Calexico City Council
August 10, 2022

C. Explosion-Proof (EXP):

1. TEFC listed to meet UL 674 and NFPA 70 requirements for Class I, Division 1, Group C and D hazardous locations.

2. Drain holes with drain and breather fittings.

3. Integral thermostat opening on excessive motor temperature in accordance with UL 2111 and NFPA 70.

4. Terminate thermostat leads in terminal box separate from main terminal box.

D. Submersible: In accordance with Article Special Motors.

E. Chemical Industry, Severe-Duty (CISD-TEFC): In accordance with Article Special Motors.

2.10 TERMINAL (CONDUIT) BOXES
A. Oversize main terminal boxes for all motors.

B. Diagonally split, rotatable to each of four 90-degree positions. Threaded hubs for conduit attachment.

C. Except ODP, furnish gaskets between box halves and between box and motor frame.

D. Minimum usable volume in percentage of that specified in NEMA MG 1, Section 1, Paragraph 4.19 and NFPA 70, Article 430:

Terminal Box Usable Values
Voltage Horsepower Percentage
Below 600 15 through 125 500
Below 600 150 through 300 275
Below 600 350 through 600 225
E. Terminal for connection of equipment grounding wire in each terminal box.

2.11 BEARINGS AND LUBRICATION
Project Owner LOW-VOLTAGE AC INDUCTION MOTORS
New River Improvement Project – Calexico 26 20 00 - 7

A. Horizontal Motors:

1. 3/4 hp and Smaller: Permanently lubricated and sealed ball bearings, or regreasable ball bearings in labyrinth sealed end bells with removable grease relief plugs.

2. 1 through 400 hp: Regreasable ball bearings in labyrinth sealed end bells with removable grease relief plugs.

3. Minimum 100,000 hours L-10 bearing life for ball and roller bearings as defined in ABMA 9 and ABMA 11.

B. Vertical Motors:

1. Thrust Bearings:
a. Antifriction bearing.
b. Manufacturer’s standard lubrication 100 hp and smaller. c. Oil lubricated 125 hp and larger.
d. Minimum 50,000 hours L-10 bearing life.

2. Guide Bearings:
a. Manufacturer’s standard bearing type.
b. Manufacturer’s standard lubrication 200 hp and smaller. c. Oil lubricated 250 hp and larger.
d. Minimum 100,000 hours L-10 bearing life.

C. Regreasable Antifriction Bearings:

1. Readily accessible, grease injection fittings.

2. Readily accessible, removable grease relief plugs.

D. Oil Lubrication Systems:

1. Oil reservoirs with sight level gauge.

2. Oil fill and drain openings with opening plugs.

3. Provisions for necessary oil circulation and cooling.

E. Inverter Duty Rated Motors:

1. Bearing Isolation: Motors larger than 20 hp shall have electrically isolated bearings to prevent stray current damage.

2. Shaft Grounding Device: Motors larger than 1 hp shall be provided with a shaft grounding brush or conductive micro fiber shaft grounding ring. Shaft grounding device shall be solidly bonded to the grounded motor frame in accordance with manufacturer’s recommendations.
a. Manufacturers:
1) Grounding Brush: Sohre Turbomachinery, Inc.
2) Grounding Ring: EST-Aegis.

Project Owner LOW-VOLTAGE AC INDUCTION MOTORS
New River Improvement Project – Calexico 26 20 00 - 8

2.12 NOISE
A. Measured in accordance with IEEE 85 and NEMA MG 1.

B. Motors controlled by adjustable frequency drive systems shall not exceed sound levels of 3 dBA higher than NEMA MG 1.

2.13 BALANCE AND VIBRATION CONTROL
A. In accordance with NEMA MG 1, Part 7.

2.14 EQUIPMENT FINISH
A. Protect Motor for Service Conditions:

1. ODP Enclosures: Indoor industrial atmospheres.

2. Other Enclosures: Outdoor industrial atmospheres, including moisture and direct sunlight exposure.

B. Internal Finish: Bore and end turns coated with clear polyester or epoxy varnish.

2.15 SPECIAL FEATURES AND ACCESSORIES
A. Screen Over Air Openings: Stainless steel on motors with ODP, WPI, and WPII enclosures meeting requirements for Guarded Machine in NEMA MG 1, and attached with stainless steel screws.

B. Winding Thermal Protection:

1. Thermostats:
a. Motors for constant speed application 20 hp and larger or as shown on drawings. Motors for adjustable speed application 5 hp and larger or as shown on drawings.
b. Bi-metal disk or rod type thermostats embedded in stator windings or temperature sensor as shown on drawings.
c. Automatic reset contacts rated 120V ac, 5 amps minimum, opening on excessive temperature. (Provide manual reset at motor controller.)
d. Leads extending to separate terminal box for motors 100 hp and larger.

B. Thermal Switch Protection:

1. Provide Thermal Switch for motor less than 20hp:

C. Nameplates:

Project Owner LOW-VOLTAGE AC INDUCTION MOTORS
New River Improvement Project – Calexico 26 20 00 - 9

1. Raised or stamped letters on stainless steel or aluminum plate.

2. Display motor data required by NEMA MG 1, Paragraph 10.39 and Paragraph 10.40 in addition to bearing numbers for both bearings.

3. Premium efficiency motor nameplates to display NEMA nominal efficiency, guaranteed minimum efficiency, full load power factor, and maximum allowable kVAR for power factor correction capacitors.

D. Anchor Bolts: Provide meeting manufacturer’s recommendations and of sufficient size and number for the specified seismic conditions. Approved by a Structural Engineer registered in the state of California.

2.16 SPECIAL MOTORS
A. Requirements in this article take precedence over conflicting features specified elsewhere in this Section.

B. Chemical Industry, Severe-Duty (CISD-TEFC):

1. In accordance with IEEE 841.

2. TEFC in accordance with NEMA MG 1.

3. Suitable for indoor or outdoor installation in severe-duty applications including high humidity, chemical (corrosive), dirty, or salty atmospheres.

4. Motor Frame, End Shields, Terminal Box, and Fan Cover: Cast iron.

5. Ventilating Fan: Corrosion-resistant, nonsparking, external.

6. Drain and Breather Fittings: Stainless steel.

7. Nameplate: Stainless steel.

8. Gaskets between terminal box halves and terminal box and motor frame.

9. Extra slinger on rotor shaft to prevent moisture seepage along shaft into motor.

10. Double shielded bearings.

11. 125,000 hours minimum L-10 bearing life for direct-connected loads.

12. External Finish: Double-coated epoxy enamel.

13. Coated rotor and stator air gap surfaces.

14. Insulation System, Windings, and Connections:
a. Class F insulation, Class B rise or better at 1.0 service factor. b. Multiple dips and bakes of nonhygroscopic polyester varnish.

15. Service Factor:
a. At 40 Degrees C Ambient: 1.15.
b. At 65 Degrees C Ambient: 1.00.

16. Safe Stall Time Without Injurious Heating: 20 seconds minimum.

C. Severe-Duty Explosion-Proof: Meet requirements for EXP enclosures and CISDTEFC motors.

Project Owner LOW-VOLTAGE AC INDUCTION MOTORS
New River Improvement Project – Calexico 26 20 00 - 10

D. Severe-Duty, Dust-Ignition-Proof: Meet requirements for DIP enclosures and CISDTEFC motors.

E. Multispeed: Meet requirements for speeds, number of windings, and load torque classification indicated in the motor-driven equipment specifications.

F. Inverter Duty Motor:

1. Motor supplied power by adjustable voltage and adjustable frequency drives shall be inverter duty rated.

2. Motor shall be suitable for operation over entire speed range indicated.

3. Provide forced ventilation where speed ratio is greater than published range for motor provided.

4. Motor installed in Division 1 hazardous (classified) location shall be identified as acceptable for variable speed when used in a Division 1 location.

G. Submersible Pump Motor:

1. Manufacturers:
a. Reliance Electric.
b. ITT Flygt Corp.

2. At 100 Percent Load:

Submersible Pump Motors
Horsepower
Guaranteed
Minimum
Efficiency
Guaranteed
Minimum
Power Factor
5 through 10 80 82

10.1 through 50 85 82

50.1 through 100 87 82
Over 100 89 82

3. Insulation System: Manufacturer’s standard Class B or Class F.

4. Motor capable of running dry continuously.

5. The motor service factor (combined effect of voltage, frequency and specific gravity) shall be 1.15. The motor shall have a voltage tolerance of +/- 10%. The motor shall be designed for continuous operation in up to a 40°C (104°F) ambient and shall have a NEMA Class B maximum operating Project Owner LOW-VOLTAGE AC INDUCTION MOTORS
New River Improvement Project – Calexico 26 20 00 - 11

temperature rise of 80° C. A motor performance chart shall be provided upon request exhibiting curves for motor torque, current, power factor, input/output kW and efficiency. The chart shall also include data on motor starting and no-load characteristics

6. The rotor bars and short circuit rings shall be made of aluminum.

7. The stator shall be heat-shrink fitted into the cast iron stator housing

8. The stator windings shall be insulated with moisture resistant Class H insulation rated for 180°C (356°F).

9. The motor and the pump shall be produced by the same manufacturer.

10. Motor horsepower shall be sufficient so that the pump is non-overloading throughout its entire performance curve, from shut-off to run-out

11. Enclosure:
a. Hermetically sealed, watertight, for continuous submergence up to 65-foot depth.
b. Listed to meet UL 674 and NFPA 70 requirements for Class I, Division 1, Group C and D hazardous atmosphere.
c. Seals: Tandem mechanical.
d. The junction chamber shall be sealed off from the stator housing and shall contain a terminal board for connection of power and pilot sensor cables using threaded compression type terminals.

12. Bearing and Lubrication:
a. Permanently sealed and lubricated, replaceable antifriction guide and thrust bearings.
b. Minimum 15,000 hours L-10 bearing life.

13. Inrush kVA/horsepower no greater than NEMA MG 1 and NFPA 70, Code F.

14. Winding Thermal Protection:
a. Thermal sensor and switch assembly, one each phase, embedded in stator windings and wired in series.
b. Switches normally closed, open upon excessive winding temperature, and automatically reclose when temperature has cooled to safe operating level.
c. Switch contacts rated at 5 amps, 120V ac.

15. Motor Seal Failure Moisture Detection:
a. Probes or sensors to detect moisture beyond seals.
b. Probe or sensor monitoring module for mounting in motor controller, suitable for operation from 120V ac supply.
c. Monitoring module with control power transformer, probe test switch Project Owner LOW-VOLTAGE AC INDUCTION MOTORS
New River Improvement Project – Calexico 26 20 00 - 12

and test light, and two independent 120V ac contacts, one opening and one closing when the flux of moisture is detected.

16. Bearing Overtemperature Protection for Motors Larger than 100 hp:
a. Sensor on lower bearing housing monitoring bearing temperature. b. Any monitoring relay necessary to provide 120V ac contact opening on bearing overtemperature.

17. Winding thermal protection, moisture detection, and bearing overtemperature specified above may be monitored by a single device providing two independent 120V ac contacts, one closing and one opening on malfunction.

18. Connecting Cables:
a. Two separate cables, one containing power and grounding conductors, and the other containing control and grounding conductors.
b. Each cable suitable for hard service, submersible duty with watertight seal where cable enters motor.
c. The use of wire nuts or crimp-type connectors is not acceptable. d. Length: 30 feet minimum.
e. UL 1 listed and sized in accordance with NFPA 70.

2.17 FACTORY TESTING
A. Tests:

1. In accordance with IEEE 112 for polyphase motors and IEEE 114 for single-phase motors.

2. Routine (production) tests on all motors in accordance with NEMA MG 1.

Test multispeed motors at all speeds.

3. For energy efficient motors, test efficiency and power factor at 50 percent, 75 percent, and 100 percent of rated horsepower:
a. In accordance with IEEE 112, Test Method B, and NEMA MG 1, Paragraph 12.59. and Paragraph 12.60.
b. For motors 500 hp and larger where facilities are not available to test by dynamometer (Test Method B), determine efficiency by IEEE 112, Test Method F.

4. Provide certified test reports for polyphase motors 100 hp and larger.

B. Test Report Forms:

1. Routine Tests: IEEE 112, Form A-1.

2. Efficiency and power factor by Test Method B, IEEE 112, Form A-2, and NEMA MG 1, Table 12-12.

PART 3 EXECUTION
Project Owner LOW-VOLTAGE AC INDUCTION MOTORS
New River Improvement Project – Calexico 26 20 00 - 13

3.01 INSTALLATION
A. In accordance with manufacturer’s instructions and recommendations, and as required by the installation location.

B. Align motor carefully and properly with driven equipment.

C. Secure equipment to mounting surface with anchor bolts.

END OF SECTION
Project Owner LOW-VOLTAGE TRANSFORMERS
New River Improvement Project – Calexico 26 22 00 - 1
SECTION 26 22 00

LOW-VOLTAGE TRANSFORMERS
PART 1 - GENERAL

1.01 SUBMITTALS
A. Action Submittals:

1. Descriptive information.

2. Dimensions and weight.

3. Transformer nameplate data.

4. Schematic and connection diagrams.

5. Seismic anchorage and bracing drawings and cut sheets.

PART 2 - PRODUCTS

2.01 GENERAL
A. UL 1561, NEMA ST 20, unless otherwise indicated.

B. Dry-type, self-cooled, two-winding, with copper windings.

C. Units larger than 5 kVA suitable for use with 75 degrees C wire at full NFPA 70, 75 degrees C ampacity.

D. Efficiency: Meet or exceed values in Table 4.2 of NEMA TP 1. In California, transformers 15 kVA and larger shall comply with Title 20 and Title 24.

E. Maximum Sound Level in accordance with NEMA ST 20.

F. Overload capability: Short-term overload in accordance with IEEE C57.96.

G. Vibration Isolators:

1. Rated for transformer’s weight.

2. Isolation Efficiency: 99 percent, at fundamental frequency of sound emitted by transformer.

3. Less Than 30 kVA: Isolate entire unit from structure with external vibration isolators.

4. 30 kVA and Above: Isolate core and coil assembly from transformer enclosure with integral vibration isolator.

H. Manufacturers:

Project Owner LOW-VOLTAGE TRANSFORMERS
New River Improvement Project – Calexico 26 22 00 - 2

1. General Electric Co.

2. Square D Co.

3. Eaton/Cutler-Hammer.

2.02 GENERAL PURPOSE TRANSFORMER
A. Insulation Class and Temperature Rise: Manufacturer’s standard.

B. Core and Coil:

1. Encapsulated for single-phase units 1/2 kVA to 25 kVA and for three-phase units 3 kVA to 15 kVA.

2. Thermosetting varnish impregnated for single-phase units 37.5 kVA and above, and for three-phase units 30 kVA and above.

C. Enclosure:

1. Single-Phase, 3 kVA to 25 kVA: NEMA 250, Type 3R, nonventilated.

2. Single-Phase, 37-1/2 kVA and Above: NEMA 250, Type 2, ventilated.

3. Three-Phase, 3 kVA to 15 kVA: NEMA 250, Type 3R, nonventilated.

4. Three-Phase, 30 kVA and Above: NEMA 250, Type 2, ventilated.

5. Outdoor Locations: NEMA 250, Type 3R.

6. Corrosive Locations: NEMA 250, Type 3R stainless steel.

D. Voltage Taps: Four 2-1/2 percent, full capacity; two above and two below normal voltage rating.

E. Impedance: 4.5 percent minimum on units 75 kVA and larger.

PART 3 EXECUTION

3.01 INSTALLATION
A. Install in accordance with NECA and manufacturer’s instructions.

B. Load external vibration isolator such that no direct transformer unit metal is in direct contact with mounting surface.

C. Provide moisture-proof, flexible conduit for electrical connections.

D. Connect voltage taps to achieve (approximately) rated output voltage under normal plant load conditions.

END OF SECTION
Project Owner PANELBOARDS
New River Improvement Project – Calexico 26 24 16 - 1
SECTION 26 24 16

PANELBOARDS
PART 1 - GENERAL

1.01 SUBMITTALS
A. Action Submittals:

1. Manufacturer’s data sheets for each type of panelboard, protective device, accessory item, and component.

2. Manufacturer’s shop drawings including dimensioned plan, section, and elevation for each panelboard type, enclosure, and general arrangement.

