performed CCTV video of each steel discharge pipe from the outfall flap gates to the pump (PDF summaries are included in Appendix B for reference). Review of the CCTV footage indicates that the steel pipes show minimal interior surface

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damage, spalling and corrosion. Most of the severe corrosion was located at the Air Valve and pressure gage taps which are slated for replacement as part of the PS1 rehabilitation. Schaaf & Wheeler recommends addressing the short sections of spalling/surface damage within the buried portion of discharge pipes via cured-in-place pipe (CIPP) lining or segmented lining.

2.4 Corrosion Assessment

JDH Corrosion Consultants performed in-situ soil corrosivity testing, pipe to soil potential testing, and continuity testing of the PS1 steel discharge pipes on July 24, 2023. The soils were found to be classified from moderately corrosive to progressively less corrosive based on 4-pin in-situ soil resistivity tests.

Based on the depth of the discharge pipes through the levee, most of the pipe is considered to be within mildly corrosive soils. JDH Corrosion Consultants ultimately recommends that a cathodic protection system be implemented to extend the useful life of the outfall pipelines due to the pipelines being electrically coupled to PS1, making galvanic corrosion likely. Schaaf & Wheeler will discuss with JDH options for electrical isolation in lieu of the cathodic protection system. JDH Corrosions full report is included in Appendix C for reference.

3.0 Pump Station Improvements

The pump station will be designed in coordination with the City’s public works engineering and operations staff. Pump station equipment, controls, and appurtenances are recommended to maintain consistency with similar stations around the City. Outlined below are recommended improvements to

PS1.

3.1 Existing Discharge Pipes and Design Flow

As noted earlier in this report, PS1 was originally designed with a 32,000 gpm (71.3 CFS) design flow. The station was designed with two large pumps (Pump No. 1 and Pump No. 2) each conveying approximately

13,500 gpm through 24-inch diameter steel pipes and a third, smaller pump (Pump No. 3) pumping approximately 5,000 gpm through an 18-inch diameter steel pipe. Typically, storm drain pump stations are not designed to have a redundant pump, therefore no additional pumps are recommended for PS1 improvements.

Re-use of the existing steel discharge pipes limits maximum the design flow at PS1 as the velocity through the discharge piping should be limited to avoid scouring of the pipe and/or the pipe lining material. Limiting the velocity also limits the need for higher pumping power to overcome the energy loss associated with the discharge pipe flow. Ten (10) feet per second (fps) is a practical upper velocity limit typical for pumping station discharge pipes. For the nominal 24-inch discharge pipes (23 ¼-inch inside diameter) with the original design flow of 13,500 gpm, the velocity is 10.2 fps. Given that the velocity at the original design flow is already close to the practical upper limit, the design flow rate through the 24-inch pipes is not recommended to be increased.

For the nominal 18-inch discharge pipes (17 ¼-inch inside diameter) with the original design flow of

5,000 gpm, the velocity is 6.9 fps. The design flow rate for flow through this pipe can be increased to approximately 7,000 gpm with a velocity of 9.6 fps. This increased flow would result in a marginal total station design flow increase to about 34,000 gpm, or 75.8 CFS.

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Replacement of the existing 24-inch and 18-inch steel discharge pipes would be required to significantly increase PS1’s design flow rate. Since the location of the discharge piping and outfall are within the

Coastal Zone Boundary of the California Coastal Commission and would trigger significant permitting requirements for replacement, the City has indicated that re-use of the existing discharge pipes and outfall is preferred at this time.

Based on this direction, the design flow rate for PS1 is approximately 34,000 gpm. Since this design flow rate is below the City’s 25-year peak flow event, additional modeling was recommended to confirm backwater impacts to the storm drain network given PS1’s design capacity has reached its upper limit.

It’s important to note that the peak 25-year flow rate tributary to PS1 may be reduced with incorporation of the Soquel SDPS. Balance Hydrologics is currently confirming this scenario, however it is currently anticipated that PS1 will remain deficient and will induce a backwater onto the upstream storm drain network.

3.2 Wet Well Configuration and Pump Selection

The wet well configuration and dimensions are based on ANSI/HI 9.8-2018 "American National Standard for Rotodynamic Pumps for Pump Intake Design" (Hydraulic Institute Pump Intake Standard). The wet well plan and section details are shown in Appendix B. This standard dictates the dimensions of the pump bays and the overall width of the wet well at the pump bays. The wet well is sloped out at ten-degrees from the pump bays to increase the overall volume of the wet well and decrease the pump motor starting frequencies. The wet well length was determined based on maintaining about ten feet clearance from the existing adjacent building.

The wet well includes a trash rack to protect the pumps from large objects. The existing PS1 wet well has a small open-air area upstream of the trash racks that allows for ease of inspection and maintenance. In the new wet well configuration, the open-air area is excluded as it would limit vehicular access in the area. Instead, access hatches are provided above the trash racks for removal of trash and debris.

