Beaumont City Council
October 15, 2024

C. Historical Logging Information and Displays:

1. Running log of total power versus time.

2. Total run time.

3. Fault log, maintaining last four faults with time and date stamp for each.

D. Indicating Devices: Digital display mounted flush in VFD door and connected to display VFD parameters including, but not limited to:

1. Output frequency (Hz).

2. Motor speed (rpm).

3. Motor status (running, stop, fault).

4. Motor current (amperes).

5. Motor torque (percent).

6. Fault or alarming status (code).

7. PID feedback signal (percent).

8. DC -link voltage (V dc).

9. Set point frequency (Hz).

10. Motor output voltage (V ac).

E. Control Signal Interfaces:

1. Electric Input Signal Interface:
a. Speed Reference: The VFD drive shall be capable of being controlled locally by a speed potentiometer or remotely by a 4- to 20-mA dc signal. The 4- to 20-mA signal shall be galvanically isolated and input resistance shall not exceed 250 ohms. b. A minimum of two programmable analog inputs shall be provided and would be typically used for PID process variable and set point. These signals shall be setup to accept a 4- to 20-mA dc signal. The 4- to 20-mA signal shall be galvanically isolated and input resistance shall not exceed 250 ohms. c. A minimum of six multifunction programmable digital inputs. The drive shall be expandable to handle additional digital inputs if required. The digital inputs shall be programmable to perform functions including, but not limited to:
1) VFD Start/Stop Control (2 or 3 wire)
2) Forward/Reverse/Stop Control
3) Local/Remote. The VFD shall be programmable so that "Local" control may either be the keypad or by hard -wired start/stop and potentiometer. The VFD shall be programmable so that "Remote" control may either be hard -wired start/stop and 4- to 20mA speed control or via the communications network. 4) VFD Interlock/Enable. This input when de -energized will not allow the VFD to run the motor under any circumstance.
5) VFD External Fault. This input will trip the VFD and require a reset before allow the motor to run again.
6) Preset Frequencies. The VFD shall be programmable to run at pre- programmed frequencies with up to 6 different steps.

2. Output Signal Interface:

CITY OF BEAUMONT VARIABLE FREQUENCY MOTOR CONTROLLERS
MESA LIFT STATION UPGRADE 262923-6

a. A minimum of two programmable analog output signals 4- to 20-mA dc, which can be configured for any of the following:
1) Output frequency (Hz).
2) Output current (load).
3) DC -link voltage (V dc).
4) Motor torque (percent).
5) Motor speed (rpm).
6) Set point frequency (Hz).
7) Motor power (kW)
b. A minimum of two programmable dry -circuit relay outputs (120-V ac, 1 A) for remote indication of the following (the drive shall be expandable to handle additional digital outputs if required):
1) Motor running.
2) VFD ready.
3) Set point speed reached.
4) Fault and warning indication (overtemperature or overcurrent). 5) PID high- or low -speed limits reached.

F. PID Control Interface: Provides closed -loop set point, differential feedback control in response to dual feedback signals. Allows for closed -loop control of fans and pumps for pressure, flow, or temperature regulation.

1. Number of Loops: One.

G. SCADA Interface: Factory -installed hardware and software to enable the SCADA to monitor, control, and display VFD status and alarms and energy usage. Allows VFD to be used with an external system within a multidrop LAN configuration; settings retained within VFD's nonvolatile memory.

1. Network Communications Ports: Ethernet

2. SCADA Protocols for Network Communications: Ethernet/IP protocol accessible via the communications ports.

2.3 LINE CONDITIONING AND FILTERING
A. Input Line Conditioning: All new power distribution systems supplied shall be required to meet the requirements of IEEE 519-1992. Specifically, the system shall adhere to the TDD requirements of Table 10-3 of IEEE 519-1992. If the power distribution system is equipped with an Active Harmonic System, each VFD shall be equipped with a line reactor whose impedance is as recommended by the Active Harmonic System manufacturer (typically 3%). If no Active Harmonic System is part of the power distribution system, the following rules as a minimum shall define the input line conditioning for each VFD (unless further conditioning is required to meet the IEEE 519-1992 limits). With the Engineer's approval, the contractor may decide to supply an Active Harmonic System even if not shown on the drawings, with corresponding reactors and chokes (this would typically occur if it is more cost effective to meet IEEE 519 with a single system then multiple harmonic filters).

CITY OF BEAUMONT VARIABLE FREQUENCY MOTOR CONTROLLERS
MESA LIFT STATION UPGRADE 262923-7

1. All VFD's sized for motors 50HP or larger shall be equipped with DC -link chokes.

2. All VFD's sized for motors 40HP and less shall be equipped with 5% line reactors unless specifically called out as otherwise on the drawings.

3. All VFD's sized for 50HP to 200HP motors shall be equipped with passive harmonic filters with DC Link Chokes.

4. All VFD's greater than 200HP shall have be setup to have less than 5% THD for both voltage and current. This would typically require that the drive is setup with an 18 -pulse front end or with an active harmonic filter. The VFD assembly shall accept a single 3 - phase input and shall contain all of the harmonic mitigation equipment as part of the assembly.

B. EMI/RFI Filtering: VFD's shall be CE marked and certify compliance with IEC 61800-3 for Category C2.

2.4 LOAD CONDITIONING
A. Load Conditioning: For VFD driven loads with conductor lengths between 200 and 1,000 feet, output dV/dt filters shall be provided as part of the VFD assembly. It is strongly recommended that VFD motor leads not be longer than 500 feet and alternative VFD locations should be considered. If absolutely necessary, loads with conductor lengths greater than 1,000 feet shall have output sine wave filters shall be provided as part of the VFD assembly. Voltage drop considerations shall be taken into account when selecting the motor's nameplate voltage.

2.5 LINE AND LOAD CONDITIONING EQUIPMENT
A. Manufacturers: Subject to compliance with requirements, provide products by one of the following:

1. MTE Corporation.

2. Transcoil International (TCI).

3. Or approved equal.

B. Line Reactors: Reactors shall be part of the VFD assembly. They shall be sized based upon the VFD input power requirements. They shall be properly installed with appropriate spacing and ventilation for ambient temperatures up to 104°F. The reactor shall meet the following criteria:

1. The reactor shall be UL 508 listed.

2. Continuous current rating: 100% RMS.

3. Intermittent current ratings: 150% for 60 seconds; 200% for 10 seconds.

4. Altitude Rating: Not exceeding 3300 feet without de -rating. Up to 9850 feet with de - rating.

5. All wiring shall be copper.

C. Passive Harmonic Filters: Filters shall be part of the VFD assembly. They shall be sized based upon the VFD input power requirements. They shall be properly installed with appropriate spacing and ventilation for ambient temperatures up to 104°F. The filter shall meet the following criteria:

1. The filter shall be UL 508 listed.

CITY OF BEAUMONT VARIABLE FREQUENCY MOTOR CONTROLLERS
MESA LIFT STATION UPGRADE 262923-8

2. The filter shall filter harmonics generated by the nonlinear VFD to satisfy the requirements of IEEE 519-1992 for individual and total harmonic voltage and current distortion at the input terminals of the filter.

3. The TDD of the current at the input terminals of the filter shall not exceed the limits defined in Table 10-3 of IEEE 519-1992.

4. Full load efficiency: 97% or greater

5. The filter shall not resonate with the power distribution system nor attract harmonics from other sources.

6. The harmonic filter shall be a passive series connected low pass filter consisting of an inductor capacitor network. Active electronic components shall not be used.

7. The harmonic filter shall be equipped with a contactor that will connect the capacitor(s) only when the motor is running, avoiding nuisance VFD over -voltage tripping.

8. All wiring shall be copper.

D. dV/dt Filters: Filters shall be part of the VFD assembly. They shall be sized based upon motor horsepower and required full -load current (including service factor). They shall be properly installed with appropriate spacing and ventilation for ambient temperatures up to 104°F. The filter shall meet the following criteria:

1. The filter shall be UL 508 listed.

2. Maximum peak motor terminal voltage with 500 feet of cable: 15% of bus voltage.

3. Maximum dV/dt: 200 Volts per microsecond.

4. The dV/dt Filter shall reduce common mode voltages by a minimum of 40%.

5. Continuous current rating: 100% RMS.

6. Intermittent current ratings: 150% for 60 seconds; 200% for 10 seconds.

7. Allowed inverter switching frequencies: lkHz to 8 kHz.

8. Nominal inverter operating frequency: 60Hz; Minimum - 6 Hz; Maximum with de -rating:
120Hz.

9. Altitude Rating: Not exceeding 3300 feet without de -rating. Up to 9850 feet with de - rating.

10. Insertion loss: 3% of rated voltage maximum.

11. All wiring shall be copper.

E. Sine Wave Filters: Filters shall be part of the VFD assembly. They shall be sized based upon motor horsepower and required full -load current (including service factor). They shall be properly installed with appropriate spacing and ventilation for ambient temperatures up to 104°F.

The filter shall meet the following criteria:

1. The filter shall be UL 508 listed.

2. Harmonic Voltage Distortion: 10% maximum

3. Continuous current rating: 100% RMS.

4. Intermittent current rating: 150% for 60 seconds.

5. Allowed inverter switching frequencies: 2kHz to 8 kHz.

6. Nominal inverter operating frequency: 60Hz; Minimum - 0 Hz; 90Hz.

7. The Sine Wave Filter shall reduce common mode voltages by a

8. Altitude Rating: Not exceeding 3300 feet without de -rating. rating.

9. Insertion loss: 6% of rated voltage maximum.

10. All wiring shall be copper.

Maximum with de -rating:
minimum of 40%.

Up to 9850 feet with de -

CITY OF BEAUMONT VARIABLE FREQUENCY MOTOR CONTROLLERS
MESA LIFT STATION UPGRADE 262923-9

2.6 BYPASS SYSTEMS
A. Provide Bypass Systems only if indicated on the drawings.

B. Bypass Operation: Safely transfers motor between power converter output and bypass circuit, manually, automatically, or both. Selector switches set modes and indicator lights indicate mode selected. Unit is capable of stable operation (starting, stopping, and running) with motor completely disconnected from power converter.

C. Bypass Mode: Field -selectable automatic or manual, allows local and remote transfer between power converter and bypass contactor and retransfer, either via manual operator interface or automatic control system feedback.

D. Bypass Controller: Two -contactor -style bypass allows motor operation via the power converter or the bypass controller; with input isolating switch and barrier arranged to isolate the power converter and permit safe troubleshooting and testing, both energized and de -energized, while motor is operating in bypass mode.

1. Bypass Contactor: Load -break, NEMA-rated contactor.

2. Output Isolating Contactor: Non -load -break, NEMA-rated contactor.

3. Isolating Switch: Non -load -break switch arranged to isolate power converter and permit safe troubleshooting and testing of the power converter, both energized and de -energized, while motor is operating in bypass mode; pad -lockable, door -mounted handle mechanism.

E. Bypass Contactor Configuration: Full -voltage (across -the -line) or reduced voltage soft -starter as shown on the drawings.

1. NORMAL/BYPASS selector switch.

2. HAND/OFF/AUTO selector switch.

3. NORMAL/TEST Selector Switch: Allows testing and adjusting of VFD while the motor is running in the bypass mode.

4. Contactor Coils: Pressure -encapsulated type with coil transient suppressors. a. Operating Voltage: Depending on contactor NEMA size and line -voltage rating, manufacturer's standard matching control power or line voltage. b. Power Contacts: Totally enclosed, double break, and silver -cadmium oxide; assembled to allow inspection and replacement without disturbing line or load wiring.

5. Control Circuits: 120-V ac; obtained from integral CPT, with primary and secondary fuses, with CPT of sufficient capacity to operate all integral devices and remotely located pilot, indicating, and control devices.
a. CPT Spare Capacity: 100 VA.

6. Overload Relays: NEMA ICS 2.

2.7 ENCLOSURES
A. VFD Enclosures: NEMA 250, to comply with environmental conditions at installed location.

CITY OF BEAUMONT VARIABLE FREQUENCY MOTOR CONTROLLERS
MESA LIFT STATION UPGRADE 262923-10

1. Dry, Clean and Non -corrosive Indoor Locations: Type 1.

2. Outdoor or Corrosive Locations: Type 4X, stainless steel.

3. Wash -Down Areas: Type 4X, stainless steel.

4. Other Wet or Damp Indoor Locations: Type 4.

5. Indoor Locations Subject to Dust, Falling Dirt, and Dripping Noncorrosive Liquids:

Type 12.

B. Plenum Rating: UL 1995; NRTL certification label on enclosure, clearly identifying VFD as "Plenum Rated."

2.8 ACCESSORIES
A. General Requirements for Control -Circuit and Pilot Devices: NEMA ICS 5; factory installed in VFD enclosure cover unless otherwise indicated.

1. Push Buttons, Pilot Lights, and Selector Switches: Heavy-duty, oiltight type. a. Push Buttons: Maintained and/or momentary as required. b. Pilot Lights: LED types; colors as shown on P&ID's; push to test. c. Selector Switches: Rotary type.

B. Bypass contactor auxiliary contact(s) as required.

C. Control Relays: Auxiliary and adjustable solid-state time -delay relays.

D. Phase -Failure, Phase -Reversal, and Undervoltage and Overvoltage Relays: Solid-state sensing circuit with isolated output contacts for hard -wired connections. Provide adjustable undervoltage, overvoltage, and time -delay settings.

1. Current Transformers: Continuous current rating, basic impulse insulating level (BIL) rating, burden, and accuracy class suitable for connected circuitry. Comply with IEEE C57.13.

E. Supplemental Analog Meters:

1. Elapsed time meter.

F. Breather and drain assemblies, to maintain interior pressure and release condensation in NEMA 250, Type 4, 4X, and 12 enclosures installed outdoors or in unconditioned interior spaces subject to humidity and temperature swings.

G. Space heaters, with NC auxiliary contacts, to mitigate condensation in NEMA 250, Type 4, 4X, 12 enclosures installed outdoors or in unconditioned interior spaces subject to humidity and temperature swings.

H. Cooling Fan and Exhaust System: For NEMA 250, maintaining enclosure NEMA rating; UL 508 component recognized: Supply fan, with non -corrosive intake and exhaust grills and filters; 120- V ac; obtained from integral CPT.

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

VARIABLE FREQUENCY MOTOR CONTROLLERS
262923-11

I. Air Conditioning System: For NEMA 250, maintaining enclosure NEMA rating; UL 508 component recognized; sized to maintain internal temperatures at or below 100°F.

2.9 SOURCE QUALITY CONTROL
A. Testing: Test and inspect VFDs according to requirements in NEMA ICS 61800-2.

1. Test each VFD while connected to its specified motor.

2. Verification of Performance: Rate VFDs according to operation of functions and features specified.

B. VFDs will be considered defective if they do not pass tests and inspections.

C. Prepare test and inspection reports.

PART 3 - EXECUTION

3.1 INSTALLATION
A. Wall -Mounting Controllers: Install VFDs on walls with tops at uniform height and with disconnect operating handles not higher than 79 inches above finished floor unless otherwise indicated, and by bolting units to wall or mounting on lightweight structural -steel channels bolted to wall. For controllers not on walls, provide freestanding racks complying with Section 260529 "Hangers and Supports for Electrical Systems."
B. Seismic Bracing: Comply with requirements specified in Section 260548 "Vibration and Seismic Controls for Electrical Systems."
C. Temporary Lifting Provisions: Remove temporary lifting eyes, channels, and brackets and temporary blocking of moving parts from enclosures and components.

D. Install fuses in each fusible -switch VFD.

E. Install fuses in control circuits if not factory installed. Comply with requirements in Section 262813 "Fuses."
F. Install heaters in thermal -overload relays. Select heaters based on actual nameplate full -load amperes after motors have been installed.

G. Install, connect, and fuse thermal -protector monitoring relays furnished with motor -driven equipment.

H. Comply with NECA 1.

3.2 IDENTIFICATION
A. Identify VFDs, components, and control wiring. Comply with requirements for identification specified in Section 260553 "Identification for Electrical Systems."

CITY OF BEAUMONT VARIABLE FREQUENCY MOTOR CONTROLLERS
MESA LIFT STATION UPGRADE 262923-12

1. Identify field -installed conductors, interconnecting wiring, and components; provide warning signs.

2. Label each VFD with engraved nameplate.

3. Label each enclosure -mounted control and pilot device.

3.3 CONTROL WIRING INSTALLATION
A. Install wiring between VFDs and remote devices and facility's central -control system. Comply with requirements in Section 260523 "Control -Voltage Electrical Power Cables." B. Bundle, train, and support wiring in enclosures.

C. Connect selector switches and other automatic control devices where applicable.

1. Connect selector switches to bypass only those manual- and automatic control devices that have no safety functions when switches are in manual -control position.

2. Connect selector switches with control circuit in both manual and automatic positions for safety -type control devices such as low- and high-pressure cutouts, high -temperature cutouts, and motor overload protectors.

3.4 FIELD QUALITY CONTROL
A. Testing Agency: Engage a qualified testing agency to perform tests and inspections.

B. Perform tests and inspections.

C. Acceptance Testing Preparation:

1. Test insulation resistance for each VFD element, bus, component, connecting supply, feeder, and control circuit.

2. Test continuity of each circuit.

D. Tests and Inspections:

1. Inspect VFD, wiring, components, connections, and equipment installation.

2. Test insulation resistance for each VFD element, component, connecting motor supply, feeder, and control circuits.

3. Test continuity of each circuit.

4. Verify that voltages at VFD locations are within 10 percent of motor nameplate rated voltages. If outside this range for any motor, notify Engineer before starting the motor(s).

5. Test each motor for proper phase rotation.

6. Perform each electrical test and visual and mechanical inspection stated in NETA Acceptance Testing Specification. Certify compliance with test parameters.

7. Correct malfunctioning units on -site, where possible, and retest to demonstrate compliance; otherwise, replace with new units and retest.

8. Test and adjust controls, remote monitoring, and safeties. Replace damaged and malfunctioning controls and equipment.

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9. Perform voltage and current harmonic test with each VFD running at minimum and maximum speed. Submit test results for each VFD. Testing shall be witnessed by the Owner and the Engineer.

E. VFDs will be considered defective if they do not pass tests and inspections.

F. Prepare test and inspection reports, including a certified report that identifies the VFD and describes scanning results. Include notation of deficiencies detected, remedial action taken, and observations made after remedial action.

3.5 ADJUSTING
A. Program microprocessors for required operational sequences, status indications, alarms, event recording, and display features. Clear events memory after final acceptance testing and prior to Substantial Completion.

B. Set field -adjustable switches, auxiliary relays, time -delay relays, timers, and overload -relay pickup and trip ranges.

C. Adjust the trip settings of MCPs and thermal -magnetic circuit breakers with adjustable, instantaneous trip elements. Initially adjust to six times the motor nameplate full -load amperes and attempt to start motors several times, allowing for motor cool -down between starts. If tripping occurs on motor inrush, adjust settings in increments until motors start without tripping.

Do not exceed eight times the motor full -load amperes (or 11 times for NEMA Premium Efficient motors if required). Where these maximum settings do not allow starting of a motor, notify Engineer before increasing settings.

D. Set field -adjustable circuit -breaker trip ranges as specified in Section 260573 "Overcurrent Protective Device Coordination Study."

3.6 DEMONSTRATION
A. Engage a factory -authorized service representative to train Owner's maintenance personnel to adjust, operate, reprogram, and maintain VFDs. A minimum of 4 hours of training shall be provided. The training shall cover VFD theory of operation, features and functions available, normal operation, troubleshooting, and routine maintenance. The Contractor shall submit a syllabus for the training session for approval, within 3 weeks of conducting the class. Provide each attendee with a class syllabus detailing each topic to be discussed.

3.7 SPARE PARTS
A. The following spare parts shall be supplied with each type, or frame size, of VFD:

1. 3 sets of all replaceable fuses

2. 3 spare air conditioner or fan filters
END OF 262923

CITY OF BEAUMONT VARIABLE FREQUENCY MOTOR CONTROLLERS
MESA LIFT STATION UPGRADE 262923-14

SECTION 265000 — LIGHTING
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Interior lighting fixtures, lamps, and ballasts.

2. Emergency lighting units.

3. Exit signs.

1.2 SCOPE OF WORK
A. The Contractor shall provide all labor, materials, equipment and incidentals as shown, specified and required to furnish and install lighting fixtures.

1.3 QUALITY ASSURANCE
A. Reference Standards:

1. National Electrical Code (NEC)

2. UL Standard #57, Electric Lighting Fixtures

3. UL Standard #844, Electric Lighting Fixtures for Use in Hazardous Location

4. UL Standard #1570, Fluorescent Lighting Fixtures

5. UL Standard #1571, Incandescent Lighting Fixtures

6. UL Standard #1572, High Intensity Discharge Lighting Fixtures

7. Illuminating Engineering Society (IES)

8. All applicable local lighting ordinances
B. Miscellaneous:

1. Lamps are identified for each luminaire in the Lighting Fixture Schedule on the Plans.

2. Lighting fixtures and electrical components:
a. UL labeled, complete with lamps.
b. Rated for area classification as indicated.
1) All lighting in classified areas are to be of the T3 temperature class unless otherwise indicated, refer to Table 500.8(B) of the NEC. c. Lighting shall meet OSHA requirements.

3. On the Plans, the location of lighting fixtures is intended to be used as a guide. a. Field conditions may affect actual locations.
b. Coordinate with other trades to avoid conflicts in mounting of fixtures and other equipment.

4. The quality standard is established by the fixture listed in the Lighting Fixture Schedule. a. This quality standard includes, but is not necessarily limited to construction features, materials of construction, finish, and photometrics.

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

LIGHTING
265000-1

1.4 SUBMITTALS
A. The following shall be submitted to the Engineer for review:

1. Acknowledgment that products submitted meet requirements of standards referenced.

2. Manufacturer's technical information on products to be used including photometric performance curves for the fixture and ballast data.

3. Acknowledgment that products submitted are UL listed.

4. When general data sheets constitute part of the submittal, identify the products to be used on this project.

5. Manufacturer's installation instructions.

6. Identification of fixtures by Lighting Fixture Schedule.

7. UL nameplate data (Voltage, wattage, etc.).

8. Finishes, colors, and mounting type.

9. Pole, fixture, and accessories.

10. Pole wind loading.

B. Contractor shall submit shop drawings, manufacturer's data sheets, and a complete wiring diagram detailing all connections to the electrical system in accordance with Section 013300 "Contractor Submittals" and Section 260000 "General Electrical Requirements.

PART 2 - PRODUCTS

2.1 MANUFACTURERS
A. Lamps shall be manufactured by:

1. General Electric

2. North American/Phillips

3. Sylvania

4. Approved equal.

B. Lighting fixtures shall be provided as indicated on the Lighting Fixture Schedule on the Plans.

C. Lighting ballasts shall be manufactured by:

1. General Electric

2. Advance

3. Jefferson

4. Universal

5. Bodine

6. Lithonia

7. Approved equal
D. Light poles shall be as indicated on the Plans. Include base template, anchor bolts, cadmium - plated hardware and pole grounding lug, hand -hole, anchor base and bolt covers. Pole foundations shall be as indicated on the Plans.

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

LIGHTING
265000-2

2.2 MATERIALS
A. General:

1. Lamps:
a. See lighting fixture schedule on Plans for wattage, voltage and number required.

2. All Fixtures:
a. There shall be no live parts normally exposed to contact. b. When intended for use in wet area:
1) Mark fixtures "suitable for wet locations."
c. When intended for use in damp areas:
1) Mark fixtures "suitable for damp locations" or "suitable for wet locations." d. In wet or damp area, install fixtures so that water cannot enter or accumulate in the wiring compartment, lamp -holder, or other electrical parts. e. Gasket seals: Urethane foam
f. Diffusers: UV stabilized acrylic plastic

3. Underground wiring:
a. Provide all wiring runs with separate green grounding conductor. b. Ground all pole bases.

4. Pole wiring from base to ballast:
a. No. 12 type XHHW.
b. Each phase shall be protected by a 30A, 600V, type Tron waterproof fuse -holder, Bussman "Limitron" type fuse, size rating 3 -times load current.

B. Incandescent Lamps:

1. No incandescent lamps shall be allowed
C. Fluorescent Lamps:

1. Rapid start

2. Cool white (F32T8/41K-85CRI and F96T12/41K-70CRI/HO/ES)

3. Energy efficient or standard as noted on the lighting fixture schedule.

D. High -Pressure Sodium Lamps:

1. Bulb finish: Clear

2. Any burning position
E. Metal Halide Lamps:

1. Bulb finish: Clear

2. Any burning position
F. LED:

1. Lifespan: 50,000 hour

2. Minimum CRI: 85

3. Minimum Color Temperature: 4000K

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

LIGHTING
265000-3

G. Furnish a minimum of 2 lamps, or ten percent spare lamps of each type and wattage, whichever is greater.

2.3 FIXTURES
A. Fluorescent Lighting Fixtures:

1. Ballast:
a. Rapid start, high power factor type
b. CBM/ETL certified
c. Sound rating A
d. Two internal automatic -resetting thermal switch devices for coil and capacitor

2. Internal wiring: AWM, TFN or THHN

3. Channel and end plates: 22 GA steel

4. Steel door frame and socket track: 20 GA steel

5. Channel cover: 24 GA steel

6. Emergency ballast:
a. Integral rechargeable nickel -cadmium battery, battery charger, and automatic transfer circuitry.
b. Charging indicator light.
c. Test Switch.
d. Provide a minimum of 900 lumen output for 90 minutes upon loss of normal power. e. Mounted integral to the fixture.
f. UL 924 listed.

7. Provide fixtures with emergency ballasts with permanent caution labels warning that the fixture is fed from an un-switched source
a. Provide emergency ballast also with a similar caution label.

B. HID Lighting Fixtures:

1. Ballasts for high pressure sodium lighting fixtures:
a. Type: Regulating
b. Ballast design center variance: Maximum 5 percent from rated lamp wattage. c. Lamp wattage regulation spread at the lamp voltage: Maximum 10 percent for +/- 10 percent line voltage variation.
d. Ballast primary current during starting not to exceed normal operating current. e. Lamp current crest factor: Maximum 1.8 for +/-10 percent line voltage variation at any lamp voltage, from nominal through life.
f. Power factor shall not drop below 90 percent for +1-10 percent line voltage variations at any lamp voltage, from nominal through life.
g. Capacitor variance: Tolerance of +/-6 percent which will not cause more than a +/- 8 percent variation in regulation throughout rated lamp life for nominal line voltage. h. Capable of operation with an open circuit condition for a maximum of 6 months without significant loss of ballast or starting circuitry life.

2. Ballasts for metal halide/mercury vapor lighting fixtures:
a. Type: Auto -regulator
b. Voltage input range: +/-10 percent
c. Lamp regulation spread: 20 percent maximum
d. Power factor: 90 to 90 percent
e. Input voltage dip (4sec.): 40 to 50 percent

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

LIGHTING
265000-4

f. Crest factor of lamp current: 1.6 to 2.0

3. Ballasts for exterior HID lamps:
a. UL approved
b. High power factor designed for -20 °F temperature starting

4. Fixtures for non -hazardous locations:
a. Type: Industrial low bay
b. Ballast housing: Die-cast
c. Filter: Activated charcoal
d. Refractor: UV stabilized molded acrylic
C. LED Lighting Fixtures:

1. Heavy duty two piece, die cast aluminum housing.

2. Silicon gasketing for moisture protection

3. Polyester powder finish for impact, corrosion and UV resistance

4. Cast -in aluminum hinges for tool -less lens removal.

5. Thermal and shock resistant clear borosilicate glass refractor.

6. Field replaceable LED light engine and driver.

2.4 EMERGENCY FLUORESCENT POWER UNIT

1. Internal Type: Self-contained, modular, battery -inverter unit, factory mounted within lighting fixture body and compatible with ballast. Comply with UL 924. a. Emergency Connection: Operate one fluorescent lamp(s) continuously at an output of 1100 lumens each. Connect unswitched circuit to battery -inverter unit and switched circuit to fixture ballast.

2. Nightlight Connection: Operate one fluorescent lamp continuously.

3. Test Push Button and Indicator Light: Visible and accessible without opening fixture or entering ceiling space.
a. Push Button: Push -to -test type, in unit housing, simulates loss of normal power and demonstrates unit operability.
b. Indicator Light: LED indicates normal power on. Normal glow indicates trickle charge; bright glow indicates charging at end of discharge cycle.

4. Battery: Sealed, maintenance -free, nickel -cadmium type.

5. Charger: Fully automatic, solid-state, constant -current type with sealed power transfer relay.

6. Integral Self -Test: Factory -installed electronic device automatically initiates code - required test of unit emergency operation at required intervals. Test failure is annunciated by an integral audible alarm and a flashing red LED.

2.5 EXIT SIGNS
A. General Requirements for Exit Signs: Comply with UL 924; for sign colors, visibility, luminance, and lettering size, comply with authorities having jurisdiction.