3. Tabulation of features for each panelboard to include the following:
a. Protective devices with factory settings.
b. Provisions for future protective devices.
c. Space for future protective devices.
d. Voltage, frequency, and phase ratings.
e. Enclosure type.
f. Bus and terminal bar configurations and current ratings. g. Provisions for circuit terminations with wire range. h. Short circuit current rating of assembled panelboard at system voltage.
i. Features, characteristics, ratings, and factory settings of auxiliary components.

B. Informational Submittals: Manufacturer’s recommended installation instructions.

1.02 QUALITY ASSURANCE
A. Listing and Labeling: Provide products specified in this Section that are listed and labeled as defined in NEC Article 100.

PART 2 - PRODUCTS

2.01 MANUFACTURERS
A. Materials, equipment, and accessories specified in this Section shall be products of:

1. Eaton/Cutler-Hammer.

Project Owner PANELBOARDS
New River Improvement Project – Calexico 26 24 16 - 2

2. General Electric Co.

3. Square D Co.

2.02 GENERAL
A. Provide low voltage panelboards for application at 600V or less in accordance with this Section
B. Provide equipment in accordance with NEMA PB 1, NFPA 70, and UL 67.

C. Wire Terminations:

1. Panelboard assemblies, including protective devices, shall be suitable for use with 75 degrees C or greater wire insulation systems at NEC 75 degrees C conductor ampacity.

D. Load Current Ratings:

1. Unless otherwise indicated, load current ratings for panelboard assemblies, including bus and circuit breakers, are noncontinuous as defined by NEC. Continuous ratings shall be 80 percent of noncontinuous rating.

2. Where indicated “continuous”, “100 percent”, etc., selected components and protective devices shall be rated for continuous load current at value shown.

E. Short Circuit Current Rating (SCCR): Integrated equipment short circuit rating for each panelboard assembly shall be no less than the indicated SCCR.

F. Overcurrent Protective Devices:

1. In accordance with NEMA AB 1, NEMA KS 1, UL 98, and UL 489.

2. Protective devices shall be adapted to panelboard installation. a. Capable of device replacement without disturbing adjacent devices and without removing main bus.
b. Spaces: Cover openings with easily removable cover.

3. Devices shall be fully rated; series-connected ratings unacceptable.

Interrupting rating as indicated, and in no case less than 10,000 Amperes.

4. UL Listed.

G. Circuit Breakers:

1. General: Thermal-magnetic unless otherwise indicated, quick-make, quick-break, molded case, of indicating type showing ON/OFF and TRIPPED positions of operating handle.

2. UL Listed, with minimum 10,000 ampere interrupting rating.

Project Owner PANELBOARDS
New River Improvement Project – Calexico 26 24 16 - 3

3. Noninterchangeable: In accordance with NEC.

4. Bus Connection: Bolt-on circuit breakers in all panelboards.

5. Trip Mechanism:
a. Individual permanent thermal and magnetic trip elements in each pole.
b. Variable magnetic trip elements with a single continuous adjustment 3X to 10X for frames greater than 100 amps.
c. Two and three pole, common trip.
d. Automatically opens all poles when overcurrent occurs on one pole.
e. Test button on cover.
f. Calibrated for 40 degrees C ambient, unless shown otherwise.

6. Unacceptable Substitution:
a. Do not substitute single-pole circuit breakers with handle ties for multi-pole breakers.
b. Do not use tandem or dual circuit breakers in normal single-pole spaces.

7. Ground Fault Circuit Interrupter (GFCI): Where indicated, equip breaker as specified above with ground fault sensor and rated to trip on 5- mA ground fault within 0.025 second (UL 943, Class A sensitivity, for protection of personnel).
a. Ground fault sensor shall be rated same as circuit breaker. b. Push-to-test button.
c. Reset button.

8. Equipment Ground Fault Interrupter (EGFI): Where indicated, equip breaker specified above with ground fault sensor and rated to trip on 30- mA ground fault (UL listed for equipment ground fault protection).

H. Enclosures:

1. Provide as specified in Section 26 05 04, Basic Electrical Materials and Methods.

2. Material: Code-gauge, hot-dip galvanized sheet steel with reinforced steel frame.

3. Finish: Rust inhibitor prime followed by manufacturer’s standard gray baked enamel or lacquer.

I. Bus:

1. Material: Copper or tin-plated aluminum, full sized throughout length.

Provide for mounting of future protective devices along full length of bus regardless of number of units and spaces shown. Machine, drill, and tap as required for current and future positions.

J. Feeder Lugs: Main, feed-through, and neutral shall be replaceable, bolted mechanical or crimp compression type, suitable for the feeder de-rated Project Owner PANELBOARDS
New River Improvement Project – Calexico 26 24 16 - 4
for ambient temperature.

K. Equipment Ground Terminal Bus: Copper with suitably sized provisions for termination of ground conductors, and bonded to box.

1. Provide individual mechanical termination points no less than the quantity of breaker pole positions.

2. Provide individual termination points for all other grounding conductors such as feeder, grounding electrode, etc.

3. Termination points shall be bolted crimp compression lugs for conductors 6 AWG and larger.

L. Neutral Terminal Bus: Copper with suitably sized provisions for termination of neutral conductors, and isolated from box.

1. Provide individual mechanical termination points no less than the quantity of breaker pole positions.

2. Provide individual termination points for all other neutral conductors.

3. Termination points shall be bolted crimp compression lugs for conductors 6 AWG and larger.

M. Provision for Future Devices: Equip with mounting brackets, bus connections, and necessary appurtenances for future protective device ampere ratings indicated.

2.03 LIGHTING AND APPLIANCE BRANCH CIRCUIT PANELBOARDS
A. Protective Device Locking: Furnish provisions for handle padlocking for main and subfeed devices; also provide for branch devices where indicated.

B. Multi-Section Panelboards: Where more than 42 poles are required or more than one section is otherwise indicated, provide multiple panelboards with separate fronts.

1. Panelboard sections shall be individually installed and field interconnected to form a single electrical unit.

2. Unless otherwise indicated, provide feed-through lugs on each section but last.

3. Surface-mount panels shall be individually mounted and may be different sizes.

4. Recessed-mount panels shall be individually mounted and the same size tub and flush cover.

5. Surface-mount multi-section panelboards may be comprised of sections of unequal heights.

6. Provide feed-through and main lugs in individual sections as required for field assembly of a complete multi-section panelboard.

7. Provide neutral and ground terminal bars in each section.

Project Owner PANELBOARDS
New River Improvement Project – Calexico 26 24 16 - 5
C. NEMA 250 Type 1 Branch Panelboard Enclosure:

1. Front trim shall be secured to box with concealed trim clamps.

2. Surface-mount panelboard front trim shall have same dimensions as box.

3. Flush panelboards front trims shall overlap box nominal 3/4 inch on all sides.

4. Door in panelboard front trim, with concealed hinges, shall provide access to protective device operating handles.

5. Doors over 30 inches in height shall have multi-point latching.

6. Door lock shall be secure with flush catch and tumbler lock; all panelboards keyed alike, with two milled keys each lock.

7. Circuit Directory: Metal frame with transparent plastic face and enclosed card, mounted inside each panel door.

PART 3 EXECUTION

3.01 GENERAL
A. Install in accordance with NECA 407, NEMA PB 1.1 and manufacturers’ written installation instructions.

B. Install securely, plumb, in-line and square with walls.

C. Install top of cabinet trim78 inches above floor, unless otherwise shown. Install cabinet so tops of protective device operating handles are no more than 78 inches above the floor.

D. Ground Fault Protection: Install panelboard ground fault circuit interrupter devices in accordance with installation guidelines of NEMA 289.

E. Install filler plates in unused spaces.

F. Wiring in Panel Gutters: Train conductors neatly in groups; bundle, and wrap with nylon wire ties.

3.02 BRANCH CIRCUIT PANELBOARD
A. Mount flush panels uniformly flush with wall finish.

B. Provide typewritten circuit directory for each panelboard.

END OF SECTION
Project Owner WIRING DEVICES
New River Improvement Project – Calexico 26 27 26 - 1
SECTION 26 27 26

WIRING DEVICES
PART 1 - GENERAL

1.01 SUBMITTALS
A. Action Submittals: Manufacturer's product data for wiring devices.

PART 2 - PRODUCTS

2.01 SWITCHES
A. Switch, General Purpose:

1. NEMA WD 1 and FS W-S-896F.

2. Totally enclosed, ac type, with quiet tumbler switch and screw terminal.

3. Rivetless one-piece brass or copper alloy contact arm with silver alloy contact.

4. Capable of controlling 100 percent tungsten filament and fluorescent lamp loads.

5. Rating: 20 amps, 120/277 volts.

6. Automatic grounding clip and integral grounding terminal on mounting strap.

7. Color: Ivory.

8. Special Features:
a. Provide the following features in comparable devices where indicated:

Three-way and four-way.
b. Light switches shall be standard duty grade, manually selectable twist spring wound timer type, rated 20 amperes at 120/277 volts. The adjustable switch shall have a pointer with a timing range of 0-6 hours.

Switches shall be ivory unless otherwise noted on the drawings.

Standards: UL 917, E10694. Manufactured by Intermatic No. FF-6H or approved equal.

9. Manufacturers and Products, Industrial Grade:
a. Cooper Arrow Hart; AH1220 Series.
b. Bryant; 4901 Series.
c. Hubbell; 1221Series.
d. Leviton; 1221 Series.

B. Switch, Motor Rated:

Project Owner WIRING DEVICES
New River Improvement Project – Calexico 26 27 26 - 2

1. Type: Two-pole or three-pole, manual motor starting/disconnect switch without overload protection.

2. UL 508 listed.

3. Totally enclosed snap-action switch. Quick-make, slow-break design with silver alloy contacts.

4. Minimum General Purpose Rating: 30 amperes, 600V ac.

5. Minimum Motor Ratings:
a. 2 horsepower for 120V ac, single-phase, two-pole.
b. 3 horsepower for 240V ac, single-phase, two-pole.
c. 10 horsepower for 480V ac, three-phase, three-pole.

6. Screw-type terminal.

7. Manufacturers and Products:
a. Cooper Arrow Hart.
b. Hubbell Bryant: HBL78 Series.
c. Leviton.

2.02 RECEPTACLES
A. Receptacle, General Purpose:

1. NEMA WD 1 and FS W-C-596G.

2. Duplex, two-pole, three-wire grounding type with screw type wire terminals.

3. Impact resistant nylon cover and body, with finder grooves in face, unless otherwise indicated.

4. One-piece mounting strap with integral ground contact (Rivetless construction).

5. Contact Arrangement: Contact to be made on two sides of each inserted blade without detent.

6. Rating: 125 volts, NEMA WD 1, Configuration 5-20R, 20 amps, unless otherwise indicated.

7. Size: For 2-inch by 4-inch outlet box.

8. Special Features: Provide the following features in comparable devices where indicated:
a. Listed weather-resistant in accordance with NEC 406.8. b. Listed tamper-resistant in accordance with NEC 406.11.

9. Industrial Grade Manufacturers and Products:
a. Cooper Arrow Hart; 5362 Series.
b. Hubbell Bryant; HBL5362 Series.
c. Leviton; 5362 Series.

Project Owner WIRING DEVICES
New River Improvement Project – Calexico 26 27 26 - 3
B. Receptacle, Ground Fault Circuit Interrupter:

1. Meet requirements of general-purpose receptacle.

2. Listed Class A to UL 943, tripping at 5 mA.

3. Rectangular smooth face with push-to-test and reset buttons.

4. Listed weather-resistant in accordance with NEC 406.8.

5. Feed-through Capability: 20 amps.

6. Manufacturers and Products:
a. Hubbell Bryant; GFTR20 Series.
b. Cooper Arrow Hart; WRVGF20 Series.
c. Leviton; 7899 Series.
d. straight out.

2.03 DEVICE PLATES
A. Sectional type plate not permitted.

B. Metal:

1. Material: Specification grade, one-piece, 0.040-inch nominal thickness stainless steel.

2. Finish: ASTM A167, Type 302/304, satin.

3. Mounting Screw: Oval-head, finish matched to plate.

C. Cast Metal:

1. Material: Malleable ferrous metal, with gaskets.

2. Screw: Oval-head stainless steel.

D. Sheet Steel:

1. Finish: Zinc electroplate.

2. Screws: Oval-head stainless steel.

3. Manufacturers:
a. Appleton.
b. Crouse-Hinds.

E. Weatherproof:

1. Receptacle, Weatherproof Type 1:
a. Gasketed, cast-aluminum, with individual cap over each receptacle opening.
b. Mounting Screw and Cap Spring: Stainless steel.

Project Owner WIRING DEVICES
New River Improvement Project – Calexico 26 27 26 - 4
c. Manufacturers and Products:
(1) Crouse-Hinds; Type WLRD-1.
(2) Appleton; Type FSK-WRD.

2. Receptacle, Cover Weatherproof while in use Type 2:
a. UL listed for wet location while in use.
b. Die cast metal cover.
c. Depth: 3.5 inch
d. Manufacturer and Product: TayMac; Type Multi-Mac or Thomas & Betts

3. Switch:
a. Gasketed, cast-metal or cast-aluminum, incorporating external operator for internal switch.
b. Mounting Screw: Stainless steel.
c. Manufacturers and Products:
(1) Crouse-Hinds; DS-181 or DS-185.
(2) Appleton; FSK-1VTS or FSK-1VS.

F. Raised Sheet Metal: 1/2-inch high zinc- or cadmium-plated steel designed for one-piece drawn type sheet steel box.

G. Sheet Steel: Formed sheet steel or Feraloy designed for installation on cast-metal box.

2.04 FINISHES
A. Wiring device catalog numbers specified in this Section do not designate device color.

Unless otherwise indicated, or required by code, provide colors as specified below.

B. Wiring Device:

1. Office Areas: Ivory.

2. Other Areas: Gray.

D. Label: Panel board and circuit number, after load balancing has been completed, shall be engraved on a phanolie nameplate and epoxy glued on each switch and receptacle cover.

PART 3 - EXECUTION

3.01 INSTALLATION, GENERAL
A. Comply with NECA 1.

B. Coordination with Other Trades:

Project Owner WIRING DEVICES
New River Improvement Project – Calexico 26 27 26 - 5

1. Ensure device and its box are protected.

2. Keep outlet box free of plaster, drywall joint compound, mortar, cement, concrete, dust, paint, and other material that may contaminate raceway system, conductors, and cables.

3. Install device box in brick or block wall such that cover plate does not cross a joint, unless otherwise indicated. Where indicated or directed to cross joint, trowel joint flush with face of wall.

4. Install wiring device after wall preparation, including painting, is complete.

C. Conductors:

1. Do not strip insulation from conductors until just before they are spliced or terminated on devices.

2. Strip insulation evenly around conductor using tools designed for the purpose.

Avoid scoring or nicking of solid wire or cutting strands from stranded wire.

3. Length of free conductors at outlets for devices shall meet provisions of NFPA 70, Article 300, without pigtails.

D. Device Installation:

1. Replace devices that have been in temporary use during construction or that show signs they were installed before building finishing operations were complete.

2. Keep each wiring device in its package or otherwise protected until it is time to connect conductors.

3. Do not remove surface protection, such as plastic film and smudge covers, until last possible moment.

4. Connect devices to branch circuits using pigtails that are not less than 6 inches (150 mm) in length.

5. Use torque screwdriver when a torque is recommended or required by manufacturer.

6. When conductors larger than 12 AWG are installed on 15-amp or 20-amp circuits, splice 12 AWG pigtails for device connections.

7. Tighten unused terminal screws on device.

8. Device Plates:
a. Do not use oversized or extra deep plate.
b. Repair wall finishes and remount outlet box when standard device plate does not fit flush or does not cover rough wall opening. c. All switch, receptacle, occupancy sensor, and time switch plates shall be permanently identified with the panelboard and circuit number of the power circuit supplying the device. Adhesive tags and labels are not allowed.