The wet well depth is determined based on providing sufficient submergence above the pump intakes and limiting pump motor starting frequency. The wet well depths shown will limit pump motors to less than three starts per hour, providing a factor of safety above the six starts per hour rating of the planned pump motors.

Pump hydraulics are determined by accounting for static lift, friction loss and minor losses for various pumping conditions shown in Figures 3-1 and 3-2. All normal pumping scenarios are based on discharge being at the high point in the piping where pressure flow normally transitions to gravity flow. When the

San Lorenzo River stage level rises to within about a couple feet of the piping high point centerline elevation, pressure flow will develop. High total dynamic head system curves were developed to represent the discharge piping system capacities when the river stage at the outfall rises to elevation

20.00.

Pump selections are made to pump 13,500 gpm with the two large pumps and 7,000 gpm with the small pump at a wet well elevation of 6.50 feet and a San Lorenzo River water surface elevation of 20.00 feet.

The last pump will start at the 6.50 feet wet well water surface elevation so that the design flow of 75.8

CFS is provided below the inlet pipe crowns.

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Figure 3-1 Small Pump Hydraulics

Figure 3-2 Large Pump Hydraulics

,000 gpm Design Point

0 1,000 2,000 ,000 4,000 5,000 6,000 ,000 8,000 ,000 10,000

High TDH System (Wet Well WSE = SMA P MP Stop = 0.50, E at Discharge = San oren o River E = 20.00)

System (Wet Well WSE = SMA P MP Stop = 0.50, E at Discharge = Discharge Piping High Point C E = 20.61)

System (Wet Well WSE = SMA P MP Start = 5.50, E at Discharge = Discharge Piping High Point C E = 20.61)

Design low System (Wet Well WSE = ast AR E P MP Start = 6.50, E at Discharge = San oren o River E = 20.00) ow TDH System (Wet Well WSE = Record Drawing High WSE = 10.68, E at Discharge = Discharge Piping High Point C E = 20.61)

Cascade Pump Company M 1608A5, 52 Propeller (880 RPM, 50 HP motor)

Pump Motor Power imit

1 ,500 gpm Design Point

0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000

High TDH System (Wet Well WSE = ast AR E P MP Stop = 1.00, E at Discharge = San oren o River E = 20.00) System (Wet Well WSE = ast AR E P MP Stop = 1.00, E at Discharge = Discharge Piping High Point C E = 20. )

System (Wet Well WSE = irst AR E P MP Stop = 1.50, E at Discharge = Discharge Piping High Point C E = 20. )

System (Wet Well WSE = irst AR E P MP Start = 6.00, E at Discharge = Discharge Piping High Point C E = 20. )

System (Wet Well WSE = ast AR E P MP Start = 6.50, E at Discharge = Discharge Piping High Point C E = 20. )

Design low System (Wet Well WSE = ast AR E P MP Start = 6.50, E at Discharge = San oren o River E = 20.00) ow TDH System (Wet Well WSE = Record Drawing High WSE = 10.68, E at Discharge = Discharge Piping High Point Centerline = 20. ) Cascade Pump Company AP2408, 0. 0 Propeller (880 RPM, 100 HP motor)

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3.3 Trash Capture

In order to meet the Central Coast Regional Water Quality Control Board MS4 permitting requirements, full trash capture was assessed for incorporation in the PS1 pump station rehabilitation. The intent of the trash capture implementation is to prevent trash from entering the receiving body (the SLR in this case) for a 1-year, 1-hour event. The storm drain network upstream of PS1 is divided into three separate drainage areas. Since the City’s storm drain network includes several gravity outfalls, each of the three drainage areas to PS1 were assessed to determine the anticipated credit the City may receive from

Trash Capture implementation centrally located at PS1.

The drainage area associated with the 24-inch gravity pipe is relatively small, accumulating only a few local inlets near the Laurel Street and Front Street intersection. S&W would recommend inlet screens for this drainage area since the quantity of inlets is low enough to offset potential costs of a centralized trash capture device for this drainage area.

The drainage area associated with the 36-inch gravity pipe is significantly larger than that of the 24-inch.

However, there is an existing gravity outfall where Spruce Street intersects with the Laurel Street

Extension. This would provide a direct path for trash to enter the receiving body meaning that a centralized trash capture device located at PS1 would potentially receive no credit for this drainage area. S&W recommends that trash capture implementation for this drainage area be explored in more detail as incorporation of a device would need to occur upstream of the outfall located at the intersection of Spruce Street and the Laurel Street Extension.

The drainage area associated with the 48-inch gravity pipe collects the largest drainage area of the three that are tributary to PS1. Similar to the 36-inch pipe drainage area, there is an existing gravity outfall along the toe drain which would provide a direct path for trash to enter the receiving body of the SLR.

Therefore, a centralized trash capture device located at PS1 would likely only receive partial credit for this drainage area including portions of Elm Street, Pacific Avenue, Birch Lane, Cathcart Street and

Central Street. Preliminary sizing of a device to treat the combined area of the 24-inch and 48-inch drainage areas (only including drainage area downstream of the existing outfalls) would be required to treat approximately 16 CFS, with the capability to bypass approximately 80 CFS.