B. Internally Lighted Signs:

1. Lamps for AC Operation: Fluorescent, two for each fixture, 20,000 hours of rated lamp life.

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

LIGHTING
265000-5

2. Lamps for AC Operation: LEDs, 50,000 hours minimum rated lamp life.

3. Self -Powered Exit Signs (Battery Type): Integral automatic charger in a self-contained power pack.
a. Battery: Sealed, maintenance -free, nickel -cadmium type. b. Charger: Fully automatic, solid-state type with sealed transfer relay. c. Operation: Relay automatically energizes lamp from battery when circuit voltage drops to 80 percent of nominal voltage or below. When normal voltage is restored, relay disconnects lamps from battery, and battery is automatically recharged and floated on charger.
d. Test Push Button: Push -to -test type, in unit housing, simulates loss of normal power and demonstrates unit operability.
e. LED Indicator Light: Indicates normal power on. Normal glow indicates trickle charge; bright glow indicates charging at end of discharge cycle.

2.6 EMERGENCY LIGHTING UNITS
A. General Requirements for Emergency Lighting Units: Self-contained units complying with UL 924.

1. Battery: Sealed, maintenance -free, lead -acid type.

2. Charger: Fully automatic, solid-state type with sealed transfer relay.

3. Operation: Relay automatically turns lamp on when power -supply circuit voltage drops to 80 percent of nominal voltage or below. Lamp automatically disconnects from battery when voltage approaches deep -discharge level. When normal voltage is restored, relay disconnects lamps from battery, and battery is automatically recharged and floated on charger.

4. Test Push Button: Push -to -test type, in unit housing, simulates loss of normal power and demonstrates unit operability.

5. LED Indicator Light: Indicates normal power on. Normal glow indicates trickle charge; bright glow indicates charging at end of discharge cycle.

6. Wire Guard: Heavy -chrome -plated wire guard protects lamp heads or fixtures.

7. Integral Time -Delay Relay: Holds unit on for fixed interval of 15 minutes when power is restored after an outage.

2.7 MISCELLANEOUS ELECTRIC DEVICES
A. PHOTOELECTRIC CONTROL UNITS shall meet the following requirements:

1. Cadmium sulfide photocell

2. Aluminum weatherproof enclosure

3. 30 amp rated contacts

4. 120 -volt AC power

5. The Photoelectric control unit shall be Tork Model 2100, or equal.

B. MOTION SENSORS shall meet the following requirements:

1. 110° field of view, 60 -foot range

2. Adjustable time setting from 15 seconds to 15 minutes

3. Operating temperature of -20 to + 130 °F.

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

LIGHTING
265000-6

4. Complete outdoor, weather proof sensor with complete mounting hardware

5. UL listed

6. The motion sensor(s) shall be manufactured by Leviton Model 50500-H or equal.

PART 3 - EXECUTION

3.1 INSTALLATION
A. Lighting fixtures: Set level, plumb, and square with ceilings and walls. Install lamps in each fixture.

B. Comply with NFPA 70 for minimum fixture supports.

C. Install lamps in all luminaires.

D. Replace all failed fluorescent, incandescent, metal halide, mercury vapor, high pressure sodium and LED lamps with new lamps prior to final acceptance by Owner.

E. Surface and flush mounted fixtures shall be solidly connected to a junction box. Suspended fixtures shall be hung utilizing pendant mounting or stainless steel chains and hooks. Each suspended fixture, shall be electrically connected by a length of Type SO flexible cord. 3 conductor No. 14 AWG, minimum, with a twist -lock receptacle mounted in an individual junction box. Plugs and receptacles shall be as manufactured by Hubbell, General Electric Company, or equal.

F. Connect wiring according to Section 260519 "Low -Voltage Electrical Power Conductors and Cables."
G. Install with approved mounting hardware following manufacturer's recommendations.

H. Comply with Section 260529 "Hangers and Supports for Electrical Systems" for channel- and angle -iron supports and nonmetallic channel and angle supports.

1. Do not support fixture from conduit system.

2. Do not support fixture from outlet boxes.

I. Pole mounted fixtures shall be mounted on steel or aluminum poles as indicated on the Plans All metal poles shall be bonded to the facility ground system. Poles shall have adequate handholes and weatherproof receptacles where indicated.

J. All anchor bolts and nuts shall be stainless steel. Contractor shall paint all steel poles with aluminum paint or other color in accordance with these Contract Documents.

K. Fixture mounting heights and locations indicated on the Plans are approximate and are subject to revision in the field where necessary to avoid conflicts and obstructions.

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

LIGHTING
265000-7

3.2 ADJUSTING AND CLEANING
A. Wipe all lighting fixture reflectors, lenses, lamps, and trims clean after installation and prior to acceptance of Project by Owner.

3.3 FIELD QUALITY CONTROL
A. Test for Emergency Lighting: Interrupt power supply to demonstrate proper operation. Verify transfer from normal power to battery and retransfer to normal.

END OF SECTION 265000

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

LIGHTING
265000-8

ECTION 311000 - SITE CLEARING
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Clearing and grubbing.

2. Stripping and stockpiling topsoil.

1.2 MATERIAL OWNERSHIP
A. Except materials indicated to be stockpiled or otherwise remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site.

1.3 PROJECT CONDITIONS
A. Prior to clearing or excavation operation, Contractor shall meet with the Owner to discuss any issues or potential problems that may arise from such activity.

B. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site -clearing operations.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction.

2. Provide alternate routes around closed or obstructed traffic ways if required by Owner or authorities having jurisdiction.

C. Utility Locator Service: Notify utility locator service for area where Project is located before site clearing.

D. Pothole for existing utilities in project areas.

E. Do not commence site clearing operations until temporary erosion- and sedimentation - control and plant -protection measures are in place.

F. The following practices are prohibited outside the limits of construction:

1. Storage of construction materials, debris, or excavated material.

2. Parking vehicles or equipment.

3. Foot traffic.

4. Erection of sheds or structures.

5. Impoundment of water.

6. Excavation or other digging unless otherwise indicated.

7. Attachment of signs to or wrapping materials around trees or plants unless otherwise indicated.

CITY OF BEAUMONT SITE CLEARING
MESA LIFT STATION UPGRADE 311000-1

PART 2 - PRODUCTS

2.1 MATERIALS
A. Satisfactory Soil Material: Requirements for satisfactory soil material are specified in Section 312000 "Earth Moving"

1. Obtain approved borrow soil material off -site when satisfactory soil material is not available on -site.

PART 3 - EXECUTION

3.1 PREPARATION
A. Protect and maintain benchmarks and survey control points from disturbance during construction.

B. Protect existing site improvements to remain from damage during construction.

1. Restore damaged improvements to their original condition, as acceptable to Owner.

3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL
A. Provide temporary erosion- and sedimentation -control measures to prevent soil erosion and discharge of soil -bearing water runoff or airborne dust to adjacent properties and walkways, according to requirements of authorities having jurisdiction.

B. Verify that flows of water redirected from construction areas or generated by construction activity do not enter or cross protection zones.

C. Inspect, maintain, and repair erosion- and sedimentation -control measures during construction until permanent vegetation has been established.

D. Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal.

3.3 EXISTING UTILITIES
A. Locate, identify, disconnect, and seal or cap utilities indicated to be removed or abandoned in place.

1. Arrange with Owner/utility companies to shut off indicated utilities.

B. Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

CITY OF BEAUMONT SITE CLEARING
MESA LIFT STATION UPGRADE 311000-2

1. Notify Owner/Engineer not less than two days in advance of proposed utility interruptions.

2. Do not proceed with utility interruptions without Owner's/Engineer's written permission.

C. Removal of underground utilities is included in earthwork sections and with applicable fire suppression, plumbing, HVAC, electrical, communications, electronic safety and security and utilities sections and Section 024100 "Demolition, Salvage and Reconstruction".

3.4 CLEARING AND GRUBBING
A. Any trash, construction debris, concrete slabs, old pavement, landfill, and buried obstructions such as old foundations shall be traced to the limits and removed.

B. Remove obstructions, trees, shrubs, and other vegetation to permit installation of new construction.

1. Trees to be removed shall be marked and approved by the Owner prior to their removal.

2. Root balls shall be removed completely.

3. Remove obstructions, and debris to a minimum depth of 18 inches below exposed subgrade. Additional removal may be required to accommodate specific pipelines, structures, or other improvements.

C. Fill depressions caused by clearing and grubbing operations with structural fill material unless further excavation or earthwork is indicated.

1. Any excavations resulting from clearing and grubbing should be dish -shaped to the lowest depth of disturbance and backfilled with structural fill.

2. Place fill material in horizontal layers not exceeding a loose depth of 8 inches and compact each layer to a density equal to adjacent original ground.

3.5 TOPSOIL STRIPPING
A. Strip topsoil to depth indicated in section 319000 "Geotechnical Report" in a manner to prevent intermingling with underlying subsoil or other waste materials. Excess trash, debris, concrete and buried obstructions shall be disposed of as indicated in the drawings and at the Engineer's discretion.

B. Organic stripping shall be hauled off site and shall not be used as fill.

C. Stockpile topsoil away from edge of excavations without intermixing with subsoil or other materials. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust and erosion by water.

CITY OF BEAUMONT SITE CLEARING
MESA LIFT STATION UPGRADE 311000-3

3.6 SITE IMPROVEMENTS
A. Remove existing above- and below -grade improvements as indicated and necessary to facilitate new construction.

3.7 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Remove surplus soil material, unsuitable topsoil and dispose offsite. Remove obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off Owner's property.

B. Separate recyclable materials produced during site clearing from other nonrecyclable materials.

Store or stockpile without intermixing with other materials and transport them to recycling facilities. Do not interfere with other Project work.

END OF SECTION 311000

CITY OF BEAUMONT SITE CLEARING
MESA LIFT STATION UPGRADE 311000-4

SECTION 311100 — FINISH GRADING AND LANDSCAPING
PART 1 - GENERAL

1.1 WORK INCLUDED
A. Provide all labor, materials, services and equipment indicated on the Drawings and/or herein specified to complete all Finish Grading Work.

B. Finish grading shall consist of the final grading and shaping of all areas, except those areas under pavements, slabs and structures, to conform to lines, elevations and shapes as indicated on the Drawings.

1.2 DEFINITIONS
A. Subgrade: Subgrade shall mean surfaces upon which additional specified materials are to be placed, prepared or constructed.

B. Rough Grading: Rough grading shall mean the act that includes the spreading or placement of specified materials to the tolerances defined as final rough grade.

C. Final Rough Grade: Final rough grade shall mean the establishment of grades to a .15 foot plus or minus tolerance of grades required to accomplish the work described in other sections of the specifications on the drawings (i.e. landscape work, finish grading, concrete work, asphalt work, etc.)
D. Finish Grading: Finish grading shall mean the act that includes the spreading or placement of specified materials to establish the tolerances defined as final finish grade.

E. Final Finish Grade: Final finish grade shall mean the establishment of grades to a plus or minus tolerance of final grades as indicated on drawings. Tolerances are specified in applicable sections of the specifications (i.e. concrete, asphalt, finish grading, etc.).

1.3 RELATED WORK
A. Division One - General Requirements.

1.4 SUBMITTALS
A. Topsoil shall be subject to inspection and approval at the source of supply or upon delivery.

1.5 QUALITY ASSURANCE
A. All spot elevations to be staked for verification and approval by the Engineer.

CITY OF BEAUMONT FINISH GRADING AND LANDSCAPING
MESA LIFT STATION UPGRADE 311100-1

B. Finish grade tolerance shall be within plus or minus 0.15 foot of final grades indicated on drawings.

C. Finished grades shall conform to shapes, spot elevations and contours, as indicated on drawings, with uniform levels or slopes between finished elevations or between finished elevations and existing elevations.

PART 2 - PRODUCTS

2.1 IMPORTED FILL MATERIALS
A. 3/4" crushed rock, thickness per plans. Apply over prepared subgrade. Subgrade shall be prepared as follows:

1. Prior to placement of any fill material, the surface 12 inches of soil should be removed, and the exposed surface should be uniformly moisture conditioned to a depth of 8 inches by discing and wetting to +/-2% of optimum moisture and re -compacted to at least 90% of ASTM D1557 maximum density.

2.2 GENERAL
A. Conduct work in an orderly manner and so as to not create a nuisance. Dirt shall not be permitted to accumulate on streets or sidewalks not to be washed into storm sewers.

B. Finished grades shall be established using materials as specified.

C. Mass Grading — Refer to Section 312000.

D. Finish grade tolerance shall be within plus or minus .15 foot of final grades indicated on drawings.

E. Finished grades shall conform to shapes, spot elevations and contours, as indicated on drawings, with uniform levels or slopes between finished elevations and existing elevations.

F. Finished grades shall be established to provide after settling, adequate drainage in a uniform way so no water pockets or ridges will be created.

2.3 FINISH GRADING
A. Fine grade all areas to a smooth, and uniform surface.

END OF SECTION 311100

CITY OF BEAUMONT FINISH GRADING AND LANDSCAPING
MESA LIFT STATION UPGRADE 311100-2

SECTION 312000 - EARTH MOVING
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Preparing subgrades for slabs -on -grade, walks, pavements, turf, and grasses and plants.

2. Excavating and backfilling for buildings and structures.

3. Drainage course for concrete slabs -on -grade.

4. Subbase course for concrete walks, pavements.

5. Subbase course and base course for asphalt paving.

6. Excavating and backfilling for utility trenches.

1.2 DEFINITIONS
A. Backfill: Soil material used to fill an excavation.

1. Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to support sides of pipe.

2. Final Backfill: Backfill placed over initial backfill to fill a trench.

B. Base Course: Aggregate layer placed between the subbase course and hot -mix asphalt paving.

C. Bedding Course: Aggregate layer placed over the excavated subgrade in a trench before laying pipe.

D. Borrow Soil: Satisfactory soil imported from off -site for use as fill or backfill.

E. Drainage Course: Aggregate layer supporting the slab -on -grade that also minimizes upward capillary flow of pore water.

F. Excavation: Removal of material encountered above subgrade elevations and to lines and dimensions indicated.

1. Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions as directed by Architect. Authorized additional excavation and replacement material will be paid for according to Contract provisions for changes in the Work.

2. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions without direction by Architect. Unauthorized excavation, as well as remedial work directed by Architect, shall be without additional compensation.

G. Fill: Soil materials used to raise existing grades.

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-1

H. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface.

I. Subbase Course: Aggregate layer placed between the subgrade and base course for hot -mix asphalt pavement, or aggregate layer placed between the subgrade and a cement concrete pavement or a cement concrete or hot -mix asphalt walk.

J. Subgrade: Uppermost surface of an excavation or the top surface of a fill or backfill immediately below subbase, drainage fill, drainage course, or topsoil materials.

K. Utilities: On -site underground pipes, conduits, ducts, and cables, as well as underground services within buildings.

1.3 QUALITY ASSURANCE
A. Contractor to notify Engineer of excavation plans a minimum of 48 hours in advance.

1.4 PROJECT CONDITIONS
A. Utility Locator Service: Notify utility locator service for area where Project is located before beginning earth moving operations.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS
A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations.

B. Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT according to ASTM D 2487, or a combination of these groups.

1. Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of optimum moisture content at time of compaction.

C. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1 -1/2 -inch sieve and not more than 12 percent passing a No. 200 sieve.

D. Base Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 95 percent passing a 1 -1/2 -inch sieve and not more than 8 percent passing a No. 200 sieve.

E. Structural/Engineered Fill:

1. On -site soils may be used as structural/engineered fill provided that the following criteria is met:

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-2

a. No particles larger than 3 inches in largest dimension (rocks larger than one inch shall not be placed within the upper 12 inches of subgrade soils) b. Free of all organic matter, debris or other deleterious material. c. Expansion index of 40 or less.
d. Sand equivalent greater than 15 (greater than 30 for pipe bedding) e. Contain less than 30 percent by weight retained in 3/4 -inch sieve. f. Contain less than 40 percent fines (passing #200 sieve)

2. Imported materials, if required, shall meet the above criteria prior to being used as structural/engineered compacted fill. Any imported fill material shall be tested and approved by City's geotechnical representative prior to delivery to the site.

F. Pipe Bedding Course:

1. Pipe bedding requirements for Recycle Water Line outside the Lift Station site shall follow the BCVWD standards.

2. Pipe bedding requirements within the Lift Station Site shall follow the City of Beaumont standards.

3. If additional recommendations beyond the Standards above are needed, the following specification can be used:
a. Naturally or artificially grade mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; except with 100 percent passing a 1 - inch sieve and not more than 8 percent passing a No. 200 sieve. Sand equivalent of 30 or more.

G. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse -aggregate grading Size 57; with 100 percent passing a 1 -1/2 -inch sieve and 0 to 5 percent passing a No. 8 sieve. The gradation shall have the following gradation requirements:

Sieve Size Percentage Passing
1 -1/2 -inch 100
3/4 -inch 90-100
3/8 -inch 40-100
No. 4 5-40
No. 8 0-5

2.2 ACCESSORIES
A. Warning Tape: Acid- and alkali -resistant, polyethylene film warning tape manufactured for marking and identifying underground utilities, 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility; colored to comply with local practice or requirements of authorities having jurisdiction.

B. Detectable Warning Tape: Acid- and alkali -resistant, polyethylene film warning tape manufactured for marking and identifying underground utilities, a minimum of 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility, with metallic core encased in a protective jacket for corrosion protection, detectable by metal detector when tape is buried up to 30 inches deep; colored to comply with local practice or requirements of authorities having jurisdiction.

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-3

PART 3 - EXECUTION

3.1 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earth moving operations.

B. Protect and maintain erosion and sedimentation controls during earth moving operations.

C. Protect subgrades and foundation soils from freezing temperatures and frost. Remove temporary protection before placing subsequent materials.

3.2 EXCAVATION, GENERAL
A. Unclassified Excavation: Excavate to subgrade elevations regardless of the character of surface and subsurface conditions encountered. Unclassified excavated materials may include rock, soil materials, and obstructions. No changes in the Contract Sum or the Contract Time will be authorized for rock excavation or removal of obstructions.

1. If excavated materials intended for fill and backfill include unsatisfactory soil materials and rock, replace with satisfactory soil materials.

3.3 EXCAVATION FOR STRUCTURES
A. Excavations shall include the removal of all materials of whatever nature encountered including removal or relocation of all obstructions that would interfere with the proper execution of the Work. The removal of said materials shall conform to the lines and grades shown on the plans or ordered by the Engineer. The Contractor shall furnish, place and maintain all supports and shoring that may be required for safety of excavations and protection of adjacent structures and all pumping, ditching or other measures necessary for the removal or exclusion of water, including taking care of storm water, groundwater and wastewater reaching the site of the Work from any source so as to prevent damage to the Work or adjoining property. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926).

B. Excavations and over -excavations beneath structures shall be as required by the Geotechnical Report included in Section 319000. Over -excavations ordered by the Engineer that are not shown or specified and the resulting backfill will be paid for under a separate unit price bid item if such bid item has been established, otherwise payment will be made in accordance with a negotiated price. After the required excavation or over -excavation has been completed the exposed surface shall be scarified to a depth of 6 -inches, brought to optimum moisture content as defined in section 319000 (Geotechnical Report) and recompacted to obtain a minimum ninety percent (90%) of laboratory maximum dry density.

C. Excavation under roadways and areas to be paved shall extend to the bottom of the aggregate base. After the required excavation has been completed the exposed surface shall be scarified

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-4

brought to optimum moisture content and rolled with heavy compaction equipment to obtain ninety-five percent (95%) of maximum density.

D. The subgrade area beneath embankments shall be excavated to remove the top 8 -inches of native or topsoil material. Where the subgrade is sloped the excavation shall be benched.

E. The Contractor shall keep separate and stockpile from required excavations all topsoil consisting of the top 8 -inches of native material. The Contractor shall place and grade this topsoil material as the top 6 -inches on areas requiring landscaping, if applicable, to the extent it remains available.

F. The Contractor shall notify the Engineer of the completion of any structural excavation and shall allow the Engineer at least 24 -hours review period before the exposed foundation is scarified and compacted or is covered with any structural backfill materials.

G. The Contractor shall remove and dispose of all excess excavated material at a site selected by the Contractor and reviewed by the Engineer.

H. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch. If applicable, extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections.

1. Excavations for Footings and Foundations: Do not disturb bottom of excavation.

Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work.

I. Excavations at Edges of Tree- and Plant -Protection Zones:

1. Excavate by hand to indicated lines, cross sections, elevations, and subgrades. Use narrow -tine spading forks to comb soil and expose roots. Do not break, tear, or chop exposed roots. Do not use mechanical equipment that rips, tears, or pulls roots.

2. Cut and protect roots according to requirements in Section 015639 "Temporary Tree and Plant Protection."

3.4 EXCAVATION FOR WALKS AND PAVEMENTS
A. Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations, and subgrades.

3.5 EXCAVATION FOR UTILITY TRENCHES
A. Unless otherwise shown or ordered, excavation for pipelines and utilities shall be open -cut trenches. The bottom of the trench shall have a minimum width equal to the outside diameter of the pipe plus 24 -inches. Trenches for pipelines smaller than 8 -inches shall be excavated uniformly to the grade of the bottom of the pipe. Trenches for pipelines 8 inches and larger, unless otherwise ordered by the Engineer, shall be excavated uniformly to the grade 6 -inches below the grade of the outside bottom of the pipe. The over -excavation shall be replaced with material as indicated in the Geotechnical Report (Section 319000). The pipe bedding shall be compacted by mechanical means suitable to the Engineer to eighty-five percent (85%) of

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-5

relative density. The trench bottom shall be uniformly graded so that each pipe section when first laid will be continually in contact with the bedding along the entire length of the pipe.

Where granular backfill under footings encases an underdrain piping system or has a thickness of 18 -inches or greater or where shown on the Drawings, a layer of soil stabilization fabric shall be placed under the first horizontal layer of granular backfill. Soil stabilizer fabric shall be Mirafi 500, Contech C200, or equal. The sloping or vertical side slopes shall receive a layer of Mirafi 140 NL, Contech C-45NW, or equal.

B. The maximum amount of open trench permitted in any one location shall be the length necessary to accommodate the amount of pipe installed and backfilled in a single day. The Contractor shall make every reasonable effort to backfill all trenches at the end of each day.

When this is not possible, barricades with warning lights meeting OSHA requirements shall be provided, set and maintained.

C. All pipeline and utility trench excavations shall be kept reasonably free from excess water during excavation, fine grading, pipe laying, and backfilling operations. Ground water shall be lowered to the extent necessary to keep the trench free from water and the trench bottom stable when the work within the trench is in progress. The Contractor shall provide and maintain at all times during construction ample means and equipment with which to properly and promptly remove and dispose of all water entering the excavation or other parts of the Work whether the water be surface water or underground water. The Contractor shall dispose of the water from the Work site in a suitable manner without damage to adjacent property.

D. When ordered by the Engineer, whether indicated on the Drawings or not, trenches shall be over -excavated beyond the depth shown or specified. Such over -excavation shall be to the depth ordered. The trench shall then be backfilled to the grade required. When the over excavation ordered by the Engineer is 4 -inches or greater below the limits shown, additional payment will be made to the Contractor for that portion of the Work which is located below said 4 -inch distance. Said additional payment will be made under separate unit price bid items for over -excavation and bedding if such bid items have been established, otherwise payment will be made in accordance with a negotiated price.

E. The Contractor shall remove and dispose of all excess excavated material at a site selected by the Contractor and reviewed by the Engineer.

F. Excavate trenches to indicated gradients, lines, depths, and elevations.

G. Trenches in Tree- and Plant -Protection Zones:

1. Hand -excavate to indicated lines, cross sections, elevations, and subgrades. Use narrow - tine spading forks to comb soil and expose roots. Do not break, tear, or chop exposed roots. Do not use mechanical equipment that rips, tears, or pulls roots.

2. Do not cut main lateral roots or taproots; cut only smaller roots that interfere with installation of utilities.

3.6 UNAUTHORIZED EXCAVATION
A. Fill unauthorized excavation under foundations or wall footings by extending bottom elevation of concrete foundation or footing to excavation bottom, without altering top elevation. Fill of

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-6

unauthorized excavations shall be at the Contractor's expense. Lean concrete fill, with 28 -day compressive strength of 2500 psi, may be used when approved by Engineer.

1. Fill unauthorized excavations under other construction, pipe, or conduit as directed by Engineer.

3.7 STORAGE OF SOIL MATERIALS
A. Stockpile borrow soil materials and excavated satisfactory soil materials without intermixing.

Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust.

1. Stockpile soil materials away from edge of excavations. Do not store within drip line of remaining trees.

3.8 PIPE AND UTILITY TRENCH BACKFILL
A. Place backfill on subgrades free of water, mud, frost, snow, or ice.

B. Except for drain rock materials being placed in over -excavated areas of the trench for dewatering purposes, backfill shall be placed after all water is removed from the excavation.

C. Place and compact bedding course on trench bottoms and where indicated. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.

D. Trenches under Footings: Any piping which passes below a footing within 6 feet (measured from the bottom of the footing to the top of the pipe), shall be encased in concrete as detailed in the drawings.

E. Place and compact initial backfill of as required in the Geotechnical Report (Section 319000).

1. Backfill material shall not be dropped directly on the pipe or utility conduit.

2. Carefully compact initial backfill under pipe haunches and compact evenly up on both sides and along the full length of piping or conduit to avoid damage or displacement of piping or conduit. Coordinate backfilling with utilities testing.

F. Place and compact final backfill as required in the Geotechnical Report (Section 319000) to final subgrade elevation.

G. Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below subgrade under pavements and slabs.

H. Pipe -zone and utility trench backfill material shall be spread and compacted in layers not to exceed 6 -inches in thickness. Compaction shall be achieved using mechanical equipment.

Flooding, ponding or jetting shall not be used for compaction unless otherwise approved by the Engineer. Pipe zone backfill material shall be manually spread around the pipe so, when compacted, the pipe zone backfill will provide uniform bearing and side support. Piping shall be protected from lateral displacement and possible damage resulting from impact or unbalanced loading during backfill operations. Trench zone backfill material shall be uniformly

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-7

spread and mechanically compacted in layers not to exceed 12 -inches in thickness. Moisture content shall be uniformly adjusted by wetting or drying as necessary.

I. Pipe zone including bedding compaction requirements shall be as indicated in the Geotechnical Report (Section 319000)
J. Aggregate base course materials shall be placed and compacted to not less than ninety-five percent (95%) of maximum density.

3.9 SOIL FILL
A. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill material will bond with existing material.

B. Place and compact fill material in layers to required elevations using satisfactory native material, or imported as required in the Geotechnical Report.

3.10 SOIL MOISTURE CONTROL
A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before compaction. Optimum moisture content shall be as indicated in the Geotechnical Report (Section 319000).

1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain frost or ice.

2. Remove and replace, or scarify and air dry, otherwise satisfactory soil material that exceeds optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight.

3.11 COMPACTION OF SOIL BACKFILLS AND FILLS
A. Place backfill and fill soil materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand -operated tampers.

B. Placement and compaction of backfill and fill material shall be in accordance with recommendations provided in the Geotechnical Report (Section 319000).

C. Backfill shall not be dropped directly on or against any structure. Backfill shall not be placed around or upon any structure until the concrete has attained the required strength to support the loads imposed. Backfill around water retaining structures shall not be placed until the structures have been tested for leaks and the structures are full of water while the backfill is being placed.

D. Equipment weighing more than 10,000 pounds shall not be used closer to walls than a horizontal distance equal to the depth of the fill at that time. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations or may cause damage to the structure.

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-8

3.12 GRADING
A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.

B. Site Rough Grading: Slope grades to direct water away from buildings and to prevent ponding.

Finish subgrades to required elevations within the following tolerances:

1. Turf or Unpaved Areas: Plus or minus 1 inch.

2. Walks: Plus or minus 1 inch.

3. Pavements: Plus or minus 1/2 inch.

C. Grading inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when tested with a 10 -foot straightedge.

3.13 SUBBASE AND BASE COURSES UNDER PAVEMENTS AND WALKS A. Place subbase course and base course on subgrades free of mud, frost, snow, or ice.

B. On prepared subgrade, place subbase course and base course under pavements and walks as follows:

1. Shape subbase course and base course to required crown elevations and cross -slope grades.

2. Place subbase course and base course in accordance with recommendations of the Geotechnical Report (Section 319000)

3. Compact subbase course and base course at optimum moisture content to required grades, lines, cross sections, and thickness to not less than 95 percent of maximum dry density according to ASTM D1557.

3.14 DRAINAGE COURSE UNDER CONCRETE SLABS -ON -GRADE
A. Place drainage course on subgrades free of mud, frost, snow, or ice.

B. On prepared subgrade, place and compact drainage course under cast -in -place concrete slabs - on -grade as follows:

1. Place drainage course that exceeds 6 inches in compacted thickness in layers of equal thickness, with no compacted layer more than 6 inches thick or less than 3 inches thick.

2. Compact each layer of drainage course to required cross sections and thicknesses to not less than 95 percent of maximum dry unit weight according to ASTM D1557.

3.15 FIELD QUALITY CONTROL
A. Testing Agency: Refer to General Conditions and Summary of Work to determine who will engage a qualified geotechnical engineering testing agency to perform tests and inspections.

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-9

B. Allow testing agency to inspect and test subgrades and each fill or backfill layer. Proceed with subsequent earth moving only after test results for previously completed work comply with requirements.

C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be performed to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of subgrade with tested subgrade when approved by Engineer.

D. When testing agency reports that subgrades, fills, or backfills have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace soil materials to depth required; recompact and retest until specified compaction is obtained.

3.16 PROTECTION
A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.

B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions.

C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing.

1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to greatest extent possible.