Project Owner WIRING DEVICES
New River Improvement Project – Calexico 26 27 26 - 6

3.02 SWITCH INSTALLATION
A. Switch, General Purpose:

1. Install with switch operation in vertical position.

2. Install single-pole, two-way switch such that toggle is in up position when switch is on.

B. Switch, Motor Rated:

1. Install with switch operation in vertical position such that toggle is in up position when ON.

2. Install within sight of motor when used as disconnect switch.

C. Occupancy Sensor, Wall Switch: Install in accordance with manufacturer's instructions.

3.03 RECEPTACLE INSTALLATION
A. Duplex Receptacle:

1. Install with grounding slot up, except where horizontal mounting is shown, in which case install with neutral slot up.

2. Weatherproof Receptacle:
a. Install in cast metal box.
b. Install such that hinge for protective cover is above receptacle opening.

3. Ground Fault Interrupter: Install feed-through model at locations where ground fault protection is specified for "downstream" conventional receptacles.

4. Special-Purpose Receptacle: Install in accordance with manufacturer's instructions.

3.04 DEVICE PLATE INSTALLATION
A. Securely fasten to wiring device; ensure tight fit to box.

B. Flush Mounted: Install with all four edges in continuous contact with finished wall surface without use of mat or similar material. Plaster fillings will not be acceptable.

C. Surface Mounted: Plate shall not extend beyond sides of box, unless plate has no sharp corners or edges.

D. Install with alignment tolerance to box of 1/16 inch.

E. Type (Unless Otherwise Shown):

1. Office Areas: Metal.

2. Other Areas: Metal.

3. Exterior:

Project Owner WIRING DEVICES
New River Improvement Project – Calexico 26 27 26 - 7
a. Switch: Weatherproof.
b. Receptacle: Weatherproof Type 2.

4. Interior:
a. Flush-Mounted Box: Metal.
b. Surface-Mounted, Metal Box: Cast.
c. General Purpose Areas: Sheet Steel.
d. Other Areas: Cast.
e. Surface Mounted, Sheet Steel Box: Raised sheet steel. f. Receptacle Shown as Weatherproof on Drawings: Weatherproof Type 2.

3.05 IDENTIFICATION
A. All switch, receptacle, occupancy sensor, and time switch plates shall be permanently identified with the panelboard and circuit number of the power circuit supplying the device.

B. Use engraved nameplates or stamped metallic tags for identification of individual devices. Attach with screws, stainless steel wire, or silicon based adhesive caulk.

C. Where a tag or nameplate is impractical, and only when approved by the District Engineer, identify the device plate with indelible marker using neatly applied block lettering. (Sharpie, fine point, permanent marker)
D. Adhesive tags and labels, and printed tape are not allowed. See Section 26 05 05 – Conductors
E. Identify conductors with durable wire markers or tags inside outlet boxes.

3.06 FIELD QUALITY CONTROL
A. Perform tests and inspections, and prepare test reports.

B. Verify circuit identification on device plate.

C. Test Instrument for 125-Volt 20-Amp Receptacle: Digital wiring analyzer with digital readout or illuminated LED indicators of measurement.

D. Using test plug, verify device and its outlet box are securely mounted.

E. Line Voltage Range: 105 volts to 132 volts.

F. Percent Voltage Drop under 15-Amp Load: Less than 6 percent; 6 percent or higher is not acceptable.

G. Ground Impedance: 2 ohms, maximum.

Project Owner WIRING DEVICES
New River Improvement Project – Calexico 26 27 26 - 8
H. GFCI Trip: Test for tripping values specified in UL 1436 and UL 943.

I. Tests shall be diagnostic, indicating damaged conductors, high resistance at circuit breaker, poor connections, inadequate fault current path, defective devices, or similar problems. Correct circuit conditions, remove malfunctioning units and replace with new ones, and retest as specified above.

END OF SECTION
Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 1
SECTION 26 29 23

LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM
PART 1 - GENERAL

1.01 DEFINITIONS
A. Terms that may be used in this Section:

1. GTO: Gate Turn-Off Thyristor.

2. MPR: Motor protection relay.

3. MTBF: Mean time between failure

4. PWM: Pulse width modulation.

5. ROM: Read only memory.

6. RTD: Resistance temperature detector.

7. RTU: Remote Telemetry Unit.

8. RVSS: Reduced Voltage Solid State.

9. Rated Load: Load specified for the equipment.

10. Rated Speed: Nominal rated (100 percent) speed specified for the equipment.

11. TDD: Total demand distortion.

12. THD: Total harmonic distortion.

13. TTL: Transistor transistor logic.

14. VFD: Variable frequency drive.

1.02 SYSTEM DESCRIPTION
A. Performance Requirements:

1. Rated Continuous Operation Capacity: Not less than 1.15 times full load current rating of driven motor, as indicated on the motor nameplates, and suitable for continuous operation at any continuous overload which may be imposed on motor by driven pump operating over specified speed range, in the ambient temperature specified.

2. Normal Source Current Harmonic Distortion: Individual current harmonic distortion shall not exceed 3 percent and the total demand distortion shall not exceed 5 percent at the input terminals of the VFD.

3. Normal Source Voltage Harmonic Distortion: THD shall not exceed 5 percent, and individual voltage harmonic distortion shall not exceed 3 percent at the input terminals of the VFD.

4. Furnish isolating transformers, series reactors, harmonic filters, or other Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 2
devices necessary for proper system operation. Furnish necessary devices and circuits to prevent operation of one drive from adversely affecting operation of other drives supplied from same transformer or same bus.

5. When isolation transformers are used, design to meet K-factor requirements of drive(s) connected.

B. Design Requirements:

1. Design and provide drive system consisting of variable frequency controller, certain auxiliary items, and components necessary for complete operating system.

2. Other equipment is being powered from same bus as variable frequency drives. Ensure proper operation of drives and other loads under normal and emergency conditions.

3. Furnish VFDs rated on basis of actual motor full load nameplate current rating. Ratings shall not be based only on horsepower.

4. Drive System: Convert incoming three-phase, 60 Hz ac power to variable voltage, variable frequency output for adjustable speed operation of a standard ac induction squirrel-cage motor, using the pulse-widthmodulation (PWM) technique to produce the variable frequency output.

5. System rated for continuous industrial duty and suitable for use with Standard NEMA MG 1, Design B motors.

6. Incoming Line Circuit Breaker: Provide positive means of disconnecting incoming power, and overcurrent protection for the drive system.

7. Incoming Line Reactor: Design to minimize harmonic distortion on the incoming power feeder.

8. Temperature rated for 50 degrees C (122 degrees F).

9. Provide Surge Protection Device on the load side main circuit breaker.

1.03 SUBMITTALS
A. Action Submittals:

1. Overall drive system operating data, including efficiencies, input currents, and power factors, at driven equipment actual load and rated system input voltage, at 0, 40, 60, 80, 100, and 110 percent of rated speed.

2. VFD output pulse maximum peak voltage, pulse rise time and pulse rate of rise, including any justification for proposed deviation from specified values. Include motor manufacturer’s certification that motor insulation will withstand long-term overvoltages caused at motor terminals due to specified output pulse data or any proposed deviation from this data.

3. Complete system rating, including all nameplate data, continuous operation load capability throughout speed range of 0 to 120 percent of rated speed.

Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 3

4. Complete variable frequency controller and coordinated with motor full load nameplate current rating; list any controller special features being supplied.

5. Controller, reactor, harmonic filter, and isolating transformer (if applicable) dimensional drawings; information on size and location of space for incoming and outgoing conduit.

6. Maximum heat dissipation from enclosure.

7. Layout of controller face showing pushbuttons, switches, instruments, indicating lights, etc.

8. Complete system schematic (elementary) wiring diagrams.

9. Complete system interconnection diagrams between controller, drive motor, and all related components or controls external to system, including wire numbers and terminal board point identification.

10. One-line diagram of system, including component ratings.

11. Description of diagnostic features being provided.

12. Descriptive literature for all major components and control devices such as relays, timers, etc.

13. Itemized bill-of-materials listing all system components.

14. Seismic anchorage and bracing drawings and cut sheets.

B. Informational Submittals:

1. Statement of Supplier qualifications.

2. Seismic anchorage and bracing calculations.

3. Special shipping, storage and protection, and handling instructions.

4. Manufacturer’s printed installation instructions.

5. Factory functional test reports.

6. Field test reports.

7. Component and attachment testing seismic certificate of compliance.

8. List special tools, materials, and supplies furnished with equipment for use prior to and during startup and for future maintenance.

9. Operation and Maintenance Data: As specified in Section 01 78 23, Operation and Maintenance Data.

10. Manufacturer’s Certificate of Proper Installation, in accordance with Section 01 43 33, Manufacturers’ Field Services.

1.04 QUALITY ASSURANCE
A. Supplier: Minimum 5 years’ experience in furnishing similar size and type variable frequency, controlled speed, drive systems.

1.05 SPECIAL GUARANTEE
A. Provide manufacturer’s extended guarantee or warranty, with Owner named as beneficiary, in writing, as special guarantee. Special guarantee shall provide for correction, or at the option of the Owner, removal and replacement of Work Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 4
specified in this Specification Section found defective during a period of 3 years after the date of Substantial Completion. Duties and obligations for correction or removal and replacement of defective Work shall be as specified in the General Conditions.

PART 2 - PRODUCTS

2.01 MANUFACTURERS
A. Components and accessories specified in this Section shall be products of:

1. U.S. Drives, Phoenix DX.

2. Eaton/Cutler-Hammer, CPX.

B. All VFDs provided for this project shall be from the same manufacturer and shall have identical operation and programming interface characteristics.

2.02 SERVICE CONDITIONS
A. Ambient Operating Temperature: 32 to 122 degrees F.

B. Storage Temperature: Minus 40 to 158 degrees F.

C. Humidity: 0 to 95 percent relative (noncondensing).

D. Altitude: 0 to 3,300 feet.

E. Frequency Stability: Plus or minus 0.1 percent of maximum frequency.

2.03 COMPONENTS
A. Drive Units:

1. Incorporate a switching power supply operating from a dc bus, to produce a PWM output waveform simulating a sine wave and providing power loss ride through of 2 seconds at full load, full speed.

2. Current-limiting semiconductor fuses for protection of internal power semiconductors.

3. Employ a diode bridge rectifier providing a constant displacement power factor of 0.95 minimum at all operating speeds and loads.

4. Use transistors for output section, providing minimum 97 percent drive efficiency at full speed, full load.

5. Employ dc power discharge circuit so that after removal of input power dc link capacitor voltage level will decay below 50V dc within 1 minute after de-energizing following NEMA CP 1 and NFPA 79.

6. Operate with an open circuited output.

Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 5

7. Input Voltage: 480V ac plus or minus 10 percent.

8. Output Voltage: 0 to 480 volts, three-phase, 0 to 90 Hz, minimum.

9. Maximum peak voltage of PWM VFD output pulse of 1,000 volts, with pulse rise time of not less than 2 microseconds, and a maximum rate of rise of 500 volts per microsecond. Maximum frequency of PWM AFD output pulse (carrier) frequency of 3,000 Hz.

10. Motor Audible Noise Level: When operating throughout speed range of PWM AFD, no more than 3 dBA above that designated in NEMA MG 1 for same motor operated at constant speed with a 60 Hz supply voltage.

11. Short-Time Overload Capacity: 120 percent of rated load in rms current for 1 minute following full load, full speed operation.

12. Equipment Short-Circuit Rating: Suitable for connection to system with maximum source three-phase, bolted fault, short-circuit available of 42,000 amps rms symmetrical at 480 volts.

13. Furnish drives with output current-limiting reactors mounted within equipment enclosure.

14. Diagnostics: Comprehensive for drive adjustment and troubleshooting:
a. Memory battery backup; 100-hour minimum during a power loss. b. Status messages will not stop drive from running but will prevent it from starting.
c. Fault Condition Messages and History: First fault protection function to be activated, ability to store six successive fault occurrences in order. Minimum faults numerically:
1) Overcurrent (time and instantaneous).
2) Overvoltage.
3) Undervoltage (dc and ac).
4) Overtemperature.
5) Serial communication fault.
6) Short-circuit/ground fault (motor and drive).
7) Motor stalled.
8) Semiconductor fault.
9) Microprocessor fault.
10) Single-phase voltage condition.

15. Drive Protection:
a. Fast-acting semiconductor fuses.
b. Overcurrent, instantaneous overcurrent trip.
c. Dc undervoltage protection, 70 percent dropout.
d. Dc overvoltage protection, 130 percent pickup.
e. Overtemperature, drive, inverter, converter, and dc link components. f. Single-phase protection.
g. Reset overcurrent protection (manual or automatic reset). h. Active current limit/torque limit protection.
i. Semiconductor fault protection.
j. Short-circuit/ground fault protection.

Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 6
k. Serial communication fault protection.
l. Microprocessor fault.
m. Surge protection for transient overvoltage (6,000 volts, 80 joule surge, tested per IEEE C62.41).
n. Visual display of specific fault conditions.

16. Operational Features:
a. Use manufacturer’s standard unless otherwise indicated. b. Sustained power loss.
c. Momentary power loss.
d. Power interruption.
e. Power loss ride through (0.1 second).
f. Start on the fly.
g. Electronic motor overload protection.
h. Stall protection.
i. Slip compensation.
j. Automatic restart after power return (ability to enable/disable function).
k. Critical frequency lockout (three selectable points minimum, by 1.5 Hz steps in 10 Hz bands, to prevent resonance of system).
l. Drive maintenance system software for complete programming and diagnostics.
m. Ground fault protection, drive, and motor.
n. Operate with no motor connected to output terminals. o. Able to manually select operation from the integral RVSS motor controller, or the Variable Frequency Drive controller.

17. Rectifier: Three-phase 18-pulse full wave diode bridge rectifier to provide a constant dc voltage to the drive’s dc bus for drives rated 96A and above. 6- pulse rectifiers are acceptable for drives rated less than 96A.

18. Furnish series choke and capacitors on dc bus to reduce ripple in rectifier output and to reduce harmonic distortion reflected into incoming power feeders.

19. Controller: Microprocessor-controller PWM inverter to convert to dc voltage to variable voltage, variable frequency three-phase ac output. The output voltage shall vary proportionally with the frequency to maintain a constant ratio of volts to hertz up to 60 Hz. Above 60 Hz, the voltage shall remain constant, with the drive operating in a constant horsepower output mode.

20. Torque Boost: Automatically varies starting and continuous torque to at least 1.5 times the minimum torque to ensure high-starting torque and increased torque at slow speeds.

D. Enclosure:

1. NEMA 250, Type 1, gasketed, freestanding, enclosure for mounting against wall, completely front accessible, and hinged doors. Properly sized to dissipate heat generated by controller within limits of specified operating Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 7
conditions (including ambient temperature and ambient airflow). Enclosure not to exceed dimensions shown on Drawings.

2. Furnish complete with cable termination compartment door interlocked main circuit breaker, defeatable (lockable in the open position), emergency stop pushbutton, alphanumeric keypad and display, and operator’s controls.

3. Wire from below for power and control wiring.

4. Size forced-ventilation for periodic operation to cool each unit with maximum room ambient temperature of 95 degrees F. Furnish redundant fans such that if one fan fails remaining fans furnish adequate ventilation for the drive when operating at maximum capacity. Furnish filters on ventilation intakes. Provide thermostat control to turn on fans when drive is running and the temperature is 90 degrees F and above.

5. Bundle stranded copper wiring neatly with nylon tie wraps or with continuous plastic spiral binding; label each terminal for permanent identification of leads; identify each wire at each end with imprinted mylar adhesive-back wire markers; incorporate in as-installed wiring diagrams for wire and terminal numbers shown; wiring across door hinges use 19- strand, NEMA WC-57 Class C stranding looped for proper twist rather than bending at hinge; wire connections internal to panels by crimp-on terminal types. For multiple enclosure systems, complete interconnection wiring with gasketed enclosure openings for wiring; multipoint plug receptacles for any control wiring crossing equipment shipping splits.

6. Selector switches, indicating lights, potentiometers, instruments, protective devices, internal control devices, relays, major system components, etc., identified by means of mechanically attached, engraved, laminated nameplates.

E. Operator Interface:

1. Controls: Mount local control on front door of enclosure and include control switches and membrane type keypads for the following operator functions:
a. Start (when in local mode).
b. Stop (when in local mode).
c. Speed increase (when in local mode).
d. Speed decrease (when in local mode).
e. Parameter mode selection (recall programmed parameters). f. HAND/OFF/AUTO control selection (in AUTO, accept a remote RUN command digital input and speed increase/decrease via remote 4 to 20 mA analog signal).
g. Fault reset, manual for all faults (except loss of ac voltage which is automatic upon return).
h. RUN/preset speed.

Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 8
i. Parameter lock (password or key switch lockout of changes to parameters).
j. Start disable (key switch or programmed code).

2. Control circuit disconnect shall de-energize circuits in units that are not de-energized by main power disconnect device as required by California Administrative Code.

3. 120 volts, single-phase, 60 Hz circuits for control power and operator controls from internal control power transformer. Size control power transformer for all control loads plus 250 VA for external motor protection panel power.

4. Arrange component and circuit such that failure of any single component cannot cause cascading failure(s) of any other component(s).

5. Alphanumeric Display: During normal operation and routine test, the following parameters shall be available:
a. Motor current (percent of drive rated current).
b. Output frequency (Hertz).
c. Output voltage.
d. Running time.
e. Local/remote indicator.
f. Status of digital inputs and outputs.
g. Analog input and output values.
h. Output motor current per leg.
i. All test points.

6. Variable Parameters: Set drive operating parameters and indicate in a numeric form. Potentiometers may not be used for parameter adjustment.

Minimum setup parameters available:
a. Frequency range, minimum, maximum.
b. Variable acceleration/deceleration rate.
c. Volts per Hertz (field weakening point).
d. Active current limit/torque limit, 0 to 140 percent of drive rating. e. Variable voltage boost (IR compensation).
f. Preset speed (variable, preset operating point).
g. Provision for adjustment of minimum and maximum pump speed to be furnished as function of 4 to 20 mA remote speed signal.

F. Signal Interface:

1. Digital Input:
a. Accept a remote RUN command contact closure input.
b. Accept a remote ENABLE contact closure input from field mounted motor protection panel.

2. Digital Output: Furnish discrete output dry contact closures rated 5 amps at 120V ac for the following minimum conditions:
a. VFD RUNNING.
b. FVD FAIL (with common contact closure for all fault conditions).

Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 9
c. SYSTEM IN AUTO MODE.
d. SYSTEM IN HAND MODE.
e. VFD selected.

3. Analog Input: When HAND/OFF/AUTO switch is in AUTO, control drive speed from a remote 4 to 20 mA dc signal. Make provisions for adjustment of minimum and maximum motor speed which shall result from this signal.

Factory set this adjustment to comply with operating speed range designated in driven equipment specifications. Frequency resolution shall be 0.1 percent of base speed.

4. Analog Output: Furnish two 4 to 20 mA dc signals, for actual frequency, actual load.

5. Serial Communication Interface: RS232/RS 422, compatible with MODBUS as an RTU. Ethernet TCP.

G. Accessories:

1. Equipment Identification Plate: 16-gauge stainless steel with 1/4-inch diestamped equipment tag number securely mounted in a readily visible location.

2. Lifting Lugs: Equipment weighing over 100 pounds.

3. Anchor Bolts: Galvanized, sized by equipment manufacturer.

2.04 FACTORY FINISHING
A. Enclosure:

1. Primer: One coat of rust-inhibiting coating.

2. Finish:
a. Interior: One coat white enamel.
b. Exterior: Manufacturer’s standard enamel finish.

2.05 SOURCE QUALITY CONTROL
A. Factory Inspections: Inspect control panels for required construction, electrical connection, and intended function.

B. Factory Tests and Adjustments: Test all control panels actually furnished.

C. Record test data for report.

D. Functional Test: Perform manufacturer’s standard.

PART 3 - EXECUTION

3.01 INSTALLATION
Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 10
A. Install in accordance with manufacturer’s printed instructions.

B. Coordinate with driven equipment requirements. Determine, and program, appropriate parameters for the VFD to provide proper operation and protection of the pumps and motors.

3.02 FIELD QUALITY CONTROL
A. Functional Test:

1. Conduct on each controller.

2. Inspect controller for electrical supply termination connections, interconnections, proper installation, and quiet operation.

3. Record test data for report.

B. Performance Test:

1. Conduct on each controller.

2. Perform under actual or approved simulated operating conditions.

3. Test for continuous 8-hour period without malfunction.

4. Demonstrate performance by operating the continuous period while varying the application load, as the input conditions allow, to verify system performance.

5. Record test data for report.

6. With plant load connected to normal utility source, measure the following to show parameters within specified limits:
a. Total and individual current and voltage harmonic distortion (up to and including 35th harmonic) at VFD input, under following load conditions:
1) VFDs running at full load and half load.
2) Half of the specified AFDs running at full load and half load. b. Power factor at input side of each drive. Documented verification that power factor is maintained at 95 percent as speed of drive goes down from 100 percent to 33 percent.

C. Test Equipment:

1. Use Dranetz, Model No. 626-PA, harmonic distortion monitor and Series 626 disturbance analyzer or equivalent instrument to document results.

2. Provide any factory diagnostic test equipment, test cards, communication cables or any other factory parts to assist in troubleshooting and startup of drive.

3.03 MANUFACTURERS’ SERVICES
A. Manufacturer’s Representative: Present at Site or classroom designated by the Project Owner LOW-VOLTAGE VARIABLE FREQUENCY DRIVE SYSTEM New River Improvement Project – Calexico 26 29 23 - 11
Owner, for minimum person-days listed below, travel time excluded:

1. 2 person-days for installation assistance and inspection.

2. 2 person-days for functional and performance testing and completion of Manufacturer’s Certificate of Proper Installation.

3. 1 person-day for prestartup classroom or Site training.

4. 1 person-day for facility startup.

5. 1 person-day for post-startup training of owner personnel.

END OF SECTION
SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -1

PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section includes packaged engine-generator sets for emergency power supply with the following features:

1. Diesel engine.

2. Unit-mounted cooling system.

3. Unit-mounted control and monitoring.

4. Fuel system.

B. Related Sections include the following:

1. Section 26 36 00 "Automatic Transfer Switches" for transfer switches including sensors and relays to initiate automatic-starting and -stopping signals for enginegenerator sets.

2. Section 01 73 24 “Seismic Restrain

1.3 DEFINITIONS
A. Operational Bandwidth: The total variation from the lowest to highest value of a parameter over the range of conditions indicated, expressed as a percentage of the nominal value of the parameter.

B. EPS: Emergency power supply.

C. EPSS: Emergency power supply system.

1.4 ACTION SUBMITTALS
A. Product Data: For each type of product.

1. Include rated capacities, operating characteristics, electrical characteristics, and furnished specialties and accessories.

2. Include thermal damage curve for generator.

3. Include time-current characteristic curves for generator protective device.

4. Include fuel consumption in gallons per hour at 0.8 power factor at 0.5, 0.75 and 1.0 times generator capacity.

5. Include generator efficiency at 0.8 power factor at 0.5, 0.75 and 1.0 times generator capacity.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -2

6. Include air flow requirements for cooling and combustion air in cfm at 0.8 power factor, with air supply temperature of 95, 80, 70, and 50 deg F. Provide drawings showing requirements and limitations for location of air intake and exhausts.

7. Include generator characteristics, including, but not limited to kw rating, efficiency, reactances, and short-circuit current capability.

B. Shop Drawings:

1. Include plans and elevations for engine-generator set and other components specified. Indicate access requirements affected by height of subbase fuel tank.

2. Include details of equipment assemblies. Indicate dimensions, weights, loads, required clearances, method of field assembly, components, and location and size of each field connection.

3. Identify fluid drain ports and clearance requirements for proper fluid drain.

4. Design calculations for selecting vibration isolators and seismic restraints and for designing vibration isolation bases.

5. Vibration Isolation Base Details: Detail fabrication including anchorages and attachments to structure and to supported equipment. Include base weights.

6. Include diagrams for power, signal, and control wiring. Complete schematic, wiring, and interconnection diagrams showing terminal markings for EPS equipment and functional relationship between all electrical components.

7. Included design concrete base for Package Engine Generator per section 01 73 24

1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For testing agency.

B. Source quality-control reports, including, but not limited to the following:

1. Certified summary of prototype-unit test report.

2. Certified Test Reports: For components and accessories that are equivalent, but not identical, to those tested on prototype unit.

3. Certified Summary of Performance Tests: Certify compliance with specified requirement to meet performance criteria for sensitive loads.

4. Report of factory test on units to be shipped for this Project, showing evidence of compliance with specified requirements.

5. Report of sound generation.

6. Report of exhaust emissions showing compliance with applicable regulations.

7. Certified Torsional Vibration Compatibility: Comply with NFPA 110.

C. Field quality-control reports.

D. Warranty: For special warranty.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -3

1.7 CLOSEOUT SUBMITTALS
A. Operation and Maintenance Data: For packaged engine generators to include in emergency, operation, and maintenance manuals.

1. In addition to items specified in Section "Operation and Maintenance Data," include the following:
a. List of tools and replacement items recommended to be stored at Project for ready access. Include part and drawing numbers, current unit prices, and source of supply.
b. Operating instructions laminated and mounted adjacent to generator location.
c. Training plan.

1.8 MAINTENANCE MATERIAL SUBMITTALS
A. Furnish extra materials that match products installed and that are packaged with protective covering for storage and identified with labels describing contents.

1. Fuses: One for every 10 of each type and rating but no fewer than one of each.

2. Indicator Lamps: Two for every six of each type used, but no fewer than two of each.

3. Filters: One set each of lubricating oil, fuel, and combustion-air filters.

4. Tools: Each tool listed by part number in operations and maintenance manual.

1.9 QUALITY ASSURANCE
A. Installer Qualifications: Manufacturer's authorized representative who is trained and approved by manufacturer.

B. Testing Agency Qualifications: Member company of NETA or an NRTL.

1.10 WARRANTY
A. Manufacturer's Warranty: Manufacturer agrees to repair or replace components of packaged engine generators and associated auxiliary components that fail in materials or workmanship within specified warranty period.

1. Warranty Period: 5 years from date of Substantial Completion.

PART 2 - PRODUCTS
A. MANUFACTURERS
A. Manufacturers:

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -4

1. Kohler
B. Source Limitations: Obtain packaged generator sets and auxiliary components through one source from a single manufacturer. Match generator manufacturer with automatic transfer switch.

2.2 PERFORMANCE REQUIREMENTS
A. Seismic Performance: Engine-generator set housing, subbase fuel tank, enginegenerator set, batteries, battery racks, silencers, and sound attenuating equipment, accessories, and components shall withstand the effects of earthquake motions determined according to ASCE/SEI 7.

B. ASME Compliance: Comply with ASME B15.1.

C. NFPA Compliance:

1. Comply with NFPA 37.

2. Comply with NFPA 70.

D. Comply with NFPA 110 requirements for Level 2 emergency power supply system.

E. UL Compliance: Comply with UL 2200.

F. Engine Exhaust Emissions: Comply with EPA Tier 3 requirements and applicable state and local government requirements.

G. Noise Emission: Comply with applicable state and local government requirements for maximum noise level at adjacent property boundaries due to sound emitted by generator set including engine, engine exhaust, engine coolingair intake and discharge, and other components of installation.

H. Environmental Conditions: Engine-generator system shall withstand the following environmental conditions without mechanical or electrical damage or degradation of performance capability:

1. Ambient Temperature: 5 to 40 deg C.

2. Relative Humidity: Zero to 95 percent.

3. Altitude: Sea level to 1000 feet

2.3 ASSEMBLY DESCRIPTION
A. Factory-assembled and -tested, water-cooled engine, with brushless generator and accessories.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -5

B. Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, by a testing agency acceptable to authorities having jurisdiction, and marked for intended location and application.

C. EPSS Class: Engine-generator set shall be classified as a Class 2 in accordance with NFPA 110.

D. Induction Method: Naturally aspirated.

E. Governor: Adjustable isochronous, with speed sensing.

F. Emissions: Comply with EPA Tier 3 requirements.

G. Mounting Frame: Structural steel framework to maintain alignment of mounted components without depending on concrete foundation. Provide lifting attachments sized and spaced to prevent deflection of base during lifting and moving.

1. Rigging Diagram: Inscribed on metal plate permanently attached to mounting frame to indicate location and lifting capacity of each lifting attachment and generator-set center of gravity.

H. Capacities and Characteristics:

1. Power Output Ratings: Nominal ratings as indicated at 0.8 power factor excluding power required for the continued and repeated operation of the unit and auxiliaries, with capacity as required to operate as a unit as evidenced by records of prototype testing.

2. Output Connections: Three-phase, four wire.

3. Nameplates: For each major system component to identify manufacturer's name and address, and model and serial number of component.

I. Generator-Set Performance:

1. Steady-State Voltage Operational Bandwidth: 3 percent of rated output voltage from no load to full load.

2. Transient Voltage Performance: Not more than 20 percent variation for 50 percent step-load increase or decrease. Voltage shall recover and remain within the steady-state operating band within three seconds.

3. Steady-State Frequency Operational Bandwidth: 0.5 percent of rated frequency from no load to full load.

4. Steady-State Frequency Stability: When system is operating at any constant load within the rated load, there shall be no random speed variations outside the steady-state operational band and no hunting or surging of speed.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -6

5. Transient Frequency Performance: Less than 5 percent variation for 50 percent step-load increase or decrease. Frequency shall recover and remain within the steady-state operating band within five seconds.

6. Output Waveform: At no load, harmonic content measured line to line or line to neutral shall not exceed 5 percent total and 3 percent for single harmonics. Telephone influence factor, determined according to NEMA MG 1, shall not exceed 50 percent.

7. Sustained Short-Circuit Current: For a three-phase, bolted short circuit at system output terminals, system shall supply a minimum of 250 percent of rated full-load current for not less than 10 seconds and then clear the fault automatically, without damage to generator system components.

8. Start Time: Comply with NFPA 110, Type 10, system requirements.

2.4 ENGINE
A. Fuel: Fuel oil, Grade DF-2 Ultra Low Sulfur Diesel.

B. Rated Engine Speed: 1800 rpm.

C. Maximum Piston Speed for Four-Cycle Engines: 2250 fpm.

D. Lubrication System: The following items are mounted on engine or skid:

1. Filter and Strainer: Rated to remove 90 percent of particles 5 micrometers and smaller while passing full flow.

2. Thermostatic Control Valve: Control flow in system to maintain optimum oil temperature. Unit shall be capable of full flow and is designed to be failsafe.

3. Crankcase Drain: Arranged for complete gravity drainage to an easily removable container with no disassembly and without use of pumps, siphons, special tools, or appliances.

E. Jacket Coolant Heater: Electric-immersion type, factory installed in coolant jacket system. Comply with NFPA 110 requirements for Level 1 equipment for heater capacity.

F. Cooling System: Closed loop, liquid cooled, with radiator factory mounted on engine-generator-set mounting frame and integral engine-driven coolant pump.

1. Coolant: Solution of 50 percent ethylene-glycol-based antifreeze and 50 percent water, with anticorrosion additives as recommended by engine manufacturer.

2. Size of Radiator: Adequate to contain expansion of total system coolant from cold start to 110 percent load condition.

3. Expansion Tank: Constructed of welded steel plate and rated to withstand maximum closed-loop coolant system pressure for engine used. Equip with gage glass and petcock.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -7

4. Temperature Control: Self-contained, thermostatic-control valve modulates coolant flow automatically to maintain optimum constant coolant temperature as recommended by engine manufacturer.

5. Coolant Hose: Flexible assembly with inside surface of nonporous rubber and outer covering of aging-, ultraviolet-, and abrasion-resistant fabric. a. Rating: 50-psig maximum working pressure with coolant at 180 deg F, and non-collapsible under vacuum.
b. End Fittings: Flanges or steel pipe nipples with clamps to suit piping and equipment connections.

G. Muffler/Silencer: Critical type, sized as recommended by engine manufacturer and selected with exhaust piping system to not exceed engine manufacturer's engine backpressure requirements.

1. Minimum sound attenuation of 25 dB at 500 Hz.

2. Sound level measured at a distance of 25 feet from exhaust discharge after installation is complete shall be 45 dBA or less.

H. Air-Intake Filter: Standard duty, engine-mounted air cleaner with replaceable dryfilter element and "blocked filter" indicator.

I. Starting System: 24-V electric, with negative ground.

1. Components: Sized so they are not damaged during a full engine-cranking cycle with ambient temperature at maximum specified in "Performance Requirements" Article.