3.4 Proposed Pump Station Layout

To meet manufacturer requirements and H.I. standards, it is recommended to replace the existing wet well structure as part of rehabilitation of PS1. The proposed layouts shown assume the existing pump station components will be removed or abandoned except for the outfall structure and discharge piping buried in the levee. To avoid the risk and expense of substantial bypass pumping during construction, it is recommended that the existing pump station remain in operation during the construction of new infrastructure for as long as possible. In addition, project work constraints should be written into the project specifications to limit construction windows to the dry season to avoid the need for bypass pumping systems.

Gravity flows will be intercepted by installation of four new manholes to re-route the existing 24-inch and 36-inch gravity mains. Re-routing of the existing 48-inch toe-drain could occur within the existing forebay area, either by re-using the forebay structure or undergrounding the gravity system by installing

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a fifth manhole. Offline trash capture for the 48-inch drainage area will also occur in this area. Currently, trash capture is anticipated to be addressed by a combination of drop inlet screens and belowgrade hydrodynamic separators or baffle boxes.

Figure 3-3 PS1 Site Layout

The main components of the replacement pump station include a below-grade wet well, an above grade control panel, an above grade PG&E electrical service transformer, and an above grade standby generator. Axial flow pumps will be flange mounted to the wet well top slab with abovegrade motors, mimicking the existing PS1 configuration. The largest component of the new pump station will be the wet well. The wet well will be constructed to the west of the existing wet well and is shown above in a preliminary pump station layout (see Figure 3-1). Additional detailed layouts and sequencing are included in Appendix A. It is anticipated that the existing utility poles and overhead electrical will be relocated or undergrounded per PG&E standards as part of the overall project.

Overhead LED area lights will be installed to provide adequate visibility to all equipment and access areas of the pump station site. The proposed lighting includes pole mounted site lights, low-level security light and lighting within the MCC panels. Site lighting is to be provided with integral photo-cell activation and motion activated high-level lighting.

4.0 Electrical Controls and Systems

A new 480-volt switch gear and motor control center (MCC) panel will house all electrical controls and systems inside a lockable NEMA 3R or higher rated enclosure. Electrical standards, codes, equipment, and systems are described below.

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4.1 Applicable Standards and Codes

The project will be designed to comply with applicable portions of the latest edition of codes and standards as follows:

CEC California Electrical Code, Part 3, Title 24, California Code of Regulations

NEMA National Electrical Manufacturers Association

NFPA National Fire Protection Association

ANSI American National Standards Institute

JIC Joint Industrial Council

ISA Instrument Society of America

IEEE Institute of Electrical and Electronic Engineers

ICEA Insulated Cable Engineers

CalOSHA Occupational Safety and Health Administration Standards

4.2 Electrical Service and Power Distribution

New underground power lines within the project limits will provide PG&E three phase distribution. The pump station will be powered from a pad-mounted transformer installed to PG&E standards, providing

480V, 3-phase power to the new MCC. The following criteria will be incorporated into final design:

1. All power feeder circuits will be protected by circuit breakers.

2. Branch circuits feeding non-primary 120/240 volt equipment, receptacles, and lighting fixtures will be protected by thermal-magnetic, molded-case circuit breakers. All circuit breakers will be of the bolt-on type.

3. All cables will be installed in conduits.

4. Voltage separation will be accomplished in the following manner:

a. 240-volt power and 120-volt control conductors will be installed in common conduits if cable sizes are compatible for pulling.

b. 24-volt DC signal conductors and manufacturer supplied signal cables will be installed in separate conduits.

c. Signal and communication conductors installed in separate conduits.

d. Intrinsically safe conductors will be installed in separate conduits.

5. Provide 25% spare conduit for future improvements.

4.3 Electrical Panels

In general, motor control will be provided with the following features:

1. Low voltage motors: 1/2 horsepower and larger will be 480 volt:

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a. Short circuit protection for motors will be provided by motor circuit protectors (MCPs).

b. Motor starters for motor 1/4 HP and larger will be the solid-state reduced voltage type soft starters. Soft-starters will be provided with individual control power transformers, 120-volt secondary fuses with blown fuse indicators.

2. Indicating lights will be the push-to-test, transformer LED type. Colors will be as follows:

Green: Running

White: Control power on, Status OK, ready

Red: Fault or alarm

3. A "Hand-Off-Auto" selector switch will be provided for any piece of equipment that needs to be started automatically, such as the pumps. Status of the switch will be monitored by the control system.

4.4 Motor Control Center and Panelboard

The motor control center (MCC) and panelboards will meet the following specifications:

• MCC and the magnetic starters will be built to NEMA standards.

• A minimum of 25 percent spare compartment cubicle spaces will be provided if there is sufficient space for the MCC line-up.

• A main circuit breaker with a ground fault protection will be provided.

• Each starter will have a 6-digit non-resettable elapsed time meter.