3.17 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Remove surplus satisfactory soil and waste materials, including unsatisfactory soil, trash, and debris, and legally dispose of them off Owner's property at the Contractor's expense.

3.18 DEWATERING
A. Prevent surface water and subsurface or ground water from flowing into trenches and excavations and from flooding project site and surrounding area.

1. The Contractor shall investigate site and submit a dewatering plan to the engineer for review

2. The existing drain system may be used for discharging ground water.

3. Do not allow water to accumulate in excavations. Remove water to prevent softening of foundation bottoms, undercutting footings, and soil changes detrimental to stability of subgrades and foundations. Provide and maintain pumps, well point, sumps, suction and discharge lines, and other dewatering system components necessary to convey water away from excavations.

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-10

4. Establish and maintain temporary drainage ditches and other diversions outside excavation limits to convey rainwater and water removed from excavations to collecting or runoff areas. Do not use trench excavations as temporary drainage ditches.

END OF SECTION 312000

CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-11

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CITY OF BEAUMONT EARTH MOVING
MESA LIFT STATION UPGRADE 312000-12

SECTION 312319 - DEWATERING
PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY
A. This Section includes construction dewatering.

1.3 PERFORMANCE REQUIREMENTS
A. The Contractor shall provide all labor, materials, and equipment necessary to dewater site excavations, in accordance with the requirement of the Contract Documents.

B. Dewatering Performance: Design, furnish, install, test, operate, monitor, and maintain dewatering system of sufficient scope, size, and capacity to control ground -water flow into excavations and permit construction to proceed on dry, stable subgrades.

1. Maintain dewatering operations to ensure erosion control, stability of excavations and constructed slopes, that excavation does not flood, and that damage to subgrades and permanent structures is prevented.

2. Prevent surface water from entering excavations by grading, dikes, or other means.

3. Accomplish dewatering without damaging existing buildings adjacent to excavation.

4. Remove dewatering system if no longer needed.

C. To complete this Work, the Contractor shall secure any required Permits for Construction Dewatering and Hydrostatic Testing prior to commencing any dewatering work.

1.4 QUALITY ASSURANCE
A. Regulatory Requirements: Comply with water disposal requirements of authorities having jurisdiction.

1.5 PROJECT CONDITIONS
A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted in writing by Engineer and then only after arranging to provide temporary utility services according to requirements indicated.

B. Project -Site Information: A geotechnical report has been prepared for this Project and is available for information only. The opinions expressed in this report are those of geotechnical engineer and represent interpretations of subsoil conditions, tests, and results of analyses conducted by geotechnical engineer. Owner will not be responsible for interpretations or conclusions drawn from this data.

1. Make additional test borings and conduct other exploratory operations necessary for dewatering.

2. The geotechnical report is included elsewhere in section 319000.

CITY OF BEAUMONT DEWATERING
MESA LIFT STATION UPGRADE 312319-1

C. Survey adjacent structures and improvements, employing a qualified professional engineer or land surveyor, establishing exact elevations at fixed points to act as benchmarks. Clearly identify benchmarks and record existing elevations.

1. During dewatering, regularly resurvey benchmarks, maintaining an accurate log of surveyed elevations for comparison with original elevations. Promptly notify Engineer if changes in elevations occur or if cracks, sags, or other damage is evident in adjacent construction.

PART 2 - PRODUCTS — (NOT USED)
PART 3 - EXECUTION

3.1 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by dewatering operations.

1. Prevent surface water and subsurface or ground water from entering excavations, from ponding on prepared subgrades, and from flooding site and surrounding area.

2. Protect subgrades and foundation soils from softening and damage by rain or water accumulation.

B. Install dewatering system to ensure minimum interference with roads, streets, walks, and other adjacent occupied and used facilities.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.

3.2 INSTALLATION
A. Install dewatering system utilizing wells, well points, or similar methods complete with pump equipment, standby power and pumps, filter material gradation, valves, appurtenances, water disposal, and surface -water controls.

B. Before excavating below ground -water level, place system into operation to lower water to specified levels. Operate system continuously until drains, sewers, and structures have been constructed and fill materials have been placed, or until dewatering is no longer required.

C. Provide an adequate system to lower and control ground water to permit excavation, construction of structures, and placement of fill materials on dry subgrades. Install sufficient dewatering equipment to drain water -bearing strata above and below bottom of foundations, drains, sewers, and other excavations.

1. Do not permit open -sump pumping that leads to loss of fines, soil piping, subgrade softening, and slope instability.

D. Reduce hydrostatic head in water -bearing strata below subgrade elevations of foundations, drains, sewers, and other excavations.

1. Maintain free water level below bottom of excavation during construction.

CITY OF BEAUMONT DEWATERING
MESA LIFT STATION UPGRADE 312319-2

E. Dispose of water removed by dewatering in a manner that avoids endangering public health, property, and portions of work under construction or completed. Dispose of water in a manner that avoids inconvenience to others. Provide sumps, sedimentation tanks, and other flow -control devices as required by authorities having jurisdiction.

F. Provide standby equipment on -site, installed and available for immediate operation, to maintain dewatering on continuous basis if any part of system becomes inadequate or fails. If dewatering requirements are not satisfied due to inadequacy or failure of dewatering system, restore damaged structures and foundation soils at no additional expense to Owner.

1. Remove dewatering system from Project site on completion of dewatering. Plug or fill well holes with sand or cut off and cap wells a minimum of 36 inches below overlying construction.

G. Damages: Promptly repair damages to adjacent facilities caused by dewatering operations.

END OF SECTION 312319

CITY OF BEAUMONT DEWATERING
MESA LIFT STATION UPGRADE 312319-3

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CITY OF BEAUMONT DEWATERING
MESA LIFT STATION UPGRADE 312319-4

SECTION 315000 - EXCAVATION SUPPORT AND PROTECTION
PART 1 - GENERAL

1.1 SUMMARY
A. Section includes temporary excavation support and protection systems.

1.2 RELATED SECTIONS
A. Section 319000 — Geotechnical Report

1.3 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.

1.4 INFORMATIONAL SUBMITTALS
A. Contractor Calculations: For excavation support and protection system. Include analysis data signed and sealed by the qualified professional engineer responsible for their preparation.

B. Record Drawings: Identify locations and depths of capped utilities, abandoned -in -place support and protection systems, and other subsurface structural, electrical, or mechanical conditions.

PART 2 - PRODUCTS

2.1 PERFORMANCE REQUIREMENTS
A. Provide, design, monitor, and maintain excavation support and protection system capable of supporting excavation sidewalls and of resisting earth and hydrostatic pressures and superimposed and construction loads.

1. Design excavation support and protection system, including comprehensive engineering analysis by a qualified professional engineer.

B. All excavations shall be adequately shored, braced, and sheeted to prevent earth movement or settlement. Existing structures, piping, duct bank/conduits, and other improvements that are to remain shall be fully protected from damage.

C. Proper shoring, sloping, sheeting, and bracing is required for all excavation where five feet in depth or more is required. A CALOSHA permit shall be obtained for trenches five feet or great in depth. A copy of this permit shall be supplied to the Owner with an additional copy kept at the job site at all times.

CITY OF BEAUMONT EXCAVATION SUPPORT AND PROTECTION
MESA LIFT STATION UPGRADE 315000-1

D. Contractor shall submit shoring, underpinning, and earth retention calculations and shop drawings to the District and Engineer prior to commencing the work that requires said retention.

All calculations and drawings shall be prepared under the supervision of and signed and stamped by a civil engineer licensed in California.

E. Contractor shall provide positive protection (mat/sheet coverings) for all excavation slopes to protect slopes from instability and deterioration. This includes slopes on soil piles used for pre - loading and surcharging of areas.

PART 3 - EXECUTION

3.1 GENERAL REQUIREMENTS
A. Contractor shall coordinate all elements of the soil retention system with all surrounding utilities, structures, buildings, pipelines, and other improvements that are to remain and need to be protected. Shoring shall account for surcharge and other loading from adjacent footings and structures that are near excavation and require protection.

B. Prior to excavation or installation activities for elements of soil retaining systems, Contractor shall establish benchmarks around the perimeter of the area to be excavated. These marks shall be surveyed for vertical and horizontal movement at frequent intervals during actual excavation and construction work. Results of these surveys shall be submitted to Owner and Engineer for review.

C. A material testing laboratory (furnished by the District) shall review and monitor the excavation and soil retention systems. The Contractor shall provide, install and survey the vertical and horizontal movements of the top of the soil retention system as well as benchmarks placed adjacent to and for the retaining system. Results of these surveys will be reviewed by District and District's consultants.

3.2 SOLDIER PILES AND LAGGING
A. Install steel soldier piles before starting excavation. Extend soldier piles below excavation grade level to depths adequate to prevent lateral movement. Space soldier piles at regular intervals not to exceed allowable flexural strength of wood lagging. Accurately align exposed faces of flanges to vary not more than 2 inches from a horizontal line and not more than 1:120 out of vertical alignment.

B. Install wood lagging within flanges of soldier piles as excavation proceeds. Trim excavation as required to install lagging. Fill voids behind lagging with soil, and compact.

3.3 SHEET PILING
A. Before starting excavation, install one-piece sheet piling lengths and tightly interlock vertical edges to form a continuous barrier.

B. Accurately place the piling, using templates and guide frames unless otherwise recommended in writing by the sheet piling manufacturer. Limit vertical offset of adjacent sheet piling to 60

CITY OF BEAUMONT EXCAVATION SUPPORT AND PROTECTION
MESA LIFT STATION UPGRADE 315000-2

inches. Accurately align exposed faces of sheet piling to vary not more than 2 inches from a horizontal line and not more than 1:120 out of vertical alignment.

C. Cut tops of sheet piling to uniform elevation at top of excavation.

3.4 TIEBACKS
A. Drill, install, grout, and tension tiebacks.

B. Test load -carrying capacity of each tieback and replace and retest deficient tiebacks.

1. Have test loading observed by a qualified professional engineer responsible for design of excavation support and protection system.

C. Maintain tiebacks in place until permanent construction is able to withstand lateral earth and hydrostatic pressures.

3.5 BRACING
A. Bracing: Locate bracing to clear columns, floor framing construction, and other permanent work. If necessary to move brace, install new bracing before removing original brace.

1. Do not place bracing where it will be cast into or included in permanent concrete work unless otherwise approved by Engineer.

2. Install internal bracing if required to prevent spreading or distortion of braced frames.

3. Maintain bracing until structural elements are supported by other bracing or until permanent construction is able to withstand lateral earth and hydrostatic pressures.

3.6 REMOVAL AND REPAIRS
A. Remove excavation support and protection systems when construction has progressed sufficiently to support excavation and earth and hydrostatic pressures. Remove in stages to avoid disturbing underlying soils and rock or damaging structures, pavements, facilities, and utilities.

1. Remove excavation support and protection systems to a minimum depth of 48 inches below overlying construction and abandon remainder.

END OF SECTION 315000

CITY OF BEAUMONT EXCAVATION SUPPORT AND PROTECTION
MESA LIFT STATION UPGRADE 315000-3

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CITY OF BEAUMONT EXCAVATION SUPPORT AND PROTECTION
MESA LIFT STATION UPGRADE 315000-4

SECTION 319000 — GEOTECHNICAL REPORT
PART 1 - GENERAL

1.1 SUMMARY
A. Section includes the Geotechnical Report prepared for this project (see attached 61 -page report and 6 -page addendum).

CITY OF BEAUMONT GEOTECHNICAL REPORT
MESA LIFT STATION UPGRADE 319000-1

THIS PAGE WAS INTENTIONALLY LEFT BLANK

CITY OF BEAUMONT GEOTECHNICAL REPORT
MESA LIFT STATION UPGRADE 319000-2

Converse Consultants
E vir nment l & Ground
ng
Environmental & Groundwater Science
Inspection 8 Testing Services
Prepared For:

ALBERT A. WEBB ASSOCIATES
3788 McCray Street
Riverside, CA 92506
Presented By:

CONVERSE CONSULTANTS
2021 Rancho Drive, Suite 1
Redlands, CA 92373
909-796-0544

June 23, 2022

Converse Consultants
Geotechnical Engineering, Environmental & Groundwater Science, Inspection & Testing Services June 23, 2022
Mr. Bradley Sackett, PE
Senior Engineer
Albert A. Webb Associates
3788 McCray Street
Riverside, CA 92506
Subject: GEOTECHNICAL INVESTIGATION REPORT
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
Converse Project No. 21-81-289-01
Dear Mr. Sackett:

Converse Consultants (Converse) is pleased to submit this geotechnical investigation report to assist with the design and construction of the Mesa Lift Station upgrades located at the southeast corner of the intersection of Potrero Boulevard and Castello Lane in the City of Beaumont, Riverside County, California. This report was prepared in accordance with our proposal dated December 13, 2021, and your Subconsultant Agreement dated March 8, 2022.

Based upon our field investigation, laboratory data, and analyses, the proposed project is considered feasible from a geotechnical standpoint, provided the recommendations presented in this report are incorporated into the design and construction of the project.

We appreciate the opportunity to be of service to Albert A. Webb Associates. Should you have any questions, please do not hesitate to contact us at 909-796-0544.

CONVERSE CONSULTANTS
Hashmi S. E. Quazi, PhD, PE, GE
Principal Engineer
Dist.: 4/Addressee
HSQ/MS/kvg
2021 Rancho Drive, Suite 1, Redlands, CA 92373
Telephone: (909) 796-0544 ♦ Facsimile: (909) 796-7675 ♦ www.converseconsultants.com

Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page ii

PROFESSIONAL CERTIFICATION
This report has been prepared by the following professionals whose seals and signatures appear herein.

The findings, recommendations, specifications and professional opinions contained in this report were prepared in accordance with the generally accepted professional engineering and engineering geologic principle and practice in this area of Southern California. We make no other warranty, either expressed or implied.

Mahmoud Suliman, MS
Staff Engineer
Hashmi S. E. Quazi, PhD, PE, GE
Principal Engineer
Robert L. Gregorek I I , PG, CEG
Senior Geologist
Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page iii

TABLE OF CONTENTS

1.0 INTRODUCTION 1

2.0 PROJECT DESCRIPTION 1

3.0 SITE DESCRIPTION 1

4.0 SCOPE OF WORK 2

4.1 Document Review 2

4.2 Project Set-up 2

4.3 Subsurface Exploration 3

4.4 Laboratory Testing 3

4.5 Analysis and Report Preparation 3

5.0 LABORATORY TEST RESULTS 3

5.1 Physical Testing

5.2 Chemical Testing - Corrosivity Evaluation

6.0 SITE CONDITIONS
3 5
5 6.1 Subsurface Profile 5

6.2 Groundwater 5

6.3 Expansive Soils 6

6.4 Collapse Potential 6

6.5 Excavatability 7

6.6 Subsurface Variations 8

7.0 ENGINEERING GEOLOGY 8

7.1 Regional Geology

7.2 Local Geology

8.0 FAULTING AND SEISMICITY
8 8
8 8.1 Faulting 9

8.2 CBC Seismic Design Parameters 10

8.3 Secondary Effects of Seismic Activity 11

9.0 EARTHWORK RECOMMENDATIONS 12

9.1 General 12

9.2 Remedial Grading 13

9.3 Structural/Engineered Fill 14

9.4 Compacted Fill Placement 14

9.5 Backfill Recommendations Behind Subterranean Wall 15

9.6 Shrinkage and Subsidence 15

9.7 Site Drainage 16

9.8 Utility Trench Backfill 16
Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page iv

10.0 DESIGN RECOMMENDATIONS 19

10.1 Shallow Foundation Design Parameters 19

10.2 Mat Foundation Design Parameters 19

10.3 Soil Parameters for Pipe Design 20

10.4 Bearing Pressure for Anchor and Thrust Blocks 21

10.5 Lateral Earth Pressures and Resistance to Lateral Loads 21

10.6 Settlement 22

10.7 Soil Corrosivity 22

10.8 Asphalt Concrete Pavement 23

11.0 CONSTRUCTION RECOMMENDATIONS 24

11.1 General 24

11.2 Temporary Sloped Excavations 25

11.3 Shoring Design 26

12.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION 28

13.0 CLOSURE 29

14.0 REFERENCES 30

FIGURES
Following Page No.

Figure No. 1, Approximate Project Location Map 1
Figure No. 2, Approximate Boring Locations Map 3
Figure No. 3, Lateral Earth Pressures for Temporary Braced Excavation 27 Figure No. 3, Lateral Earth Pressures on Temporary Cantilever Wall 27 TABLES
Page No.

Table No. 1, Summary of USGS Groundwater Depth Data 6
Table No. 2, Collapse Potential Values 7
Table No. 3, Summary of Regional Faults 9
Table No. 4, CBC Seismic Design Parameters 10
Table No. 5, Overexcavation Depths 13
Table No. 6, Recommended Foundation Parameters 19
Table No. 7, Soil Parameters for Pipe Design 20
Table No. 8, Active and At -Rest Earth Pressures 21
Table No. 9, Correlation Between Resistivity and Corrosion 23 Table No. 10, Recommended Pavement Sections 24
Table No. 11, Slope Ratios for Temporary Excavations 25 Table No. 12, Lateral Earth Pressures for Temporary Shoring 26 Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page v

APPENDICES
Appendix A Field Exploration
Appendix B Laboratory Testing Program
Appendix C Liquefaction and Seismic Settlement Analysis Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

1.0 INTRODUCTION
This report presents the results of our geotechnical investigation performed for the Mesa Lift Station Upgrades located at the southeast corner of the intersection of Potrero Boulevard and Castello Lane in the City of Beaumont, Riverside County, California. The project location is shown in Figure No. 1, Approximate Project Location Map.

The purposes of this investigation were to determine the nature and engineering properties of the subsurface soils, and to provide design and construction recommendations for the project.

This report is prepared for the project described herein and is intended for use solely by Albert A. Webb Associates and their authorized agents for design purposes. It should not be used as a bidding document but may be made available to the potential contractors for information on factual data only. For bidding purposes, the contractors should be responsible for making their own interpretation of the data contained in this report.

2.0 PROJECT DESCRIPTION
The project will consist of the following.
• Construction of a new 250,000 -gallon emergency storage. The approximate dimensions of the emergency storage are 70 to 90 feet wide and 90 feet long, with a maximum depth of 10 feet below surface to allow gravity flow back into the wet well when pumping capacity is restored. The final configuration of the emergency storage was not confirmed at the time of issuing this report. • New pump configuration (4 pumps) to replace the existing pump configuration for increased pumping capacity.
• new VFDs, flow meters, driveway paving, and site improvements

3.0 SITE DESCRIPTION
The Mesa Lift Station site is located at the southeast corner of the intersection of Potrero Boulevard and Castello Lane in the City of Beaumont, Riverside County, California. The station is bounded on the north by Little San Gorgonio Creek, the east and south by an uprising slope and from the west by Potrero Boulevard. The site is surrounded with standard masonry wall on all sides with a gated entrance from the south. The site is covered with around 3 inches of gravel layer. The site has existing pump, odor control and electrical equipment. Photograph No. 1 depict the present site conditions.

Converse Consultants
M:\JOBFILE\2021\81\21-81-289 Webb, Mesa Lift Station & Force Main\Report\21-81-131_GIR(01)booste

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Location: Southeast Corner of the intersection of Potrero Blvd. & Castello Ln.

City of Beaumont, Riverside County, California
Mesa Lift Station Upgrades
For: Albert Webb Associates
Approximate Project Location Map
Project No.
20-81-289-01
Figure No.
1 Converse Consultants

Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

Photograph No. 1: Present site conditions, facing southeast

4.0 SCOPE OF WORK
The scope of this investigation included project set-up, subsurface exploration, laboratory testing, engineering analysis, and preparation of this report, as described in the following sections.

4.1 Document Review
We reviewed geologic maps, aerial photographs, groundwater data, and other information pertaining to the project area to assist in the evaluation of geologic hazards that may be present. Besides, pertinent information (the documents cited in Section 14, References) were used to understand the subsurface conditions and plan the investigation for this project.

4.2 Project Set-up
The project set-up consisted of the following tasks.
• Conducted a field reconnaissance and marked the boring locations. • Notified Underground Service Alert (USA) at least 48 hours prior to drilling to clear the boring locations of any conflict with existing underground utilities. • Coordinated with Kevin Lee from the City of Beaumont waste operator for access. • Engaged a California -licensed driller company to drill exploratory borings.

Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

4.3 Subsurface Exploration
Two exploratory borings (BH-01 and BH-02) was drilled on April 21, 2022, to investigate subsurface conditions at the project site. The borings were drilled using an 8 -inch dimeter hollow stem auger to depths of 20.5 and 51.5 feet below existing ground surface (bgs).

Approximate boring location is indicated in Figure No. 2, Approximate Boring Locations Map. For a description of the field exploration and sampling program, see Appendix A, Field Exploration.

4.4 Laboratory Testing
Representative soil samples of the project site were tested in the laboratory to aid in the soils classification and to evaluate the relevant engineering properties of the soils. These tests included the following.
• In -situ moisture contents and dry densities (ASTM D2216 and ASTM D2937) • Expansion index (ASTM D4829)
• R -value (California Test 301)
• Soil corrosivity (California Tests 643, 422, and 417) • Collapse potential (ASTM D4546)
• Grain size distribution (ASTM D6913)
• Maximum dry density and optimum -moisture content (ASTM D1557) • Direct shear (ASTM D3080)
• Consolidation (ASTM D2435)
For in -situ moisture and dry density data, see the Logs of Borings in Appendix A, Field Exploration. For a description of the laboratory test methods and test results, see Appendix B, Laboratory Testing Program.

4.5 Analysis and Report Preparation
Data obtained from the field exploration and laboratory testing program was compiled and evaluated. Geotechnical analyses of the compiled data were performed, and this report was prepared to present our findings, conclusions, and recommendations for the project.

5.0 LABORATORY TEST RESULTS
Results of physical and chemical tests performed for this project are presented below.

5.1 Physical Testing
Results of the various laboratory tests are presented in Appendix B, Laboratory Testing Program, except for the results of in -situ moisture and dry density tests which are Converse Consultants
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EXPLANATION
BH-02
s Number and Approximate Location of Exploratory Boring Project:

Location:

Mesa Lift Station Upgrades
Southeast Corner of the intersection of Potrero Blvd. & Castello Ln.

City of Beaumont, Riverside County, California
For: Albert Webb Associates
BH-02/ 20.5'•
BH-01/ 51.5'
Approximate Boring Locations Map
Project No.
20-81-289-01
Figure No.
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

presented on the Logs of Borings in Appendix A, Field Exploration. The results are also discussed below.
• In -situ Moisture and Dry Density — In -situ dry density and moisture content of the soils were determined in accordance with ASTM Standard D2216 and D2937. Dry density of upper 10 feet soils of the site ranged from 116 to 132 pcf with moisture contents ranging from 7 to 11 percent. Results are presented in the logs of boring in Appendix A, Field Exploration.
• Expansion Index (El) —Two representative sample from the upper 5 feet of soils was tested to evaluate the expansion potential in accordance with ASTM Standard D4829. The tests results showed El of 0 and 16, corresponding to very low expansion potential.
• R -value — (California Test 301) One representative bulk soil sample was performed by AP Engineering and Testing, Inc. (Pomona, CA) in accordance with California Test Method CT301 for resistance value (R -value). The test result showed R -value of 36.
• Collapse Potential — The collapse potential of two relatively undisturbed samples were tested under a vertical stress of up to 2.0 kips per square foot (ksf) in accordance with the ASTM Standard D4546 test method. The test results showed collapse potential of 0.7 and 1.0 percent, indicating slight collapse potential. • Grain Size Analysis — Four representative samples were tested to determine the relative grain size distribution in accordance with the ASTM Standard D6913. The test results are graphically presented in Drawing No. B-1, Grain Size Distribution Results.
• Maximum Dry Density and Optimum Moisture Content — Typical moisture -density relationship test was performed on two representative samples in accordance with ASTM D1557. The results are presented in Drawing No. B-2, Moisture -Density Relationship Results, in Appendix B, Laboratory Testing Program. The laboratory maximum dry densities were found 129.0 and 133.5 pcf and the optimum moisture content were found 9.0 and 9.2 percent.
• Direct Shear —Two direct shear tests were performed on undisturbed representative ring samples under soaked moisture condition in accordance with ASTM Standard D3080. The results are presented in Drawings No. B-3, Direct Shear Test Results in Appendix B, Laboratory Testing Program. • Consolidation Test — One consolidation test was performed on a relatively undisturbed sample of the site soil, in accordance with ASTM Standard D2435.

The test result is shown on Drawing No. B-5, Consolidation Test Results, in Appendix B, Laboratory Testing Program.

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Geotechnical Investigation Report
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Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

5.2 Chemical Testing - Corrosivity Evaluation
Two representative soil samples were tested to determine minimum electrical resistivity, pH, and chemical content, including soluble sulfate and chloride concentrations. The purposes of these tests were to determine the corrosion potential of site soils when placed in contact with common construction and pipe materials. These tests were performed by AP Engineering and Testing, Inc. (Pomona, CA) in accordance with California Tests 643, 422, and 417. The test results are presented in Appendix B, Laboratory Testing Program and summarized below.
■ The pH measurement of the tested samples was 8.5 and 8.7. ■ The sulfate content of the tested samples was 32 and 39 ppm. ■ The chloride concentration of the tested samples was 20 and 21 ppm. ■ The minimum electrical resistivity when saturated were 4,093 and 4,232 ohm -cm.

6.0 SITE CONDITIONS
A general description of the subsurface conditions, various materials and groundwater conditions encountered at the site during our field exploration is discussed below.

6.1 Subsurface Profile
Based on the exploratory borings and laboratory test results, the subsurface soils at the site encountered in the borings at various depths consists primarily of a mixture of sand, silt, and clay. For a detailed description of the subsurface materials encountered in the exploratory boring, see Drawing Nos. A -2a, A -2b and A-3, Logs of Borings, in Appendix A, Field Exploration.

6.2 Groundwater
Groundwater was not encountered during the investigation to the maximum explored depth of 51.5 feet bgs. For comparison, regional databases were accessed to search for relative groundwater level information, and the results are provided below.

The GeoTracker database (SWRCB, 2022) was reviewed to evaluate current and historical groundwater levels. No sites were identified within a 1.0 -mile radius of the project site that contained groundwater elevation data.

The USGS National Water Information System (USGS, 2022) was reviewed to evaluate current and historical groundwater levels. Five results were returned in that search. Data from that record is listed in the table below.

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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

Table No. 1, Summary of USGS Groundwater Depth Data
Alignment No. Location
Groundwater Date
Depth (ft. bgs) Range
335621117013501
Unnamed road; approximately
3,287 feet west of project site

39.08-51.80 1921-
2006
335709117004701
Morongo Golf Club; approximately
4,609 feet north of project site
244.00-255.40
1999-
2002
335640117002501
Desert Lawn; approximately 2,965
feet northeast of project site
152.90-165.80
1921-
1929
335603117000401
Western Lawn Ave.; approximately
4,645 feet southeast of project site
176.20-188.50
1998-
2021
335603117000601
Western Lawn Ave.; approximately
4,548 feet southeast of project site

90.60-143.28
1926-
2008
The California Department of Water Resources database (DWR, 2022) was reviewed to evaluate current and historical groundwater levels. No sites were identified within a 1.0 - mile radius of the project site that contained groundwater elevation data.

Based on available data, the historical high groundwater level reported at wells within approximately one mile is 255.40 feet bgs. Groundwater was not encountered to a maximum explored depth of 51.5 feet during our exploratory boring and is not expected to be encountered during construction of the proposed project. It should be noted that the groundwater level could vary depending upon the seasonal precipitation and possible groundwater pumping activity in each site vicinity. Shallow perched groundwater may be present locally, particularly following precipitation or irrigation events.

6.3 Expansive Soils
Expansive soils are characterized by their ability to undergo significant volume changes (shrink or swell) due to variations in moisture content. Changes in soil moisture content can result from precipitation, landscape irrigation, utility leakage, roof drainage, perched groundwater, drought, or other factors and may result in unacceptable settlement or heave of structures or concrete slabs supported on grade. Depending on the extent and location below finish subgrade, expansive soils can have a detrimental effect on structures. Based on the laboratory test results, the expansion index of the upper 5 feet of site soil were 0 and16, corresponds to very low expansion potential.

6.4 Collapse Potential
Soil deposits subjected to collapse/hydro-consolidation generally exist in regions of moisture deficiency. Collapsible soils are generally defined as soils that have potential to suddenly decrease in volume upon increase in moisture content even without an increase in external loads. Moreover, some soils may have a different degree of collapse/hydro- Converse Consultants
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Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

consolidation based on the amount of proposed fill or structure loads. Soils susceptible to collapse/ hydro -consolidation include wind-blown silt, weakly cemented sand, and silt where the cementing agent is soluble (e.g., soluble gypsum, halite), alluvial or colluvial deposits within semi -arid to arid climate, and certain weathered bedrock above the groundwater table.

Granular soils may have a potential to collapse upon wetting in arid climate regions.

Collapse/hydro-consolidation may occur when the soluble cements (carbonates) in the soil matrix dissolve, causing the soil to densify from its loose/low density configuration from deposition.

The degree of collapse of a soil can be defined by the collapse potential value, which is expressed as a percent of collapse of the total sample using the Collapse Potential Test (ASTM D4546). According to the ASTM guideline, the severity of collapse potential is commonly evaluated by the following Table No. 2, Collapse Potential Values.

