2. Harness: All wiring shall be neatly bundled and laced with plastic tie wraps, anchored in place by screw attached retainer. Where space is available, wiring shall be run in slotted plastic wireways with dust covers. Wireways shall be sized such that the wire fill does not exceed 60%. Tie wraps shall be T&B TY RAP or equal.
3. Retainers: Wireways, retainers, and other devices shall be screw mounted with round head 316 stainless steel screws or mechanically mounted by push in or snap in attachments. Glue or sticky back attachment of any type or style shall not be used. Retainers shall be T&B TC series or equal.
4. Hinge Loops: Where wiring crosses hinged surfaces, provide a "U" shaped hinge loop protected by clear nylon spiral wrap. The hinge loop shall be of sufficient length to permit opening and closing the door without stressing any of the terminations or connections. Spiral wrap shall be Graybar T25N or equal.
5. Routing: Wires and cable shall be routed such as to maintain separation between 100 Volt or higher from 100 volt or lower wiring being run in the same duct or bundle. Wires and cables shall have sufficient length to allow slack and to avoid any strain or tension in the wire or cable.
a. Wires shall be routed in slotted plastic wireways with snap covers.
Wires carrying 120 VAC shall be separated as much as possible from other wires and signal cables, and shall be routed only in ducts for 120 VAC. If the power wiring has to cross the signal wiring, the crossing shall be as close to a right angle as possible. Wireways for 24 VDC wiring shall be used for all other wires and cables. Routing of 120 VAC in combined wireways shall be minimized. Wires and cables shall be placed in the wireways in a straight, neat and organized fashion and shall not be kinked, tangled or twisted together. Additional wire ducting shall be provided for use by the electrical subcontractor for routing field wires to their landing points in the each electrical and instrumentation panel. b. Provide 2” minimum separation between wireway and terminal blocks. c. Wiring not routed in wireways shall be neatly bundled, treed, and laced with plastic ties.
C. Wire Terminations
1. Single wire and cable conductors shall be terminated according to the requirements of the terminal device as follows:
a. Crimp-on terminals: shall be UL listed, self-insulating sleeve type, with ring or rectangular type tongue, suitable for the size and material of the wire to be terminated, and for use with either solid or stranded conductors.
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LOW VOLTAGE WIRE & DATA CABLE 16120 - 8
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) b. Terminal Blocks: Remove the last +/- 0.25 inches insulation from of the conductor and insert it under the pressure plate to full length of the bare portion of the conductor. Tighten the screw to close the pressure plate onto the conductor. No more than two conductors shall be installed in a single terminal. All strands of the conductor shall be captured under the pressure plate.
c. Screw-less terminals: wire shall be stripped back and inserted per the terminal manufacturer's instructions.
2. When stripping insulation from conductors, do not score or damage conductor.
3. The drain wire and stripped end of outer jacket of shielded cables shall be covered with heat shrink insulating tubing. The drain wire shall be covered along its full bare length between the cable jacket cover and the terminal lug and placed on end outer jacket to cover foil.
4. Condulets with wire nut connections shall be supplied for wire termination to devices with leads instead of terminals (i.e. solenoid valves, level probe, etc.).
D. Wire Splicing
1. No wires shall be spliced without prior approval.
2. Where splices are allowed or approved they shall conform to the following:
a. Wire splicing devices shall be sized according to manufacturer's recommendations.
b. Splices of #10 and smaller, including fixture taps, shall be made with nylon self insulated twist on wire nuts; T & B "Piggys", Ideal "Wing Nut" or equal.
c. Splices of #8 and larger shall be hex key screw, two way connectors, insulated with molded high-dielectric strength plastic; NSI Polaris IPL or IPLD Series terminal blocks or equal.
d. Non-Motor Splices #10 and smaller in underground pullboxes shall have wire-nut connections inside and insulator tube which are sealed with non-hardening silicone based sealant that protects the connection from moisture and corrosion. The wire nut shall be pushed to the bottom of the tube and a locking cap closed to prevent moisture and dirt from entering the tube. The tube is factory filled with sealant and UL listed for waterproof connections. Provide 3M DBY-6 or DBR-6 or equal.
E. Wire Installation
1. Exercise care in pulling wires and cables into conduit or wireways so as to avoid kinking, stressing the cables, or damaging the insulation. Use a UL listed pulling compound for lubrication within conduits as necessary. The raceway construction shall be complete and protected from weather before cable is pulled in. Swab conduits before installing cables and exercise care in pulling, to avoid damage to the insulation or conductors.
2. All wire and cables (with the exception of coaxial antenna cable) shall be installed within UL listed raceways or enclosures. Install all wires and cables in one continuous length unless splices are per Contract Drawings, required to connect equipment or submitted and favorably reviewed.
3. Bundle incoming wire and cables in panels. Zip-tie at intervals of 2” and neatly spread into trees and connect to their respective terminals. Allow sufficient slack in cables for alterations in terminal connections. Do not bundle, tape or tie wires within conduits.
525
LOW VOLTAGE WIRE & DATA CABLE 16120 - 9
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
3.03 WARRANTY
A. Provide warranty as specified in Electrical Specifications [Electrical General, Warranty].
END OF SECTION
526
AUTOMATIC TRANSFER SWITCH 16250 - 1
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) SECTION 16250
AUTOMATIC TRANSFER SWITCH
PART 1 GENERAL
1.01 SCOPE OF WORK
A. The Contractor shall supply the automatic transfer switch (ATS) as specified herein.
B. The ATS scope of work includes:
1. Providing and installing one automatic transfer switch of rating shown on Contract Drawings.
2. Submittal data and drawings.
3. Startup assistance.
4. Factory and field testing.
5. Operation and maintenance manuals.
6. Warranty of all components.
C. Startup and configuration of ATS with installed voltages and loads.
D. As required under Electrical Specifications [Factory and Field Testing], furnish all required labor, materials, safety equipment, transportation, test equipment, incidentals and services to perform factory and/or field testing.
1.02 REFERENCES
A. Electrical Specifications [Electrical General]
B. Electrical Specifications [Factory and Field Testing] C. Project Drawings
1.03 SUBMITTALS REQUIREMENTS
A. Provide Submittals as specified in Electrical Specifications [Electrical General, Submittal Requirements].
B. Include a record of each parameter available to be changed by the user. The list shall include factory defaults and space for entered values.
1.04 OPERATION AND MAINTENANCE INFORMATION
A. Provide operation and maintenance information as specified in Electrical Specifications [Electrical General, Operating and Maintenance Information].
B. Include a record of each ATS parameter setup during startup and testing and place a copy of setting in each O & M manual.
527
AUTOMATIC TRANSFER SWITCH 16250 - 2
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) PART 2 PRODUCTS
2.01 AUTOMATIC TRANSFER SWITCH
A. General:
1. The ATS shall be UL listed in accordance with UL 1008 and be labeled in accordance with that standard's 1½ and 3 cycle, long-time ratings. ATSs which are not tested and labeled with 1½ and 3 cycle (any breaker) ratings and have series, or specific breaker ratings only, are not acceptable.
2. The ATS shall be rated to close on and withstand 42,000 RMS symmetrical short circuit amperes at the ATS terminals or otherwise shown. Provide overcurrent protection as shown on the Contract drawings.
3. The ATS manufacturer shall be certified to ISO 9001 International Quality Standard and the manufacturer shall have third party certification verifying quality assurance in design/development, production, installation and servicing in accordance with ISO 9001.
4. ATS types utilizing components of molded case circuit breakers, contactors, or parts thereof, are not acceptable.
5. The switch assembly shall be installed in a NEMA enclosure located as shown on Contract drawings.
6. The automatic transfer switch shall be an ASCO Model 7000, Zenith ZTSD, each with options to meet specified requirements, or equal.
B. Switch Unit:
1. The transfer switch unit shall be electrically operated and mechanically held. The electrical operator shall be solenoid operated and only momentarily energized to minimize power consumption and heat generation.
2. The transfer switch shall feature a delayed transition mode. The switch shall remain in the neutral position (neither emergency nor normal) until the associated time delays have expired and allow the switch to complete the transfer.
3. The switch shall be 4 pole double throw with inherently interlocked construction.
A switched neutral shall be provided for all systems unless specifically noted otherwise on the drawings.
4. Wide contact gaps shall be provided to insure positive isolation of the normal and emergency power sources.
5. The switch shall be fully rated for amperage shown on Contract Drawings, for switching all types of loads including induction motors. The ratings shall apply to the voltage and mounting arrangement as shown in the drawings.
6. The main power contacts shall have silver alloy contact construction featuring a wiping action each time the switch is operated. Arc chutes shall be utilized to contain the inherent spark created when switching under load.
7. The main contact design shall allow repeated making and breaking of rated full load current, with a combination of motor and other loads and without damage or undue wear to the contacts.
8. All main power contacts and auxiliary contacts shall be mechanically driven from a common actuator shaft.
9. The bus shall be constructed of silver plated copper.
10. Inspection of all contacts, linkages and moving parts shall be possible from the front of the switch without disassembly of operating linkages and without disconnection of power conductors.
528
AUTOMATIC TRANSFER SWITCH 16250 - 3
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
11. All switch and relay contacts, coils, mechanical linkages, and control elements shall be serviceable or removable from the front of the mounted switch or accessory assembly without removal of the switch or assembly from the compartment and without disconnection of the power cables or control wiring.
12. The switch shall have a manual operating handle for maintenance purposes.
13. Compression screw type solder-less terminals or lugs shall be provided for connecting all external line & load power cables and control wiring. All connections shall be accessible from the front without removal of internal components.
14. A terminal strip shall be provided for terminating all control wiring. All terminals shall be numbered with machine printed lettering matching the wire number of the terminated wire.
15. All control wiring shall have permanent identification at each point of connection. Wire identification shall be by machine printed numbered wiring sleeves. Electrically common wires shall have the same wire number.
Electrically different wiring shall have unique wire numbers.
16. Control wiring shall be neatly bundled and secured in place by plastic cable ties.
Wiring shall be protected with plastic spiral wrap where it crosses over a hinge to the door.
C. ATS CONTROL PANEL
1. A control panel shall be provided to direct the operation of the transfer switch.
The modules sensing and logic shall be a controlled by a built in microprocessor.
Control panels that do not utilize microprocessor electronics to control the operation of the switch are not acceptable.
2. A four line, 20 character LCD display and keypad shall be an integral part of the controller for viewing all available data and setting desired operational parameters. Operational parameters shall also be available for viewing and limited control through the serial communications input port.
3. The controller shall be connected to the transfer switch by an interconnecting wiring harness. The harness shall include a keyed disconnect plug to enable the controller to be disconnected from the transfer switch for routine maintenance. a. Sensing and control logic shall be provided on multi-layer printed circuit boards.
b. The panel shall be enclosed with a protective cover and be outer door or deadfront mounted such that it may be operated with the door closed for safety and ease of maintenance.
4. A single controller shall provide twelve selectable nominal voltages for maximum application flexibility and minimal spare part requirements. Voltage sensing shall be true RMS type and shall be accurate to 1% of nominal voltage. Frequency sensing shall be accurate to 0.2%. a. The under-voltage of each phase of the normal source shall be monitored, with pickup adjustable from 85% to 100% of nominal and the dropout adjustable from 75% to 98% of pickup setting, both in increments of 1%. These adjustments shall be factory set at 85% dropout, and 90% pickup.
b. The voltage of each phase of the emergency source shall be monitored, with pickup adjustable from 85% to 100% of nominal. This adjustment shall be factory set at 95% pickup.
529
AUTOMATIC TRANSFER SWITCH 16250 - 4
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) c. Frequency sensing of the emergency source shall be provided, with pickup adjustable from 90% to 100% of nominal. This adjustment shall be factory set at 97% pickup.
d. The control panel shall meet or exceed the voltage surge withstand capability in accordance with IEEE Standard 472 1974 (ANSI C37.90a 1974) and the withstand voltage test in accordance with the proposed NEMA Standard ICS1 109.21.
5. The transfer switch control panel shall be capable of operating over a temperature range of -20 to +60 degrees C.
6. The control panel shall include the following field adjustable time delays:
a. Time delay to override momentary normal source outages, adjustable from 0 to 5 minutes. This adjustment shall be field set to place emergency generator on-line in 1 minute.
b. Transfer to emergency time delay for controlled timing of load transfer to emergency, adjustable from 0 to 5 minutes. This adjustment shall be field set switch position in 5 seconds after power has stabilized. c. Emergency source failure time delay to ignore momentary transients during initial generator set loading, adjustable from 0 to 6 seconds. Set at 2 seconds.
d. Retransfer to normal time delay, adjustable 0 to 60 minutes. This adjustment shall be factory set at 5 minutes. The time delay is automatically bypassed if the emergency source fails and normal source is acceptable.
e. Unloaded running time delay for emergency engine generator cooldown, adjustable from 0 to 60 minutes. This adjustment shall be factory set at 5 minutes.
f. Delayed transition time delay for setting the dead time when all power is removed from the load side of ATS, adjustable 0 to 5 minutes. Set at 1 minute.
g. Generator Exercise Timer: Timer provided for operator adjustment of day of week, time of day and run duration for exercising the generator under operating loads by activating the automatic transfer switch. .
Timer shall be mounted on the ATS outer deadfront door. h. The controller shall provide an integral engine exerciser. The timer shall be field set by the Contractor with date and time during training. The engine exerciser shall allow the user to program up to seven different exercise routines. For each routine, the user shall be able to:
1) Enable or disable the routine.
2) Enable or disable transfer of the load during routine. 3) Set the start time of day, day of week, week of month, alternate or every time start, duration of run.
4) At the end of the specified duration the switch shall transfer the load back to normal and run the generator for the specified cool down period. A 10-year life battery that supplies power to the real time clock in the event of a power loss will maintain all time and date information.
7. The controller shall commit to start engine which requires the engine to reach proper output and run at least the duration of the cooldown setting, regardless of whether the load is transferred.
8. Provide interface relays or main switch follower contacts to comply with I/O interface requirements as defined in the P&ID diagram. Interfacing relays shall 530
AUTOMATIC TRANSFER SWITCH 16250 - 5
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) be industrial grade plug-in type with dust covers. Interface connections shall be wired to backpan terminal blocks. At minimum, the switch shall have the following unused I/O contacts available:
a. Switch in Normal – SPDT rated 10 amps, 120 VAC
b. Switch in Emergency – SPDT rated 10 amps, 120 VAC
c. Engine starting contact -- DPDT gold-flashed contacts rated 10 amps, 32 VDC
d. Emergency Power available – SPDT rated 10 amps, 120 VAC e. Normal Power available – SPDT rated 10 amps, 120 VAC
9. Terminals shall be provided for a remote contact which opens to signal the ATS to transfer to emergency and for remote contacts which open to inhibit transfer to emergency and/or retransfer to normal.
10. Provide separate LED signal lights with nameplates indicating the following:
a. Utility power is available (green)
b. Generator power is available (red)
c. ATS is connected to Utility source (green)
d. ATS is connected to the Generator source (red)
e. ATS in neutral position (wht)
11. A three position momentary-type test switch shall be provided for the test / automatic / reset modes:
a. Test: simulate normal source failure
b. Automatic: normal operation
c. Reset: bypass the time delays on either transfer to emergency or retransfer to normal.
12. All adjustments shall be field adjustable without the use of tools, meters, power supplies, or special test equipment and can be made safely without personal exposure to live parts
13. Each adjustment resolution shall be settable within minimum increments of 1%.
14. Repetitive accuracy of timer, voltage and frequency settings over a temperature range of –20° C to 70° C shall be within +/ 2%.
15. The control panel programming shall be lockable via password protection.
16. The wire harness for connection of the control panel to the transfer switch shall have sufficient length to reach between the mounting locations shown on the Contract drawings.
17. Provide the following displays on the controller:
a. Event log to display 99 logged events with the time and date of the event, event type and event reason.
b. Total number of ATS transfers.
c. Number of ATS transfers caused by power source failures. d. Total number of days ATS has been in operation.
e. Total number of hours that the normal and emergency sources have been available.
PART 3 EXECUTION
3.01 WORKMANSHIP
A. All work in this Section shall conform to the codes and standards specified in Electrical Specifications [Electrical General, Workmanship].
531
AUTOMATIC TRANSFER SWITCH 16250 - 6
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
3.02 FIELD ASSISTANCE
A. Testing, checkout and start-up of the ATS equipment shall be performed under the technical direction of a factory trained authorized manufacturer representative.
1. The setup and programming of the ATS shall be provided by a factory-trained representative who is authorized by the ATS manufacturer to perform the startup.
This setup and programming shall be done prior to and during the first application of power.
2. Provide testing as specified in Electrical Specifications [Factory and Field Testing].
B. Provide 1 hour of “ATS Setup” Training on operating and maintenance procedures.
3.03 WARRANTY
A. Provide warranty as specified in Electrical Specifications [Electrical General, Warranty].
END OF SECTION
532
LOW VOLTAGE SWITCHBOARD 16430 - 1
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) SECTION 16430
LOW VOLTAGE SWITCHBOARD
PART 1 GENERAL
1.01 SCOPE OF WORK
A. This section applies to specifies switchboards rated 600 volts and below.
B. Provide Switchboard(s) (SWBD) as specified herein and shown on the Drawings.
1. The System Integrator shall perform and be responsible for procurement, submittals, shop drawings, interconnection drawings, factory testing, and all control wiring for the SWBD. System Integrator is defined in Electrical Specifications [Electrical General].
C. All wiring, wire color codes, wire labeling and terminal blocks within SWBD shall be as specified in Electrical Specifications [Low Voltage Wire & Data Cable].
D. The SWBD scope of work includes:
1. Providing SWBD structure and all internal components.
2. Installation of the SWBD on concrete pad per details.
3. Submittal data and drawings.
4. Startup and configuration of SWBD internal components.
5. Factory and field testing.
6. Operation and maintenance manuals.
7. Warranty of all components.
8. Seismic Anchorage Design Calculations and conforming installation.
9. Conduit – support systems, wire, and grounding system, for equipment interconnection, and operation.
10. System calibration, testing and documentation.
E. Electrical Specifications [Factory and Field Testing]. Furnish all required labor, materials, safety equipment, transportation, test equipment, incidentals and services to perform factory and/or field testing.
F. All electrical equipment and materials, and methods - including installation, calibration, and testing - shall conform to the applicable codes and standards listed in this and other Sections. All electrical materials and work shall conform to published standards of the National Electric Code (NEC), Institute of Electrical and Electronic Engineers (IEEE), and Underwriters Laboratories Inc (UL).
1.02 REFERENCES
A. Electrical Specifications [Electrical General]
B. Electrical Specifications [Low Voltage Wire & Data Cable] C. Electrical Specifications [Automatic Transfer Switch] 533
LOW VOLTAGE SWITCHBOARD 16430 - 2
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) D. Electrical Specifications [Panelboard and Power Transformer] E. Electrical Specifications [Factory and Field Testing]
1.03 SUBMITTALS REQUIREMENTS
A. Provide Submittals as specified in Electrical Specifications [Electrical General, Submittal Requirements].
B. Include a record of each configurable parameter available to be changed by the user for internal components. The list shall include factory defaults and space for entered values for each configurable component.
1.04 OPERATION AND MAINTENANCE INFORMATION
A. Provide operation and maintenance instructions as specified in Electrical Specifications [Electrical General].
PART 2 PRODUCTS
2.01 SWITCHBOARD
A. General:
1. The Switchboard shall be Eaton Pow-R-Line, Square D, or approved equal.
2. The Switchboard (SWBD) shall be built and tested in accordance with:
a. NEMA Standards
b. ANSI
c. Underwriters Laboratories, Inc.
3. Switchboard enclosure shall be NEMA rated as shown in the drawings.
B. Metering Panel:
1. Provide metal enclosed, front accessible, self contained utility metering panel.
Voltage, phase, AIC and continuous amperage rating shall be as shown on Contract Drawings. Panel will include meter socket, factory installed main breaker(s) and test by-pass facility.
2. Design utility entrance and termination and other features per NEC, local codes, and serving Utility requirements.
3. Enclosure shall be NEMA 3R construction for underground utility service.
Enclosure shall be manufactured from 316 stainless steel 14 ga. (min) sheet steel.
Provide pad mount, surface mount or flush mount cabinet per installation detail.
C. Switchboard:
1. Switchboard shall be front accessible with group mounted, buss connected circuit protective devices. Where provisions for future circuit protective devices are required, space for the device, corresponding vertical buss, device connectors and the necessary mounting hardware shall be supplied.
2. Distribution section shall meet all requirements per NEC, local codes, and as defined in the drawings.
534
LOW VOLTAGE SWITCHBOARD 16430 - 3
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
3. Buss shall be copper. Aluminum buss is not equal to copper buss. Furnish buss mounted cable lugs sized for cabling that is required to be directly buss connected.
4. Buss shall, 3 phase, 4 wire, 480 volt, 65,000 AIC minimum symmetrical (or as shown otherwise in the drawings).
5. Power buss:
a. Continuous amperage rating at least equal to the main circuit breaker or the power source and shall be braced to withstand stresses resulting from the maximum short-circuit current available.
b. Horizontal bus shall extend through all sections of the switchgear unless shown otherwise in the drawings with vertical connections to circuit breakers in each section.
c. Buss shall be mounted on heavy-duty insulated glass polyester supports, and main bus joints shall be bolted using a minimum of two bolts. d. Shipping splits and provisions for future bus extensions shall have tinplated bolted connections.
6. Neutral bus, when specified or required, shall have the same capacity as the main bus.
7. Ground buss shall be rated per NEC relative to the power buss amperage rating and shall extend the entire length of the switchboard.
2.02 MOLDED CASE CIRCUIT BREAKERS
A. General
1. Circuit breakers and motor circuit protectors shall be manufactured by Eaton Cutler-Hammer, Square D, G.E., Siemens, or equal.
2. Circuit breakers shall be the bolt-on type.
3. Multiple pole circuit breakers shall be designed so that an overload on one pole automatically causes all poles to open. The use of tandem or dual circuit breakers in a normal single pole space to provide the number of poles or spaces specified are not acceptable.
4. Molded case circuit breakers shall be operated by a single toggle-type handle and shall have a quick-make, quick-break switching mechanism. An automatic trip of the breaker shall be clearly indicated by the handle position. Contacts shall be non-welding silver alloy and have flash reduction arc chutes. A push-to-trip button on the front of the circuit breaker shall provide a local manual means to exercise the trip mechanism.
5. Minimum interrupting capacity:
a. 480 volt circuit breaker shall have a minimum interrupting capacity of 42,000 amperes.
b. 120 or 208 or 240 volt breaker shall have a minimum interrupting capacity of 22,000 amperes
6. Circuit Breakers protecting full voltage combination motor starters shall be motor circuit protector (MCP) breakers with adjustable magnetic trip unless otherwise noted on the drawings.
7. Circuit breakers shall be UL listed for series application.
8. Where indicated circuit breakers shall be current limiting.
9. Where indicated on Drawings, provide UL listed circuit breakers for continuous duty at 100% of their ampere rating in the intended enclosure.
10. Furnish add-on features such as auxiliary position status contacts, trip indication contacts, zone interlocking, shunt trip coils, etc, as shown in the drawings. 535
LOW VOLTAGE SWITCHBOARD 16430 - 4
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) B. Trip Unit – Molded Case Circuit Breakers
1. Circuit Breakers over 400 volt and over 90A trip units as defined herein. All other circuit breakers shall have shall have non-electronic thermal-magnetic (TM) trip units with inverse time-current characteristics.
2. The trip unit shall be Eaton type Power Expert Release (PXR) or equal. a. Each circuit breaker trip unit shall have three (3) current sensors, voltage sensors, microprocessor, and flux transfer trip solenoid at minimum. b. Trip units shall be continuously self-checking and provide a visual indication that the internal circuitry is being monitored and is fully operational.
c. Trip units shall be powered from the primary voltage connected to the circuit breaker. Current flow shall not be required for settings functions.
Circuit breaker trip units shall be operable and adjustable with zero current flowing through the circuit breaker.
d. True RMS sensing circuit protection shall be achieved by analyzing the secondary current signals received from the circuit breaker current and voltage sensors, and initiating trip signals to the circuit breaker trip actuators when predetermined trip levels and time-delay settings are reached.
e. Trip units shall be provided with a display panel. Trip units shall have an information system that provides LEDs to indicate mode of trip following an automatic trip operation. The indication of the mode of trip shall be retained after an automatic trip. A reset button shall be provided to turn off the LED indication after an automatic trip
f. Programming may be done via a keypad at the faceplate of the unit.
Programming via the communication network if or as shown in drawings.
g. The trip unit shall offer a three-event trip log that will store the trip data, and shall time and date stamp the event.
h. The trip unit shall have the following advanced protective features integral to the trip unit:
1) Adjustable undervoltage release (defeatable)
2) Adjustable overvoltage release (defeatable)
3) Reverse power and fault current
4) Reverse sequence voltage
5) Under-frequency
6) Over-frequency
7) Voltage phase unbalance and phase loss during current detection. i. Although not preferred but if needed, furnish 24VDC redundant power supply with terminal blocks and 0.5A miniature circuit breakers to distribute control power to each circuit breaker trip unit that requires it for settings. The power supply shall be connected below the main breaker and transfer switch but above any feeder circuit breakers.
Provide option for external power supply input.
3. System coordination shall be provided by the following microprocessor-based time-current curve shaping adjustments:
a. Adjustable long-time setting (set by adjusting the trip setting dial to an amount not to exceed rating plug)
b. Adjustable short-time setting and delay with selective flat or I2t curve shaping,
c. Adjustable instantaneous setting
536
LOW VOLTAGE SWITCHBOARD 16430 - 5
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) d. Adjustable ground fault setting and delay with selective flat or I2t curve shaping.
4. The microprocessor-based trip unit shall have both powered and unpowered thermal memory to provide protection against cumulative overheating should a number of overload conditions occur in quick succession.
5. Furnish internal ground fault protection with adjustable settings. Provide neutral ground fault sensor for four-wire loads. Bypass neutral sensor for 3 wire loads.
6. Include ARMS technology for all circuit breakers 400A and above or where shown on drawings.
a. Activation and deactivation of the ARMS technology and local indication shall be accessible from the face of the trip unit without opening the circuit breaker door or cover and exposing operators to energized parts.
b. Recalibration or adjustment of trip unit parameters shall not be required when enabling / disabling the ARMS technology.
7. Breakers shall have built-in test points for testing the long-time delay, instantaneous, and ground fault functions of the breaker by means of a test set.
C. Manual operators
1. Furnish door interlocked manual operators for mains and selected feeder circuit breakers as shown in the drawings.
2. Manually operated mechanisms designed to open, close and reset circuit breakers.
3. Operators shall be available in three basic configurations— flange mounted, through-the door rotating and direct handle through door to provide a variety of options for different applications and enclosure ratings.
2.03 ACCESSORIES
A. Space Heaters:
1. Outdoor rated switchgear shall be provided with 120 volts AC thermostatically controlled space heaters. Heater wiring shall be to terminal blocks for connection to external power source. One heater shall be provided in each vertical breaker section. Heaters shall have guards to prevent accidental contact with power or control wiring.
B. Key Interlocks:
1. Key interlocks shall be provided as shown on the drawings. The switchgear manufacturer shall be responsible for coordinating interlocks for switchgear main circuit breakers interlocked with generator circuit breakers. Key interlocks shall be as manufactured by Kirk Key Interlock Company, or equal.
C. Surge Protective Device (SPD)
1. SPD shall be suitable Service entrance location per ANSI/IEEE C62.41, IEEE C62.45, and UL1449 3rd edition and tested according to IEEE C62.44 as Secondary Surge Arrestor.
2. Unit shall be sealed and not allow vapors from entering the switchboard enclosure after a voltage surge event.
3. Modes of protection – Line to Line, Line to Ground, Line to Neutral (as applicable). Voltage, phase and neutral connections per one-line diagram. 537
LOW VOLTAGE SWITCHBOARD 16430 - 6
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) Current surge capacity shall be as shown in the drawings or, if not shown, 100,000 amps per mode minimum
4. The SPD shall be factory installed inside the switchboard during assembly by the original equipment manufacturer. The OEM design shall be integral to the design of the switchgear with special paneling and cutouts specifically designed for unit mounting.
5. The SPD connections shall be located as close as possible to the load side of main disconnect device and ground/neutral bar.
6. The SPD shall have integral 30-amp disconnect and fuses. Service of the SPD assembly, fuses or other serviceable components shall be from front access of the switchboard and shall not require disassembly of switchboard panels to repair or replace parts.
7. SPD shall be Cutler-Hammer Clipper, Current Technology TransGuard or equal.
PART 3 EXECUTION
3.01 WORKMANSHIP
A. All work in this Section shall conform to the codes and standards specified in Electrical Specifications [Electrical General, Workmanship] and as specified herein.
3.02 INSTALLATION
A. Vertical sections shall be mounted on steel channel sills continuous on two sides. The steel channel sills shall be heavy duty to meet the specific seismic requirements of this project location. These sills shall be mounted on the concrete pad to be installed per the Contract Drawings.
B. Conduit entering Switchboard shall be stubbed up 1" into the bottom horizontal wireway (typically) directly below the vertical section in which the conductors are to be terminated.
C. Base of Switchboard shall be adequately grouted, caulked or sealed to prevent the entry of insects and rodents.
3.03 FIELD ASSISTANCE
A. Provide field testing as specified in Electrical Specifications [Electrical General, Testing].
3.04 WARRANTY
A. Provide warranty as specified in Electrical Specifications [Electrical General, Warranty].
END OF SECTION
538
GROUNDING 16450 - 1
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) SECTION 16450
GROUNDING
PART 1 GENERAL
1.01 SCOPE OF WORK
A. Labor, materials, equipment, tools, safety gear, test equipment, incidentals, services, and transportation for a complete electro-mechanical installation as shown on the Drawings, included in these Specifications, or as can be reasonably implied from project descriptions.
B. The scope of work includes:
1. Furnish and install grounding system required by Drawings, or if not shown or defined, as required by Article 250 of the NEC. Ground conductors shall be sized for the protective device, minimum.
2. Furnish and install conduits, junction boxes, underground boxes, and associated hardware. Provide hardware, conduit, fittings, and other parts for a complete grounding installation.
3. Installations shall be designed and installed with components meeting the NEMA area designation.
C. Work includes that specified in Electrical Specifications [Electrical General].
1.02 REFERENCES
A. Electrical Specifications [Electrical General]
B. Electrical Specifications [Low Voltage Wire & Data Cable] C. Project Drawings
1.03 QUALIFICATIONS
A. Material furnished under this specification shall be installed by qualified installers meeting requirements specified in Electrical Specifications [Electrical General, Qualifications].
1.04 SUBMITTAL REQUIREMENTS
A. Provide submittals and Drawings as specified in Electrical Specifications [Electrical General, Submittal Requirements].
B. Submit manufacturer's product information for connections, clamps, rods, terminals, and grounding system components.
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GROUNDING 16450 - 2
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) PART 2 PRODUCTS
2.01 GROUNDING SYSTEM
A. General
1. Grounding conductors shall be sized as shown on the Drawings or in accordance with NEC article 250, whichever is larger.
2. Components of the grounding electrode system shall be manufactured in accordance with UL 467 - Standard for Safety Grounding and Bonding Equipment.
B. Grounding System
1. The utility service ground shall be tied to a building ground grid consisting of a "UFER" and/or ground rod type grounding system.
2. Electrical Contractor shall design layout of ground system if one is not shown on drawings per requirements herein.
3. The UFER shall consist of minimum 25 feet minimum of code sized bare copper wire conductor laid at 3 foot minimum depth encased with ground enhancement material or as detailed on the Contract Drawings. UFER ground shall be located where soil moisture content will be maximized. Terminate UFER ground at ground rod in inspection box.
4. Ground enhancement material shall be permanent and be designed to lower earth resistance in all soil conditions. Once set, material shall have resistivity of not more than 20 ohm-cm resistance. Material shall be set by mixing it with water to form a slurry and shall not dissolve or decompose once cured. Ground enhancement material shall be Erico Ground Enhancement Material (GEM), Lyncole XIT, or equal.
5. Utility services - 600A to 800A: Provide 3 ground rods 8 feet apart, connected together, and to UFER ground, and to the service panel with #1/0 bare copper ground wire. Connect ground system to switchboard ground bus in two places from ground rods.
6. The ground bonding wire(s) from the ground rod(s) shall extend through and appropriately sized conduit into the electrical panel. Connect the ground wire(s) to the ground bus with readily visible UL approved "ground clamp" attached to the ground bus.
7. Install bare copper ground bond wires from the UFER ground to the various locations shown on the Drawings.
C. Raceway Grounds
1. Metallic conduits shall be assembled to provide a continuous ground path.
Metallic conduits shall be bonded using insulated grounding bushings.
2. Provide separate code size wire ground conductor for all conduit types.
D. Equipment and Enclosure Grounds
1. Electrical and distribution equipment shall be connected to the grounding system.
Cables shall be sized as specified.
E. Components
1. Ground rod shall be copper-clad steel, ¾” x 10 ft length. Rods shall have minimum copper thickness of 10-mils. Provide threaded, sectional type with coupling and driving stud so that extension rods of same diameter and length 540
GROUNDING 16450 - 3
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) may be added where necessary to obtain necessary ground resistance improvements. Couplings and driving studs shall be by the same manufacturer as the rod. Rods shall be Joslyn; Thomas & Betts; or equal.
2. Provide ground well enclosures for all outdoor ground rods. Furnish Christy type F8, Christy N9, or Christy B1017 (traffic areas), marked “GROUND” or equal unless otherwise shown on the Drawings.
3. Ground rod clamps shall be bolt-on type as manufactured by O-Z Gedney type GRC, or equal.
4. Exothermic weld connections shall form a permanent, low resistance, molecular bond between two copper conductors and be rated for the same or higher current capacity as the conductor. Furnish Nvent Erico Cadweld or equal.
5. Every piece of equipment shall be grounded per NEC.
6. Each electrical enclosure shall have a copper ground bus. Screw type fasteners shall be provided on all ground busses for connection of grounding conductors.
Ground bus shall be a Challenger GB series, ILSCO CAN series or equal.
F. Ground Enhancement Material (GEM)
1. GEM is a low-resistance, non-corrosive, carbon-based, superior conductive material that improves grounding effectiveness, especially in areas of poor conductivity such as rocky ground, mountain tops and sandy soil.
2. GEM contains portland cement, which sets within 3 days and fully cures within 28 days, to become a highly conductive concrete that performs in all soil conditions irrespective of the presence of water.
3. Furnish Nvent Erico GEM25A or equal.
PART 3 EXECUTION
3.01 WORKMANSHIP
A. All work in this Section shall conform to the codes and standards specified in specified in Electrical Specifications [Electrical General, Workmanship].
3.02 INSTALLATION
A. Grounding System:
1. Install all products per Electrical Specifications [Electrical General, Installation].
2. Install ground rods to full depth with 3” maximum exposed above pads and 9” maximum exposed in underground boxes.
3. Each nonmetallic conduit shall contain a code sized grounding conductor.
4. The system neutral conductor and all equipment and devices required to be grounded by the National Electrical Code shall be grounded in a manner that satisfies the requirements of the National Code.
5. The system neutral (grounded conductor) shall be connected to the system's grounding conductor at only a single point in the system. This connection shall be made by a removable bonding jumper sized in accordance with the applicable provisions of the National Electrical Code if the size is not shown on the Drawings. The grounding of the system neutral shall be in the enclosure that houses the service entrance main overcurrent protection.
6. Utilize mechanical connections in accessible locations and exothermic connections in non-accessible or buried locations.
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GROUNDING 16450 - 4
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
7. The secondary on all transformers shall be grounded.
8. All raceway systems, supports, enclosures, panels, motor frames, and equipment housings shall be permanently and effectively grounded.
9. Install insulated grounding conductor with feeders and branch circuit conductors in conduits. Size grounding conductors in accordance with NEC. Install from grounding bus of serving panel to ground bus of served panel, grounding screw of receptacles, lighting fixture housing, light switch outlet boxes or metal enclosures of service equipment. Ground conduits by means of grounding bushings on terminations at panelboards and distribution panels with 12ga. conductor to grounding bus
10. All receptacles shall have their grounding contact connected to a grounding conductor.
11. Branch circuit grounding conductors for receptacles or other electrical loads shall be arranged such that the removal of a lighting fixture, receptacle, or other load does not interrupt the ground continuity to any other part of the circuit.
12. Attachment of the grounding conductor to equipment or enclosures shall be by connectors specifically provided for grounding. Mounting, support, or bracing bolts shall not be used as an attachment point for ground conductors.
13. Install grounding electrode conductor and connect to reinforcing steel in foundation footing. Electrically bond building steel to ground system. Bond metal siding not attached to grounded structure.
14. Furnish exothermic grounding connections for all underground connections to wire, rebar, or other steel components required to be grounded.
B. Ufer Ground
1. Furnish and install grounding electrode bare copper wire as shown in drawings or, at a minimum, NEC minimum size based on Utility service amperage, 25 ft minimum length.
2. Dig trench minimum 12” wide x 25 ft long x 36” deep.
3. Place mixed slurry GEM material on bottom of trench to 2” thickness.
4. Place ground conductor on top of GEM slurry.
5. Place mixed slurry GEM material over conductor to 2” thickness.
6. Allow 3 days to cure and bury completed Ufer with native soil.
3.03 FIELD QUALITY CONTROL
A. Inspections:
1. Ground system shall be inspected prior to cover.
B. Testing:
1. Complete applicable test forms if provided in testing specifications [Factory and Field Testing]. If form is not provided, furnish results on a vendor standard form.
2. Test each grounding connection to determine the ground resistance. The grounding test shall be IEEE 81.2 and NETA 7.13. The current reference rod shall be driven at least 100 feet from the ground rod or grid under test. The measurements shall be made at 10-foot intervals beginning 20 feet from the test electrode and ending 80 feet from it, in direct line between the ground rod or center of grid and the current reference electrode. Investigate ground resistance in excess of 1 ohm and revise or install new or additional ground electrodes as needed to reduce point to point resistance to less than 1 ohm. 542
GROUNDING 16450 - 5
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
END OF SECTION
543
PANELBOARD AND POWER TRANSFORMER 16470 - 1
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) SECTION 16470
PANELBOARD AND POWER TRANSFORMER
PART 1 GENERAL
1.01 SCOPE OF WORK
A. The Contractor shall supply panelboards and power transformers as specified herein and as shown in the Contract Drawings.
B. The Contractor shall perform complete startup and testing services for the panelboard and power transformer per Electrical Specifications [Factory and Field Testing].
C. Work includes that specified in Electrical Specifications [Electrical General].
D. Reference drawings for panelboard and transformer location – electrical structures or stand-alone. If within electrical structures, the Contractor shall supply the electrical section with factory installed panelboard and transformer. If stand-alone, the Contractor shall install individual components with enclosures as specified herein.
1. The quantity of breakers with size and number of poles as shown on panelboard schedules.
2. Submittal data and drawings.
3. Nameplates (denoting name/tag and as required by code)
4. Startup assistance.
5. Panelboard testing.
6. Operation and maintenance manuals.
7. Warranty of all components of the panelboard and power transformer.
1.02 SUBMITTAL REQUIREMENTS
A. Provide submittals and drawings as specified in Electrical Specifications [Electrical General, Submittal Requirements].
B. Provide ratings and characteristics including voltage, temperature rise, KVA, efficiency, materials of construction, NEMA enclosure rating, voltage taps, and impedance.
C. Provide catalog cuts for circuit breakers and devices.
D. Submit panelboard schedule for approval.
1.03 OPERATION AND MAINTENANCE INFORMATION
A. Provide operating instructions as specified in Electrical Specifications [Electrical General, Operating and Maintenance Instructions].
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SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) PART 2 – PRODUCTS
2.01 PANELBOARDS
A. General
1. The Contractor shall furnish panelboards of a type indicated on the one-line Contract drawings and specified herein.
2. Furnish and install padlock lock-off attachment for each circuit breaker.
3. Panelboards shall comply with the applicable sections of UL, NEC, and NEMA and shall be Cutler Hammer Pow-R-Line, Square D, ITT or equal.
4. A machine-typed circuit directory with clear plastic cover shall be supplied mounted on the inside of door in a frame when equipment is shipped. Circuit directory shall be as approved in the Submittal.
B. Interiors
1. Interiors shall be completely factory assembled with bolt-on devices.
2. Main and feeder breakers shall include lockout padlock hasp suitable for frame size. Provide Cutler Hammer QLPB123PL, PLK1, or similar.
3. Full size insulated neutral bars shall be included. Neutral busing shall have a suitable lug for each outgoing feeder requiring a neutral connection.
4. Main bus bars shall be plated copper sized in accordance with UL standards to limit temperature rise on any current carrying part to a maximum of 50 degrees C above an ambient 40 degrees C maximum.
5. A copper ground and neutral bus shall be included in all panelboards with terminal screws.
C. Boxes
1. Provide minimum gutter space in accordance with the National Electric Code.
Where feeder cables supplying the mains of a panel are carried through its box to supply other electrical equipment, the box shall be sized to include the additional required wiring space. At least four interior mounting studs with adjustable nuts shall be provided.
D. Trims
1. Provide a hinged door over all circuit breaker handles. Doors in panelboard trims shall not uncover any live parts. Doors shall have a catch, lock and trim.
2. Surfaces of the trim assembly shall be properly cleaned, primed and a finish coat of gray ANSI 61 or 49 or to Switchboards and MCCs.
3. Surface trims shall be same height and width as box for surface mount, and ¾” (min) beyond box on all sides for flush mount.
E. Panelboard Ratings
1. Panelboards shall have voltage, phase and short circuit (AIC) ratings as shown on the drawings.
2. Breakers shall be a minimum of 100 ampere frame. Breakers 15 through 100 amperes trip size shall take up the same pole spacing.
3. Panelboards shall be labeled with a UL short circuit rating. When series ratings are applied with integral or remote upstream devices, a label shall be provided.
Series ratings shall cover all trip ratings of installed frames. It shall state the conditions of the UL series ratings including:
a. Size and type of upstream device
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PANELBOARD AND POWER TRANSFORMER 16470 - 3
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) b. Branch devices that can be used
c. UL series short circuit rating
2.02 POWER TRANSFORMER
A. The power transformer shall be ventilated dry type. Voltage and KVA ratings shall be as shown on the Contract Drawings. The transformer shall be as manufactured by Cutler Hammer, Jefferson, ACME, Square D, G.E., or equal.
B. Transformer shall meet latest DOE 2016 minimum efficiency standards.
C. Coils shall be manufactured of electrical grade aluminum (if stand-alone) or copper (if within a MCC or Switchboard) and shall be adequately braced for short circuit ratings and defined in ANSI and NEMA standards.
D. Transformers rated 31KVA and above shall have two 2½ percent taps above and below normal full capacity (ANFC and BNFC).
E. The transformer shall carry full load continuously at rated voltage and frequency without exceeding the average temperature rise of 115°C above an ambient temperature of 40°C.
Insulation shall be rated for 220°C (UL class 220°C).
F. Impedance (Z): 4.0% +/- 0.3% or above to keep downstream fault currents to a minimum.
G. Low noise. For transformers installed within electrical equipment, vibration isolators shall be installed between the transformer and its mounting surface to reduce case vibration and associated noise.
H. For stand alone transformers, the transformer housing shall be securely fastened to the mounting surface with bolted connections sized appropriately to withstand seismic zone 4 forces.