2. Cranking Motor: Heavy-duty unit that automatically engages and releases from engine flywheel without binding.

3. Cranking Cycle: As required by NFPA 110 for system level.

4. Battery: Lead acid with capacity within ambient temperature range specified in "Performance Requirements" Article to provide specified cranking cycle at least twice without recharging.

5. Battery Cable: Size as recommended by engine manufacturer for cable length indicated. Include required interconnecting conductors and connection accessories.

6. Battery Compartment: Factory fabricated of metal with acid-resistant finish and thermal insulation. Thermostatically controlled heater shall be arranged to maintain battery above 10 deg C regardless of external ambient temperature within range specified in "Performance Requirements" Article. Include accessories required to support and fasten batteries in place. Provide ventilation to exhaust battery gases.

7. Battery Stand: Factory-fabricated, two-tier metal with acid-resistant finish designed to hold the quantity of battery cells required and to maintain the arrangement to minimize lengths of battery interconnections.

8. Battery-Charging Alternator: Factory mounted on engine with solid-state voltage regulation and 35 A minimum continuous rating.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -8

9. Battery Charger: Current-limiting, automatic-equalizing and float-charging type designed for lead-acid batteries. Unit shall comply with UL 1236 and include the following features:
a. Operation: Equalizing-charging rate of 10 A shall be initiated automatically after battery has lost charge until an adjustable equalizing voltage is achieved at battery terminals. Unit shall then be automatically switched to a lower float-charging mode and shall continue to operate in that mode until battery is discharged again. b. Automatic Temperature Compensation: Adjust float and equalize voltages for variations in ambient temperature from minus 40 deg F to 140 deg F to prevent overcharging at high temperatures and undercharging at low temperatures.
c. Automatic Voltage Regulation: Maintain constant output voltage regardless of input voltage variations up to plus or minus 10 percent.
d. Ammeter and Voltmeter: Flush mounted in door. Meters shall indicate charging rates.
e. Safety Functions: Sense abnormally low battery voltage and close contacts providing low battery voltage indication on control and monitoring panel. Sense high battery voltage and loss of ac input or dc output of battery charger. Either condition shall close contacts that provide a battery-charger malfunction indication at system control and monitoring panel.
f. Enclosure and Mounting: NEMA 250, Type 1, wall-mounted cabinet.

2.5 DIESEL FUEL-OIL SYSTEM
A. Comply with NFPA 30.

B. Piping: Fuel-oil piping shall be Schedule 40 black steel. Cast iron, aluminum, copper, and galvanizing shall not be used in the fuel-oil system.

C. Main Fuel Pump: Mounted on engine to provide primary fuel flow under starting and load conditions.

D. Fuel Filtering: Remove water and contaminants larger than 1 micron.

E. Relief-Bypass Valve: Automatically regulates pressure in fuel line and returns excess fuel to source.

F. Subbase-Mounted, Double-Wall, Fuel-Oil Tank: Factory installed and piped, complying with UL 142 fuel-oil tank. Features include the following:

1. Tank level indicator.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -9

2. Fuel-Tank Capacity: Minimum fuel for the 12 hours of generator run time at rated loads.

3. Leak detection in interstitial space.

4. Vandal-resistant fill cap.

5. Containment Provisions: Comply with requirements of authorities having jurisdiction.

2.6 CONTROL AND MONITORING
A. Automatic Starting System Sequence of Operation: When mode-selector switch on the control and monitoring panel is in the automatic position, remote-control contacts in one or more separate automatic transfer switches initiate starting and stopping of generator set. When mode-selector switch is switched to the on position, generator set starts. The off position of same switch initiates generatorset shutdown. When generator set is running, specified system or equipment failures or derangements automatically shut down generator set and initiate alarms.

B. Manual Starting System Sequence of Operation: Switching on-off switch on the generator control panel to the on position starts generator set. The off position of same switch initiates generator-set shutdown. When generator set is running, specified system or equipment failures or derangements automatically shut down generator set and initiate alarms.

C. Provide minimum run time control set for 15 minutes with override only by operation of a remote emergency-stop switch.

D. Comply with UL 508A.

E. Configuration: Operating and safety indications, protective devices, basic system controls, and engine gages shall be grouped in a common control and monitoring panel mounted on the generator set. Mounting method shall isolate the control panel from generator-set vibration. Panel shall be powered from the enginegenerator set battery.

F. Configuration: Operating and safety indications, protective devices, basic system controls, and engine gages shall be grouped in a common wall-mounted control and monitoring panel. Panel shall be powered from the engine-generator set battery.

G. Indicating Devices: As required by NFPA 110 for Level 2 system, including the following:

1. AC voltmeter.

2. AC ammeter.

3. AC frequency meter.

4. EPS supplying load indicator.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -10

5. Ammeter and voltmeter phase-selector switches.

6. DC voltmeter (alternator battery charging).

7. Engine-coolant temperature gage.

8. Engine lubricating-oil pressure gage.

9. Running-time meter.

10. Current and Potential Transformers: Instrument accuracy class.

H. Protective Devices and Controls in Local Control Panel: Shutdown devices and common visual alarm indication as required by NFPA 110 for Level 2 system, including the following:

1. Start-stop switch.

2. Overcrank shutdown device.

3. Overspeed shutdown device.

4. Coolant high-temperature shutdown device.

5. Coolant low-level shutdown device.

6. Low lube oil pressure shutdown device.

7. Air shutdown damper shutdown device when used.

8. Overcrank alarm.

9. Overspeed alarm.

10. Coolant high-temperature alarm.

11. Coolant low-temperature alarm.

12. Coolant low-level alarm.

13. Low lube oil pressure alarm.

14. Air shutdown damper alarm when used.

15. Lamp test.

16. Contacts for local and remote common alarm.

17. Coolant high-temperature pre-alarm.

18. Generator-voltage adjusting rheostat.

19. Main fuel tank low-level alarm.
a. Low fuel level alarm shall be initiated when the level falls below that required for operation for the duration required in "Fuel Tank Capacity" Paragraph in "Diesel Fuel-Oil System" Article.

20. Run-Off-Auto switch.

21. Control switch not in automatic position alarm.

22. Low-starting air pressure alarm.

23. Low-starting hydraulic pressure alarm.

24. Low cranking voltage alarm.

25. Battery-charger malfunction alarm.

26. Battery low-voltage alarm.

27. Battery high-voltage alarm.

28. Generator overcurrent protective device not closed alarm.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -11

I. Supporting Items: Include sensors, transducers, terminals, relays, and other devices and include wiring required to support specified items. Locate sensors and other supporting items on engine or generator, unless otherwise indicated.

J. Connection to Datalink: A separate terminal block, factory wired to Form C dry contacts, for each alarm and status indication. Provide connections for datalink transmission of indications to remote data terminals via ModBus.

2.7 GENERATOR OVERCURRENT AND FAULT PROTECTION
A. Overcurrent protective devices for the entire EPSS shall be coordinated to optimize selective tripping when a short circuit occurs. Coordination of protective devices shall consider both utility and EPSS as the voltage source.

1. Overcurrent protective devices for the EPSS shall be accessible only to authorized personnel.

B. Generator Circuit Breaker: Molded-case, electronic-trip type; 100 percent rated; complying with UL 489.

1. Tripping Characteristics: Adjustable long-time and short-time delay and instantaneous.

2. Trip Settings: Selected to coordinate with generator thermal damage curve.

3. Shunt Trip: Connected to trip breaker when generator set is shut down by other protective devices.

4. Mounting: Adjacent to or integrated with control and monitoring panel.

2.8 GENERATOR, EXCITER, AND VOLTAGE REGULATOR
A. Comply with NEMA MG 1.

B. Drive: Generator shaft shall be directly connected to engine shaft. Exciter shall be rotated integrally with generator rotor.

C. Electrical Insulation: Class H or Class F.

D. Stator-Winding Leads: Brought out to terminal box to permit future reconnection for other voltages if required. Provide 12 lead alternators.

E. Range: Provide limited range of output voltage by adjusting the excitation level.

F. Construction shall prevent mechanical, electrical, and thermal damage due to vibration, overspeed up to 125 percent of rating, and heat during operation at 110 percent of rated capacity.

G. Enclosure: Dripproof.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -12

H. Instrument Transformers: Mounted within generator enclosure.

I. Voltage Regulator: Solid-state type, separate from exciter, providing performance as specified and as required by NFPA 110.

1. Adjusting Rheostat on Control and Monitoring Panel: Provide plus or minus 5 percent adjustment of output-voltage operating band.

2. Maintain voltage within 20 percent on one step, full load.

3. Provide anti-hunt provision to stabilize voltage.

4. Maintain frequency within 15 percent and stabilize at rated frequency within 2 seconds.

J. Strip Heater: Thermostatically controlled unit arranged to maintain stator windings above dew point.

K. Windings: Two-thirds pitch stator winding and fully linked amortisseur winding.

L. Subtransient Reactance: 12 percent, maximum.

2.9 MOTORS
A. Description: NEMA MG 1, Design B, medium induction random-wound, squirrel cage motor.

B. Efficiency: Energy efficient, as defined in NEMA MG 1.

C Service Factor: 1.15.

D. Bearings: Regreasable, shielded, antifriction ball bearings suitable for radial and thrust loading.

E. Motor Sizes: Minimum size as indicated. If not indicated, large enough so driven load will not require motor to operate in service factor range above 1.0.

F. Temperature Rise: Match insulation rating.

G. Code Letter Designation:

1. Motors 15 HP and Larger: NEMA starting Code F or Code G.

2. Motors Smaller than 15 HP: Manufacturer's standard starting characteristic.

H. Enclosure Material: Cast iron for motor frame sizes 324T and larger; rolled steel for motor frame sizes smaller than 324T.

I. Controllers, Electrical Devices, and Wiring: Electrical devices and connections are specified in electrical Sections.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -13

2.10 VIBRATION ISOLATION DEVICES
A. Restrained Spring Isolators: Freestanding, steel, open-spring isolators with seismic restraint.

1. Housing: Steel with resilient vertical-limit stops to prevent spring extension due to wind loads or if weight is removed; factory-drilled baseplate bonded to 1/4-inch- thick, elastomeric isolator pad attached to baseplate underside; and adjustable equipment mounting and leveling bolt that acts as blocking during installation.

2. Outside Spring Diameter: Not less than 80 percent of compressed height of the spring at rated load.

3. Minimum Additional Travel: 50 percent of required deflection at rated load.

4. Lateral Stiffness: More than 80 percent of rated vertical stiffness.

5. Overload Capacity: Support 200 percent of rated load, fully compressed, without deformation or failure.

6. Minimum Deflection: 1 inch.

B. Vibration isolation devices shall not be used to accommodate misalignments or to make bends.

2.11 FINISHES
A. Indoor and Outdoor Enclosures and Components: Manufacturer's standard finish over corrosion-resistant pretreatment and compatible primer.

2.12 SOURCE QUALITY CONTROL
A. Project-Specific Equipment Tests: Before shipment, factory test engine-generator set and other system components and accessories manufactured specifically for this Project. Perform tests at rated load and power factor. Include the following tests:

1. Test components and accessories furnished with installed unit that are not identical to those on tested prototype to demonstrate compatibility and reliability.

2. Test generator, exciter, and voltage regulator as a unit.

3. Full load run.

4. Maximum power.

5. Voltage regulation.

6. Transient and steady-state governing.

7. Single-step load pickup.

8. Safety shutdown.

9. Provide 14 days' advance notice of tests and opportunity for observation of tests by Owner's representative.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -14

10. Report factory test results within 10 days of completion of test.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Examine areas, equipment bases, and conditions, with Installer present, for compliance with requirements for installation and other conditions affecting packaged engine-generator performance.

B. Examine roughing-in for piping systems and electrical connections. Verify actual locations of connections before packaged engine-generator installation.

C. Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 INSTALLATION
A. Comply with packaged engine-generator manufacturers' written installation and alignment instructions and with NFPA 110.

B. Equipment Mounting:

1. Install packaged engine generators on cast-in-place concrete equipment bases.

2. Coordinate size and location of concrete bases for packaged engine generators. Cast anchor-bolt inserts into bases. Concrete, reinforcement, and formwork requirements are specified with concrete.

C. Install packaged engine-generator to provide access, without removing connections or accessories, for periodic maintenance.

D. Install packaged engine-generator with restrained spring isolators having a minimum deflection of 1 inch on 4-inch- high concrete base. Secure sets to anchor bolts installed in concrete bases.

E. Install Schedule 40, black steel piping with welded joints and connect to engine muffler. Install thimble at wall. Piping shall be same diameter as muffler outlet.

1. Install flexible connectors and steel piping materials

2. Insulate muffler/silencer and exhaust system components.

3. Install isolating thimbles where exhaust piping penetrates combustible surfaces with a minimum of 9 inches clearance from combustibles.

E. Install condensate drain piping to muffler drain outlet full size of drain connection with a shutoff valve, stainless-steel flexible connector, and Schedule 40, black steel pipe with welded joints.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -15

F. Electrical Wiring: Install electrical devices furnished by equipment manufacturers but not specified to be factory mounted.

3.3 CONNECTIONS
A. Piping installation requirements are specified in other Sections. Drawings indicate general arrangement of piping and specialties.

B. Connect fuel, cooling-system, and exhaust-system piping adjacent to packaged engine-generator to allow service and maintenance.

C. Connect engine exhaust pipe to engine with flexible connector.

E. Connect fuel piping to engines with a gate valve and union and flexible connector.

1. Vent gas pressure regulators outside building a minimum of 60 inches from building openings.

F. Ground equipment according to Section 16170 "Grounding and Bonding." G. Connect wiring according to Section 16123 "Wire and Cable." Provide a minimum of one 90 degree bend in flexible conduit routed to the generator set from a stationary element.

H. Balance single-phase loads to obtain a maximum of 10 percent unbalance between any two phases.

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

B. Manufacturer's Field Service: Engage a factory-authorized service representative to inspect, test, and adjust components, assemblies, and equipment installations, including connections.

C. Perform tests and inspections.

1. Manufacturer's Field Service: Engage a factory-authorized service representative to inspect components, assemblies, and equipment installations, including connections.

D. Tests and Inspections:

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -16

1. Perform tests recommended by manufacturer and each visual and mechanical inspection and electrical and mechanical test listed in the first two subparagraphs as specified in NETA Acceptance Testing Specification. Certify compliance with test parameters. a. Visual and Mechanical Inspection
1) Compare equipment nameplate data with drawings and
specifications.
2) Inspect physical and mechanical condition.
3) Inspect anchorage, alignment, and grounding.
4) Verify the unit is clean.
b. Electrical and Mechanical Tests
1) Perform insulation-resistance tests in accordance with IEEE 43.
a) Machines larger than 200 horsepower. Test
duration shall be 10 minutes. Calculate polarization
index.
2) Test protective relay devices.
3) Verify phase rotation, phasing, and synchronized operation as required by the application.
4) Functionally test engine shutdown for low oil pressure, overtemperature, overspeed, and other protection features as applicable.
5) Conduct performance test in accordance with NFPA 110. 6) Verify correct functioning of the governor and regulator.

2. NFPA 110 Acceptance Tests: Perform tests required by NFPA 110 that are additional to those specified here including, but not limited to, singlestep full-load pickup test.

3. Battery Tests: Equalize charging of battery cells according to manufacturer's written instructions. Record individual cell voltages. a. Measure charging voltage and voltages between available battery terminals for full-charging and float-charging conditions. Check electrolyte level and specific gravity under both conditions. b. Test for contact integrity of all connectors. Perform an integrity load test and a capacity load test for the battery.
c. Verify acceptance of charge for each element of the battery after discharge.
d. Verify that measurements are within manufacturer's specifications.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -17

4. Battery-Charger Tests: Verify specified rates of charge for both equalizing and float-charging conditions.

5. System Integrity Tests: Methodically verify proper installation, connection, and integrity of each element of engine-generator system before and during system operation. Check for air, exhaust, and fluid leaks.

6. Exhaust-System Back-Pressure Test: Use a manometer with a scale exceeding 40-inch wg. Connect to exhaust line close to engine exhaust manifold. Verify that back pressure at full-rated load is within manufacturer's written allowable limits for the engine.

7. Exhaust Emissions Test: Comply with applicable government test criteria.

8. Voltage and Frequency Transient Stability Tests: Use recording oscilloscope to measure voltage and frequency transients for 50 and 100 percent step-load increases and decreases, and verify that performance is as specified.