• A 120/240-volt single phase panelboard will be located in the MCC.

• The MCC doors will have entry alarms that will produce an audible alarm upon unauthorized entry and notify SCADA Central.

• Panelboard will have a minimum of 4 spare circuit breakers and 4 spaces.

4.5 Main Switchboard (MSB)

The MSB shall meet the following specifications:

• The MSB will be built to NEMA standards.

• The MSB will be the outdoor type with isolated compartments to mitigate arc flash hazards.

• PG&E pull section for underground service and metering compartments will be provided.

• A main circuit breaker with an integrally mounted, digital RMS sensing trip module will be provided. The module will have an interchangeable trip unit and adjustable short circuit, overload and ground fault trip and time delay functions.

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4.6 Communication and Alarms

The City is presently upgrading remote facilities to include SCADA on a site by site basis. Features of the City’s phased implementation of SCADA include the following:

• Rockwell Automation Programmable Automation Controllers (PAC’s) configured to provide pump control, status monitoring, and remote alarm reporting to the City SCADA Central facility.

• Local Operator Interface Terminal (OIT) to allow staff to integrate and monitor system status locally.

• SCADA Central Human Machine Interface (HMI) based on Aveva (formerly WonderWare) SCADA platform to provide the graphical user interface, data historian, and report generation.

• Communication from remote sites to SCADA Central via a third party (Comcast) internet link via a site-to-site Virtual Private Network (VPN) for security.

All electrical cabinets and access hatches for all below grade structures will be provided with intrusion switches that will report the unauthorized access to the local control device and forwarded over the communication link for appropriate response by the City.

4.7 Basic Level Control

The process instrumentation signal will be 4-20 mA type. Each process signal transmitter will be provided with a local indicator.

The wet well level will be monitored by an ultrasonic or submersible hydrostatic level transducer which will transmit a 4-20 mA level signal to the pump controller. The controller will be set to provide pump start-stop contacts and will provide pump sequencing based on programmed pump alternation functions and manual bypass control. Wet well level monitoring will also include a local backup, independent of the PAC and level transducer to eliminate a single point of failure. Standalone floats with independent relay-based controls will be provided to allow PS1 to operate upon failure of the PAC or level transducer. Monitoring of the SLR level via the existing transducer will also be integrated into the station controls.

Under normal operation the low flow pump will be set to start first with the two large pumps each starting when the wet well level continues to rise. For the two large pumps, the controller will turn the longest running pump off first to limit the starting frequency of individual pump motors. After a programmable period of about 30 minutes with the large pumps not running, the large pump with the lowest total run time will be moved to the first large pump start position to provide even run times as much as practicable. A selector will be provided to indicate that a pump has been removed for servicing.

To keep the wet well water surface level normally below the inlet piping inverts without over-cycling pumps, the small pump will be controlled to start at a lower level using a time delay.

Intrinsically safe relays will be provided to interface between the backup level switches and the level control circuits. If desired, continuous monitoring can be included in the telemetry to be displayed at

SCADA central.

SCHAAF & WHEELER | 12

Pump Controller: A simple microprocessor pump controller (PC) will be provided with the following logic for controlling the wet well level and pumps. If desired the PC capabilities can be incorporated into a Programmable Logic Controller platform to match equipment in place at other City pump stations.

Auto: The PC will monitor the 4-20 mA wet well level signal and will control the operation of pumps to lower the water level. When the wet well level signal reaches the lead pump stage start setpoint, the PC will automatically start one pump. The pump will continue to run until the wet well level decreases to the lead stage stop setpoint. When the lead pump stage start level setpoint is detected again, the next pump in sequence will be started. If the pump fails before the lead pump stage stop level setpoint is reached, the next pump in sequence will be started and will run until the off setpoint is reached. If the wet well level is not lowered with one pump and the level rises to the lag pump stage start setpoint, the second pump will be started.

After a large pump has started, the longest running large pump will be placed in the next large pump stop position.

If primary level monitoring system failure is detected by the PC for the loss of the 4-20 mA signal, the PC will alarm and will control the pumps with the back-up float switches.

Manual: In manual mode, each pump can be started by placing the “Hand-Off-Auto” selector switch to

“Hand”. The pump will continue to operate until it is stopped manually.

The manual controls will be configured to bypass the electronic controller and bypass relay controls to allow full manual operation by direct activation of the pump. The status of the HOA switch will also always be monitored by the local controller for relaying back to SCADA central for remote monitoring of the switch position.

4.8 Standby Power

The provision of standby power is essential for station reliability in the event of a power failure. For self-reliance and engine efficiency, diesel fuel is preferred over natural gas. Based on the anticipated electrical station loads, it is recommended that a 300 kW/375kVA emergency generator with automatic transfer switch be installed as part of the project rehabilitation. The generator will be installed at the pump station with a weatherproof sound enclosure. The automatic transfer switch will sense PG&E outages and automatically transfer power to the generator when needed.