I. The transformer shall be finished with two coats of enamel to resist rust and corrosion.
J. Transformers located inside electrical structures or enclosures shall be provided with adequate ventilation for heat removal as required.
K. Transformers located outdoors shall include a weathershield cover, or weatherproof ventilated enclosure.
L. Transformer neutral shall be grounded in accordance with Article 250-26 and 450-10 of NEC and any applicable local ordinances. Installation and protection of the transformer grounding conductors and attachments shall be per NEC 250-24.
PART 3 – EXECUTION
3.01 WORKMANSHIP
A. All work in this Section shall conform to the codes and standards specified in Electrical Specifications [Electrical General, Workmanship].
546
PANELBOARD AND POWER TRANSFORMER 16470 - 4
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) B. Perform work to remedy non-compliant installations after inspection.
3.02 INSTALLATION
A. Provide installation as recommended by the manufacturer and as specified in Electrical Specifications [Electrical General, Installation].
3.03 FIELD ASSISTANCE
A. Provide testing as specified in Electrical Specifications [Factory and Field Testing].
3.04 WARRANTY
A. Provide warranty as specified in Electrical Specifications [Electrical General, Warranty].
END OF SECTION
547
SOLID STATE SOFT STARTER 16482 - 1
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) SECTION 16482
SOLID STATE SOFT STARTER
PART 1 GENERAL
1.01 SCOPE OF WORK
A. Provide each Solid State Starter (SSS) drive as shown on elementary and one-line drawings. All SSSs shall be of the same manufacturer.
B. Provide enclosure (and wire chase as required) for top or bottom feed conduit connection as shown in the drawings. Enclosure size shall not exceed the space allocated in the drawings for such use.
C. Provide cooling/ventilation system, mounting hardware, associated components, devices, and field control stations. Some components may be specified in other Electrical Specifications such as terminal blocks, wire, buttons, etc.
D. The SSS scope of work includes:
1. Providing and installing SSS(s) of rating shown on Contract Drawings.
2. Submittal data and drawings.
3. Startup assistance.
4. Factory and field testing.
5. Operation and maintenance manuals.
6. Warranty of all components.
E. Startup and configuration of SSS with actual motor load.
F. Electrical Specifications [Factory and Field Testing]. Furnish all required labor, materials, safety equipment, transportation, test equipment, incidentals and services to perform factory and/or field testing.
1.02 REFERENCES
A. Electrical Specifications [Electrical General]
B. Electrical Specifications [Low Voltage Wire & Data Cable] C. Electrical Specifications [Factory and Field Testing]
1.03 SUBMITTALS REQUIREMENTS
A. Provide Submittals as specified in Electrical Specifications [Electrical General, Submittal Requirements].
B. Include a record of each SSS parameter available to be changed by the user. The list shall include factory defaults and space for entered values. 548
SOLID STATE SOFT STARTER 16482 - 2
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
1.04 OPERATION AND MAINTENANCE INFORMATION
A. Provide operation and maintenance instructions as specified in Electrical Specifications [Electrical General].
B. Include a record of each SSS parameter setup during startup and testing and place a copy of setting in each O & M manual.
PART 2 PRODUCTS
2.01 QUALITY
A. All equipment shall be designed for the service intended and shall be of rugged construction, of ample strength for all stresses which may occur during fabrication, transportation, erection, and continuous or intermittent operation. All equipment shall be adequately stayed and braced and anchored and shall be installed in a neat and workmanlike manner. Appearance and safety, as well as utility, shall be given consideration in the design of details. All components and devices installed shall be standard items of industrial grade, unless otherwise noted, and shall be of sturdy and durable construction suitable for long, trouble-free service. Light duty, fragile, and competitive grade devices of questionable durability shall not be used.
2.02 SOLID STATE SOFT STARTER
A. This specification is based on Allen-Bradley SMC-50 with pump control option and protective module, Motortronics VMX-synergy with external protective module, or equal.
B. General:
1. Each solid state soft starter (SSS) shall be provided as a standalone system as an integral unit. The SSS shall be of the latest technology used exclusively for starting motors of the voltage and horsepower shown in the drawings by limiting the voltage and/or current provided to the motor. The SSS shall be available from a single manufacturer in the horsepower range of 1 to 500. The SSS shall be microprocessor controlled and use high efficiency gated power Silicon Controlled Rectifiers (SCRs).
2. The SSS shall feature the following selectable motor starting/stopping modes:
a. Internal bypass contactor - The SSS shall have an internal running load rated full voltage contactor. The contactor shall automatically engage when the SSS has completed the ramp start of the motor. The bypass contactor shall automatically disengage at the beginning of the ramp stop of the motor. The voltage across the bypass contactor while engaged shall be less than 0.1 volts.
b. Soft Start – The motor shall be raised to an initial torque value that is programmable from 0-90% of locked rotor torque. The motor voltage is gradually increased during the acceleration ramp time, which is adjustable from 0-30 seconds.
c. Soft Start with Selectable Kickstart – The kickstart, or voltage boost, is in addition to the normal soft start as described above. The soft starter 549
SOLID STATE SOFT STARTER 16482 - 3
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) shall provide a 0-2 second (selectable) current pulse equal to 550% of the motors full load current.
d. Current Limit Start – This starting mode will limit the maximum starting current supplied to the motor during starting. The user shall be able to adjust the current limit from 50% to 600% of full load current. e. Full voltage Start- This mode will provide full voltage and current to the motor with a 1/4 second ramp.
f. Soft Stop – This feature will linearly ramp down the voltage over a time interval of 0-60 seconds (selectable)
g. Pump Control – This optional mode (required as specified herein) provides non-linear voltage ramp starting and stopping to smoothly accelerate and decelerate the motor. The starting time shall be programmable from 0-30 seconds and the stopping time programmable from 0-120 seconds.
C. Load The SSS shall be designed to continuously operate the following motor/pump load:
1. Motor, squirrel-cage induction.
2. Pump, per Mechanical Division Specification.
3. Horsepower, at Full speed R.P.M. of supplied motor.
4. Voltage, 460 VAC, three phase, 60 cycle.
5. Service factor, 1.15 S.F.
D. Input Power The SSS shall be rated to continuously operate under the following input power conditions:
1. Voltage, VAC indicated on one-line diagram, +10%, 10%.
2. Frequency, 60 Hz.
3. Three phase.
E. Output Power The SSS shall be rated to continuously operate while providing the following output power conditions:
1. Voltage, 0 to 460 VAC.
2. Frequency, 60 Hz.
3. SSS amp size (minimum) as indicated on one-line drawing.
4. Continuous motor horsepower.
5. Continuous current, 125% of rated motor nameplate Amps.
F. Environmental The SSS shall be rated to continuously operate under the following environmental conditions:
1. Ambient temperature, 32°F to 122°F (0°C to 50°C).
2. Altitude, no derating below 3,300 ft.
3. Relative humidity, 95% non condensing.
G. Digital programmer/controller –The SSS shall be provided with a door mounted alphanumeric human interface module (HIM) digital display with keypad to view and adjust the following diagnostic and status registers:
1. Volts AC per phase.
2. Current per phase.
3. Watts.
4. KWH.
5. Power Factor.
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SOLID STATE SOFT STARTER 16482 - 4
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) H. Adjustments The following setting ranges shall be provided and made independently accessible for operator adjustment:
1. Overvoltage level/delay.
2. Undervoltage level/delay.
3. Current unbalance level/delay.
4. Underload level/delay
5. Phase reversal
6. Jam level/delay.
7. Starts per hour.
8. Backspin delay.
9. Ramp times (start and stop).
10. Motor code letter
11. Overload class
12. Motor FLA
13. Motor Service Factor.
I. Input and Output Terminations The SSS assembly shall have terminals for input and output cabling as indicated.
J. Communications – The SSS shall include an Ethernet TCP/IP communications module for interface to the PLC. All settable parameters and instantaneous operational registers shall be accessible from the communications port. The VFD supplier shall assist the Operator Station Programmer in configuration and commissioning of communications.
1. Protocol:
a. Modbus TCP.
2. Metering registers to include:
a. 3 phase voltage and current.
b. Power in KW, KWH and Power factor.
c. Run Status.
d. Elapsed motor run time.
e. Alarms.
f. Thermal Capacity.
K. Features The SSS assembly shall have the following features:
1. Bypass Contactor Control - The SSS shall be capable of controlling a bypass motor contactor to allow motor current to flow around the soft starter, through the contactor, and to the motor. Once the motor is up to speed, the contactor shall be closed and held until a fault or stop command. In this mode, no current will flow through the soft starter power terminals but shall remain in the “on” state. An external current sensing module shall monitor the motor current to maintain the diagnostic, fault and control functions. Upon shutdown, the bypass contactor shall open and allow the soft starter to ramp down the motor. Provide sensing module as required per one-line or elementary diagram.
2. Phase rebalance – If enabled, the soft starter shall monitor the incoming threephase line voltage and automatically adjust the output voltage to balance the three phase currents drawn by the motor.
3. Connection of the three incoming line leads and three-motor leads shall be the only connections necessary for manual operation of the SSS unit. All other wiring shall be prewired at the factory and self contained within the SSS unit. A 120 VAC control power transformer and other auxiliary power supplies shall be provided with the SSS assembly for power to pilot lights, meters, relays, and 551
SOLID STATE SOFT STARTER 16482 - 5
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) miscellaneous devices specified to be supplied with the SSS. Lugs shall be provided for connection of all power leads; terminal blocks shall be provided for all other wiring.
4. The SSS shall be protected by a circuit breaker disconnect. The disconnect shall be externally operated and shall have an operator mechanism that is an integral part of the enclosure. An operator mechanism shall be provided to allow padlocking the disconnect in the "off" position with up to two padlocks.
5. AC input fuses shall be provided on the line and/or load side of the SSS (if required by the manufacturer) to isolate the SSS power circuitry upon a fault condition.
6. A internal voltage surge protective voltage power line input protection system shall be provided for the SSS through use of metal oxide varistors (MOVs), surge protective module, or other approved equal methods. Transient protection integral to the SSS shall be provided to a minimum of 1,600 volts, 220 joules.
The transient protection shall meet or exceed ANSI C7, 90 1971 and IEEE 472 1974 Standards without failure. Failure is defined as loss of components in the SSS including power SCRs and fuses. The SSS shall be protected from the following, as a minimum, power line transients and recover to automatically restart and resume normal operation without posting a fault:
a. Switching the primary of a power transformer.
b. Switching power factor correction capacitors “ON” and “OFF” line. c. De energization or energization of contactors, relays, and other power equipment from the power line.
d. Starting and stopping of other motors when powered from Utility.
7. Opening of the SSS’s input switches, or breakers while the SSS is operating under load shall not result in damage to the SSS power or control circuit components.
8. The SSS shall be capable of starting and operating without a motor load connected.
9. Phase loss, reversal, undervoltage, overvoltage, and unbalance motor protection shall be provided built in to the SSS.
10. Any configuration of adjustments or controls not set by a switch or potentiometer shall be stored in nonvolatile memory. No configuration information shall be lost due to power failures of any duration.
11. The SSS shall be capable of starting into a rotating motor without tripping out on a fault.
12. Digital Programmer/Controller (HIM) shall be provided and remote door mounted. Remote serial interface shall be suitable for communication via AllenBradley standard protocol. Cable for remote digital programmer/controller shall be supplied. The remote controller shall be mounted and housed to maintain the NEMA 12 door rating.
13. Laptop programming connectivity shall be provided to access the drives internal parameters. Provide a USB or RS232 serial converter device and cable for connection to the laptop. Provide programming software as necessary to allow upload/download of data parameters and view current drive status.
L. Enclosure The enclosure shall be free standing, motor control center relay section. All components shall be accessible from the front of the enclosure. Rear or side access shall not be required in order to remove or service any component. The enclosure shall include the following in its construction:
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SOLID STATE SOFT STARTER 16482 - 6
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
1. The SSS shall incorporate fans as needed for cooling of unit assuming full sun on enclosure. The air flow through the SSS enclosure shall provide proper cooling of the operating SSS at an ambient temperature of 104° F. Provide additional internal fans blowing on the SSS heatsink as necessary to maintain SSS equipment ratings. The thermostat shall be monitor and regulate air temperature in the SSS enclosure. Thermostat shall have bi-metallic adjustable set point range of 30 to 140° F. Thermostat shall have a switching capacity of 10A at 120 VAC. Provide Hoffman A-TEMNO temperature switch or approved equal to operate fans.
2. The complete SSS unit, including the enclosure assembly, shall be UL listed for a minimum of 42,000 RMS symmetrical ampere fault withstand capability or as otherwise shown on the drawings. SSS assemblies consisting of the SSS, enclosure and all accessories that are not UL listed will not be approved.
PART 3 EXECUTION
3.01 WORKMANSHIP
A. All work in this Section shall conform to the codes and standards specified in Electrical Specifications [Electrical General, Workmanship].
B. Requirements of Related Electrical Sections apply to design, documentation construction and assembly of Solid State Soft Starters.
C. Perform work to remedy non-compliant installations after inspection.
3.02 FIELD ASSISTANCE
A. Testing, checkout and start-up of the solid state starter equipment shall be performed under the technical direction of a factory trained authorized representative.
1. The setup and programming of the SSS shall be provided by a factory-trained representative who is authorized by the SSS manufacturer to perform the startup.
This setup and programming shall be done prior to and during the first application of power to the motor. The SSS electronic motor overload protection shall be set to meet the motor nameplate and NEC Code requirements.
2. Provide testing as specified in Electrical Specifications [Factory and Field Testing].
B. Provide 1 hour of “SSS Setup” Training on operating and maintenance procedures.
3.03 WARRANTY
A. Provide warranty as specified in Electrical Specifications [Electrical General, Warranty].
END OF SECTION
553
FACTORY AND FIELD TESTING 16600 - 1
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) SECTION 16600
FACTORY AND FIELD TESTING
PART 1 GENERAL
1.01 SCOPE OF WORK
A. This Section defines factory and field testing requirements of electrical and instrumentation equipment and as specified in this section and in Electrical Specifications. All equipment provided under Electrical Specifications and electrical equipment provided under other sections shall be tested as specified herein.
B. The Electrical Contractor shall coordinate at no additional cost to the Owner, the services of an approved qualified third party independent testing company for the purpose of performing specific tests as outlined in EXECUTION, Field Test of this section.
C. The System Integrator, Testing Company and/or Electrical Contractor shall provide all labor, tools, material, power, and technical supervision to perform the specified tests and inspections.
D. The Electrical Contractor shall be present during field testing and assist the System Integrator and/or Testing Company in testing all equipment. The Electrical Contractor shall be ready to correct any wiring problems found during testing.
E. The Application Programmer (defined in Electrical Specifications [Electrical General].) and/or Construction Manager will be actively engaged in Operational Testing and Commissioning. These efforts shall be combined efforts of the ApplicationProgrammer/Construction-Manager/Engineer and Contractor. The Contractor shall facilitate test as outlined herein such that hardware, software and application programming are tested completely and all applicable test documentation is completed.
1. Expect that field operational testing (SCADA and PLC automated controls checkout) is going to require 2 weeks after pre-operational tests are done.
Contractor and System Integrator shall assist in this start-up. Coordinate with Owner Representative to schedule this start-up period.
F. It is the intent of these tests to ensure that all equipment is operational within industry and manufacturer's tolerances and is assembled in accordance with design plans and Specifications.
G. The Owner and/or Construction Manager may witness testing in effort to insure quality and verify results. The Contractor is required to provide notification 2 weeks prior to any test that are intended to be documented and submitted for approval or are final tests. The Owner and Construction Manager must specifically decline witness of each test to be performed, and the test must be successful, and it must be documented on the day of test, in order for it to not have to be repeated in the presence of an authorized witness. Only the Owner or Construction Manager may assign an authorized witness.
H. All tests shall be documented in writing by the person performing the test on the test forms submitted (and similar to those shown at the end of this section) and signed by the 554
FACTORY AND FIELD TESTING 16600 - 2
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) Engineer as satisfactorily completed. The Testing Company, Electrical Contractor or System Integrator performing tests shall keep a detailed log of all tests that failed or did not meet Specifications, including date of occurrence and correction.
I. The Contractor shall perform all applicable testing of Owner supplied or existing equipment as a unit and as part of a system. Testing shall include documentation and witness sign-off.
1. Existing Diesel Generator and fuel system
2. Existing communications systems.
J. The communications equipment shall be completely configured by the Contractor for permanent operation. Radio diagnostics, addresses, and configuration shall be recorded and provided with testing submittals. Provide data in tabular format on Excel spreadsheet. Contractor is required to test every path, link, repeater until optimum results are obtained. Test form example is not provided for this purpose and must be generated by the Contractor.
1.02 REFERENCES
A. Electrical Specifications [Electrical General]
B. Project Drawings
C. Additional testing may be specified in other Electrical Specifications.
1.03 FACTORY AND FIELD GENERAL REQUIREMENTS
A. Testing General
1. Prior to any field testing Operation & Maintenance Manuals shall have been submitted and approved.
2. The test forms shall be completed by the contractor during testing and calibration of all equipment. All tests shall be witnessed by the Owner’s Representative.
Completed test forms shall be given to the Owner’s Representative the day of the test. Complete two sets of test forms if Contractor wants to keep a copy.
3. The Contractor shall give the Engineer 10 working days notice of the dates and time for inspections and testing.
4. Include test results in the Maintenance and Operational Manual.
5. As a minimum, all the tests indicated/specified on the test forms shall be performed and test forms filled out by the Contractor.
6. Prepare and submit formal test procedures and forms at least two weeks prior to the start of testing. Testing shall not commence until the test procedures have been reviewed and approved. Submit a combined test procedure submittal with separate sections for factory and field tests.
7. If the results of any of tests are unacceptable, the Contractor shall make corrections and perform the tests again until they are acceptable; these tests shall be done at no additional cost.
B. Failure to Meet Test
1. Any system, material or workmanship which is found defective on the basis of these tests shall be reported immediately following the test. The Contractor shall replace the defective material or equipment and have tests repeated. 555
FACTORY AND FIELD TESTING 16600 - 3
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) C. Safety
1. Testing shall conform to the respective manufacturer's recommendations. All manufacturers’ safety precautions shall be followed.
2. Safety, as shown herein and in other divisions, shall be a combination of all methods and practices described. Safety practices may not be determined based on the least restrictive requirement, but instead, on the most restrictive requirement. Obtain clarification if there is any question prior to performing tests.
3. The procedures stated herein are guidelines for the intended tests, the Contractor shall be responsible to modify these tests to fit the particular application and ensure personnel safety. Absolutely no tests shall be performed in such a fashion that personnel safety is jeopardized.
4. The Contractor shall have two or more personnel present at all tests.
5. Two non-licensed portable radios shall be provided by the Contractor for use during testing.
6. Contractor shall comply with California Electrical Safety Orders (ESO) and Occupational Safety and Health Act (OSHA): All test and procedures shall comply with ESO and OSHA as to safety, protective clothing, clearances, padlocks and barriers around electrical equipment energized during testing.
7. The first set of tests to be performed (pre-energization) shall determine the suitability for energization and shall be completed with all power turned off.
1.04 QUALIFICATIONS
A. Testing Company
1. Testing company shall have been actively engaged in the type of electrical testing specified in this Division for the past three years (minimum). The Testing Company representative shall have two years experience in field testing of equipment working for the Testing Company or equivalent. The following Electrical Testing Companies are pre-approved.
a. EETS (916) 339-9691
b. Industrial Test (888)-809-8550
c. Emerson Electrical Reliability Services
d. Apparatus Testing and Engineering (916) 853-6280
e. Apparatus Testing and Engineering (925) 454-1363
f. Power Systems Testing (925) 583-2361
2. Testing Companies not listed are required to submit company and individual representative resumes for review and approval.
B. System Integrator Representative
1. The system integrator representative shall have 1 year experience in field testing of equipment working for the System Integrator or equivalent. If the representative does not demonstrate necessary experience or competence during testing or start-up, the System Integrator shall provide a representative meeting the required competence and experience.
C. Electrical Contractor Representative
1. The Electrician shall have 5 years minimum experience working with industrial control systems and have a Journeyman level experience rating. 556
FACTORY AND FIELD TESTING 16600 - 4
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
1.05 SUBMITTAL REQUIREMENTS
A. The Contractor shall ensure that the Testing Company, System Integrator, and all equipment suppliers provide the submittal documentation required in this section.
Submittals shall be complete, neat, orderly, and indexed. The Contractor shall check all submittals required under this Division for the correct number of copies, adequate identification, correctness, and compliance with the Contract Specifications and Drawings, and initial all copies certifying compliance.
B. The System Integrator shall assemble and submit for approval complete testing procedures and forms at least two weeks prior to the start of testing. Contractor is responsible for compiling testing procedures and forms from multiple sub-contractors as required.
C. Test submittal shall include: (as applicable)
1. Proposed procedure for operational testing whether it is performed in the factory or field. Procedure shall include method, simulated I/O requirements, bypass piping, telemetry, and necessary materials and equipment to conduct test.
2. Test forms (for all tests, factory and field, and regardless of who performs tests).
Test forms shall be electronically completed prior to submittal with entry spaces filled to the extent possible. The only remaining data that shall require completion during the test is the test data itself. Test forms shall be provided as illustrated at the end of this section or equal.
3. Approved shop one-line, elementary diagrams and PLC I/O drawings.
4. Control strategies photocopied at 75% reduction with room at the side of page for comments on each paragraph or control strategy.
PART 2 PRODUCTS
2.01 TEST EQUIPMENT
A. Test equipment required to perform testing and document results shall be provided by Contractor, Testing Company or System Integrator.
B. Test instruments shall be calibrated to references traceable to the National Institute of Standards and Technology. Instrument calibration shall be current to one year from date of start-up. Test equipment accuracy shall be at least twice the accuracy of instrument being calibrated. Test instrument certificates of calibration shall be on-hand and provided prior to testing.
All test equipment to be used as part of the testing shall be listed in the submitted testing sheets.
Contractor supplying the component or system to be tested shall provide all necessary test equipment.
C. The overall accuracy of each input and output loop shall be checked to ensure that it is within manufacturer's Specification tolerances. In no case shall the error exceed 0.25% or 0.04 mA.
557
FACTORY AND FIELD TESTING 16600 - 5
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) PART 3 EXECUTION
3.01 FACTORY TESTING
A. General Requirements
1. The System Integrator shall conduct a thorough and complete factory test witnessed by Engineer per the criteria specified herein. Factory test shall be held within 150 miles of project location.
2. Temporary wiring and equipment shall be provided and connected during these tests to simulate the complete assembled system.
3. The testing shall not be started until the manufacturer has completed fabrication, wiring, setup, programming; quality control testing; and can demonstrate the system is complete and operational.
4. The equipment required for factory testing shall consist of, but is not limited to, control panels, MCCs, and/or miscellaneous electrical panels as provided under this contract.
5. Two digital multimeters/signal generators (minimum +/- 0.1% accuracy) with clip on leads shall be supplied and utilized during testing for measurement of digital and analog outputs.
6. All factory tests shall be conducted at the System Iwntegrator’s facility. All factory tests shall be completed prior to shipment to the jobsite. The equipment shall be fully assembled, and connected (and programmed) similar to as it will be installed.
7. The length of the factory testing shall be a minimum of one (1) working day(s) (8 hours per day).
8. If the equipment is not ready for factory testing, the test will be cancelled and rescheduled for a later date. The Contractor shall be responsible for paying liquidated damages for expenses incurred by the Owner Representative to come to a cancelled test. One thousand dollars ($1000.00) in liquidated damages shall be deducted from his contract each occurrence.
9. Faulty and/or incorrect hardware or software operation of major portions of the system may, at the discretion of the Engineer, be cause for suspension, cancellation, or restarting of the factory test, at no additional cost to the Owner or extension in Contract time.
10. The factory test will be considered complete only when the integrated system has successfully passed all tests. No electrical equipment shall be shipped to jobsite without completed test documentation.
11. During the testing period, under the supervision of the System Integrator, the Owner’s Representative shall have unlimited and unrestricted access to the usage and testing of system hardware, configuration, software, meters and tools.
12. The System Integrator shall pay all expenses incurred by his personnel including labor, material, transportation, lodging, daily subsistence, and other associated incidental costs during the factory testing.
13. Acceptance and witnessing of the factory tests does not relieve or exclude the Contractor from conforming to the requirements of the Contract Documents.
14. Upon conclusion of factory testing, and at the request of the Application Programmer, the System integrator shall remove the PLC, OI, and communication equipment for Application Programmer’s use and programming.
The System Integrator shall provide equipment to Application Programmer immediately or ship unit within 2 working days. The System Integrator shall not be responsible for equipment while in Application Programmer’s care. 558
FACTORY AND FIELD TESTING 16600 - 6
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
15. All modifications to documentation as a result of the factory tests shall be corrected and completed before the submittal and delivery of "Operation and Maintenance" Manuals.
16. Copies of the completed and witnessed factory testing forms shall be included in the Operation and Maintenance Manual.
B. Factory Tests
1. Structured Factory Tests: The associated factory tests are to be performed by the System Integrator and witnessed by the Owner’s Representative. The associated test forms shall be completed during each stage of the test. a. Visual and Mechanical Inspection Tests
b. Wiring Tests
1) Contractor shall confirm correct panel wiring per System Integrator panel shop drawings. Panel shop drawings shall be compared with Contract P&IDs and other Drawings to verify all hardwire logic are accounted for. Panel drawings used in factory tests shall be redlined and inserted into Factory Testing Results submittal.
c. MCC and Control Panel Pre-Operational Tests
d. Logic Controller I/O Point to Point Tests
e. Simulated Alarm Tests
1) Simulate the digital and/or analog signals at the terminals to verify that each PLC I/O point is functional and properly programmed. Verify that all parameters (i.e., setpoints, enable/disable toggle bits, timers, etc.) for the alarms operate according to the Specifications. Multiple alarm states (i.e., LO, LO LO, HI, HI HI, etc.) shall be checked.
f. Simulated Operational Control Tests
1) Simulate the digital and/or analog signals at the field terminals to verify that each control system is functional and properly configured and programmed.
2) Each line of control logic in the Control Strategies section shall be checked. When the complete control strategy has been checked, it shall be signed and dated by testing person and person witnessing test.
3) Verify that all parameters (i.e., setpoints, runtimers, totalization, etc.) operate according to the Specifications.
2. Unstructured Factory Tests: The various unstructured tests shall include, but are not limited to, the following.
a. Simulate the equipment failure and power fail/restart of PLC. Check the effects of each failure on maintaining operations with the remaining equipment.
b. The factory tests, as a minimum, shall simulate all normal and abnormal operating conditions including steady state, change of state, variable changes, fluctuations, transients, upsets, start up, shutdown, power failure, and equipment failure conditions.
c. Communications test to devices located within control panel and/or in MCCs.
d. Simulation of PLC communication error. Demonstrate error detection, alarming, and recovery.
559
FACTORY AND FIELD TESTING 16600 - 7
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) e. Measure and test all power supplies for correct voltage. Operate rechargeable devices under battery power to test run duration, alarms and automatic recovery.
3.02 FIELD TESTING
A. General Requirements
1. Field testing is broken down into 4 components
a. Pre-Energization testing
b. Pre-Operational Testing
c. Operational Testing
d. Trial Period/Commissioning
2. Project wide, all Pre-Energization testing must be completed prior to PreOperational testing, all Pre-Operational testing must be completed prior to Operational Testing, and all Operational Testing must be completed prior to Commissioning.
a. Any deviation of this order, whether on a component level or larger scale, must be approved.
b. Out of order testing, if allowed, will be evaluated on a case-by-case basis when brought to the attention of the Owner’s Representative. The Owner’s Representative may require that the entire system, or portions thereof, be retested once the missing component(s) are installed and functional.
3. All equipment supplied by the Contractor or others shall be tested by Contractor per these specifications.
4. Two digital multimeters/signal generators (minimum +/ 0.1% accuracy) , AC current meters, torque wrench, and other specialized test equipment shall be provided by the Contractor for use during testing.
5. If the equipment is determined not to be ready for testing, the test will be cancelled and rescheduled for a later date.
6. Faulty and/or incorrect hardware or software operation of major portions of the system may be cause for suspension, cancellation, or restarting of the area of testing, at no additional cost or extension in Contract time.
7. During the Operational testing period, under the supervision of the System Integrator, the Owner’s Representative shall have unlimited and unrestricted access to the usage and testing of all hardware and software in the system.
8. The System Integrator shall pay all expenses incurred by his personnel including labor, material, transportation, lodging, daily subsistence, and other associated incidental costs during field testing.
9. Acceptance and witnessing of the tests does not relieve or exclude the Contractor from conforming to the requirements of the Contract Documents.
10. All modifications to documentation as a result of the tests shall be corrected and completed before the delivery of "as-built” documentation.
11. Copies of the completed and witnessed field testing forms shall be included in the Operation and Maintenance Manual.
12. The various contractors on this project (General Contractor, Electrical Contractor, Testing Company, and System Integrator) shall assume the lead role in testing activities as listed below. The Contractor shall obtain assistance of suppliers and/or manufacturers representatives for any major equipment testing. a. Electrical Contractor:
1) Pre Energization Tests
560
FACTORY AND FIELD TESTING 16600 - 8
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) a) Visual Mechanical Tests
b) Wire Insulation and Continuity Tests.
c) Panelboard Tests
d) Breaker Tests
2) Operational Tests.
a) Generator Tests
3) Trial Period
4) Commissioning.
b. System Integrator:
1) Pre-Operational Tests
a) Visual Mechanical Tests
b) Control panel pre-operational test
c) MCC pre-operational test
d) Motor Tests.
e) PLC I/O point to point tests.
f) Instrumentation switch tests
g) Instrumentation transmitter tests.
2) Operational Tests.
3) Trial Period
4) Commissioning
c. Testing Company
1) Grounding System Tests
2) Breaker Device Tests
d. General Contractor
1) Test Scheduling
2) Operational Tests.
3) Trial Period
4) Commissioning.
e. Application Programmer (software systems)
1) Operational Tests.
2) Trial Period
3) Commissioning.
B. Electrical Field Tests – The following test shall be performed within each test category.
Complete test forms for each electrical panel, instrument, and/or device. Provide separate form for each component to be tested.
1. Pre-Energization Inspections and Tests:
a. Visual and Mechanical Inspection Tests
b. Wire Insulation and Continuity Tests
c. Grounding System Tests
d. Panelboard Tests
e. Breaker Tests
2. Pre-Operational Tests:
a. MCC Pre-operational Tests:
b. Control Panel Pre-operational Tests:
c. Motor Testing:
d. Instrumentation Switch Calibration Tests
e. Instrument Transmitter Calibration Tests
f. PLC I/O point tests.
g. Communication Tests
561
FACTORY AND FIELD TESTING 16600 - 9
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) 1) The Contractor shall verify that all communications via radio, telephone, wireline, fiber optic, or other are functional and ready for operational testing. Revise all configurable parameters without additional cost to the Owner as required for an optimally functional system.
2) Verify that all components of the communication system operate together under all operating and power restart conditions. If faults occur, investigate source of problem and correct. Revise all configurable parameters without additional cost to the Owner. 3) Change setpoints from SCADA and confirm that corresponding field setpoint changes correctly. Check every I/O point on every screen, trend, and database.
h. Pump Performance Tests
3. Operational Tests:
a. After all the previous tests in this subsection are complete, the test forms are completed and signed-off, the Contractor shall conduct operational testing.
b. Representatives from the General Contractor, Electrical Contractor, System Integrator, and Owner’s Representative shall be present during testing. Operational testing shall be performed by Contractor in the presence of the Owner’s Representative.
c. During operational testing the Contractor shall follow the instructions of the Owner. The Owner may place restrictions on operation that must be followed by the Contractor during testing. Any accidents or fines caused by actions of the Contractor where warnings or restrictions were placed, shall be remedied or paid by the Contractor.
d. Alarm Tests
1) Generate the digital and/or analog signals at the primary device to verify that each PLC I/O point is functional and properly programmed. Verify that all parameters (i.e., setpoints, enable/disable toggle bits, timers, etc.) for the alarms operate according to the Specifications. Multiple alarm states (i.e., LO, LO LO, HI, HI HI, etc.) shall be checked.
e. Operational Control Tests
1) Generate the digital and/or analog signals at the primary device by raising or lowering the actual measured process. Inject signal into the terminals or utilize a “force” function within the device only as necessary. Verify that each control system is functional and properly configured and programmed.
2) Each line of control logic in the Control Strategies section shall be checked. When the complete control strategy has been checked, it shall be signed and dated by testing person and person witnessing test.
3) Verify that all parameters (i.e., setpoints, runtimers, totalization, etc.) operate according to the Specifications.
4) Verify that all data, setpoints, alarms are being received at SCADA correctly and that all I/O points on screen are true and accurate representations of field information.
f. Other Tests
562
FACTORY AND FIELD TESTING 16600 - 10
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) 1) Force a power failure and power fail/restart of PLC and all other systems. Check the effects of each failure on each piece of equipment and automatic recovery.
2) Force a PLC communication error. Demonstrate error detection, alarming, and recovery.
3) Perform additional operational testing that has not already been witnessed.
4) Perform any additional operational testing as necessary to confirm robust and error free operation under all operational conditions.
4. Trial Period
a. Station/Equipment shall be activated to automatically run for 5 days, 24 hours per day Monday through Friday.
b. During the trial period the Owner’s Representative will test all modes of operation and will look for errors and malfunctions. A punchlist will be generated to be completed by Contractor and re-tested prior to Commissioning.
c. If equipment failure occurs during the trial period, the Contractor shall repair or replace the defective equipment and shall begin another trial period, Monday through Friday.
d. This test shall be repeated until all new equipment functions acceptably and without failure for consecutive days.
C. Commissioning:
1. Commissioning shall not commence until Operational testing and System Training are complete with documentation submitted and with prior approval.
2. Commissioning period
a. The new equipment shall be activated by the Contractor to operate in full automatic for 10 consecutive days, 24 hours per day. Commissioning shall only start on Mondays or Tuesdays.
b. During Commissioning, the Owner will monitor and run the station in normal automatic mode. If equipment failure occurs during Commissioning, the Contractor shall repair or replace the defective equipment and shall begin another commissioning period after repairs are complete.
c. Parallel, existing and/or back-up systems shall remain in place and functional during commissioning period. Demolition of parallel, existing or back-up systems shall not begin until commissioning is completed. d. This test shall be repeated until the new equipment functions acceptably for a consecutive commissioning period.
e. Warranty will begin at the start of a successful commissioning period.
However, if major hardware failure occurs during commissioning, the warranty and commissioning will restart once the problem has been identified and repaired.
3.03 WARRANTY:
A. Provide warranty per Electrical Specifications [Electrical General, Warranty].
1. The completion of the above tests does not relieve the Contractor from any warranties specified in the Electrical Specifications or other sections.
2. Warranty shall begin on the start date of a successful Commissioning period. 563
FACTORY AND FIELD TESTING 16600 - 11
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
3.04 FINAL ACCEPTANCE:
A. Final Acceptance per Electrical Specifications [Electrical General].
TEST FORMS
Index of Forms:
PC Power Conductor Test Form
CC Control Conductor Test Form
IC Instrumentation Conductor Test Form
VM Electrical Equipment Visual and Mechanical Inspection Form PB Panelboard Test Form
MCO Motor Control Operational Test Form
CPO Control Panel Operational Test Form
BD Breaker Device Test Form
GCL Generator Field Check List
GPT Generator Performance Test Form
GSLD Generator Sound Level Data Form
MOTOR Motor Test Form
HM Harmonic Measurement Test Form
IOP Programmable Logic Controller I/O Point-to-Point Test Form ISC Instrumentation Switch Calibration Test Form
ITC Instrumentation Transmitter Calibration Test Form
PPT Pump Performance Test Form
END OF SECTION
564
CONDUIT
#
NOTES:
WITNESSED BY:
SIGNATURE COMPANY
SIGNATURE COMPANY
CERTIFIED BY:
INSULATION TESTS
POWER CONDUCTOR TEST FORM
B C
PROJECT NAME:
TESTING COMPANY:
EQUIPMENT #:
TEST LOCATION:
DATE OF TEST:
PHASE TO GROUND PHASE TO PHASE
A AB BC CA
3) Megger insulation resistances of all 600 volt insulated conductors using a 500 volt megger for 10 seconds minimum (30 seconds minimum for motor leads). Make tests with circuits installed in conduit and isolated from source and load. Each conductor shall be meggered conductor-to-conductor and conductor-to-ground. These tests shall be made on cable after installation with all splices made up and terminations installed but not connected to the equipment. 2) Disconnect both ends of wiring prior to megger tests. 1) Use single form for up to 25 power conduits. Use additional forms as necessary.
DATE
DATE
5) Values of different phases of conductors in the same conduit run showing substantially different Meg-ohm values, even if showing above 22 Meg-ohms shall be replaced.
4) Each megger reading shall not be less than 22 Meg-ohms resistive. Corrective action shall be taken if values are recorded less than 10 Meg-ohms. Conductors with low ohm values, that do not match similar lengths of conductors the same size, shall be replaced at no additional cost to the Owner.
Frisch Engineering, Inc. PC Frischengineering.com
565
COND. COND. TO
# OF # GROUND
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x x
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x x x
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x x x x
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x x x x x
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x x x x x x
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x x x x x x x
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x x x x x x x x
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x x x x x x x x x
1 TO # 2 TO # 3 TO # 4 TO # 5 TO # 6 TO # 7 TO # 8 TO # 9 TO # 10 TO # x x x x x x x x x x
NOTES:
5) Values of different phases of conductors in the same conduit run showing substantially different Meg-ohm values, even if showing above 22 Meg-ohms shall be replaced.
1) Use single form for each conduit.
2) Disconnect both ends of wiring prior to megger tests. 3) Megger insulation resistances of all 600 volt insulated conductors using a 500 volt megger for 10 seconds. Make tests with circuits installed in conduit and isolated from source and load. Each conductor shall be meggered conductor-to-conductor and conductor-toground. These tests shall be made on cable after installation with all splices made up and terminations installed but not connected to the equipment.
4) Each megger reading shall not be less than 22 Meg-ohms resistive. Corrective action shall be taken if values are recorded less than 10 Meg-ohms. Conductors with low ohm values, that do not match similar lengths of conductors the same size, shall be replaced at no additional cost to the Owner.
SIGNATURE COMPANY DATE
WITNESSED BY:
CERTIFIED BY:
SIGNATURE COMPANY
CONDUCTOR TO CONDUCTOR
DATE
CONTROL CONDUCTOR TEST FORM
8 9
10 INSULATION TESTS
4 5
PROJECT NAME:
TESTING COMPANY:
DATE OF TEST:
TEST LOCATION:
1 2
3 7
6 Frisch Engineering, Inc. CC Frischengineering.com
566
NOTES:
4) Continuity Tests: Each instrumentation conductor twisted shielded pair shall have the conductor and shield continuity measured with an ohmmeter. Conductors with high ohm values, that do not match similar lengths of conductors the same size, shall be replaced at no additional cost to the Owner.
2) Megger insulation resistances of all 600 volt insulated conductors using a 500 volt megger for ten seconds. Make tests with circuits installed in conduit and isolated from source and load. Each conductor shall be meggered conductor-to-conductor and conductor-to-ground. These tests shall be made on cable after installation with all splices made up and terminators installed but not connected to the equipment.
replaced at no additional cost to the Owner.
3) Each megger reading shall not be less than 10 Meg-ohms resistive. Corrective action shall be taken if values are recorded less than 10 Meg-ohms. Conductors with low ohm values, that do not match similar lengths of conductors the same size, shall be 1) Disconnect both ends of wiring prior to megger tests.
WITNESSED BY:
SIGNATURE COMPANY DATE
INSTRUMENTATION CONDUCTOR TEST FORM
CERTIFIED BY:
SIGNATURE COMPANY DATE
CONTINUITY TESTS INSULATION TESTS
PROJECT NAME:
TESTING COMPANY:
CONDUIT NUMBER:
CONDUCTOR TO SHIELD TO
GROUND
DATE OF TEST:
TEST LOCATION:
EQUIPMENT #:
CONDUCTOR PAIR
# OF #
CONDUCTOR TO
SHIELD
CONDUCTOR TO
CONDUCTOR CONDUCTOR
Frisch Engineering, Inc. IC Frischengineering.com
567
circle one WET DRY MOIST DAYS SINCE LAST RAIN # OVER 7
TEST ROD LOCATION RELATIVE TO SYSTEM GROUND UNDER TEST (DISTANCE AND DIRECTION) RESIST.
OHMS
DIST. RESIST. 1.00
20 0.90
30 0.80
40 0.70
50 0.60
60 0.50
70 0.40
80 0.30
90 0.20
0.10 0.00
0 10 20 30 40 50 60 70 80 90 100
NOTES:
VOLTAGE PROBE
SIGNATURE COMPANY DATE
GROUNDING SYSTEM TEST FORM
PROJECT NAME: DATE OF TEST:
GRAPH OF MEASURED RESISTANCE VS. DISTANCE FROM TEST PROBE
FALL OF POTENTIAL TEST
MEASURED
TECHNICIAN: TEST LOCATION:
WITNESSED BY:
CERTIFIED BY:
COMMENTS:
DISTANCE (FT)
COMPANY
8) Perform point-to-point resistance tests to verify low resistance between the main grounding system and all electrical equipment connected to the grounding system. Document results graphically from rod to rod and rod to equipment. Purpose is to check Cad-Weld connections and continuity point to point.
SIGNATURE
4) Investigate point-to-point resistance values which exceed 1.0 ohm. Correct (by adding additional grounding systems as necessary) and retest. Consult design engineer if for direction on additional grounding materials and methods. 7) Test measurements shall be made at 10 feet intervals in a straight line beginning at 90 feet and ending 10 feet from the system being tested.
Plot resistance readings on graphical chart above.
DATE
TESTING COMPANY: TEST LOCATION:
EQUIPMENT NAME:
SOIL CONDITION:
1) Use ground resistance test meter and perform separate ground test for each building or independently derived grounding system. 6) Perform fall-of-potential test in accordance with IEEE Standard 81 and NETA 7.13 on the main grounding electrode or system. Install reference electrode(s) a minimum of 100 feet from system under test. Connect power supply. Install/test/record/remove the potential test electrode every 10 feet during test.
3) Perform the test not less than two days after the most recent rainfall and in the afternoon after any ground condensation (dew) has evaporated.
2) Verify ground system is in compliance with drawings and specifications. 5) Connect all ground electrodes and/or UFER ground together and perform fall of potential test.
Frisch Engineering, Inc. GS Frischengineering.com
568
MODEL #: U.L. #:
PHASE:
SERVICE:
SERIES #:
CHECK
NOTES:
CHECK IF DRAWINGS MATCH EQUIPMENT
CHECK BUS BRACING AND CLEARANCE
1) Complete checklist above. Note any items that were found out of compliance.