9. Harmonic-Content Tests: Measure harmonic content of output voltage at 25 percent and 100 percent of rated linear load. Verify that harmonic content is within specified limits.

10. Noise Level Tests: Measure A-weighted level of noise emanating from generator-set installation, including engine exhaust and cooling-air intake and discharge, at four locations on the property line, and compare measured levels with required values.

E. Coordinate tests with tests for transfer switches and run them concurrently.

F. Test instruments shall have been calibrated within the last 12 months, traceable to NIST Calibration Services, and adequate for making positive observation of test results. Make calibration records available for examination on request.

G. Leak Test: After installation, charge exhaust, coolant, and fuel systems and test for leaks. Repair leaks and retest until no leaks exist.

H. Operational Test: After electrical circuitry has been energized, start units to confirm proper motor rotation and unit operation for generator and associated equipment.

I. Test and adjust controls and safeties. Replace damaged and malfunctioning controls and equipment.

J. Remove and replace malfunctioning units and retest as specified above.

K. Retest: Correct deficiencies identified by tests and observations and retest until specified requirements are met.

L. Report results of tests and inspections in writing. Record adjustable relay settings and measured insulation resistances, time delays, and other values and observations. Attach a label or tag to each tested component indicating satisfactory completion of tests.

SECTION 26 32 13

PACKAGED ENGINE GENERATOR SYSTEM
Project Owner PACKAGED ENGINE GENERATOR SYSTEM
New River Improvement Project – Calexico 26 32 13 -18

3.6 MAINTENANCE SERVICE
A. Initial Maintenance Service: Beginning at Substantial Completion, provide 12 months' full maintenance by skilled employees of manufacturer's designated service organization. Include quarterly exercising to check for proper starting, load transfer, and running under load. Include routine preventive maintenance as recommended by manufacturer and adjusting as required for proper operation.

Provide parts and supplies same as those used in the manufacture and installation of original equipment.

3.7 DEMONSTRATION
A. Engage a factory-authorized service representative to train Owner's maintenance personnel to adjust, operate, and maintain packaged engine generators. **END OF SECTION **
SECTION 26 36 00

AUTOMATIC TRANSFER SWITCHES
Project Owner AUTOMATIC TRANSFER SWITCHES
New River Improvement Project – Calexico 26 36 00 - 1

PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section includes transfer switches rated 600 V and less, including the following:

1. Automatic transfer switches.

1.3 ACTION SUBMITTALS
A. Product Data: For each type of product indicated. Include rated capacities, weights, operating characteristics, furnished specialties, and accessories.

B. Shop Drawings: Dimensioned plans, elevations, sections, and details showing minimum clearances, conductor entry provisions, gutter space, installed features and devices, and material lists for each switch specified.

1. Single-Line Diagram: Show connections between transfer switch, power sources, and load.

1.4 INFORMATIONAL SUBMITTALS
A. Qualification Data: For testing agency.

B. Field quality-control reports.

1.5 CLOSEOUT SUBMITTALS
A. Operation and Maintenance Data: For each type of product to include in emergency, operation, and maintenance manuals. In addition to items specified in Section "Operation and Maintenance Data," include the following:

1. Features and operating sequences, both automatic and manual.

2. List of all factory settings of relays; provide calibration instructions, including software, where applicable.

1.6 QUALITY ASSURANCE
SECTION 26 36 00

AUTOMATIC TRANSFER SWITCHES
Project Owner AUTOMATIC TRANSFER SWITCHES
New River Improvement Project – Calexico 26 36 00 - 2

A. Manufacturer Qualifications: Maintain a service center capable of providing training, parts, and emergency maintenance repairs within a response period of less than eight hours from time of notification.

B. Testing Agency Qualifications: An independent agency, with the experience and capability to conduct the testing indicated, that is a member company of the InterNational Electrical Testing Association or is a nationally recognized testing laboratory (NRTL) as defined by OSHA in 29 CFR 1910.7, and that is acceptable to authorities having jurisdiction.

C. Source Limitations: Obtain automatic transfer switches through one source from a single manufacturer.

D. Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, by a qualified testing agency, and marked for intended location and application.

E. Comply with NEMA ICS 1.

F. Comply with NFPA 70.

G. Comply with UL 1008 unless requirements of these Specifications are stricter.

1.7 COORDINATION
A. Coordinate size and location of concrete bases. Cast anchor-bolt inserts into bases.

PART 2 - PRODUCTS

2.1 MANUFACTURED UNITS
A. Contactor Transfer Switches:

1. Manufacturers:
a. Kohler
b. Caterpillar
d. Asco Or approved equal

2.2 GENERAL TRANSFER-SWITCH PRODUCT REQUIREMENTS
A. Indicated Current Ratings: Apply as defined in UL 1008 for continuous loading and total system transfer.

SECTION 26 36 00

AUTOMATIC TRANSFER SWITCHES
Project Owner AUTOMATIC TRANSFER SWITCHES
New River Improvement Project – Calexico 26 36 00 - 3

B. Tested Fault-Current Closing and Withstand Ratings: Adequate for duty imposed by protective devices at installation locations in Project under the fault conditions indicated, based on testing according to UL 1008.

1. Where transfer switch includes internal fault-current protection, rating of switch and trip unit combination shall exceed indicated fault-current value at installation location.

C. Solid-State Controls: Repetitive accuracy of all settings shall be plus or minus 2 percent or better over an operating temperature range of minus 20 to plus 70 deg C.

D. Resistance to Damage by Voltage Transients: Components shall meet or exceed voltage-surge withstand capability requirements when tested according to IEEE C62.41. Components shall meet or exceed voltage-impulse withstand test of NEMA ICS 1.

E. Electrical Operation: Accomplish by a nonfused, momentarily energized solenoid or electric-motor-operated mechanism, mechanically and electrically interlocked in both directions.

F. Switch Characteristics: Designed for continuous-duty repetitive transfer of fullrated current between active power sources.

1. Limitation: Switches using molded-case switches or circuit breakers or insulated-case circuit-breaker components are not acceptable.

2. Switch Action: Double throw; mechanically held in both directions.

3. Contacts: Silver composition or silver alloy for load-current switching.

Conventional automatic transfer-switch units, rated 400 A and higher, shall have separate arcing contacts.

G. Neutral Switching. Where four-pole switches are indicated, provide neutral pole switched simultaneously with phase poles.

H. Neutral Terminal: Solid and fully rated, unless otherwise indicated.

I. Factory Wiring: Train and bundle factory wiring and label, consistent with Shop Drawings, either by color-code or by numbered or lettered wire and cable tape markers at terminations. Color-coding and wire and cable tape markers are specified in Section 26 05 04 "Basic Electrical Material and Methods"

1. Designated Terminals: Pressure type, suitable for types and sizes of field wiring indicated.

2. Power-Terminal Arrangement and Field-Wiring Space: Suitable for top, side, or bottom entrance of feeder conductors as indicated.

SECTION 26 36 00

AUTOMATIC TRANSFER SWITCHES
Project Owner AUTOMATIC TRANSFER SWITCHES
New River Improvement Project – Calexico 26 36 00 - 4

3. Control Wiring: Equipped with lugs suitable for connection to terminal strips.

J. Enclosures: General-purpose NEMA 250, Type 1 complying with NEMA ICS 6 and UL 508, unless otherwise indicated.

2.3 AUTOMATIC TRANSFER SWITCHES
A. Switching Arrangement: Double-throw type, incapable of pauses or intermediate position stops during normal functioning, unless otherwise indicated.

B. Manual Switch Operation: Under load, with door closed and with either or both sources energized. Transfer time is same as for electrical operation. Control circuit automatically disconnects from electrical operator during manual operation.

C. Manual Switch Operation: Unloaded. Control circuit automatically disconnects from electrical operator during manual operation.

D. Signal-Before-Transfer Contacts: A set of normally open/normally closed dry contacts operates in advance of retransfer to normal source. Interval is adjustable from 1 to 30 seconds.

E. Automatic Transfer-Switch Features:

1. Undervoltage Sensing for Each Phase of Normal Source: Sense low phase-to-ground voltage on each phase. Pickup voltage shall be adjustable from 85 to 100 percent of nominal, and dropout voltage is adjustable from 75 to 98 percent of pickup value. Factory set for pickup at 90 percent and dropout at 85 percent.

2. Adjustable Time Delay: For override of normal-source voltage sensing to delay transfer and engine start signals. Adjustable from zero to six seconds, and factory set for one second.

3. Voltage/Frequency Lockout Relay: Prevent premature transfer to generator. Pickup voltage shall be adjustable from 85 to 100 percent of nominal. Factory set for pickup at 90 percent. Pickup frequency shall be adjustable from 90 to 100 percent of nominal. Factory set for pickup at 95 percent.

4. Time Delay for Retransfer to Normal Source: Adjustable from 0 to 30 minutes, and factory set for 10 minutes to automatically defeat delay on loss of voltage or sustained undervoltage of emergency source, provided normal supply has been restored.

5. Test Switch: Simulate normal-source failure.

6. Switch-Position Pilot Lights: Indicate source to which load is connected.

7. Source-Available Indicating Lights: Supervise sources via transfer-switch normal- and emergency-source sensing circuits.

SECTION 26 36 00

AUTOMATIC TRANSFER SWITCHES
Project Owner AUTOMATIC TRANSFER SWITCHES
New River Improvement Project – Calexico 26 36 00 - 5

a. Normal Power Supervision: Green light with nameplate engraved "Normal Source Available."
b. Emergency Power Supervision: Red light with nameplate engraved "Emergency Source Available."

8. Unassigned Auxiliary Contacts: Two normally open, single-pole, doublethrow contacts for each switch position, rated 10 A at 240-V ac.

9. Transfer Override Switch: Overrides automatic retransfer control so automatic transfer switch will remain connected to emergency power source regardless of condition of normal source. Pilot light indicates override status.

10. Engine Starting Contacts: One isolated and normally closed, and one isolated and normally open; rated 10 A at 32-V dc minimum.

11. Engine Shutdown Contacts: Instantaneous; shall initiate shutdown sequence at remote engine-generator controls after retransfer of load to normal source.

12. Engine Shutdown Contacts: Time delay adjustable from zero to five minutes, and factory set for five minutes. Contacts shall initiate shutdown at remote engine-generator controls after retransfer of load to normal source.
13 Engine-Generator Exerciser: Solid-state, programmable-time switch starts engine generator and transfers load to it from normal source for a preset time, then retransfers and shuts down engine after a preset cool-down period. Initiates exercise cycle at preset intervals adjustable from 7 to 30 days. Running periods are adjustable from 10 to 30 minutes. Factory settings are for 7-day exercise cycle, 20-minute running period, and 5- minute cool-down period. Exerciser features include the following:
a. Exerciser Transfer Selector Switch: Permits selection of exercise with and without load transfer.
b. Push-button programming control with digital display of settings.

2.4 SOURCE QUALITY CONTROL
A. Factory test and inspect components, assembled switches, and associated equipment. Ensure proper operation. Check transfer time and voltage, frequency, and time-delay settings for compliance with specified requirements. Perform dielectric strength test complying with NEMA ICS 1.

PART 3 - EXECUTION

3.1 INSTALLATION
A. Design each fastener and support to carry load indicated by seismic requirements and according to seismic-restraint details and Structure details.

SECTION 26 36 00

AUTOMATIC TRANSFER SWITCHES
Project Owner AUTOMATIC TRANSFER SWITCHES
New River Improvement Project – Calexico 26 36 00 - 6

B. Floor-Mounting Switch: Anchor to floor by bolting.

1. Concrete Bases: 4 inches high, reinforced, with chamfered edges. Extend base no more than 4 inches in all directions beyond the maximum dimensions of switch, unless otherwise indicated or unless required for seismic support.

C. Identify components according to Section 26 05 04 "Basic of Electrical Material and Methods."
D. Set field-adjustable intervals and delays, relays, and engine exerciser clock.

3.2 CONNECTIONS
A. Wiring to Remote Components: Match type and number of cables and conductors to control and communication requirements of transfer switches as recommended by manufacturer. Increase raceway sizes at no additional cost to Owner if necessary to accommodate required wiring.

B. Ground equipment according to Section 26 05 26 "Grounding and Bonding." C. Connect wiring according to Section 26 05 05 "Conductors." D. Provide spares control wiring and terminals as indicated in E and I Sheet E

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

B. Testing Agency's Tests and Inspections:

1. After installing equipment and after electrical circuitry has been energized, test for compliance with requirements.

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

3. Measure insulation resistance phase-to-phase and phase-to-ground with insulation-resistance tester. Include external annunciation and control circuits. Use test voltages and procedure recommended by manufacturer.

Comply with manufacturer's specified minimum resistance. a. Check for electrical continuity of circuits and for short circuits. b. Inspect for physical damage, proper installation and connection, and integrity of barriers, covers, and safety features.

SECTION 26 36 00

AUTOMATIC TRANSFER SWITCHES
Project Owner AUTOMATIC TRANSFER SWITCHES
New River Improvement Project – Calexico 26 36 00 - 7

c. Verify that manual transfer warnings are properly placed. d. Perform manual transfer operation.

4. After energizing circuits, demonstrate interlocking sequence and operational function for each switch at least three times. a. Simulate power failures of normal source to automatic transfer switches and of emergency source with normal source available. b. Simulate loss of phase-to-ground voltage for each phase of normal source.
c. Verify time-delay settings.
d. Verify pickup and dropout voltages by data readout or inspection of control settings.
e. Test bypass/isolation unit functional modes and related automatic transfer-switch operations.
f. Perform contact-resistance test across main contacts and correct values exceeding 500 microhms and values for 1 pole deviating by more than 50 percent from other poles.
g. Verify proper sequence and correct timing of automatic engine starting, transfer time delay, retransfer time delay on restoration of normal power, and engine cool-down and shutdown.

5. Ground-Fault Tests: Coordinate with testing of ground-fault protective devices for power delivery from both sources.
a. Verify grounding connections and locations and ratings of sensors.

C. Coordinate tests with tests of generator and run them concurrently.

D. Report results of tests and inspections in writing. Record adjustable relay settings and measured insulation and contact resistances and time delays. Attach a label or tag to each tested component indicating satisfactory completion of tests.

E. Remove and replace malfunctioning units and retest as specified above.

H. Prepare test and inspection reports.

3.4 DEMONSTRATION
A. Engage a factory-authorized service representative to train Owner's maintenance personnel to adjust, operate, and maintain transfer switches and related equipment as specified below.

B. Coordinate this training with that for generator equipment. **END OF SECTION**
Project Owner TRANSIENT VOLTAGE SUPPRESSION
New River Improvement Project – Calexico 26 43 00 - 1
SECTION 26 43 00

TRANSIENT VOLTAGE SUPPRESSION
PART 1 - GENERAL

1.01 SUBMITTALS
A. Submit product data on each suppressor type, indicating component values, part numbers, and conductor sizes. Include dimensional drawing for each, showing mounting arrangements.

B. Submit manufacturer’s UL certified test data and nameplate data for each TVSS.

C. Submit electrical single-line diagram showing location of each TVSS.

1.02 QUALITY ASSURANCE
A. UL Compliance and Labeling:

1. For power and signal circuits, TVSS devices shall comply with UL 1449 and complimentary listed to UL 1283 as an electromagnetic interference filter. Provide units that are listed and labeled by UL.

2. For telephone circuit protection, TVSS devices shall comply with UL 497A.

B. ANSI Compliance: Use TVSS devices in compliance with the recommendations of IEEE C62.41.1, IEEE C62.41.2, and IEEE C62.45.

PART 2 - PRODUCTS

2.01 GENERAL
A. All TVSS devices for power circuits, provided under this Section, shall be the product of a single manufacturer.

B. TVSS devices shall be capable of performance at ambient temperatures between minus 40 degrees C and 60 degrees C, at relative humidity ranging from 0 percent to 95 percent, and at altitudes ranging from sea level to 12,000 feet.

C. TVSS devices shall be fused to disconnect the suppressor from the electrical source should the suppressor fail. The fusing shall allow full surge handling capabilities and to afford safety protection from thermal overloads and short circuits.

Project Owner TRANSIENT VOLTAGE SUPPRESSION
New River Improvement Project – Calexico 26 43 00 - 2
D. Design TVSS devices for the specific type and voltage of the electrical service.