Table No. 2, Collapse Potential Values
Collapse Potential Value (%)
Severity of Problem
0 0.1 to 2

2.1 to 6.0

6.0 to 10.0
>10
None
Slight
Moderate
Moderately Severe
Severe
Based on the laboratory test results (collapse potential of 0.7 and 1.0 percent), a slight problem is anticipated at the site. Collapse potential distress is typically considered a concern when collapse potential is over 2% (LA County, 2013).

6.5 Excavatability
The surface and subsurface soil materials at the site are expected to be excavatable by conventional heavy-duty earth moving and trenching equipment.

The phrase "conventional heavy-duty excavation equipment" is intended to include commonly used equipment such as excavators and trenching machines. It does not include hydraulic hammers ("breakers"), jackhammers, blasting, or other specialized equipment and techniques used to excavate hard earth materials. Selection of an appropriate excavation equipment model should be done by an experienced earthwork contractor and may require test excavations in representative areas.

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Geotechnical Investigation Report
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June 23, 2022

6.6 Subsurface Variations
Based on results of the subsurface exploration and our experience, some variations in the continuity and nature of subsurface conditions within the project site should be anticipated. Because of the uncertainties involved in the nature and depositional characteristics of the earth material, care should be exercised in interpolating or extrapolating subsurface conditions between or beyond the boring locations.

7.0 ENGINEERING GEOLOGY
The regional and local geology within the proposed project area is discussed below.

7.1 Regional Geology
The proposed project site is located within the northern Peninsular Ranges Geomorphic Province of Southern California. The Peninsular Ranges Geomorphic Province consists of a series of northwest -trending mountain ranges and valleys bounded on the north by the San Bernardino and San Gabriel Mountains, on the west by the Los Angeles Basin, and on the southwest by the Pacific Ocean.

The province is a seismically active region characterized by a series of northwest -trending strike -slip faults. The most prominent of the nearby fault zones include the San Jacinto and Elsinore faults, as well as the San Gorgonio and San Andreas fault zones (CGS, 2007), all of which have been known to be active during Quaternary time.

Topography within the province is generally characterized by broad alluvial valleys separated by linear mountain ranges. This northwest -trending linear fabric is created by the regional faulting within the granitic basement rock of the Southern California Batholith.

Broad, linear, alluvial valleys have been formed by erosion of these principally granitic mountain ranges.

7.2 Local Geology
The project site is located on south -sloping alluvial fan within the San Gorgonio Pass, just north of the Badlands Mountain Range. Regional mapping (Matti and Morton, 2015) indicates that the subsurface is characterized by Pleistocene -aged alluvial fan deposits of sand and gravel from plutonic and gneissic detritus derived from the rising San Bernardino Mountains to the north and the Badlands Mountains to the south.

8.0 FAULTING AND SEISMICITY
The approximate distance and seismic characteristics of nearby faults as well as seismic design coefficients are presented in the following subsections.

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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

8.1 Faulting
The proposed site is situated in a seismically active region. As is the case for most areas of Southern California, ground -shaking resulting from earthquakes associated with nearby and more distant faults may occur at the project site. During the life of the project, seismic activity associated with active faults can be expected to generate moderate to strong ground shaking at the site. Review of recent seismological and geophysical publications indicates that the seismic hazard for the project is high.

The project site is not located within a currently mapped State of California Earthquake Fault Zone for surface fault rupture. Table No. 3, Summary of Regional Faults, summarizes selected data of known faults capable of seismic activity within 100 kilometers of the site. The data presented below was calculated using the National Seismic Hazard Maps Database (USGS, 2008) and other published geologic data.

Table No. 3, Summa of
Fault Name and Section
San Jacinto
Re • Tonal Faults
Closest
Distance
(km)

7.79 Slip Sense
strike slip
Length
(km)
241
Slip Rate
(mm/year)
n/a
Maximum
Magnitude

7.88 S. San Andreas

13.67 strike slip
548
n/a

8.18 Pinto Mtn

30.06 strike slip
74 2.5

7.30 Cleghorn

41.82 strike slip
25 3

6.80 Elsinore

43.32 strike slip
241
n/a

7.85 Helendale-So Lockhart

46.49 strike slip
114

0.6 7.40
Cucamonga

47.52 thrust
28 5

6.70 North Frontal (West)

47.67 reverse
50 1

7.20 North Frontal (East)

48.28 thrust
27 0.5

7.00 Chino, alt 2

52.52 strike slip
29 1

6.80 Chino, alt 1

54.69 strike slip
24 1

6.70 Lenwood-Lockhart-Old
Woman Springs

56.95 strike slip
145

0.9 7.50
Burnt Mtn

57.25 strike slip
21 0.6

6.80 Landers

60.41 strike slip
95 0.6

7.40 Eureka Peak

60.78 strike slip
19 0.6

6.70 San Jose

65.23 strike slip
20 0.5

6.70 Johnson Valley (No)

65.98 strike slip
35 0.6

6.90 Sierra Madre

69.94 reverse
57 2

7.20 Sierra Madre Connected

69.94 reverse
76 2

7.30 San Joaquin Hills

71.92 thrust
27 0.5

7.10 So Emerson -Copper Mtn

75.91 strike slip
54 0.6

7.10 Puente Hills (Coyote Hills)

78.93 thrust
17 0.7

6.90 Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

Fault Name and Section
Closest
Distance
(km)
Slip Sense
Length
(km)
Slip Rate
(mm/year)
Maximum
Magnitude
Calico -Hidalgo

82.69 strike slip
117

1.8 7.40
Clamshell-Sawpit

83.56 reverse
16 0.5

6.70 Newport Inglewood
Connected alt 1

86.23 strike slip
208

1.3 7.50
Newport -Inglewood
(Offshore)

86.23 strike slip
66 1.5

7.00 Newport Inglewood
Connected alt 2

86.23 strike slip
208

1.3 7.50
Pisgah -Bullion Mtn -
Mesquite Lk

91.04 strike slip
88 0.8

7.30 Newport -Inglewood, alt 1

92.52 strike slip
65 1

7.20 (Source: https://earthquake.usgs.gov/cfusion/hazfaults 2008 search/)

8.2 CBC Seismic Design Parameters
Seismic parameters based on the 2019 California Building Code (CBSC, 2019) and ASCE 7-16 are provided in the following table. These parameters were determined using the generalized coordinates (33.940261N, 117.016129W) and the Seismic Design Maps ATC online tool.

Table No. 4, CBC Seismic Design Parameters
Seismic Parameters
Site Coordinates

33.940261N,
117.0116129W
Risk Category
III
Site Class
D
Mapped Short period (0.2 -sec) Spectral Response Acceleration, Ss

1.701g
Mapped 1 -second Spectral Response Acceleration, Si

0.623g
Site Coefficient (from Table 11.4-1), Fa

1.0 Site Coefficient (from Table 11.4-2), Fv

1.7 MCE 0.2 -sec period Spectral Response Acceleration, SMs

1.701g
MCE 1 -second period Spectral Response Acceleration, SM1

1.059g
Design Spectral Response Acceleration for short period SDS

1.134g
Design Spectral Response Acceleration for 1 -second period, SD1

0.706g
Site Modified Maximum Peak Ground Acceleration, PGAM

0.762g
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Geotechnical Investigation Report
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Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

8.3 Secondary Effects of Seismic Activity
In general, secondary effects of seismic activity include surface fault rupture, soil liquefaction, landslides, lateral spreading, and settlement due to seismic shaking, tsunamis, seiches, and earthquake -induced flooding. The site -specific potential for each of these seismic hazards is discussed in the following sections.

Surface Fault Rupture: The project site is not located within a currently designated State of California or Riverside County Earthquake Fault Zone (CGS, 2007; Riverside County, 2022). There are no known active faults projecting toward or extending across the project site. The potential for surface rupture resulting from the movement of nearby major faults is not known with certainty but is considered low.

Liquefaction: Liquefaction is defined as the phenomenon in which a cohesionless soil mass within the upper 50 feet of the ground surface suffers a substantial reduction in its shear strength, due to the development excess pore pressures. During earthquakes, excess pore pressures in saturated soil deposits may develop as a result of induced cyclic shear stresses, resulting in liquefaction.

Soil liquefaction generally occurs in submerged granular soils and non -plastic silts during or after strong ground shaking. There are several general requirements for liquefaction to occur and they are as follows.
• Soils must be submerged.
• Soils must be loose to medium -dense.
• Ground motion must be intense.
• Duration of shaking must be sufficient for the soils to lose shear resistance.

Based on a review of state and county hazard maps, the project site is located within an area not evaluated for liquefaction by State of California (CGS, 2007). The project site is located within a Riverside County (Riverside County, 2022) liquefaction zone designated as a low liquefaction potential. Based on the dynamic Settlement Analyses presented in Appendix C, Liquefaction and Seismic Settlement Analysis, we estimate that the liquefaction induced settlement potential for the site is negligible.

Seismic Settlement: Dynamic dry settlement may occur in loose, granular, unsaturated soils during a large seismic event. Classification of the samples and sampling blow counts indicate that the site is medium dense to dense and are sensitive to some seismically induced settlement. The potential for dry seismic settlement is not known with certainty, however due to the lack of shallow groundwater in the area the potential is considered negligible. Based on the dynamic Settlement Analyses presented in Appendix C, Liquefaction and Seismic Settlement Analysis, we estimate that the dry seismic settlement potential for the site is up to 0.4 inches.

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Landslides: Seismically induced landslides and slope failures are common occurrences during or soon after large earthquakes. Due to the flat nature of the site and the distance away from any foothills, the potential for seismically induced landslides affecting the proposed site is considered to be very low.

Lateral Spreading: Seismically induced lateral spreading involves primarily lateral movement of earth materials over underlying materials which are liquefied due to ground shaking. It differs from the slope failure in that complete ground failure involving large movement does not occur due to the relatively smaller gradient of the initial ground surface.

Lateral spreading is demonstrated by near -vertical cracks with predominantly horizontal movement of the soil mass involved. The topography at the project site and in the immediate vicinity is very flat. Under these circumstances, the potential for lateral spreading at the subject site is considered low.

Tsunamis: Tsunamis are large waves generated in open bodies of water by fault displacement or major ground movement. Due to the inland location of the site, tsunamis are not considered to be a risk.

Seiches: Seiches are large waves generated in enclosed bodies of water in response to ground shaking. Due to the site far distance from bodies of water, seiches are not considered to be a risk.

Earthquake -Induced Flooding: Dams or other water -retaining structures may fail as a result of large earthquakes. Dams or other water -retaining structures may fail as a result of large earthquakes. The project site is not located within a designated dam inundation area (DSOD, 2022).

9.0 EARTHWORK RECOMMENDATIONS
Earthwork recommendations for the project are presented in the following sections.

9.1 General
This section contains our general recommendations regarding earthwork and grading for the project. These recommendations are based on the results of our field exploration, laboratory tests, our experience with similar projects, and data evaluation as presented in the preceding sections. These recommendations may require modification by the geotechnical consultant based on observation of the actual field conditions during grading.

Prior to the start of construction, all existing underground utilities and appurtenances should be located at the project site. Such utilities should either be protected in -place or removed and replaced during construction as required by the project specifications. All excavations should be conducted in such a manner as not to cause loss of bearing and/or Converse Consultants
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lateral support of existing utilities. All debris and deleterious material should be removed from the site.

If isolated pockets of very soft, loose, eroded, or pumping soil are encountered, the unstable soil should be excavated as needed to expose undisturbed, firm, and unyielding soils.

The contractor should determine the best manner to conduct the excavations, such that there are no losses of bearing and/or lateral support to the existing utilities (if any).

The final bottom surfaces of all excavations should be observed and approved by the project geotechnical consultant prior to placing any fill. Based on these observations, localized areas may require remedial grading deeper than indicated herein. Therefore, some variations in the depth and lateral extent of excavation recommended in this report should be anticipated.

9.2 Remedial Grading
Footings, slab -on -grade, concrete pads and pavements should be uniformly supported by compacted fill. In order to provide uniform support, structural areas should be overexcavated, scarified, and recompacted as follows.

Table No. 5, Overexcavation Depths
Minimum Excavation Depth
Tank Bottom
Slabs -on -grade
Concrete Pads
24 inches below footings bottom or 3 feet below existing ground surface, whichever is deeper
5 feet below tank bottom footing and to extend at least 3 feet beyond the footprint of tank footings.
12 inches below slab bottom or 3 feet below existing ground surface, whichever is deeper
12 inches below pad bottom or 3 feet below existing ground surface, whichever is deeper
Pavements
12 inches below finish grade
The overexcavation below the footings, slab -on -grade, concrete pads and pavements should be uniform. The overexcavation should extend to at least 2 feet beyond the footprint of the slabs and pads, and at least 1 foot beyond the edge of the pavements.

The overexcavation bottom should be scarified and compacted as described in Section

9.4, Compacted Fill Placement.

If isolated pockets of very soft, loose, eroded, or pumping soil are encountered, the unstable soil should be excavated as needed to expose undisturbed, firm, and unyielding soils.

W
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The contractor should determine the best manner to conduct the excavations, such that there are no losses of bearing and/or lateral support to the existing structures or utilities.

Footings, slab -on -grade and concrete pad should be uniformly supported by compacted fill.

In order to provide uniform support, structural areas should be generally overexcavated, scarified, and recompacted as follows.

9.3 Structural/Engineered Fill
No fill or aggregate base should be placed until excavations and/or natural ground preparation have been observed by the geotechnical consultant. The native soils encountered within the project site are generally considered suitable for re -use as compacted fill. Excavated soils should be processed, including removal of roots and debris, removal of oversized particles, mixing, and moisture conditioning, before placing as compacted fill. On -site soils used as fill should meet the following criteria. • No particles larger than 3 inches in largest dimension. • Rocks larger than one inch should not be placed within the upper 12 inches of subgrade soils.
• Free of all organic matter, debris, or other deleterious material. • Expansion index of 40 or less.
• Sand Equivalent greater than 15 (greater than 30 for pipe bedding). • Contain less than 30 percent by weight retained in 3/4 -inch sieve. • Contain less than 40 percent fines (passing #200 sieve).

Based on field investigation and laboratory testing results, on -site soils may be suitable as fill materials.

Imported materials, if required, should meet the above criteria prior to being used as compacted fill. Any imported fills should be tested and approved by geotechnical representative prior to delivery to the site.

9.4 Compacted Fill Placement
All surfaces to receive structural fills should be scarified to a depth of 6 inches. The soil should be moisture conditioned to within ±3 percent of optimum moisture content for coarse soils and 0 to 2 percent above optimum moisture content for fine soils. The scarified soils should be recompacted to at least 90 percent of the laboratory maximum dry density.

Fill soils should be thoroughly mixed, and moisture conditioned to within ±3 percent of optimum moisture content for coarse soils and 0 to 2 percent above optimum moisture content for fine soils. Fill soils should be evenly spread in horizontal lifts not exceeding 8 inches in uncompacted thickness.

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All fill placed at the site should be compacted to at least 90 percent of the laboratory maximum dry densities as determined by ASTM Standard D1557 test method unless a higher compaction is specified herein.

To reduce differential settlement, variations in the soil type, degree of compaction and thickness of the engineered fill placed underneath the foundations should be minimized.

Fill materials should not be placed, spread, or compacted during unfavorable weather conditions. When site grading is interrupted by heavy rain, filling operations should not resume until the geotechnical consultant approves the moisture and density conditions of the previously placed fill.

9.5 Backfill Recommendations Behind Subterranean Wall
Compaction of backfill adjacent to structural walls can produce excessive lateral pressures. Improper types and locations of compaction equipment and/or compaction techniques may damage the walls. The use of heavy compaction equipment should not be permitted within a horizontal distance of 5 feet from the wall. Backfill behind any structural walls within the recommended 5 -foot zone should be compacted using lightweight construction equipment such as handheld compactors to avoid overstressing the walls. The compaction of wall backfill should be conducted procedure described in section 9.4 Compaction Fill Placement.

9.6 Shrinkage and Subsidence
The volume of excavated and recompacted soils will decrease as a result of grading. The shrinkage would depend on, among other factors, the depth of cut and/or fill, and the grading method and equipment utilized. Based on our previous experience in the other projects in close vicinity of this site, for the preliminary estimation, shrinkage factors for various units of earth material at the site may be taken as presented below. • The shrinkage factor (defined as a percentage of soil volume reduction when moisture conditioned and compacted to the average of 92 percent relative compaction) of fill is estimated. An average value of 3 percent may be used for preliminary earthwork planning.
• Subsidence (defined as the settlement of native materials from the equipment load applied during grading) would depend on the construction methods including type of equipment utilized. Ground subsidence is estimated to be approximately 0.1 foot to

0.15 foot.

Although these values are only approximate, they represent our best estimates of the factors to be used to calculate lost volume that may occur during grading. If more accurate shrinkage and subsidence factors are needed, it is recommended that field-testing using the actual equipment and grading techniques be conducted.

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9.7 Site Drainage
Adequate positive drainage should be provided away from the site and excavation areas to prevent ponding and to reduce percolation of water into the foundation soils. Surface drainage should be directed to suitable non -erosive devices.

9.8 Utility Trench Backfill
The following sections present earthwork recommendations for utility trench backfill, including subgrade preparation and trench zone backfill.

Open cuts adjacent to existing roadways or structures are not recommended within a 1:1 (horizontal:vertical) plane extending down and away from the roadway or structure perimeter (if any).

Soils from the trench excavation should not be stockpiled more than 6 feet in height or within a horizontal distance from the trench edge equal to the depth of the trench. Soils should not be stockpiled behind the shoring, if any, within a horizontal distance equal to the depth of the trench, unless the shoring has been designed for such loads.

9.8.1 Pipeline Subgrade Preparation
The final subgrade surface should be level, firm, uniform, and free of loose materials and properly graded to provide uniform bearing and support to the entire section of the pipe placed on bedding material. Protruding oversize particles larger than 2 inches in dimension, if any, should be removed from the trench bottom and replaced with compacted on -site materials.

Any loose, soft and/or unsuitable materials encountered at the pipe subgrade should be removed and replaced with an adequate bedding material. During the digging of depressions for proper sealing of the pipe joints, the pipe should rest on a prepared bottom for as near its full length as is practicable.

9.8.2 Pipe Bedding
Bedding is defined as the material supporting and surrounding the pipe to 1 foot above the pipe. Pipe bedding should follow City of Beaumont Standards. If additional recommendations beyond City of Beaumont Standards are needed, the following specifications can be used during the placement of pipe bedding.

To provide uniform and firm support for the pipe, compacted granular materials such as clean sand, gravel or 3/4 -inch crushed aggregate, or crushed rock may be used as pipe bedding material. Typically, soils with sand equivalent value of 30 or more are used as Converse Consultants
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pipe bedding material. The pipe designer should determine if the soils are suitable as pipe bedding material.

The type and thickness of the granular bedding placed underneath and around the pipe, if any, should be selected by the pipe designer. The load on the rigid pipes and deflection of flexible pipes and, hence, the pipe design, depends on the type and the amount of bedding placed underneath and around the pipe.

Bedding materials should be vibrated in -place to achieve compaction. Care should be taken to densify the bedding material below the springline of the pipe. Prior to placing the pipe bedding material, the pipe subgrade should be uniform and properly graded to provide uniform bearing and support to the entire section of the pipe placed on bedding material. During the digging of depressions for proper sealing of the pipe joints, the pipe should rest on a prepared bottom for as near its full length as is practicable.

Migration of fines from the surrounding native and/or fill soils must be considered in selecting the gradation of any imported bedding material. We recommend that the pipe bedding material should satisfy the following criteria to protect migration of fine materials.

D15(F) < 5
I .

D85(B) —
II. D50(F) < 25
D50(B)
iii. Bedding Materials must have less than 5 percent passing No. 200 sieve (0.0074 mm) to avoid internal movement of fines.

Where,
F = Bedding Material
B = Surrounding Native and/or Fill Soils
D15(F) = Particle size through which 15% of bedding material will pass D85(B) = Particle size through which 85% of surrounding soil will pass D50(F) = Particle size through which 50% of bedding material will pass D50(B) = Particle size through which 50% of surrounding soil will pass If the above criteria do not satisfy, commercially available geofabric used for filtration purposes (such as Mirafi 140N or equivalent) may be wrapped around the bedding material encasing the pipe to separate the bedding material from the surrounding native or fill soils.

9.8.3 Trench Zone Backfill
The trench zone is defined as the portion of the trench above the pipe bedding extending up to the final grade level of the trench surface. Excavated site soil free of oversize particles and deleterious matter may be used to backfill the trench zone. Trench backfill Converse Consultants
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should follow City of Beaumont. If additional recommendations beyond the City Standards are needed, the following specifications can be used during the placement of trench backfill.
• Trench excavations to receive backfill should be free of trash, debris or other unsatisfactory materials at the time of backfill placement. • Trench zone backfill should be compacted to at least 90 percent of the laboratory maximum dry density as per ASTM D1557 test method. At least the upper 1 foot of trench backfill underlying pavement should be compacted to at least 95 percent of the laboratory maximum dry density as per ASTM D1557 test method. • Particles larger than 1 inch should not be placed within 12 inches of the pavement subgrade. No more than 30 percent of the backfill volume should be larger than 3/4 -inch in the largest dimension. Gravel should be well mixed with finer soil. Rocks larger than 3 inches in the largest dimension should not be placed as trench backfill.
• Trench backfill should be compacted by mechanical methods, such as sheepsfoot, vibrating or pneumatic rollers or mechanical tampers to achieve the density specified herein. The backfill materials should be brought to within ± 3 percent of optimum moisture content for coarse -grained soil, and between optimum and 2 percent above optimum for fine-grained soil, then placed in horizontal layers. The thickness of uncompacted layers should not exceed 8 inches. Each layer should be evenly spread, moistened or dried as necessary, and then tamped or rolled until the specified density has been achieved.
• The contractor should select the equipment and processes to be used to achieve the specified density without damage to adjacent ground, structures, utilities and completed work.
• The field density of the compacted soil should be measured by the ASTM D1556 (Sand Cone) or ASTM D6938 (Nuclear Gauge) or equivalent. • Observations and field tests should be performed by the project soils consultant to confirm that the required degree of compaction has been obtained. Where compaction is less than that specified, additional compactive effort should be made with adjustment of the moisture content as necessary, until the specified compaction is obtained.
• It should be the responsibility of the contractor to maintain safe working conditions during all phases of construction.
• Trench backfill should not be placed, spread or rolled during unfavorable weather conditions. When the work is interrupted by heavy rain, fill operations should not resume until field tests by the project's geotechnical consultant indicate that the moisture content and density of the fill are in compliance with project specifications.

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10.0 DESIGN RECOMMENDATIONS
The various design recommendations provided in this section are based on the assumption that the above earthwork and grading recommendations will be implemented in the project design and construction.

10.1 Shallow Foundation Design Parameters
The proposed equipment pads and walls may be supported on continuous spread and/or isolated spread footings. The design of the shallow foundations should be based on the recommended parameters presented in the table below.

Table No. 6, Recommended Foundation Parameters
Parameter
Value
Minimum continuous footing width
Minimum isolated footing width
Minimum continuous or isolated footing depth of embedment below lowest adjacent grade
Allowable net bearing capacity
18 inches
18 inches
18 inches
3,500 psf
The actual footing dimensions and reinforcement should be based on structural design.

The allowable bearing capacity can be increased by 500 psf with each foot of additional embedment and 100 psf with each foot of additional width up to a maximum of 4,500 psf.

The net allowable bearing values indicated above are for the dead loads and frequently applied live loads and are obtained by applying a factor of safety of 3.0 to the net ultimate bearing capacity. If normal code requirements are applied for design, the above vertical bearing value may be increased by 33 percent for short duration loadings, which will include loadings induced by wind or seismic forces.

10.2 Mat Foundation Design Parameters
The proposed equipment pad may be designed as mat foundation. The modulus of subgrade reaction (k) for design of flexible mat foundation was estimated from the available soil compressibility data and published charts. For design of flexible mat foundation, the following equation may be used.
k= k1 [(B+1)/28]2
Where:
k= vertical modulus of subgrade reaction for mat foundation, kips per cubic feet ki= 200 kcf, normalized modulus of subgrade reaction for 1 -square -foot footing B= foundation width, feet
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Other necessary parameters (modulus of elasticity and Poisson's ratio) for mat foundation design are as follows.

E= 33 Wc1.5 fc 0.5 psi
Where, E = Modulus of Elasticity of Concrete (psi)
We = weight of concrete (pcf)
fc = compressive strength of concrete at 28 days (psi)
v = 0.35, Poisson's Ratio
An allowable net bearing capacity of 3,500 psf may be used for mat foundations founded on compacted native soil. The mat should be reinforced with top and bottom steel, as appropriate, to provide structural continuity and to permit spanning of local irregularities.

The mat foundation dimensions, and reinforcement should be based on structural design.

For design purposes, the self -weight of the mat foundation can be negligible.

10.3 Soil Parameters for Pipe Design
Structural design requires proper evaluation of all possible loads acting on pipe. The stresses and strains induced on buried pipe depend on many factors, including the type of soil, density, bearing pressure, angle of internal friction, coefficient of passive earth pressure, and coefficient of friction at the interface between the backfill and native soils.

The recommended values of the various soil parameters for design are provided in the following table.

Table No. 7, Soil Parameters for Pipe Design
Soil Parameters
Value
140
Average compacted fill total unit weight (assuming 92%
relative compaction), y (pcf)
Angle of internal friction of soils, (I)
33 Soil cohesion, c (psf)
80 Coefficient of friction between concrete and native soils, fs

0.35 Coefficient of friction between steel pipe and native soils, fs

0.25 Bearing pressure against native soils (psf)
3,500
Coefficient of passive earth pressure, Kp

3.39 Coefficient of active earth pressure, Ka

0.29 Modulus of Soil Reaction E' (psi)
1,500
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10.4 Bearing Pressure for Anchor and Thrust Blocks
An allowable net bearing pressure presented in Table No. 7, Soil Parameters for Pipe Design may be used for anchor and thrust block design against alluvial soils. Such thrust blocks should be at least 18 inches wide.

If normal code requirements are applied for design, the above recommended bearing capacity and passive resistances may be increased by 33 percent for short duration loading such as seismic or wind loading.

10.5 Lateral Earth Pressures and Resistance to Lateral Loads In the following subsections, the lateral earth pressures and resistance to lateral loads are estimated by using on -site native soils strength parameters obtained from laboratory testing.

10.5.1 Active Earth Pressures
The active earth pressure behind any buried wall or foundation depends primarily on the allowable wall movement, type of backfill materials, backfill slopes, wall or foundation inclination, surcharges, and any hydrostatic pressures. The lateral earth pressures are presented in the following table.

Table No. 8, Active and At -Rest Earth Pressures
Loading Conditions
Lateral Earth Pressure
(psf/ft depth)
Active earth conditions (wall is free to deflect at least 0.001 radian) 38 At -rest (wall is restrained)
59 These pressures assume no surcharge, and no hydrostatic pressure. If water pressure is allowed to build up behind the walls, the active pressures should be reduced by 50 percent and added to a full hydrostatic pressure to compute the design pressures against the walls.

A uniform lateral pressure of 100 psf should be considered to account for normal vehicular and construction traffic within 10 feet of the structures.

10.5.2 Resistance to Lateral Loads
Resistance to lateral loads can be assumed to be provided by a combination of friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 between formed concrete and soil may be used with the dead load forces. An allowable passive earth pressure of 200 psf per foot of depth may be used for the sides of the footing poured against recompacted native soils. A factor of safety of 1.5 was applied in calculating Converse Consultants
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passive earth pressure. The maximum value of the passive earth pressure should be limited to 3,500 psf.

Vertical and lateral bearing values indicated above are for the total dead loads and frequently applied live loads. If normal code requirements are applied for design, the above vertical bearing and lateral resistance values may be increased by 33 percent for short duration loading, which will include the effect of wind or seismic forces.

Due to the low overburden stress of the soil at shallow depth, the upper 1 foot of passive resistance should be neglected unless the soil is confined by pavement or slab.

10.5.3 Seismic Earth Pressure
The seismic force applied to the wall is based on a horizontal seismic acceleration coefficient equal to one-third of the peak ground. An equivalent fluid seismic pressure of 27H pcf may be assumed under active loading conditions (regular triangular pressure distribution) where H is the height of the backfill behind the wall.

10.6 Settlement
The total settlement of mat foundation from static structural loads and short-term settlement of properly compacted fill is anticipated to be 1 inch or less. The differential settlement resulting from static loads is anticipated to be 0.5 inches or less over a horizontal distance of 40 feet.

Our analysis of the potential dynamic settlement is presented in Appendix C, Liquefaction and Settlement Analysis. We estimate that the site has negligible potential for liquefaction induced settlement with up to 0.4 inches of dry seismic settlement. The soil profile across the site is relatively similar. So, we anticipate that the total settlement will be uniform. We recommend that the planned structure be designed in anticipation of dynamic differential settlement of 0.5 inches in 40 horizontal feet.

Generally, the static and dynamic settlement does not occur at the same time. For design purposes, the structural engineer should decide whether static and dynamic settlement will be combined or not.

10.7 Soil Corrosivity
Two representative soil sample was evaluated for corrosivity with respect to common construction materials such as concrete and steel. The test results are presented in Appendix B, Laboratory Testing Program and general discussion of the test results are presented below. However, Converse does not practice in the area of corrosion consulting and cannot provide mitigation recommendations.