VERIFY EQUIPMENT GROUNDS
CHECK HEATERS AND THERMOSTATS
CHECK VENTILATION AND FILTERS
VERIFY ALL BREAKERS AND FUSES ARE RATED PROPERLY
VERIFY ALL NAMEPLATES
INSPECT FOR BROKEN OR DAMAGED EQUIPMENT
INSPECT ALIGNMENT OF PANEL AND DOOR
VERIFY ANCHORAGE IS PER SPECS AND/OR CALCS
VERIFY REMOVAL OF ALL DEBRIS AND DUST
VERIFY CONDUIT GROUNDS AND BUSHINGS
CHECK NEUTRAL BUS AND CONNECTIONS
ENTER A-ACCEPTABLE R-NEEDS REPAIR OR REPLACEMENT NA-NOT APPLICABLE NOTES
VERTICAL BUS:
GROUND BUS:
BUS TYPE:
NEUTRAL BUS:
BUS BRACING:
ENCLOSURE:
PROJECT NAME:
TESTING COMPANY:
EQUIPMENT NAME:
NAMEPLATE DATA (complete as applicable)
DATE OF TEST:
TEST LOCATION:
EQUIPMENT #:
VOLTAGE:
BUS AMPERAGE:
MANUFACTURER:
ELECTRICAL EQUIPMENT
VISUAL AND MECHANICAL INSPECTION FORM
HORIZONTAL BUS:
CERTIFIED BY:
SIGNATURE COMPANY
CHECK ACCURACY OF OPERATION & MAINTENANCE
DATE
2) Torque all electrical connections to values defined by equipment manufacturer or per NEC 110-14.
WITNESSED BY:
SIGNATURE COMPANY DATE
CHECK FOR PROPER CLEARANCES AND WORKING SPACE
PHYSICAL INSPECTION CHECKLIST
ITEM
INSPECT ALL PAINT SURFACES
CHECK FOR PROPER WIRE COLOR CODES
VERIFY WIRE LABELS ARE INSTALLED
VERIFY ALL WIRE TERMINATIONS
CHECK FOR PROPER WIRE SIZES
CHECK NON-ELECTRICAL FASTENERS FOR TIGHTNESS
TORQUE TEST ALL WIRING AND BUS CONNECTIONS
CHECK MAIN GROUNDING CONNECTION AND SIZE
VERIFY GROUND BUS BONDING
Frisch Engineering, Inc. VM Frischengineering.com
569
UL #:
MAIN BREAKER RATING: MODEL #:
PHASE:
VERTICAL BUS RATING:
NEUTRAL BUS RATING:
GROUND BUS RATING:
ENTRY LOCATION: SERIES:
CHECK
NOTES:
VERIFY ALL WIRE TERMINATIONS
VERIFY PANEL SCHEDULE WITH TERMINATIONS
VERIFY PROPER WIRE SIZE
CHECK NEUTRAL BUS AND CONNECTIONS
INSPECT FOR BROKEN OR DAMAGED EQUIPMENT
INSPECT ALIGNMENT OF PANEL AND DOOR
VERIFY ANCHORAGE
VERIFY CIRCUIT BREAKER LEGEND PER CONTRACT
INSPECT ALL PAINT SURFACES
VERIFY WIRE LABELS ARE INSTALLED
CHECK MAIN GROUNDING CONNECTION AND SIZE
VERIFY GROUND BUS BONDING
VERIFY EQUIPMENT GROUNDS
VERIFY CONDUIT GROUNDS AND BUSHINGS
DATE
WITNESSED BY:
SIGNATURE COMPANY DATE
SIGNATURE COMPANY
CERTIFIED BY:
PANEL BOARD TEST FORM
PROJECT NAME:
TESTING COMPANY:
PANEL NAME:
PANELBOARD NAMEPLATE DATA
DATE OF TEST:
TEST LOCATION:
PANEL TAG #:
BUS AMPERAGE:
BUS TYPE:
ENCLOSURE:
VOLTAGE:
MANUFACTURE:
PHYSICAL INSPECTION CHECKLIST
ITEM NOTES
TIGHTEN ALL BOLTS AND SCREWS
VERIFY ALL BREAKERS AND FUSES ARE RATED PROPERLY
TIGHTEN ALL WIRING AND BUS CONNECTIONS
CHECK BUS BRACING AND CLEARANCE
1) Complete checklist above by entering a checkmark for acceptable, R for needs repair or attention
VERIFY REMOVAL OF ALL DEBRIS AND DUST
Frisch Engineering, Inc. PB Frischengineering.com
570
MCC NAME:
MCC TYPE:
PUSHBUTTON
EQUIPMENT EQUIPMENT CONTROL TIME RELAY METERING & OVERLOAD INTERLOCKS ALARM CONTROL LOCKOUT & METERING NAME TAG # CUBICLE # SWITCH SETTINGS INDICATIONS RESET & CONTROL & STATUS SWITCH STOP INDICATIONS WITNESSED BY:
SIGNATURE COMPANY DATE
CERTIFIED BY:
SIGNATURE COMPANY DATE
REMOTE DEVICE
LOCAL DEVICE CHECKS AND TESTS CHECKS AND TESTS
1) Verify equipment powers up and operates correctly in hand.2) Perform trip functions and verify equipment returns to normal operation with only necessary operator intervention. 3) Enter data for each piece of equipment being served from MCC or Control Panel.4) Enter NA - for non applicable entries.
MOTOR CONTROL PRE-OPERATIONAL TEST FORM
NOTES:
MCC LOCATION:
PROJECT NAME:TESTING COMPANY:
DATE OF TEST:TEST LOCATION:MCC MANUFACTURE
Frisch Engineering, Inc. MCO Frischengineering.com
571
CATEGORY EQUIPMENT CONTROL OPERATOR PANEL PANEL PANEL PLC POWER I/O TAG # SWITCHES INTERFACE METERS LIGHTS NAMEPLATES SUPPLY CARDS HeightVoltageFunction
CATEGORY EQUIPMENT POWER POWER POWER UPS PANEL
TAG # SUPPLY 1 (V) SUPPLY 2 (V) SUPPLY 3 (V) LIGHTS
FunctionVoltageNOTES:Attention Requied:CERTIFIED BY:WITNESSED BY:
CONTROL PANEL PRE-OPERATIONAL TEST FORM
TESTING COMPANY:
DATE OF TEST:TEST LOCATION:
PROJECT NAME:
SIGNATURE COMPANY
COMPANY DATE
DATE
SIGNATURE
2) Verify equipment powers up and operates correctly.CONTROL PANEL MANUFACTURER:3) Perform trip functions and verify equipment returns to normal operation with only necessary operator intervention.4) Complete checklist above by entering a checkmark (CM) for acceptable, or R for needs repair or attention, or NA for not applicable1) Set configurable parameters and verify voltage input prior to applying power.
DEVICE CHECKS AND TEST
CONTROL PANEL NAME: CONTROL PANEL TAG #:
CONTROL PANEL TYPE:
Frisch Engineering, Inc. CPO Frischengineering.com
572
PART #: CURVE:
RATING:
values.
CERTIFIED BY:
WITNESSED BY:
shall fall within NETA Table values. Instantaneous pickup current levels should be within 20% of manufacturer's published 3) Magnetic breakers (MCP), regardless of amperage rating, shall be tested. Instantaneous pickup current shall be determined by run up or pulse method. Clearing time should be within 4 cycles or less. At end of test the breaker trip setting shall be set by Contractor based on the motor locked rotor current.
4) Contact resistance shall be measured and be compared to adjacent poles and similar breaker. Deviations of more than 50% tests shall be performed bypassing 300% rated current through each pole separately. Trip time shall be noted.
Instantaneous pickup current shall be determined by run up or pulse method. Clearing times should be within 4 cycles or less.
At end of test, the thermal breakers shall be set by Contractor. Test Ground-Fault Protection per NEC 230.95.
FRAME #:
shall be reported to Engineer. Insulation resistance shall be measured and shall not be less than 50 megaohms. All trip times 2) Thermal magnetic breakers, 100 amps and above, shall be test pet NETA specification 7.6.1.1. Time current characteristic FINAL BREAKER SETTING:
MFGR TRIP TIME @300% MIN:
MFGR TRIP TIME @300% MAX:
with manufacturer's recommendations.
1) All breakers shall be checked for proper mounting, conductor size, and feeder designation. Operate circuit breaker to ensure
LONG TIME
SHORT TIME
BREAKER INFORMATION
PHASE A PHASE B PHASE C A-GND B-GND C-GND
BREAKER RATING/ RANGE:
BREAKER TESTS
MANUFACTURE: VOLTAGE:
INTERRUPT:
CONTACT RESISTANCE TESTS - OHMS INSULATION RESISTANCE TESTS - MEGOHMS MFGR INST. PICKUP AMPS:
PANEL NAME:
PANEL TYPE:
EQUIPMENT KVA:
PANEL TAG #:
EQUIPMENT H.P.:
EQUIPMENT TAG#:
CURRENT TESTS INSTANTANEOUS CURRENT TRIP TESTS
EQUIPMENT INFORMATION
BREAKER DEVICE TEST FORM
CHARACTER:
LOCATION:
DATE OF TEST:
TEST LOCATION:
EQUIPMENT NAME:
PROJECT NAME:
TESTING COMPANY:
TRIP TIME IN SECONDS @ 300% AMPS AMPS
PHASE A PHASE B PHASE C PHASE A PHASE B PHASE C
smooth operation. Inspect case for cracks or other defects. Check tightness of connection with torque wrench in accordance NOTES:
GROUND FLT.
ADDITIONAL TESTS AND SETTING AS APPLICABLE
PICK UP DELAY-TIME
FUNCTION RANGE SETTING RANGE SETTING
DATE
DATE
SIGNATURE
SIGNATURE COMPANY
COMPANY
Frisch Engineering, Inc. BD Frischengineering.com
573
PROJECT NAME:
TESTING COMPANY:
No. Check box
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 NOTES:
CERTIFIED BY:
DATE
WITNESSED BY:
DATE
Description
Equipment installed in suitable location?
Adequate clearance on all sides to allow ease of maintenance?
GENERATOR FIELD CHECK LIST
DATE OF TEST:
TEST LOCATION:
Anchorage installed per seismic calculations?
Proper construction and leveling of mounting base?
Battery-powered emergency lighting installed in equipment room? Adequate incoming and outgoing air (louver motors adjusted, tested and of proper voltage)? Adequate heating for equipment room?
Radiator duct properly sized and connected?
Cooling system properly filled?
Proper level of specified oil in crankcase?
Adequate fuel supply for test?
Flexible sections installed in cooling water lines?
Manually-operable fuel and cooling water valves open and ready for operation? Flexible fuel lines installed between engine and fuel piping? Fuel tanks and piping installed in accordance with applicable codes and standards? Adequate fuel transfer tank pump lift and pump motor properly wired? Proper size exhaust line and flexible connector(s)? Flexible connector(s) should not be bent.
Exhaust line condensate trap with drain installed?
Exhaust line installed with proper downward outgoing incline? Proper-specified muffler installed with hangers and mounts tight? Battery(ies) of proper size and voltage?
Battery(ies) filled with electrolyte and properly connected to charger? Battery charger AC circuit properly connected and charger operational? Battery(ies) properly mounted with adequate ventilation? Starting cables of proper length and gauge?
Starting cables properly connected to battery(ies)?
Generator load conductors of proper ampacity, and properly connected to the correct location? Load conductors, engine start leads, battery and heater power source leads installed and in correct conduits? All other wiring, including customer added options, connected properly? Nameplate voltage and frequency of both generator set and transfer switch matching normal/utility source ratings? Has generator phase rotation been checked versus utility? Transfer switch AC conductors properly connected?
Transfer switch switching mechanism free from binding? NOTE: Disconnect all AC sources, and operate manually to check.
Generator room clean of all loose material not related to Generator? Exhaust stack protected from entry by rain, snow, and animals? Approved heat-isolating thimble(s) installed at points where exhaust line passes through combustible wall(s) or partition(s)? Exhaust system termination located to prevent entry of exhaust gases into structures? Exhaust line free of excessive bends and restrictions? Back pressure under specified limit? Have all manufacturers’ start-up instructions been completed?
SIGNATURE COMPANY
Before start-up, the Contractor and Generator Supplier must make the following installation checks in addition to those recommended by Generator Manufacturer. Some checks may require a running generator and should be checked immediately during first generator run This form is intended to be used as a general guide. Use the manufacturer’s Operations and Maintenance manual for reference in performing each of the following checks
SIGNATURE COMPANY
Frisch Engineering, Inc. GCL Frischengineering.com
574
MANUFACTURER: S/N: KW: KVA:
GENERATOR MODEL S/N: VOLTS: PH:
ENGINE MODEL: S/N:
ALTERNATOR MODEL: S/N:
L1 TO L2: L1 TO N: BLOCK HEATER VOLTAGE
L2 TO L3: L2 TO N: BLOCK HEATER WATTAGE
L3 TO L1: L3 TO N: BATTERY VOLTAGE
PRE-ALARMS
INDICATOR
LIGHT SHUTDOWNS
INDICATOR
LIGHT
SHUTDOWN
FUNCTION
GENERATOR RUN LIGHT OVERSPEED
ALARM HORN & SILENCE OVERCRANK
SWITCH NOT IN AUTO EMERGENCY STOP
PRE LOW OIL PRESSURE LOW OIL PRESSURE
PRE HIGH ENGINE TEMPERATURE HIGH ENGINE TEMPERATURE
PRE LOW COOLANT LEVEL LOW COOLANT LEVEL
PRE LOW FUEL LEVEL LOW FUEL LEVEL
LOW COOLANT TEMP WARNING
LOW/HIGH BATTERY VOLTAGE
AUXILLIARY FAULT AUXILLIARY
FULL LOAD VOLTAGE DIP % FREQUENCY DIP %
RECOVERY TIME SEC RECOVERY TIME SEC
WITH SPECIFIED VOLTAGE DIP % FREQUENCY DIP %
MOTOR LOAD RECOVERY TIME SEC RECOVERY TIME SEC
TIME STAMP LOAD VOLTS AMPS HZ KW AMB ºF WATER ºF OIL PSI WARM UP 0
0.1 25
0.1 50
0.2 75
0.2 100
3.4 100
NOTES:
CERTIFIED BY:
DATE
WITNESSED BY:
DATE
NAMEPLATE DATA
SIGNATURE
SIGNATURE
COMPANY
COMPANY
LOAD TEST @ 1.0 POWER FACTOR
PRELOAD TESTS VOLTAGE MEASUREMENTS
ENGR HRS
PERFORMANCE TESTS / LOAD ACCEPTANCE
GENERATOR PERFORMANCE TEST REPORT
DATE OF TEST:
TEST LOCATION:
PROJECT NAME:
TESTING COMPANY:
PRELOAD TESTS AND SHUTDOWNS
Frisch Engineering, Inc. GPT Frischengineering.com
575
A B C
H 25 FT 25 FT D
G F E
A B C D E F G H
NOTES:
DATE
DATE
1) Note permanent obstructions (within 25 FT) as they exist on site on this drawing. 2) Measure sound pressure level (dB) using acoustic sound meter on "A" setting. 3) Measure SPL background noise, generator at idle, and at full load.
EXPECTED MAX LOAD
NO LOAD
NOT RUNNING
FULL LOAD
SITE CONDITIONS
MEASURED NOISE - LOCATION
25 FT
25 FT
GENERATOR
CERTIFIED BY:
SIGNATURE COMPANY
WITNESSED BY:
SIGNATURE COMPANY
GENERATOR SOUND LEVEL DATA FORM
PROJECT NAME:
TESTING COMPANY:
DATE OF TEST:
TEST LOCATION:
Frisch Engineering, Inc. GSLD Frischengineering.com
576
MFG: PHASE: TYPE: P.F: S.F: NEMA:
VOLTS: HP: DUTY: RPM: CODE: DESIGN:
FREQ: FLA: MODEL: FRAME #:
A: / B: / C: /
(AMPS) (AMPS)
(YES/NO)
(HERTZ) AB BC CA
AB: V A: A
BC: V B: A KW
CA: V C: A HP
IMBALANCE: % IMBALANCE: %
4) Verify that pump/shaft seals are lubricated and that automated lubrication systems are functional. 3) Perform DC overpotential tests on motors rated 1000 HP and 4000 volts or greater in accordance with ANSI/IEEE Standard 95.
NOTES:
8) Measure running current and evaluate relative to load conditions and nameplate full-load amperes. 10) Vibration tests shall be conducted in cases of discernable abnormal vibration or when ordered by the Engineer (due to perceived excessive vibration). Vibration shall not exceed 0.1 in./sec as measured opposite driven end of motor. Make necessary corrections to reduce vibration below limit at all operational speeds and loads.
1) Perform coil resistance measurements on motor leads with a low-resistance ohmmeter. Note measurements.
COIL RESISTANCE:
HORSEPOWER:
POWER FACTOR:
SERIAL #:
PROJECT NAME:
TESTING COMPANY:
MOTOR NAME:
MINIMUM SPEED (IF VFD):
MOTOR TAG:
DATE OF TEST:
TEST LOCATION:
MOTOR NAMEPLATE DATA
ROTATION (CW/CCW):
POWER DRAW:
INSULATION RESISTANCE TEST PHASE-TO-GROUND/PHASE-TO-PHASE
CONTROL SETTINGS AND TESTS
MOTOR HEATER MEASURED AMPS:
MOTOR THERMAL TRIP TEST:
5) Verify that motor protection/monitoring circuits are installed and connected per contract drawings and manufacturer requirements. 2) Perform insulation-resistance test utilizing 500 volt megger and/or accordance with manufacturer's published testing procedures. Motors 200 HP and more test duration 10 minutes, 200 HP and less test duration 1 minute. 6) Verify that the motor space heater is functional.
MOTOR TEST FORM
VOLTAGE (VOLTS) AMPERAGE (AMPS) POWER
MOTOR OVERLOAD SETTING:
OVERLOAD RESET TEST:
PHYSICAL MOTOR TESTS - ACTUAL MEASURED VALUES
SIGNATURE COMPANY
7) Perform a rotation test to insure correct shaft direction by "bumping" motor. Reverse as necessary in appropriate place. Phase taping must remain in order on terminals left-to-right once completed.
DATE
9) Record the voltage and current on all phases while operating under full-load. If voltage or current imbalance is above 2 percent, or if current is above nameplate FLA or expected level, investigate cause and report on findings. Calculate imbalance by dividing (high minus low measurement) by the average measurement of all 3 phases.
COMMENTS:
CERTIFIED BY:
WITNESSED BY:
SIGNATURE COMPANY DATE
Frisch Engineering, Inc. MOTOR Frischengineering.com
577
RACK # SLOT # I/O TYPE
Digital Operator SCADA Pass/Fail
I/O # TYPE TAG # @4mA @8mA @12mA @16mA @20mA On/Off Interface Screen CM or R 1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
Attention Requied:
SIGNATURE COMPANY DATE
SIGNATURE COMPANY DATE
WITNESSED BY:
CERTIFIED BY:
4) Confirm polarity of signals and calibration ranges are equivalent for all components in loop. 5) Include significant digits past decimal in scale columns 6) Complete checklist above by entering a checkmark (CM) for acceptable, or R for needs repair or attention 7) Note items that need attention below
NOTES:
4) Field verify all instruments and indicators within loop of signal. 1) Connect signal generator to each I/O point for factory testing. 2) Utilize actual instrument to generate signals for field pre-operational tests where possible. 3) Verify function and accuracy of loop by switching the digital signal or modulating the analog signal from the connected device or instrument PANEL NAME: PANEL TAG #:
TESTING CO:
PLC NAME:
I/O POINT Scale
PROGRAMMABLE LOGIC CONTROLLER I/O POINT-TO-POINT TEST FORM PROJECT NAME: DATE OF TEST:
TEST LOCATION:
Description
Frisch Engineering, Inc. IOP Frischengineering.com
578
INSTRUMENT UNITS: NAME:
TYPE: MODEL:
SERIAL #:
NAME: UNITS:
TYPE:
MODEL:
SERIAL #:
NOTES:
1) Field test instrumentation and associated control systems in accordance with the specifications and the manufacturer's instructions.
Instrumenatation shall function as intended under actual process conditions or shall be repaired or replaced at Contractors expnse. 2) Complete a separate calibration form for each instrument provided. 3) Simulate process variable in field by applying known pressure, temperature, opening/closing measured device, raising/lowering actual level, etc. as required to confirm calibration. This step must be witnessed by inspector.
WITNESSED BY:
CERTIFIED BY:
SIGNATURE COMPANY DATE
DELAY
SIGNATURE COMPANY DATE
PROCESS
INSTRUMENTATION SWITCH CALIBRATION TESTS FORM
DEADBAND TIME DELAY
INCREASING SETPOINT ACTUAL TIME
TRIP POINT
DECREASING
TRIP POINT
PROJECT NAME:
TESTING COMPANY:
INSTRUMENT NAME:
DATE OF TEST:
TEST LOCATION:
INSTRUMENT TAG#:
SETPOINT
MANUFACTURER INSTRUMENT
Frisch Engineering, Inc. ISC Frischengineering.com
579
NAME: RANGE:
TYPE: SCALE:
MODEL: UNITS:
SERIAL #:
(If Applicable)
ENG PROCESS LOGIC
OUTPUT VALUE INDICATOR VALUE
NOTES:
5) Provide parameter value for each parameter changed from factory default.
DISPLAY OUTPUT SIGNAL
MANUFACTURER INSTRUMENT
DESIGNED VALUE
INPUT
REMOTE SENSOR TYPE:
CALCULATED
REMOTE SENSOR OUTPUT:
INSTRUMENT INSTRUMENT
INSTRUMENTATION TRANSMITTER CALIBRATION TEST FORM
PROJECT NAME:
TESTING COMPANY:
INSTRUMENT NAME:
DATE OF TEST:
INSTRUMENT TAG#:
TEST LOCATION:
1) With this form, attach and submit factory calibration forms for flowmeters and transmitters that are available from factory. (If Applicable)
TRANSMITTER OUTPUT:
FACTORY SPECIFIED ACCURACY:
ACTUAL VALUE
SIGNATURE COMPANY DATE
WITNESSED BY:
CERTIFIED BY:
4) Simulate process variable in field by applying known pressure, temperature, pH, etc. as required to confirm calibration. This step must be witnessed by inspector.
2) Field test and calibrate instrumentation and associated control systems in accordance with the specifications and the manufacturer's instructions. Instrumentation shall meet specified accuracy or shall be repaired or replace at Contractor's expense. 3) Complete a separate calibration form for each instrument provided.
SIGNATURE COMPANY DATE
SIGNAL TOLERANCES
Frisch Engineering, Inc. ITC Frischengineering.com
580
FRAME VOLTS AMPS RPM HP
SUCT: SUCT: TYPE:
DATE: DATE:
EL DIFF.
PRESS GAGE FRICT. TDH IN
TEST FLOW PSG/ FEET OF PSIG/ IN FEET OF DIFF FT CENT. HEAD FT FT H20 H20 WATT POINT GPM IN HG H20 HG H20 H20 (1-2) FT (3) H20 (4) 2-1 +3+5 HP (7) MTR KW 1 2
3 4
5 6
7 8
9 % EFF
TEST PWR ELEC (7/8)
POINT VOLTS AMPS FACTOR HP (8) *100 MTR ERG MIDFT
1 2
3 4
5 6
7 8
9 IMPELLER DIAMETER:
IMPELLER PATTERN:
NOTES: 1) Complete 1 form for each pump
PUMP SIZE:
PUMP BRGS
PUMP SERIAL NUMBER:
POWER MEASUREMENTS TEMPERATURE READINGS
SUCT HEAD (1) DISC HEAD (2) PWR MEASURE
PUMP DATA: PUMP MODEL:
CL OF SUCT PIPE:
CL SUCT GAGE:
DISC GAGE RANGE AND ACCURACY:
SUCT GAGE RANGE AND ACCURACY:
TDH %EFF NPSH SPGR
TYPE
MOTOR NAMEPLATE DATA
LIST VALVES, PIPE CHANGES ETC BETWEEN PUMP AND GAGES:
CL DISC GAGE:
DIMM TO DATIUM:
MAKE SERIAL NO.
ACCURACY:
PIPE SIZE PIPE LENGTH GAGE TO PUMP FLOW METER
GUARANTEED PUMP CONDITIONS
PPM GPM
PUMP PERFORMANCE TEST FORM
TEST NUMBER:
PUMP EQUIPMENT #:
AMBIENT TEMP:
DATE OF TEST:
WATER TEMP:
CERTIFIED BY:
SIGNATURE COMPANY DATE
WITNESSED BY:
SIGNATURE COMPANY DATE
Frisch Engineering, Inc. PPT Frischengineering.com
581
PLC AND OI HARDWARE 16910 - 1
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) SECTION 16910
PLC & OI HARDWARE
PART 1 GENERAL
1.01 SCOPE OF WORK
A. Providing and installing Programmable Logic Controller (PLC) and Operator Interface Hardware and all supporting hardware, wiring and devices as specified in Electrical Specifications.
1.02 REFERENCES
A. Electrical Specifications [Electrical General]
B. Electrical Specifications [Low Voltage Wire and Data Cable] C. Electrical Specifications [PLC and OI Application Programming]
1.03 SUBMITTAL REQUIREMENTS
A. Provide submittals per Electrical Specifications [Electrical General, Submittal Requirements].
B. Submit documentation showing the number and type of I/O modules required to meet the I/O requirements specified herein. Include complete manufacturer's part and model numbers.
1. PLC I/O points are determined by the P&ID Drawings. The Contractor shall count and total the PLC I/O points per PLC controller and per type of I/O required based on the P&ID diagrams. Provide 25% spare I/O points per I/O type per PLC.
C. Submit calculations showing that the power supply meets the specified requirements and the requirements of the devices powered. Confirm PLC power supply is sufficient for all possible operable conditions.
D. Submit shop drawings showing physical backpan layout of equipment in Control Panel.
E. Submit communications block diagram including PLC, OI, motor controls, power supplies, switches, routers, radios, and any other connected components.
F. Submit hardware Operations and Maintenance Manual per Electrical Specifications [Electrical General].
582
PLC AND OI HARDWARE 16910 - 2
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) PART 2 PRODUCTS
2.01 GENERAL
A. Provide PLC modules from a single family of products, using the same software and interchangeable I/O cards, that can be configured for a range of applications from small, uncomplicated sites to large, complex sites with a variety of equipment.
B. Provide a PLC that will meet the following requirements:
1. Size and provide a CPU and power supply to accommodate the CPU, I/O cards, communication devices, etc. as specified herein.
C. Provide a PLC that can be expanded in the field by the addition of the following types of plug-in modules or cards and interface cables without rendering the originally furnished PLC components obsolete.
1. Digital Inputs
2. Digital Output
3. Analog Input
4. Analog Output with PID control
D. Size the PLC enclosure such that local I/O modules and supporting hardware required to meet the ultimate point count, as specified herein, will fit into the space of a single enclosure.
2.02 MECHANICAL
A. Provide modular PLC consisting CPU, power supply, communications, and I/O modules.
B. Provide I/O modules with removable terminal strips so that I/O modules can be removed without disconnecting field wiring.
2.03 PLC COMPONENTS
A. The following components (Xylem Nexicon, no equal) shall be provided to complete the PLC(s). Only major components are listed. Multiples of some components are required.
B. Nexicon Programmable Logic Controller (PLC)
1. Processor – XAM 912
(Includes internal DI/DO/AI/AO, and Ethernet, SD slot, USB, RS485)
2. Power Supply XBS 251
3. Digital I/O Module (DC) XDC 411
4. Analog I/O Module XAC 411
5. Pump Interface Module FPM 411
6. Probe Module XLM 411
7. Redundancy Module XRM 211
8. Backplane Assembly XBP 251
C. Nexicon Operator Interface (OI)
1. Touchscreen graphical interface for adjustment of configuration settings and control operations.
2. 15” color touchscreen 800x480 pixel resolution
583
PLC AND OI HARDWARE 16910 - 3
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
3. Dual core process @ 8MHz
4. 12 MB Flash and 1GB Ram
5. IP65 front panel
6. Power: 12-24VDC @8.5W
7. Operating temperature: 0-60C, Fan-less design
2.04 ETHERNET SWITCH
A. The unmanaged Ethernet switch shall have minimum 8 ports. Ports shall be 10/100 Base-Tx with RJ-45, 8 pin female connectors. Switch shall be suitable for power from 10 - 30 VDC. Switch shall be N-Tron 108TX, Allen Bradley Stratix 2000, or equal.
2.05 BROADBAND WIRELESS CELLULAR ROUTER
A. Acceptable products: Sierra Wireless RV55 4G LTE intelligent gateway, or equal.
Compatible with Verizon and AT&T
B. General Specifications
1. Internet Connections Supported: 1 Embedded 3G/4G connection
2. Networks Supported for Embedded Modem: Verizon 2G, 3G, and 4G
3. Ethernet ports: 1 LAN, 10/100.
4. SIM card slot for with broadband plan (by Owner)
5. AC wall pack power supply or 12 to 28 VDC from panel power supply.
6. AWS, LTE, HSDPA, HSDPA+
7. Onboard IPSec SSL VPN client, SSH, HTTPS
8. Operating Temperature: -30˚C to +70˚C (-22 to 158˚F) C. Host Interfaces:
1. 10/100 Base-T RJ45 Ethernet
2. RS-232 Serial Port
D. LED Indicators:
1. Signal strength, Activity, Power
E. Antenna:
1. SMA Male Connector and 50-Foot RG174 Coax Cable
2. Wilson Electronics, or equal
2.06 IP SERVICE ROUTER
A. Acceptable products: Netgate SG-2100.
B. Provide shelf for panel mounting of router.
C. General Specifications
1. 2x 1 Gigabit WAN/LAN ports plus a 4 port switch provide high-speed wired connectivity
2. PF-Sense firewall to support stateful packet filtering, firewall, and pure router capability.
3. Supports IPsec, OpenVPN, PPTP, IPv6, NAT, BGP, RADIUS
4. ARM v7 Cortex-A9, 2 GB DDR4L memory, M.2 expansion for SSD, or LTE. 584
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SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) PART 3 EXECUTION
3.01 WORKMANSHIP
A. All work in this Section shall conform to the codes and standards specified in Electrical Specifications [Electrical General, Workmanship].
3.02 INSTALLATION
A. Fabrication
1. Mount, wire and Ground PLC and OI per manufacturer’s recommendations.
2. Organize equipment on control panel backpan per Backpan Layout detail in Contract Drawings.
3. Locate and install PLC(s) and OI(s) per Contract Drawings.
B. Wiring
1. Terminate status, control and analog wiring on terminal blocks.
2. Label and wire PLC to terminal blocks per Electrical Specifications [Wire, Fuses & Terminal Block] and Example I/O Wiring Diagram in the Drawings.
3. All spare I/O points shall be wired to terminal blocks.
4. Install communication cables to connect the PLC to external devices.
5. Bundle and tie down wires in a neat and orderly manner.
6. Terminate drain wire of shielded cables at backpan terminal block only.
3.03 FIELD ASSISTANCE
A. Provide testing as specified in Electrical Specifications [Factory and Field Testing].
3.04 WARRANTY
A. Provide warranty per Electrical Specifications [Electrical General, Warranty].
B. Perform the following services during the warranty period:
1. Repair or replace damaged modules returned for service within 24 hours.
2. Determine and report the cause of failure of modules returned for service.
3. Resolve design or implementation problems discovered.
3.05 FINAL ACCEPTANCE
A. Final Acceptance per Electrical Specifications [Electrical General].
END OF SECTION
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PLC & OI APPLICATIONS PROGRAMMING 16915 - 1
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) SECTION 16915
PLC & OI APPLICATIONS PROGRAMMING
PART 1 GENERAL
1.01 SCOPE OF WORK
A. Programming of the PLCs, OIs and SCADA to control the station automatic functions and communications.
1. PLC, OI, and SCADA programming to be completed by Application Programmer (Xylem, Inc. or factory representative.)
2. Provide custom programming to PLC and Cloud SCADA to perform functions and remote interface as described herein.
1.02 REFERENCES
A. Electrical Specifications [Electrical General]
B. Project Drawings
1.03 QUALIFICATIONS
A. Services furnished under this specification shall be performed by Application Programmer meeting requirements specified in Electrical Specifications [Electrical General, Qualifications].
1.04 SECTION INCLUDES
A. Program definition and control descriptions for Programmable Logic Controller(s) (PLCs) used to control new equipment (and existing equipment as noted) as it relates to this project.
B. Operator Interface(s) (OIs) configuration and programming to compliment PLC program code.
1. Touch screen graphics, database, and configuration to support local control of the station/project. Graphic screens shall generally be based on P&ID drawings.
2. Display of station status and values and allow for changes to settable parameters within the PLC program.
a. Display of analog values and associated alarms.
b. Display of digital values and alarms
c. Alarm notification of un-acknowleged and acknowleged alarms. d. Manual control of equipment.
e. Display values for setpoints and ability to modify setpoint values.
3. Configuration of alarm notifications system for all alarms.
C. SCADA system configuration and programming: Currently, Flygt Advensor system is configured only by Flygt. Contract Flygt vendor for services to configure Advensor Cloud SCADA system for site specific graphics, monitoring, and alarm notification. 586
PLC & OI APPLICATIONS PROGRAMMING 16915 - 2
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
1. SCADA screen graphics, database, and configuration to support remote control of the station/project. Graphic screens shall generally be based on P&ID drawings.
a. Standard graphics screens for preconfigured process controls b. Custom graphics screens for unique items and I/O points as shown on PLC I/O drawings.
2. Configuration of historian database to log specific datapoints to record station activities and situations.
a. Analog values and associated alarms.
b. Digital alarms
c. Equipment start/stop or open/close.
d. Time stamp of all events.
3. Configuration of (voice and/or text) alarm notifications system for all alarms. a. Add phone numbers of on-call operations personnel
b. Add schedule for shifts and responsibilities that are based on a monthly assignable calendar.
c. Deliver alarm notification messages via email, text message, and voice dial.
D. Related work as specified in Electrical Specifications [Electrical General].
1.05 SUBMITTAL REQUIREMENTS
A. Provide submittals per Electrical Specifications [Electrical General, Submittal Requirements].
B. Submit software operations manual including the following as a minimum.
1. Program Code
a. Program code demonstrating function in compliance with descriptions herein.
2. Setpoint listing with description
3. Program description
a. Provide written description of program operation. Description shall cover all aspects of normal operation and alarm shutdowns. Describe all alarms and their effect on operation. Describe alarms that require manual reset.
4. Register cross reference listing
a. The listing shall be in table format and include all program constants and variable registers with their functions.
b. The listing shall show (block and rung number) where the register is used within the program code.
5. Configuration and Set-up
a. The configuration of the processor and hardware selections shall be summarized.
b. The configuration of the communication ports shall be shown.
6. Data Tables
a. Print data tables with initial register values shown.
7. Special files
a. Include any special files that are particular to the manufacturer. All files pertinent to programming or configuration shall be submitted. 587
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SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) C. Submit software documentation demonstrating understanding of control software requirements and compliance with Portability and Maintainability requirements specified in this Section.
1. Submit OI graphic layout and PLC program listing with cross-references for approval 4 weeks prior to factory test.
2. A PDF color copy of SCADA and OI graphic screens and PLC applications programs (with comments) shall be provided with the submittals and for asprogrammed final documentation for O&M manuals. Layout shall be sized so that the complete program logic with comments fits on one page (portrait or landscape) and rotated upward.
3. Submit electronic version of SCADA and OI graphic screens and PLC applications programs native file format with each software submittal and at the end of the project for as-programmed final documentation for O & M manuals.
Provide thumb drive with files or via internet with project name and purpose identified file and folder names.
1.06 PROGRAMMING METHODS
A. Design and code programs per the following:
1. Utilize Codesys logic programming language as available in the PLC manufacturer’s configuration software. Custom Programming is required for this project to achieve all functions as described herein..
2. Clearly comment each line of program logic code. Include module headers detailing the purpose of the module, programmer name, date of last revision, revision history, and description of sequence of events.
3. Comment for each block of code explaining purpose of program block.
4. Code shall use the P&ID device names as the prefix to the names or tagnames throughout the program logic. Reference tag formation below. If PLC does not use tagnames as data reference, then provide tagname in symbol name or in comment areas at minimum.
5. Data arrays may be used in tagname aliases for communication data transfers. a. Provide program file for each type of program logic. The following are types that should be used, as applicable and at minimum. b. Analog input scaling
c. Analog output scaling
d. Analog alarms
e. Digital alarms
f. PLC clock, midnight and today/yesterday control
g. Flow totalizations
h. Equipment runtimes
i. Equipment starts
j. Communications
k. Each individual piece of controlled equipment (digital control) l. Each individual piece of controlled equipment (analog control) m. Each individual process system (digital control)
n. Each individual process system (analog control)
B. All custom software, including diagnostic, configuration and applications programming software shall become the sole property of the Owner for their use on this and future Owner projects.
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SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) C. No software or documentation shall be labeled proprietary.
D. Provide two (2) digital copies of all as-installed programs at the end of the project.
E. Furnish and maintain 256MB (min) USB RAM thumb drive on site and within control panel so that latest program files are always available and up-to-date. Upon conclusion of each downloaded program change, the USB RAM thumb drive shall be updated.
PART 2 PRODUCTS
2.01 APPLICATIONS PROGRAMMING SOFTWARE
A. The Applications software shall be of latest revision available to program the PLC. If a newer revision of the software is available at the time of factory testing, the Application Programmer shall make whatever changes are necessary to make the applications program compatible with the newest revision.
B. The Application Programmer is responsible for obtaining correct revision of PLC & OI configuration software, manuals and licensing necessary to program and configure the PLC & OI. Application Programmer shall coordinate the proper version of software prior to the start of PLC programming. Programming software version shall be compatible and consistent with installed base at other Owner stations.
2.02 APPLICATIONS PROGRAM CODE
A. The Application Programmer will provide, install and test (with Contractor assistance) application programming. The descriptions provided herein are not final and may have modifications made to them during construction that may change the nature of operation.
B. The program code shall be written without any “hard-coded” constants that would effectively require a program change to modify the value. Program code shall contain variable registers only.
2.03 CONTROL STRATEGIES
A. General Requirements:
1. The following requirements (General and Specific) are intended to be used as a guideline for application programming of the PLC. They are the major functions and are not intended to be completely comprehensive of all requirements of the station operation and do not attempt to cover all necessary program routines for an operational system. Additional features, functions and registers will be required for an operational system.
2. The following general program functions shall be provided:
a. Enable/disable toggle bits and variable time delays for all alarms. b. Analog input noise filtering -- software or firmware. c. SCADA Auto-Off-Manual controls for all equipment controlled by the PLC. These control buttons shall also be accessible via the OI(s). d. All equipment to have a Remote Reset feature available from SCADA and OI(s). Remote Reset signal to be held on until cleared by Reset Feedback signal.
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SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) e. Normal operations shall continue with loss of SCADA connection. The PLC code shall act on I/O connections, PLC to PLC communications, and non-SCADA communications only to control the system. Only in the event of SCADA override, shall the system not act on PLC I/O connections and non-SCADA communications. None of the program code to control the system shall reside in the SCADA system. f. Time of day clock synchronization with SCADA system. PLC shall have registers defined for SCADA system clock write. The PLC shall have code written to recognize that the register(s) have been written to, stop the real time clock, set the clock, and restart it, with the value in the register(s). Date and time of day shall be set.
g. Resettable and non-resettable operation hour meters for all equipment and resettable starts counters for all equipment.
h. Scaling to engineering values of all variables. Minimum of 3 significant digits required.
1) Level in 1/10th Feet or Inches
2) Pressure in 1/10th PSI.
3) Flow in GPM.
4) Flow totalization
a) Total non-resettable flow displayed in MGD with
9999999.999 presentation layout.
b) Total resettable flow displayed in MGD with
9999999.999 presentation layout.
c) Total yesterday flow displayed in KGAL with 99999.9
presentation layout.
d) All registers shall roll over to zero automatically. 5) Speed in percent %.
6) Motor current in 1/10 amps.
a) Convert current input to power (in KW) where shown on drawings. Assume voltage to be 480 and power factor to
be 0.85.
i. Data register types:
1) Any register that requires precision past the decimal shall be floating point type.
2) Integer registers may be used where decimal precision is not required.
3) Boolean registers shall be used for all statuses and on/off controls.
j. All set point registers, enable/disable toggle bits and settable variable time delays shall be adjustable from the OI direct to program data table. k. Provide communications messaging as required to share data information and interlocks between PLCs. Message structure shall be fail safe as to keep overflows or other improper operation from occurring. l. A power fail shall reset all routines.
m. Pumps and equipment shall have backspin delays and power fail sequential re-start delay routines.
n. All powered equipment and devices shall have an assigned essential / non-essential status for purposes of generator load shedding. o. Programming code shall have automatic error checking and proper initialization to prevent illegal operations such as negative values being 590
PLC & OI APPLICATIONS PROGRAMMING 16915 - 6
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) placed in timer presets or mathematical out of range functions which could cause a processor fault.
p. PLC shall be programmed so that, in the event of a power interruption, the equipment controlled shall resume normal operation upon power restoration without requiring a manual reset unless otherwise shown. q. Set points
1) Minimum required set points for Lead / Lag pumping scenario. a) Lead Pump start level
b) Lag Pump start level
c) Lead Pump stop level
d) Lag Pump stop level
e) Pump Start delay time
f) Pump Stop delay time
g) Backspin delay time
h) Sequential Start delay time
i) Pump rotation selection (0=auto rotate, 1=P1 Lead, 2=P2 Lead)
2) Additional minimum required set points for Lead / Lag pumping scenario when variable speed control is used.
a) Minimum Lead Pump speed to start Lag Pump
b) Minimum Lag Pump speed to stop Lag Pump
c) Maximum Pump Speed
d) Minimum Pump Speed
3. Analog Scaling:
a. All analog values shall be adjusted (if necessary) prior to scaling for required offsets due to hardware / firmware conditions. b. All analog input values shall be scaled into real world engineering units and presented in REAL (floating point) format for use by SCADA and the OI(s).
c. All analog output values shall be scaled from real world engineering units into INT (decimal) format to control current or voltage output from an analog output device.
4. Alarms General:
a. Common alarms: Provide all applicable alarms per device based on available P&ID inputs and outputs.
1) Motor power or amperage alarms shall be disabled when the motor is not running.
2) If a device is called to start or move and the associated run status does not confirm start or move after a time delay then post a device “Run fail” alarm.
3) All equipment (as marked on P&ID drawings) shall have a nonrunning alarm. 4) Not in Auto alarm: All devices (valves, gates, pumps) with auto switch monitoring shall have associated “Not in auto” alarms. 5) Moisture / Temperature alarms: All submersible pumps shall have “Moisture” and “Over temperature” alarms.
6) Seal Water Fail alarm: All sludge type pumps shall have “Seal water fail” alarms.
7) Pressure alarm: All sludge type pumps shall have “Inlet and Outlet pressure” alarms.
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PLC & OI APPLICATIONS PROGRAMMING 16915 - 7
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) 8) Temperature alarm: All sludge type pumps shall have a pump body “Over Temp” alarm.
9) Differential pressure alarm: All filters shall have “Differential pressure” alarms.
10) Low oil alarm: All lubricated mechanical devices (gearboxes etc.) shall have a “Low oil” alarm.
11) Vibration alarm: All moving mechanical devices (gearboxes, aerators, pumps etc.) shall have a “Vibration” alarm.
12) Over torque alarm: All geared mechanical devices (clarifiers etc.) shall have an “Over torque” alarm.
13) VFD Fault: All VFDs shall have a common fault alarm as a minimum. Further breakdown of alarms shall be provided based on data available from the VFD. All VFDs shall have a manual reset available from the OI(s) and SCADA.
14) Flow, level, pressure, analytical and other analog alarms shall follow alarm structure as defined herein.
15) All digital alarm values will have at a minimum an associated alarm structure as defined herein.
b. Analog Alarms:
1) If an analog value is above/below the associated set point, and the associated time delay has exceeded the time delay set point, then the alarm shall be generated / annunciated.
2) Transducer out of range alarms. If the scaled value of the analog input exceeds 21 mA or falls below 3.5 mA, an out of range alarm shall be triggered for that input.