5.0 Pump Station Improvement Summary

Basic pump station features and design parameters are outlined below.

5.1 Pump Station Access

• Access to PS1 will occur via proposed driveway off of Laurel Street, east of Front Street.

• Enclose above grade pump motors, panels and transformer in chain-link fenced area with colored slats and razor wire.

• Regrade and pave site to improve truck and crane access

SCHAAF & WHEELER | 13

5.2 Pumping Equipment

• One small pump, Cascade Pump Company Model MF1608A5, with 50 HP motor, or approved equal.

• Two large pumps, Cascade Pump Company model AP2408, with 100 HP motors, or approved equal.

• One dewatering pump with 5 HP motor, or approved equal. Dewatering pump will be rail-mounted, submersible type.

5.3 Electrical Service and Power Distribution

• Underground 3 phase, 4-wire electrical service

• 480V, 3 phase main service switchboard with meter and circuit breaker

5.4 Motor Control Center (MCC)

• Pad mounted MCC with NEMA rated, weather proof enclosure

5.5 Lighting

• Dedicated 120/240V lighting panel for site lighting

• LED lighting inside MCC panels, and site lighting near MCC panel and wet well. Site lighting to be provided with integral photo-cell activation and motion activated high level lighting.

5.6 Backup Power

• 300 kW/375kVA Emergency Generator: Caterpillar, Cummins, or approved equal

• Automatic transfer switch

5.7 Control Logic

• Install a SCADA and Telemetry section in the panel line up.

• Primary level sensor: Submersible hydrostatic level transducer

• Backup level sensor: Float switches for pump level controls, and alarms

• SLR level sensor: Ultrasonic level transducer

• Pump controller with 4-20 ma DC level signal from submersible hydrostatic level transducer.

Pump controller may be PAC based to match City system standards under development if desired.

SCHAAF & WHEELER | A-1

Appendix A

PS1 Preliminary Configuration and Phasing

SCHAAF & WHEELER | B-1

Appendix B

PS1 Plan and Section Details

SCHAAF & WHEELER | C-1

Appendix C

Presidio Systems CCTV Reports for the Steel Discharge Piping

SCHAAF & WHEELER | D-1

Appendix D

JDH Corrosion PS1 Corrosion Assessment

SCHAAF & WHEELER | E-1

Appendix E

PS1 Preliminary Cost Estimate

Project Information Surveyor Name MARIO GUTIERREZ JR Certificate Number 070R01168

Owner CITY OF SANTA CRUZ Customer SCHAAF &

WHEELER

Drainage Area PO Number Pipe Segment Reference SDPS#1_NORTHFLAPGATEDate 7/24/2023 08:24

Street SANTA CRUZ RIVERWALK City SANTA CRUZ Comments

Manhole Upstream MH SDPS #1 Rim to Invert (U) Grade to Invert (U) Rim to Grade (U) Downstream MH NORTH FLAPGATE Rim to Invert (D) Grade to Invert (D) Rim to Grade (D) Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe Height (Diameter) 18 Width Shape Circular Material Steel Pipe Lining Method Pipe Joint Length Total Length Length Surveyed 125 Year Constructed Year Renewed

Misc Flow Control Not Controlled Media Label DVD

Purpose Maintenance Related Consequence of Failure

Pre-Cleaning No Pre-Cleaning Date Cleaned

Weather Dry - No Precipitation During Survey Location Code Easement/Right of Way

Additional Info

FACING UPSTREAM

TOWARDS FLAPGATE

, CAMERA IS IN THE

RIGHT ONE (NORTH)

Location Details SANTA CRUZ

RIVERWALK TRAIL

Custom Custom 1 Custom 2 Custom 3 Custom 4 Custom 5 Custom 6 Custom 7 Custom 8 Custom 9 Custom 10

Project

Reverse Setup ID Sheet (Group) Number

Imperial Units (US) True Pressure Value Work Order Project NORTH FLAPGATE

Coating Method Completed Yes

Insp Tech Used CCTV Yes Laser No Sidewall No Sonar No Zoom No Other No

Inspection Inspection Status Complete Inspection

Reviewed By Reviewer Certificate Number

Count Groups Taps 2 Roots 0

Cracks / Fractures 0 Broken / Holes / Collapse 0

Deposits 0 Obstruction 0 Abandoned Survey 0

Created with the report generator http://www.posmsoftware.com

Project: NORTH FLAPGATE Date: 7/24/2023 8:24:00 AM Pipe Segment Reference:

SDPS#1_NORTHFLAPGATE

Street: SANTA CRUZ RIVERWALK Upstream MH: SDPS #1 Length Surveyed: 125 Downstream MH: NORTH FLAPGATE Run Number: Direction of Survey: Upstream Height (Diameter): 18 Material: Steel Pipe