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Soil pH values were found 8.5 and 8.7, which indicates soil is alkaline in nature.

The sulfate contents of the sampled soil correspond to American Concrete Institute (ACI) exposure category SO for the sulfate concentration (ACI 318-14, Table 19.3.1.1). No concrete type restrictions are specified for exposure category SO (ACI 318-14, Table

19.3.2.1). A minimum compressive strength of 2,500 psi is recommended.

We anticipate that concrete will be exposed to moisture from precipitation and irrigation.

Based on the project location and the results of chloride testing of the soils, we do not anticipate that concrete structures will be exposed to external sources of chlorides, such as deicing chemicals, salt, brackish water, or seawater. ACI specifies exposure category C1 where concrete is exposed to moisture, but not to external sources of chlorides (ACI 318-14, Table 19.3.1.1). ACI provides concrete design recommendations in ACI 318-14, Table 19.3.2.1, including a compressive strength of at least 2,500 psi and a maximum chloride content of 0.3 percent.

According to Romanoff, 1957, the following table provides general guideline of soil corrosion based on electrical resistivity.

Table No. 9, Correlation Between Resistivity and Corrosion Soil Resistivity (ohm -cm) per Caltrans CT 643
Corrosivity Category
Over 10,000
2,000 — 10,000
1,000 — 2,000
Less than 1,000
Mildly corrosive
Moderately corrosive
corrosive
Severe corrosive
The measured value of the minimum electrical resistivity of the sample when saturated were 4,093 and 4,232 ohm -cm for the site. This indicates that the soils tested are moderately corrosive to ferrous metals in contact with the soil. If needed, a qualified corrosion consultant should provide appropriate corrosion mitigation measures for any ferrous metals and concrete materials in contact with the site soils.

10.8 Asphalt Concrete Pavement
For pavement design, we have utilized design R -value of 36 and Traffic Indices (Tls) ranging from 5 to 8.

Based on the above information, asphalt concrete and aggregate base thickness are determined using the Caltrans Highway Design Manual (Caltrans, 2021), Chapter 630 with a safety factor of 0.2 for asphalt concrete/aggregate base Section and 0.1 for full depth asphalt concrete section. Minimum TI, asphalt pavement and aggregate base Converse Consultants
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thickness requirements were also considered in the pavement designs. Preliminary asphalt concrete pavement sections for each street are presented in the following table.

Table No. 10, Recommended Pavement Sections
Design R -
value
Traffic
Index
(TI)
Asphalt Concrete
(inches)
Pavement Section
Aggregate Base Full AC Section
(inches) (inches)
36 5.0

6.0 7.0

8.0 3.0

4.0 4.5

5.5 4.5

5.0 7.0

8.0 5.5

7.0 8.0

9.5 Pavement sections should follow Table No. 10, Recommended Pavement Sections or the City of Beaumont Standards, whichever is applicable. At or near the completion of grading, the subgrade should be tested to evaluate the actual subgrade R -value for final pavement design.

Prior to placement of aggregate base or asphalt concrete, at least the upper 12 inches of subgrade soils should be scarified, moisture -conditioned if necessary, and recompacted to at least 95 percent of the laboratory maximum dry density as defined by ASTM Standard D1557 test method.

Base materials should conform to Section 200-2.2,"Crushed Aggregate Base," of the current Standard Specifications for Public Works Construction (SSPWC; Public Works Standards, 2018) or the City of Beaumont Standards, whichever is applicable and should be placed in accordance with Section 301-2 of the SSPWC.

Asphaltic concrete materials should conform to Section 203 of the SSPWC or the City of Beaumont Standards, whichever is applicable and should be placed in accordance with Section 302-5 of the SSPWC.

11.0 CONSTRUCTION RECOMMENDATIONS
Temporary sloped excavation and shoring design recommendations are presented in the following sections.

11.1 General
Prior to the start of construction, all existing underground utilities should be located at the project site. Such utilities should either be protected in -place or removed and replaced during construction as required by the project specifications.

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Sloped excavations may not be feasible in locations adjacent to existing utilities, pavement, or structures. Recommendations pertaining to temporary excavations are presented in this section.

Excavations near existing structures may require vertical side wall excavation. Where the side of the excavation is a vertical cut, it should be adequately supported by temporary shoring to protect workers and any adjacent structures.

All applicable requirements of the California Construction and General Industry Safety Orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. The soils exposed in cuts should be observed during excavation by the geotechnical consultant and the competent person designated by the contractor. If potentially unstable soil conditions are encountered, modifications of slope ratios for temporary cuts may be required.

11.2 Temporary Sloped Excavations
Temporary open -cut trenches may be constructed with side slopes as recommended in the following table. Temporary cuts encountering soft and wet fine-grained soils; dry loose, cohesionless soils or loose fill from trench backfill may have to be constructed at a flatter gradient than presented below.

Table No. 11, Slope Ratios for Temporary Excavations
Soil Type
OSHA Soil
Type
Depth of Cut
(feet)
Recommended Maximum
Slope (Horizontal:Vertical)1
Sandy Silt (ML), Silty
Sand (SM)*
C
Slope ratio assumed to be uniform from top to toe of slope. 0-10

1.5:1
For shallow excavations up to 4 feet bgs can be vertical. For steeper temporary construction slopes or deeper excavations, or unstable soil encountered during the excavation, shoring or trench shields should be provided by the contractor to protect the workers in the excavation.

Surfaces exposed in slope excavations should be kept moist but not saturated to retard raveling and sloughing during construction. Adequate provisions should be made to protect the slopes from erosion during periods of rainfall. Surcharge loads, including construction materials, should not be placed within 5 feet of the unsupported slope edge.

Stockpiled soils with a height higher than 6 feet will require greater distance from trench edges.

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11.3 Shoring Design
Temporary shoring will be required where open sloped excavations will not be feasible due to unstable soils or due to nearby existing structures or facilities. Temporary shoring may consist of conventional soldier piles and lagging or sheet piles or any piles selected by contractor. The shoring for the pipe excavations may be laterally supported by walers and cross bracing or may be cantilevered. Drilled excavations for soldier piles will require the use of drilling fluids to prevent caving and to maintain an opened hole for pile installation.

The active earth pressure behind any shoring depends primarily on the allowable movement, type of backfill materials, backfill slopes, wall inclination, surcharges, and any hydrostatic pressures.

The lateral earth pressures to be used in the design of shoring is presented in the following table.

Table No. 12, Lateral Earth Pressures for Temporary Shoring Lateral Resistance Soil Parameters*
Value
Active Earth Pressure (Braced Shoring) (psf) (A)
26 Active Earth Pressure (Cantilever Shoring) (psf) (B) 45 At -Rest Earth Pressure (Cantilever Shoring) (psf) (C) 66 Passive earth pressure (psf per foot of depth) (D)
Maximum allowable bearing pressure against native soils (psf) (E) Coefficient of friction between sheet pile and native soils, fs (F) Parameters A through F are used in Figures No. 4 and 5 below. 200
3,500

0.25 Restrained (braced) shoring systems should be designed based on Figure No. 3, Lateral Earth Pressures for Temporary Braced Excavation to support a uniform rectangular lateral earth pressure.

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Figure No. 3, Lateral Earth Pressures for Tem
q (Surcharge)
} } } } Total Earth Pressure, P
H1
1-1 I
P = Pq + Pa
Pq = 0.5q - incremental surcharge pressure
Pa = (A)H, - active earth pressure (Braced walls)
Lateral Pressure Resistance
Pp = (D) H2 5 (E) psf - passive earth pressure (on native soils) p = (F) - ultimate friction coefficient
between steel sheet piles and soil
Note:

HZ
Pa
All values of height (H) in feet, pressure (P) and surcharge (q) in pounds per square foot (psf).

Pp
Pq
ora
Braced Excavation
Unrestrained (cantilever) design of cantilever shoring consisting of soldier piles spaced at least two diameters on -center or sheet piles, can be based on Figure No. 4, Lateral Earth Pressures on Temporary Cantilever Wall.

Figure No. 4, Lateral Earth Pressures on Temporary Cantilever Wall q {Surcharge;
1 H2
Pp
Y
M
r —r
Pq
Fa, Pc.

Total Earth Pressure, P
P = Pq + Pa, Po
Pq = 0.5q - incremental surcharge pressure
Pa = (B)H, - active earth pressure (Un-restrained)
Po = (C)H, - at rest earth pressure (Restrained)
Pp = (D) H2 5 (E) psf
N=(F)
Lateral Pressure Resistance
- passive earth pressure (on native soils)
- ultimate friction coefficient between steel
Note:

All values of height (H) in feet, pressure (P) and surcharge (q) in pounds per square foot (psf).

The provided pressures assume no hydrostatic pressures. If hydrostatic pressures are allowed to build up, the incremental earth pressures below the ground -water level should be reduced by 50 percent and added to hydrostatic pressure for total lateral pressure.

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Passive resistance includes a safety factor of 1.5. The upper 1 foot for passive resistance should be ignored unless the surface is confined by a pavement or slab.

In addition to the lateral earth pressure, surcharge pressures due to miscellaneous loads, such as soil stockpiles, vehicular traffic or construction equipment located adjacent to the shoring, should be included in the design of the shoring. A uniform lateral pressure of 100 psf should be included in the upper 10 feet of the shoring to account for normal vehicular and construction traffic within 10 feet of the trench excavation. As previously mentioned, all shoring should be designed and installed in accordance with state and federal safety regulations.

The contractor should have provisions for soldier pile and sheet pile removal. All voids resulting from removal of shoring should be filled. The method for filling voids should be selected by the contractor, depending on construction conditions, void dimensions and available materials. The acceptable materials, in general, should be non -deleterious, and able to flow into the voids created by shoring removal (e.g., concrete slurry, "pea" gravel, etc.).

Excavations for the proposed pipeline should not extend below a 1:1 horizontal:vertical (H:V) plane extending from the bottom of any existing structures, utility lines or streets.

Any proposed excavation should not cause loss of bearing and/or lateral supports of the existing utilities or streets.

If the excavation extends below a 1:1 (H:V) plane extending from the bottom of the existing structures, utility lines or streets, a maximum of 10 feet of slope face parallel to the existing improvement should be exposed at a time to reduce the potential for instability. Backfill should be accomplished in the shortest period of time and in alternating sections.

12.0 GEOTECHNICAL SERVICES DURING CONSTRUCTION
The project geotechnical consultant should review plans and specifications as the project design progresses. Such review is necessary to identify design elements, assumptions, or new conditions which require revisions or additions to our geotechnical recommendations.

The project geotechnical consultant should be present to observe conditions during construction. Geotechnical observation and testing should be performed as needed to verify compliance with project specifications. Additional geotechnical recommendations may be required based on subsurface conditions encountered during construction.

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June 23, 2022

13.0 CLOSURE
This report is prepared for the project described herein and is intended for use solely by Albert A. Webb Associates and their authorized agents to assist in the design and construction of the proposed project. Our findings and recommendations were obtained in accordance with generally accepted professional principles practiced in geotechnical engineering. We make no other warranty, either expressed or implied.

Converse Consultants is not responsible or liable for any claims or damages associated with interpretation of available information provided to others. Field exploration identifies actual soil conditions only at those points where samples are taken, when they are taken.

Data derived through sampling and laboratory testing is extrapolated by Converse employees who render an opinion about the overall soil conditions. Actual conditions in areas not sampled may differ. In the event that changes to the project occur, or additional, relevant information about the project is brought to our attention, the recommendations contained in this report may not be valid unless these changes and additional relevant information are reviewed, and the recommendations of this report are modified or verified in writing. In addition, the recommendations can only be finalized by observing actual subsurface conditions revealed during construction. Converse cannot be held responsible for misinterpretation or changes to our recommendations made by others during construction.

As the project evolves, continued consultation and construction monitoring by a qualified geotechnical consultant should be considered an extension of geotechnical investigation services performed to date. The geotechnical consultant should review plans and specifications to verify that the recommendations presented herein have been appropriately interpreted, and that the design assumptions used in this report are valid.

Where significant design changes occur, Converse may be required to augment or modify the recommendations presented herein. Subsurface conditions may differ in some locations from those encountered in the explorations, and may require additional analyses and, possibly, modified recommendations.

Design recommendations given in this report are based on the assumption that it will be implemented. Additional consultation may be prudent to interpret Converse's findings for contractors, or to possibly refine these recommendations based upon the review of the actual site conditions encountered during construction. If the scope of the project changes, if project completion is to be delayed, or if the report is to be used for another purpose, this office should be consulted.

Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022

14.0 REFERENCES
AMERICAN CONCRETE INSTITUTE (ACI), 2014, Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary, October 2014.

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE), 2017, Minimum Design Loads for Buildings and Other Structures, SEI/ASCE Standard No. 7-16, dated 2017.

CALIFORNIA BUILDING STANDARDS COMMISSION (CBSC), 2019, California Building Code (CBC).

CALIFORNIA DEPARTMENT OF WATER RESOURCES (DWR), 2022, Water Data Library ( http://wdl.water.ca.gov/waterdatalibrary/) , accessed June 2022.

CALIFORNIA GEOLOGICAL SURVEY (CGS), 2007, Fault -Rupture Hazard Zones in California, Alquist-Priolo Earthquake Faulting Zoning Act with Index to Earthquake Fault Zone Maps, Special Publication 42, revised 2007.

CALIFORNIA STATE WATER RESOURCES CONTROL BOARD (SWRCB), 2022, GeoTracker database ( http://geotracker.waterboards.ca.gov/) , accessed June 2022.

DAS, B.M., 2011, Principles of Foundation Engineering, Seventh Edition, published by Global Engineering, 2011.

DEPARTMENT OF WATER RESOURCES - DIVISION OF SAFETY OF DAMS (DSOD), 2022, California Dam Breach Inundation Maps,
( https://fmds.water.ca.gov/webgis/?appid=dam prototype v2), accessed June 2022.

MATTI, J.C., MORTON, D.M. and LANGANHEIM, V.E., 2015 Geologic and Geophysical Maps of the El Casco 7.5' quadrangle, Riverside County, Southern California, with accompanying geologic -map database, California, U.S Geologic Survey Open -File Report OF -2010-1274, scale 1:24000
ROMANOFF, MELVIN, 1957, Underground Corrosion, National Bureau of Standards Circular 579, dated April 1957.

U.S. GEOLOGICAL SURVEY (USGS), 2022, National Water Information System: Web Interface ( http://nwis.waterdata.usga.gov/nwis/gwlevels) , accessed June 2022.

U.S. GEOLOGIC SURVEY, 2008 National Seismic Hazard Maps — Source Parameters, https://earthquake.usgs.gov/cfusion/hazfaults_2008_search .

Converse Consultants
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Appendix A
Field Exploration

Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page A-1

APPENDIX A

FIELD EXPLORATION
Our field investigation included a site reconnaissance and a subsurface exploration program consisting of drilling soil borings. During the site reconnaissance, the surface conditions were noted, and the borings were marked at the locations approved by Bradley Sackett with Albert A. Webb Associates. The approximate boring locations were established in the field with reference to existing landmarks and other visible features.

The locations should be considered accurate only to the degree implied by the method used.

Two exploratory borings (BH-01 and BH-02) were drilled on April 21, 2022, to investigate the subsurface conditions at the site. The borings were drilled to the depths of 20.5 and 51.5 below existing ground surface (bgs).

The borings were advanced using a truck -mounted drill rig equipped with 8 -inch diameter hollow -stem augers for soils sampling. Encountered materials were continuously logged by a Converse Engineer and classified in the field by visual classification in accordance with the Unified Soil Classification System. Where appropriate, the field descriptions and classifications have been modified to reflect laboratory test results.

Relatively undisturbed samples were obtained using California Modified Samplers (2.4 inches inside diameter and 3.0 inches outside diameter) lined with thin sample rings. The steel ring sampler was driven into the bottom of the borehole with successive drops of a 140 -pound driving weight falling 30 inches. Blow counts at each sample interval are presented on the boring logs. Samples were retained in brass rings (2.4 inches inside diameter and 1.0 inch in height) and carefully sealed in waterproof plastic containers for shipment to the Converse laboratory. Bulk samples of typical soil types were also obtained.

Standard Penetration Testing (SPT) was also performed in accordance with the ASTM Standard D1586 test method at 10 -foot intervals beginning at 20 feet bgs in the 50 feet deep boring using a standard (1.4 inches inside diameter and 2.0 inches outside diameter) split -barrel sampler. The mechanically driven hammer for the SPT sampler was 140 pounds, falling 30 inches for each blow. The recorded blow counts for every 6 inches for a total of 1.5 feet of sampler penetration are shown on the Logs of Boring.

The exact depths at which material changes occur cannot always be established accurately. Unless a more precise depth can be established by other means, changes in material conditions that occur between drive samples are indicated on the logs at the top of the next drive sample.

Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page A-2
Following the completion of logging and sampling, the borings were backfilled with soil cuttings mixed with cement and compacted by pushing down with augers using the drill rig weight. If construction is delayed, the surface of the borings may settle over time. We recommend the owner monitor the boring locations and backfill any depression that might occur or provide protection around the boring locations to prevent trip and fall injuries from occurring near the area of any potential settlement.

For a key to soil symbols and terminology used in the borings log, refer to Drawing No. A- 1 a and A-1 b, Unified Soil Classification and Key to Boring Log Symbols. For logs of borings, see Drawing Nos. A -2a, A -2b and A-3, Logs of Boring.

Converse Consultants
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SOIL CLASSIFICATION CHART

MAJOR DIVISIONS

SYMBOLS

TYPICAL

DESCRIPTIONS
GRAPH
LETTER
COARSE

GRAINED
SOILS
MORE THAN 50% OF

MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE
GRAVEL
AND

GRAVELLY
SOILS
MORE THAN 50%OF

COARSE FRACTION
RETAINED ON NO. 4
SIEVE
CLEAN

GRAVELS
(LITTLE OR NO FINES)
... 15.1
: all. 1
Gyy�/r�

WELL -GRADED GRAVELS,

GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES
od U o�
QO o
)O pOo 0 01
GP

POORLY -GRADED GRAVELS,

GRAVEL -SAND MIXTURES,

LITTLE OR NO FINES

GRAVELS
WITH
FINES
(APPRECIABLEAMOUNT

OF FINES)
00L.
0G0
)O
bO0
O(
00 GM

GRAVEL - SAND
-SILT MIXTURES
0�

GC

CLAYEY GRAVELS, GRAVEL-

SAND - CLAY MIXTURES
SAND
AN D
SANDY
SOILS
MORE THAN 50% OF

COARSE FRACTION
PASSING ON NO.4
SIEVE
CLEAN
SANDS
(LITTLE OR NO FINES)
qee egaeve8 <
A
Diamond Core

FIELD AND LABORATORY TESTS
C Consolidation (ASTM D 2435)
CL Collapse Potential (ASTM D 4546)
CP Compaction Curve (ASTM D 1557)
CR Corrosion, Sulfates, Chlorides (CTM 643-99; 417; 422) CU Consolidated Undrained Triaxial (ASTM D 4767)
DS Direct Shear (ASTM D 3080)
El Expansion Index (ASTM D 4829)
M Moisture Content (ASTM D 2216)
OC Organic Content (ASTM D 2974)
P Permeablility (ASTM D 2434)
pp Particle Size Analysis (ASTM D 6913 [2002])
PI Liquid Limit, Plastic Limit, Plasticity Index
(ASTM D 4318)
PL Point Load Index (ASTM D 5731)
PM Pressure Meter
pp Pocket Penetrometer
R R -Value (CTM 301)
SE Sand Equivalent (ASTM D 2419)
SG Specific Gravity (ASTM D 854)
SW Swell Potential (ASTM D 4546)
TV Pocket Torvane
UC Unconfined Compression - Soil (ASTM D 2166)
Unconfined Compression - Rock (ASTM D 7012)
UU Unconsolidated Undrained Triaxial (ASTM D 2850)
UW Unit Weight (ASTM D 2937)
x

SAMPLE TYPE

STANDARD PENETRATION TEST
Split barrel sampler in accordance with
ASTM D-1586-84 Standard Test Method
DRIVE SAMPLE 2.42" I.D. sampler (CMS).

DRIVE SAMPLE No recovery

BULK SAMPLE

GROUNDWATER WHILE DRILLING

GROUNDWATER AFTER DRILLING

UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS Converse Consultants
Mesa Lift Station Upgrades
Southeast of the intersection of Potrero Blvd. and Castello Ln.

City of Beaumont, Riverside County, California
For: Albert Webb Associates
Project No.
21-81-289-01
Drawing No.

A -la
Project ID: 21-81-213-01.GPX; Template: KEY

CONSISTENCY OF COHESIVE SOILS
Descriptor
Unconfined Compressive
Strength (tsf)
SPT Blow
Counts
Pocket
Penetrometer
(tsf) pp
CA
Sampler
Torvane (tsf)
Field Approximation
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard

4.0 30

4.0 50

2.0 Easily penetrated several inches by fist
Easily penetrated several inches by thumb
Can be penetrated several inches by thumb
with moderate effort
Readily indented by thumb but penetrated
only with great effort
Readily indented by thumbnail
Indented by thumbnail with difficulty

APPARENT DENSITY OF COHESIONLESS SOILS

MOISTURE
Descriptor
SPT N6c Value (blows / foot)
CA Sampler
Descriptor
Criteria
Very Loose
Loose
Medium Dense
Dense
Very Dense
50 60
Dry
Moist
Wet
Absence of moisture, dusty, dry to the touch
Damp but no visible water
Visible free water, usually soil is below
water table

PERCENT

OF PROPORTION OF SOILS

SOIL PARTICLE SIZE
Descriptor
Criteria
Descriptor
Size
Trace (fine)/
Particles are present but estimated
Boulder
> 12 inches
Scattered (coarse)
to be less than 5%
Cobble
3 to 12 inches
Few
5 to 10%
Coarse
3/4 inch to 3 inches
Little
15 to 25%
Gravel
Fine
No. 4 Sieve to 3/4 inch
Coarse
No. 10 Sieve to No. 4 Sieve
Some
30 to 45%
Sand
Medium
No. 40 Sieve to No. 10 Sieve
Fine
No. 200 Sieve to No. No. 40 Sieve
Mostly
50 to 100%
Silt and Clay
Passing No. 200 Sieve

PLASTICITY OF FINE-GRAINED SOILS
Descriptor
Criteria
Nonplastic
Low
Medium
High
A 1/8 -inch thread cannot be rolled at any water content.

The thread can barely be rolled, and the lump cannot be formed when drier than the plastic limit.

The thread is easy to roll, and not much time is required to reach the plastic limit; it cannot be rerolled after reaching the plastic limit. The lump crumbles when drier than the plastic limit.

It takes considerable time rolling and kneading to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. The lump can be formed without crumbling when drier than the plastic limit.

CEMENTATION/ Induration
Descriptor
Criteria
NOTE: This legend sheet provides descriptions and
Weak
Moderate
Strong
or breaks with handling or
little finger pressure.

Crumbles or breaks with considerable
finger pressure.

Will not crumble or break with finger
pressure.
associated criteria for required soil description components only. Refer to Caltrans Soil and Rock Logging, Classification, and Presentation Manual (2010), Section 2, for tables of additional soil description components and discussion of soil description and identification.

UNIFIED SOIL CLASSIFICATION AND KEY TO BORING LOG SYMBOLS ‹V Converse Consultants
Project ID: 21-81-213-01.GPX; Template: KEY
Mesa Lift Station Upgrades Project No. Drawing No.

Southeast of the intersection of Potrero Blvd. and Castello Ln. 21-81-289-01 A-1 b City of Beaumont, Riverside County, California
Forage f soi 23

Log of Boring No. BH-01
Dates Drilled: 4/21/2022 Logged by: Mahmoud Suliman Checked By:

Equipment: 8" HOLLOW STEM AUGER Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 2424
Hashmi Quazi
Depth to Water (ft, bgs): NOT ENCOUNTERED
Depth (ft)
Graphic
Log

SUMMARY OF SUBSURFACE CONDITIONS
This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the Boring and at the time of drilling.

Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered.

SAMPLES
BLOWS
MOISTURE (%)
DRY UNIT WT.
(pcf)
OTHER
DRIVE
BULK
ALLUVIUM:

SILTY SAND (SM): fine to coarse -grained, very dense,
few gravel up to 1" in maximum dimension, moist,
brown.
19/28/39
10 128
CR, El
CL
- 5
-
19/36/44
9 132
C, DS
CP, PA
- tace clay
17/25/34
7 130
- 10

25/30/33
9 121
- 15
12/16/23
10 120
- 20
0 .^
o..
a. :ob:
o—
6/11/17
10 PA
SILTY SAND WITH GRAVEL (SM): fine to
o
o
coarse-grained, very dense, some gravel up to 1" in
maximum dimension, moist, brown.
- 25
-:o:
a:
:o.o.'
0 Ci . .:::.
0:. .c
0 25/40/50-5"
9 134
C3..
:, ,p
- 30
0 '
o
:.
b
o:
c
13/22/34
4 PA
X
Mesa Lift Station Upgrades
Southeast of the intersection of Potrero Blvd. and Castello Ln.

Converse Consultants City of Beaumont, Riverside County, California For: Albert Webb Associates
Project No. Drawing No.
21-81-289-01 A -2a
Project ID: 21-81-289-01.GPJ; Template: LOG

Log of Boring No. BH-01
Dates Drilled: 4/21/2022 Logged by: Mahmoud Suliman Checked By:

Equipment: 8" HOLLOW STEM AUGER Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 2424
Hashmi Quazi
Depth to Water (ft, bgs): NOT ENCOUNTERED
Depth (ft)
Graphic
Log
%meo=w
EƒJ/
kE@k
&Ea_/(0
t/§/\e
E�n-
o CD — C
7 Ca
o•E
il)- —o
$
8277,}\Q
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emg\
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0_�(D\§ o
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(7).& -28 ‘2.
ƒa
CD

SAMPLES
BLOWS
MOISTURE Al
DRY UNIT WT.
c)
OTHER
DRIVE
BULK
ALLUVIUM:
■
25/48/50-5"
9 106
CLAYEY SAND (SC): fine to medium -grained sand,
very dense, moist, brown.
— 40
L1f1
SAND WITH SILT (SP-SM): fine to coarse -grained, very
dense, moist, yellowish brown.
14/20/27
6 — 45
— —
—
SILTY SAND (SM): fine to coarse -grained, very dense,
few gravel up to 1" in maximum dimension, moist,
brown.
■
34/50-5"
22 85
— 50
11/17/27
17 End of boring at 51.5 feet bgs.

No groundwater encountered.

Borehole backfilled with soil cuttings mixed with cement, compacted by pushing down with augers using drill rig
weight and the surface patched with cold asphalt on
4/21/2022.

Mesa Lift Station Upgrades
Southeast of the intersection of Potrero Blvd. and Castello Ln.

Converse Consultants City of Beaumont, Riverside County, California For: Albert Webb Associates
Project No. Drawing No.
21-81-289-01 A -2b
Project ID: 21-81-289-01.GPJ; Template: LOG

Log of Boring No. BH-02
Dates Drilled: 4/21/2022 Logged by: Mahmoud Suliman Checked By:

Equipment: 8" HOLLOW STEM AUGER Driving Weight and Drop: 140 lbs / 30 in Ground Surface Elevation (ft): 2424
Hashmi Quazi
Depth to Water (ft, bgs): NOT ENCOUNTERED
Depth (ft)
Graphic
Log

SUMMARY OF SUBSURFACE CONDITIONS
This log is part of the report prepared by Converse for this project and should be read together with the report. This summary applies only at the location of the Boring and at the time of drilling.

Subsurface conditions may differ at other locations and may change at this location with the passage of time. The data presented is a simplification of actual conditions encountered.

SAMPLES
BLOWS
MOISTURE (%)
DRY UNIT WT.
(pcf)
OTHER
DRIVE
BULK
ALLUVIUM:

SILTY SAND (SM) (SM): fine to coarse -grained, very
dense, moist, reddish -brown.

CP, PA,
R
30/48/48
8 116
- 5 -
17/25/41
10 126
CR
- trace clay
17/25/42
11 126
DS
— 10 —

- few gravel up to 0.5" in maximum dimension
25/27/32
5 122
— 15 —
- dense

18/20/29
8 126
— 20
-.�. -.
50 5
Gist.

SAND WITH SILT (SP-SM): fine to coarse -grained, very
\ dense, moist, yellowish brown.

T
End of boring at 21.5 feet bgs.

No groundwater encountered.

Borehole backfilled with soil cuttings mixed with cement, compacted by pushing down with augers using drill rig
weight and the surface patched with cold asphalt on
4/21/2022.

Mesa Lift Station Upgrades
Southeast of the intersection of Potrero Blvd. and Castello Ln.

Converse Consultants City of Beaumont, Riverside County, California For: Albert Webb Associates
Project No. Drawing No.
21-81-289-01 A-3
Project ID: 21-81-289-01.GPJ; Template: LOG

Appendix B
Laboratory Testing Program

Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page B-1

APPENDIX B

LABORATORY TESTING PROGRAM
Tests were conducted in our laboratory on representative soil samples for the purpose of classification and evaluation of their physical properties and engineering characteristics.

The amount and selection of tests were based on the geotechnical parameters required for this project. Test results are presented herein and on the Logs of Borings, in Appendix A, Field Exploration. The following is a summary of the various laboratory tests conducted for this project.