3) The alarm shall automatically reset unless a latch is required to keep the process from resuming and re-creating the alarm. A latching alarm requires either a reset set point for hysteresis or a manual reset.
4) The low flow alarms (and pressure alarms if applicable) shall only be enabled when the associated pump or system is running. a) Provide low flow alarm for pump operation where flow is expected above setpoint continuously when running.
Alarm shall shutdown system and fail pump. If other
pumps are available, they shall be called in its place. 5) Example analog alarm display structure (Units per alarm type).
ENABLE / DISABLE shall be a toggle switch. DELAY to be
editable timer base value for associated alarm delay timer. SET POINT column to contain current analog value in Transducer Fail Alarm row. Other alarm rows to contain editable alarm set point value with REAL (floating point) data type. LATCH to be either reset set point value for reset of alarm or manual reset toggle (blank if alarm is not latching).
Description Status En / Dis Delay Set Point Latch
Transducer Fail Alarm ALARM Enable 10 sec. 28.4 GPM Reset High Alarm OK Enable 5 Sec. xxx.x GPM OK
High Warning ALARM Enable 5 Sec. xxx.x GPM
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SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) Low Warning OK Enable 5 Sec. xxx.x GPM xxx.x GPM
Low Alarm OK Disable 5 Sec. xxx.x GPM xxx.x GPM
c. Digital Alarms:
1) If the digital alarm state is TRUE and the associated time delay timer has exceeded the time delay set point, then the alarm shall be generated / annunciated.
2) The alarm shall automatically reset unless it is designated as “latch”. A latching alarm requires a manual reset.
3) Example digital alarm Structure. ENABLE / DISABLE to be a toggle switch. DELAY to be editable timer base value for associated alarm delay timer. LATCH to be a manual reset toggle (blank if alarm is not latching).
Description Status En / Dis Delay Latch
Generic Digital Alarm 1 OK Disable 10 sec.
Generic Digital Alarm 2 ALARM Enable 10 sec. Reset
d. Communications Alarm:
1) The SCADA and connected PLC(s) shall monitor for
communications between controllers and they shall post an alarm if any PLC fails to respond to message queries.
5. Totalization:
a. Flow totalization (Example):
1) If an analog flow input value is positive, then increment the flow totalizers (resettable and not resettable) for each 1000 gallons of accumulated flow.
2) If internal flow reset status is set, then set resettable flow totalizer to zero and reset the resettable totalizer.
3) Similar for all flowmeters / totalizers.
b. Hour Meters (Example):
1) If Generic Pump #1 running is set, then start hour timers. 2) If internal run time hours reset status is set, then set resettable run time hours to zero.
3) Similar for all device run time hours.
c. Starts Counters (Example):
1) If Generic Pump #1 running input is set or Generic Pump #1 start command is set (if running input is not available), then increment starts counter.
2) If internal starts reset status is set, then set resettable starts counter to zero and reset.
3) Similar for all device starts.
d. Intrusion Alarms (Example):
1) Provide intrusion alarms for panels and buildings with intrusion switches.
2) Alarm shall be generated after an adjustable time delay to SCADA.
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PLC & OI APPLICATIONS PROGRAMMING 16915 - 9
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) 3) If an OI or SCADA is present, then provide a way for an operator to reset and disable the intrusion alarm for a setpoint period of time.
4) After that time elapses, then the alarm shall be re-activated automatically.
5) If no SCADA or OI, then the alarm shall reset automatically once the condition is returned to normal state.
B. SPECIFIC REQUIREMENTS (Pump Station Level Control)
1. To be further defined by System Integrator and submitted for review. Include all operations to provide a fully functioning system.
a. Must comply with general requirements.
b. Provide time delays and time delay setpoints for all functions.
2. Pump Interlocks:
a. Power failure via power monitor.
b. Low flow alarm per pump (when pump is operating)
3. Level Sensor:
a. Subtract barometric pressure from Station level transmitter (absolute pressure) to obtain accurate wetwell level for use in algorithm.
4. Consists of programming function for the following:
a. Wastewater Lift Station (Wetwell Level Control)
1) Wastewater lift pump station shall maintain wetwell level between start and stop level setpoints.
2) Pump Start Control
a) Start lead pump on lead pump start level setpoint.
b) Start lag pump on lag pump start level setpoint.
c) Start standby pump on standby pump start level setpoint. d) Stop standby pump on standby pump stop level setpoint. e) Stop lag pump on lag pump stop level setpoint.
f) Stop lead pump on lead pump stop level setpoint.
C. SPECIFIC REQUIREMENTS (Mixer Control)
1. To be further defined by System Integrator and submitted for review. Include all operations to provide a fully functioning system.
a. Must comply with general requirements.
b. Provide time delays and time delay setpoints for all functions.
2. Pump Interlocks:
a. Power failure via power monitor.
b. Low Level alarm
3. Consists of programming function for the following:
a. Wetwell Mixer Control
1) Mixer shall run prior to and during each pump run.
2) Mixer Start Control
a) If the lead pump is required to start, start wetwell mixer. b) If the lead pump is no longer required and is off, then turn off mixer.
D. SPECIFIC REQUIREMENTS – Additional Components
1. To be further defined by Application Programmer and submitted for review.
Include all operations to provide a fully functioning system.
2. Must comply with general requirements.
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SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
3. Consists of programming function for the following:
a. Additional inputs (not addressed in other specific requirements) for station monitoring and alarming
1) Provide PLC code to set alarms and SCADA status based on the I/O descriptions or conditions as shown in the PIDs and drawings and standard programming requirements.
2) Outputs shall provide status and reset control to the devices connected.
E. SPECIFIC REQUIREMENTS – Power Monitor
1. To be further defined by Application Programmer and submitted for review.
Include all operations to provide a fully functioning system.
2. Must comply with general requirements.
3. Consists of programming function for the following:
a. Communications to power monitor via ethernet.
1) Obtain real time data for Voltage, L-L, L-N each phase. 2) Obtain real time data for Current, each phase.
3) Obtain real time data for Power, total, KW and KVA
4) Use power data to detect if pump that is not running at expected power level when operating.
5) Create alarms on low and high power level when one pump is operating, and when two pumps are operating.
F. SPECIFIC REQUIREMENTS – Hardware Autodialer or Mission
1. To be further defined by Application Programmer and submitted for review.
Include all operations to provide a fully functioning system.
2. Must comply with general requirements.
3. Consists of programming function for the following:
a. Autodialer or Mission inputs
1) Provide PLC code to set digital outputs based on the I/O descriptions or conditions as shown in the PIDs and drawings. 2) Outputs shall mirror the alarms in the PLC. Once acknowledged or reset, the output to the alarm system is released.
2.04 OPERATOR INTERFACE (OI) and SCADA
A. Operator Interface
1. Full manual and automatic control interface to be provided on each touchscreen OI. Group controls logically to provide intuitive navigation through display screens for operators. Utilize colors and flashing symbols to designate abnormal conditions.
a. Station overview with current status and alarms.
b. Pump or equipment status, setpoints, and alarms for each pump. Use green for run, red for stop, yellow for alarm.
c. Station setpoints operation screens. Gray, white, black colors. d. Alarm summary screens – flashing in alarm, yellow if active and acknowledged, gray if acknowledged and corrected.
2. Include all setpoints, controls selections, alarms, enable/disables, delay setpoints, status of equipment, and scaled analog values.
3. Each OI to allow full station operation and adjustment independent of SCADA. 595
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SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) B. Cloud SCADA: Currently, Flygt Advensor system is configured only by Flygt. Contract Flygt vendor for services to configure Advensor Cloud SCADA system for site specific graphics, monitoring, and alarm notification.
1. SCADA screen graphics, database, and configuration to support remote control of the station/project. Graphic screens shall generally be based on P&ID drawings.
a. Standard graphics screens for preconfigured process controls b. Custom graphics screens for unique items and I/O points as shown on PLC I/O drawings.
2. Configuration of historian database to log specific datapoints to record station activities and situations.
a. Analog values and associated alarms.
b. Digital alarms
c. Equipment start/stop or open/close.
d. Time stamp of all events.
3. Configuration of (voice and/or text) alarm notifications system for all alarms. a. Add phone numbers of on-call operations personnel
b. Add schedule for shifts and responsibilities that are based on a monthly assignable calendar.
c. Deliver alarm notification messages via email, text message, and voice dial.
PART 3 EXECUTION
3.01 SOFTWARE DEVELOPMENT
A. The programming, setup and configuration of the PLC & OI shall be done by the Application Programmer as defined in [Electrical, General].
B. The PLC & OI shall be ready to be placed in operation at the time of Operational Testing.
C. Do not enable or set any passwords on the PLC software or hardware for this project.
D. Additional Programmer Labor Hours
1. The Application Programmer shall include in his bid price an additional 32 hours of PLC/OI program configuration changes to be designated by the Engineer or Owner during testing and start-up.
3.02 MEDIUM
A. Provide PLC & OI applications programs on USB Flash Drive media with each submittal. Clearly label drive with station name and contents. Flash drive shall contain the following:
1. Application program, configuration and data tables.
2. OI software with graphics and all support files.
3. These disks and all copyrights shall become the property of the Owner, for its use on this and future projects.
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SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) B. In addition, one USB Flash drive of the application PLC & OI programs shall remain on site in the control panel. All programs and files shall be updated each time the Application Programmer modifies the PLC program.
C. Provide two (2) copies of as-installed applications programs printed with standard laser print 8 1/2" x 11" paper at end of project. Insert new print-outs into the Operations and Maintenance manuals. Provide number of copies as specified in [Electrical General, Operations and Maintenance Instructions].
3.03 FIELD ASSISTANCE
A. Provide testing as specified in Electrical Specifications [Factory and Field Testing].
3.04 WARRANTY
A. Troubleshoot and correct all program abnormalities, glitches and bugs uncovered during the warranty period. Provide phone and/or on-site support as required to correct problem(s).
B. Software support which shall be provided by the Application Programmer as it relates to this project:
1. Free technical software and hardware troubleshooting phone support for a period of one year. Phone support shall be provided directly from the Application Programmer. Phone support shall be available between 8 a.m. and 4 p.m. Pacific Standard Time Monday through Friday.
2. The Application Programmer shall correct any software configuration error that is discovered within the warranty period, at no additional cost to Owner. Updated documentation for each "operation and maintenance" manual and new USB flash drives of updated software shall be provided for each correction.
END OF SECTION
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INSTRUMENTATION 16940 - 1
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) SECTION 16940
INSTRUMENTATION
PART 1 GENERAL
1.01 SCOPE OF WORK
A. Furnish, configure, test, commission, and warrant instrumentation as shown in the P&IDs, plans, and/or listed in specification section.
B. Include necessary piping, valves, pressure reducers, mounting brackets or flanges, supports, and anchors to complete installation.
C. Provide sunshades for instrumentation for all instruments that are exposed to direct sunlight.
D. System Integrator selection of instrumentation shall be per manufacturer’s recommendation for the application and per specifications. If a manufacturer’s recommendation or installation instructions are inconsistent with the Contract installation details or specifications, then the Contractor shall submit an RFI describing the inconsistency. If the inconsistency is due to substitution from the first named equipment, then the responsibility of coordination and any additional cost shall be borne by the Contractor.
E. The Contractor shall coordinate with each supplier of instrumentation to confirm that primary elements are provided in a timely manner, meeting critical path scheduling.
F. The Contractor shall coordinate process connection size, equipment size, and material type, and oversee the installation, calibration, and acceptance testing.
G. Projects that come into contact with drinking water: (NSF-61 certification)
1. Furnish NSF/ANSI 61 certified products that have undergone testing for any device, valve, instrument, or assembly that will come into contact with drinking water.
2. The certification determines what contaminants may migrate or leach from the product into drinking water and confirms if they are below the maximum levels allowed to be considered safe.
3. Flowmeters, pressure transmitters, and chemical analyzers are a few of the products that may fall into this category requirement.
H. Provide all devices, valves, tubing, fittings, wiring, terminal blocks, calibration consumables, initial calibration equipment, accessories, sunshades and enclosures as specified herein and as shown on Contract Drawings.
I. The Contractor shall furnish all tools, calibration equipment, calibration materials, specialized parts and incidentals necessary to integrate the instrument to the application. 598
INSTRUMENTATION 16940 - 2
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) J. Contractor shall furnish labor for installation, verification, start-up, calibration, testing and commissioning. Contractor shall prove proper function of instrument prior project completion.
1.02 REFERENCES
A. Electrical Specifications [Electrical General]
B. Electrical Specifications [Factory and Field Testing]
1.03 SUBMITTALS AND DRAWINGS
A. Submit shop documents and drawings for approval in accordance with this subsection and as specified in Electrical Specifications [Electrical General, Submittal Requirements].
B. Submit Operating Instructions (O&M Manuals) for each instrumentation device prior to equipment installation.
1.04 OPERATING AND MAINTENANCE INFORMATION
A. Provide operating instructions as specified in Electrical Specifications [Electrical General, Operating and Maintenance Instructions].
PART 2 PRODUCTS
2.01 QUALITY
A. Electrical Specifications [Electrical General, Quality].
B. All equipment shall be designed and constructed so that in the event of a power interruption, the equipment specified hereunder shall resume normal operation without requiring a manual reset.
C. Signal transmission from remote or field electric and electronic devices shall be 4 20 mA, sourced by a 24 VDC supply internal to the instrument or from a 24 VDC power supply located within the panel that is to receive the signal. Nonstandard transmission methods such as impulse duration, pulse rate, and voltage regulated will not be permitted except where specifically noted.
D. Transmitters or devices located in Class 1, Division 1 hazardous areas shall be rated for hazardous location installations per NEC and UL. Explosion proof enclosures and raceways or current/spark limiting devices located inside or outside of the classified area shall be furnished to comply with code requirements.
E. Outputs of equipment that are not of the standard signals as outlined, shall have the output immediately converted to 4-20 mA signals for remote transmission. 599
INSTRUMENTATION 16940 - 3
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
2.02 INSTRUMENT IDENTIFICATION
A. All major instrumentation and equipment items or systems specified in this Division and/or on the P&IDs are identified by tag numbers. Tag field equipment with assigned instrumentation tag number and functional description.
1. Tags shall be 1/2” stainless steel DYMO impressed tape with 3/16”(minimum) height characters.
2. Metal tape embosser shall feature a built in hole punching device and scissor cutoff tool.
B. Attach tags to equipment with a 4” long, 20-gage stainless steel wire leash for small devices, or two stainless steel screws for larger instruments; however, such permanent attachment shall not be on an ordinarily replaceable part or in an area that will be subject to unintended overuse fatigue. Make the tag plainly visible.
2.03 LEVEL COMPONENTS
A. Float Switch
1. Tilting float level switches shall be a mercury free float switch, whose specified weight is less than that of the process liquid displaced, to actuate switches as the level changes. The non-mercury hermetically sealed snap action switch is actuated by a steel ball rolling back and forth within a switching tube in plastic float housing. The SPDT switch shall be rated 16A at 250 VAC shall be integrally mounted in the float and connected to a control box by a PVC jacketed waterproof electric cable with three finely stranded No.17 conductors. The weight shall be integrally mounted so that no metals shall contact the process liquid. Tilting type level switch shall be MJK Model 7030, or equal.
B. Submersible Level Transmitter
1. The submersible level transmitter shall be 4-20 mA loop powered with integral manufacturer’s cable containing electrical conductors and breather tube. The transmitter electronics shall be electrically isolated from the fluid and include lightning protection and a sealed breathing system on the end of the breather tube.
2. The suspension cable shall be Oil resistant PVC insulated with #20 ga shielded wire cable with integral non-pinch breather tube. The transmitter shall be suspended from the electrical cable.
3. The calibration of the level transmitter and cable length shall be as shown in the instrument schedule, and available in 0-10ft, 0-15ft, 0-30ft standard ranges.
4. The body of the transmitter shall be rated IP68 (NEMA 6P) and constructed of polypropylene with a ceramic diaphragm measuring cell. The submersible level transmitter shall be Flygt LU-801, MJK model 3400 or equal.
2.04 PRESSURE COMPONENTS
A. Pressure Transmitter – submergence rated:
1. Designed to withstand the harsh conditions with ingress protection grades of IP68 (10 ft submersion) and 316SS machined housing.
a. Utilize absolute pressure transmitters where submergence rating is required.
2. Display – None.
600
INSTRUMENTATION 16940 - 4
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645)
3. Capacitive ceramic sensor able to measure absolute or gauge pressure available in -15psi to 150psi, to 240psi, to 375psi, or to 600psi ranges.
4. Accuracy: ±0.3% of span.
5. Process temperature: -25 to +100°C (-13 to +212°F)
6. Process connections: ½” MNPT (May be adapted or as coordinated with diaphragm seal)
7. Electrical connection: 4-20ma loop powered, electrically isolated from case, 2- wire twisted pair cable with length as required per application.
8. The compact submersible (threaded connection) pressure transmitter shall be PMC VL1000 Series, or equal.
9. The compact pressure transmitter shall be Endress and Hauser Cerabar PMC 21, or equal.
B. Barometric Air Pressure Sensor Transmitter
1. Measurement of Absolute pressure (atmospheric pressure) for use in barometric offset of absolute pressure submersible level transmitters.
2. Plastic enclosure, NEMA 1, backpan or din rail mounting.
3. Power Supply: 10-30V DC operating voltage
4. Output signal: RS485/4-20mA/O-5V/0-10V signal
5. Accuracy: ±0.15Kpa at 25C and 75Kpa
6. Calibration: 0-120Kpa or 0-17.4psi or similar.
7. PMC, Endress and Hauser, Druck, or equal
C. Isolation Seal:
1. Diaphragm Seal (316SS) -- shall be factory assembled and filled prior to shipment. The fill fluid shall be silicone oil and suitable for the application. The diaphragm seal shall be designed for continuous duty, and shall prevent loss of process fluid if pressure instrument is removed or fails. The diaphragm seal shall feature a flushing connection and flushing ball valve. The diaphragm materials shall be suitable for contact with the measurement liquid without corrosion. The body of the diaphragm seal shall all welded made of 316 stainless steel with removable diaphragm. Instrument connection shall be 1/2-inch NPT. Furnish Ashcroft diaphragm seal Type 203 or equal.
2.05 FLOW COMPONENTS
A. Magnetic Flow Meter:
1. The magnetic flow meter shall consist of a flow tube FE and a converter FIT, complete with interconnecting cables.
2. The magnetic flow meter shall be of the low frequency electromagnetic induction type and shall produce a DC pulse signal directly proportional and linear to the flow rate, with the duration not less than 100 milliseconds. Complete zero stability shall be an inherent characteristic of the metering system. Meters requiring field zero adjustment will not be acceptable. The meter accuracy shall not be affected by changes in fluid pressure, temperature, viscosity, or conductivity.
3. Accuracy
a. The maximum error of the complete metering system including flow element and flow indicating transmitter shall be 0.50% of actual flowrate (in specified units) and readout over the range of full scale velocity settings from 1 to 30 feet per second. Variations in temperature, voltage, 601
INSTRUMENTATION 16940 - 5
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) and frequency within the ranges listed herein shall not affect the overall measuring accuracy.
b. Measured variables: volume flow, mass flow, and conductivity indications and signal transmission outputs as required and shown in the P&IDs. Accuracy on conductivity shall be 5% of range.
c. Suitable for 0xDN applications where inlet and outlet straight pipe length pipe requirements are 1 pipe diameter or less. Flowmeter inaccuracy shall not exceed 0.75% of actual flowrate over the range 0.5 to 1 M/S and 0.5% for 1 to 30 feet per second.
4. Flow Element (FE)
a. The flow element shall be based on a carbon steel pipe spool (full continuous diameter, non-constricted) with ANSI class 150 flange connections or be flangeless construction as required by mechanical drawings. Class 300 flanges shall be provided where shown or when the pressure and temperature of the process fluid exceeds the rating of a 150 lb flange. The flow element size shall be as shown in the mechanical drawings and listed in the Instrumentation Schedule. Flange type and bolt pattern shall be coordinated with the mechanical Contractor prior to submittal.
b. The flow element shall have Hastalloy C4 coil and grounding electrodes. c. Stainless steel grounding rings shall be provided at both ends of the flow element for all flowmeter applications. Grounding rings shall be manufactured from stainless steel, 2 to 4 mm thickness with grounding tab for electrical wire connection, and fit within the flange bolt circle to self center it within pipe.
d. The flow element internal liner material shall be hard rubber, unless recommended otherwise by the manufacturer for the application and approved.
e. Nema rating as defined in the Instrumentation Schedule.
5. Flow Indicating Transmitter (FIT)
a. The electronic flow indicating transmitter shall be mounted remotely from flow tube as shown on Contract drawings.
b. The electronic transmitter shall be provided in a NEMA rated enclosure per the Instrumentation Schedule.
c. The transmitter shall be interchangeable with all sizes of flow elements and shall be field replaceable (without replacing flow element) in the event of transmitter failure.
d. The transmitter shall be microprocessor controlled, utilizing digital signal processing with automatic zero correction to provide a linear 4 20 mA signal proportional to flow rate.
e. The transmitter shall incorporate a high impedance amplifier of 100,000 Megohms or greater, eliminating the need for electrode cleaning systems. f. The transmitter shall contain a self test mode to allow the operator to manually simulate the output 4 20 mA signal to any value between 0% and 100% to check out any driven devices in the loop.
g. Rate indicator and totalizer: An alphanumeric LCD backlit display shall be provided to continuously display the flowrate and totalizer with units and all programming functions.
h. All programming configuration of the Flowmeter shall be completed through the transmitter’s pushbutton interface. A communication device shall not be necessary to configure the flow transmitter. 602
INSTRUMENTATION 16940 - 6
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) i. PC based software shall be available and included for configuration and troubleshooting. Connection to flowmeter shall be via computer USB port and include interface cables as required.
j. The transmitter shall be designed for operation from a power source of 120 volts AC, with a power consumption of less than 20 watts. The flow element shall be powered from the transmitter.
k. The transmitter shall operate continuously without fault in an ambient temperature range from 14 to 140 °F. The flowmeter shall be suitable for operation in direct sunlight without the use of a sunshade. If a sunshade becomes required after installation for any operational reason, one shall be furnished and installed free of charge.
l. The following configurable parameters shall be provided at a minimum:
1) Field adjustable flow signal dampening.
2) Low flow cutoff (forces zero flow signal) between 0.0-5.0% of full scale rate.
3) Empty pipe detection (forces zero flow signal) if the pipe is not full.
4) Selection for forward/reverse/both flow directions.
6. Flow Indicating Transmitter (FIT) I/O Interface
a. Flow Signal: 4-20 mA signal proportional to the flow. The signal shall be field configurable for the flow calibration specified and others within the flow tube accuracy range. The flow signal shall be capable of measurement for forward and reverse flows combined by offsetting zero to mid scale (12 mA).
7. If the flow indicating transmitter (FIT) is shown in the Contract drawings to be mounted remotely from the flow element (FE), the manufacturer shall provide all cabling between flow element and flow indicating transmitter.
8. All mounting hardware and/or devices necessary to complete the installation shall be provided by the manufacturer at no additional cost to the Owner.
9. The meter shall be hydraulically calibrated at a facility located in the United States and the calibration shall be traceable to the National Bureau of Standards.
A certified copy of the calibration test results shall be submitted to the Owner prior to shipment of the meter.
10. The magnetic flowmeter shall be Endress and Hauser Promag, or equal.
2.06 EVENT, STATE OR POSITION DEVICES
A. Position Switch:
1. Door switch – door intrusion switch shall have a wide gap magnetic sensor with S.P.S.T. contacts mounted in an aluminum housing with integral jacketed cable for wiring to a junction box. Switch contacts shall have 0.1A at 120VAC minimum capability. When attaching to a ferrous metal surface, space sensor components away from metal by minimum ¼” using plastic spacer in order to maintain magnetic gap. Intrusion door switches shall be Sentrol 151-6Z-12K or equal.
B. Smoke Detector:
1. General
a. The smoke detector shall detect smoke produced by fire and signal an alarm system. The detector shall be housed in a flame retardant plastic 603
INSTRUMENTATION 16940 - 7
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) housing and shall be unaffected by vibration. Detector shall be sealed against dirt, insects and back pressure
b. Detector shall utilize photoelectronic sensor technology. c. The detector/base shall be 120V, four-wire operation with built-in Form A and Form C dry contacts. Form A contact shall be rated for 2.0A at 30VAC/DC. Form C contact shall be rated for 2.0A at 30VAC/DC and
1.0A at 120VAC.
d. The detector shall have an operating temperature 32 to 120°F and an operating humidity of 10 to 93% relative humidity.
e. The detector shall have built-in test switch (magnetic proximity actuation) and 360 degree view angle of built-in alarm LEDs. f. The detector shall be approved by UL and Factory Mutual and meet requirements of NFPA 72.
2. The fire alarm smoke detector shall be photoelectric type. The smoke detector shall be System Sensor 100 Series model 2151 with B114LP base, Gentex 8000 Series with 120VAC base, or equal.
2.07 INSTRUMENTATION SUN PROTECTION
A. Instrument Sunshade
1. Provide wall mount bracket or pole mounted sunshade where instruments are exposed to direct sunlight. Sunshades shall be fabricated from stainless steel with hinged rubber flap on front for viewing of displays and performing calibrations. Sunshade shall be custom manufactured for the instrument protected and sized such that there is 3” free space around sides and front of instrument.
2.08 INSTRUMENTATION SCHEDULE
A. The Instrumentation Schedule (attached to this section) is intended to be a summary of instrumentation equipment required. Not all instrumentation details are shown on the schedule. Some requirements may be shown in the Instrumentation Schedule such as enclosure rating and instrument span that are not described in the specifications. Both are required for a complete specification.
B. If an instrument is shown in the P&IDs or indicated on Drawings, then the device shall be provided whether or not it is shown on the Instrumentation Schedule.
PART 3 EXECUTION
3.01 WORKMANSHIP
A. Instrumentation work shall conform to workmanship standards specified in Electrical Specifications [Electrical General, Workmanship].
B. The Contractor shall employ personnel who are skilled and experienced in the installation and connection of equipment defined in this section. Contractor qualifications are specified in Electrical Specifications [Electrical General].
C. Verify that all equipment and materials fit properly. 604
INSTRUMENTATION 16940 - 8
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) D. All instrumentation configuration, programming and calibration shall be completed prior to the start of field tests.
E. Equipment without approved submittals shall not be installed.
F. All equipment shall be properly stored indoors while awaiting installation. Protect installed equipment from construction debris or mishaps. The Contractor will replace any equipment that is not in new condition at the time of installation and/or start-up.
G. Perform work to remedy non-compliant installations after inspection.
3.02 INSTALLATION
A. Install and supply all products necessary to provide an operational instrumentation system. This shall include the following:
1. Contract Drawings are intended to show the basic functional requirements of the instrumentation system. Insufficient detail does not relieve the Contractor from the responsibility to provide a complete and functioning system. If additional detail or clarification is required, the Contractor shall request such information prior to installation.
2. Provide relays, signal converters, isolators, boosters, power conditioners, circuit cards, and other miscellaneous devices as required for the compatible and functional interface.
3. Provide analog loop isolators where required to eliminate "ground loops."
4. The instrumentation and accessory equipment shall be installed in accordance with the manufacturer's instructions and located as shown on the Drawings or as approved. When manufacturer's installation literature specifies a particular location or orientation in a process line due to measurement accuracy considerations, the installation shall be in conformance with the manufacturer's instructions.
B. Instrument installation methods.
1. Install instruments at the location shown on the Plans or approved. Instruments enclosures shall be NEMA rated for the installed location.
2. Install level and plumb.
3. All instruments shall be provided with floor stands or wall brackets as shown in installation details or as required for functional installation.
4. Mounting stands shall be custom manufactured of aluminum channel with base plate unless otherwise noted in installation detail.
5. Mounting channels (unistrut), and spacers shall be galvanized steel above ground outdoors and stainless steel below ground (wetwell), unless otherwise noted in installation details.
6. All screws, bolts and anchors shall be stainless steel.
C. Wiring and raceway installation methods:
1. Terminal blocks shall be provided at all instrument cable junctions and all wires shall be identified at such junctions.
2. Instrumentation wiring shall be run without splices between instruments, terminal boxes, or panels.
605
INSTRUMENTATION 16940 - 9
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) D. Wiring, grounding, and shielding: The following practices shall be observed unless modified by manufacturer's standards.
1. Each electronic equipment chassis shall be grounded to power ground.
2. Shielded twisted pair, shielded triad, or manufacturer supplied cables only shall be used for analog signals and communications signals.
3. Drain wire of shielded cables used for analog inputs to the PLC shall be connected at the PLC unit only. Shield shall be isolated from ground at all other termination points including transmitters.
4. Drain wire of shielded cables used for analog outputs from the PLC shall be connected at signal receiving device only. Shield shall be isolated from ground at all other termination points.
5. If electrical interference noise is imposed on DC status and alarm signals, then they shall be re-routed or wire changed to shielded twisted pair cables.
6. Each shield drain wire which is not connected to ground shall be cut off covered with a heat shrink insulating boot at cable jacket end. Shields shall be connected together at each transition from one cable to another for an effectively continuous shield circuit.
3.03 SUPPLIER SERVICES
A. The Contractor shall be responsible for each supplier of equipment to provide the following minimum services for each type of instrument supplied. Each supplier shall provide a qualified instrumentation field technician to perform services listed herein.
Contractor shall supply all calibration materials necessary to commission unit and shall not use any consumable materials that are intended to be furnished for the first period of use.
1. Advise and instruct Contractor on proper installation requirements.
2. Inspect, calibrate, test, and place equipment in operation. Calibrate instruments to values as shown in the instrument index or as noted herein. If instrument spans are required to change (within instrument range) during startup for process reasons, the Contractor shall change them as directed by the Engineer.
3. Programmable devices shall be programmed and tested prior to startup.
Programming shall be adjusted or changed as directed by the Engineer at any time prior to final acceptance.
4. Perform testing in the presence of Engineer.
5. Visit the project site as often as required and spend as much time as necessary to ensure accurate and operational instrumentation.
6. Provide training as specified in FIELD ASSISTANCE.
3.04 FIELD ASSISTANCE
A. The instrument supplier shall provide a minimum of one (1) hour of field training to instruct Owner’s personnel in the use, operation, calibration, programming, and maintenance on each type of "field" instrument.
3.05 SPARE PARTS
A. Provide spare parts as described in each products section herein and specified in Electrical Specifications [Electrical General, Spare Parts]. 606
INSTRUMENTATION 16940 - 10
SAN JUAN PUMP STATION & FORCE MAIN REHABILITATION PROJECT (CCN 2026-645) B. Contractor shall supply all calibration materials necessary to commission unit and shall not use any consumable materials that are intended to be handed over to the Owner as defined in the instrument specifications.
3.06 WARRANTY
A. Provide warranty as specified in Electrical Specifications [Electrical General, Warranty].
3.07 FINAL ACCEPTANCE
A. Final Acceptance per Electrical Specifications [Electrical General].
3.08 ATTACHMENTS
A. Instrumentation Schedule.
END OF SECTION
607
16940 INSTRUMENTATION INDEX
Min.
DWG # Specification NEMA SP/ DWG. DET.
P&ID Tag No. DESCRIPTION Type Section Rating Size Range Units Reference Notes I-02 FE/FIT 71 Flow Indicating Transmitter Magnetic 16940-2.05 A 4X 12" 0-2500 GPM FM/FLGI-02 LSL 52 Level Switch Float 16940-2.03 A - - - - WWE / FSD 30 Ft. CableI-02 LSH 53 Level Switch Float 16940-2.03 A - - - - WWE / FSD 30 Ft. CableI-02 LSHH 54 Level Switch Float 16940-2.03 A - - - - WWE / FSD 30 Ft. CableI-02 LSH 55 Level Switch Float 16940-2.03 A - - - - WWE / FSD 30 Ft. CableI-02 LT 51 Level Transmitter Submersible 16940-2.03 B - - 0-25 FT PLT 30 Ft. CableI-02 PT 61 Pressure Transmitter Gauge 16940-2.04 A IP68 - 0-150 PSI PT Diaphragm SealI-02 PT 62 Pressure Transmitter Guage 16940-2.04 B 1 - 0-17.4 PSI Panel barometric I-03 SS 98 Smoke Detector photo 16940-2.06 B 1 - - - Ceiling MountI-03 ZS 91 A Door Switch magnetic 16940-2.06 A 1 - - - DoorI-03 ZS 91 B Door Switch magnetic 16940-2.06 A 1 - - - DoorI-03 ZS 91 C Door Switch magnetic 16940-2.06 A 1 - - - DoorI-03 ZS 91 D Door Switch magnetic 16940-2.06 A 1 - - - Door 2501b-16940-inst.xls
INSTRUMENTATION
608
16940
APPENDIX A
Geotechnical Investigation
San Juan Pump Station Wet Well And Valve Vault
609
CONSULTING ENGINEERS AND GEOLOGISTS
COTTON, SHIRES AND ASSOCIATES, INC.
646 University Avenue Los Gatos, California 95032 (408) 354-5542 6417 Dogtown Road San Andreas, California 95249 (209) 736-4252 Fax (209) 736-1212 699 Hampshire Road, Suite 102 Thousand Oaks, California 91361 (805) 370-8710 Prepared for:
SCHAAF AND WHEELER
4699 Old Ironsides Drive, Suite 350
Santa Clara, California 95054
March 2025
GEOTECHNICAL INVESTIGATION
CITY OF BELMONT
SAN JUAN PUMP STATION WET WELL AND VALVE VAULT
BELMONT, CALIFORNIA
610
Northern California Office Central California Office Southern California Office 646 University Avenue 6417 Dogtown Road 699 Hampshire Road, Suite 102 Los Gatos, CA 95030‐7218 San Andreas, CA 95249‐9640 Thousand Oaks, CA 91361‐2352 (408) 354‐5542 (209) 736‐4252 (805) 370‐8710
www.cottonshires.com
COTTON, SHIRES AND ASSOCIATES, INC.
CONSULTING ENGINEERS AND GEOLOGISTS
March 17, 2025
E6025
By Email ([email protected])
Mr. Ben Shick
Vice President
SCHAAF AND WHEELER
4699 Old Ironsides Drive, Suite 350
Santa Clara, CA 95054
SUBJECT: Geotechnical Investigation
RE: San Juan Pump Station Wet Well and Valve Vault
Belmont, California
Dear Mr. Shick:
Cotton, Shires and Associates, Inc. (CSA) is pleased to submit the following report in which we describe the findings, conclusions and recommendations of our geotechnical investigation for a proposed wet well installation at the San Juan Pump Station located on East Laurel Creek Road in Belmont, California. This investigation was performed in accordance with our revised proposal to you dated September 10, 2024.
In this report, we characterize the geotechnical conditions underlying the proposed wet well, and provide conclusions and recommendations regarding geotechnical hazards, soil parameters and design criteria, and site excavation.
We appreciate the opportunity to have been of service to you on this project. If you have any questions regarding this report, please feel free to call us.
Sincerely,
COTTON, SHIRES AND ASSOCIATES, INC.
David T. Schrier
Principal Geotechnical Engineer
GE 2334
Andrew T. Mead
Principal Engineering Geologist
611
COTTON, SHIRES AND ASSOCIATES, INC.
i
GEOTECHNICAL INVESTIGATION
San Juan Pump Station Wet Well and Valve Vault
Belmont, California
Table of Contents
Page
1.0 INTRODUCTION ............................................................................................. 1
1.1 Project Description ................................................................................. 1
1.2 Purpose and Scope of Work.................................................................. 1
2.0 PHYSICAL AND GEOLOGIC SETTING ..................................................... 2
2.1 Terrain...................................................................................................... 2
2.2 Geologic Setting...................................................................................... 2
2.3 Seismic Setting ........................................................................................ 3
2.3.1 Peak Ground Accelerations ..................................................... 3
3.0 SITE CONDITIONS.......................................................................................... 3
3.1 Surface Conditions ................................................................................. 3
3.2 Subsurface Conditions........................................................................... 4
3.2.1 CSA/SD‐1 to CSA/SD‐3 (Previous Borings)........................... 4
3.2.2 CSA/SD‐4 (Recent Boring for Wet Well)................................ 4
3.2.3 Laboratory Testing.................................................................... 4
3.3 Groundwater Conditions ...................................................................... 5
4.0 POTENTIAL GEOTECHNICAL HAZARDS................................................ 5
4.1 Seismic Hazards ..................................................................................... 5
4.2 Landsliding ............................................................................................. 7
4.3 Potentially Challenging Construction Aspects .................................. 7
5.0 GEOTECHNICAL RECOMMENDATIONS .................................................. 8
5.1 Temporary Shoring for Wet Well........................................................... 8
5.1.1 Active Pressures .......................................................................... 8
5.1.2 Passive Pressures......................................................................... 8
5.1.3 Surcharge Loading ...................................................................... 8
5.2 Wet Well Structure Design...................................................................... 8
5.3 Active, Passive and Seismic Pressures on Wet Well Wall.................. 9
5.4 Site Grading............................................................................................... 9
5.4.1 Clearing and Site Preparation.................................................... 9
5.4.2 Excavation .................................................................................... 10
5.4.3 Compacted Fill............................................................................. 10
5.5 Pavement Design................................................................................... ... 10 612
COTTON, SHIRES AND ASSOCIATES, INC.
ii
Table of Contents (cont.)
Page
5.6 Construction Consideration.................................................................... 11
5.7 Seismic Design............................................................................. ............. 11
5.8 Technical Review...................................................................................... 12
5.9 Earthwork Construction Inspection and Testing................................. 12
6.0 INVESTIGATION LIMITATIONS................................................................ 13
7.0 REFERENCES...................................................................................................... 14 APPENDIX A ‐ Field Investigation and Logs of Exploratory Borings Field Investigation .............................................................................................. A‐1 Logs of Exploratory Borings .............................................................................. Follows A‐1 APPENDIX B ‐ Laboratory Testing ............................................................................. B‐1 Summary of Unconsolidated Undrained Triaxial Shear Testing ................. Follows B‐1 Summary of Sieve Analysis ............................................................................... Follows B‐1 FIGURES Follows Page
1 Site Location Map............................................................................................. 1 2 Regional Geologic Map ................................................................................... 3 3 San Juan Canyon Geologic Map .................................................................... 4 4 Engineering Geologic and Boring Location Map ........................................ 5 5 Engineering Geologic Cross Section A‐A’ .................................................... 5 613
1 COTTON, SHIRES AND ASSOCIATES, INC.
GEOTECHNICAL INVESTIGATION
San Juan Pump Station Wet Well and Valve Vault
Belmont, California
1.0 INTRODUCTION
1.1 Project Description
In this report, Cotton, Shires and Associates, Inc. (CSA) is pleased to present the results of our geotechnical investigation for a proposed wet well and valve vault at the San Juan Pump Station located on East Laurel Creek Road in Belmont, California, as shown on the attached Site Location Map, Figure 1. We performed this investigation between February and March of 2025 in accordance with our revised proposal dated September 10, 2024.
We anticipate that the proposed wet well project will consist of excavating (or drilling) a roughly 15‐foot deep hole in the driveway area of the San Juan Pump Station, installing the (concrete, steel, fiberglass, or polymer) wet well structure, and backfilling to fill the void space between the wet well structure and the sides of the excavation.
Between 2003 and 2004, CSA completed a geotechnical investigation at the San Juan Pump Station for developing recommendations to mitigate creek bank instability potentially impacting the pump station. We understand that in 2006 a portion of the southeastern side of the pump station was underpinned with 7‐foot deep piers, and the creek bank along the northeastern side of the pump station was improved with 16, 30‐foot long soldier pile piers. We also understand that in 2022, WM Tucker prepared plans to extend the 2006 soldier pile wall southward, with nine, 35‐foot deep soldier pile piers.
1.2 Purpose and Scope of Work
The purpose of our geotechnical investigation was to: 1) investigate the subsurface conditions at the proposed wet well location; and 2) develop conclusions and recommendations regarding: geotechnical hazards; groundwater conditions; subsurface earth material conditions; site grading; and design criteria for lateral wall earth pressures, bearing capacity for foundation loads, and coefficient of friction. 614
COTTON, SHIRES AND ASSOCIATES, INC.
CONSULTING ENGINEERS AND GEOLOGISTS
BELMONT, CALIFORNIA
E6025
DTS
CSS
March 2025
1"=2000'
FIGURE NO.
PROJECT NO.
DATE
SCALE
APPROVED BY
GEO/ENG BY
SITE LOCATION MAP
1 San Juan Pump Station North
San Juan
Pump
Station
Area of Map
Source: San Mateo 7.5' quadrangle, San Mateo County, California, U.S. Geological Survey, dated 2025 Source: Google Maps
0 1000 2000 4000
(feet)
280
92 615
2 COTTON, SHIRES AND ASSOCIATES, INC.
The specific scope of work performed for our investigation included the following tasks:
1) Review regional geologic maps;
2) Geotechnical reconnaissance to layout boring location, prepare a City encroachment permit, and the mark boring location for USA; 3) Applying for a San Mateo County drilling permit;
4) Contract with a private utility locator;
5) Subsurface investigation;
6) Laboratory testing;
7) Geotechnical analysis; and
8) Preparation of this Geotechnical Investigation report.
2.0 PHYSICAL AND GEOLOGIC SETTING
2.1 Terrain
The pump station is located in a narrow canyon, along the western bank of East Laurel Creek, and surrounded by steep slopes to the southeast, west, and northwest. The station is located at the base of a drainage descending from the steep slope northwest of the site.
The station is situated on the eastern side of East Laurel Creek Road, approximately 800 feet north of the intersection with San Juan Boulevard, as shown on Figure 1. The site is located on a cut‐fill pad approximately 19 feet above the bottom of the adjacent Laurel Creek channel. The overall creek bank slopes are as steep as 35 degrees. The elevation at the pump station is approximately 185 feet.
2.2 Geologic Setting
The San Juan Pump station is located near the base of the Santa Cruz Mountains within the Coast Range Geomorphic Province, not far from the transform fault boundary between the Pacific and North American tectonic plates.
The site is mapped as being underlain by slope wash debris (Qsr) which is mapped along the channel and banks of East Laurel Creek. The slopes surrounding the pump station are mapped as Franciscan Complex sandstone (on Regional Geologic Maps, see Figure 2).
Based on our engineering geologic mapping the pump station is located on a lobe/fan of 616
3 COTTON, SHIRES AND ASSOCIATES, INC.
slope debris issuing from the drainage northwest of the site. The pump station is located on a cut/fill pad that was constructed on the lobe/fan of slope debris and blocks of asphaltic concrete and fill material were observed below the pump station along the west bank of E Laurel Creek.
The adjacent creek bank is actively eroding/slumping and encroaching toward the San Juan Pump Station building, and several landslides have been mapped on the adjacent creek bank and surrounding steep slopes (San Juan Canyon Geologic Map, Figure 3).
2.3 Seismic Setting
The subject site is situated in an area of high seismicity. The nearest and controlling fault, with respect to site ground shaking is the San Andreas Fault with an estimated slip rate of over 5 mm per year and located approximately 2.1 miles (3.4 km) southwest of the site.
2.3.1 Peak Ground Acceleration ‐ We calculated the peak ground acceleration at the site employing the Structural Engineers Association of California Seismic Design Map Tool (https://seismicmaps.org), for the 2016 ASCE/SEI 7‐16 and 2022 ASCE/SEI 7‐22 Standards. The results of our analysis indicate an appropriate Peak Ground Acceleration (PGAM) of 0.94g (ASCE 7‐22) to 1.01g (ASCE 7‐16).