Single-phase and three-phase wye-configured systems shall have L-N, L-G, and N-G protection. Grounded delta-configured systems shall have L-L and L-G protection.

E. Power Filter: The TVSS shall include a high frequency extended range power filter complimentary listed to UL 1283 as an electromagnetic interference filter.

2.02 MANUFACTURER
A. Innovative Technology, VanGuard Series.

B. Advanced Protection Technologies, Inc.

C. General Electric.

2.03 MAIN DISTRIBUTION TVSS
A. Provide TVSS meeting IEEE C62.41.1 and IEEE C62.41.2 Location in accordance with Category C.

B. Surge current capacity shall be not less than the following:

1. L-N Capacity: 200 kA.

2. L-G Capacity: 120 kA.

3. N-G Capacity: 120 kA.

C. Suppressor housing shall be in an enclosure that has the same NEMA rating as the equipment it protects and painted to match.

D. UL 1449 maximum suppression voltage shall not be more than:

System Voltage Phase
L-L or L-N
Suppression Voltage
120 1 400
208Y/120 3 400
240 3 800
480Y/277 3 800

2.04 PANELBOARD TVSS
A. Provide TVSS meeting IEEE C62.41.1 and IEEE C62.41.2 Location Category B.

B. Surge current capacity shall be not less than the following:

Project Owner TRANSIENT VOLTAGE SUPPRESSION
New River Improvement Project – Calexico 26 43 00 - 3

1. L-L Capacity: 80 kA.

2. L-N Capacity: 80 kA.

3. L-G Capacity: 80 kA.

4. N-G Capacity: 80 kA.

C. Suppressor shall be in an enclosure that has the same NEMA rating as the panel it protects or the TVSS may be integral to a panelboard.

D. UL 1449 maximum clamp voltage shall not be more than:

System Voltage Phase
L-L or L-N Clamp
Voltage
120 1 400
208Y/120 3 400
240 3 800
480Y/277 3 800

2.05 ANNUNCIATION
A. Provide unit or separately mounted LED-type indication lights to show the normal and failed status of each module. Provide one normally open and one normally closed contacts which operate when the unit fails.

2.06 SURGE COUNTER
A. Provide each TVSS rated above 100 kA with a counter displaying the number of voltage transients that have occurred on the unit input. The counter shall be battery backed and retain the count through system power outages.

2.07 PAIRED CABLE DATA LINE INTERIOR SUPPRESSORS
A. Provide units meeting IEEE C62.41, Location Category A.

B. Use bi-polar 1,500-watt silicon avalanche diodes between the protected conductor and earth ground.

C. Provide units with a maximum single impulse current rating of 80 amperes (10 by 1,000 microsecond-waveform).

D. Breakdown voltage shall not exceed 36 volts.

2.08 PAIRED CABLE DATA LINE EXTERIOR SUPPRESSORS
A. Provide units meeting IEEE C62.41, Location Category A.

Project Owner TRANSIENT VOLTAGE SUPPRESSION
New River Improvement Project – Calexico 26 43 00 - 4
B. Suppressors shall be a hybrid design with a minimum of three stages, utilizing solid-state components and operating bi-directionally.

C. Suppressors shall meet or exceed the following criteria:

1. Maximum single impulse current rating of 10,000 amperes (8 by 20 microsecond-waveform).

2. Pulse Life Rating: 3,000 amperes (8 by 20 microsecond-waveform):
2,000 occurrences.

3. Maximum clamping voltage at 10,000 amperes (8 by 20 microsecond current waveform), shall not exceed the peak of the normal applied signal voltage by 200 percent.

PART 3 - EXECUTION

3.01 APPLICATION REQUIREMENTS
A. Install TVSS when indicated on the Drawings and:

1. Main Distribution TVSS in or near each low-voltage switchgear (load center).

2. Main Distribution TVSS in or near each motor control center.

3. Panelboard TVSS In or near each distribution panelboard unless otherwise indicated.

B. Electronic Equipment Paired Cable Conductors: Install data line suppressors at the low voltage input and output of each piece of equipment, including telephone cable entrance.

1. Use secondary protectors on lines that do not exit the structure.

2. Use primary protectors on lines that exit and enter the structure.

3.02 GENERAL INSTALLATION REQUIREMENTS
A. Install suppressors according to manufacturer’s recommendations.

B. Install suppressors directly to the cabinet which houses the circuit to be protected so that the suppressor leads are straight and short, with all conductors laced, running directly to the point of connection within the panel, without loops or bends. If bends are unavoidable, no bend may exceed 90 degrees and bending radius may not be less than 6 inches.

C. Connecting wires shall be as short as possible with gently twisted conductors, tied together, to prevent separation. Connecting wires shall not exceed 24 inches in length at any point.

D. Field installed conductors shall be the same as specified for building wire, not Project Owner TRANSIENT VOLTAGE SUPPRESSION
New River Improvement Project – Calexico 26 43 00 - 5
smaller than No. 8 AWG and not larger than No. 4 AWG. Device leads shall not be longer than the length recommended by the manufacturer, unless specifically reviewed and approved by the manufacturer.

E. Provide dedicated disconnecting means for TVSS devices installed at main service entrance location, switchgear, and motor control centers. Provide dedicated 30-60-ampere circuit breakers (size dependent upon wire size used) with number of poles as required, as disconnecting means for TVSS devices installed at panelboards. The interrupting capacity of the circuit breakers shall be that specified for the other breakers at that location.

END OF SECTION
Project Owner INTERIOR LIGHTING
New River Improvement Project – Calexico 26 50 00 - 1
SECTION 26 50 00

INTERIOR LIGHTING
PART 1 - GENERAL

1.01 SUBMITTALS
A. Action Submittals:

1. Shop Drawings:
a. Interior Luminaires:
(1) Catalog data sheets and pictures.
(2) Luminaire finish and metal gauge.
(3) Lens material, pattern, and thickness.
(4) Candle power distribution curves in two or more planes. (5) Candle power chart 0 degree to 90 degrees.
(6) Lumen output chart.
(7) Average maximum brightness data in foot lamberts.
(8) Coefficients of utilization for zonal cavity calculations. (9) Mounting or suspension details.
b. LED Lamps and Driver:
(1) Voltages.
(2) Color temperature, and for LED's the average color temperature within each fixture.
(3) Approximate life (in hours).
(4) Approximate initial lumens.
(5) Emergency battery pack rating and capacity data.
c. Photocell Switch:
(1) Voltage, and power consumption.
(2) Capacity.
(3) Contacts and time delay.
(4) Operating levels.
(5) Enclosure type and dimensions.
(6) Temperature range.

2. Samples: Submit Samples of each substituted luminaire if requested by Engineer.

Project Owner INTERIOR LIGHTING
New River Improvement Project – Calexico 26 50 00 - 2

1.02 QUALITY ASSURANCE
A. Authority Having Jurisdiction (AHJ):

1. Provide the Work in accordance with NFPA 70, National Electrical Code (NEC).

Where required by the AHJ, material and equipment shall be labeled or listed by a nationally recognized testing laboratory or other organization acceptable to the AHJ in order to provide a basis for approval under NEC.

2. Materials and equipment manufactured within the scope of standards published by Underwriters Laboratories, Inc. shall conform to those standards and shall have an applied UL listing mark.

3. Assembled fixture, complete with lamps, shall be in accordance with California Code of Regulations Title 24 requirements.

B. Preinstallation Meeting: Occupancy Sensors: Arrange preinstallation meeting with manufacturer's factory authorized representative at District's facility, to verify placement of sensors and installation criteria.

1.03 EXTRA MATERIALS
A. Furnish, tag, and box for shipment and storage the following spare parts:

Item Quantity
Fully assembled fixtures of each
type
One
PART 2 - PRODUCTS

2.01 LUMINAIRES
A. Specific requirements relative to execution of the Work of this Section are located in Luminaire Schedule on Drawings.

B. Feed-through type, or separate junction box.

C. Wire Leads: Minimum 18 AWG.

D. Component Access: Accessible and replaceable without removing luminaire from ceiling.

2.02 LED FIXTURES
A. LED light fixtures shall be in accordance with IES, NFPA, UL as shown on the drawings and as specified. UL listed for intended use.

B. LED Lighting fixtures shall be Reduction of Hazardous Substances (RoHS) Compliant Project Owner INTERIOR LIGHTING
New River Improvement Project – Calexico 26 50 00 - 3
C. LED drivers shall include the following features unless otherwise indicated:

1. Minimum efficiency: 85% at full load

2. Minimum Operating ambient operating temperature: -20°C (-4°F).

3. Input voltage 120-277 (+/- 10%) @ 60 HZ

4. Integral Short circuit, open circuit, and overload protection.

5. Power Factor: = 0.95

6. Total Harmonic Distortion: =20%

7. Comply with FCC 47 CFR Part 15.

D. LED modules shall include the following features unless otherwise indicated:

1. Comply with IES LM-79 and LM-80 requirements.

2. Minimum CRI 80 for interior and 70 for outdoor and color temperature 4000°K unless otherwise specified in the lighting fixture schedule.

3. Minimum rated life of 50,000 hours.

4. Light lumen output as indicated in the fixture schedule.

2.03 PHOTOCELL SWITCH
A. Features:

1. Automatic ON/OFF switching photo control.

2. Housing: Self-contained, die-cast aluminum, unaffected by moisture, vibration, or temperature changes.

3. Setting: ON at dusk and OFF at dawn.

4. Time delay feature to prevent false switching.

5. Field adjustable to control operating levels.

6. Manufacturers:
a . T o r k .
b. Paragon Electric Company.

PART 3 - EXECUTION

3.01 LUMINAIRES
A. GENERAL
Project Owner INTERIOR LIGHTING
New River Improvement Project – Calexico 26 50 00 - 4

1. Install in accordance with manufacturer's recommendations.

2. Provide proper hangers, pendants, and canopies as necessary for complete installation and meeting specified seismic requirements.

3. Provide additional ceiling bracing, hanger supports, and other structural reinforcements to building required to safely mount.

4. Install plumb and level.

5. Install each luminaire outlet box with galvanized stud.

B. Mounting:

1. Wall Mounted: Measure mounting heights from center of mounting plate to finished floor or finished grade, whichever is applicable.

2. Pendant Mounted:
a. Provide swivel type hangers and canopies to match luminaires, unless otherwise noted.
b. Space single-stem hangers on continuous-row fluorescent luminaires nominally 48 inches apart.
c. Provide twin-stem hangers on single luminaires.
d. Measure mounting heights from bottom of luminaire to finished floor or finished grade, whichever is applicable.

C. Finished Areas:

1. Install symmetrically with tile pattern.

2. Locate with centerlines either on centerline of tile or on joint between adjacent tile runs.

3. Install recessed luminaires tight to finished surface such that no spill light will show between ceilings and sealing rings.

4. Combustible Low Density Cellulose Fiberboard: Provide spacers and mount luminaires 1-1/2 inches from ceiling surface, or use fixtures suitable for mounting on low density ceilings.

5. Junction Boxes:
a. Flush and Recessed Luminaires: Locate minimum 1-foot from luminaire. b. In concealed locations, install junction boxes to be accessible by removing luminaire.

6. Wiring and Conduit:
a. Provide wiring of temperature rating required by luminaire. b. Provide flexible steel conduit.

7. Provide plaster frames when required by ceiling construction.

8. Independent Supports:

Project Owner INTERIOR LIGHTING
New River Improvement Project – Calexico 26 50 00 - 5
a. Provide each recessed fluorescent luminaire with two safety chains or two No. 12 soft-annealed galvanized steel wires of length needed to secure luminaire to building structure independent of ceiling structure. b. Tensile strength of chain or wire, and method of fastening to structure shall be adequate to support weight of luminaire.
c. Fasten chain or wire to each end of luminaire.

D. Unfinished Areas: Locate luminaires to avoid conflict with other building systems or blockage of luminaire light output.

1. Fixture Suspension: Provide 3/8-inch threaded steel hanger rods. Scissor type hangers not permitted. Provide stainless steel in classified locations.

2. Attachment to Steel Beams: Provide flanged beam clips and straight or angled hangers.

E. Building Exterior: Flush-mounted back box and concealed conduit, unless otherwise indicated.

3.02 CLEANING
A. Remove exposed labels and markings, except UL listing mark.

B. Wipe luminaires inside and out to remove construction dust.

C. Clean luminaire plastic lenses with antistatic cleaners only.

D. Touch up painted surfaces of luminaires and poles with matching paint ordered from manufacturer.

E. Replace defective lamps at time of Substantial Completion.

END OF SECTION
Project Owner EXTERIOR LIGHTING
New River Improvement Project – Calexico 26 56 00 - 1
SECTION 26 56 00

EXTERIOR LIGHTING
PART 1 - GENERAL

1.01 SUBMITTALS
A. Action Submittals:

1. Shop Drawings:
a. Exterior Luminaires:
1) Catalog data sheets and pictures.
2) Luminaire material, finish, metal gauge, and dimensions. 3) IESNA classification and isolux diagram.
4) Distribution data according to classification type as defined in IESNA HB-9.
5) Fastening details.
6) For light poles, submit wind loading, complete dimensions, pole deflection with fixture attached, finish, and catalog sheet. 7) Lens material, pattern, and thickness.
8) Data indicating lumens per watt efficiency and color rendition index of light source.
9) Documentation for Energy Star qualifications for equipment provided under this Section.
b . L ED L a m p s a n d Dr iv e r :
1) Voltage.
2) Approximate life (in hours).
3) Approximate initial lumens.
4) Lamp type and base.
5) Color.
c. Photocells:
1) Voltage, and power consumption.
2) Capacity.
3) Contacts and time delay.
4) Operating levels.
5) Enclosure type and dimensions.
6) Temperature range.
d. Lighting Control Panel:
1) Voltage.
2) Wiring diagram
3) Data sheets
Project Owner EXTERIOR LIGHTING
New River Improvement Project – Calexico 26 56 00 - 2

2. Samples: Submit sample of luminaire if requested by Engineer. Fixture shall be operational from a 120V ac outlet.

1.02 QUALITY ASSURANCE
A. Authority Having Jurisdiction (AHJ):

1. Provide the Work in accordance with NFPA 70, National Electrical Code (NEC). Where required by the AHJ, material and equipment shall be labeled or listed by a nationally recognized testing laboratory or other organization acceptable to the AHJ in order to provide a basis for approval under NEC.

2. Materials and equipment manufactured within the scope of standards published by Underwriters Laboratories, Inc. shall conform to those standards and shall have an applied UL listing mark.

B. Standard Products:

1. Provide materials and equipment that are products of manufacturers regularly engaged in the production of such products which are of equal material, design and workmanship.

2. Products shall have been in satisfactory commercial or industrial use for 2 years prior to Bid opening. The 2-year period shall include applications of equipment and materials under similar circumstances and of similar size.

The product shall have been on sale on the commercial market through advertisements, manufacturers’ catalogs, or brochures during the 2-year period.

3. Material and Equipment Manufacturing Date: Products manufactured more than 3 years prior to date of delivery to Site shall not be used.

4. Assembled fixture, complete with lamp shall be in accordance with California Code of Regulations Title 24.

1.03 DELIVERY, STORAGE, AND HANDLING
A. Aluminum Poles:

1. Manufacturer’s standard provision shall be made for protecting the finish during shipment and installation. Minimum protection shall consist of spirally wrapping each pole shaft with protective paper secured with tape, and shipping small parts in boxes.

2. Do not store poles on ground.

3. Support poles so they are at least 1 foot above ground level and growing vegetation.

Project Owner EXTERIOR LIGHTING
New River Improvement Project – Calexico 26 56 00 - 3

4. Do not remove factory-applied pole wrappings until just before installing pole.

5. Ship poles with bolt circle template, base cover, handhold cover, and shaft cap or tenon.

PART 2 - PRODUCTS

2.01 LUMINAIRES
A. General:

1. Specific requirements relative to the Work of this Section are located in Luminaire Schedule on Drawings.

2. Component Access: Accessible and replaceable without removing luminaire from its mounting.

B. Exterior Installations:

1. UL Labeled: “SUITABLE FOR WET LOCATIONS.”

2. When factory-installed photo cells are provided, entire assembly shall have UL label.

2.02 PHOTOCELL SWITCH
A. Features:

1. Automatic ON/OFF switching photo control.

2. Housing: Self-contained, die-cast aluminum, unaffected by moisture, vibration, or temperature changes.

3. Setting: ON at dusk and OFF at dawn.

4. Time delay feature to prevent false switching.

5. Field adjustable to control operating levels.

6. Manufacturers:
a . T o r k .
b. Paragon Electric Company.

2.03 POLES
A. General:

1. Design for wind load suitable for area. The effective projected areas (EPA) of luminaires and appurtenances used in calculations shall be specific for the actual products provided on each pole.