In -Situ Moisture Content and Dry Density
In -situ dry density and moisture content tests were performed on relatively undisturbed ring samples, in accordance with ASTM Standard D2216 and D2937 to aid soils classification and to provide qualitative information on strength and compressibility characteristics of the site soils. For test results, see the Logs of Borings in Appendix A, Field Exploration.

Expansion Index
Two representative bulk samples were tested to evaluate the expansion potential in accordance with ASTM Standard D4829. The test results are presented in the following table.

Table No. B-1, Expansion Index Test Result
Boring No. ' epth Soil Description
(feet)
Expansion Index
Expansion Potential
BH-01
0-5
Silty Sand (SM)
0 Very Low
BH-02
0-5
Silty Sand (SM)
16 Very Low
R -value
One representative bulk soil sample was performed by AP Engineering and Testing, Inc. (Pomona, CA) in accordance with California Test Method CT301 for resistance value (R - value). The test provides a relative measure of soil strength for use in pavement design.

The test results are presented in the following table.

Table No. B-2, R -Value Test Results
Boring No. Depth (feet)
BH-02
0-5
Soil Classification Measured R -value
Silty Sand (SM)
36 Converse Consultants
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Geotechnical Investigation Report
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Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page B-2
Soil Corrosivity
Two representative soil samples were tested to determine minimum electrical resistivity, pH, and chemical content, including soluble sulfate and chloride concentrations. The purpose of these tests was to determine the corrosion potential of site soils when placed in contact with common construction materials. The tests were performed by AP Engineering and Testing, Inc. (Pomona, CA) in accordance with Caltrans Test Methods 643, 422 and 417. Test results are presented in the following table.

Table No. B-3, Summa rry of Soil Corrosivity Test Results Boring No.

BH-01
BH-02
Depth
(feet)
0-5
pH

8.5 5-10 8.7
Soluble Sulfates
(CA 417)
(ppm)
39 32
Soluble
Chlorides
(CA 422) (ppm)
21 20
Min. Resistivity
(CA 643)
(Ohm -cm)
4,093
4,232
Collapse
To evaluate the moisture sensitivity (collapse/swell potential) of the encountered soils, two collapse tests were performed in accordance with the ASTM Standard D4546 laboratory procedure. The samples were loaded to approximately 2 kips per square foot (ksf), allowed to stabilize under load, and then submerged. The tests results are presented in the following table.

Table No. B-4, Collapse Test Results
BH-01
BH-01
Depth (ft)
Soil Classification

2.5-4.0
Silty Sand (SM)

5.0-6.5
Silty Sand (SM)
Percent Swell (+)
Percent Collapse (-)
-0.7
-1.0
Collapse
Potential
Slight
Slight
Grain -Size Analysis
To assist in classification of soils, mechanical grain -size analyses were performed on four select samples in accordance with the ASTM Standard D6913 test method. Grain -size curves are shown in Drawing No. B-1, Grain Size Distribution Results and results are presented in the below table.

Table No. B-5, Grain Size Distribution Test Results
Boring No.

Depth (ft)
oil Classification % Gravel % Sand
%Silt
%Clay
BH-01
5-10
Silty Sand (SM)

9.0 63.5

27.5 BH-01

20.0-21.5
Silty Sand with Gravel (SM)

21.0 54.2

24.8 BH-01

30.0-31.5
Silty Sand with Gravel (SM)

15.0 69.6

15.4 BH-02
0-5
Silty Sand (SM)

12.0 59.3

28.7 Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page B-3
Maximum Density and Optimum Moisture Content
Laboratory maximum dry density -optimum moisture content relationship tests were performed on two representative bulk samples. The tests were conducted in accordance with the ASTM Standard D1557 test method. The tests results are presented in Drawing No. B-2, Moisture -Density Relationship Results, and are summarized in the following table.

Table No B-6, Summary of Moisture -Density Relationship Results Boring No.

Depth (ft)
Soil Description
Optimum
Moisture (%)
Maximum
Density (Ib./cft)
BH-01
5-10
Silty Sand (SM), Yellowish
Brown
BH-02
0-5

9.2 133.5
Silty Sand (SM), Yellowish
Brown

9.0 129.0
Direct Shear
Two direct shear tests were performed on relatively undisturbed representative ring samples under soaked moisture condition in accordance with the ASTM D3080 procedure. For the test, three samples contained in brass sampler rings were placed, one at a time, directly into the test apparatus and subjected to a range of normal loads appropriate for the anticipated conditions. The samples were then sheared at a constant strain rate of 0.02 inch/minute. Shear deformation was recorded until a maximum of about

0.25 -inch shear displacement was achieved. Ultimate strength was selected from the shear -stress deformation data and plotted to determine the shear strength parameters.

For test data, including sample density and moisture content, see Drawings No. B-3 and B-4, Direct Shear Test Results, and the following table.

Table No. B-7, Summary of Direct Shear Test Results
Boring No. Depth
(feet)
Soil Description
Peak Strength Parameters
Friction Angle
(degrees)
Cohesion
(psf)
BH-01

5.0-6.5
Silty Sand (SM)
33 80
BH-02

7.5-9.0
Silty Sand (SM)
34 20
Consolidation
One test was conducted in accordance with ASTM Standard D2435 method. Data obtained from this test on a relatively undisturbed ring sample was used to evaluate the settlement characteristics of the on -site soils under load. Preparation for this test involved trimming the sample, placing it in a 1 -inch -high brass ring, and loading it into the test apparatus, which contained porous stones to accommodate drainage during testing. Normal axial loads were applied to one end of the sample through the porous stones, and the resulting deflections were recorded at various time periods. The Toad was increased after the sample reached a Converse Consultants
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Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page B-4
reasonable state of equilibrium. Normal loads were applied at a constant load -increment ratio, successive loads being generally twice the preceding load. For test result, including sample density and moisture content, see Drawing No. B-5 Consolidation Test Result.

Sample Storage
Soil samples presently stored in our laboratory will be discarded 30 days after the date of this report, unless this office receives a specific request to retain the samples for a longer period.

Converse Consultants
M:\JOBFILE\2021\81\21-81-289 Beaumont Lift Station\Report\21-81-289-01 GIR-booste

U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I
6 4 3 2 1.5 1 1/23/8 3 4 6 810 1416 20 30 40 50 60 100140200

HYDROMETER

PERCENT FINER BY WEIGHT
100
95 90
85 80
75 70
65 60
55 50
45 40
35 30
25 20
15 10
5 0

I I I I I
I I I
100 10 1 0 1

GRAIN SIZE IN MILLIMETERS

0.01 0.001

COBBLES
GRAVEL
SAND

SILT OR CLAY
coarse fine
coarse
medium
fine
Boring No.

Depth (ft)
Description
LL
PL
PI
Cc
Cu
•
BH-01
5-10

SILTY SAND (SM)
X
BH-01
20-21.5

SILTY SAND WITH GRAVEL (SM)
A
BH-01

30.0-31.5

SILTY SAND WITH GRAVEL (SM)
*
BH-02
5-10

SILTY SAND (SM)
Boring No.

Depth (ft)
D100
D60
D30
D10
%Gravel
%Sand
%Silt %Clay
•
BH-01
5-10
19 1.298

0.6 9.0

63.5 27.5
X
BH-01
20-21.5
19 0.647

0.111

21.0 54.2

24.8 A
BH-01

30.0-31.5
25 1.009

0.238

15.0 69.6

15.4 *
BH-02
5-10
19 1.743

0.378

12.0 59.3

28.7 GRAIN SIZE DISTRIBUTION RESULTS
Mesa Lift Station Upgrades
Southeast of the intersection of Potrero Blvd. and Castello Ln.

Converse Consultants City of Beaumont, Riverside County, California For: Albert Webb Associates
Project No. Drawing No.
21-81-289-01 B-1
Project ID: 21-81-289-01.GPJ; Template: GRAIN SIZE

150
DRY DENSITY, pcf
145
140
135
130
125
120
115
110
105
100
95 90
0 Curves of 100% Satu
for Specific Gravity E
ration
qual to:

2.80 2.70

2.60 5
10 15
WATER CONTENT, %
20 25
30 SYMBOL
BORING NO.

DEPTH (ft)

DESCRIPTION
ASTM

TEST METHOD

OPTIMUM
WATER, %

MAXIMUM DRY
DENSITY, pcf
•
BH-01
5-10

SILTY SAND (SM), BROWN

9.2 133.5
1 BH-02
0-5

SILTY SAND (SM), REDDISH BROWN

9.0 129.0

MOISTURE -DENSITY RELATIONSHIP RESULTS
Mesa Lift Station Upgrades
Southeast of the intersection of Potrero Blvd. and Castello Ln.

Converse Consultants
City of Beaumont, Riverside County, California
For: Albert Webb Associates
Project No. Drawing No.
21-81-289-01 B-2
Project ID: 21-81-289-01.GPJ; Template: COMPACTION

SHEAR STRENGTH, psf
4,000
3,500
3,000
2,500
2,000
1,500
1,000
500
0 1,000
2,000
3,000
0 SURCHARGE PRESSURE, psf
4,000
BORING NO.

BH-01
DEPTH (ft)

5.0-6.5
DESCRIPTION •

SILTY SAND (SM)
COHESION (psf)
70 FRICTION ANGLE (degrees):
33 MOISTURE CONTENT (%)
:

9.0 DRY DENSITY (pcf) •
132.5
NOTE: Ultimate Strength.

DIRECT SHEAR TEST RESULTS
Converse Consultants
Mesa Lift Station Upgrades
Southeast of the intersection of Potrero Blvd. and Castello Ln.

City of Beaumont, Riverside County, California
For: Albert Webb Associates
Project No. Drawing No.
21-81-289-01 B-3
Project ID: 21-81-289-01.GPJ; Template: DIRECT SHEAR

4,000
3,500
3,000
SHEAR STRENGTH, psf
2,500
2,000
1,500
1,000
500
0-
0 1,000
2,000
SURCHARGE PRESSURE, psf
3,000
4,000
BORING NO.

BH-02
DEPTH (ft)

7.5-9.0
DESCRIPTION •

SILTY SAND (SM)
COHESION (psf)
20 FRICTION ANGLE (degrees):
34 MOISTURE CONTENT (%)
:

11.0 DRY DENSITY (pcf) •
126.4
NOTE: Ultimate Strength.

DIRECT SHEAR TEST RESULTS
Converse Consultants
Mesa Lift Station Upgrades
Southeast of the intersection of Potrero Blvd. and Castello Ln.

City of Beaumont, Riverside County, California
For: Albert Webb Associates
Project No. Drawing No.
21-81-289-01 B-4
Project ID: 21-81-289-01.GPJ; Template: DIRECT SHEAR

6 8
10 100
1,000
STRESS, psf
10,000
105
BORING NO. : BH-01
DEPTH (ft) 5.0-6.5
DESCRIPTION : SILTY SAND (SM)

MOISTURE
CONTENT (%)

DRY DENSITY
(pcf)

PERCENT

SATURATION
VOID
RATIO
INITIAL 9 132 94 0.251
NOTE: SOLID CIRCLES INDICATE READINGS AFTER ADDITION OF WATER

CONSOLIDATION TEST RESULTS
Converse Consultants
Mesa Lift Station Upgrades
Southeast of the intersection of Potrero Blvd. and Castello Ln.

City of Beaumont, Riverside County, California
For: Albert Webb Associates
Project No. Drawing No.
21-81-289-01 B-5
Project ID: 21-81-289-01.GPJ; Template: CONSOLIDATION

Appendix C
Liquefaction & Seismic Settlement Analysis

Geotechnical Investigation Report
Mesa Lift Station Upgrades
Southeast Corner of the Intersection of Potrero Boulevard and Castello Lane City of Beaumont, Riverside County, California
June 23, 2022
Page C-1

APPENDIX C

LIQUEFACTION AND SEISMIC SETTLEMENT ANALYSIS
The subsurface data obtained from the boring BH-02 was used to evaluate the liquefaction potential and associated dry seismic settlement when subjected to ground shaking during earthquakes.

A simplified liquefaction hazard analysis was performed using the program SPTLIQ (InfraGEO Software, 2020) using the liquefaction triggering analysis method by Boulanger and Idriss (2014). A modal earthquake magnitude of M 8.1 was selected based on the results of seismic deaggregation analysis using the USGS interactive online tool ( https://earthq uake. uses. gov/hazards/interactive/).

A peak ground acceleration (PGAM) of 0.74g for the MCE design event, where g is the acceleration due to gravity, was selected for this analysis. The PGA was based on the 2019 CBC seismic design parameters presented in Section 7.3.2, Site -Specific Seismic Design Parameters. The result of our analysis is presented on Sheet Nos. C-1 through C-3 and summarized in the following table.

Table C-1, Estimated D namic Settlements
Location
BH-01
Groundwater
Conditions
Current
Historical
Groundwater
Depth (feet bgs)
>50
>50
Dry Seismic
Settlement (inches)

0.4 Liquefaction
Induced Settlement
inches
Negligible
Based on our analysis, the potential for liquefaction induced settlement is negligible and dry seismic settlement is up to 0.4 inches.

The soil profile across the site is relatively similar. So, we anticipate that the total dynamic settlement will be uniform. We recommend that the planned structure be designed conservatively in anticipation of dynamic differential settlement of 0.5 inch in 40 horizontal feet.

Converse Consultants
M:\JOBFILE\2021\81\21-81-289 Beaumont Lift Station\Report\21-81-289-01 GIR-booste

SIMPLIFIED LIQUEFACTION HAZARDS ASSESSMENT USING STANDARD PENETRATION TEST (SPT) DATA (Copyright © 2015, 2019, SPTLIQ, All Rights Reserved; By: InfraGEO Software)

PROJECT INFORMATION
Project Name
Mesa Lift Station Project
Project No.
21-81-289-01
Project Location
City of Beaumont, Riverside County, California
Analyzed By
Mahmoud Suliman
Reviewed By
Hashmi Quzai

SELECTED METHODS OF ANALYSIS
Analysis Description
Triggering of Liquefaction
Boulanger-Idriss (2014)
Severity of Liquefaction
LPI: Liquefaction Potential Index based on Iwasaki et al. (1978) Seismic Compression Settlement (Dry/Unsaturated Soil)
Pradel (1998)
Liquefaction -Induced Settlement (Saturated Soil)
Ishihara and Yoshimine (1992)
Liquefaction -Induced Lateral Spreading
Zhang et al. (2004)
Residual Shear Strength of Liquefied Soil
Idriss and Boulanger (2008)

SEISMIC DESIGN PARAMETERS
Earthquake Moment Magnitude, M„

8.10 Peak Ground Acceleration, A,,,ax

0.76 g
Factor of Safety Against Liquefaction, FS

1.20 BORING DATA AND SITE CONDITIONS
Boring No.

BH-01
Ground Surface Elevation
2424.00 feet
Proposed Grade Elevation
2424.00 feet
GWL Depth Measured During Test

52.00 feet
GWL Depth Used in Design

52.00 feet
Borehole Diameter

8.00 inches
Hammer Weight
140.00 pounds
Hammer Drop

30.00 inches
Hammer Energy Efficiency Ratio, ER (%)

80.00 %
Hammer Distance to Ground Surface

5.00 feet
Topographic Site Condition:

Ratio, (L/H)
TSC1 (Level Ground with No Nearby Free Face)
- Ground Slope, S (%)
- Free Face Distance to Slope Height
«= Leave this blank
«= Leave this blank Set H to zero =» 0.00 feet

INPUT SOIL PROFILE DATA
Depth to
Top of
Soil Layer
(feet)
Depth to
Bottom of
Soil Layer
(feet)
Material
Type
USCS Group Symbol
(ASTM D2487)
Liquefaction
Screening
Susceptible Soil?
( N)
Total Soil
Unit Weight
Yt
(pcf)
Field SPT
Blow Count
Nfield
(blows/ft)
Type of
Soil
Sampler
Fines
Content
FC
(%)

0.00 5.00
SM
Y
140.0

43.0 SPT1

15.00 5.00

10.00 SM
Y
139.0

50.0 SPT1

15.00 10.00

15.00 SM
Y
131.0

41.0 SPT1

15.00 15.00

20.00 SM
Y
132.0

25.0 SPT1

15.00 20.00

25.00 SM
Y
145.0

28.0 SPT1

12.00 25.00

30.00 SP-SM
Y
145.0

32.5 SPT1

12.00 30.00

35.00 SM
Y
118.0

28.0 SPT1

15.00 35.00

40.00 SC
Y
118.0

50.0 SPT1

15.00 40.00

45.00 SP-SM
Y
103.0

47.0 SPT1

12.00 45.00

50.00 SM
Y
103.0

44.0 SPT1

25.00 Pane 1 nQ5 of 152
SPTLIQcc
SPTLIQ Input Data Sheet C-1

SIMPLIFIED LIQUEFACTION HAZARDS ASSESSMENT USING STANDARD PENETRATION TEST (SPT) DATA (Copyright C 2015, 2019, SPTLIQ, All Rights Reserved; By: InfraGEO Software)

PROJECT INFORMATION

SUMMARY OF RESULTS
Project Name
Mesa Lift Station Project
Severity of Liquefaction:

0.00 feet (cumulative total thickness in the upper 65 feet)

0.00 """ (Very low risk, with no surface manifestation of liquefaction) Project No.
21-81-289-01
Project Location
City of Beaumont, Riverside County, California
Total Thickness of Liquefiable Soils:

Liquefaction Potential Index (LP»:

Seismic Ground Settlements:

Analyzed By
Mahrnoud Suliman
Reviewed By
Hashmi Quasi
Analysis Method Upper 30 feet Upper 50 feet Upper 65 feet

SEISMIC DESIGN PARAMETERS
Seismic Compression Settlement:

Liquefaction -Induced Settlement:

Total Seismic Settlement:

Seismic Lateral Displacements:

Pradel (1998) 0.25 inches 0.40 inches 0.40 inches (Dry/Unsaturated Soils) Ishihara and Yoshimine (1992) 0.00 inches 0.00 inches 0.00 inches (Saturated Soils) Earthquake Moment Magnitude, M„

8.10 Peak Ground Acceleration, A,s„

0.76 g

0.25 inches 0.40 inches 0.40 inches
Factor of Safety Against Liquefaction, FS

1.20 Analysis Method Upper 30 feet Upper 50 feet Upper 65 feet

BORING DATA AND SITE CONDITIONS
Cyclic Lateral Displacement: Tokimatsu and Asaka (1998) 0.22 inches 0.35 inches 0.35 inches (During Ground Shaking) Lateral Spreading Displacement: Zhang et al. (2004) 0.00 inches 0.00 inches 0.00 inches (Mier Ground Shaking) Boring No.

BH-01
Ground Surface Elevation
2424.00 feet
Proposed Grade Elevation
2424,00 feet

NOTES AND REFERENCES
GWL Depth Measured During Test

52.00 feet
+ This method of analysis is based on observed seismic performance of level ground sites using correlation with normalized and fines -corrected SPT blow count, (NI)ao,= fl(Ni)so, FC} where (NI)so = Nee, Clv Ca Cr, Ca Cs ++ Liquefaction susceptibility screening is performed to identify soil layers assessed to be nos -liquefiable based on laboratory test results using the criteria proposed by Cetin and Seed (2003), Bray and Sancio (2006), or larks and Boulanger (2008).
" FSgy = Factor of Safety against liquefaction = (CRR/CSR), where CRR = CRR7.s MSF Kr K„ , MSF = Magnitude Scaling Factor, Kr = fRIII., cr',q], Ka =1.0, (level ground), CSR = Cyclic Stress Ratio= 0.65 A,,,,, (a,/a',) ra, and CAR, = Cyclic Resistance Ratio is a function of (N,)00„ and corrected for an earthquake magnitude Mn of 7.5. "" Residual strength values of liquefied soils are based on correlation with post -earthquake, normalized and fines -corrected SPT blow count derived by Idriss and Boulanger (2008). "0" Based on Iwasaki et al. (1978) and Toprak and Holzer (2003) GWL Depth Used in Design

52.00 feet
Borehole Diameter

8.00 inches
Hammer Weight
140.00 pounds
Hammer Drop

30.00 inches
Hammer Energy Efficiency Ratio, ER
80,00 %
Hammer Distance to Ground Surface

5.00 feet
Topographic Site Condition:

TSCI (Level Ground with No Nearby Free Face)
- Ground Slope, S

0.00 %
- Free Fare (1./H) Ratio
N/A H = 0 feet
+ Reference: Boulanger, R.W. and Idriss, I.M. (2014 , "CPT and SPT Based Li uefation Triggering Procedures," University of Davis, Center for Geotechnical Modeling Report No. UCD/CGM-14/01, 1-134, g ) q ggeriag ty o g ep
Average Total Unit Weight of New Fill
g g
120.00 f
pc (assumed)

INPUT SOIL PROFILE DATA
LIQUEFACTION TRIGGERING ANALYSIS BASED ON R.W. BOULANGER AND I.M, IDRISS (2014) METHOD + Residual
Shear
Strength
„
S,.

Seismic
Porcwttrr
Pressure
Ratio
ru
Cumulative
Seismic
Settlement
Cumulative
Cyclic
Lateral
Displacement
Cumulative
Lateral
Spreading
Displacement
Depth to
o
Top f
Soil Layer
Depth to
Bottom of
Soil Layer
Material Type
USCS
Group Symbol
(ASTM D2487)
Liquefaction
Susceptibility
rer ly
Screening
++
Susceptible
Soil? (Y/N)
Total Soil
Unit
Weight
Yt
Field
SPT Blow
Count
Naeld
Type of
Soil
Sampler
Fines
Content
FC
Total
Vert
Stress
(Design)
a, a'„, Cr., CE
Effective
Vert
Stress
(Design)
SPT
Corr.
for
Vert.

Stress
SPT
Corr.
for
Hammer
Energy
SPT
Corr.
for
Borehole
Size
Ca
SPT
Corr.
for
Rod
Length
CR
SPT
Carr.
for
Sampling
Method
CS
Corrected
SPT Blow
Count
Nan
Normalized
SPT Blow
Count

(N1)55
Fines
Corrected
SPT Blow
Count
(Nl)aaee
(NI)so.

Shear
Stress
Reduction
Coefficient
rd
Correction
for High
Overburden
Stress
Kn
Cyclic
Stress
Ratio
CSR
Cyclic
Resistance
Ratio
CRR
Factor of
Safety
FS,,,
Liquefaction
Analysis
Results
(feet)
(feet)
(pet)
(arows/fri
(N)
(pet)
(pet)
(psf)
(%)
(inches)
(inches)
(inches)

0.00 5.00
SM
Y
140.00

43.00 SPTI

15.00 350.00
350.00

1.326

1.333

1.150

0.750

1.000

49.5 65.5

68.8 1.000

1.100

0.494

0.40 0.35

0.00 5.00

10.00 SM
Y
139,00
50,00
SPTI

15.00 1,047.50
1,047.50

1.103

1.333
1,150

0.800
1,000

61.3 67.7

70.9 0,995
1,100
0,492
0,40

0.35 0.00
10,00

15.00 SM
Y
131.00

41.00 SPTI

15.00 1,722.50
1,722.50

1.032

1.333
1,150

0.850

1.000

53.4 55.2

58.4 0.986

1.045

0.487

0.40 0.35

0.00 15,00

20.00 SM
Y
132,00
25,00
SPT!

15.00 2,380,00
2,380,00

0.944

1.333
1,150

0.950

1.000

36.4 34.4

37.6 0.976
0,956
0,482
0,40

0.35 0.00
20,00

25.00 SM
Y
145.00

28.00 SPT!

12.00 3,072.50
3,072.50

0.869

1.333

1.150

0.950

1.000

40.8 35.4

37.5 0.965

0.871

0.477

0.27 0.24

0.00 25,00

30.00 SP-SM
Y
!45,00
32,50
SPTI

12.00 3,797,50
3,797,50

0.822

1.333
1,150

0.950

1.000

47.3 38.9

41.0 0,952
0,808
0,470
0,15

0.13 0.00
30,00

35.00 SM
Y
118.00

28.00 SPT!

15.00 4,455.00
4,455.00

0.758

1.333

1.150

1.000

1.000

42.9 32.5

35.8 0.939

0.816

0.464

0.15 0.13

0.00 35.00

40.00 SC
Y
!18,00

50.00 SPTI

15.00 5,045,00
5,045,00

0.863

1.333
1,150
1,000

1.000

76.7 66.2

69.4 0,925

0.722
0,457
0,00

0.00 0.00

40.00 45.00
SP-SM
Y
103.00

47.00 SPT!

12.00 5,597.50
5,597.50

0.819

1.333

1.150

1.000

1.000

72.1 59.0

61.1 0.909

0.691

0.449

0.00 0.00

0.00 45.00

50.00 SM
Y
!03.00

44.00 SPT!

25.00 6,112.50
6,112.50

0.774

1.333

1.150

1.000

1.000

67.5 52.2

57.3 0.894

0.665
0,441

0.00 0.00

0.00 REFERENCES:

I.M. (2014), "CPT and SPT Based Liquefaction Triggering Procedures." University of California Davis, Center for Geotechnical Modeling Report No. UCD/CGM-14/01, 1-134. (2006). "Assessment of the liquefaction susceptibility off e -grained soils," Journal of Geotechnical and Geoenvironmental Engineering, ASCE 132 (91. 1165-1177. et al. (2004), "Standard onoavnaon test -based probabilistic and deterministic assessment of seismic soil liquefaction potential." Journal ofGeoteehnical and Geoenvironmental Engineering, ASCE 130 (12), 1314-1340.

R.W. (2008). "Soil Liquefaction During Earthquakes", Earthquake Engineering Research Institute (EERH, Monograph MNO-12.

M. (19921. "Evaluation of settlements in sand deposits following liquefaction during earthquakes." Soils and Foundations, Japanese Geotechnical Society. 32 (1). 173-188. "A practical method for assessing soil liquefaction potential based on case studies at various sites in Japan." Proceedings Of 3rd International Conference ofMicrozonation, San Francisco, 885-896.

C,I. (2008), "Analyzing Liquefaction -Induced Lateral Spreads Using Strength Ratios," Journal of Geotechnical and Geoenvhonmental Engineering, ASCE 134 (8), 1035-1049. to Evaluate Earthquake -Induced Settlements in Dry Sandy Soils." Journal of Geotechnical Engineering. ASCE 124 (4). no. 364-368. (1990), "OPT -based analysis of cyclic pore pressure generation and undramed residual strength, Proceedings Of Seed Memorial Symposium, Vancouver.13.C.. 351-376.

H.H. (19871. "Evaluation of settlements in sands due to earthquake shaking." Journal of Geotechnical Engineering. ASCE 113 (GT8). 861-878.

Y. (19981, "Effects of liquefaction -induced ground displacementson pile performance in the 1995 Hvogoken-Nambu Earthquake," Soils and Foundations, Special Issue, Japan Geotechnical Society, 163-177. "Liquefaction Vulnerability Study." Report prepared for the Earthquake Commission (EOC), Febrnarv. T&T Report No. 520.20.0200.

T.L, (2003), "Liquefaction Potential Index: Field Assessment," Journal of Geotechnical and Geoenviromental Engineering, ASCE 129 (4).315-322. et al. (2001). "Liquefaction resistance of soils: summary report from the 1996 NCEER and 1998 NCEER/NSF Workshops". Journal of Geotechnical and Geoenvironmental Engineering, ASCE 127 (10). 817-833. and Brachman, R,W.I. (20041. "Estimating Iiquefaction-induced lateral displacement using the standard penetration test or cone penetration on Journal of Geotechnical and Geoenvironmental Engineering, ASCE 130 (8), 861-871.

I. Boulanger, R.W. and Idriss,

2. Bray. J.D., and Sancio, R.B.

3. Cain, K.O. and Seed, R.B.,

4. Ideiss, I.M. and Boulanger.

5. Ishihara, K. and Yoshimine,

6. Iwasaki. T.. et al. (1978).

7. Olson, S.M. and Johnson,
S. Pradel, D. (19981. "Procedure

9. Seed R,B. and Harder, L.F.

10. Tokimatsu. K. and Seed.

11. Tokimatsu. K. and Asaka,

12. Tonkin & Taylor (2013),

13. Toorak, S. and Holzer.

14. Youd. T.L, Idriss, I.M.,
15, Thane, G. Robertson, P.K.

SPTLIQcc
SPTLIQ Output Sheet C-2

SIMPLIFIED LIQUEFACTION HAZARDS ASSESSMENT USING STANDARD PENETRATION TEST (SPT) DATA (Copyright © 2015, 2019, SPTLIQ, All Rights Reserved; By: InfraGEO Software)

PROJECT INFORMATION
Project Name
Mesa Lift Station Project
Project No.
21-81-289-01
Project Location
City of Beaumont, Riverside County, California
Analyzed By
Mahmoud Suliman
Reviewed By
Hashmi Quzai

TOPOGRAPHIC CONDITIONS
Ground Slope, S
Free Face (L/H) Ratio

0.00 %
N/A
H = 0.00 feet

GROUNDWATER DATA
GWL Depth Measured During Test
GWL Depth Used in Design

52.00 feet

52.00 feet

BORING DATA
Boring No.