3.0 SITE CONDITIONS
3.1 Surface Conditions
The proposed wet well is located at the driveway entrance to San Juan Pump Station, located on East Laurel Creek Road (Figure 4, Engineering Geologic and Boring Location Map). The pump station is presently improved with single‐story wood‐framed buildings, buried utilities, a buried dry well, paved parking area, fences, and a soldier pile retaining wall along the top of the creek bank. The pump station is situated in a residential neighborhood, and bordered by East Laurel Creek Road to the west and East Laurel Creek to the east. Mature trees surround the pump station.
617
Artificial Fill Slope wash, ravine fill, and colluvium
Younger Landslide
Deposits
Chert Greenstone Sandstone
Geologic Contact, dashed where inferred
Shallow landslide, commonly
in surficial materials
Fault, dashed where inferred, dotted where concealed
FRANCISCAN COMPLEX BEDROCK Bedrock orientation (strike and dip) SURFICIAL DEPOSITS MAP SYMBOLS COTTON, SHIRES AND ASSOCIATES, INC.
CONSULTING ENGINEERS AND GEOLOGISTS
BELMONT, CALIFORNIA
E6025
DTS
CSS
March 2025
1"=500'
FIGURE NO.
PROJECT NO.
DATE
SCALE
APPROVED BY
GEO/ENG BY
REGIONAL GEOLOGIC MAP
2 San Juan Pump Station
Source: Geologic Map of the Montara Mountain and San Mateo 7.5' quadrangle, San Mateo County, California, U.S. Geological Survey, dated 1994 San Juan
Pump
Station
EXPLANATION North
0 250 500 1000
(feet)
fs
fs
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3.2 Subsurface Conditions
We explored the subsurface conditions at the proposed San Juan Pump Station wet well by means of one, 27.5‐foot deep small‐diameter boring (CSA/SD‐4). We have also previously explored the subsurface conditions in the vicinity of the soldier pile wall by means of three small‐diameter borings drilled to depths of 20 feet to 32.5 feet (CSA/SD‐1 to CSA/SD‐3). We also prepared a cross section to depict the materials encountered in our boring for the proposed wet well (Figure 5, Engineering Geologic Cross Section A‐A’).
Log of Boring CSA/SD‐4, is included in Appendix A. In the following section we list the borings and summarize the materials encountered in each:
3.2.1 CSA/SD‐1 to CSA/SD‐3 (Previous Borings) – In our previous borings drilled at the San Juan Pump Station, we generally encountered 6.75 feet to 8 feet of sandy silty fill overlying silty sand/sandy silt alluvium, to a depth of 19 to 21 feet. Underlying the alluvium, we encountered siltstone/sandstone bedrock of the Franciscan Complex which extended to the bottom of the borings.
3.2.2 CSA/SD‐4 (Recent Boring for Wet Well) ‐ CSA/SD‐4 was located in the driveway, at the approximate wet well location. In Boring CSA/SD‐4 we encountered about 3 inches of Asphaltic Concrete pavement overlying about 2 feet of artificial fill consisting of very stiff sandy clay. Below the fill, we encountered slope debris consisting of medium stiff to very stiff sandy clay and medium dense clayey sand.
3.2.3 Laboratory Testing ‐ We performed laboratory tests on relatively undisturbed and disturbed samples obtained from our boring. Those tests included natural moisture content, in‐situ unit weight of the soil, sieve analysis, Atterberg limits, and triaxial compression shear. Based on the results of these tests, the fill material has a moderate moisture content (12.2 percent), and low dry unit weight (101.5 pcf); while the underlying slope debris has moderate to high moisture contents (10.0 percent to 20.9 percent), moderate to high dry unit weights (106.6 pcf to 118.4 pcf), low plasticity (LL=26, PI=11), and moderate undrained shear strength (Su=2,123.5 psf). The clayey sand between 8 and 12 feet has moderate fines content (40.2 percent). 619
Af Artificial Fill Col Colluvium
Al Alluvium
Als Active Landslide Dls Dormant Landslide KJfs Franciscan Sandstone KJfg Franciscan Greenstone KJfc Franciscan Chert Boundary of Landslide Deposit
Approximate Location of
reported shallow landslide
COTTON, SHIRES AND ASSOCIATES, INC.
CONSULTING ENGINEERS AND GEOLOGISTS
BELMONT, CALIFORNIA
E6025
DTS
CSS
March 2025
1"=500'
FIGURE NO.
PROJECT NO.
DATE
SCALE
APPROVED BY
GEO/ENG BY
SAN JUAN CANYON GEOLOGIC MAP
3 San Juan Pump Station
Source: Engineering Geologic Map, San Juan Canyon Study Area, Cotton, Shires and Associates, dated July 1984 San Juan
Pump
Station
EXPLANATION North
0 250 500 1000
(feet)
See source for more detailed descriptions
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The results of the laboratory tests performed on representative samples are presented on the boring logs in Appendix A (Field Investigation) and in Appendix B (Laboratory Testing).
3.3 Groundwater Conditions
Groundwater, in the vicinity of the pump station, was previously encountered at depths of 20 feet, 21 feet and 19 feet in Borings CSA/SD‐1, CSA/SD‐2, and CSA/SD‐3, respectively.
In our recent boring (CSA/SD‐4) we encountered groundwater at a depth of 19 feet.
Groundwater levels may vary with time and location depending on rainfall and runoff.
During our recent site reconnaissance, the creek had approximately 1‐1.5 feet of water.
It should be understood that fluctuations in groundwater levels could occur from variations in rainfall, flooding and other factors. Groundwater levels may be different at different times, climatic conditions and locations.
4.0 POTENTIAL GEOTECHNICAL HAZARDS
In the following section, we list identified potential geotechnical hazards at the proposed wet well site along with the corresponding degrees of determined potential risk and recommendations for possible mitigation measures.
4.1 Seismic Hazards
Seismic ground shaking associated with a large earthquake on the San Andreas Faults is considered to be a high potential hazard in the project area. Peak ground accelerations up to 1.01g should be anticipated at the site (see report Section 2.3).
Based on our review of geologic maps reviewed for the project, it appears that the proposed wet well at the San Juan Pump Station does not cross a mapped active fault. We consider the potential for surface faulting and ground rupture at these areas to be low.
Seismically‐induced ground failure mechanisms include: landsliding, liquefaction, lateral spreading, lurching, and differential compaction. The proposed wet well is surrounded 621
A A' Laurel Creek Area of Proposed Wetwell and Valve Vault Laurel Creek Road San Juan Pump Station CSA/SD-4 Qsd Af Af Af Col. Col. Col. 0 10 20 40 (feet) North A A' 2025 Small-Diameter Exploratory Boring Location Engineering Geologic Cross Section Location LiDAR topographic contours Surveyed topographic contours CSA/SD-4 EXPLANATION Earth Materials Af Artificial Fill Colluvium overlying Franciscan Col Complex bedrock Qsd Slope Debris Map SymbolsFill Slope Geologic Contact, dashed where approximate COTTON, SHIRES AND ASSOCIATES, INC. CONSULTING ENGINEERS AND GEOLOGISTS BELMONT, CALIFORNIA E6025 DTS CSS March 2025 1"=20' FIGURE NO. PROJECT NO. DATE SCALE APPROVED BY GEO/ENG BY ENGINEERING GEOLOGIC AND BORING LOCATION MAP 4 San Juan Pump Station LiDAR Source: 2017 San Mateo County Lidar Survey Source: Topographic Map of San Juan Pump Station, San Mateo, CA, by Cinquini & Passarino, Inc., dated February 7, 2025 622
Distance (feet)
Elevation (feet) 0 20 40 60 80 100 120 180 200 220 160 180 200 220 160 Creek CSA/SD-4 140 140 Elevation (feet) E Laurel Creek Road Extent of paved driveway TD: 27.5' Qsd Af S60E Soldier Pile Wall TD ~ 32' Geologic Contact, dashed where approximate, queried where uncertain ? ? ? Groundwater at 19' Groundwater Level, dashed where approximate, queried where uncertain A A' KJfr Col. 2025 Small-Diameter Exploratory Boring Location CSA/SD-4EXPLANATION Earth Materials Af Artificial Fill Col Colluvium Qsd Slope Debris Symbols TD: 27.5' KJfr Franciscan Complex Bedrock ? ? ? ? ? ? ? Area of Proposed 15-foot Deep Wetwell and Valve Vault COTTON, SHIRES AND ASSOCIATES, INC. CONSULTING ENGINEERS AND GEOLOGISTS BELMONT, CALIFORNIA E6025 DTS CSS March 2025 1"=20' FIGURE NO. PROJECT NO. DATE SCALE APPROVED BY GEO/ENG BY ENGINEERING GEOLOGIC CROSS SECTION A-A' 5 San Juan Pump Station 623
6 COTTON, SHIRES AND ASSOCIATES, INC.
by steep slopes, including the adjacent unstable creek bank (recently improved with a soldier pile retaining wall). Furthermore, regional and local geologic maps have identified landslides on the opposite bank and upslope of the pump station (Figures 2 and 3). Consequently, the potential for seismically induced landsliding to impact the proposed wet well would typically be considered high; however, assuming that the recently constructed soldier pile retaining wall has adequately stabilized the creek bank, the potential for seismically induced landsliding to impact the proposed wet well is now estimated to be low to moderate.
Soil liquefaction is a phenomenon in which a saturated, cohesionless, near‐surface soil layer loses strength during cyclic loading (such as that typically generated by earthquakes). During the loss of strength, the soil develops mobility sufficient to permit both horizontal and vertical movements. Soils that are most susceptible to liquefaction are loose, saturated, fine‐grained sands and non‐plastic silts and clays that are generally located within 50 feet of the ground surface.
In our Boring CSA/SD‐4, we generally encountered non‐liquefiable clay except for a roughly 4‐foot thick layer of clayey sand between depths of 8 feet and 12 feet. The sandy layer has 40 percent fines and is located above the depth of groundwater, encountered at 19 feet in our recent boring and slightly deeper in previous borings. Consequently, the potential for liquefaction of sandy soils below the water table and dynamic dry densification of soils above the water table is considered to be low at the proposed wet well location.
Based on our calculations, the 4‐foot thick sandy layer encountered in our Boring CSA/SD‐ 4 between depths of 8 feet and 12 feet with a blow count of 13 and 40% fines has a low potential for dynamic dry densification (Idriss, Boulanger, 2008).
Due to the absence of liquefiable soils encountered above the adjacent East Laurel Creek channel elevation, the potential for lateral spreading to impact the wet well is low.
Due to the very stiff consistency of the near‐surface soils encountered at the wet well site, there is a low potential that the near‐surface clayey soil could lurch and compress under seismic loads, settle differently, and result in differential movement/compaction. 624
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The significant potential seismic hazard to the proposed wet well is seismic induced landsliding of the adjacent creek bank, which should be mitigated by the recently constructed soldier pile retaining wall. Our investigation did not include an evaluation of the recently designed and constructed retaining wall. We recommend that the Project Engineer evaluate the soldier pile wall design, and confirm with the City that the retaining wall was constructed as designed.
4.2 Landsliding
Based on our review of regional and local published geologic maps of the area, there are no landslides mapped at the wet well site. We also did not observe signs of landslides during our site visits.
4.3 Potentially Challenging Construction Aspects
We have identified a couple of potentially challenging aspects of the proposed wet well construction including the following: 1) we encountered a large rock at a depth of about 7 feet in our boring, the Contractor should anticipate encountering other large rocks during excavation; and 2) we encountered 2 feet of fill in our recent boring, and we anticipate that the fill is thicker/deeper closer to the creek bank. Consequently, the Contractor should anticipate a thicker layer of undocumented fill closer to the creek bank, and excavations in this material may not be stable and could require shoring.
The Contractor should photo document the pre‐ and post‐construction conditions around the San Juan Pump Station, and place settlement monuments along the building foundations. The monuments should be monitored daily, and if settlement or displacement in excess of 3/4 inch is measured, the construction should be halted and mitigation measures installed to protect the existing building. 625
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5.0 GEOTECHNICAL RECOMMENDATIONS
5.1 Temporary Shoring Design for the Wet Well
5.1.1 Active Pressures ‐ In designing the active pressures for the shoring for the wet well excavations, we recommend that the following parameters be used for the various earth materials encountered in our borings:
Fill/Slope Debris Wet Well (0‐15 feet) – Active Pressures Moist Unit Weight () 130 pcf
Cohesion (C) 0 psf
Friction Angle () 280
None of the above values have been reduced or include a factor of safety.
5.1.2 Passive Pressures ‐ In designing the shoring for the wet well excavation, we recommend that the following equivalent fluid passive pressures be used:
In upper 2 feet of the excavation/pit bottom 0 pcf Below 2 feet of the excavation/pit bottom (factor of safety = 1.5) 475 pcf
5.1.3 Surcharge Loading – Shoring should also be designed to support surcharge loads, including the following:
Construction Vehicles (within a 1:1.5 slope of the pit bottom) 85 psf Stockpiled Soil (within a 1:1.5 slope of the pit bottom) 35H psf (H is the height of the stockpile in feet)
5.2 Wet Well Structure Design
We recommend that the wet well structure be designed for an allowable bearing pressure (factor of safety = 2.5) of 2,500 psf for dead‐plus‐live loads, assuming it is embedded at least 15 feet below existing ground surface (if shallower, please contact us for supplemental recommendations). Resistance to lateral loads, when founded in undisturbed soil, should be calculated using a base friction coefficient of 0.23 (includes a factor of safety = 1.5). Lateral loads can also be resisted by an equivalent fluid passive pressure of 475 pcf if the wet well structure is poured neat against the excavation or if the 626
9 COTTON, SHIRES AND ASSOCIATES, INC.
void between the wet well structure and the shoring is filled with lean concrete or CLSM/CDF. Based on a bearing pressure of 2,500 psf, and an assumed 5‐foot diameter footing, we calculate an immediate elastic settlement of 1/2 inch.
5.3 Active, Passive and Seismic Pressures on Wet Well Wall The following active and passive pressures should be used for the design of the permanent wet well walls:
Lateral Active Pressure ‐ In designing the wet well wall, we recommend that the following equivalent fluid active pressures be used:
Cantilevered walls [equivalent fluid pressure] 45 pcf Internally braced wall [uniform lateral pressure] 70 psf Surcharge Loading ‐ [uniform lateral pressure]
Construction Vehicles (within a 1:1.5 slope of the pit bottom) 85 psf Stockpiled Soil (within a 1:1.5 slope of the pit bottom) 35H psf (H is the height of the stockpile in feet)
Lateral Passive Resistance ‐ In designing the dry well wall, we recommend that the following equivalent fluid passive pressures be used:
In upper 2 feet of the well bottom 0 pcf
Below 2 feet of the well bottom (factor of safety = 1.5) 450 pcf
Seismic Load – The wet well wall should be designed to resist a triangular seismic earth pressure acting on the cantilevered (active) portion equal to 24 H2pcf
5.4 Site Grading
The following recommendations should be followed as part of site grading, including excavating the wet well:
5.4.1 Clearing and Site Preparation ‐ All asphaltic concrete, concrete, baserock, loose material, debris, and other deleterious material should be stripped and removed 627
10 COTTON, SHIRES AND ASSOCIATES, INC.
from the areas to be excavated. This material should be disposed of in a suitable location off‐site.
5.4.2 Excavation ‐ The wet well should be excavated as necessary for design depths and grades, including appropriate bedding thickness. Based on the materials encountered in our borings, temporary excavations may not “stand” (remain open) after excavation and will therefore likely require shoring immediately upon excavation, especially during wetter months. Excavations in the upper 15 feet should be within the capabilities of standard excavation equipment (i.e., backhoes and excavators).
5.4.3 Compacted Fill – In general, excavated on‐site material may be used as fill provided it is free of organic material and contains no materials larger than 4 inches in size. Imported fill should be non‐expansive and free of organic material; it should contain no material larger than 4 inches in size, and have a Plasticity Index of less than 15.
Backfill should be placed in horizontal lifts not exceeding 8 inches in thickness in a loose state; moisture conditioned to at least optimum moisture content and, where the trench depth exceeds 3 feet, compacted in lifts to at least 90 percent relative compaction based on ASTM D1557 (most recent version). Within the upper 3 feet of trench backfill (from the road/parking surface), each lift of the trench backfill should be compacted to at least 95 percent relative compaction. Equipment and methods should be used that are suitable for work in confined areas without damaging the pipe, manholes, and other structures.
Grout slurry, CLSM or CDF are acceptable backfill alternatives from a geotechnical standpoint; however, they are typically more costly, more difficult to excavate, will require that the excavated material be off‐hauled and disposed of in a suitable location, and placement of the pavement section should be delayed until the grout sets.
5.5 Pavement Design
The replacement pavement section should be (at a minimum) according to the City standard pavement section, even if the existing section does not meet the standard; however, where the existing pavement section exceeds the City standards, the section should be replaced “in kind” with what was removed.
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Asphaltic concrete should be placed and compacted in accordance with the requirements of Section 39 of the Caltrans Standard Specifications; aggregate baserock should conform to the provisions of Section 26 (Caltrans) for 3/4‐inch maximum Class 2 Aggregate Base, and should be compacted to at least 95 percent relative compaction based on ASTM D‐ 1557‐12 rather than Caltrans Method 216.
5.6 Construction Considerations
Excavations should be cleaned of all loose material prior to the placement of concrete or bedding or the wet well structure, and they should be pumped dry if water is present.
Alternatively, the concrete can be poured by tremie methods to displace the water, and the displaced water should be collected and not allowed to discharge into the creek channel.
As previously indicated, the excavating Contractor should plan on shoring the excavation, and the shoring should assume an OSHA Soil Classification Type B.
5.7 Seismic Design
A peak ground acceleration of 1.01g (ASCE 7‐16) or 0.94g (ASCE 7‐22) should be anticipated for design purposes at the site. Based on our geotechnical investigation, the site location and our interpretation of the 2022 CBC and the ASCE 7‐16 and ASCE/SEI 7‐ 22 online tool and Hazard Report, we are providing the following parameters recommendations from the corresponding figures and tables:
Parameter ASCE 7‐16 Value
Risk Category IV
Soil Classification D
Mapped Spectral Acc. 0.2 Sec. (g) Ss = 2.143
Mapped Spectral Acc. 1 Sec. (g) S1 = 0.89
SMS = FaSs 2.143
SM1 = FvS1 N/A
SDS=2/3 SMS 1.429
SD1=2/3 SM1 N/A
TL 12
PGAM 1.01g
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FPGA 1.1
Seismic Design Category ‐
Parameter ASCE 7‐22 Value
Risk Category IV
Soil Classification CD
Mapped Spectral Acc. 0.2 Sec. (g) Ss = 2.48
Mapped Spectral Acc. 1 Sec. (g) S1 = 0.97
SMS = FaSs 2.66
SM1 = FvS1 1.93
SDS=2/3 SMS 1.77
SD1=2/3 SM1 1.29
TL 12
PGAM 0.94g
Vs30 365 m/s
Seismic Design Category F
5.8 Technical Review
Supplemental geotechnical design recommendations should be provided by our firm based on specific design needs developed by the other project design professionals. This report, and any supplemental recommendations, should be reviewed by the contractor as part of the bid process. It is strongly recommended that no construction be started nor grading undertaken until the final drawings, specifications, and calculations have been reviewed and approved in writing by a representative of Cotton, Shires and Associates, Inc.
5.9 Earthwork Construction Inspection and Testing
All excavations should be inspected by a representative of Cotton, Shires and Associates, Inc. prior to backfilling of excavations. Any grading should also be inspected and tested as appropriate to assure adequate stripping and compaction. Our office should be contacted with a minimum of 48 hours advance notice of construction activities requiring inspection and/or testing services and a minimum of 72 hours advance notice and provision of representative laboratory compaction curve samples for testing of fill. 630
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6.0 INVESTIGATION LIMITATIONS
Our services consist of professional opinions and recommendations made in accordance with generally accepted engineering geology and geotechnical engineering principles and practices. No warranty, expressed or implied, or merchantability of fitness, is made or intended in connection with our work, by the proposal for consulting or other services, or by the furnishing of oral or written reports or findings.
Any recommendations and/or design criteria presented in this report are contingent upon our firm being retained to review the final drawings and specifications, to be consulted when any questions arise with regard to the recommendations contained herein, and to provide testing and inspection services for earthwork and construction operations.
Unanticipated soil and geologic conditions are commonly encountered during construction that cannot be fully determined from existing exposures or by limited subsurface investigation. Such conditions may require additional expenditures during construction to obtain a properly constructed project. Some contingency fund is recommended to accommodate these possible extra costs.
This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are called to the attention of the project architect and/or engineer and incorporated into the plans. Furthermore, it is also the responsibility of the owner, or of his representative, to ensure that the contractor and subcontractors carry out such recommendations in the field.
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7.0 REFERENCES
ASCE 7 Hazard Tool, Online Application, ASCE/SEI 7‐16.
Bowles, J.E., Foundation Analysis and Design, Third Edition, 1982, McGraw‐Hill Book Company, Page 184, and Tables 2‐6 and 2‐7.
Brabb E.E., Graymer R.W. and Jones D.L., Geology of the Onshore Part of San Mateo County, California, Derived from the Digital Database Open‐File 98‐137, dated 1998.
Brabb E.E. and Pampeyan E. H., Preliminary Map of Landslide Deposits in San Mateo County, California, dated 1972.
Cotton, William and Associates, Engineering Geologic Map, San Juan Canyon Study Area, Belmont, California, dated July 17, 1984.
Cotton, Shires and Associates, Inc., Geotechnical Investigation, Creek Bank Stabilization letter report, San Juan Pump Station, Belmont California, dated January 2, 2004.
Idriss I.M., Boulanger R.W., Soil Liquefaction During Earthquakes monograph, Earthquake Engineering Research Institute, 2008.
Pampeyan E.H., Geologic Map of the Montara Mountain and San Mateo 7‐1/2’ Quadrangles, San Mateo County, California, 1994.
Structural Engineers Association of California Seismic Design Map Tool (https://seismicmaps.org).
Tucker, WM Associates, San Juan Pump House Facilities Improvements plans, Permanent Retaining Wall, Belmont, CA, dated May 24, 2022.
U. S. Department of the Navy, 1982, Design Manual Soil Mechanics, Foundations, and Earth Structures, NAVFAC DM‐7.2.
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APPENDIX A
Field Investigation
Logs of Exploratory Borings
633
A‐1
APPENDIX A
FIELD INVESTIGATION
We explored subsurface conditions at the proposed San Juan Pump Station wet well, on February 12, 2025 by means of one boring drilled to a depth of 27.5 feet using a track‐ mounted solid stem drilling equipment. The location of the boring is shown on the attached Engineering Geologic and Boring Location Map, Figures 4. The geologist who logged the boring visually classified the soils in accordance with ASTM D‐2487. We obtained relatively undisturbed samples of the materials encountered at selected depths.
These samples were obtained in brass/steel liners that were 2.5 inches in outside diameter and 6 inches long; the liners were placed inside a 3‐inch diameter modified split‐barrel California Sampler for sampling. The sampler was driven with a 140‐pound hammer that was raised by an automatic hammer and allowed to freely fall about 30 inches. We also performed Standard Penetration Tests at selected depths. The depths of the sampling are shown on the boring logs. The circled number at the conclusion of the sampling interval represents the corrected blow count from a modified California sampler to Standard Penetration Test value accomplished by multiplying the blow count by a factor of 0.68.
Descriptive logs of the borings are presented in this appendix. These logs depict our interpretation of the subsurface conditions at the dates and locations indicated, based on representative samples collected at roughly five‐foot sampling intervals. It is not warranted that they are representative of subsurface conditions at other times and locations. The contacts on the logs represent the approximate boundaries between earth materials, and the transitions between these materials may be gradual. 634
COTTON, SHIRES AND ASSOCIATES, INC.
LOG OF EXPLORATORY DRILLING
Project
Location
Drilling Contractor/Rig
Ground Surface Elev.
Surface
Logged By
Boring
Project No.
Date of Drilling
Hole Diameter
Weather
Remarks
Depth
(feet)
Graphic
Log USCS Class.
Sheet 1 of 1
C S HIRES AND ASSOCIATES, INC. CONSULTING ENGINEERS AND GEOLOGISTS OTTON, 2 4
6 8
10 12
14 16
18 20
22 24
26 28
Geotechnical Description
Sample
Desig. Moisture Content (%) SPT Blows/ft Sample
Type
Britton Exploration/Track Rig
Dry Unit
Weight(pcf)
San Juan Pump Station Wet Well CSA/SD-4
CSS
E6025
2/12/25
6", solid stem auger
Foggy, 50s
Paved Driveway, near gate/fence
188'
Asphaltic Concrete
MC
MC
MC
MC
MC
SPT
SPT
MC Recov. (%)
0.0' - 0.25' ASPHALTIC CONCRETE
0.25' - 2' ARTIFICIAL FILL
0.25' - 2.0 ' Sandy Clay, dark brown, very stiff,
moist, loose, trace rootlets
2' - BOH SLOPE DEBRIS
2.0' -8.0' Sandy Clay, brown, very stiff, moist,
trace rootlets
@7.25' Sandstone clast, red brown, medium
dense, moist, fine grained
8.0' - 12.0' Clayey Sand, brown, medium dense,
wet
12.0' - 26.5' Sandy Clay, brown to grey, stiff, wet
19.0' - Groundwater at time of drilling
26.5' - BOH Sandy Clay, brown to gray, medium
stiff to stiff, saturated, trace coarse sand and
gravel
Bottom of Hole - 27.5 Feet
Groundwater encountered at 19.0 Feet
Hole backfilled with grout
5 7
9 11
8 10
11 14
9 17
20 25
6 9
11 13
6 10
12 22
3 4
5 9
5 6
7 9
4 5
8 9
T-1
T-2
T-3
T-4
T-5
T-6
T-7
T-8
B-1
T-9
T-10
B-2
T-11
T-12
Driller: Sergio
Helper: Manuel
Start 8:35
Adds Water
Sieve Analysis: 59.8%
Sand, 40.2% Fines
TX/UU Su= 2,123 psf (2,512
psf)
Adds Water
Adds Water
End: 9:45
CL
SC
CL
101.5 12.2
118.4 10.0
117.9 10.8
106.6 20.9
LL=26, PI= 11
111.8 17.1
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COTTON, SHIRES AND ASSOCIATES, INC.
APPENDIX B
Laboratory Testing
Unconsolidated Undrain Triaxial Shear Testing
Sieve Analysis
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APPENDIX B
LABORATORY TESTING
The laboratory analysis performed for the site consisted of limited testing of the principal soil types sampled during the field investigation to evaluate index properties and strength parameters of subsurface materials. The soil descriptions and the field and laboratory testresults were used to assign parameters to the various materials at the site. The results of the laboratory testing program are presented in this appendix and on the boring logs.
The following laboratory tests were performed as part of this investigation:
1. Detailed soil description, ASTM D2487;
2. Natural moisture content of the soil, ASTM D2216;
3. In‐situ unit weight of the soil (wet and dry);
4. Particle size ASTM D422;
5. Atterberg limits determination: ASTM D 4318; and
6. Unconsolidated undrained triaxial shear test, ASTM D2850 637
Cooper Testing Labs, Inc.
937 Commercial Street
Palo Alto, CA 94303
1234
Moisture % 17.1
Dry Den,pcf 111.8
Void Ratio 0.508
Saturation % 90.7
Height in 5.06
Diameter in 2.40
Cell psi 10.5
Strain % 15.00
Deviator, ksf 4.247
Rate %/min 1.00
in/min 0.050
Job No.:
Client:
Project:
Boring: T-8
Sample:
Depth ft: 12
Sample #
1 2
3 4
Note: Strengths are picked at the peak deviator stress or 15% strain which ever occurs first per ASTM D2850.
Remarks:
Sample Data
Visual Soil Description
Grayish Brown Sandy SILT
026-799
Cotton, Shires & Associates
E6025
0.0 2.0
4.0 0.0 2.0 4.0 6.0 8.0
Shear Stress, ksf
Total Normal Stress, ksf
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 4.50
5.00 0.0 6.0 12.0 18.0 24.0
Deviator Stress, ksf
Strain, %
Stress-Strain Curves
Sample 1
Sample 2
Sample 3
Sample 4
Unconsolidated-Undrained Triaxial Test
ASTM D2850
638
Particle Size Distribution Report PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm. 100 10 1 0.1 0.01 0.001 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
+3" % GRAVEL % SAND % SILT % CLAY USCS LL PL PI
SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description GRAIN SIZE REMARKS: D60
D30
D10
COEFFICIENTS
Cc Cu Client: Project: Project No.: Figure
0.0 0.0 59.8 40.2
#4
#10
#20
#40
#60
#100
#140
#200
100.0
99.5 99.0
98.4 93.4
71.3 53.4
40.2 0.1210
Source of Sample: T-7 Depth: 11.5-12' Cotton, Shires & Associates San Juan Pump Station - E6025 026-799
inches number size size Brown Silty SAND
COOPER TESTING LABORATORY
639
APPENDIX B
Structural Evaluation For
San Juan Pump Station
640
May 23, 2025 Job #: 25-002
STRUCTURAL EVALUATION REPORT
FOR
SAN JUAN SEWER PUMP STATION
PREPARED FOR:
Schaaf and Wheeler Consulting Civil Engineers
2200 Range Avenue, Suite 201
Santa Rosa, CA 95403
PREPARED BY:
2633 Camino Ramon, Suite 500
San Ramon, California 94583
408.957.9220
05/23/25
641
San Juan Sewer Pump Station Structural Evaluation Report ii
TABLE OF CONTENTS
Title Page ...................................................................................................................................... i Table of Contents ........................................................................................................................ ii
1.0 Introduction ...................................................................................................................... 1
2.0 Definitions ......................................................................................................................... 1
3.0 Building Description ........................................................................................................ 2
4.0 Overview of Structural Evaluation ................................................................................ 4
5.0 General Structural Evaluation ....................................................................................... 4
6.0 ASCE/SEI 41-17 Seismic Risk Assessment .................................................................... 5
7.0 FEMA P-154 Seismic Risk Assessment .......................................................................... 5
8.0 Discussion and Recommendations .................................................................................. 6
9.0 Conclusion ........................................................................................................................ 7
10.0 Limitations ........................................................................................................................ 7 Appendix A: ASCE/SEI 41-17 Checklists
Appendix B: FEMA P-154 Data Collection Forms
Appendix C: Supporting Calculations
642
San Juan Sewer Pump Station Structural Evaluation Report 1 1.0 Introduction
The purpose of this project is to perform a structural evaluation of the existing City of Belmont San Juan Sewer Pump Station. This evaluation included a review of as-built drawings for the building and a site visit to observe the current structural condition of the building. Subsequently, PASE also completed a seismic risk assessment of the building including a Tier 1 Screening per ASCE/SEI 41-17 and a Level 1 and Level 2 Rapid Visual Screening per FEMA P-154. This report presents the results of our structural evaluation.
2.0 Definitions
The following terms are defined as follows in ASCE/SEI 41-17 Section 1.2.1:
Basic Performance Objective for Existing Buildings (BPOE): A series of defined Performance Objectives based on a building’s Risk Category meant for evaluation and retrofit of existing buildings.
Benchmark Building: A building designed and constructed or evaluated to a specific Performance Level using an acceptable code or standard.
BSE-1E: Basic Safety Earthquake-1 for use with the Basic Performance Objective for Existing Buildings, taken as a seismic hazard with a 20% probability of exceedance in 50 years, but not greater than the BSE-1N, at a site.
Building Type: A building classification that groups buildings with common seismic-forceresisting systems and performance characteristics in past earthquakes.
Immediate Occupancy: The postearthquake damage state in which a structure remains safe to occupy and essentially retains its preearthquake strength and stiffness.
Level of Seismicity: A degree of expected seismic hazard. Levels are categorized as very low, low, moderate, or high, based on mapped acceleration values and site amplification factors.
Performance Level: A limiting damage state used in the definition of Performance Objectives (including the Structural Performance Level for structural building components and the Nonstructural Performance Level for nonstructural building components).
Performance Objective: One or more pairings of a selected Seismic Hazard Level with both an acceptable or desired Structural Performance Level and an acceptable or desired Nonstructural Performance Level.
Risk Category: A categorization of a building for determination of earthquake performance based on the governing regulation, building code, or policy or in lieu of an applicable regulation, building code, or policy, ASCE 7.
643
San Juan Sewer Pump Station Structural Evaluation Report 2 3.0 Building Description
San Juan Sewer Pump Station is a one-story, L-shaped building with a wood roof, reinforced masonry walls, and concrete foundations. The northwest portion of the current building was originally designed and constructed prior to 1977 (no as-built drawings are available). A major building expansion and modification was then designed in 1977 and subsequently constructed (as-built drawings are available). The as-built drawings note “All new work shall conform to the requirements of the 1973 edition of the Uniform Building Code.” Further modifications (including converting the pump room to a wet well, converting the comminutor room to a storage/work room, and other upgrades) were then constructed at some time after 1977 (date of modifications unknown with no as-built drawings available). The current building is about 32’- 0” in each principal direction with a pump room above the wet well, a storage/work room, and an electrical/generator room. Photos 1 – 3 show interior views of the three rooms.
From the available as-built drawings, the building foundation appears to be a combination of shallow concrete footings, slabs-on-grade, and below-ground concrete walls and mat slab at the wet well. The masonry walls consist of 8” concrete block (presumably solid-grouted) with #4 at 24” on center (o.c.) vertical bars and 2-#4 at either 32” or 40” o.c. horizontal bars. The wood roof consists of 2x8 joists at 16” o.c. with ½” CDX plywood roof sheathing and 5/8” gypsum board on the ceiling, and it is covered by tar and gravel roofing. The existing roof diaphragm construction appears to also include wall anchorage at 8’-0” o.c., drag struts running across the diaphragm to interior masonry shear walls, and diaphragm cross ties.
Photo 1: Interior of Pump Room above the Wet Well
644
San Juan Sewer Pump Station Structural Evaluation Report 3 Photo 2: Interior of Storage/Work Room
Photo 3: Interior of Electrical/Generator Room
645
San Juan Sewer Pump Station Structural Evaluation Report 4 4.0 Overview of Structural Evaluation
Our structural evaluation of the building consisted of the following three tasks:
1. Conduct a site visit to the building and assess the current structural condition of the building. See Section 5.0 of this report.
2. Perform a seismic risk assessment of the building by completing a Tier 1 Screening per ASCE/SEI 41-17. See Section 6.0 of this report.
3. Perform a seismic risk assessment of the building by completing a Level 1 and Level 2 Rapid Visual Screening per FEMA P-154. See Section 7.0 of this report.
Based on the results of these assessments, recommended repairs and retrofits are discussed in Section 8.0 of this report.
5.0 General Structural Evaluation
On May 8, 2025, PASE personnel (Tim Elliott, S.E. and Alex Hoglund) conducted a site visit to the pump station and performed a visual observation of the structural and nonstructural components that were visible and accessible to them. This included the complete exterior of the building and the interior of the three rooms. We were not able to observe the roof framing due to the existing ceiling gypsum board. We also did not access the roof of the building or the belowground wet well. PASE also reviewed the as-built drawings for the building by Richard M.
Trainer Engineers Inc. (and subconsultants) that are dated March 9, 1977.
The purpose of the site visit was to observe the existing construction and structural condition of the building and to document any visible construction errors or areas of deterioration. Our site visit identified the following minor areas of concern:
1. There is corrosion on the steel crane beam, support beams, and piping in the pump room above the wet well (see Photo 1).
2. Vents in the exterior roof soffits seem small and partially blocked by paint or other debris (see Photo 4).
3. Rooftop communications equipment is possibly not anchored and/or braced adequately.
Photo 4: Typical Soffit Vent
646
San Juan Sewer Pump Station Structural Evaluation Report 5 6.0 ASCE/SEI 41-17 Seismic Risk Assessment
ASCE/SEI 41-17, Seismic Evaluation and Retrofit of Existing Buildings, is a standard used by structural engineers, building code officials, and building owners wishing to assess the seismic resilience of existing buildings. It includes several different procedures to use in the evaluation and retrofit process which involve various levels of effort and knowledge about the building. For this project, PASE performed a Tier 1 Screening evaluation procedure, defined by ASCE/SEI 41-17 as a “Completion of checklists of evaluation statements that identify potential deficiencies in a building based on performance of similar buildings in past earthquakes.” The Tier 1 procedure is a preliminary screening tool by which seismic deficiencies can be identified in the structural systems and nonstructural components in a building. The procedure uses checklists and requires only minimal structural calculations allowing for a rapid evaluation of the building.
The following is a summary of the evaluation criteria used on this project:
1. Risk Category: IV (Essential Facility).
2. Performance Objective: Basic Performance Objective for Existing Buildings (BPOE).
3. Structural Performance Level: Immediate Occupancy.
4. Nonstructural Performance Level: Position Retention.
5. Seismic Hazard Level: Basic Safety Earthquake-1 (BSE-1E).
6. Level of Seismicity: High.
7. Building Type: Reinforced Masonry Bearing Walls with Flexible Diaphragms (RM1).
8. Evaluation Procedure: Tier 1 Screening Procedure.
9. Benchmark Building? No.
The Tier 1 checklists that PASE completed based on these criteria are shown in Appendix A.
Supporting structural calculations are provided in Appendix C. Structural deficiencies identified in the checklists are as follows:
1. Wall Anchorage: the existing wall anchors at 8’-0” o.c. (shown on the as-built drawings) are not adequate. See the calculations in Appendix C.
2. Plan Irregularities: the closest cross-tie in the east-west direction is about 2’-6” away from the reentrant corner.
Nonstructural component deficiencies identified in the checklists are as follows:
1. Generator exhaust piping is unbraced.
2. Other piping, conduits, lighting, junction boxes, etc. are unbraced.
3. Electrical equipment and rooftop communications equipment may not be anchored and/or braced adequately.
4. Cabinets in the storage/work room appear to be unanchored.
See Section 8.0 for further discussion of these deficiencies and for recommended retrofits.
7.0 FEMA P-154 Seismic Risk Assessment
FEMA P-154, Rapid Visual Screening of Buildings for Potential Seismic Hazards: A Handbook, contains “…recommended methodology for rapid visual screening of buildings for potential 647
San Juan Sewer Pump Station Structural Evaluation Report 6 seismic hazards.” Like ASCE/SEI 41-17, the rapid visual screening (RVS) procedure uses straightforward data collection forms that depend on the seismicity of the site. However, the result of the RVS forms is a Final Score that is determined based on the building type Basic Score and Score Modifiers (positive features of the building which add to the score and building irregularities or deficiencies which subtract from the score). The Final Score (S) can then be used to determine the Probability (P) of significant structural damage to the building or collapse of the building if it is subjected to the Maximum Considered Earthquake (MCE) currently used in national design and evaluation standards.
The data collection forms that PASE completed are shown in Appendix B. Starting with the Basic Score for Reinforced Masonry with Flexible Roof Diaphragms (RM1), we then applied the appropriate Score Modifiers including a negative value for the plan irregularity (reentrant corner) and positive values for redundant shear walls, roof-to-wall ties, and full-height interior walls.
The net result is a Final Score (S) of 1.5. The Probability (P) is calculated based on S as follows:
P = 1 / 10S
So, the probability of significant building damage or building collapse in a rare earthquake is 1 in 32 or about a 3% chance of that occurring. FEMA P-154 suggests a Final Score of 2 as a “cutoff” score with scores of 2 or less indicating that a building requires further seismic evaluation.
However, due to the small size of the building, it is our professional opinion that acceptable seismic performance can be expected, and further study is not warranted.
8.0 Discussion and Recommendations
The two main structural issues identified in the ASCE/SEI 41-17 and FEMA P-154 seismic risk assessments are 1) the inadequate anchorage of the masonry walls to the wood roof diaphragm and 2) the reentrant corner due to the L-shaped plan layout of the building (plan irregularity).
The existing wall anchors do not have the required strength per ASCE/SEI 41-17. Two additional issues also exist from ASCE 7-16 Section 12.11.2 as follows:
1. Since the anchor spacing exceeds 4 feet, the existing wall must be able to span between the anchors. It is likely that the wall does not have the capacity to do this.
2. The wall anchors are installed on only one side of the roof joists. This introduces an eccentric load into the joists for which they were likely not originally designed.
Therefore, PASE recommends that the existing wall anchors be supplemented with additional new wall anchors. This should include both 1) an additional anchor on the opposite side of the joists from the existing anchor (to correct the eccentric loading issue) and 2) additional anchors (with blocking and strapping where required) in between the existing anchors (to correct the capacity and spacing issues). This retrofit work will require removal and replacement of portions of the existing ceiling gypsum board.
The reentrant corner plan irregularity is inherent to the original design of the building and is not easily remedied. Significant modifications to the building would be required to completely remove the reentrant corner which would not be either practical or straightforward. The normal 648
San Juan Sewer Pump Station Structural Evaluation Report 7 design approach with a reentrant corner is to ensure that the strength of the roof diaphragm is developed at the interior corner (typically with blocking and strapping in a wood diaphragm).
Therefore, PASE recommends that an additional new wall anchor be installed in the east-west direction at the reentrant corner with blocking and strapping all the way across the diaphragm.
With regards to the other deficiencies noted in this report, PASE recommends the following:
1. Anchor and brace all non-structural components including the generator fuel and exhaust piping, other piping, electrical conduits and equipment, lighting, storage cabinets, rooftop equipment, etc.
2. On the steel crane beam, support beams, and piping in the pump room above the wet well, remove the existing peeling paint and corrosion and recoat as necessary.
3. Improve the exterior roof soffit ventilation.
9.0 Conclusion
PASE has completed a structural evaluation of the San Juan Sewer Pump Station building including a visual observation and seismic risk assessment per ASCE/SEI 41-17 and FEMA P154. With a few noted exceptions, the building construction appears to be in general conformance with the as-built drawings, and the building appears to be in overall good structural condition. The recommended work that we have included in this report should be able to be easily completed as part of the proposed overall facility rehabilitation project. In our professional opinion, with these recommended improvements, the City of Belmont can expect acceptable structural and seismic performance of the building in the future.
10.0 Limitations
Our structural evaluation was limited to the areas of the building that were accessible and visible.
This did not include the building foundations, the interior of the wet well, any roof framing above the ceiling gypsum board, or the rooftop. As part of our evaluation, we did review the current Geotechnical Investigation Report by Cotton, Shires and Associates, Inc. dated March 2025. Statements in Appendix A as to the compliance of the site with regards to the liquefaction, slope failure, and surface fault rupture hazards in ASCE/SEI 41-17 are solely based on the information contained in the Geotechnical Investigation Report.
PASE’s structural evaluation has been based on generally accepted standards of engineering practice. PASE relied on as-built drawings prepared and provided by Others and did not independently confirm all information shown on the as-built drawings. The opinions included in this report are, therefore, dependent on the as-built drawings, and any errors or omissions in the original design and construction could impact these conclusions and recommendations. 649
APPENDIX A
ASCE/SEI 41-17 Checklists
650
Figure 4-1. Tier 1 Evaluation Process
Note: IO = Immediate Occupancy, LS = Life Safety.