Distance Fault Observation Time Picture

0.0 Access Point Manhole

Severity: None Remarks: NORTH FLAPGATE

00:01:39 00:00:34

0.0 Miscellaneous Water Level

Severity: None Percent: 0

00:01:52 00:00:47

6.2 Miscellaneous Water Level

Severity: None Percent: 10

00:03:07 00:02:02

17.9

Line Up Severity: None

Percent: 45 Maint Weight: 4

00:04:08 00:03:03

50.7

Miscellaneous Shape/Size Change

Severity: None Size: 14

Remarks: REDUCES TO 14"

STEEL PIPE & THEN OPENS

BACK UP TO 18"

00:08:26 00:07:21

Distance Fault Observation Time Picture

52.8

Tap Factory Position: 12

Severity: None Size: 1

Remarks: PLUG FOR

PRESSURE GAUGE

00:00:54 00:00:54

53.0

Tap Factory Position: 12

Severity: None Size: 6

Remarks: AIR VALVE

00:10:56 00:09:51

53.0

Line Down Severity: None

Percent: 45 Maint Weight: 4

00:11:12 00:10:07

67.4

Miscellaneous Water Level Sag

Severity: None Percent: 15

Struct Weight: 2

00:11:48 00:10:43

92.5

Line Left Severity: None

Percent: 25 Maint Weight: 4

00:13:54 00:12:49

125.0 Miscellaneous Water Level

Severity: None Percent: 0

00:15:52 00:14:47

125.0

Access Point Manhole

Severity: None Remarks: SDPS #1

00:16:06 00:15:01

Project: NORTH FLAPGATE Date: 7/24/2023 8:24:00 AM Pipe Segment Reference:

SDPS#1_NORTHFLAPGATE

Street: SANTA CRUZ RIVERWALK Upstream MH: SDPS #1 Length Surveyed: 125 Downstream MH: NORTH FLAPGATE Run Number: Direction of Survey: Upstream Height (Diameter): 18 Material: Steel Pipe

Severity

ID Number: NORTH FLAPGATE

(0.0) AMH - Access Point Manhole Remark:

NORTH FLAPGATE

(0.0) MWL - Miscellaneous Water Level

(6.2) MWL - Miscellaneous Water Level

(17.9) LU - Line Up

(50.7) MSC - Miscellaneous Shape/Size Change Remark: REDUCES TO 14" STEEL PIPE & THEN

OPENS BACK UP TO 18"

(52.8) TF - Tap Factory - Position: 12 Remark:

PLUG FOR PRESSURE GAUGE

(53.0) TF - Tap Factory - Position: 12 Remark: AIR

VALVE

(53.0) LD - Line Down

(67.4) MWLS - Miscellaneous Water Level Sag

(92.5) LL - Line Left

(125.0) MWL - Miscellaneous Water Level

(125.0) AMH - Access Point Manhole Remark:

SDPS #1

Total Distance: 125 ID Number: SDPS #1

Nassco C.C.T.V. Defect Code Information

Grade Structural O&M Overall 5 0 0 0 4 0 12 12 3 0 0 0 2 2 0 2 1 0 0 0

Overall 2 12 14 Number of

Defects 1 3 4

Pipe Rating 2100 4300 4321 Pipe Ratings

Index 2 4 3.5

Nassco C.C.T.V. Defect Code Information

Distance Video Ref Code Cont

Defect

Value Joint

Circumferential Location

Dimension % At / From To1st 2nd

0 00:00:34

AMH - Access Point Manhole

NORTH FLAPGATE

0 00:00:47

MWL - Miscellaneous Water Level 0

6.2 00:02:02

MWL - Miscellaneous Water Level 10

17.9 00:03:03 248 LU - Line Up 45

50.7 00:07:21

MSC - Miscellaneous Shape/Size Change 14

REDUCES TO 14" STEEL PIPE & THEN OPENS BACK UP TO 18"

52.8 00:00:54 54 TF - Tap Factory 1 12

PLUG FOR PRESSURE GAUGE

53 00:09:51 656 TF - Tap Factory 6 12

AIR VALVE

53 00:10:07 672 LD - Line Down 45

67.4 00:10:43

MWLS - Miscellaneous Water Level Sag 15

92.5 00:12:49 834 LL - Line Left 25

125 00:14:47

MWL - Miscellaneous Water Level 0

125 00:15:01

AMH - Access Point Manhole

SDPS #1

Additional Reports for Session NORTH FLAPGATE

Owner CITY OF SANTA CRUZ Customer SCHAAF &

WHEELER

Drainage Area PO Number Pipe Segment Reference SDPS#1_MIDDLEFLAPGATEDate 7/24/2023 08:26

Street SANTA CRUZ RIVERWALK City SANTA CRUZ Comments

Manhole Upstream MH SDPS #1 Rim to Invert (U) Grade to Invert (U) Rim to Grade (U) Downstream MH MIDDLE FLAPGATE Rim to Invert (D) Grade to Invert (D) Rim to Grade (D) Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe Height (Diameter) 24 Width Shape Circular Material Steel Pipe Lining Method Pipe Joint Length Total Length Length Surveyed 116 Year Constructed Year Renewed