BH-01
Ground Surface Elevation
2424.00 feet
Proposed Grade Elevation
2424.00 feet
Borehole Diameter

8.00 inches
Hammer Weight
140.00 pounds
Hammer Drop

30.00 inches
Hammer Energy Efficiency Ratio, ER

80.00 %
Hammer Distance to Ground Surface

5.00 feet

SEISMIC DESIGN PARAMETERS
Earthquake Moment Magnitude, Mw
Peak Ground Acceleration, A,a,r
Factor of Safety Against Liquefaction, FS

8.10 0.76 g

1.20 5
10 15
20 25
F: 30
eo

6. 35
40 v
•a 45
rip
50 55
60 65
70 75
SPT N -values and Fines Content
N60, (N1)6ocs; FC (%)
CSR = Cyclic Stress Ratio;
CRR = Cyclic Resistance Ratio
Factor of Safety, FS
Seismic Settlement (in.)
0 25 50 75 100 125 0.00 0.25 0.50 0.75 1.00 0.00 0.50 1.00 1.50 2.00 0.00 0.10 0.20 0.30 0.40 0.50 0.00 ., 0 0 0
X
X
X
X
X
X
X
X
O A
OA
OA
LO
AO
AO
X
A
A
0 0
AO
O SPT N60
SPT (N1)60cs
XFC (%)
5 10
15 20
25 30
35 40
45 50
55 60
65 70
75 - CSR (Load)
CRR (Resistance)
Analysis Methods Used ==»
5 - 5
10 - 10
15 - 15
20 20
25 - 25
30 30
35 - 35
40 - 40
45 - 45
50 - 50
55 60
65 70
75 -Required FS
-0- Computed FS
Liquefaction Trieeerine:

Boulanger-Idriss (2014)
55 60
65 70
75 10
15 20
25 30
35 40
45 0
50 0
55 60
65 70
75 Cyclic Lateral Disp. (in.)

0.10 0.20 0.30 0.40
Seismic Settlements: Cyclic Lateral Displacements:

Above GWL: Pradel (1998)
Below GWL: Ishihara and Yoshimine (1992)
Lateral Spreadine:

Zhang et al. (2004)
Above GWL: Pradel (1998)
Below GWL: Tokimatsu and Asaka (1998)
Lateral Spreading (in.)

0.50 1.00

SPTLIQcc
SPTLIQ Output Sheet C-3

SECTION 321216 - ASPHALT PAVING
PART 1 - GENERAL

1.1 SUMMARY
A. Section Includes:

1. Cold milling of existing asphalt pavement.

2. Hot -mix asphalt patching.

3. Hot -mix asphalt paving.

4. Hot -mix asphalt overlay.

5. Asphalt curbs.

B. Related Requirements:

1. Section 312000 "Earth Moving" for subgrade preparation, fill material, unbound - aggregate subbase and base courses, and aggregate pavement shoulders.

1.2 ACTION SUBMITTALS
A. Product Data: For each type of product.

1.3 INFORMATIONAL SUBMITTALS
A. Material Certificates: For each paving material.

1.4 QUALITY ASSURANCE
A. Manufacturer Qualifications: A paving -mix manufacturer registered with and approved by authorities having jurisdiction or the DOT of state in which Project is located.

B. Regulatory Requirements: Comply with materials, workmanship, and other applicable requirements of the local standards where the project is located for asphalt paving work.

1. Measurement and payment provisions and safety program submittals included in standard specifications do not apply to this Section.

PART 2 - PRODUCTS

2.1 DESIGN REQUIREMENTS
A. Asphalt and Aggregate thickness shall be as indicated in the drawings.

CITY OF BEAUMONT ASPHALT PAVING
MESA LIFT STATION UPGRADE 321216-1

2.2 AGGREGATES
A. Aggregate base shall conform to Caltrans Class 2 (maximum 3/4"), compacted to a minimum of 95% of maximum dry density (ASTM D1557).

B. Coarse Aggregate: ASTM D 692/D 692M, sound; angular crushed stone, crushed gravel, or cured, crushed blast -furnace slag.

C. Fine Aggregate: ASTM D 1073, sharp -edged natural sand or sand prepared from stone, gravel, cured blast -furnace slag, or combinations thereof.

D. Mineral Filler: ASTM D 242/D 242M, rock or slag dust, hydraulic cement, or other inert material.

2.3 ASPHALT MATERIALS
A. Asphalt Binder: AASHTO M 320.

B. Asphaltic concrete shall be Caltrans, Type B, 3/4 inch maximum medium grading.

C. Tack Coat: ASTM D 977 or AASHTO M 140 emulsified asphalt, or ASTM D 2397 or AASHTO M 208 cationic emulsified asphalt, slow setting, diluted in water, of suitable grade and consistency for application.

2.4 MIXES
A. Hot -Mix Asphalt: Dense -graded, hot -laid, hot -mix asphalt plant mixes approved by authorities having jurisdiction and complying with the following requirements:

1. Provide mixes with a history of satisfactory performance in geographical area where Project is located.

2. Base Course: Materials for aggregate base shall be as specified in the Geotechnical Report. Aggregate base shall be provided where shown and to the thickness shown.

Imported aggregate bases shall be delivered to the job site as uniform mixtures and each layer shall be spread in one operation. Segregation shall be avoided and the base shall be free of pockets of coarse or fine material. The base material shall be spread and compacted in layers of equal thickness and the maximum compacted thickness of any one layer shall not exceed 6 -inches. The relative compaction of each layer of aggregate base shall not be less than ninety-five percent (95%) of maximum density when measured in accordance with ASTM D 1557. The compacted surface of the finished aggregate shall be hard, uniform, and smooth to grade.

CITY OF BEAUMONT ASPHALT PAVING
MESA LIFT STATION UPGRADE 321216-2

PART 3 - EXECUTION

3.1 COLD MILLING
A. Clean existing pavement surface of loose and deleterious material immediately before cold milling. Remove existing asphalt pavement by cold milling to grades and cross sections indicated.

1. Mill to a depth of 3 inches.

2. Patch surface depressions deeper than 1 inch after milling, before wearing course is laid.

3.2 PATCHING
A. Asphalt Pavement: Saw cut perimeter of patch and excavate existing pavement section to sound base. Excavate rectangular or trapezoidal patches, extending 12 inches into perimeter of adjacent sound pavement, unless otherwise indicated. Cut excavation faces vertically. Remove excavated material. Recompact existing unbound -aggregate base course to form new subgrade.

B. Portland Cement Concrete Pavement: Break cracked slabs and roll as required to reseat concrete pieces firmly.

1. Remove disintegrated or badly cracked pavement. Excavate rectangular or trapezoidal patches, extending into perimeter of adjacent sound pavement, unless otherwise indicated. Cut excavation faces vertically. Recompact existing unbound -aggregate base course to form new subgrade.

C. Tack Coat: Before placing patch material, apply tack coat uniformly to vertical asphalt surfaces abutting the patch. Apply at a rate of 0.05 to 0.15 gal./sq. yd..

1. Allow tack coat to cure undisturbed before applying hot -mix asphalt paving.

2. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings.

Remove spillages and clean affected surfaces.

D. Placing Patch Material: Fill excavated pavement areas with hot -mix asphalt base mix for full thickness of patch and, while still hot, compact flush with adjacent surface.

3.3 SURFACE PREPARATION
A. General: Immediately before placing asphalt materials, remove loose and deleterious material from substrate surfaces. Ensure that prepared subgrade is ready to receive paving.

B. Proof -roll subgrade below pavements with heavy pneumatic -tired equipment to identify soft pockets and areas of excess yielding. Do not proof -roll wet or saturated subgrades. Any soft pockets shall be repaired.

C. Place pavements on 12 inches of moisture conditioned (at least 2% over optimum) subgrade (native soil) compacted to a minimum of 95% of the maximum dry density determined by ASTM D 1557, or the governing agency requirements.

CITY OF BEAUMONT ASPHALT PAVING
MESA LIFT STATION UPGRADE 321216-3

D. Herbicide Treatment: Apply herbicide according to manufacturer's recommended rates and written application instructions. Apply to dry, prepared subgrade or surface of compacted - aggregate base before applying paving materials.

E. Tack Coat: Apply uniformly to surfaces of existing pavement at a rate of 0.05 to 0.15 gal./sq. yd.

1. Allow tack coat to cure undisturbed before applying hot -mix asphalt paving.

2. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings.

Remove spillages and clean affected surfaces.

3.4 PLACING HOT -MIX ASPHALT
A. Machine place hot -mix asphalt on prepared surface, spread uniformly, and strike off. Place asphalt mix by hand in areas inaccessible to equipment in a manner that prevents segregation of mix. Place each course to required grade, cross section, and thickness when compacted.

1. Spread mix at a minimum temperature of 250 deg F.

2. Regulate paver machine speed to obtain smooth, continuous surface free of pulls and tears in asphalt -paving mat.

B. Asphalt concrete shall not be placed when the atmospheric temperature is below 40 degrees F, or during unsuitable weather as determined by the Engineer.

C. Place paving in consecutive strips not less than 10 feet wide unless infill edge strips of a lesser width are required.

D. Promptly correct surface irregularities in paving course behind paver. Use suitable hand tools to remove excess material forming high spots. Fill depressions with hot -mix asphalt to prevent segregation of mix; use suitable hand tools to smooth surface.

3.5 JOINTS
A. Construct joints to ensure a continuous bond between adjoining paving sections. Construct joints free of depressions, with same texture and smoothness as other sections of hot -mix asphalt course.

1. Clean contact surfaces and apply tack coat to joints.

2. Offset longitudinal joints, in successive courses, a minimum of 6 inches.

3. Offset transverse joints, in successive courses, a minimum of 24 inches.

4. Construct transverse joints at each point where paver ends a day's work and resumes work at a subsequent time. Construct these joints using either "bulkhead" or "papered" method according to AI MS -22, for both "Ending a Lane" and "Resumption of Paving Operations."

CITY OF BEAUMONT ASPHALT PAVING
MESA LIFT STATION UPGRADE 321216-4

3.6 COMPACTION
A. General: Begin compaction as soon as placed hot -mix paving will bear roller weight without excessive displacement. Compact hot -mix paving with hot, hand tampers or with vibratory - plate compactors in areas inaccessible to rollers.

1. Complete compaction before mix temperature cools to 185 deg F.

B. Breakdown Rolling: Complete breakdown or initial rolling immediately after rolling joints and outside edge. Examine surface immediately after breakdown rolling for indicated crown, grade, and smoothness. Correct laydown and rolling operations to comply with requirements.

C. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling while hot -mix asphalt is still hot enough to achieve specified density. Continue rolling until hot -mix asphalt course has been uniformly compacted to the following density:

1. Compact to a minimum of 95% of the 50 blow Marshall Density (ASTM D1559).

D. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot -mix asphalt is still warm.

E. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to proper alignment. Bevel edges while asphalt is still hot; compact thoroughly.

F. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened.

G. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked.

3.7 ASPHALT CURBS
A. Construct hot -mix asphalt curbs over compacted pavement surfaces. Apply a light tack coat unless pavement surface is still tacky and free from dust. Spread mix at a minimum temperature of 250 deg F.

1. Asphalt Mix: Same as pavement surface -course mix.

B. Place hot -mix asphalt to curb cross section indicated or, if not indicated, to local standard shapes, by machine or by hand in wood or metal forms. Tamp hand -placed materials and screed to smooth finish. Remove forms after hot -mix asphalt has cooled.

3.8 INSTALLATION TOLERANCES
A. Pavement Thickness: Compact each course to produce the thickness indicated in Drawings within the following tolerances:

1. Base Course: Plus or minus 1/2 inch.

2. Surface Course: Plus 1/4 inch, no minus.

CITY OF BEAUMONT ASPHALT PAVING
MESA LIFT STATION UPGRADE 321216-5

B. Pavement Surface Smoothness: Compact each course to produce a surface smoothness within the following tolerances as determined by using a 10 -foot straightedge applied transversely or longitudinally to paved areas:

1. Base Course: 1/4 inch.

2. Surface Course: 1/8 inch.

3. Crowned Surfaces: Test with crowned template centered and at right angle to crown.

Maximum allowable variance from template is 1/4 inch.

3.9 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.

B. Replace and compact hot -mix asphalt where core tests were taken.

C. Remove and replace or install additional hot -mix asphalt where test results or measurements indicate that it does not comply with specified requirements.

3.10 WASTE HANDLING
A. General: Handle asphalt -paving waste according to approved waste management plan required in Section 017419 "Construction Waste Management and Disposal." END OF SECTION 321216

CITY OF BEAUMONT ASPHALT PAVING
MESA LIFT STATION UPGRADE 321216-6

SECTION 32 31 11 — GATE OPERATORS
PART1 GENERAL

1.1 SUBMITTALS
A. Action Submittals:

1. Shop Drawings: Illustrate products, installation, and relationship to adjacent construction.

2. Product Data: Manufacturer's descriptive data and product attributes.

B. Closeout Submittals:

1. Operation and Maintenance Data.

1.2 QUALITY ASSURANCE
A. Installer Qualifications: Firm specializing in work of this Section, with minimum 5 years of experience.

1.3 WARRANTY
A. Manufacturer's 5 -year warranty against material and manufacturing defects.

PART2 PRODUCTS

2.1 MANUFACTURERS
A. Contract Documents are based on products by LiftMaster.

B. Substitutions: Specified manufacturer and model, or approved equal.

2.2 MANUFACTURED UNITS
A. Slide Gate Operators:

1. Model: SL3000UL.

2. Operation: Gear driven chain

3. Meet UL 325, UL 991, ASTM F2200, and CAS C22.2 No. 247.

4. Motor: 115 VAC, continuous duty type, sized to gate conditions.

5. Traveling speed: 12 inches per second.

6. Monitoring and controls:
a. Internet connectivity: MyQ technology with 50 channel FHSS. b. Radio receiver: Security+ 2.0 technology.
c. Monitored retro-reflective photo eyes.
d. Monitored small profile wired safety edge.

7. Accessories:
a. Monitored safety devices:
b. Wired monitored safety edges:
c. Plug-in loop detector.
d. Wireless commercial keypad.
e. Remote control: One -button encrypted DIP remote control.

PART 3 EXECUTION

3.1 INSTALLATION
A. Install in accordance with manufacturer's instructions.

Gate Operators
04/15/2022
32 31 11-1

3.2 CLOSEOUT ACTIVITIES
A. Test and adjust operators for proper operation.

B. Demonstration: Demonstrate operation and programming of operators to Owner.

END OF SECTION
Gate Operators
04/15/2022
32 31 11-2

SECTION 330130 - MANHOLE REHABILITATION
PART 1 - GENERAL

1.01 SUMMARY
A. Section includes work, materials, and equipment required for rehabilitating deteriorated masonry, concrete or metal structures using either: 1. Elastomeric polyurethane coating system, or2. High build 100% solids epoxy coating system, and the use of said system for the protection of the rehabilitated structures.

B. This section covers procedures for surface preparation, cleaning, infiltration/exfiltration control, build -back / repair, application, testing, and inspections.

C. All aspects of the installation for the applicable products selected for use and specified herein shall be in accordance with manufacturer's recommendations and per the specifications.

D. Note that the imagery in the drawings does not necessarily represent existing conditions.

E. Contractor shall confirm all manhole diameters and penetration sizes prior to construction and notify the Engineer or Owner of any discrepancies between field measurements and the Drawings.

F. Prior to bidding on the work, the Contractor is advised to inspect manholes to determine the best method of rehabilitation to stop all inflow and infiltration (I&I) within the identified manhole.

1.02 REFERENCES
A. Standards (where applicable):
a) ASTM D16-93 - Standard Terminology Relating to Paint, Varnish, Lacquer, and Related Products
b) ASTM D638 - Tensile Properties of Plastics
c) ASTM G210 - Severe Wastewater Analysis Test (SWAT)
d) ASTM D790 - Flexural Properties of Unreinforced and Reinforced Plastics e) ASTM D695 - Compressive Properties of Rigid Plastics f) ASTM D2584 - Volatile Matter Content
g) ASTM D543 - Resistance of Plastics to Chemical Reagents h) ASTM C267 - Standard Test Methods for Chemical Resistance of Mortars, Grouts, and Monolithic Surfacings and Polymer Concretes
i) ASTM C109 - Compressive Strength Hydraulic Cement Mortars j) ASTM D695 - Compressive Properties of Rigid Plastics k) ASTM D714 - Standard Test Method for Evaluating Degree of Blistering of Paints 1) ASTM D4258 - Standard Practice for Surface Cleaning Concrete for Coating m) ASTM D4262 - Standard Test Method for pH of Chemically Cleaned or Etched Concrete Surfaces
n) ASTM D4541 - Pull -off Strength of Coatings Using a Portable Adhesion Tester o) ASTM C579 - Compressive Strength of Chemically Setting Silicate and Silica Chemical Resistant Mortars
p) NACE SP0188-2006 Discontinuity (Holiday) Testing on New Protective Coatings on Conductive Substrates
q) ASTM D7234 - Pull -Off Adhesion Strength of Coatings on Concrete Using Portable Pull -Off Adhesion Testers
r) ASTM G20-88 - Standard Test Method for Chemical Resistance of Pipeline Coatings

CITY OF BEAUMONT MANHOLE REHABILITATION
MESA LIFT STATION UPGRADE 330130-1

s) OSHA 29CFR Occupational Safety and Health Administration (OSHA) 1926/1910 Safety and Health Standards
t) SSPC Steel Structures Painting Council Specifications, Vol. 2 u) SSPC SP-13/NACE No. 6 — Surface Preparation of Concrete v) SSPWC - Standard Specifications for Public Works Construction "Greenbook", 2009.
w) SSPWC 210-2.3.3 & 211-2 - Chemical Resistance Test (Pickle Jar Test) x) NASSCO — National Association of Sewer Service Companies, Marriottsville, MD

1.03 DEFINITIONS
A. Coating Systems: All components together as a unit used to repair the structure and protect against further corrosion. These components include, as applicable, grout and defect filler and reprofiling materials for structure walls, ceilings, and floors; material used to repair structure invert and bench areas; infiltration control; and primer and finish coats.

B. Dry Film Thickness (DFT): The thickness of one fully cured continuous application of coating.

C. Applicator: The person assigned by the Contractor to apply the specified coating system.

D. Structure: For coating purposes, a structure is defined as all concrete surfaces including the invert, bench, barrel sections, cone, grade rings, walls, ceiling, floor, metal frame, and all other exposed concrete within the structure.

1.04 SUBMITTALS
A. Detailed and complete testing data pertaining to all the products that will be used within the structure lining system and installations including:
a) Technical data sheet (TDS) on each product used during the project. b) Safety Data Sheet (SDS) for each product used during the project.

B. Material testing data verifying the properties for various listed products where called for in this specification. Include project specific data for repair materials to be top coated with the coating products including application, cure time and surface preparation.

C. For all coating system components, the Contractor shall provide the manufacturer's application instructions, which shall include the following information:
a) Surface preparation recommendations (allowable damp conditions) b) Primer type, where required.
c) Maximum dry and wet mil thickness.
d) Minimum and maximum curing time between coats, including atmospheric conditions for each.
e) Curing time before submergence in liquid.
f) Thinner to be used with coating material.
g) Ventilation requirements
h) Minimum atmospheric conditions during which the coating shall be applied. i) Allowable application methods.
j) Maximum allowable moisture content.
k) Maximum storage life.

D. Copies of contractor's certification of good standing letter from the manufacturer of the submitted coating and/or underlayment materials.

E. Contractor Qualifications as described in SECTION 1.04 [Quality Assurance and

CITY OF BEAUMONT MANHOLE REHABILITATION
MESA LIFT STATION UPGRADE 330130-2

Contractor qualifications]
F. A certificate of "Compliance with Specifications" shall be furnished for the structure rehabilitation materials and installation.

G. Coating System Application Plan — A coating system application plan shall be prepared that includes a description of the following:
a) Quality Assurance procedures:
(1) Training program to qualify personnel in the correct storage and handling of coating materials, and the necessary safety requirements. (2) List of application and testing equipment to be used, including inspections confirming satisfactory condition of equipment.
(3) Detailed procedures and methods for surface preparation including repair and reprofiling if required, application of primer and final coating, and testing. (4) Manufacturer's specification containing instructions and quality control procedures.
b) Criteria for acceptance of the preparation of concrete and manhole surfaces. c) Plan for sewage diversion.
d) Method and material for sealing active leaks to include various levels of infiltration. e) Detailed plan of surface preparation, including repair and reprofiling. f) Details of application of primer and finish coats, including required curing times. g) Detailed environmental provisions such as shading from the sun, dealing with wet weather, or heating during cold weather.
h) Detailed scheduling provisions for environmental considerations such as working at night.
i) Testing procedures for pin holes, coating thickness, and adhesion. j) Wet film thickness testing.

H. List of materials proposed to be used under this section and manufacturer's data for each material.

I. Written warranty per Part 3.08 from both the coating manufacturer and the Applicator.

1.05 QUALITY ASSURANCE & CONTRACTOR QUALIFICATIONS:

A. Qualifications of coating system Installers / Applicators:

A. Coating material shall be produced in an ISO 9001 certified facility.

B. Furnish materials of quality required by ASTM standards or other approved standards and specifications.

C. Applicators shall have the material Manufacturer's Certification that they have been trained and approved in the handling, mixing and application of specified products for no less than three (3) years.

D. Applicator maintains a permanent place of business in the State of California, and if not located in California, can demonstrate through three (3) references from projects of similar size and scope within the last five (5) years in the State of California, that they were responsive to communications, including defective items and warranty work.

E. Applicator shall provide proof of work experience to Owner indicating contact information within the last five (5) years, to include a minimum of 100 manholes installed in the State of California.

F. Three (3) references of projects similar in size from the past five (5) years of the Applicator indicating successful application of the specified coating/lining system in projects located within the State of California.

G. The same coating system applied by a different applicator shall not be considered proof of experience. The same applicator applying a different coating system shall not be

CITY OF BEAUMONT MANHOLE REHABILITATION
MESA LIFT STATION UPGRADE 330130-3

considered proof of experience.

H. Applicators Lead Foreman for the rehabilitation process used shall have had at least three (3) years' experience in similar work and with similar products.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Materials are to be kept in conditions specified by the manufacturer including locations that are dry, protected from weather, and stored under cover.
a) Protective coating/lining products and all repair materials shall be handled in accordance with their respective material safety data sheets (MSDS). b) Materials used shall be transported, stored, mixed, and applied in accordance with written manufacturer recommendations for the specified products. c) Protective coating/lining materials are to be stored between 50 deg F and 90 deg F.

Do not store near flame, heat or strong oxidants.

PART 2 - PRODUCTS

2.01 GENERAL:

A. Coating systems shall be compatible with the concrete surface preparation methods specified herein.

B. The materials to be utilized in the rehabilitation of structures shall be designed and manufactured to withstand the severe effects of hydrogen sulfide in a wastewater environment.

Manufacturer of structural underlayment and corrosion protection products shall have at minimum ten years of manufacturing experience in the production of the lining products found within this specification and shall have satisfactory installation record.

C. The coating shall yield a hard, durable, chemical resistant finished surface and shall be specifically designed to be applied to protect concrete in wastewater applications. The finished coating shall provide a watertight seal and shall adhere to polyvinyl chloride and other components of the pipeline systems.

D. All products and materials shall be manufactured by the same manufacturer for the selected coating system, to ensure material compatibility and quality control. a) Approved Manufacturers (either):
(1) Quadex LLC. (Vortex Companies)
(2) Sauereisen,
(3) VersaFlex Companies (Raven),
(4) Or approved equal.

E. Coating DFT shall be 125 mils minimum. Provide greater thickness where recommended by the manufacturer. The specified thickness shall not include the primer thickness unless otherwise noted.

F. Primer shall be as recommended by the manufacturer.

G. Corrosion Inhibitor for Reinforcing Steel: Reinforcing steel, exposed by corrosion or during surface preparation, shall be treated with a water -based epoxy resin, anti- corrosion coating, and bonding agent, such as Armatec 110 EpoCem, manufactured by the Sika Corporation, or approved equal.

H. Risers, Grade Rings, and Frame: Manhole risers, grade rings, and manhole frame shall be sealed with the same corrosion -resistant material used throughout the manhole.

CITY OF BEAUMONT MANHOLE REHABILITATION
MESA LIFT STATION UPGRADE 330130-4

I. Bonding Compounds: All surfaces where new concrete will be bonded with existing concrete shall be coated with a bonding compound as recommended by the manufacturer of the concrete repair material.

J. Defect filler and repair materials shall be as specified herein or as recommended by the manufacturer and shall be covered under the same warranty as the rest of the coating system.

2.02 INFILTRATION / INFLOW CONTROL
A. This section is intended to cover the methods, procedures, and materials as required to eliminate heavy to mild and moderate water infiltration and/or exfiltration using an injectable, two-part polyurethane resin system, a hydraulic cement material, or an approved equal material.
a) Injection Grouting material shall follow approved Manufacturer's installation instructions.
b) All fast -setting cementitious materials furnished shall be formulated to be applied in dry powder form, with no prior mixing of water, directly to active leaks under hydrostatic pressure, and shall be approved prior to installation.

2.03 PATCHING, INVERT SHAPING AND BENCH UNDERLAYMENT MATERIALS A. Shall be high strength, quick setting, corrosion resistant cementitious material mixed and applied according to manufacturer's recommendations. The high strength, quick setting mortar shall have the following minimum characteristics:

Characteristic
Minimum Requirement
Specification
Compressive Strength
4,000 psi, 24 hours
per ASTM C109
A. Approved Manufacturers/Products: Quadex® Hyperform® or approved equal.

2.04 WALL STRUCTURE UNDERLAYMENT MATERIALS
A. Underlayment of the structure walls shall be with the use of premium Portland cement based, single -component, high -strength, fiber -reinforced, shrinkage -compensated cement mortar enhanced with a monocrystalline quartz aggregate and shall have the following minimum characteristics at 28 -days:

Characteristic
Minimum Requirement
Specification
Compressive strength
28 Day >9000 psi
ASTM C39 or C109
Flexural strength
28 Day >1000 psi
ASTM C78 or C293
Bond Strength
28 Day >1500 psi
ASTM C882
B. Approved Manufacturers/Products:
a) Quadex® QM1s-Restore® or approved equal.

CITY OF BEAUMONT

MESA LIFT STATION UPGRADE

MANHOLE REHABILITATION
330130-5

PART 3 - EXECUTION

3.01 FLOW CONTROL OR BYPASS
A. At minimum, flow control shall be sufficient to allow the application of the materials specified herein to take place.

B. Full bypass may be required if flow control alone does not provide sufficient conditions to successfully complete the application process.

3.02 SEALING ACTIVE LEAKS
A. The Certified Applicator shall apply an approved quick -setting mortar or chemical grout in accordance with Manufacturer's recommendations and in accordance with Section 2.02 of this specification.

B. After defects in the structure are identified, repair all leaks with a chemical or hydraulic sealant designed for use in field sealing of ground water. Severe cracks shall be "repaired with a urethane -based chemical" sealant, or equal. Product to be utilized shall be as approved by owner/engineer prior to installation. Repairs to exposed rebar, defective pipe penetrations or inverts, etc. shall be repaired utilizing non -shrink grout or approved alternative method.

3.03 BUILD UP STRUCTURE WALLS/FLOORS TO UNIFORM SURFACE A. Raise existing concrete surfaces to provide smooth, uniform surface. Additional underlayment may be required in areas with more severe degradation and shall have a brushed finish without irregularity or pockets.

3.04 SURFACE PREPARATION OF STRUCTURES FOR APPLICATION OF COATING

SYSTEMS
A. Contractor and Manufacturer's Representative shall inspect all surfaces specified to receive a coating system prior to surface preparation. The Contractor shall notify the Owner or Owner's Representative of any noticeable disparity in the surfaces, which may interfere with the proper preparation or application of the coating system.

B. Existing concrete and masonry substrates must be prepared in a manner that provides a uniform, sound, clean, neutralized surface with sufficient profile suitable for the specified underlayment material. The substrate must be free of all contaminants, such as oil, grease, hydrocarbons, rust, scale or deposits and have a surface profile equivalent to a CSP-3 to CSP-5 in accordance with ICRI Technical Guideline No. 03732. This can generally be achieved by abrasive blasting, shot blasting, high pressure water cleaning, water jetting, acid etch, grinding, hot water/steam/detergent cleaning, or a combination of methods. Cleaned, or prepared surface shall be compatible for installation of the liner system.

C. Surface preparation method shall produce a cleaned, abraded and sound surface with no evidence of laitance, loose concrete, mortar, contaminants or debris, and shall display a surface profile suitable for application of liner system.

D. Conduct surface preparation program to include monitoring of atmosphere for hydrogen sulfide, methane, low oxygen or other gases, approved flow control equipment, and surface preparation equipment.

3.05 REINFORCING STEEL TREATMENT

CITY OF BEAUMONT MANHOLE REHABILITATION
MESA LIFT STATION UPGRADE 330130-6

A. Procedures: Where corrosion or surface preparation activities have exposed reinforcing steel, the following procedure shall be used:
a) If half the diameter of the reinforcing steel, or more, is exposed, chip out behind the reinforcing steel a minimum of 1/2 -inch for placement of grout or polymer concrete. b) Determine section area loss of reinforcing steel.
c) Where reinforcing steel cross-section area loss exceeds 15 percent of the original reinforcing steel, perform structural repair as directed by the Engineer. d) Abrasive -blast all exposed reinforcing steel surfaces to remove all contaminants and corrosion products.
e) Apply a 20 -mil (wet) coat of corrosion inhibitor to all surfaces of the clean, exposed reinforcing steel with a stiff brush or spray equipment. Cure to tack -free 2 to 3 hours.
f) Apply a second 20 -mil (wet) coat of corrosion inhibitor and allow for a 2- to 3 -hour cure prior to placement of polymer mortar or grout.