42 STANDARD ASCE/SEI 41-17
Downloaded from ascelibrary.org by Donald Peoples on 01/30/20. Copyright ASCE. For personal use only; all rights reserved. : S-1 / N-B : RM1 : High
1973 UBC Design Basis
(1997 UBC Required). Table
17-3
Table
17-35 Table 17-38 NO
651
Table 17-2 (Continued). Collapse Prevention Basic Configuration Checklist Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
Moderate Seismicity (Complete the Following Items in Addition to the Items for Low Seismicity) Geologic Site Hazards
C NC N/A U LIQUEFACTION: Liquefaction-susceptible, saturated, loose granular soils that could jeopardize the building’s seismic performance do not exist in the foundation soils at depths within 50 ft (15.2 m) under the building.
5.4.3.1 A.6.1.1
C NC N/A U SLOPE FAILURE: The building site is located away from potential earthquakeinduced slope failures or rockfalls so that it is unaffected by such failures or is capable of accommodating any predicted movements without failure.
5.4.3.1 A.6.1.2
C NC N/A U SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated.
5.4.3.1 A.6.1.3
High Seismicity (Complete the Following Items in Addition to the Items for Moderate Seismicity) Foundation Configuration
C NC N/A U OVERTURNING: The ratio of the least horizontal dimension of the seismic-forceresisting system at the foundation level to the building height (base/height) is greater than 0.6Sa.
5.4.3.3 A.6.2.1
C NC N/A U TIES BETWEEN FOUNDATION ELEMENTS: The foundation has ties adequate to resist seismic forces where footings, piles, and piers are not restrained by beams, slabs, or soils classified as Site Class A, B, or C.
5.4.3.4 A.6.2.2
Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown.
Table 17-3. Immediate Occupancy Basic Configuration Checklist Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
Very Low Seismicity
Building System—General
C NC N/A U LOAD PATH: The structure contains a complete, well-defined load path, including structural elements and connections, that serves to transfer the inertial forces associated with the mass of all elements of the building to the foundation.
5.4.1.1 A.2.1.1
C NC N/A U ADJACENT BUILDINGS: The clear distance between the building being evaluated and any adjacent building is greater than 0.5% of the height of the shorter building in low seismicity, 1.0% in moderate seismicity, and 3.0% in high seismicity.
5.4.1.2 A.2.1.2
C NC N/A U MEZZANINES: Interior mezzanine levels are braced independently from the main structure or are anchored to the seismic-force-resisting elements of the main structure.
5.4.1.3 A.2.1.3
Building System—Building Configuration
C NC N/A U WEAK STORY: The sum of the shear strengths of the seismic-force-resisting system in any story in each direction is not less than 80% of the strength in the adjacent story above.
5.4.2.1 A.2.2.2
C NC N/A U SOFT STORY: The stiffness of the seismic-force-resisting system in any story is not less than 70% of the seismic-force-resisting system stiffness in an adjacent story above or less than 80% of the average seismic-force-resisting system stiffness of the three stories above.
5.4.2.2 A.2.2.3
C NC N/A U VERTICAL IRREGULARITIES: All vertical elements in the seismicforce-resisting system are continuous to the foundation.5.4.2.3 A.2.2.4 C NC N/A U GEOMETRY: There are no changes in the net horizontal dimension of the seismic-force-resisting system of more than 30% in a story relative to adjacent stories, excluding one-story penthouses and mezzanines.
5.4.2.4 A.2.2.5
C NC N/A U MASS: There is no change in effective mass of more than 50% from one story to the next. Light roofs, penthouses, and mezzanines need not be considered.
5.4.2.5 A.2.2.6
continues
Seismic Evaluation and Retrofit of Existing Structures 269 Downloaded from ascelibrary.org by Donald Peoples on 01/30/20. Copyright ASCE. For personal use only; all rights reserved. 652
Table 17-3 (Continued). Immediate Occupancy Basic Configuration Checklist Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
C NC N/A U TORSION: The estimated distance between the story center of mass and the story center of rigidity is less than 20% of the building width in either plan dimension.
5.4.2.6 A.2.2.7
Low Seismicity (Complete the Following Items in Addition to the Items for Very Low Seismicity) Geologic Site Hazards
C NC N/A U LIQUEFACTION: Liquefaction-susceptible, saturated, loose granular soils that could jeopardize the building’s seismic performance do not exist in the foundation soils at depths within 50 ft (15.2 m) under the building.
5.4.3.1 A.6.1.1
C NC N/A U SLOPE FAILURE: The building site is located away from potential earthquakeinduced slope failures or rockfalls so that it is unaffected by such failures or is capable of accommodating any predicted movements without failure.
5.4.3.1 A.6.1.2
C NC N/A U SURFACE FAULT RUPTURE: Surface fault rupture and surface displacement at the building site are not anticipated.
5.4.3.1 A.6.1.3
Moderate and High Seismicity (Complete the Following Items in Addition to the Items for Low Seismicity) Foundation Configuration
C NC N/A U OVERTURNING: The ratio of the least horizontal dimension of the seismicforce-resisting system at the foundation level to the building height (base/height) is greater than 0.6Sa.
5.4.3.3 A.6.2.1
C NC N/A U TIES BETWEEN FOUNDATION ELEMENTS: The foundation has ties adequate to resist seismic forces where footings, piles, and piers are not restrained by beams, slabs, or soils classified as Site Class A, B, or C.
5.4.3.4 A.6.2.2
Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown.
Table 17-4. Collapse Prevention Structural Checklist for Building Types W1 and W1a Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
Low and Moderate Seismicity
Seismic-Force-Resisting System
C NC N/A U REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2.
5.5.1.1 A.3.2.1.1
C NC N/A U SHEAR STRESS CHECK: The shear stress in the shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is less than the following values:
Structural panel sheathing 1,000 lb/ft (14.6 kN/m)
Diagonal sheathing 700 lb/ft (10.2 kN/m)
Straight sheathing 100 lb/ft (1.5 kN/m)
All other conditions 100 lb/ft (1.5 kN/m)
5.5.3.1.1 A.3.2.7.1
C NC N/A U STUCCO (EXTERIOR PLASTER) SHEAR WALLS: Multi-story buildings do not rely on exterior stucco walls as the primary seismic-force-resisting system.
5.5.3.6.1 A.3.2.7.2
C NC N/A U GYPSUM WALLBOARD OR PLASTER SHEAR WALLS: Interior plaster or gypsum wallboard is not used for shear walls on buildings more than one story high with the exception of the uppermost level of a multi-story building.
5.5.3.6.1 A.3.2.7.3
C NC N/A U NARROW WOOD SHEAR WALLS: Narrow wood shear walls with an aspect ratio greater than 2-to-1 are not used to resist seismic forces.
5.5.3.6.1 A.3.2.7.4
C NC N/A U WALLS CONNECTED THROUGH FLOORS: Shear walls have an interconnection between stories to transfer overturning and shear forces through the floor.
5.5.3.6.2 A.3.2.7.5
C NC N/A U HILLSIDE SITE: For structures that are taller on at least one side by more than one-half story because of a sloping site, all shear walls on the downhill slope have an aspect ratio less than 1-to-1.
5.5.3.6.3 A.3.2.7.6
continues
270 STANDARD ASCE/SEI 41-17
Downloaded from ascelibrary.org by Donald Peoples on 01/30/20. Copyright ASCE. For personal use only; all rights reserved.
These are compliant according to the
Geotechnical Investigation Report by
Cotton, Shires and Associates, Inc.
See Appendix C.
653
Table 17-34 (Continued). Collapse Prevention Structural Checklist for Building Types RM1 and RM2 Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
Flexible Diaphragms
C NC N/A U CROSS TIES: There are continuous cross ties between diaphragm chords. 5.6.1.2 A.4.1.2 C NC N/A U OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls are less than 25% of the wall length.
5.6.1.3 A.4.1.4
C NC N/A U OPENINGS AT EXTERIOR MASONRY SHEAR WALLS: Diaphragm openings immediately adjacent to exterior masonry shear walls are not greater than 8 ft (2.4 m) long.
5.6.1.3 A.4.1.6
C NC N/A U STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 2-to-1 in the direction being considered.
5.6.2 A.4.2.1
C NC N/A U SPANS: All wood diaphragms with spans greater than 24 ft (7.3 m) consist of wood structural panels or diagonal sheathing.
5.6.2 A.4.2.2
C NC N/A U DIAGONALLY SHEATHED AND UNBLOCKED DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 40 ft (12.2 m) and aspect ratios less than or equal to 4-to-1.
5.6.2 A.4.2.3
C NC N/A U OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.
5.6.5 A.4.7.1
Connections
C NC N/A U STIFFNESS OF WALL ANCHORS: Anchors of concrete or masonry walls to wood structural elements are installed taut and are stiff enough to limit the relative movement between the wall and the diaphragm to no greater than 1/8 in. (3 mm) before engagement of the anchors.
5.7.1.2 A.5.1.4
Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown.
Table 17-35. Immediate Occupancy Structural Checklist for Building Types RM1 and RM2 Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
Very Low Seismicity
Seismic-Force-Resisting System
C NC N/A U REDUNDANCY: The number of lines of shear walls in each principal direction is greater than or equal to 2.
5.5.1.1 A.3.2.1.1
C NC N/A U SHEAR STRESS CHECK: The shear stress in the reinforced masonry shear walls, calculated using the Quick Check procedure of Section 4.4.3.3, is less than 70 lb/in.2 (4.83 MPa).
5.5.3.1.1 A.3.2.4.1
C NC N/A U REINFORCING STEEL: The total vertical and horizontal reinforcing steel ratio in reinforced masonry walls is greater than 0.002 of the wall with the minimum of
0.0007 in either of the two directions; the spacing of reinforcing steel is less than 48 in., and all vertical bars extend to the top of the walls.
5.5.3.1.3 A.3.2.4.2
Connections
C NC N/A U WALL ANCHORAGE: Exterior concrete or masonry walls that are dependent on the diaphragm for lateral support are anchored for out-of-plane forces at each diaphragm level with steel anchors, reinforcing dowels, or straps that are developed into the diaphragm. Connections have strength to resist the connection force calculated in the Quick Check procedure of Section 4.4.3.7.
5.7.1.1 A.5.1.1
C NC N/A U WOOD LEDGERS: The connection between the wall panels and the diaphragm does not induce cross-grain bending or tension in the wood ledgers.
5.7.1.3 A.5.1.2
C NC N/A U TRANSFER TO SHEAR WALLS: Diaphragms are connected for transfer of seismic forces to the shear walls, and the connections are able to develop the lesser of the shear strength of the walls or diaphragms.
5.7.2 A.5.2.1
continues
314 STANDARD ASCE/SEI 41-17
Downloaded from ascelibrary.org by Donald Peoples on 01/30/20. Copyright ASCE. For personal use only; all rights reserved.
See Appendix C.
The total ratio is 0.0024, the minimum ratio is
0.0011 for the vert. steel, and the maximum
spacing is 40" o.c. (all per the as-built drawings). Strength not evaluated. No ledgers.
See Appendix C. Existing wall anchors at
8' o.c. are not adequate. Add new wall
anchors to provide wall anchorage at 4' o.c.
654
Table 17-35 (Continued). Immediate Occupancy Structural Checklist for Building Types RM1 and RM2 Status Evaluation Statement
Tier 2
Reference
Commentary
Reference
C NC N/A U FOUNDATION DOWELS: Wall reinforcement is doweled into the foundation, and the dowels are able to develop the lesser of the strength of the walls or the uplift capacity of the foundation.
5.7.3.4 A.5.3.5
C NC N/A U GIRDER–COLUMN CONNECTION: There is a positive connection using plates, connection hardware, or straps between the girder and the column support.
5.7.4.1 A.5.4.1
Stiff Diaphragms
C NC N/A U TOPPING SLAB: Precast concrete diaphragm elements are interconnected by a continuous reinforced concrete topping slab.
5.6.4 A.4.5.1
C NC N/A U TOPPING SLAB TO WALLS OR FRAMES: Reinforced concrete topping slabs that interconnect the precast concrete diaphragm elements are doweled for transfer of forces into the shear wall or frame elements.
5.7.2 A.5.2.3
Foundation System
C NC N/A U DEEP FOUNDATIONS: Piles and piers are capable of transferring the lateral forces between the structure and the soil.
A.6.2.3
C NC N/A U SLOPING SITES: The difference in foundation embedment depth from one side of the building to another does not exceed one story.
A.6.2.4
Low, Moderate, and High Seismicity (Complete the Following Items in Addition to the Items for Very Low Seismicity) Seismic-Force-Resisting System
C NC N/A U REINFORCING AT WALL OPENINGS: All wall openings that interrupt rebar have trim reinforcing on all sides.
5.5.3.1.5 A.3.2.4.3
C NC N/A U PROPORTIONS: The height-to-thickness ratio of the shear walls at each story is less than 30.
5.5.3.1.2 A.3.2.4.4
Diaphragms (Stiff or Flexible)
C NC N/A U OPENINGS AT SHEAR WALLS: Diaphragm openings immediately adjacent to the shear walls are less than 15% of the wall length.
5.6.1.3 A.4.1.4
C NC N/A U OPENINGS AT EXTERIOR MASONRY SHEAR WALLS: Diaphragm openings immediately adjacent to exterior masonry shear walls are not greater than 4 ft (1.2 m) long.
5.6.1.3 A.4.1.6
C NC N/A U PLAN IRREGULARITIES: There is tensile capacity to develop the strength of the diaphragm at reentrant corners or other locations of plan irregularities.
5.6.1.4 A.4.1.7
C NC N/A U DIAPHRAGM REINFORCEMENT AT OPENINGS: There is reinforcing around all diaphragm openings larger than 50% of the building width in either major plan dimension.
5.6.1.5 A.4.1.8
Flexible Diaphragms
C NC N/A U CROSS TIES: There are continuous cross ties between diaphragm chords. 5.6.1.2 A.4.1.2 C NC N/A U STRAIGHT SHEATHING: All straight-sheathed diaphragms have aspect ratios less than 1-to-1 in the direction being considered.
5.6.2 A.4.2.1
C NC N/A U SPANS: All wood diaphragms with spans greater than 12 ft (3.6 m) consist of wood structural panels or diagonal sheathing.
5.6.2 A.4.2.2
C NC N/A U DIAGONALLY SHEATHED AND UNBLOCKED DIAPHRAGMS: All diagonally sheathed or unblocked wood structural panel diaphragms have horizontal spans less than 30 ft (9.2 m) and aspect ratios less than or equal to 3-to-1.
5.6.2 A.4.2.3
C NC N/A U NONCONCRETE FILLED DIAPHRAGMS: Untopped metal deck diaphragms or metal deck diaphragms with fill other than concrete consist of horizontal spans of less than 40 ft (12.2 m) and have aspect ratios less than 4-to-1.
5.6.3 A.4.3.1
C NC N/A U OTHER DIAPHRAGMS: Diaphragms do not consist of a system other than wood, metal deck, concrete, or horizontal bracing.
5.6.5 A.4.7.1
Connections
C NC N/A U STIFFNESS OF WALL ANCHORS: Anchors of concrete or masonry walls to wood structural elements are installed taut and are stiff enough to limit the relative movement between the wall and the diaphragm to no greater than 1/8 in. before engagement of the anchors.
5.7.1.2 A.5.1.4
Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown.
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Strength not evaluated. No girders or columns. Per details on as-built drawings. 11' / 0.67' = 16.5 < 30 Openings are 2' minimum away from walls. Openings are 2' minimum away from walls. No opening that large.
The closest cross-tie per plan is
2.5' away from the corner. Add
a new wall anchor at the corner. Anchors are concealed and could not be observed. 655
Table 17-38. Nonstructural Checklist
Status Evaluation Statementa,b
Tier 2
Reference
Commentary
Reference
Life Safety Systems
C NC N/A U HR—not required; LS—LMH; PR—LMH. FIRE SUPPRESSION PIPING: Fire suppression piping is anchored and braced in accordance with NFPA-13.
13.7.4 A.7.13.1
C NC N/A U HR—not required; LS—LMH; PR—LMH. FLEXIBLE COUPLINGS: Fire suppression piping has flexible couplings in accordance with NFPA-13.
13.7.4 A.7.13.2
C NC N/A U HR—not required; LS—LMH; PR—LMH. EMERGENCY POWER: Equipment used to power or control Life Safety systems is anchored or braced.
13.7.7 A.7.12.1
C NC N/A U HR—not required; LS—LMH; PR—LMH. STAIR AND SMOKE DUCTS: Stair pressurization and smoke control ducts are braced and have flexible connections at seismic joints.
13.7.6 A.7.14.1
C NC N/A U HR—not required; LS—MH; PR—MH. SPRINKLER CEILING CLEARANCE:
Penetrations through panelized ceilings for fire suppression devices provide clearances in accordance with NFPA-13.
13.7.4 A.7.13.3
C NC N/A U HR—not required; LS—not required; PR—LMH. EMERGENCY LIGHTING:
Emergency and egress lighting equipment is anchored or braced.
13.7.9 A.7.3.1
Hazardous Materials
C NC N/A U HR—LMH; LS—LMH; PR—LMH. HAZARDOUS MATERIAL EQUIPMENT:
Equipment mounted on vibration isolators and containing hazardous material is equipped with restraints or snubbers.
13.7.1 A.7.12.2
C NC N/A U HR—LMH; LS—LMH; PR—LMH. HAZARDOUS MATERIAL STORAGE:
Breakable containers that hold hazardous material, including gas cylinders, are restrained by latched doors, shelf lips, wires, or other methods.
13.8.3 A.7.15.1
C NC N/A U HR—MH; LS—MH; PR—MH. HAZARDOUS MATERIAL DISTRIBUTION:
Piping or ductwork conveying hazardous materials is braced or otherwise protected from damage that would allow hazardous material release.
13.7.3 13.7.5
A.7.13.4
C NC N/A U HR—MH; LS—MH; PR—MH. SHUTOFF VALVES: Piping containing hazardous material, including natural gas, has shutoff valves or other devices to limit spills or leaks.
13.7.3 13.7.5
A.7.13.3
C NC N/A U HR—LMH; LS—LMH; PR—LMH. FLEXIBLE COUPLINGS: Hazardous material ductwork and piping, including natural gas piping, have flexible couplings.
13.7.3 13.7.5
A.7.15.4
C NC N/A U HR—MH; LS—MH; PR—MH. PIPING OR DUCTS CROSSING SEISMIC JOINTS: Piping or ductwork carrying hazardous material that either crosses seismic joints or isolation planes or is connected to independent structures has couplings or other details to accommodate the relative seismic displacements.
13.7.3 13.7.5
13.7.6 A.7.13.6
Partitions
C NC N/A U HR—LMH; LS—LMH; PR—LMH. UNREINFORCED MASONRY: Unreinforced masonry or hollow-clay tile partitions are braced at a spacing of at most 10 ft (3.0 m) in Low or Moderate Seismicity, or at most 6 ft (1.8 m) in High Seismicity.
13.6.2 A.7.1.1
C NC N/A U HR—LMH; LS—LMH; PR—LMH. HEAVY PARTITIONS SUPPORTED BY CEILINGS: The tops of masonry or hollow-clay tile partitions are not laterally supported by an integrated ceiling system.
13.6.2 A.7.2.1
C NC N/A U HR—not required; LS—MH; PR—MH. DRIFT: Rigid cementitious partitions are detailed to accommodate the following drift ratios: in steel moment frame, concrete moment frame, and wood frame buildings, 0.02; in other buildings,
0.005.
13.6.2 A.7.1.2
C NC N/A U HR—not required; LS—not required; PR—MH. LIGHT PARTITIONS SUPPORTED BY CEILINGS: The tops of gypsum board partitions are not laterally supported by an integrated ceiling system.
13.6.2 A.7.2.1
C NC N/A U HR—not required; LS—not required; PR—MH. STRUCTURAL SEPARATIONS: Partitions that cross structural separations have seismic or control joints.
13.6.2 A.7.1.3
continues
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Generator. Generator. Generator day tank. Diesel fuel piping not braced. Generator. Generator. 656
Table 17-38 (Continued). Nonstructural Checklist
Status Evaluation Statementa,b
Tier 2
Reference
Commentary
Reference
C NC N/A U HR—not required; LS—not required; PR—MH. TOPS: The tops of ceiling-high framed or panelized partitions have lateral bracing to the structure at a spacing equal to or less than 6 ft (1.8 m).
13.6.2 A.7.1.4
Ceilings
C NC N/A U HR—H; LS—MH; PR—LMH. SUSPENDED LATH AND PLASTER: Suspended lath and plaster ceilings have attachments that resist seismic forces for every 12 ft2 (1.1 m2
) of area.
13.6.4 A.7.2.3
C NC N/A U HR—not required; LS—MH; PR—LMH. SUSPENDED GYPSUM BOARD:
Suspended gypsum board ceilings have attachments that resist seismic forces for every 12 ft2 (1.1 m2
) of area.
13.6.4 A.7.2.3
C NC N/A U HR—not required; LS—not required; PR—MH. INTEGRATED CEILINGS:
Integrated suspended ceilings with continuous areas greater than 144 ft2 (13.4 m2) and ceilings of smaller areas that are not surrounded by restraining partitions are laterally restrained at a spacing no greater than 12 ft (3.6 m) with members attached to the structure above. Each restraint location has a minimum of four diagonal wires and compression struts, or diagonal members capable of resisting compression.
13.6.4 A.7.2.2
C NC N/A U HR—not required; LS—not required; PR—MH. EDGE CLEARANCE: The free edges of integrated suspended ceilings with continuous areas greater than 144 ft2 (13.4 m2
) have clearances from the enclosing wall or partition of at least the following: in Moderate Seismicity, 1/2 in. (13 mm); in High Seismicity, 3/4 in. (19 mm).
13.6.4 A.7.2.4
C NC N/A U HR—not required; LS—not required; PR—MH. CONTINUITY ACROSS STRUCTURE JOINTS: The ceiling system does not cross any seismic joint and is not attached to multiple independent structures.
13.6.4 A.7.2.5
C NC N/A U HR—not required; LS—not required; PR—H. EDGE SUPPORT: The free edges of integrated suspended ceilings with continuous areas greater than 144 ft2 (13.4 m2
) are supported by closure angles or channels not less than 2 in. (51 mm) wide.
13.6.4 A.7.2.6
C NC N/A U HR—not required; LS—not required; PR—H. SEISMIC JOINTS: Acoustical tile or lay-in panel ceilings have seismic separation joints such that each continuous portion of the ceiling is no more than 2,500 ft2 (232.3 m2 ) and has a
ratio of long-to-short dimension no more than 4-to-1.
13.6.4 A.7.2.7
Light Fixtures
C NC N/A U HR—not required; LS—MH; PR—MH. INDEPENDENT SUPPORT: Light fixtures that weigh more per square foot than the ceiling they penetrate are supported independent of the grid ceiling suspension system by a minimum of two wires at diagonally opposite corners of each fixture.
13.6.4 13.7.9
A.7.3.2
C NC N/A U HR—not required; LS—not required; PR—H. PENDANT SUPPORTS: Light fixtures on pendant supports are attached at a spacing equal to or less than 6 ft. Unbraced suspended fixtures are free to allow a 360-degree range of motion at an angle not less than 45 degrees from horizontal without contacting adjacent components. Alternatively, if rigidly supported and/or braced, they are free to move with the structure to which they are attached without damaging adjoining components. Additionally, the connection to the structure is capable of accommodating the movement without failure.
13.7.9 A.7.3.3
C NC N/A U HR—not required; LS—not required; PR—H. LENS COVERS: Lens covers on light fixtures are attached with safety devices.
13.7.9 A.7.3.4
Cladding and Glazing
C NC N/A U HR—MH; LS—MH; PR—MH. CLADDING ANCHORS: Cladding components weighing more than 10 lb/ft2 (0.48 kN/m2
) are mechanically anchored to the
structure at a spacing equal to or less than the following: for Life Safety in Moderate Seismicity, 6 ft (1.8 m); for Life Safety in High Seismicity and for Position Retention in any seismicity, 4 ft (1.2 m)
13.6.1 A.7.4.1
continues
320 STANDARD ASCE/SEI 41-17
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Swinging pendant lights
adjacent to the crane beam.
657
Table 17-38 (Continued). Nonstructural Checklist
Status Evaluation Statementa,b
Tier 2
Reference
Commentary
Reference
C NC N/A U HR—not required; LS—MH; PR—MH. CLADDING ISOLATION: For steel or concrete moment-frame buildings, panel connections are detailed to accommodate a story drift ratio by the use of rods attached to framing with oversize holes or slotted holes of at least the following: for Life Safety in Moderate Seismicity, 0.01; for Life Safety in High Seismicity and for Position Retention in any seismicity, 0.02, and the rods have a length-to-diameter ratio of 4.0 or less.
13.6.1 A.7.4.3
C NC N/A U HR—MH; LS—MH; PR—MH. MULTI-STORY PANELS: For multi-story panels attached at more than one floor level, panel connections are detailed to accommodate a story drift ratio by the use of rods attached to framing with oversize holes or slotted holes of at least the following: for Life Safety in Moderate Seismicity, 0.01; for Life Safety in High Seismicity and for Position Retention in any seismicity, 0.02, and the rods have a length-to-diameter ratio of 4.0 or less.
13.6.1 A.7.4.4
C NC N/A U HR—not required; LS—MH; PR—MH. THREADED RODS: Threaded rods for panel connections detailed to accommodate drift by bending of the rod have a length-to-diameter ratio greater than 0.06 times the story height in inches for Life Safety in Moderate Seismicity and 0.12 times the story height in inches for Life Safety in High Seismicity and Position Retention in any seismicity.
13.6.1 A.7.4.9
C NC N/A U HR—MH; LS—MH; PR—MH. PANEL CONNECTIONS: Cladding panels are anchored out of plane with a minimum number of connections for each wall panel, as follows: for Life Safety in Moderate Seismicity, 2 connections; for Life Safety in High Seismicity and for Position Retention in any seismicity, 4 connections.
13.6.1.4 A.7.4.5
C NC N/A U HR—MH; LS—MH; PR—MH. BEARING CONNECTIONS: Where bearing connections are used, there is a minimum of two bearing connections for each cladding panel.
13.6.1.4 A.7.4.6
C NC N/A U HR—MH; LS—MH; PR—MH. INSERTS: Where concrete cladding components use inserts, the inserts have positive anchorage or are anchored to reinforcing steel.
13.6.1.4 A.7.4.7
C NC N/A U HR—not required; LS—MH; PR—MH. OVERHEAD GLAZING: Glazing panes of any size in curtain walls and individual interior or exterior panes more than 16 ft2 (1.5 m2
) in area are laminated annealed or laminated heat-strengthened glass and are detailed to remain in the frame when cracked.
13.6.1.5 A.7.4.8
Masonry Veneer
C NC N/A U HR—not required; LS—LMH; PR—LMH. TIES: Masonry veneer is connected to the backup with corrosion-resistant ties. There is a minimum of one tie for every 2-2/3 ft2 (0.25 m2
), and the ties have spacing no greater than the
following: for Life Safety in Low or Moderate Seismicity, 36 in. (914 mm); for Life Safety in High Seismicity and for Position Retention in any seismicity, 24 in. (610 mm).
13.6.1.2 A.7.5.1
C NC N/A U HR—not required; LS—LMH; PR—LMH. SHELF ANGLES: Masonry veneer is supported by shelf angles or other elements at each floor above the ground floor.
13.6.1.2 A.7.5.2
C NC N/A U HR—not required; LS—LMH; PR—LMH. WEAKENED PLANES: Masonry veneer is anchored to the backup adjacent to weakened planes, such as at the locations of flashing.
13.6.1.2 A.7.5.3
C NC N/A U HR—LMH; LS—LMH; PR—LMH. UNREINFORCED MASONRY BACKUP:
There is no unreinforced masonry backup.
13.6.1.1 13.6.1.2
A.7.7.2
C NC N/A U HR—not required; LS—MH; PR—MH. STUD TRACKS: For veneer with coldformed steel stud backup, stud tracks are fastened to the structure at a spacing equal to or less than 24 in. (610 mm) on center.
13.6.1.1 13.6.1.2
A.7.6.1
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Table 17-38 (Continued). Nonstructural Checklist
Status Evaluation Statementa,b
Tier 2
Reference
Commentary
Reference
C NC N/A U HR—not required; LS—MH; PR—MH. ANCHORAGE: For veneer with concrete block or masonry backup, the backup is positively anchored to the structure at a horizontal spacing equal to or less than 4 ft along the floors and roof.
13.6.1.1 13.6.1.2
A.7.7.1
C NC N/A U HR—not required; LS—not required; PR—MH. WEEP HOLES: In veneer anchored to stud walls, the veneer has functioning weep holes and base flashing.
13.6.1.2 A.7.5.6
C NC N/A U HR—not required; LS—not required; PR—MH. OPENINGS: For veneer with cold-formed-steel stud backup, steel studs frame window and door openings.
13.6.1.1 13.6.1.2
A.7.6.2
Parapets, Cornices, Ornamentation, and Appendages
C NC N/A U HR—LMH; LS—LMH; PR—LMH. URM PARAPETS OR CORNICES: Laterally unsupported unreinforced masonry parapets or cornices have height-tothickness ratios no greater than the following: for Life Safety in Low or Moderate Seismicity, 2.5; for Life Safety in High Seismicity and for Position Retention in any seismicity, 1.5.
13.6.5 A.7.8.1
C NC N/A U HR—not required; LS—LMH; PR—LMH. CANOPIES: Canopies at building exits are anchored to the structure at a spacing no greater than the following: for Life Safety in Low or Moderate Seismicity, 10 ft (3.0 m); for Life Safety in High Seismicity and for Position Retention in any seismicity, 6 ft (1.8 m).
13.6.6 A.7.8.2
C NC N/A U HR—H; LS—MH; PR—LMH. CONCRETE PARAPETS: Concrete parapets with height-to-thickness ratios greater than 2.5 have vertical reinforcement.
13.6.5 A.7.8.3
C NC N/A U HR—MH; LS—MH; PR—LMH. APPENDAGES: Cornices, parapets, signs, and other ornamentation or appendages that extend above the highest point of anchorage to the structure or cantilever from components are reinforced and anchored to the structural system at a spacing equal to or less than 6 ft (1.8 m).
This evaluation statement item does not apply to parapets or cornices covered by other evaluation statements.
13.6.6 A.7.8.4
Masonry Chimneys
C NC N/A U HR—LMH; LS—LMH; PR—LMH. URM CHIMNEYS: Unreinforced masonry chimneys extend above the roof surface no more than the following: for Life Safety in Low or Moderate Seismicity, 3 times the least dimension of the chimney; for Life Safety in High Seismicity and for Position Retention in any seismicity, 2 times the least dimension of the chimney.
13.6.7 A.7.9.1
C NC N/A U HR—LMH; LS—LMH; PR—LMH. ANCHORAGE: Masonry chimneys are anchored at each floor level, at the topmost ceiling level, and at the roof.
13.6.7 A.7.9.2
Stairs
C NC N/A U HR—not required; LS—LMH; PR—LMH. STAIR ENCLOSURES: Hollow-clay tile or unreinforced masonry walls around stair enclosures are restrained out of plane and have height-to-thickness ratios not greater than the following: for Life Safety in Low or Moderate Seismicity, 15-to-1; for Life Safety in High Seismicity and for Position Retention in any seismicity, 12-to-1.
13.6.2 13.6.8
A.7.10.1
C NC N/A U HR—not required; LS—LMH; PR—LMH. STAIR DETAILS: The connection between the stairs and the structure does not rely on post-installed anchors in concrete or masonry, and the stair details are capable of accommodating the drift calculated using the Quick Check procedure of Section 4.4.3.1 for moment-frame structures or 0.5 in. for all other structures without including any lateral stiffness contribution from the stairs.
13.6.8 A.7.10.2
Contents and Furnishings
C NC N/A U HR—LMH; LS—MH; PR—MH. INDUSTRIAL STORAGE RACKS: Industrial storage racks or pallet racks more than 12 ft high meet the requirements of ANSI/RMI MH 16.1 as modified by ASCE 7, Chapter 15.
13.8.1 A.7.11.1
continues
322 STANDARD ASCE/SEI 41-17
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Table 17-38 (Continued). Nonstructural Checklist
Status Evaluation Statementa,b
Tier 2
Reference
Commentary
Reference
C NC N/A U HR—not required; LS—H; PR—MH. TALL NARROW CONTENTS: Contents more than 6 ft (1.8 m) high with a height-to-depth or height-to-width ratio greater than 3-to-1 are anchored to the structure or to each other.
13.8.2 A.7.11.2
C NC N/A U HR—not required; LS—H; PR—H. FALL-PRONE CONTENTS: Equipment, stored items, or other contents weighing more than 20 lb (9.1 kg) whose center of mass is more than 4 ft (1.2 m) above the adjacent floor level are braced or otherwise restrained.
13.8.2 A.7.11.3
C NC N/A U HR—not required; LS—not required; PR—MH. ACCESS FLOORS: Access floors more than 9 in. (229 mm) high are braced.
13.6.10 A.7.11.4
C NC N/A U HR—not required; LS—not required; PR—MH. EQUIPMENT ON ACCESS FLOORS: Equipment and other contents supported by access floor systems are anchored or braced to the structure independent of the access floor.
13.7.7 13.6.10
A.7.11.5
C NC N/A U HR—not required; LS—not required; PR—H. SUSPENDED CONTENTS:
Items suspended without lateral bracing are free to swing from or move with the structure from which they are suspended without damaging themselves or adjoining components.
13.8.2 A.7.11.6
Mechanical and Electrical Equipment
C NC N/A U HR—not required; LS—H; PR—H. FALL-PRONE EQUIPMENT: Equipment weighing more than 20 lb (9.1 kg) whose center of mass is more than 4 ft (1.2 m) above the adjacent floor level, and which is not in-line equipment, is braced.
13.7.1 13.7.7
A.7.12.4
C NC N/A U HR—not required; LS—H; PR—H. IN-LINE EQUIPMENT: Equipment installed in line with a duct or piping system, with an operating weight more than 75 lb (34.0 kg), is supported and laterally braced independent of the duct or piping system.
13.7.1 A.7.12.5
C NC N/A U HR—not required; LS—H; PR—MH. TALL NARROW EQUIPMENT:
Equipment more than 6 ft (1.8 m) high with a height-to-depth or height-to-width ratio greater than 3-to-1 is anchored to the floor slab or adjacent structural walls.
13.7.1 13.7.7
A.7.12.6
C NC N/A U HR—not required; LS—not required; PR—MH. MECHANICAL DOORS:
Mechanically operated doors are detailed to operate at a story drift ratio of
0.01. 13.6.9 A.7.12.7
C NC N/A U HR—not required; LS—not required; PR—H. SUSPENDED EQUIPMENT:
Equipment suspended without lateral bracing is free to swing from or move with the structure from which it is suspended without damaging itself or adjoining components.
13.7.1 13.7.7
A.7.12.8
C NC N/A U HR—not required; LS—not required; PR—H. VIBRATION ISOLATORS:
Equipment mounted on vibration isolators is equipped with horizontal restraints or snubbers and with vertical restraints to resist overturning.
13.7.1 A.7.12.9
C NC N/A U HR—not required; LS—not required; PR—H. HEAVY EQUIPMENT: Floorsupported or platform-supported equipment weighing more than 400 lb (181.4 kg) is anchored to the structure.
13.7.1 13.7.7
A.7.12.10
C NC N/A U HR—not required; LS—not required; PR—H. ELECTRICAL EQUIPMENT:
Electrical equipment is laterally braced to the structure.
13.7.7 A.7.12.11
C NC N/A U HR—not required; LS—not required; PR—H. CONDUIT COUPLINGS:
Conduit greater than 2.5 in. (64 mm) trade size that is attached to panels, cabinets, or other equipment and is subject to relative seismic displacement has flexible couplings or connections.
13.7.8 A.7.12.12
Piping
C NC N/A U HR—not required; LS—not required; PR—H. FLEXIBLE COUPLINGS: Fluid and gas piping has flexible couplings.
13.7.3 13.7.5
A.7.13.2
continues
Seismic Evaluation and Retrofit of Existing Structures 323 Downloaded from ascelibrary.org by Donald Peoples on 01/30/20. Copyright ASCE. For personal use only; all rights reserved.
Storage cabinets. Storage cabinets. Generator exhaust piping. Generator exhaust piping. Electrical panels. Roll-up door. Generator exhaust piping. Generator. Pumps and electrical equipment. Junction boxes. 660
Table 17-38 (Continued). Nonstructural Checklist
Status Evaluation Statementa,b
Tier 2
Reference
Commentary
Reference
C NC N/A U HR—not required; LS—not required; PR—H. FLUID AND GAS PIPING: Fluid and gas piping is anchored and braced to the structure to limit spills or leaks.
13.7.3 13.7.5
A.7.13.4
C NC N/A U HR—not required; LS—not required; PR—H. C-CLAMPS: One-sided C-clamps that support piping larger than 2.5 in. (64 mm) in diameter are restrained.
13.7.3 13.7.5
A.7.13.5
C NC N/A U HR—not required; LS—not required; PR—H. PIPING CROSSING SEISMIC JOINTS: Piping that crosses seismic joints or isolation planes or is connected to independent structures has couplings or other details to accommodate the relative seismic displacements.
13.7.3 13.7.5
A.7.13.6
Ducts
C NC N/A U HR—not required; LS—not required; PR—H. DUCT BRACING: Rectangular ductwork larger than 6 ft2 (0.56 m2
) in cross-sectional area and round ducts
larger than 28 in. (711 mm) in diameter are braced. The maximum spacing of transverse bracing does not exceed 30 ft (9.2 m). The maximum spacing of longitudinal bracing does not exceed 60 ft (18.3 m).
13.7.6 A.7.14.2
C NC N/A U HR—not required; LS—not required; PR—H. DUCT SUPPORT: Ducts are not supported by piping or electrical conduit.
13.7.6 A.7.14.3
C NC N/A U HR—not required; LS—not required; PR—H. DUCTS CROSSING SEISMIC JOINTS: Ducts that cross seismic joints or isolation planes or are connected to independent structures have couplings or other details to accommodate the relative seismic displacements.
13.7.6 A.7.14.4
Elevators
C NC N/A U HR—not required; LS—H; PR—H. RETAINER GUARDS: Sheaves and drums have cable retainer guards.
13.7.11 A.7.16.1
C NC N/A U HR—not required; LS—H; PR—H. RETAINER PLATE: A retainer plate is present at the top and bottom of both car and counterweight.
13.7.11 A.7.16.2
C NC N/A U HR—not required; LS—not required; PR—H. ELEVATOR EQUIPMENT:
Equipment, piping, and other components that are part of the elevator system are anchored.
13.7.11 A.7.16.3
C NC N/A U HR—not required; LS—not required; PR—H. SEISMIC SWITCH: Elevators capable of operating at speeds of 150 ft/min (0.30 m/min) or faster are equipped with seismic switches that meet the requirements of ASME A17.1 or have trigger levels set to 20% of the acceleration of gravity at the base of the structure and 50% of the acceleration of gravity in other locations.
13.7.11 A.7.16.4
C NC N/A U HR—not required; LS—not required; PR—H. SHAFT WALLS: Elevator shaft walls are anchored and reinforced to prevent toppling into the shaft during strong shaking.
13.7.11 A.7.16.5
C NC N/A U HR—not required; LS—not required; PR—H. COUNTERWEIGHT RAILS: All counterweight rails and divider beams are sized in accordance with ASME A17.1.
13.7.11 A.7.16.6
C NC N/A U HR—not required; LS—not required; PR—H. BRACKETS: The brackets that tie the car rails and the counterweight rail to the structure are sized in accordance with ASME A17.1.
13.7.11 A.7.16.7
C NC N/A U HR—not required; LS—not required; PR—H. SPREADER BRACKET:
Spreader brackets are not used to resist seismic forces.
13.7.11 A.7.16.8
C NC N/A U HR—not required; LS—not required; PR—H. GO-SLOW ELEVATORS: The building has a go-slow elevator system.
13.7.11 A.7.16.9
Note: C = Compliant, NC = Noncompliant, N/A = Not Applicable, and U = Unknown. a Performance Level: HR = Hazards Reduced, LS = Life Safety, and PR = Position Retention. b Level of Seismicity: L = Low, M = Moderate, and H = High. 324 STANDARD ASCE/SEI 41-17
Downloaded from ascelibrary.org by Donald Peoples on 01/30/20. Copyright ASCE. For personal use only; all rights reserved.
No bracing.
661
APPENDIX B
FEMA P-154 Data Collection Forms
662
Rapid Visual Screening of Buildings for Potential Seismic Hazards Level 1
FEMA P-154 Data Collection Form VERY HIGH Seismicity
Legend: MRF = Moment-resisting frame RC = Reinforced concrete URM INF = Unreinforced masonry infill MH = Manufactured Housing FD = Flexible diaphragm
PHOTOGRAPH
Address:
Zip:
Other Identifiers:
Building Name:
Use:
Latitude: Longitude:
SS: S1:
Screener(s): Date/Time:
No. Stories: Above Grade: Below Grade: Year Built: EST
Total Floor Area (sq. ft.): Code Year:
Additions: None Yes, Year(s) Built:
Occupancy: Assembly Commercial Emer. Services Historic Shelter Industrial Office School Government
Utility Warehouse Residential, # Units:
Soil Type: A
Hard
Rock
B
Avg
Rock
C
Dense
Soil
D
Stiff
Soil
E
Soft
Soil
F
Poor
Soil
DNK
If DNK, assume Type D.
Geologic Hazards: Liquefaction: Yes/No/DNK Landslide: Yes/No/DNK Surf. Rupt.: Yes/No/DNK Adjacency: Pounding Falling Hazards from Taller Adjacent Building Irregularities: Vertical (type/severity)
Plan (type)
Exterior Falling
Hazards:
Unbraced Chimneys Heavy Cladding or Heavy Veneer
Parapets Appendages
Other: _______________________________________________
COMMENTS:
SKETCH Additional sketches or comments on separate page BASIC SCORE, MODIFIERS, AND FINAL LEVEL 1 SCORE, SL1
FEMA BUILDING TYPE Do Not
Know
W1 W1A W2 S1
(MRF)
S2
(BR)
S3
(LM)
S4
(RC
SW)
S5
(URM
INF)
C1
(MRF)
C2
(SW)
C3
(URM
INF)
PC1
(TU)
PC2 RM1
(FD)
RM2
(RD)
URM MH
Basic Score
Severe Vertical Irregularity, VL1
Moderate Vertical Irregularity, VL1
Plan Irregularity, PL1
Pre-Code
Post-Benchmark
Soil Type A or B
Soil Type E (1-3 stories)
Soil Type E (> 3 stories)
2.1 -0.9
-0.6
-0.7
-0.3
1.9 0.5
0.0 -0.4
1.9 -0.9
-0.5
-0.7
-0.3
1.9 0.5
-0.2
-0.4
1.8 -0.9
-0.5
-0.6
-0.3
2.0 0.4
-0.4
-0.4
1.5 -0.8
-0.4
-0.5
-0.3
1.0 0.3
-0.3
-0.3
1.4 -0.7
-0.4
-0.5
-0.2
1.1 0.3
-0.2
-0.3
1.6 -0.8
-0.5
-0.6
-0.3
1.1 0.4
-0.2
NA
1.4 -0.7
-0.4
-0.4
-0.2
1.5 0.3
-0.2
-0.3
1.2 -0.7
-0.3
-0.4
-0.1
NA
0.2 -0.1
-0.1
1.0 -0.7
-0.4
-0.4
-0.1
1.4 0.2
-0.1
-0.1
1.2 -0.8
-0.4
-0.5
-0.2
1.7 0.3
-0.2
-0.3
0.9 -0.6
-0.3
-0.3
0.0 NA
0.1 0.0
-0.1
1.1 -0.7
-0.4
-0.5
-0.2
1.5 0.3
-0.2
NA
1.0 -0.7
-0.4
-0.4
-0.1
1.7 0.2
-0.1
-0.1
1.1 -0.7
-0.4
-0.4
-0.2
1.6 0.3
-0.2
-0.2
1.1 -0.7
-0.4
-0.4
-0.2
1.6 0.3
-0.2
-0.2
0.9 -0.6
-0.3
-0.3
0.0 NA
0.1 0.0
0.0 1.1
NA
NA
NA
0.0 0.5
0.1 -0.1
NA
Minimum Score, SMIN 0.7 0.7 0.7 0.5 0.5 0.5 0.5 0.5 0.3 0.3 0.3 0.2 0.2 0.3 0.3 0.2 1.0 FINAL LEVEL 1 SCORE, SL1 ≥ SMIN:
EXTENT OF REVIEW
Exterior: Partial All Sides Aerial
Interior: None Visible Entered
Drawings Reviewed: Yes No
Soil Type Source:
Geologic Hazards Source:
Contact Person:
OTHER HAZARDS
Are There Hazards That Trigger A
Detailed Structural Evaluation?