Misc Flow Control Not Controlled Media Label DVD

Purpose Maintenance Related Consequence of Failure

Pre-Cleaning No Pre-Cleaning Date Cleaned

Weather Dry - No Precipitation During Survey Location Code Easement/Right of Way

Additional Info

FACING UPSTREAM

TOWARDS FLAPGATE

, CAMERA IS IN THE

CENTER ONE

(MIDDLE)

Location Details SANTA CRUZ

RIVERWALK TRAIL

Custom Custom 1 Custom 2 Custom 3 Custom 4 Custom 5 Custom 6 Custom 7 Custom 8 Custom 9 Custom 10

Project

Reverse Setup ID Sheet (Group) Number

Imperial Units (US) True Pressure Value Work Order Project MIDDLE FLAPGATE

Cracks / Fractures 0 Broken / Holes / Collapse 0

Project: MIDDLE FLAPGATE Date: 7/24/2023 8:26:00 AM Pipe Segment Reference:

SDPS#1_MIDDLEFLAPGATE

Street: SANTA CRUZ RIVERWALK Upstream MH: SDPS #1 Length Surveyed: 116 Downstream MH: MIDDLE FLAPGATE Run Number: Direction of Survey: Upstream Height (Diameter): 24 Material: Steel Pipe

Distance Fault Observation Time Picture

0.0 Access Point Manhole

Severity: None Remarks: MIDDLE FLAPGATE

00:00:33 00:00:33

0.0 Miscellaneous Water Level

Severity: None Percent: 0

00:00:43 00:00:43

18.5

Line Up Severity: None

Percent: 45 Maint Weight: 4

00:02:43 00:02:43

53.5

Tap Factory Position: 12

Severity: None Size: 1

Remarks: PLUG FOR

PRESSURE GAUGE

00:04:12 00:04:12

54.3

Tap Factory Position: 12

Severity: None Size: 8

Remarks: AIR VALVE

ACCESS

00:04:56 00:04:56

54.3

Line Down Severity: None

Percent: 45 Maint Weight: 4

00:05:16 00:05:16

68.7

Miscellaneous Water Level

Severity: None Percent: 15

00:05:48 00:05:48

94.8

Line Left Severity: None

Percent: 25 Maint Weight: 4

00:07:43 00:07:43

115.4

Surface Damage Corrosion

Position: 12 To 12 Severity: None

Joint Struct Weight: 3

00:09:35 00:09:35

116.0

Miscellaneous Water Level

Severity: None Percent: 0

00:09:50 00:09:50

116.0 Access Point Manhole

Severity: None Remarks: SDPS #1

00:10:00 00:10:00

Project: MIDDLE FLAPGATE

SDPS#1_MIDDLEFLAPGATE

Street: SANTA CRUZ RIVERWALK Upstream MH: SDPS #1 Length Surveyed: 116 Downstream MH: MIDDLE FLAPGATE Run Number: Direction of Survey: Upstream Height (Diameter): 24 Material: Steel Pipe

Severity

ID Number: MIDDLE FLAPGATE

(0.0) AMH - Access Point Manhole Remark:

MIDDLE FLAPGATE

(18.5) LU - Line Up

(53.5) TF - Tap Factory - Position: 12 Remark:

PLUG FOR PRESSURE GAUGE

(54.3) TF - Tap Factory - Position: 12 Remark: AIR

VALVE ACCESS

(54.3) LD - Line Down

(68.7) MWL - Miscellaneous Water Level

(94.8) LL - Line Left

(115.4) SCP - Surface Damage Corrosion - Position: 12 To 12

(116.0) MWL - Miscellaneous Water Level

(116.0) AMH - Access Point Manhole Remark:

SDPS #1

Total Distance: 116 ID Number: SDPS #1

5 0 0 0 4 0 12 12 3 3 0 3 2 0 0 0 1 0 0 0

Overall 3 12 15 Number of

Defects 1 3 4

Pipe Rating 3100 4300 4331 Pipe Ratings

Index 3 4 3.8

Nassco C.C.T.V. Defect Code Information

Distance Video Ref Code Cont

Defect

Value Joint

Circumferential Location

Dimension % At / From To1st 2nd

0 00:00:33

AMH - Access Point Manhole

MIDDLE FLAPGATE

0 00:00:43

MWL - Miscellaneous Water Level 0

18.5 00:02:43 163 LU - Line Up 45

53.5 00:04:12 252 TF - Tap Factory 1 12

PLUG FOR PRESSURE GAUGE

54.3 00:04:56 296 TF - Tap Factory 8 12

AIR VALVE ACCESS

54.3 00:05:16 316 LD - Line Down 45

68.7 00:05:48

MWL - Miscellaneous Water Level 15

94.8 00:07:43 463 LL - Line Left 25

115.4 00:09:35

SCP - Surface Damage Corrosion X 12 12

116 00:09:50

MWL - Miscellaneous Water Level 0

116 00:10:00

AMH - Access Point Manhole

SDPS #1

Additional Reports for Session MIDDLE FLAPGATE

Owner CITY OF SANTA CRUZ Customer SCHAAF &

WHEELER

Drainage Area PO Number Pipe Segment Reference SDPS#1_SOUTHFLAPGATEDate 7/24/2023 08:26