3.06 COATING SYSTEM APPLICATION
A. Prior to application of the selected topcoat to each structure, the Contractor shall have properly prepared the structure per specifications and per manufacturer's recommendation.

B. Application procedures shall conform to the recommendations of the protective coating manufacturer, including material handling, mixing, environmental controls during application, safety, and spray equipment. Structure surface shall be free of surface moisture prior to application.

C. Spray equipment shall be specifically designed to accurately ratio and apply the liner system.

D. Application of multi-layer/component liner system shall be in strict accordance with manufacturer's recommendations.

3.07 CURING
A. Shall follow the material curing guidelines as specified by the manufacturer.

3.08 CLEANUP
A. Upon completion of coating, the Contractor shall remove surplus materials, protective coverings, and accumulated rubbish, and thoroughly clean all surfaces and repair any overspray, splashes, splatters or other coating -related damage. Surfaces damaged resulting from this cleanup shall also be cleaned, repaired, and refinished to the original or required condition.

3.09 CONSTRUCTION TESTING
A. Visual Inspection:

A. A final visual inspection shall be made by the Owner and manufacturer's representative.

Any deficiencies in the finished coating shall be marked and repaired according to the procedures set forth herein by Applicator.

CITY OF BEAUMONT MANHOLE REHABILITATION
MESA LIFT STATION UPGRADE 330130-7

B. Epoxy Corrosion Protection Coating:

A. Holiday Detection:
a) Contractor shall, after the protective lining has set hard to the touch, inspect with high -voltage holiday detection equipment. The spark tester shall be initially set at 100 volts per 1 mil of film thickness applied but may be adjusted as necessary to detect in induced holiday. All detected holidays shall be repaired following the protective coating manufacturer's recommendation.

B. Adhesion Testing (Pull -Off Test):
a) Adhesion Testing is a destructive test method and should be used in moderation as an evaluation tool.
b) Testing shall be conducted in accordance with:
(1) ASTM D4541 Standard Test Method for Pull -Off Strength of Coatings Using Portable Adhesion Testers or ASTM D7234 Pull -Off Adhesion Strength of Coatings on Concrete Using Portable Pull -Off Adhesion Testers. (2) 20 mm loading fixtures (dolly/stud) shall be used on curved infrastructure such as circular manholes. Larger dollies may be used on flat infrastructure as allowed by ASTM.
(3) For each test structure, recommended to include no more than 10% of the total count of lined structures unless further concerns are noted, a minimum of three dollies shall be affixed to the coated surface. (4) The adhesive used to attach the dollies to the coating shall be rapid setting with tensile strengths in excess of at least twice the anticipated failure point (generally at least 1000 psi). Tests failing within the substrate, even if failing to meet specified adhesion requirements, shall be considered passing as the Contractor has no control over the performance of the existing infrastructure (ASTM D7234 Appendixes X1).

3.10 WARRANTY:

A. The Contractor shall provide a written warranty from the coating manufacturer for the entire coating system, including all repair material, defect fillers, primers, intermediate, and finish coats. The minimum duration of the warranty shall be 5 years. The product and the installation may both be covered by the manufacturer's warranty, or separate warranties may be issued by the manufacturer and the installer.

B. This warranty shall state that the coating will not fail for a minimum period of 5 years. Coating failure is defined as blistering, cracking, embrittlement, or softening, or failure to adhere to the substrate.

C. The warranty shall also apply to any repair materials, primers, or other products used in the application. If any repair or replacement is necessary within the warranty period, a new 5 -year warranty period shall start at the date that the structure is placed back into service.

D. The Contractor shall have 45 days to respond and take corrective measures should the Owner discover any coating failure during the warranty period. The 5 -year warranty period for all manholes shall start on the final completion date of the project. All manhole warranties shall start on the same date regardless of when the manhole was placed back into service.

END OF SECTION 330130

CITY OF BEAUMONT MANHOLE REHABILITATION
MESA LIFT STATION UPGRADE 330130-8

SECTION 330505 — PIPELINE TESTING
PART 1 - GENERAL

1.1. SUMMARY
A. The Contractor shall perform flushing and testing of all pipelines and appurtenant piping complete, including conveyance of test water from Owner -designated source to point of use and all disposal thereof, all in accordance with the requirements of the Contract Documents.

B. Section includes provisions for following piping testing:
a. Testing of alignment, grade, and deflection;
b. Gravity flow piping testing;
c. Hydrostatic High Head pressure testing;
d. Hydrostatic Low Head pressure testing;
e. Low pressure air testing;
f. High pressure air testing.

1.2. RELATED SECTIONS
A. General Pipes and Fittings. Section 220050
B. Ductile Iron Pipe. Section 400519
C. Plastic Pipe. Section 400531
D. High Density Polyethylene Pipe and Fittings. Section 400533 E. Stainless Steel Piping and Tubing. Section 400523
F. Steel Piping and Fabricated Steel piping. Section 400524 G. Water Piping. Section 221116
H. Sanitary Waste and Vent Piping. Section 221316
I. Hydraulic Structure Testing. Section 331400

1.3. SUBMITTALS
A. Schedule and Notification of tests:
a. Submit a list of scheduled piping tests by noon of working day preceding the date of scheduled tests.
b. Notification of readiness to test: Before testing notify the Engineer or Construction Manager in writing of readiness to test piping.

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MESA LIFT STATION UPGRADE

c. Have personnel, materials, and equipment required for testing in place before submitting notification of readiness.

B. Provide a test report for each piping system tested. Include the following:
a. Date of Test;
b. Description and identification of piping system tested; c. Results of alignment, grade, and deflection testing; d. Type of test performed;
e. Test fluid;
f. Test pressure;
g. Type and location of leaks detected;
h. Corrective action taken to repair leaks;
i. Results of re -testing.

C. Submit test report in accordance with Specification Section 13300.

1.4. SEQUENCE
A. Test Piping Systems as follows:
a. Clean piping before pressure or leak tests.
b. Test exposed, non -insulated piping systems upon completion of system (including supports, hangers, anchors, etc.)
c. Test exposed, insulated piping systems upon completion of system but prior to application of insulation.
d. Test concealed interior piping systems prior to concealment and, if system is insulated prior to application of insulation.
e. Test buried piping (insulated and non -insulated) prior to backfilling and, if insulated, prior to application of insulation.
f. Test buried piping before encasing piping in concrete or covering piping with slab, structure, or permanent improvement.

PART 2 - PRODUCTS

2.1. MATERIALS REQUIREMENTS
A. All test equipment, temporary valves, bulkheads or other water control equipment and materials shall be determined and furnished by the Contractor subject to the Engineer's review.

PART 3 - EXECUTION

3.1. GENERAL

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A. Contractor shall make all necessary provisions for conveying the water from the Owner -designated source to the points of use.

B. All pipelines shall be tested. All testing operations shall be performed in the presence of the Construction Manager.

C. Provide air supply.

D. Plug pipe outlets with test plugs. Brace each plug securely to prevent blowouts.

E. Add test fluid slowly.

F. Include regulator set to avoid over -pressurizing and damaging piping.

G. Perform pressure testing in accordance with local, state, and federal requirements.

H. Correct leaks or defects at no additional cost to Owner and as approved by the Engineer.

I. Disposal or release of test water from pipelines after testing, shall be acceptable to the Engineer.

3.2. TESTING ALIGNMENT, GRADE, AND DEFLECTION
A. Alignment and grade:
a. Visually inspect the interior of gravity piping with artificial light, reflected light, or laser beam.
b. Consider inspection complete when no broken or collapsed piping, no open or poorly made joints, no grade changes that affect the piping capacity, or no other defects are observed.

B. Deflection test:
a. Pull a mandrel through the clean piping section under test. b. Perform the test no sooner than 30 days after installation and not later than 60 days after installation or permanent surfacing.
c. Use a full circle, solid cylinder, or a rigid non-adjustable, odd -numbered leg (9 leg minimum) steel cylinder mandrel approved by the Engineer as to design and manufacture.

The circular cross section of the mandrel shall have a diameter of at least 95 percent of the specified average inside pipe diameter of the pipe and the minimum length of the circular portion of the mandrel shall be equal to the nominal diameter of the pipe. Obstructions encountered by the mandrel shall be corrected by the Contractor.

3.3. TESTING OF GRAVITY FLOW PIPING
A. Test gravity flow piping indicated with "G" in piping schedule, as follows:
a. Unless specified otherwise, subject gravity flow piping to the following tests:
i. Alignment and grade.
ii. For plastic piping test for deflection.
iii. Visible leaks and pressure with maximum leakage allowance.

CITY OF BEAUMONT PIPELINE TESTING

MESA LIFT STATION UPGRADE

b. Inspect piping for visible leaks before backfilling. c. Provide temporary restraints when needed to prevent movement of piping. d. Pressure test piping with maximum leakage allowance after backfilling. e. With the lower end plugged, fill piping slowly with water while allowing air to escape from high points. Keep piping full under the head indicated in the piping schedule for the water at least 24 hours:
i. Examine piping for visible leaks. Correct any visible leaks. Consider examination complete when no visible leaks are observed.
ii. Maintain piping with water, or allow a new water absorption period of 24 hours for the performance of the pressure test with maximum leakage allowance. iii. After successful completion of the test for visible leaks and after the piping has been restrained and backfilled, subject piping to the test pressure for minimum of 4 hours while accurately measuring the volume of water added to maintain the test pressure:

1. Consider the test completed when leakage is equal or less than the following maximum leakage allowance:
a) For concrete piping with rubber gasket joints: 80 gallons per day per inch of diameter per mile of piping under test.
b) For HDPE Strom Drain Piping use manufacturer recommended leakage rates.
c) Test sanitary waste and vent piping in accordance with section 221316 requirements.
d) For other piping: 80 gallons per day per inch diameter per mile of piping under test.

B. Repair piping systems sections which fail required piping test, by disassembly and re -installation, using new materials to extent required to overcome leakage. Do not use chemicals, stop -leak compounds, mastics, or other temporary repair methods.

C. Test waste, drain and vent systems in accordance with local plumbing code and these specifications. Repair failed sections by disassembly and reinstallation.

3.4. HYDROSTATIC HIGH HEAD TESTING OF PIPELINES
A. Test piping indicated "HH" in the Piping Schedule with the high head pressure test method.

B. General:
a. The test pressure for yard piping shall be as shown or specified on the Piping Schedule measured at the lowest point of the pipeline section being tested. Where not indicated in the Piping Schedule, test piping systems at 150% of the operating pressure indicated, but not less than 25 psi. Observe each test section for leakage at the end of the test period. Test fails if leakage is observed or if there is any pressure drop in the system. All leaks shall be repaired in a manner acceptable to the Engineer.
b. Prior to hydrostatic testing, all pipelines shall be flushed or blown out as appropriate. The Contractor shall be responsible for ascertaining that all test bulkheads are suitably restrained to resist the thrust of the test pressure without damage to, or movement of, the adjacent pipe.

Care shall be taken to see that all air vents are open during filling. Provide temporary equipment for testing, including pump and gages. Test piping system before insulation is

CITY OF BEAUMONT PIPELINE TESTING

MESA LIFT STATION UPGRADE

installed, and remove control devices before testing. Test each natural section of each piping system independently but do not use piping system valves to isolate sections where test pressure exceeds valve pressure rating. Fill each section with water and pressurize for indicated pressure and time.

C. Testing Procedures:
a. The pipeline shall be filled at a rate which will not cause any surges or exceed the rate at which the air can be released through the air valves at a reasonable velocity and all the air within the pipeline shall be properly purged. After the pipeline or section thereof has been filled it shall be allowed to stand under a slight pressure for at least 24 -hours to allow the concrete or mortar lining, as applicable, to absorb what water it will and to allow the escape of air from any air pockets. During this period, bulkheads, valves and connections shall be examined for leaks. If leaks are found, corrective measures satisfactory to the Engineer shall be taken.
b. Use potable water for all potable water lines testing. c. Test piping for minimum 2 hours for visible leaks and minimum 2 hours for the pressure test with maximum leakage allowance.
d. Raise pressure to the specified test pressure and inspect piping visually for leaks:
i. Correct any visible leaks,
ii. Consider visible leakage testing complete when no visible leaks are observed.

D. Pressure test with maximum leakage allowance:
a. Leakage allowance is zero for all exposed (insulated or non -insulated) piping and all piping systems using flanged, National Pipe Thread threaded and welded joints. b. Pressure test piping after completion of visible leaks test. c. Buried piping with mechanical joints or push -on joints, piping systems shall have maximum allowable leakage of
L= (NxDxP(1/2))/7,400
Where:

L = Leakage, gallons per hour
N = Number of joints under test
D = Nominal diameter of piping, inches
P = Average pressure during test, pounds per square inch x = multiplication symbol.

E. Pressure test HDPE pipe in accordance with the requirements of section 221050 "High Density Polyethylene Pipe and Fittings".

F. Pressure test potable water piping in accordance with the requirements of section 221116 "Water Piping".

G. Pressure test PEX piping systems in accordance with the requirements of section 238316.

H. Repair piping systems sections which fail required piping test, by disassembly and re -installation, using new materials to extent required to overcome leakage. Do not use chemicals, stop -leak compounds, mastics, or other temporary repair methods.

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MESA LIFT STATION UPGRADE

I. Drain and dispose of test water from piping systems as directed by the Construction Manager or Engineer after testing and repair work has been completed.

J. Test all pressure piping in accordance with ANSI B31.

3.5. HYDROSTATIC LOW HEAD TESTING OF PIPELINES
A. Test piping indicated "LH" in the Piping Schedule with the low head pressure test method.

B. General:
a. Test pressures shall be as noted in the pipe schedule. b. During the performance of the tests, test pressure shall not vary more than plus or minus 2 pounds per square inch gauge with respect to the specified test pressure. c. Test connections, blowoffs, vents closure pieces, and joints into structures including existing bell rings and other appurtances with the piping.
d. Test piping for minimum 2 hours for visible leaks test and minimum 2 hours for the pressure test with maximum leakage allowance.

C. Visible Leaks Test:
a. Subject piping under test to the specified pressure measured at the lowest end. b. Fill piping under test slowly with water while venting air:
i. Use potable water for all potable waterlines.
c. Before pressurizing for the tests, retain water in piping under slight pressure for the water absorption period of minimum 24 hours.
d. Raise pressure to the specified test pressure and inspect piping visually for leaks. Correct any visible leaks. Consider testing complete when no visible leaks are observed.

D. Pressure test with maximum leakage allowance.
a. Pressure test piping after completion of visible leaks test. b. Accurately measure the makeup water necessary to maintain the pressure in the piping section under test during the pressure test period:
i. Consider the pressure test to be complete when makeup water added is less than the allowable leakage of 80 gallons per inch of nominal diameter, per mile of piping section under test and no damage to piping and appurtances has occurred. ii. Successful completion of the leakage test shall have been achieved when the observed leakage is equal or less than the allowable leakage and no damage to piping and appurtances has occurred.

3.6. LOW PRESSURE AIR TESTING
A. Perform low pressure air testing for gravity sewer and drainage piping systems where indicated "AL" in the Piping Schedule.

B. Test pipes between adjacent manholes. Test time for air pressure to drop 1.0 psi. a. For pipes 4 in. through 36 in. diameter to comply with Table 1. b. Pipe over 36 inch diameter shall not be tested by the low pressure air method.

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MESA LIFT STATION UPGRADE

C. Preparation:
a. Isolate pipe section to be tested by plugging each end with air tight plugs. Plug end of branches, laterals and wyes which are not to be included in the test section. b. Brace plugs to prevent slippage and blowout due to internal pressure. c. One plug shall have inlet tap or other provision for connecting air supply. d. Air control equipment shall consist of valves and pressure gauges to control rate at which air flows into test section and gauges to monitor air pressure inside pipe.

D. Testing:
a. If pipe to be tested is submerged in water, determine height of water above spring line of pipe at each end of test section and compute average. For each foot of water above pipe's spring line, increase test pressure by 0.43 psi.
b. Add air slowly until pressure inside pipe is raised to 5.0 psi. greater than average back pressure of water that may be over pipe.
c. After pressure of 5.0 psi is obtained, control supply of air so the internal pressure is maintained between 4.5 and 5.0 psi (above average water back pressure) for minimum of 2 minutes to allow temperature of air to come into equilibrium with temperature of pipe. d. In no case shall the test pressure exceed 9.0 psi or the maximum pressure allowed by the pipe manufacturer.
e. Determine the rate of air lost by time pressure drop method. i. After temperature stabilized for a 2 minute period, disconnect air supply. Allow pressure to decrease to 4.6 psi. At this pressure, start stopwatch to determine time required for pressure to drop 1.0 psi. Time required for loss of 1.0 psi is then compared to Table 1.
ii. If time is equal to or greater than time indicate din table, test shall be acceptable. iii. If time is less than time indicated in table, make appropriate repairs and retest.

Table 1. Low Pressure Air Test Times for 1.0 PSIg Pressure Drou.

Pipe
Diameter
(in)
Minimum Time
for 1.0 PSIg
Pressure Drop
(min:sec)
Pipe
Length for
Minimum
Time
(ft.)
Test Time for
Pipe Length
(L) in Excess
of Minimum
(sec.)
4 03:47
597
.380L
6 05:40
398
.854L
8 07:33
298

1.520L
10 09:27
239

2.374L
12 11:20
199

3.418L
15 14:10
159

5.342L
18 17:00
133

7.692L
21 19:50
114

10.470L
24 22:40
99 13.674L
27 25:30
88 17.306L
30 28:20
80 21.366L
33 31:10
72 25.852L
36 34:00
66 30.768L
E. Repair piping systems sections which fail required piping test, by disassembly and re -installation, using new materials to extent required to overcome leakage. Do not use chemicals, stop -leak compounds, mastics, or other temporary repair methods.

3.7. HIGH PRESSURE AIR TESTING

CITY OF BEAUMONT PIPELINE TESTING

MESA LIFT STATION UPGRADE

A. Perform high pressure air testing for gravity sewer and drainage piping systems where indicated "AH" in the Piping Schedule.

B. Perform preliminary test at not greater than 25 psi. Examine for leakage at joints with soap solution and visual detection of soap bubbles. Correct visible leaks.

C. Perform final test at the pressure specified. Pressure in the system shall be gradually increased until the test pressure is reached. Test pressure shall be maintained for a minimum of 10 minutes and additional time conduct soap bubble test examination of each joint for leakage.

D. Piping system shall show no evidence of leakage. If leakage is evident, make appropriate repairs and retest.

END OF SECTION 330505

CITY OF BEAUMONT PIPELINE TESTING

MESA LIFT STATION UPGRADE

SECTION 331400 — HYDRAULIC STRUCTURES TESTING
PART 1 - GENERAL

1.1 THE REQUIREMENT
A. The Contractor shall perform all cleaning, flushing, testing and appurtenant work, including conveyance of test water from Owner -designated source to point of use, and including all disposal thereof, complete and acceptable, for hydraulic structures and appurtenant piping all in accordance with the requirements of the Contract Documents.

1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Pipeline Testing. Section 330505
B. Cast -In -Place Concrete. Section 033000
PART 2 - PRODUCTS

2.1 MATERIALS REQUIREMENTS
A. Temporary valves, bulkheads or other water control equipment and materials shall be as determined by the Contractor subject to the Engineer's review.

PART 3 - EXECUTION

3.1 GENERAL
A. Prior to testing, all hydraulic structures shall be thoroughly cleaned and all surfaces hosed down with a high pressure hose and nozzle. All water, dirt and foreign material accumulated in this cleaning operation shall be removed from the structure.

B. The Contractor shall conduct leakage testing of concrete structures subject to hydrostatic pressure and all appurtenant piping. All testing operations shall be done in the presence of the Engineer.

C. The Contractor shall notify the Engineer at least 48 -hours in advance of any planned testing and shall review with the Engineer the testing procedures.

D. Water from the Owner's reclaimed water system will be provided for testing. However, the Contractor shall make all necessary provisions for conveying the water from the Owner - designated source to the points of use.

CITY OF BEAUMONT HYDRAULIC STRUCTURES TESTING
MESA LIFT STATION UPGRADE Page 1122 of 1523 331400-1

E. If industrial paint finishes or other protective coatings are to be applied to the interior surfaces of the hydraulic structure, such coatings shall be applied after all testing operations have been completed.

F. Disposal of test water from structures, after testing has been completed, shall be acceptable to the Engineer.

3.2 TESTING OF HYDRAULIC STRUCTURES
A. General: Testing shall be performed prior to backfilling, except where otherwise acceptable to the Engineer (See drawings for additional requirements). Testing shall not be performed sooner than 14 -days after all portions of structure walls and associated roof systems have been completed. The test shall consist of filling the structure with water to the maximum operating water surface. The rate of filling shall not exceed 48 -inches of depth per day.

B. Evaporation Calculations: To accurately measure the amount of evaporation, the following procedure shall be observed:

1. A standard 5 gallon bucket shall be filled just below the top, and the elevation noted. The bucket shall then be placed in the water of the structure being tested once filling of the structure is complete.

2. Upon completion of the hydraulic testing of the structure, the amount of water evaporated from the bucket shall be taken as the evaporation amount in the structure.

C. Leakage Test and Repairs: After the structure has been filled, the leakage test shall be performed as follows: An initial water level reading shall be made. Seven days following the initial reading, a second reading shall be made. The structure shall be considered to have passed the test if water loss during the 7 -day period, as computed from the two water level readings, does not exceed 0.2 percent of the total volume of water in the structure, after allowance is made for evaporation loss.

If intermediate readings or observed leakage indicate that the allowable leakage will be exceeded, the test may be terminated before the end of the 7 -day period and appropriate action taken to correct the problem before commencing a new 7 -day test period. If the structure continues to fail the leakage test, the Contractor shall empty the structure and shall examine the interior for evidence of any cracking or other conditions that might be responsible for the leakage. Any cracks shall be "vee'd" and sealed with polyurethane sealant in accordance with Section 033000 entitled, "Cast -In -Place Concrete". Any evidence of leakage shall be repaired. Following these operations, the Contractor shall again test the hydraulic structure. The structure will not be accepted as completed until it has passed the leakage test.

3.3 TESTING OF APPURTENANT PIPING
A. Piping appurtenant to hydraulic structures shall be tested as specified in Section 330505 entitled, "Pipeline Testing".

END OF SECTION 331400

CITY OF BEAUMONT HYDRAULIC STRUCTURES TESTING
MESA LIFT STATION UPGRADE Page 1123 of 1523 331400-2

SECTION 338000 - PRECAST CONCRETE MANHOLES AND VAULTS
PART 1 - GENERAL

1.1 A.

THE REQUIREMENT
The Contractor shall provide precast concrete manholes, catch basins, drop inlets, potable water vaults; meter vaults, and other pre -cast concrete structures complete and in place, in accordance with the Contract Documents.

1.2 RELATED SECTIONS
A. Section 033000 — Cast -in -place Concrete
B. Section 312000 — Earth Moving

1.3 SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards
ASTM A 48
ASTM C 150
ASTM C 443
ASTM C 478
ASTM C 877
ASTM C 923
ASTM C 990

1.4 CONTRACTOR SUBMITTALS
Gray Iron Castings.

Portland Cement.

Joints for Circular Concrete Sewer and Culvert Pipe,
Using Rubber Gaskets.

Precast Reinforced Concrete Manhole Sections
Standard Specification for External Sealing Bands
for Concrete Pipe, Manholes, and Precast Box
Sections.

Resilient Connectors Between Reinforced Concrete
Manhole Structures, Pipes, and Laterals.

Standard Specification for Joints for Concrete Pipe,
Manholes, and Precast Box Sections Using
Preformed Flexible Joint Sealants.

A. General: Furnish submittals in accordance with Section 013300 - Contractor Submittals.

B. Shop Drawings:

1. Show dimensions, locations, lifting inserts, reinforcement, and joints.

2. Structural design calculations for vaults and boxes shall be stamped and signed by a structural engineer registered in the State of California.

C. Manufacturer's Certification for Manholes and Vaults: Written certification that the structure complies with the requirements of this Section.

D. Manufacturer's Test Results: Pull out force for manhole steps.

1.5 QUALITY ASSURANCE

CITY OF BEAUMONT PRECAST CONCRETE MANHOLES AND VAULTS
MESA LIFT STATION UPGRADE 338000-1

A. Inspection: After installation, the Contractor shall demonstrate that manholes and vaults have been properly installed, level, with water -tight joints, at the correct elevations and orientations, and that the backfilling has been carried out in accordance with the Contract Documents.

B. Any precast concrete which arrives on site with voids, cracked, or damaged, or is cracked or damaged during installation shall be cause for rejection. Contractor shall remove precast sec- tion(s) from the project site and replace with new undamaged sections at no additional cost to OWNER.

1.6 DELIVERY, STORAGE AND HANDLING
A. Handle precast units in positions consistent with their shape and design. Lift and support only from the support points indicated on the shop drawings.

B. Embedded Lifting or Handling Devices: Capable of supporting units in positions anticipated during manufacturing, storage, transportation and installation.

C. Block and brace units during storage. Provide lateral bracing which is sufficient to prevent bowing and/or warping and will not inhibit curing of the exposed surfaces.

PART 2 - PRODUCTS

2.1 MANHOLES
A. The Contractor shall provide precast manhole sections and conical sections conforming to ASTM C 478 and the requirements of this Section. Cement used in manufacturing the manholes shall be Type II modified Portland cement in accordance with ASTM C 150.

1. Adjusting rings shall be standard items from the manufacturer of the manhole sections.

Minimum wall thickness of rings shall be 4 -inches if steel reinforced and 6 -inches if not reinforced.

B. Axial length of sections shall be selected to provide the correct total height with the fewest joints. Joints shall be minimized and shall be located as close as possible to the top of the structure to help minimize opportunity for groundwater infiltration.

C. Conical sections shall have an eccentric shape and shall be designed to support cast iron frames and covers under an H-20 loading, unless indicated otherwise.

D. Design Criteria. Manhole walls, transitions, conical sections, and base shall be designed per ASTM C 478 for the depths indicated and the following:

1. AASHTO H-20 loading applied to the cover.

2. Unit weight of soil of 120 pcf located above all portions of the manhole.

3. Lateral soil pressure based on saturated soil producing 100 pcf acting on an empty manhole.

4. Internal fluid pressure based on unit weight of 63 pcf with manhole filled from invert to cover with no balancing external soil pressure.

5. External pressures and uplift forces due to groundwater elevations 2 feet below finish grade.

6. Dead load of manhole sections fully supported by the base and transition.

7. Additional reinforcing steel in walls to transfer stresses at openings.

CITY OF BEAUMONT PRECAST CONCRETE MANHOLES AND VAULTS
MESA LIFT STATION UPGRADE 338000-2

8. The minimum clear distance between the edges of any 2 wall penetrations shall be 12 - inches or one-half of the diameter of the smaller penetration, whichever is greater.

E. Joints shall have lipped male/female ends which shall provide uniform and continuous interior wall surfaces and shall be watertight. All joints (including joints between adjusting rings and manhole structure, other adjusting rings and frame and cover) shall be sealed with a preformed flexible sealant conforming to ASTM C 990.

F. Raw Sewage, Plant Drain, drain manholes, plant effluent and all vaults shall also have each joint wrapped with an external joint sealant meeting ASTM C 877. Concrete for base and channel formation shall be 4000 psi concrete conforming to Section 033000 —Cast-In-Place Concrete.

G. Barrel section to sewer pipe (Raw sewage, plant drain, drain, and plant effluent) connections shall be sealed with flexible resilient connectors complying with ASTM C923 and appropriate for the pipe material being used. Mechanical devices shall be stainless steel.

H. Where required and specified in drawings, manhole steps shall be comprised of 1/2 -inch grade 60 steel reinforcement rod encased in polypropylene copolymer plastic. Steps shall have tread width of 14 -inches. Furnish test results demonstrating step capability to resist a pull out force of 2200 pounds.

I. Manhole riser sections shall be greater than 12 inches in height.

J. Manhole Manufacturers, or Equal

1. Jensen Precast

2. OLDCASTLE Precast

2.2 FRAMES AND COVERS
A. Castings: Castings for manhole frames, covers, and grates shall be non -rocking with machined flat bearing surfaces, and shall conform to the requirements of ASTM A 48, Class 30. Unless otherwise indicated, cast iron covers and frames shall be heavy traffic type, 30 inches in diameter. Covers shall have cleated surfaces with pick holes and shall be ventilated in improved areas and have a solid lid design in landscape or native areas.

B. Manhole covers shall be with embossed with lettering saying "Sewer".

C. Unless noted otherwise all frames and covers shall be designed for H-20 traffic loading. Grates and curb inlets in traffic areas shall be designed for H-20 traffic loading.

D. Castings Manufacturers, or Equal

1. D & L Supply

2. Neenah Foundry Co.

2.3 VAULTS
A. The Contractor shall provide precast vaults designed for the indicated applications and of the sizes indicated.

CITY OF BEAUMONT PRECAST CONCRETE MANHOLES AND VAULTS
MESA LIFT STATION UPGRADE 338000-3