Pounding potential (unless SL2 >
cut-off, if known)
Falling hazards from taller adjacent
building
Geologic hazards or Soil Type F
Significant damage/deterioration to
the structural system
ACTION REQUIRED
Detailed Structural Evaluation Required?
Yes, unknown FEMA building type or other building
Yes, score less than cut-off
Yes, other hazards present
No
Detailed Nonstructural Evaluation Recommended? (check one) Yes, nonstructural hazards identified that should be evaluated No, nonstructural hazards exist that may require mitigation, but a detailed evaluation is not necessary
No, no nonstructural hazards identified DNK
LEVEL 2 SCREENING PERFORMED?
Yes, Final Level 2 Score, SL2 No
Nonstructural hazards? Yes No
Where information cannot be verified, screener shall note the following: EST = Estimated or unreliable data OR DNK = Do Not Know BR = Braced frame SW = Shear wall TU = Tilt up LM = Light metal RD = Rigid diaphragm 3118 E. Laurel Creek Road Belmont, CA 94002 San Juan Sewer Pump Station Sanitary Sewer Pumping Facility 37.520846 -122.314351 2.143g (ASCE 7-16) 0.890g (ASCE 7-16) TEE/AGH 05/08/25 11:00 1 1 1977 889 1973 UBC X Unknown X X Reentrant Corner NONE. +0.7 X
X
X
X
X
X
X
+1.5 N/A N/A ASCE Hazard Tool
663
Rapid Visual Screening of Buildings for Potential Seismic Hazards Level 2 (Optional)
FEMA P-154 Data Collection Form VERY HIGH Seismicity
Optional Level 2 data collection to be performed by a civil or structural engineering professional, architect, or graduate student with background in seismic evaluation or design of buildings.
Bldg Name: Final Level 1 Score: SL1 = (do not consider SMIN) Screener: Level 1 Irregularity Modifiers: Vertical Irregularity, VL1 = Plan Irregularity, PL1 = Date/Time: ADJUSTED BASELINE SCORE: S’ = (SL1 – VL1 – PL1) =
STRUCTURAL MODIFIERS TO ADD TO ADJUSTED BASELINE SCORE
Topic Statement (If statement is true, circle the “Yes” modifier; otherwise cross out the modifier.) Yes Subtotals Vertical
Irregularity, VL2
Sloping
Site
W1 building: There is at least a full story grade change from one side of the building to the other. -0.9 VL2 = _______
(Cap at ‐0.9)
Non-W1 building: There is at least a full story grade change from one side of the building to the other. -0.2 Weak
and/or
Soft Story
(circle one
maximum)
W1 building cripple wall: An unbraced cripple wall is visible in the crawl space. -0.5 W1 house over garage: Underneath an occupied story, there is a garage opening without a steel moment frame, and there is less than 8' of wall on the same line (for multiple occupied floors above, use 16' of wall minimum). -0.9 W1A building open front: There are openings at the ground story (such as for parking) over at least 50% of the length of the building. -0.9
Non-W1 building: Length of lateral system at any story is less than 50% of that at story above or height of any story is more than 2.0 times the height of the story above. -0.7 Non-W1 building: Length of lateral system at any story is between 50% and 75% of that at story above or height of any story is between 1.3 and 2.0 times the height of the story above. -0.4 Setback Vertical elements of the lateral system at an upper story are outboard of those at the story below causing the diaphragm to cantilever at the offset. -0.7
Vertical elements of the lateral system at upper stories are inboard of those at lower stories. -0.4 There is an in-plane offset of the lateral elements that is greater than the length of the elements. -0.2 Short
Column/
Pier
C1,C2,C3,PC1,PC2,RM1,RM2: At least 20% of columns (or piers) along a column line in the lateral system have height/depth ratios less than 50% of the nominal height/depth ratio at that level. -0.4 C1,C2,C3,PC1,PC2,RM1,RM2: The column depth (or pier width) is less than one half of the depth of the spandrel, or there are infill walls or adjacent floors that shorten the column. -0.4 Split Level There is a split level at one of the floor levels or at the roof. -0.4 Other
Irregularity
There is another observable severe vertical irregularity that obviously affects the building's seismic performance. -0.7 There is another observable moderate vertical irregularity that may affect the building's seismic performance. -0.4 Plan
Irregularity, PL2
Torsional irregularity: Lateral system does not appear relatively well distributed in plan in either or both directions. (Do not include the W1A open front irregularity listed above.) -0.5 PL2 = _______
(Cap at ‐0.7)
Non-parallel system: There are one or more major vertical elements of the lateral system that are not orthogonal to each other. -0.2 Reentrant corner: Both projections from an interior corner exceed 25% of the overall plan dimension in that direction. -0.2 Diaphragm opening: There is an opening in the diaphragm with a width over 50% of the total diaphragm width at that level. -0.2 C1, C2 building out-of-plane offset: The exterior beams do not align with the columns in plan. -0.2 Other irregularity: There is another observable plan irregularity that obviously affects the building's seismic performance. -0.5 Redundancy The building has at least two bays of lateral elements on each side of the building in each direction. +0.2 M = ________
Pounding Building is separated from an adjacent structure by less than 1.5% of the height of the shorter of
the building and adjacent structure and:
The floors do not align vertically within 2 feet. (Cap total pounding
modifiers at -0.9)
-0.7
One building is 2 or more stories taller than the other. -0.7 The building is at the end of the block. -0.4
S2 Building “K” bracing geometry is visible. -0.7
C1 Building Flat plate serves as the beam in the moment frame. -0.3 PC1/RM1 Bldg There are roof-to-wall ties that are visible or known from drawings that do not rely on cross-grain bending. (Do not combine with post-benchmark or retrofit modifier.) +0.2
PC1/RM1 Bldg The building has closely spaced, full height interior walls (rather than an interior space with few walls such as in a warehouse). +0.2 URM Gable walls are present. -0.3
MH There is a supplemental seismic bracing system provided between the carriage and the ground. +0.5 Retrofit Comprehensive seismic retrofit is visible or known from drawings. +1.2 FINAL LEVEL 2 SCORE, SL2 = (S’ + VL2 + PL2 + M) ≥ SMIN: (Transfer to Level 1 form) There is observable damage or deterioration or another condition that negatively affects the building's seismic performance: Yes No If yes, describe the condition in the comment box below and indicate on the Level 1 form that detailed evaluation is required independent of the building's score.
OBSERVABLE NONSTRUCTURAL HAZARDS
Location Statement (Check “Yes” or “No”) Yes No Comment Exterior There is an unbraced unreinforced masonry parapet or unbraced unreinforced masonry chimney.
There is heavy cladding or heavy veneer.
There is a heavy canopy over exit doors or pedestrian walkways that appears inadequately supported.
There is an unreinforced masonry appendage over exit doors or pedestrian walkways.
There is a sign posted on the building that indicates hazardous materials are present.
There is a taller adjacent building with an unanchored URM wall or unbraced URM parapet or chimney.
Other observed exterior nonstructural falling hazard:
Interior There are hollow clay tile or brick partitions at any stair or exit corridor.
Other observed interior nonstructural falling hazard:
Estimated Nonstructural Seismic Performance (Check appropriate box and transfer to Level 1 form conclusions) Potential nonstructural hazards with significant threat to occupant life safety Detailed Nonstructural Evaluation recommended Nonstructural hazards identified with significant threat to occupant life safety But no Detailed Nonstructural Evaluation required Low or no nonstructural hazard threat to occupant life safety No Detailed Nonstructural Evaluation required Comments:
San Juan Sewer Pump Station TEE/AGH 05/08/25 11:00 +0.7 0.0 -0.4 +1.1 0.0 -0.2 +0.6 +1.5 X X
X
X
X
X
X
X
X
X
Lack of bracing on piping. X
Although there are some nonstructural hazards, the building is not occupied; therefore, the threat to Life Safety is low. The probability (P) of significant structural damage to the building if it is subjected to forces associated with the MCE = 1 / 10S = 1 / 101.5 = 1 in 32 probability. 664
APPENDIX C
Supporting Calculations
665
BY TEE DATE 5/16/25 SHEET NO. C1 OF
CHKD. BY DATE JOB NO.
San Juan Sewer PS S&W
SEISMIC EVALUATION LOADS
Roof Load
Dead Live Seismic
Tar and Gravel Roofing 6.0 psf 6.0 psf
1/2" Plywood Sheathing 1.7 psf 1.7 psf
2x8 R.J. @ 16" o.c. 2.2 psf 2.2 psf
Mechanical/Electrical/Plumbing/Lighting 3.5 psf 3.5 psf 5/8" Gypboard 2.8 psf 2.8 psf
Miscellaneous 1.8 psf 1.8 psf
18.0 psf 20.0 psf 18.0 psf
Wall Load
Dead
8" Medium Weight CMU, Fully Grouted 78.0 psf
Mechanical/Electrical/Plumbing/Misc. 2.0 psf
80.0 psf
LATERAL FORCE ANALYSIS - Structure Weight
Structure Weight: N-S Direction
Roof Diaphragm: Area Unit Wt. Weight
(ft2) (psf) (lbs)
Roof including Overhangs: 1256 18 22608
Exterior CMU Walls: 684 80 54743
Interior CMU Walls: 248 80 19800
Total Weight of Building: 97151 lbs
Structure Weight: E-W Direction
Roof Diaphragm: Area Unit Wt. Weight
(ft2) (psf) (lbs)
Roof including Overhangs: 1256 18 22608
Exterior CMU Walls: 684.292 80 54743
Interior CMU Walls: 247.5 80 19800
Total Weight of Building: 97151 lbs
25-002
666
ASCE Hazards Report
Address:
No Address at This Location
Standard: ASCE/SEI 41-17 Latitude: 37.520846
Risk Category: NaN Longitude: -122.314351
Soil Class: D - Stiff Soil Elevation: 180.7006383119478 ft (NAVD 88)
https://ascehazardtool.org/ Page 1 of 3 Thu May 01 2025 C2
667
Hazard Level BSE-2N:
SsUH : 2.825
CRS : 0.887
SsRT : 2.505
SsD : 2.143
SS : 2.143
Fa : 1
SXS : 2.143
S1UH : 1.194
CR1 : 0.877
S1RT : 1.048
S1D : 0.89
S1 : 0.89
Fv : 1.7
SX1 : 1.513
Hazard Level BSE-1N:
SXS : 1.429 SX1 : 1.009
Hazard Level BSE-2E:
SS : 1.927
Fa : 1
SXS : 1.927
S1 : 0.782
Fv : 1.7
SX1 : 1.329
Hazard Level BSE-1E:
SS : 0.833
Fa : 1.167
SXS : 0.972
S1 : 0.307
Fv : 1.993
SX1 : 0.611
TL Data:
TL : 12
Horizontal Response Spectrum - Hazard Level BSE-2N
S (g) vs T(s) a
Seismic
Site Soil Class: D - Stiff Soil
Data Accessed: Thu May 01 2025
https://ascehazardtool.org/ Page 2 of 3 Thu May 01 2025 C3
668
669
APPENDIX C
San Juan Pump Station Rehabilitation
Project 337B
670
671
672
673
674
675
676
677
678
679
680
681
682
683
684
685
686
687
688
APPENDIX D
Modifications to San Juan Pump Station
689
690
691
692
693
694
695
696
697
698
699
700
701
702
703
704
705
706
707
708
709
710
711
712
713
714
715
716
717
718
719
720
APPENDIX E
2024 San Juan Blvd Sewer Capacity Improvements, May 2024 721
DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACURRAN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP CITY OF BELMONT SAN MATEO COUNTY, CALIFORNIA CITY CONTRACT NUMBER 2024-631 2024 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT SAN JOSE HALF MOON BAY BELMONT 1 28092 1 880 101 280 FREMONT 17 880 680 101 101 1 1SAUSALITO SAN FRANCISCO OAKLAND 80 101 101 680 80 580 80 92 880 680 PROJECT LOCATION NO SCALE VICINITY MAP 80 580 SAN MATEOSAN CARLOS DRAWING INDEX TITLE SHEET NO. DRAWING NO. TITLE SHEET 1 T1 NOTES, LEGEND, & ABBREVIATIONS 2 T2 MAP INDEX 3 T3 PLAN AND PROFILE 4 C1 PLAN AND PROFILE 5 C2 PLAN AND PROFILE 6 C3 PLAN AND PROFILE 7 C4 PLAN AND PROFILE 8 C5 PLAN AND PROFILE 9 C6 DETAILS 10 D1 DETAILS 11 D2 TITLE SHEET 1T1 USA AGENCY INDEX CITY OF BELMONT - PUBLIC WORKS CITY OF BELMONT - POLICE AT&T PACIFIC GAS & ELECTRIC MID PENINSULA WATER DISTRICT COMCAST RECOLOGY SAN MATEO COUNTY TRANSIT DISTRICT (650) 595-7427 (650) 595-7400 (800) 210-2355 (800) 743-5000 (650) 591-8941 (800) 266-2278 (650) 595-3900 (800) 660-4287 CITY COUNCIL CITY CLERK CITY ATTORNEY DIRECTOR OF PUBLIC WORKS STAFF CITY MANAGER MAYOR VICE MAYOR COUNCILMEMBER COUNCILMEMBER SCOTT RENNIE JOZI PLUT AFSHIN OSKOUI GINA LATIMERLO JULIA MATES COUNCILMEMBER RAY TOWNE APPROVED BY CITY COUNCIL ON RAY TOWNE - INTERIM DIRECTOR OF PUBLIC WORKS TOM MCCUNE ROBIN PANG-MAGANARIS MAY 14, 2024 INTERIM DAVINA HURT 722
200 DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACURRAN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP NOTES, LEGEND, AND ABBREVIATIONS 2T2 ABBREVIATIONS ABABS ACACP APPROX APN ASPH CBCCTV CONC CDF CLR CMP CMU CVR CI CIP CIPP CODEG DIA DIP DEDEPT. DOEELEV, EL EXIST, (E) FLFMFRP FTGND GPM AGGREGATE BASE ACRYLONITRILE BUTADIENE STYRENE PIPE ASPHALTIC CONCRETE ASPHALTIC CONCRETE PIPE APPROXIMATE ASSESSORS PARCEL NUMBER ASPHALT CATCH BASIN CLOSED CIRCUIT TELEVISION CONCRETE CONTROLLED DENSITY FILL CLEARANCE CORRUGATED METAL PIPE CONCRETE MASONRY UNIT COVER CAST IRON CAST IRON PIPE CURED IN PLACE PIPE CLEANOUT DEGREE DIAMETER DUCTILE IRON PIPE DRAINAGE EASEMENT DEPARTMENT DOWN STREAM EAST ELEVATION EXISTING FLOW LINE FORCE MAIN FIBER REINFORCED PLASTIC FOOT GROUND GALLONS PER MINUTE HBHDPE HOR. I.D. INV LLFLHLT. MHMAX MIN MPWD (N) NNTS OD(P) PCC PDWF PHPTPUE PVC PWWF QRRCB RCP REINF. REL REQD RT. HOSE BIB HIGH DENSITY POLYETHYLENE HORIZONTAL INSIDE DIAMETER INVERT LENGTH LINEAR FOOT LAMPHOLE LEFT MANHOLE MAXIMUM MINIMUM MID-PENINSULA WATER DISTRICT NEW NORTH NOT TO SCALE OUTSIDE DIAMETER PROPOSED PORTLAND CEMENT CONCRETE PEAK DRY WEATHER FLOW POTHOLE PRESSURE TREATED PUBLIC UTILITY EASEMENT POLYVINYL CHLORIDE PIPE PEAK WET WEATHER FLOW FLOW RATE RADIUS REINFORCED CONCRETE BOX REINFORCED CONCRETE PIPE REINFORCED, REINFORCING RELATIVE REQUIRED RIGHT CONTOUR STORM DRAIN EXISTING PROPOSED SD SANITARY SEWER SS WATER LINE W GAS LINE G EDGE OF PAVEMENT SIDEWALK SANITARY SEWER MANHOLE STORM DRAIN MANHOLE STORM DRAIN INLET FENCE X X X WATER VALVE FIRE HYDRANT LEGEND SS SANITARY SEWER FORCE MAIN SSFM SURVEY MONUMENT UNDERGROUND ELECTRICAL UE UE UNDERGROUND TELECOMMUNICATION OVERHEAD ELECTRICAL/ TELECOMMUNICATION OHE OHE PROPERTY LINE SSDSDE SDR SIMSPECS SSSSMH SSLH STA STD TFL TGTYP U.N.O. UPVCP VER. WW/ X-ING SOUTH, SLOPE STORM DRAIN STORM DRAIN EASEMENT STANDARD DIMENSION RATIO SIMILAR SPECIFICATIONS STAINLESS STEEL, SANITARY SEWER SANITARY SEWER MANHOLE SANITARY SEWER LAMPHOLE STATION STANDARD TOP OF FLOW LINE TOP GRATE TYPICAL UNLESS NOTED OTHERWISE UPSTREAM VITRIFIED CLAY PIPE VERTICAL WEST, WATER WITH CROSSING T T SEWER FLOW DIRECTION GENERAL NOTES 1. CONTRACTOR SHALL MAINTAIN A COPY OF THE PROJECT PLANS ON THE JOBSITE AT ALL TIMES. 2. ALL WORK SHALL CONFORM TO THE PROJECT PLANS AND THE CITY OF BELMONT STANDARD DETAIL DRAWINGS FOR CONSTRUCTION AND OTHER SPECIFICATIONS REFERENCED THEREIN. 3. CONTRACTOR SHALL CONDUCT WORK IN ACCORDANCE WITH THE GREENBOOK STANDARD SPECIFICATIONS, CALTRANS STANDARD SPECIFICATIONS, AND CITY'S SPECIFICATIONS. 4. NO CHANGE TO THE PROJECT IMPROVEMENT PLANS SHALL BE PERMITTED WITHOUT PRIOR APPROVAL BY THE CITY ENGINEER AND DESIGN ENGINEER. 5. CONTRACTOR AGREES TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE CITY AND ENGINEER HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT TO THE EXTENT ARISING FROM THE SOLE NEGLIGENCE OF THE CITY OR ENGINEER. 6. CONTRACTOR SHALL SECURE A NO FEE ENCROACHMENT PERMIT FROM THE CITY ENGINEERING DEPARTMENT PRIOR TO COMMENCEMENT OF WORK. 7. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS, PIPE SIZES, MATERIAL, ETC. PRIOR TO CONSTRUCTION. 8. IF FIELD ELEVATIONS AND MEASUREMENTS ARE SIGNIFICANTLY DIFFERENT THAN WHAT IS SHOWN ON THE PLANS, CONTRACTOR SHALL NOTIFY THE CITY PRIOR TO PROCEEDING WITH CONSTRUCTION OF THE IMPROVEMENTS. FIELD ADJUSTMENTS MAY BE NECESSARY TO PROVIDE ADEQUATE PIPE SLOPE, PIPE COVER, AND TO CONSTRUCT THE IMPROVEMENTS. 9. NOT ALL EXISTING UTILITIES ARE SHOWN ON THE DRAWINGS. THE LOCATION OF EXISTING UTILITIES SHOWN IS APPROXIMATE AND BASED ON UTILITY MAPS PROVIDED BY THE CITY, AT&T, COMCAST, MPWD, AND PG&E. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ACCURATELY LOCATE ALL EXISTING UTILITIES WITHIN THE PROJECT AREA PRIOR TO COMMENCEMENT OF WORK. CONTRACTOR SHALL POTHOLE ALL EXISTING UTILITIES THAT MAY BE AFFECTED BY NEW FACILITIES IN THIS CONTRACT. REPORT POTENTIAL CONFLICTS TO THE CITY ENGINEER PRIOR TO EXCAVATING FOR NEW FACILITIES. 10. CONTRACTOR SHALL NOTIFY ALL PUBLIC AND PRIVATE UTILITY OWNERS 48 HOURS PRIOR TO COMMENCEMENT OF WORK ADJACENT TO THE UTILITY. CONTACT UNDERGROUND SERVICE ALERT (USA) AT 811 OR 1-800-227-2600. CONTRACTOR SHALL ENSURE UTILITIES ARE MARKED PRIOR TO START OF EXCAVATION ACTIVITIES. MARKINGS OF EXISTING WATER LINES AND FORCE MAINS MAY BE APPROXIMATE AND CONTRACTOR SHALL USE CAUTION WHEN EXCAVATING NEAR UTILITY MARKINGS. 11. THE CONTRACTOR SHALL NOTIFY, BY CIRCULAR, ALL BUSINESS ESTABLISHMENTS AND RESIDENCES LOCATED IN AREAS AFFECTED BY THE WORK ONE WEEK PRIOR TO START OF CONSTRUCTION. AT A MINIMUM, ALL RESIDENTS AND BUSINESS ESTABLISHMENTS WITHIN 100 FEET OF THE WORK AREAS SHALL BE NOTIFIED. A DRAFT OF THE CIRCULAR SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. 12. ALL SURPLUS AND UNSUITABLE MATERIAL SHALL BE REMOVED FROM PUBLIC RIGHT-OF-WAY. 13. CONTRACTOR SHALL PROVIDE ADEQUATE DUST CONTROL AND KEEP MUD AND DEBRIS OFF THE PUBLIC RIGHT-OF-WAY AT ALL TIMES. 14. ALL TRENCHES AND EXCAVATIONS SHALL BE CONSTRUCTED IN STRICT COMPLIANCE WITH THE APPLICABLE SECTIONS OF CALIFORNIA AND FEDERAL O.S.H.A. REQUIREMENTS AND OTHER APPLICABLE SAFETY ORDINANCES. CONTRACTOR SHALL BEAR FULL RESPONSIBILITY FOR TRENCH SHORING DESIGN AND INSTALLATION. 15. OVERNIGHT PARKING OF CONSTRUCTION EQUIPMENT IN THE PUBLIC RIGHT-OF-WAY SHALL NOT BE PERMITTED, EXCEPT AT LOCATION(S) APPROVED BY THE CITY TRAFFIC ENGINEER. 16. CONTRACTOR SHALL PROVIDE ALL LIGHTS, SIGNS, BARRICADES, FLAG MEN, CONES OR OTHER DEVICES NECESSARY TO PROVIDE FOR PUBLIC SAFETY IN ACCORDANCE WITH THE SPECIFICATIONS. 17. THE CONTRACTOR SHALL OBTAIN A PERMIT/WATER METER AND BACKFLOW FROM MID-PENINSULA WATER DISTRICT (MPWD) FOR CONSTRUCTION WATER OBTAINED FROM THE CITY HYDRANT, CALL (650) 591-8941, A FEE AND DEPOSIT WILL BE REQUIRED. 18. CONTRACTOR IS RESPONSIBLE FOR SITE SAFETY. ALL EXCAVATIONS SHALL BE PLATED WITH NON-SKID PLATES WHEN INACTIVE. BARRICADES WITH LIGHTS SHALL DELINEATE CONSTRUCTION ZONE. 19. CONTRACTOR SHALL COMPLY WITH BEST MANAGEMENT PRACTICES OF CITY'S NPDES PERMIT FOR PROTECTION OF STORM WATER QUALITY. 20. CONTRACTOR SHALL VISIT SITES WITHIN THE STREET RIGHT OF WAY PRIOR TO SUBMITTING BID. 21. ELEVATIONS, SLOPES, LENGTHS AND STATIONS SHOWN ON THE DRAWINGS ARE APPROXIMATE AND BASED ON GIS DATA, ORIGINAL UTILITY DRAWINGS, AND FIELD MEASUREMENTS. THE CONTRACTOR SHALL VERIFY EXISTING ELEVATIONS AND DISTANCES AND CONSTRUCT (N) PIPES WITH CONTINUOUS SLOPE BETWEEN (E) MH INVERT ELEVATIONS. 22. EXISTING UTILITY SERVICE LINES ARE NOT SHOWN ON PLANS. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL POTENTIAL UTILITY CONFLICTS PRIOR TO SEWER REPLACEMENT. 23. CONTRACTOR SHALL RESTORE SURFACE TO PRE-CONSTRUCTION CONDITIONS. 24. IT IS THE CONTRACTOR'S RESPONSIBILITY TO REPLACE ALL STREET MONUMENTS, LOT CORNER PIPES, AND GRADE STAKES DISTURBED DURING THE PROCESS OF CONSTRUCTION AT THE DIRECTION OF THE CITY. LOCATIONS OF ANTICIPATED STREET MONUMENT REPLACEMENT IS INDICATED ON THE PLANS. STREET MONUMENT REPLACEMENT SHALL BE DONE IN CONFORMANCE W/ DETAIL & SPECIFICATION SECTION 02318-3.04. 25. CONTRACTOR SHALL PROVIDE RESIDENTS NOTICE OF ANY SEWER SHUT DOWNS. 26. SEWER SERVICE SHALL BE RESTORED BEFORE THE END OF EACH WORKING DAY. REFER TO SPECIFICATION SECTION 01531 FOR ADDITIONAL INFORMATION. 27. ALL DISTURBED PAVEMENT STRIPING AND MARKERS SHALL BE REPLACED BY THE CONTRACTOR. ALL DISTURBED MARKINGS AND STENCILS SHALL BE REPLACED IN FULL. ALL STRIPING, MARKINGS, AND STENCILS SHALL BE THERMOPLASTIC. PAVEMENT STRIPING AND MARKINGS SHALL ADHERE TO THE CALTRANS STANDARD SPECIFICATION SECTION 84 AND 85. WATER NOTES 1. LOCATIONS WHERE NEW SEWER MAIN IS TO BE CONSTRUCTED MUST MEET THE FOLLOWING REQUIREMENTS WHERE HORIZONTAL SEPARATION WITH THE WATER MAIN IS LESS THAN 10 FEET: 1.1. ALL PIPE SHALL EITHER BE INSTALLED WITH RUBBER RING JOINTS OR FUSED JOINTS IN ACCORDANCE WITH THE SPECIFICATIONS. 1.2. CONTRACTOR SHALL POTHOLE LOCATIONS WHERE THE WATER MAIN CROSSES THE SEWER 5 DAYS PRIOR TO EXCAVATION OR BURSTING ACTIVITIES. CONTRACTOR SHALL NOTIFY MPWD PRIOR TO POTHOLING AND FORWARD RESULTS TO MPWD. 1.3. LOCATIONS WHERE HORIZONTAL SEWER AND WATER MAIN SEPARATION DISTANCE IS LESS THAN 5 FEET: BACKFILL USING CDF PER DETAIL . 1.4. NOTIFY ENGINEER AND MPWD IF WATER MAIN IS BELOW OR LESS THAN 1 FT ABOVE SEWER MAIN, EXCEPT WHERE INDICATED ON DRAWINGS. 1.5. BACKFILL EXPOSED WATER MAIN W/ CDF. WRAP EXPOSED PORTION OF WATER MAIN W/ V-BIO POLYETHYLENE PRIOR TO BACKFILLING W/ CDF. 1.6. WATER MAIN SHUT DOWN REQUIREMENTS: 1.6.1. IS TYPICALLY REQUIRED WHEN EXCAVATION OCCUR WITHIN 5 FEET OF THE WATER MAIN. 1.6.2. CONTRACTOR SHALL CONTACT MPWD AT LEAST 3 WORKING DAYS PRIOR TO BURSTING OR EXCAVATION WITHIN 5 FEET OF WATER MAIN SO THE DISTRICT CAN SHUT DOWN THE WATER MAIN. 1.6.3. CONTRACTOR SHALL LIMIT SHUT DOWNS TO RESIDENCES A MAXIMUM OF TWO TIMES FOR A MAXIMUM 6 HOUR PERIOD. CONTRACTOR SHALL CONTACT MPWD AT LEAST 3 DAYS IN ADVANCE TO SCHEDULE A TEMPORARY WATER SHUT DOWN. TEMPORARY WATER SHUT DOWNS ARE ONLY PERMITTED FROM TUESDAY THOUGH FRIDAY. 2. WATER SERVICE LATERALS WILL BE ENCOUNTERED DURING OPEN TRENCH CONSTRUCTION. WATER SERVICE LINES ARE NOT SHOWN ON THE PLANS. CONTRACTOR SHALL USE CARE WHEN WORKING AROUND WATER SYSTEMS. CONTRACTOR SHALL LOCATE, CAREFULLY EXPOSE, AND PROTECT WATER SERVICE CROSSINGS DURING CONSTRUCTION. ANY REPAIRS PERFORMED BY MPWD DUE TO A WATER MAIN OR SERVICE BREAK DUE TO CONTRACTOR ACTIVITIES WILL BE BILLED TO THE CONTRACTOR. CONTRACTOR IS RESPONSIBLE FOR ALL NECESSARY REPAIRS TO PUBLIC AND PRIVATE IMPROVEMENTS INCLUDING, BUT NOT LIMITED TO PROPERTY DAMAGE AND LANDSCAPING THAT IS A RESULT OF THE CONTRACTOR'S CONSTRUCTION ACTIVITIES. IN THE EVENT THAT A WATER MAIN OR SERVICE IS DAMAGED, CONTRACTOR SHALL NOTIFY MID-PENINSULA WATER DISTRICT (MPWD) IMMEDIATELY. 3. CONTRACTOR SHALL HAVE AT LEAST TWO (2) WATER SERVICE REPAIR CLAMPS, SMITH-BLAIR 244 FULL CIRCLE RED-CLAMP W/ 304 SS BAND AND SS BOLTS, ON SITE DURING ALL GROUND DISTURBING ACTIVITIES. CONTRACTOR SHALL SUBMIT REPAIR CLAMP PRODUCT DATA AND RECEIVE APPROVAL PRIOR TO ANY POTHOLING OR EXCAVATION WORK. CONTRACTOR SHALL REPAIR ANY SERVICE LATERALS AND ALLOW MPWD TO INSPECT IT PRIOR TO BACKFILLING. D25 ABANDONED FORCE MAIN /FM/ /FM/ ABANDONED GAS LINE /G/ OPEN TRENCH SEWER CONSTRUCTION 1. OPEN TRENCH CONSTRUCTION SHALL BE DONE IN CONFORMANCE W/ DETAIL W/ A TRENCH CUTOFF CUTOFF WALL AT APPROXIMATELY 50-FOOT INTERVALS PER . WHERE (N) SEWER PIPE IS 5-FEET OR LESS FROM WATER MAIN, BACKFILL W/ CDF PER DETAIL . 2. SEWERS TO BE REPLACED USING TRENCHED METHODS SHALL HAVE LATERAL CONNECTIONS RECONNECTED PER DETAIL . LATERALS THAT ARE CAPPED OR INACTIVE SHALL BE ABANDONED AND SHALL NOT BE RECONNECTED TO THE SEWER MAIN. CONTRACTOR SHALL INVESTIGATE AND CONFIRM IF EXISTING LATERALS ARE ACTIVE. EXISTING LATERALS ARE NOT SHOWN ON THE PLANS, BUT CONTRACTOR SHALL ASSUME THERE IS ONE ACTIVE LATERAL CONNECTION PER HOUSE. 3. ANY DAMAGED OR REMOVED CONCRETE CURB AND GUTTERS SHALL BE REPLACED PER & D11 D12 D13 D21 D22 D26 TRAFFIC CONTROL 1. CONTRACTOR SHALL PREPARE AND SUBMIT A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL PRIOR TO THE PRE-CONSTRUCTION MEETING AS SPECIFIED IN SPECIFICATION SECTION 01120-1.10. 2. CONTRACTOR SHALL MAINTAIN ONE LANE OF TRAFFIC TO THE MAXIMUM EXTENT POSSIBLE. CONTRACTOR MAY PERFORM TEMPORARY STREET SHUT DOWNS AND DETOUR TRAFFIC WHEN NECESSARY. NECESSARY ROAD CLOSURE IS LIMITED TO THE HOURS OF 9 AM TO 3 PM. 3. CONTRACTOR SHALL INSTALL A CHANGEABLE MESSAGE SIGN (CMS) ON SAN JUAN BLVD AT LEAST 2 WEEKS PRIOR TO CONSTRUCTION. THE CMS SHALL REMAIN ONSISTE UNTIL ALL WORK IS COMPLETE. ALL MESSAGES SHALL BE APPROVED BY THE CITY. LATERAL D12 SD 723
724
© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS 260
270 X X X X X X X X X X 2917 2911 2907 none none 2919 2911 2913 2915 2906 2908 2910 2912 2914 2916 2918 30" RCP 15" RCP 24" CMP 8" FM 431707 431706 431705 431806 SS SS SS SS SS SS SSFM SSFM SS SS SS SS SS SS SSFM SSFM SSFM SSFM SSFM SS SD SD SD SDSD SD SD SD SD W W W W W W W W W W W W W W SAN JUAN BLVD 431708A G G G G G G G G G G G G G /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ 10+00 11+00 12+00 13+00 14+00(E) SSMH 431705 STA: 14+32 RIM: 255.6 INV: 250.3 NOTE 4 (E) SSMH 431706 STA: 13+15 RIM: 256.3 INV: 251.1 NOTE 4 (E) SSMH 431707 STA: 12+08 RIM: 259.8 INV: 254.8 NOTE 4 (E) SSMH 431708A STA: 10+00 RIM: 267.5 INV: 261.3 NOTE 4 REMOVE (E) 208 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 3.12%, NOTE 1 & 2 (E) MONUMENT, PROTECT IN PLACE TYP. U.N.O. /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ REMOVE (E) 107 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 3.45%, NOTE 1 & 2 REMOVE (E) 117 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 0.68%, NOTE 1 & 2 2904 (E) 6" CIP WATER MAIN (E) 2" STL GAS MAIN (E) ABANDONED GAS MAIN (E) 36" RCP SD (E) 48" RCP SD (E) 12" DIP SSFM (E) ABANDONED 8" CIP SSFM (E) 48" RCP SD (E) 6" VCP SS (E) 48" RCP SD (E) 18" RCP SD SAN JUAN BLVD MARBURGER AVE SSFM SSFM SSFM (E) 36" RCP SD NOTE 3 (E) 12" DIP SSFM CROSSES GRAVITY SS AT STA 14+45 AT 4' DEEP 8" CIP WATER MAIN AT STA 12+62±, 3' DEEP, CONCRETE KICKER REMOVED MH 431708A
STA 10+00
RIM = 267.5
INV = 261.3
NOTE 4
MH 431707
STA 12+08
RIM = 259.8
INV = 254.8
NOTE 4
MH 431706
STA 13+15
RIM = 256.3
INV = 251.1
NOTE 4
MH 431705
STA 14+32
RIM = 255.6
INV = 250.3
NOTE 4
(E) 18" RCP SD
STA 14+02, INV = 253.0
REMOVE (E) 208 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 3.12%, NOTE 1 & 2
REMOVE (E) 107 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 3.45%, NOTE 1 & 2
REMOVE (E) 117 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 0.68%, NOTE 1 & 2
(E) 6" VCP TO REMAIN
(E) 36" RCP SD
STA 14+42, INV = 247.0 NOTE 3 (E) 4" GAS, DEPTH UNKNOWN 245 250 255 260 265 270 275 280 285 10+00 11+00 12+00 13+00 14+00 UP MH DO MH PDWF (GPM) PWWF (GPM) 431708A 431707 48 289 431707 431706 48 289 431706 431705 48 289 431705 431704 73 434 DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACUR AN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP PLAN AND PROFILE PLAN VIEW SCALE: 1" = 20' SCALE: 1 INCH = 20 FEET 20 0 20 40 4C1 MATCH LINE - SEE SHEET C2 PROFILE VIEW HOR. SCALE: 1" = 20' VER. SCALE: 1" = 5'MATCH LINE - SEE SHEET C2 NOTES 1. STATIONS, LENGTHS, SLOPE, AND ELEVATIONS ARE APPROXIMATE. CONTRACTOR SHALL INSTALL THE NEW SEWER PIPE ALONG THE EXISTING SEWER ALIGNMENT AT A CONSTANT GRADE FROM MANHOLE TO MANHOLE. 2. AN (E) ABANDON 8" CIP SSFM IS LOCATED 18" MIN. FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF ABANDONED SSFM ON THE NORTH TO EAST OF THE (E) 6" SS. THE (E) ABANONED SSFM IS AT THE SAME APPROXIMATE INVERT ELEVATION OF THE GRAVITY SEWER. SOME PORTIONS OF THE ABANDONED SSFM HAVE BEEN PREVIOUSLY REMOVED. CONTRACTOR SHALL REMOVE ANY REMAINING PORTIONS OF THE (E) ABANDONED 8" CIP THAT ARE WITHIN THE EXCAVATIONS AND INSTALL SHORING TO AVOID THE ABANDONED SSFM. THE ACTIVE (E) 12" SSFM IS TYPICALLY 28" TO 32" FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF (E) 12" SSFM. 3. CONTRACTOR SHALL DETERMINE VERTICAL CLEARANCE OF STORM DRAIN PIPE CROSSING EXISTING SEWER BY POTHOLING PRIOR TO SEWER REPLACEMENT. INSTALL A CONCRETE SADDLE BETWEEN (E) PIPE AND (N) PIPE WHERE CLEARANCE IS LESS THAN 6-INCHES PER DETAIL . 4. CHIP AND REFORM MANHOLE INVERT AND BENCH TO ACCOMMODATE NEW PIPE DIAMETER PER . D18 BYPASS PUMPING SYSTEMS MUST BE CAPABLE OF PUMPING OF PUMPING THE PWWF LISTED IN THE FOLLOWING TABLE: D14 1 725
© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS 260
270
280
240
X
X
X X 2937
none
none
2919
2923 none 2920
2922
2924
2926
2930
none
2934
431702 431704 431703 431705 431806 SS
SS
SS
SS
SS
SS
SS
SS
SS
SSFM
SS
SS
SS
SS
SS
SD
SD
SD
SD
SD
SD
W
W
W
W W W W W W W W W W W SAN JUAN BLVD
G
G G G G G G
G
G
G
G
/G/ /G/ /G/
/G/
/G/
/G/ /G/ /G/ /G/
/G/
14+00
15+00
16+00
17+00
18+00
(E) SSMH 431702 STA: 18+75 RIM: 240.0 INV: 233.1 NOTE 4 (E) SSMH 431703 STA: 17+07 RIM: 247.9 INV: 242.1 (NE) INV: 241.2 (THRU) NOTE 4 (E) SSMH 431704 STA: 16+04 RIM: 250.8 INV: 244.3 NOTE 4 (E) SSMH 431705 STA: 14+32 RIM: 255.6 INV: 250.3 NOTE 4 (E) MONUMENT, PROTECT IN PLACE TYP. U.N.O. /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ REMOVE (E) 172 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 3.49%, NOTE 1 & 2 REMOVE (E) 103 LF OF 6" VCP & OPEN TRENCHINSTALL (N) 10" PVC @ 3.00%, NOTE 1 & 2 REMOVE (E) 168 LF OF 6" VCP & OPEN TRENCHINSTALL (N) 10" PVC @ 4.82%, NOTE 1 & 2 (E) 6" CIP WATER MAIN
(E) 2" STL GAS MAIN
(E) ABANDONED GAS MAIN (E) 48" RCP SD
(E) 15" RCP SD
(E) 48" RCP SD
(E) 12" DIP SSFM CROSSES GRAVITY SS AT STA 18+05 AT 4' DEEP (E) ABANDONED 8" CIP SSFM (E) 6" VCP SS (E) 48" RCP SD
(E) 6" VCP SS
(E) 18" RCP SD 41" FROM GROUND SURFACE TO TOP OF NUT (E) 15" RCP SD
SAN JUAN BLVD
MARBURGER AVE
SSFM
SSFM
SSFM
SSFM
SSFM SSFM SSFM SSFM SSFM
(E) 36" RCP SD NOTE 3 (E) 12" DIP SSFM CROSSES GRAVITY SS AT STA 14+45 AT 4' DEEP MH 431704
STA 16+04
RIM = 250.8
INV = 244.3
NOTE 4
MH 431703
STA 17+07
RIM = 247.9
INV = 242.5 (NE)
INV = 241.6
NOTE 4
(E) 15" RCP SD
STA 17+89, INV = 240.8
REMOVE (E) 172 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 3.49%, NOTE 1 & 2
REMOVE (E) 103 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 3.00%, NOTE 1 & 2
REMOVE (E) 168 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 4.82%, NOTE 1 & 2
(E) 15" RCP SD
STA 14+96, INV = 249.0 NOTE 3 (E) 4" GAS, DEPTH UNKNOWN 225 230 235 240 245 250 255 260 265 15+00 16+00 17+00 18+00 431705 431704 73 434 431704 431703 73 434 431703 431702 81 480 UP MH DO MH PDWF (GPM) PWWF (GPM) DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACUR AN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP SCALE: 1 INCH = 20 FEET 20 0 20 40 PLAN VIEW SCALE: 1" = 20' PLAN AND PROFILE 5 C2 MATCH LINE - SEE SHEET C1 MATCH LINE - SEE SHEET C3 PROFILE VIEW HOR. SCALE: 1" = 20' VER. SCALE: 1" = 5' MATCH LINE - SEE SHEET C1