Street SANTA CRUZ RIVERWALK City SANTA CRUZ

Comments Manhole

Upstream MH SDPS #1 Rim to Invert (U) Grade to Invert (U) Rim to Grade (U) Downstream MH SOUTH FLAPGATE Rim to Invert (D) Grade to Invert (D) Rim to Grade (D) Pipe Use Stormwater Pipe Direction of Survey Upstream

Pipe Height (Diameter) 24 Width Shape Circular Material Steel Pipe Lining Method Pipe Joint Length Total Length Length Surveyed 103 Year Constructed Year Renewed

Misc Flow Control Not Controlled Media Label DVD

Purpose Maintenance Related Consequence of Failure

Pre-Cleaning No Pre-Cleaning Date Cleaned

Weather Dry - No Precipitation During Survey Location Code Easement/Right of Way

Additional Info

FACING UPSTREAM

TOWARDS FLAPGATE

, CAMERA IS IN THE

LEFT ONE (SOUTH)

Location Details SANTA CRUZ

RIVERWALK TRAIL

Custom Custom 1 Custom 2 Custom 3 Custom 4 Custom 5 Custom 6 Custom 7 Custom 8 Custom 9 Custom 10

Project

Reverse Setup ID Sheet (Group) Number

Imperial Units (US) True Pressure Value Work Order Project SOUTH FLAPGATE

Cracks / Fractures 0 Broken / Holes / Collapse 0

Project: SOUTH FLAPGATE

SDPS#1_SOUTHFLAPGATE

Street: SANTA CRUZ RIVERWALK Upstream MH: SDPS #1 Length Surveyed: 103 Downstream MH: SOUTH FLAPGATE Run Number: Direction of Survey: Upstream Height (Diameter): 24 Material: Steel Pipe

Distance Fault Observation Time Picture

0.0 Access Point Manhole

Severity: None Remarks: SOUTH FLAPGATE

00:00:45 00:00:45

0.0 Miscellaneous Water Level

Severity: None Percent: 5

00:00:58 00:00:58

18.0

Surface Damage Corrosion Position: 11 To 1

Severity: None Joint

Struct Weight: 3

00:02:54 00:02:54

18.6

Line Up Severity: None

Percent: 45 Maint Weight: 4

00:03:28 00:03:28

53.7

Tap Factory Position: 12

Severity: None Size: 1

Remarks: PLUG FOR

PRESSURE GAUGE

00:05:28 00:05:28

54.4

Tap Factory Position: 12

Severity: None Size: 8

Remarks: AIR VALVE

ACCESS

00:06:17 00:06:17

54.4

Line Down Severity: None

Percent: 45 Maint Weight: 4

00:06:30 00:06:30

63.4

Surface Damage Surface Spalling

Position: 7 To 2 Severity: None

Cont Defect: S01 Struct Weight: 2

00:07:31 00:07:31

68.9

Miscellaneous Water Level

Severity: None Percent: 15

00:07:48 00:07:48

81.6

Surface Damage Corrosion

Position: 7 To 8 Severity: None

Struct Weight: 3

00:09:03 00:09:03

94.5

Surface Damage Surface Spalling

Position: 7 To 2 Severity: None

Cont Defect: F01 Struct Weight: 2

00:09:53 00:09:53

94.5

Line Left Severity: None

Percent: 25 Maint Weight: 4

00:10:07 00:10:07

101.5

Surface Damage Corrosion

Position: 12 To 12 Severity: None

Joint Struct Weight: 3

00:11:07 00:11:07

103.0

Miscellaneous Water Level

Severity: None Percent: 0

00:11:37 00:11:37

103.0 Access Point Manhole

Severity: None Remarks: SDPS #1

00:11:46 00:11:46

Project: SOUTH FLAPGATE

SDPS#1_SOUTHFLAPGATE

Street: SANTA CRUZ RIVERWALK Upstream MH: SDPS #1 Length Surveyed: 103 Downstream MH: SOUTH FLAPGATE Run Number: Direction of Survey: Upstream Height (Diameter): 24 Material: Steel Pipe

Severity

ID Number: SOUTH FLAPGATE

(0.0) AMH - Access Point Manhole Remark:

SOUTH FLAPGATE

(18.0) SCP - Surface Damage Corrosion - Position: 11 To 1

(18.6) LU - Line Up

(53.7) TF - Tap Factory - Position: 12 Remark:

PLUG FOR PRESSURE GAUGE

(54.4) TF - Tap Factory - Position: 12 Remark: AIR

VALVE ACCESS

(54.4) LD - Line Down

(63.4) SSS - Surface Damage Surface Spalling - Position: 7 To 2 - Cont Def: S01

(68.9) MWL - Miscellaneous Water Level

(81.6) SCP - Surface…