MATCH LINE - SEE SHEET C3 BYPASS PUMPING SYSTEMS MUST BE CAPABLE OF PUMPING OF PUMPING THE PWWF LISTED IN THE FOLLOWING TABLE: NOTES 1. STATIONS, LENGTHS, SLOPE, AND ELEVATIONS ARE APPROXIMATE. CONTRACTOR SHALL INSTALL THE NEW SEWER PIPE ALONG THE EXISTING SEWER ALIGNMENT AT A CONSTANT GRADE FROM MANHOLE TO MANHOLE. 2. AN (E) ABANDON 8" CIP SSFM IS LOCATED 18" MIN. FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF ABANDONED SSFM ON THE NORTH TO EAST OF THE (E) 6" SS. THE (E) ABANONED SSFM IS AT THE SAME APPROXIMATE INVERT ELEVATION OF THE GRAVITY SEWER. SOME PORTIONS OF THE ABANDONED SSFM HAVE BEEN PREVIOUSLY REMOVED. CONTRACTOR SHALL REMOVE ANY REMAINING PORTIONS OF THE (E) ABANDONED 8" CIP THAT ARE WITHIN THE EXCAVATIONS AND INSTALL SHORING TO AVOID THE ABANDONED SSFM. THE ACTIVE (E) 12" SSFM IS TYPICALLY 28" TO 32" FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF (E) 12" SSFM. 3. CONTRACTOR SHALL DETERMINE VERTICAL CLEARANCE OF STORM DRAIN PIPE CROSSING EXISTING SEWER BY POTHOLING PRIOR TO SEWER REPLACEMENT. INSTALL A CONCRETE SADDLE BETWEEN (E) PIPE AND (N) PIPE WHERE CLEARANCE IS LESS THAN 6-INCHES PER DETAIL . 4. CHIP AND REFORM MANHOLE INVERT AND BENCH TO ACCOMMODATE NEW PIPE DIAMETER PER . D18 D14 LOCATION AND CALLOUTS OF EXISTING12" SSFM ARE UPDATED ON THE PLAN AND PROFILE VIEWS. 1 726
© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS 230 X X X X X X X X X X XX none
none
none
none
none
3009
3008
3010
3006
2942
2947
2945
2943
2941 none 2936
2940
X X X X X X X X X X X X
X
X
X 431701 431611 431610 431702 SS SS SS SS SS SS SS SS SS SS SS SSFM SSFM SSFM SSFM SSFM SSFM SSFM SSFM SSFM SS SSFM SS SS SSFM SSFM SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W W W W W W W W W W W W W W G G G G G G G G G G G G G G G /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ 19+00 20+00 21+00 22+00 23+00 24+00 (E) SSMH 431610 STA: 22+71 RIM: 233.4 (E) INV: 227.3 (THRU) (N) INV: 227.0 (THRU) INV: 230.2 (E) NOTE 4 & 7 (E) SSMH 431611 STA: 21+25 RIM: 234.4 INV: 227.7 NOTE 4 (E) SSMH 431701 STA: 20+06 RIM: 235.9 INV: 229.5 NOTE 4 (E) SSMH 431702 STA: 18+75 RIM: 240.0 INV: 233.1 NOTE 4 /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ REMOVE (E) 131 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 2.75%, NOTE 1 & 2 REMOVE (E) 119 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 1.51%, NOTE 1 & 2 REMOVE (E) 146 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 0.52%, NOTE 1 & 2 (E) 6" CIP WATER MAIN (E) 2" STL GAS MAIN (E) ABANDONED GAS MAIN (E) 48" RCP SD (E) 36" RCP SD (E) 48" RCP SD (E) 36" RCP SD (E) 36" RCP SD (E) 36" RCP SD (E) 12" DIP SSFM (E) ABANDONED 8" CIP SSFM (E) 6" VCP SS 33" FROM GROUND SURFACE TO TOP OF NUT (E) MONUMENT, REMOVE & REPLACE NOTE 3 (E) MONUMENT, PROTECT IN PLACE TYP. U.N.O. SAN JUAN BLVD 5'-3"± NOTE 5
2'-10"± NOTE 6
REMOVE (E) 322 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 4.13%, NOTE 1 & 2
MH 431702
STA 18+75
RIM = 240.0
INV = 233.1
NOTE 4
MH 431701
STA 20+06
RIM = 235.9
INV = 229.5
NOTE 4
MH 431611
STA 21+25
RIM = 234.4
INV = 227.7
NOTE 4
MH 431610
STA 22+71
RIM = 233.4
INV = 230.2 (E)
(E) INV = 227.3 (THRU)
(N) INV = 227.0 (THRU)
NOTE 4 & 7
(E) 48" RCP SD
STA 21+08, INV = 223.4
REMOVE (E) 131 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 2.75%, NOTE 1 & 2
REMOVE (E) 119 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 1.51%, NOTE 1 & 2 REMOVE (E) 146 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 0.52%, NOTE 1 & 2
REMOVE (E) 322 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 10" PVC @ 4.13%, NOTE 1 & 2 NOTE 5 NOTE 6 (E) ABANDONED GAS STA 19+46 20510 215 220 225 230 235 240 245 250 19+00 20+00 21+00 22+00 23+00 24+00 431703 431702 81 480 431702 431701 81 480 431701 431611 81 480 431611 431610 81 480 431610 431609 104 610 UP MH DO MH PDWF (GPM) PWWF (GPM) DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACUR AN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP SCALE: 1 INCH = 20 FEET 20 0 20 40 PLAN VIEW SCALE: 1" = 20' PLAN AND PROFILE 6 C3 MATCH LINE - SEE SHEET C2
MATCH LINE - SEE SHEET C4 PROFILE VIEW HOR. SCALE: 1" = 20' VER. SCALE: 1" = 5' MATCH LINE - SEE SHEET C2
MATCH LINE - SEE SHEET C4 NOTES 1. STATIONS, LENGTHS, SLOPE, AND ELEVATIONS ARE APPROXIMATE. CONTRACTOR SHALL INSTALL THE NEW SEWER PIPE ALONG THE EXISTING SEWER ALIGNMENT AT A CONSTANT GRADE FROM MANHOLE TO MANHOLE. 2. AN (E) ABANDON 8" CIP SSFM IS LOCATED 18" MIN. FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF ABANDONED SSFM ON THE NORTH TO EAST OF THE (E) 6" SS. THE (E) ABANONED SSFM IS AT THE SAME APPROXIMATE INVERT ELEVATION OF THE GRAVITY SEWER. SOME PORTIONS OF THE ABANDONED SSFM HAVE BEEN PREVIOUSLY REMOVED. CONTRACTOR SHALL REMOVE ANY REMAINING PORTIONS OF THE (E) ABANDONED 8" CIP THAT ARE WITHIN THE EXCAVATIONS AND INSTALL SHORING TO AVOID THE ABANDONED SSFM. THE ACTIVE (E) 12" SSFM IS TYPICALLY 28" TO 32" FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF (E) 12" SSFM. 3. REMOVE AND REPLACE (E) MONUMENT PER DETAIL & SPECIFICATION SECTION 02318-3.04. 4. CHIP AND REFORM MANHOLE INVERT AND BENCH TO ACCOMMODATE NEW PIPE DIAMETER PER . 5. STA 18+75± TO 19+95± WATER MAIN SEPARATION IS LESS THAN 5 FEET. COORDINATE W/ MPWD FOR WATER MAIN SHUT DOWN AND BACKFILL W/ CDF PER DETAIL . 6. STA 21+62± TO 22+45± WATER MAIN SEPARATION IS LESS THAN 5 FEET. COORDINATE W/ MPWD FOR WATER MAIN SHUT DOWN AND BACKFILL W/ CDF PER DETAIL . 7. CHIP OUT BOTTOM OF MANHOLE FOR REVISED SLOPE. BYPASS PUMPING SYSTEMS MUST BE CAPABLE OF PUMPING OF PUMPING THE PWWF LISTED IN THE FOLLOWING TABLE: D12D12 D14 D26 1 1 1 727
© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS 230
24" CMP 3021 3023 none 3027 3020 3022 3024 3026 X X X X X X X X X X X X X X X X 3013 none none 3009 3010 3015 3019 3012 3014 3016 X X X X X X X X X X 431608A 431607 431609 431633 431608 431901 SS SSFM SSSSFM SS SS SS SS SS SSFM SS SS SS SS SS SS SS SSFM SSFM SSFM SSFM SSFM SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD W W W W W W W W W W W W W W W SAN JUAN BLVD G G G G G G G G G G G G G G G G /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ /G/ SS SS 24+00 25+00 26+00 27+00 28+00 29+00 (E) SSMH 431607 STA: 28+16 RIM: 213.7 INV: 207.6 NOTE 4 (E) SSMH 431608A STA: 27+36 RIM: 216.7 INV: 209.8 NOTE 4 (E) SSMH 431609 STA: 25+93 RIM: 218.7 INV: 213.7 NOTE 4 (E) SSMH 431608 STA: 26+37 RIM: 218.0 INV: 212.1 NOTE 4 /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ REMOVE (E) 322 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 4.22%, NOTE 1 & 2 REMOVE (E) 44 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 3.63%, NOTE 1 & 2 REMOVE (E) 99 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 12" PVC @ 2.32%, NOTE 1 & 2 REMOVE (E) 80 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 12" PVC @ 2.75%, NOTE 1 & 2 REMOVE (E) 212 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 12" PVC @ 2.03%, NOTE 1 & 2 (E) 6" CIP WATER MAIN (E) 2" STL GAS MAIN (E) ABANDONED GAS MAIN (E) 36" RCP SD (E) 36" RCP SD (E) 36" RCP SD (E) 36" RCP SD (E) 36" RCP SD (E) 36" RCP SD (E) 2-24" CMP SD (E) 42" RCP SD (E) 24" CMP SD SD (E) 15" RCP SD (E) 36" RCP SD (E) 12" DIP SSFM (E) ABANDONED 8" CIP SSFM (E) 6" VCP SS (E) 6" VCP SS (E) 6" VCP SS (E) MONUMENT, PROTECT IN PLACE TYP. U.N.O. SSFM SSFM 31" FROM GROUND SURFACE TO TOP OF NUT 33" FROM GROUND SURFACE TO TOP OF NUT SS SS 5'-0"± NOTE 5 4'-0"± NOTE 6 (E) LATERAL FOR 3024 IS ENCASED IN CONCRETE REMOVE (E) CONCRETE ABUTMENTS AT STA 27+00 AND 26+80 MH 431609
STA 25+93
RIM = 218.7
INV = 213.7
NOTE 4
(E) 36" RCP SD
STA 24+83, INV = 214.5 NOTE 3
MH 431608
STA 26+37
RIM = 218.0
INV = 212.1
NOTE 4
MH 431608A
STA 27+36
RIM = 216.7
INV = 209.8
NOTE 4
(E) 2-24" CMP SD
STA 27+78, INV = 210.3 NOTE 3
MH 431607
STA 28+16
RIM = 213.7
INV = 207.6
NOTE 4
(E) 15" RCP SD
STA 28+84, INV = 209.8
REMOVE (E) 44 LF OF 6" VCP & OPEN TRENCHINSTALL (N) 10" PVC @ 3.64%, NOTE 1 & 2 REMOVE (E) 99 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 12" PVC @ 2.32%, NOTE 1 & 2
REMOVE (E) 80 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 12" PVC @ 2.75%, NOTE 1 & 2 NOTE 5 NOTE 6 REMOVE (E) 322 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 10" PVC @ 4.13%, NOTE 1 & 2 REMOVE (E) 212 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 12" PVC @ 2.03%, NOTE 1 & 2 185 190 195 200 20510 215 220 225 230 25+00 26+00 27+00 28+00 29+00 431609 431608 104 610 431608 431608A 129 755 431608A 431607 129 755 431607 431606 129 755 UP MH DO MH PDWF (GPM) PWWF (GPM) DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACUR AN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP SCALE: 1 INCH = 20 FEET 20 0 20 40 PLAN VIEW SCALE: 1" = 20' PLAN AND PROFILE 7 C4 MATCH LINE - SEE SHEET C3 MATCH LINE - SEE SHEET C5 PROFILE VIEW HOR. SCALE: 1" = 20' VER. SCALE: 1" = 5' MATCH LINE - SEE SHEET C3
MATCH LINE - SEE SHEET C5 NOTES 1. STATIONS, LENGTHS, SLOPE, AND ELEVATIONS ARE APPROXIMATE. CONTRACTOR SHALL INSTALL THE NEW SEWER PIPE ALONG THE EXISTING SEWER ALIGNMENT AT A CONSTANT GRADE FROM MANHOLE TO MANHOLE. 2. AN (E) ABANDON 8" CIP SSFM IS LOCATED 18" MIN. FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF ABANDONED SSFM ON THE NORTH TO EAST OF THE (E) 6" SS. THE (E) ABANONED SSFM IS AT THE SAME APPROXIMATE INVERT ELEVATION OF THE GRAVITY SEWER. SOME PORTIONS OF THE ABANDONED SSFM HAVE BEEN PREVIOUSLY REMOVED. CONTRACTOR SHALL REMOVE ANY REMAINING PORTIONS OF THE (E) ABANDONED 8" CIP THAT ARE WITHIN THE EXCAVATIONS AND INSTALL SHORING TO AVOID THE ABANDONED SSFM. THE ACTIVE (E) 12" SSFM IS TYPICALLY 28" TO 32" FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF (E) 12" SSFM. 3. CONTRACTOR SHALL EXPOSE EXISTING PIPE AND DETERMINE PIPE VERTICAL CLEARANCE W/ SEWER PIPE AND ANY POTENTIAL CONFLICT W/ NEW SEWER PIPE PRIOR TO INSTALLATION OF NEW PIPE. INSTALL A CONCRETE SADDLE BETWEEN (E) PIPE AND (N) PIPE WHERE CLEARANCE IS LESS THAN 6-INCHES PER DETAIL . 4. CHIP AND REFORM MANHOLE INVERT AND BENCH TO ACCOMMODATE NEW PIPE DIAMETER PER . 5. STA 25+10± TO 25+93± WATER MAIN SEPARATION IS LESS THAN 5 FEET. COORDINATE W/ MPWD FOR WATER MAIN SHUT DOWN AND BACKFILL W/ CDF PER DETAIL . 6. STA 27+93± TO 28+50± WATER MAIN SEPARATION IS LESS THAN 5 FEET. COORDINATE W/ MPWD FOR WATER MAIN SHUT DOWN AND BACKFILL W/ CDF PER DETAIL . D18 BYPASS PUMPING SYSTEMS MUST BE CAPABLE OF PUMPING OF PUMPING THE PWWF LISTED IN THE FOLLOWING TABLE: D12D12 D14 1 1 1 728
© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS 220 230 3041 3037 3029 3031 3033 3035 3028 3030 3032 725 3038 3040 3100 3102 X X X 431605 431602 431604 431645 431606 SS SS SS SS SS SS SSFM SSFM SS SS SS SS SS SSFM SSFM SSFM SSFM SSFM SSFM SS SS SS SSFM SD SD SD SD SD SD SD SD SD W W W W W W W W W W W
W LAUREL CREEK RD
EAST LAUREL CREEK RD
SSFM
G
G
G
G
G G G
G
G G G G G G
G
/G/
/G/ /G/ /G/ /G/ /G/
/G/
/G/
/G/ /G/ /G/
/G/
/G/
30+00 31+00 32+00 33+00 34+00
(E) SSMH 431602 STA: 33+83 RIM: 195.0 INV: 188.6 NOTE 4 (E) SSMH 431604 STA: 32+59 RIM: 198.5 INV: 192.2 NOTE 4 (E) SSMH 431605 STA: 31+35 RIM: 204.5 INV: 198.7 NOTE 4 (E) SSMH 431606 STA: 30+28 RIM: 213.2 INV: 203.3 NOTE 4 /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ REMOVE (E) 107 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 12" PVC @ 4.30%, NOTE 1 & 2 REMOVE (E) 124 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 12" PVC @ 5.24%, NOTE 1 & 2 REMOVE (E) 124 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 12" PVC @ 2.90%, NOTE 1 & 2 (E) MONUMENT, REMOVE & REPLACE NOTE 5 (E) 6" CIP WATER MAIN (E) ABANDONED GAS MAIN (E) 2" STL GAS MAIN (E) 42" RCP SD (E) 36" RCP SD(E) 42" RCP SD (E) 36" RCP SD REMOVE 34 LF OF (E) 36" CMP & INSTALL (N) 36" RCP (E) 48" RCP SD (E) 15" RCP SD (E) 36" RCP SD (E) 60" RCP SD (E) 12" DIP SSFM (E) ABANDONED 8" CIP SSFM (E) 6" VCP SS SAN JUAN BLVD LH431602A (E) MONUMENT, PROTECT IN PLACE TYP. U.N.O. 39" FROM GROUND SURFACE TO TOP OF NUT (E) MONUMENT, PROTECT IN PLACE TYP. U.N.O. (E) SSMH 431645 STA: 34+20 RIM: 194.5 INV: 187.8 3'-4"± NOTE 6 NOTE 3 & 7 (E) 4" SS LATERAL (E) SDMH 1A STA: 31+59 L11' RIM: 203 INV: 194 NOTE 8 & 9 (E) SDCB 1B STA: 31+79 R16' RIM: 202 INV: 193 NOTE 9 MH 431606
STA 30+28
RIM = 213.2
INV = 203.3
NOTE 4
MH 431605
STA 31+35
RIM = 204.5
INV = 198.7
NOTE 4
(N) 36" RCP SD
STA 31+68, INV = 193.6 NOTE 3
MH 431604
STA 32+59
RIM = 198.5
INV = 192.2
NOTE 4
MH 431602
STA 33+83
RIM = 195.0
INV = 188.6
NOTE 4REMOVE (E) 212 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 12" PVC @ 2.03%, NOTE 1 & 2 REMOVE (E) 107 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 12" PVC @ 4.30%, NOTE 1 & 2
REMOVE (E) 124 LF OF 6" VCP & OPEN TRENCH
INSTALL (N) 12" PVC @ 5.24%, NOTE 1 & 2 REMOVE (E) 124 LF OF 6" VCP & OPEN TRENCH INSTALL (N) 12" PVC @ 2.90%, NOTE 1 & 2 (E) 15" RCP SD
STA 33+60, INV = 192.2
(E) 6" CIP WATER
STA 33+64, INV = 190.5 NOTE 3 (E) GRADE
(E) 12" VCP TO REMAIN NOTE 6 NOTE 7 (E) ABANDONED GAS STA 33+28 (E) ABANDONED GAS STA 31+22 180 185 190 195 200 20510 215 220 175 30+00 31+00 32+00 33+00 34+00 431607 431606 129 755 431606 431605 129 755 431605 431604 129 755 431604 431602 129 755 UP MH DO MH PDWF (GPM) PWWF (GPM) DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACUR AN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP SCALE: 1 INCH = 20 FEET 20 0 20 40 PLAN VIEW SCALE: 1" = 20' PLAN AND PROFILE 8 C5 MATCH LINE - SEE SHEET C6 MATCH LINE - SEE SHEET C4 PROFILE VIEW HOR. SCALE: 1" = 20' VER. SCALE: 1" = 5' MATCH LINE - SEE SHEET C4 NOTES 1. STATIONS, LENGTHS, SLOPE, AND ELEVATIONS ARE APPROXIMATE. CONTRACTOR SHALL INSTALL THE NEW SEWER PIPE ALONG THE EXISTING SEWER ALIGNMENT AT A CONSTANT GRADE FROM MANHOLE TO MANHOLE. 2. AN (E) ABANDON 8" CIP SSFM IS LOCATED 18" MIN. FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF ABANDONED SSFM ON THE NORTH TO EAST OF THE (E) 6" SS. THE (E) ABANONED SSFM IS AT THE SAME APPROXIMATE INVERT ELEVATION OF THE GRAVITY SEWER. SOME PORTIONS OF THE ABANDONED SSFM HAVE BEEN PREVIOUSLY REMOVED. CONTRACTOR SHALL REMOVE ANY REMAINING PORTIONS OF THE (E) ABANDONED 8" CIP THAT ARE WITHIN THE EXCAVATIONS AND INSTALL SHORING TO AVOID THE ABANDONED SSFM. THE ACTIVE (E) 12" SSFM IS TYPICALLY 28" TO 32" FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF (E) 12" SSFM. 3. INSTALL A CONCRETE SADDLE BETWEEN (E) PIPE AND (N) PIPE WHERE CLEARANCE IS LESS THAN 6-INCHES PER DETAIL . 4. CHIP AND REFORM MANHOLE INVERT AND BENCH TO ACCOMMODATE NEW PIPE DIAMETER PER . 5. REMOVE AND REPLACE (E) MONUMENT PER DETAIL & SPECIFICATION SECTION 02318-3.04. 6. STA 30+54± TO 33+07± WATER MAIN SEPARATION IS LESS THAN 5 FEET. COORDINATE W/ MPWD FOR WATER MAIN SHUT DOWN AND BACKFILL W/ CDF PER DETAIL . 7. STA 33+53± TO 33+73± WATER MAIN SEPARATION IS LESS THAN 5 FEET. COORDINATE W/ MPWD FOR WATER MAIN SHUT DOWN AND BACKFILL W/ CDF PER DETAIL . 8. (E) SDMH IS LOCATED IN CONCRETE DRIVEWAY ENTRANCE. RESTORE (E) CONCRETE SURFACE AS NECESSARY FOR CONSTRUCTION. INSTALL #4X12" MIN. LONG DOWELS 6" MIN. INTO (E) CONCRETE AT 18" MAX O.C. WHEN INSTALLING NEW CONCRETE. 9. CONNECT (N) SD TO (E) INLET OR MANHOLE, REMOVE PORTIONS OF (E) INLET OR MANHOLE WALL AS NECESSARY TO ACCOMMODATE (N) SD PIPE, FILL VOIDS W/ NON-SHRINK GROUT. D18 D26 BYPASS PUMPING SYSTEMS MUST BE CAPABLE OF PUMPING OF PUMPING THE PWWF LISTED IN THE FOLLOWING TABLE: D12D12 D14 729
© 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS 190
200 none none 3100
3102
3104 3106 3108 3110
3112
3114
UE
UE
UE
X X X X X X X X X X X X X 431645 432406 431603 432402 432401B 432401A 431644 SS SS SS SS SS SS SS SS SS SS SS SS SS SS SSFM SS SSFM SSFM SSFM SSFM SS SS SS SS SS SS SS SS SS SSFM SSFM SSFM SSFM SSFM SSFM SSFM W W W W W W W W W W W W W W W W EAST LAUREL CREEK RD SD G G G G G G G G /G/
LAUREL CREEK
72" CMP W/ CIPP
35+00
36+00
37+00 38+00
39+00
40+00
40+34
(E) SSMH 432402 STA: 39+98 RIM: 185.4 INV: 178.9 NOTE 5 (E) SSMH 432406 STA: 39+68 RIM: 190.7 INV: 180.0 NOTE 5 & 18 (E) WETWELL STA: 40+30 FF: 180.9 INV: 177.8 (E) SSMH 431644 STA: 37+41 RIM: 185.3 INV: 181.0 NOTE 5 & 18 /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ /FM/ REMOVE (E) 116 LF OF 12" VCP & OPEN TRENCH INSTALL (N) 15" PVC @ 0.40%, NOTE 1 & 2 (E) 30 LF OF 12" VCP (E) 22 LF OF 12" VCP (E) 6" CIP WATER MAIN (E) 60" RCP SD (E) 12" DIP SSFM, NOTE 13 (E) ABANDONED 8" CIP SSFM ABANDON 121 LF OF (E) 8" VCP SS, NOTE 9 (E) 72" CIPP LINED CMP SD (E) 12" VCP SS (TO REMAIN) X X X X (E) SSMH 432401A STA: 40+20 RIM: 180.9 INV: 177.8 NOTE 5 END OF SEWER IS CAPPED (NO LH OR MH) ABANDON (E) SSMH 432401 RIM: 187.0 (E) INV: 182.4 (S) NOTE 9 SAN JUAN PUMP STATION (E) SSMH 431645 STA: 34+20 RIM: 194.5 INV: 187.8 (N) SSMH 431644A STA: 38+57 RIM: 186.5 INV: 180.53 NOTE 3 & 5 431644A OPEN TRENCH INSTALL 24 LF OF (N) 15" PVC @ 1.51%, NOTE 1 & 14 REMOVE (E) 111 LF OF 12" VCP & OPEN TRENCH INSTALL (N) 15" PVC @ 2.00%, NOTE 1 / / / / / / / / / / / / / / / / / / / / / / / / 432401 NOTE 12 NOTE 8 (E) SSMH 431645A STA: 35+40 EG: 193.5 INV: 185.2 NOTE 5 & 15 431645A / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / ABANDON 47 LF OF (E) 8" VCP, NOTE 9 (E) 2" STL GAS MAIN ABANDON (E) SSMH 431603 STA: 36+27 RIM: 193.0 R8.1' INV: 186.5 NOTE 9 ABANDON 250 LF OF (E) 8" VCP, NOTE 9 EXTEND LATERAL, SEE LATERL EXTENSION TABLE AND NOTE 16, TYP. AT 4 LATERALS (E) 10 LF OF 12" VCP NOTE 6 & 7 (E) LATERAL IS ENCASED IN CONCRETE (E) 72" CIPP LINED CMP SD
STA 31+68, INV = 168.5
MH 431644
STA 37+41
RIM = 185.3
INV = 181.0
NOTE 5 & 18
MH 432406
STA 39+68
RIM = 190.7
INV = 180.0
NOTE 5
MH 432402
STA 39+98
RIM = 185.4
INV = 178.9
NOTE 5
(E) WETWELL
STA 40+30
RIM = 180.9
INV = 177.3
MH 432401A
STA 40+20
RIM = 180.9
INV = 177.8
NOTE 5
(E) 10 LF OF 12" VCP
(E) 22 LF OF 12" PVC
(E) 30 LF OF 12" VCP
REMOVE (E) 111 LF OF 12" VCP & OPEN TRENCH
INSTALL (N) 15" PVC @ 0.40%, NOTE 1
(E) 12" VCP SS
(E) 6" CIP WATER
STA 32+00, INV = 179.6 NOTE 6 NOTE 7
(N) MH 431644A
STA 38+57
RIM = 186.5
INV = 180.53
NOTE 3 & 5
REMOVE (E) 116 LF OF 12" VCP & OPEN TRENCH
INSTALL (N) 15" PVC @ 0.40%, NOTE 1 37+00 38+00 39+00 40+00 180 185 190 195 200 175 170 165 431607 431606 129 755 431606 431605 129 755 431605 431604 129 755 431604 431602 129 755 UP MH DO MH PDWF (GPM) PWWF (GPM) LATERAL EXTENSION LOCATIONS UP MH DO MH STATION 431603A 431603 36+11 R18.5 431603 432401 36+65 R14.8 431603 432401 36+94 R12.9 431603 432401 38+05 R12.2 DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACUR AN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP SCALE: 1 INCH = 20 FEET 20 0 20 40 PLAN VIEW SCALE: 1" = 20' PLAN AND PROFILE 9 C6 MATCH LINE - SEE SHEET C5 PROFILE VIEW HOR. SCALE: 1" = 20' VER. SCALE: 1" = 5' NOTES 1. STATIONS, LENGTHS, SLOPE, AND ELEVATIONS ARE APPROXIMATE. CONTRACTOR SHALL INSTALL THE NEW SEWER PIPE ALONG THE EXISTING SEWER ALIGNMENT AT A CONSTANT GRADE FROM MANHOLE TO MANHOLE OR WETWELL. 2. AN (E) ABANDON 8" CIP SSFM IS LOCATED 18" MIN. FROM CENTERLINE OF (E) 6" VCP SS TO CENTERLINE OF ABANDONED SSFM ON THE NORTH TO EAST OF THE (E) 6" SS. 3. INSTALL (N) SSMH PER & . 4. REMOVE (E) SSMH & INSTALL (N) SSMH PER & . 5. REMOVE ROOTS FROM MANHOLE AND COAT MANHOLE PER SPECIFICATION SECTION 09900 AND PERFORM THE FOLLOWING ADDITIONAL IMPROVEMENTS: 5.1. MH 431644: REMOVE LADDER RUNGS (2 LADDER RUNGS) 5.2. MH 431645A: REMOVE LADDER RUNGS (2 LADDER RUNGS) 6. CONTRACTOR SHALL DETERMINE VERTICAL CLEARANCE OF WATER PIPE CROSSING EXISTING SEWER PRIOR TO INSTALLATION OF NEW SEWER PIPE. INSTALL A CONCRETE SADDLE BETWEEN (E) PIPE AND (N) PIPE WHERE CLEARANCE IS LESS THAN 6-INCHES PER DETAIL . 7. STA 37+92± TO 38+08± WATER MAIN SEPARATION IS LESS THAN 5 FEET. COORDINATE W/ MPWD FOR WATER MAIN SHUT DOWN AND BACKFILL W/ CDF PER DETAIL . 8. (E) 30" TALL CMU RETAINING WALL. 8" THICK FOUNDATION UNDER 6" THICK AC EXTENDS 12" IN FRONT OF FACE OF (E) WALL. 9. ABANDON (E) SSMH AND (E) SS PIPE PER . 10. CONTRACTOR SHALL POTHOLE (E) 2" WATER SERVICE TO DETERMINE IF WATER SERVICE NEEDS TO BE RE-ROUTED FOR NEW SEWER ALIGNMENT. 11. SEE DETAIL FOR (N) CONNECTION TO WETWELL. 12. REMOVE AND REPLACE (E) AC CURB IN KIND AND (E) CONCRETE CURB PER AS NECESSARY FOR CONSTRUCTION. 13. (E) 12" SSFM IS CONCRETE ENCASED W/ 8" OF CONCRETE ON EITHER SIDE AND 12" OF CONCRETE ABOVE AND BELOW THE FORCE MAIN PIPE FOR THE FIRST 46 LF OUT OF THE PUMP STATION. 14. PROVIDE A CONSTANT SLOPE BETWEEN (N) SSMH 431644A AND (E) SSMH 432401 AND A 0.2' DROP BETWEEN (N) INCOMING AND OUTGOING PIPE AT SSMH 432401A. 15. (E) MANHOLE IS BURIED, LOCATE MANHOLE AND RAISE MANHOLE TO GRADE PER . CONTRACTOR SHALL ASSUME MANHOLE IS BURIED BY 12" FOR BID PURPOSES. 16. LOCATE (E) LATERALS IN SEWER MAIN TO BE ABANDON AND EXTEND (E) LATERALS TO 12" SEWER MAIN PER DETAIL . APPROXIMATE LOCATION OF LATERALS IS PROVIDED IN THE LATERAL EXTENSION TABLE. 17. CONTRACTOR SHALL DETERMINE SIZE AND DEPTH OF ELECTRICAL CONDUIT PRIOR TO INSTALLATION OF NEW SEWER PIPE. 18. CHIP AND REFORM MANHOLE INVERT AND BENCH TO ACCOMMODATE NEW PIPE DIAMETER PER . BYPASS PUMPING SYSTEMS MUST BE CAPABLE OF PUMPING OF PUMPING THE PWWF LISTED IN THE FOLLOWING TABLE: D18D15 D17 D15 D17 D23 D24 D22 D27 D12 D28 D14 1 1 1 730
(E) AC & BASE SAWCUT (TYP) AT PAVED LOCATIONS OD
6" MIN, 12" MAX NOTE 2 BEDDING MATERIAL 90% COMPACTED 12" MIN. AT PAVED LOCATIONS 6" MIN BOTTOM OF TRENCH NOTE 1 NOTES: 1. IF SOFT SOILS ARE ENCOUNTERED EXCAVATE 12" BELOW PIPE AND INSTALL GEOTEXTILE FABRIC PER SPECIFICATION SECTION 02200. 2. STREET AREAS: CL 2 AB 95% COMPACTED. UNIMPROVED AREAS: CL 2 AB OR APPROVED NATIVE MATERIAL 90% COMPACTED. 3. IN PAVED AREAS: 4" AC OR MATCH EXISTING PAVEMENT THICKNESS WHICHEVER IS GREATER. UNIMPROVED AREAS: 12" NATIVE MATERIAL. 4. DETECTABLE WARNING TAPE 14" ABOVE PIPE. 5. INSTALL TRENCH CUTOFF WALL EVERY 50' PER AT ALL OPEN TRENCH LOCATIONS. NOTE 3 4" MIN NOTE 4D13 6" OR O.D./2
(WHICHEVER
IS GREATER) EXPANSIVE MATERIAL OVER PIPE EXPANSIVE MATERIAL UNDER PIPE 12" MAX CLR
2" MIN CLR EXISTING OR NEW UNDERGROUND PIPE EXISTING OR NEW UNDERGROUND PIPE 36" 36" CONCRETE SADDLE CONCRETE SADDLE EXISTING OR NEW UNDERGROUND PIPE 3" TYP NOTE: INSTALL CONCRETE SADDLE AT EACH LOCATION WHERE A NEW UNDERGROUND UTILITY CROSSES AN EXISTING UNDERGROUND UTILITY WITH LESS THAN 12" CLEARANCE. MINIMUM ALLOWABLE CLEARANCE IS 2". WRAP EXPOSED WATER MAIN PIPE W/ V-BIO POLYTHYLENE PRIOR TO BACKFILLING. 12"
O.D.
VARIES FRAME AND COVER AS SPECIFIED EXISTING CONC. COLLAR GRADE CONC. CONE PRECAST 4'-0'' 5'' MIN.
VAR
3'' 6'' 62'' MIN (POURED IN PLACE) CONCRETE PRECAST CONC. SECTIONS A A SECTION A-A SECTIONAL ELEVATION SHELF SHELF SHELF 4'-0'' NOTES: 1. NEW MANHOLES SHALL BE ECCENTRIC WHEREVER POSSIBLE. EXISTING MANHOLES ARE CONCENTRIC UNLESS OTHERWISE NOTED ON THE PLANS. 2. TAPER "SHELF" 1" PER FOOT TOWARDS CHANNEL. 3. REFER TO SPECIFICATIONS FOR MANHOLE PIPE CONNECTION. 4. IN UNPAVED AREAS, MANHOLE RIM SHALL BE PLACED APPROXIMATELY 6" ABOVE GRADE W/ A 6" CONCRETE RING TAPERED AT 3:1 SLOPE FROM THE TOP TO THE OUTSIDE EDGE OF THE COLLAR TO THE GROUND SURFACE. 5. CONE SECTION SHALL MATCH THE DIMENSIONS OF THE MANHOLE FRAME AND COVER ON THE PLANS. 12'' MIN
MIN
6" 12'' MIN
18'' MAX CRUSHED ROCK 12" OF 3/4" CLASS 1 #4 HOOPS @ 6" O.C. 2" AC OVER COLLAR ON PLANS, NOTE 5 NOTE: D& L FOUNDRY MODEL A-1024 OR APPROVED EQUAL. SECTION 24-1/4'' 31-3/4" 1-1/2'' 24'' 1-1/2'' 4-1/2'' 21-15/16'' EDGE PRY C I T Y OF BE L MONT SANITARY SEWER PICK HOLE (E) PIPE (N) PIPE NOTE 1 MANHOLE I.D. NOTES: 1. REMOVE PORTION OF (E) MH WALL TO ALLOW INSERTION OF (N) PIPE. INSTALL WATERSTOP AROUND NEW CONNECTION. FILL VOIDS W/ NON-SHRINK GROUT. 2. REMOVE PORTION OF (E) TROUGH & BENCH TO ALLOW FOR (N) PIPE. CHIP AND REFORM MANHOLE TROUGH AND BUILD UP BENCH TO ACCOMMODATE NEW PIPE SIZE. SLOPE BENCH AT 1" PER FOOT TOWARDS CHANNEL, SEE DETAIL . NOTE 2 O.D. D15 O.D. TRENCH BACKFILL PER . 24" MIN THICK CUTOFF WALL TYP. TRENCH BEDDING ZONE
TRENCH
BACKFILL 12" MIN BEYOND TRENCH LIMITS, TYP 3 SIDES
12" MIN TYP. TRENCH WIDTH D11 CUTOFF WALL NOTES: 1. PLACE CUTOFF WALL EVERY 50' AT OPEN TRENCH LOCATIONS. 2. CUTOFF WALL TO EXTEND 12" PAST TRENCH LIMITS AND BE AT LEAST 24" THICK. 3. CUTOFF WALL SHALL BE A BLENDED MIXTURE OF 1-PART FREE DRAINING SAND AND 1-PART DRY MIX CEMENT MIXED WITH WATER. WATER TO CEMENT RATIO SHALL BE LESS THAN 0.3, RESULTING IN A "DRY" MIX THAT IS HAND COMPACTED AROUND THE PIPE. (E) AC & BASE OD 6" MIN, 12" MAX CDF BACKFILL BOTTOM OF TRENCH NOTE 1 NOTE 2 4" MIN 12" MIN. AT PAVED LOCATIONS NOTE 4 NOTE 5SAWCUT (TYP) AT PAVED LOCATIONS NOTES: 1. IF SOFT SOILS ARE ENCOUNTERED EXCAVATE 12" BELOW PIPE AND INSTALL GEOTEXTILE FABRIC PER SPECIFICATION SECTION 02200. 2. IN PAVED AREAS: 4" AC OR MATCH EXISTING PAVEMENT THICKNESS WHICHEVER IS GREATER. UNIMPROVED AREAS: 12" NATIVE MATERIAL. 3. DETECTABLE WARNING TAPE 14" ABOVE PIPE. CITY OF BELMONT (2) EDGE PRIES 25-5/16" 1-1/8" 37-3/4" 25-3/8" 1-1/8" 46" 36" 6-3/4" 1-1/8" 38" FRAME: D&L A-1462 OR APPROVED EQUAL OUTER COVER: D&L A-1462-R5 OR APPROVED EQUAL INNER COVER: D&L A-1024 OR APPROVED EQUAL 23-5/8" SANITARY SEWER CLOSED PICK EDGE PRY DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACUR AN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP 6D1 24" MANHOLE FRAME & COVER SCALE: NTS 5D1 PRE-CAST MANHOLE SCALE: NTS 1D1 STANDARD TRENCH SCALE: NTS 8D1 CONCRETE SADDLE SCALE: NTS 10 D1 DETAILS 3D1 TRENCH CUTOFF WALL SCALE: NTS 4D1 MANHOLE MODIFICATION SCALE: NTS 2D1 CDF TRENCH SCALE: NTS 7D1 36" MANHOLE FRAME & COVER SCALE: NTS 731
12" 6" 6" 2'-0" 12" 912" 412" 12" 14" R6" R6" 112" 6" 1'-6" 12"6" 5" 12" 6" 112" 6"512" (E) LATERAL (N) COUPLING PER SPECIFICATION SECTION 02513 (N) PVC LONG RADIUS 1/8 (45°) BEND FLOW DIRECTION (N) COUPLING PER SPECIFICATION SECTION 02513 (E) LATERAL ELEVATION VIEW PLAN VIEW (N) MAIN (N) WYE (N) MAIN (N) WYE (N) WATERSTOP (N) SEWER MAIN CHIP OUT EXISTING PIPE, INSTALL (N) WATERSTOP & DRY PACK (E) WETWELL REMOVE MH FRAME & COVER RESTORE (E) SURFACE PER FILL W/ CDF (E) PIPE TO BE ABANDONED (TYP) FILL PIPE W/ CDF (E) PIPE TO BE ABANDONED (TYP) FILL PIPE W/ CDF DEMOLISH TOP 36" MIN. OF (E) MANHOLE D11 2'± REMOVE (E) BRICKS & REPLACE W/ CONCRETE ADJUSTMENT GRADE RINGS STANDARD FRAME AND COVER (N) CONC. COLLAR 12'' MIN
MIN
6" 12'' MIN
18'' MAX PER DETAIL D166"± #4 HOOPS @ 6" O.C. 2" AC OVER COLLAR NOTES: 1. EXCAVATIONS SHALL BE BACKFILLED PER DETAIL . 2. REFER TO SPECIFICATION SECTION 02700 FOR COUPLINGS. 3. LATERAL SIZE AND MATERIAL IS BASED ON CCTV INSPECTION. CONTRACTOR SHALL CONFIRM (E) PIPE MATERIAL AND SIZE. D11 (E) SEWER MAIN TO BE ABANDONED
REMOVE ANY (E) WYE OR BENDSNEAR THE (E) SS MAIN CONNECTION DEMOLITION PROFILE (E) SEWER MAIN TO BE
ABANDONED, REMOVE AS
NECESSARY FOR (N) LATERAL IMPROVEMENT PROFILE (E) 4" VCP LATERAL (E) 4" VCP LATERAL (N) COUPLING (N) 4" PVC AT 2% MIN. SLOPE (N) COUPLING
SS MAIN, REFER TO DETAIL
FOR CONNECTION AT (E) SS MAIN
(N) PVC LONG RADIUS
1/8 (45°) BEND
(N) WYE
(N) PVC AS REQUIRED
(N) PVC LONG RADIUS
1/8 (45°) BEND D29
FLOW
(E) SS MAIN
(N) COUPLING
(E) SS MAIN NOTES: 1. EXCAVATIONS SHALL BE BACKFILLED PER DETAIL . 2. REFER TO SPECIFICATION SECTION 02700 FOR COUPLINGS. (N) PVC WYE (N) PVC LONG RADIUS 1/8 (45°) BEND (N) LATERAL (N) COUPLING (N) PVC (N) PVC D11 DATE: NO REVISIONS DATE APPR 2134567 SCALE: DESIGN: DRAWN: CHECKED: 5/13/24 AS SHOWN CLP CLP BLS DEPT. OF PUBLIC WORKS CCN 2024-631 SAN JUAN BLVD SEWER CAPACITY IMPROVEMENT PROJECT CONSULTING CIVIL ENGINEERS Schaaf Wheeler (707)548-4848 SANTA ROSA, CA 95403 2200 RANGE AVE, SUITE 201 REGISTERED PROFESS IONAL ENGI NEER STAT E OF CA L I FORN I ACUR AN L . PR I CENO. 74913 C I V I L 05/10/24 SHEET: OF 11 RECORD DRAWINGS 4/17/25 CLP 1D2 CURB, GUTTER, & SIDEWALK SCALE: NTS 2D2 CURB & GUTTER SCALE: NTS 5D2 SEWER LATERAL SCALE: NTS 11 D2 DETAILS 6D2 STANDARD MONUMENT SCALE: NTS 4D2 WETWELL CONNECTION SCALE: NTS 3D2 SEWER ABANDONMENT SCALE: NTS 7D2 RAISE MANHOLE SCALE: NTS 8D2 SEWER LATERAL EXTENSION SCALE: NTS 9D2 LATERAL CONNECTION SCALE: NTS 732
APPENDIX F
Standardization of Major Pump Station Equipment
for Sewer Pump Stations
733
STANDARDIZATION OF MAJOR EQUIPMENT
COMPONENETS FOR SEWER PUMP STATIONS
The Engineer hereby finds that it is necessary to specify standardized equipment for installation in all of the City’s sewer pump stations in order to field test or experiment to determine the equipment’s suitability for future use and in order to match existing equipment already in use in other sewer pump stations.
The Engineer further finds that standardizing the specific major components of the sewer pump stations would result in more efficient and reliable equipment operations, faster repair time on incidents that could result in sanitary sewer overflows (SSOs) through the use of common parts, and a reduction in on-going training costs. Standardization will also minimize spare and critical replacement parts inventory and costs.
Based on the foregoing criteria, the following specified standardized equipment shall be required for sewer pump stations.
• Flygt Submersible and Dry-Pit Submersible Pumps
• Flygt 4620 Wetwell Mixer
• Siemens Sitrans F M MAG 5100 Flow Meter
• Flygt MultiSmart Pump Station Controller with Flygt Cloud Based SCADA System • Hydroranger 200 with XPS-15F level transducer
• Flygt ENM-10 Float Switches
• Eaton S811 Starters
• TESCO Control Panel, Service Panel, and Pump Termination Cabinet The following standardized equipment items for sewer pump station are included in this project. They are described in detail in the Project Technical Specifications as listed below:
• Flygt Pumps Section 11312 – Submersible Pumps
• Flygt Wetwell Mixer Section 11220 - Submersible Direct Drive Mixer • Siemens Flow Meter Section 13421 - Magnetic Flow Meters • Flygt Pump Controller Section 17100 – Control Panel and Panel Mounted Equipment
• Hydroranger Level Controller Section 17100 – Control Panel and Panel Mounted Equipment
• Flygt Float Level Switches Section 17100 – Control Panel and Panel Mounted Equipment
• Eaton Starters Section 17100 – Control Panel and Panel Mounted Equipment
• TESCO Control Panel Section 17100 – Control Panel and Panel Mounted Equipment
• TESCO Service Panel Section 16402 – Service Panel
• TESCO Pump Termination Cabinet Section 16411 – Pump Termination Cabinet 734
APPENDIX G
PG&E PM Drawings
(to be added once received)
735