2. Poles 40 feet and shorter shall be one piece construction.

3. Pole Height: As indicated on Luminaire Schedule on Drawings.

4. Handhole:

Project Owner EXTERIOR LIGHTING
New River Improvement Project – Calexico 26 56 00 - 4
a. Poles 15 feet and above shall have rectangular-shaped handhole having a minimum clear opening of 2.5 inches by 5 inches. b. Cover shall be secured by stainless steel captive screws. c. Metal poles shall have internal grounding connection accessible from handhole near bottom of each pole.

5. Scratched, stained, chipped, or dented poles shall not be installed.

B. Aluminum Poles:

1. Manufactured of corrosion-resistant aluminum alloys. Seamless extruded or spun seamless type with minimum 0.188-inch wall thickness.

2. Shape: Square, straight.

3. Provide pole grounding connection designed to prevent electrolysis when used with copper ground wire.

4. Shaft Top: Fitted with cap.

5. Base:
a. Anchor bolt mounted and machined to receive lower end of shaft. b. Joint between shaft and base shall be welded.
c. Base cover shall be cast aluminum alloy.
d. Hardware, except anchor bolts, shall be either anodized aluminum alloy or stainless steel.
e. Handhole.

6. Provide pole cast-in-place foundations with galvanized steel anchor bolts, threaded at the top end and bent 90 degrees at the bottom end.

7. Provide base covers to match pole and galvanized nuts and washers for anchor bolts.

8. Finish: Pole and brackets shall have dark bronze finish to match fixture.

2.04 BRACKETS AND SUPPORTS
A. Features:

1. Not less than 1-1/4 inch aluminum secured to pole.

2. Slip-fitter or pipe-threaded brackets may be used, but brackets shall be coordinated to luminaires provided, and brackets for use with one type of luminaire shall be identical.

3. Brackets for pole-mounted street lights shall correctly position luminaire no lower than mounting height indicated.

4. Special mountings or brackets shall be as indicated on Drawings and shall be of metal which will not promote galvanic reaction with luminaire head.

2.05 POLE FOUNDATIONS
A. Anchor Bolts: Steel rod having a minimum yield strength of 50,000 psi; the top Project Owner EXTERIOR LIGHTING
New River Improvement Project – Calexico 26 56 00 - 5
12 inches of the rod shall be galvanized.

B. Concrete: As specified in Concrete Section of these specifications.

PART 3 - EXECUTION

3.01 INSTALLATION
A. Electrical installations shall conform to IEEE C2 and requirements specified herein.

B. Pole Setting:

1. Depth shall be as indicated on Drawings or footing detail.

2. Poles in straight runs shall be in a straight line.

C. Aluminum Poles: Install according to pole manufacturer’s instructions.

1. Provide cast-in-place concrete base.

2. Provide branch circuit in-line fuses in pole base handhole.

D. Photocell Switch Aiming: Mount and aim switch according to manufacturer’s recommendations.

E. Grounding: Ground noncurrent-carrying parts of equipment including metal poles, luminaires, mounting arms, brackets, and metallic enclosures as specified in Section 26 05 26, Grounding and Bonding for Electrical Systems. Where copper grounding conductor is connected to a metal other than copper, provide specially treated or lined connectors suitable for this purpose.

3.02 FIELD QUALITY CONTROL
A. Upon completion of installation, verify equipment is properly installed, connected, and adjusted. Conduct an operating test to show equipment operates in accordance with the requirements of this Section.

3.03 CLEANING
A. Remove exposed labels and markings, except UL listing mark.

B. Wipe luminaries inside and out to remove construction dust.

C. Clean luminaire plastic lenses with antistatic cleaners only.

D. Touchup painted surfaces of luminaries and poles with matching paint ordered from manufacturer.

Project Owner EXTERIOR LIGHTING
New River Improvement Project – Calexico 26 56 00 - 6
E. Replace defective lamps at time of Substantial Completion.

END OF SECTION
Project Owner INTRUSTION DETECTION
New River Improvement Project – Calexico 28 31 00 - 1
SECTION 28 31 00

INTRUSION DETECTION
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of intrusion detectors and alarms.

B. The following buildings and facilities shall be monitored:

1. Pump Back Building

2. Wet Well

3. Enclosures

4. Valve Vault

5. Meter Vault
C. Detectors shall include entry door or hatch limit switches.

D. Actuation of entry door limit switches shall activate discrete input in Mission Communication RTU. Alarm shall return to normal only when all door limit switches are in “closed” position.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 26 05 10: Common Work Results for Electrical G. Section 26 05 19: Low-Voltage Electrical Power Conductors and Cables H. Section 40 90 10: Common Work Results for Instrumentation and Control

1.3 System Description
A. Furnish and install complete operating intrusion detectors and alarm including appurtenant structural, mechanical and/or electrical mountings or connections required for compliance with Manufacturer’s installation requirements and applicable building codes and standards.

B. Smoke detection system output variables shall include:

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. NEMA/ANSI 250 Enclosures for Electrical Equipment

2. NFPA 70 National Electric Code (NEC)

1.6 Submittals
A. Furnish the following submittals.

Project Owner INTRUSTION DETECTION
New River Improvement Project – Calexico 28 31 00 - 2

SUBMITTAL DESCRIPTION
Product Data Submit for each limit switch specified per Product Data requirements.

Installation
Instructions
Submit per Installation Instruction requirements.

Include schematics of each device,
O & M Instructions Submit per Operation and Maintenance Instruction requirements Warranty Furnish one-year warranty from date of final acceptance.

B. Refer to Section 01 33 00 for definition of requirements for Product Data, Installation Instructions, and O&M Instructions.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 and 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage and handling of intrusion detectors and alarms.

1.8 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for intrusion detection systems.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Control Panels Hoffman ALFSWD door switch 763-422-2211
Accepted equal
Intrusion Alarms United Technologies Sentrol Lincolnton, NC (855) 286-8889 Accepted equal
Lever Arm
Intrusion
Switches for
Pedestrian Doors
Allen-Bradley / Rockwell
Automation 802MC-AY5
Milwaukee, WI (414) 382-2000
Accepted equal
Magnetic
Intrusion
Switches for
Pedestrian Doors
United Technologies Interlogix 1076 Lincolnton, NC (855) 286-8889 Accepted equal
Magnetic
Intrusion Switch
for Roll-Up Doors
United Technologies Interlogix
2507A
Lincolnton, NC (855) 286-8889
Accepted equal
Intrusion
Switches for Door
and Hatch Covers
Allen-Bradley / Rockwell
Automation 802T-AP, with roller
lever arm 802T-W2B
Milwaukee, WI (414) 382-2000
Accepted equal
Project Owner INTRUSTION DETECTION
New River Improvement Project – Calexico 28 31 00 - 3

ITEM MANUFACTURER MANUFACTURER LOCATION
Intrusion Override
Switches
Eaton Cutler-Hammer
10250T15113 Switch
1 NC, 1 NO 10250T1 Contact Block
10250ED824 #H661Key
Cleveland, OH (800) 386-1911
Accepted equal

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Materials for intrusion detectors and alarms shall be:

ITEM MATERIAL SPECIFICATION
Switch Unit Armored Cable Stainless Steel
C. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Device Ratings UL listed and approved
Heavy-Duty rated, designed for
continuous industrial service.

Mounting Wiring Mount in series so opening any exterior door provides alarm to PLC.

Location – Pedestrian
Door Magnetic Switches
Mount in top of door and frame
Location – Roll-up Door
Magnetic Switches
Mount at bottom of door
Magnetic Intrusion
Switches for Doors
Switch Provide with one SPDT contact
Lever Intrusion
Switches for Door
and Hatch Covers
Switch Normally Open switches, held closed by
door or hatch
Intrusion Override
Switches
Switch 2-Position Key Operator, key removal
left and right positions
Contact Block 1 NC, 1 NO
D. The following electrical design criteria are required for equipment specified in this section:

ITEM DESCRIPTION
Electrical Work NEC Article 505
Classification
Nonhazardous
Enclosures – Indoor Dry
Locations
NEMA 250 Enclosure
Rating
NEMA 12 – Industrial Use
Enclosures – Indoor
Damp Locations
NEMA 250 Enclosure
Rating
NEMA 12 – Industrial Use
Enclosures – Outdoor or
Wet Locations
NEMA 250 Enclosure
Rating
NEMA 4X – Watertight, CorrosionResistant, Stainless steel Project Owner INTRUSTION DETECTION
New River Improvement Project – Calexico 28 31 00 - 4

ITEM DESCRIPTION
Enclosures – Class I
Division 1 Wet Well
Locations
NEMA 250 Enclosure
Rating
NEMA 7 – Explosion Proof, Rated
for Class I Locations
Enclosures – Class I
Division 2 Dry Well
Locations
NEMA 250 Enclosure
Rating
NEMA 7 – Explosion Proof, Rated
for Class I Locations
Enclosure or Instrument
Mounting
Local Mount Surface-mount on wall
See plans
Power Supply Instruments As shown on plans
Battery Backup Not required
PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install intrusion detectors and alarms before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Examine areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and proper completion of Work.

3.2 Installation
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Furnish and install intrusion detectors and alarms at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA regulations

2. Other applicable building and electrical code requirements

3. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Refer to Section 26 05 19 for wire and cable marking requirements.

F. Install intrusion detectors and alarms to tolerances recommended by Manufacturer. Unless otherwise shown, install intrusion detectors and alarms true, plumb, and level using precision gauges and levels.

G. Connect intrusion switches in series to monitoring circuit, typically a PLC input so any switch opening opens circuit. When all doors are secure, monitoring circuit shall close.

3.3 Field Quality Control
A. Upon completing installation, align and adjust components prior to field test.

B. Owner shall observe field test.

C. Field testing shall include:

Project Owner INTRUSTION DETECTION
New River Improvement Project – Calexico 28 31 00 - 5

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Intrusion
Detectors
and
Alarms
Installation Visual inspection of
finished installation
1 inspection Owner Owner
Field
Performance
Demonstrate
compliance to
Contract Documents
and Manufacturers’
printed Literature by
attempting to subvert
intended sequence
1 test Contractor Contractor
Perform functional
test for each external
contact to initiate
intrusion detection
system.
1 test Contractor Contractor
Field Tag
Verification
and
Continuity
Refer to Section 26 05
19 All conductors Contractor Contractor
11-month
Warranty
Inspection
Demonstrate
compliance to
Contract Documents
and Manufacturers
printed Literature
1 test Owner Contractor
D. Replace malfunctioning or damaged items and retest until satisfactory performance is achieved.:

END OF SECTION

Project Owner INTRUSTION DETECTION
New River Improvement Project – Calexico 28 31 00 - 6

THIS PAGE INTENTIONALLY BLANK
Project Owner AGGREGATE AND ROCK PRODUCTS FOR EARTHWORK New River Improvement Project – Calexico 31 05 16 - 1
SECTION 31 05 16

AGGREGATE AND ROCK PRODUCTS FOR EARTHWORK
PART 1 - GENERAL

1.1 Work Included
A. Materials and installation of aggregate and rock products.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 02 41 14: Paving Removal and Resurfacing
G. Section 03 30 00: Cast-in-Place Concrete
H. Section 31 23 00: Excavation and Fill
I. Section 31 37 00: Riprap
J. Section 32 12 16: Asphalt Paving
K. Section 32 13 13: Concrete Paving

1.3 Quality Assurance
A. Rock products shall be clean, hard, sound, durable, uniform in quality, and free of any detrimental quality of soft, friable, thin, elongated or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance.

B. Plant testing shall include:

ITEM
TEST
FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Caltrans
Class 2
Aggregate
Base
Sieve
Analysis
California Test Method 202
Meet requirements below
in Part 2
1 each source
for each
gradation used
Contractor Contractor
C. Percentages herein shall be by weight.

1.4 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. ASTM C127 Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

2. ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in Los Angeles Machine

3. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates

4. ASTM D1556 Density and Unit Weight of Soil in Place by Sand Cone Method

5. ASTM D4253 Maximum Index Density and Unit Weight of Soils Using Vibratory Table Project Owner AGGREGATE AND ROCK PRODUCTS FOR EARTHWORK New River Improvement Project – Calexico 31 05 16 - 2

6. ASTM D4254 Maximum Index Density and Unit Weight of Soils and Calculation of Relative Density

7. ASTM D6938 In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

8. California Test Method 202 Sieve Analysis of Fine and Coarse Aggregates

9. California Test Method 216 Relative Compaction of Untreated and Treated Soils and Aggregates

10. California Test Method 217 Sand Equivalent

11. California Test Method 229 Durability Index

12. California Test Method 301 Resistance "R" Value of Treated and Untreated Bases, Subbases and Basement Soils by Stabilometer

13. California Test Method 302 Film Stripping

14. California Test Method 548 Evaluation of Aggregate for Lean Concrete Base (LCB)

15. SSPWC Standard Specifications for Public Works Construction (Greenbook) §200 “Rock Materials”

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Test Records Submit for rock products

1.6 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

1.7 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for aggregate and rock products.

PART 2 - PRODUCTS

2.1 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Rock products shall be clean, hard, sound, durable, uniform in quality and free of any detrimental quantity of soft, friable, thin, elongated, or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance.

C. Materials for aggregate and rock products shall be:

ITEM DESCRIPTION
Crushed
Aggregate
Base
R-Value
per California Test Method
301
≥80
Sand Equivalent
per California Test Method
217
≥50
(If ≥55, R-value requirement may be
waived)
Project Owner AGGREGATE AND ROCK PRODUCTS FOR EARTHWORK New River Improvement Project – Calexico 31 05 16 - 3

ITEM DESCRIPTION
Percentage Wear
per ASTM C131
Abrasion loss < 15% after 100
revolutions
Abrasion loss < 52% after 500
revolutions
Durability Index
per California Test Method
229
≥40
Specific Gravity
Per ASTM C127
≥2.58
Gravel Fractured Faces. No particles shall have more than one fractured face.

Sand Composition Natural or manufactured granular
material or combination thereof, free of
deleterious amounts of inorganic
material, mica, loam, clay and other
substances unsuitable for sand’s
intended purpose.

Aggregate
for Portland
Cement
Concrete
Refer to Section 03 30 00
D. Owner’s Representative may waive percentage wear requirements in table above provided durability index requirements shown are met.

E. Gradations for crushed rock and rock materials shall be: (Refer to Standard Specifications for Public Works (Greenbook) Table 200-1.2.1.(A))

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE
SIZE
1”

CRUSHED
ROCK
¾”

CRUSHED
ROCK
½”

CRUSHED
ROCK
⅜”

CRUSHED
ROCK
¼”

CRUSHED
ROCK
3/16”

CRUSHED
ROCK
ROCK
DUST
1½” 100%
1” 90-100% 100%
¾” 30-60% 90-100% 100%
½” 0-20% 30-60% 90-100% 100%
⅜” 0*20% 20-60% 90-100% 100%
¼” 100%
No. 4 0-5% 0-5% 0-15% 30-60% 75-100% 100% 90-100%
No. 8 0-5% 0-10% 0-25% 40-75%
No. 16 0-5% 0-10%
No. 30 20-60%
No. 200 0-2% 0-2% 5-20%
ASTM
C131
Test
Grading

A B B C D D
Project Owner AGGREGATE AND ROCK PRODUCTS FOR EARTHWORK New River Improvement Project – Calexico 31 05 16 - 4
F. Gradations for “Caltrans Class 2 Aggregate Base” shall be ¾” maximum.

SIEVE
SIZE

PERCENTAGE PASSING SIEVES BY WEIGHT
¾” MAXIMUM CLASS 2 AGGREGATE BASE

OPERATING RANGE
(MOVING AVERAGE)

CONTRACT COMPLIANCE
(SINGLE TEST)
2”
1½”
1” 100% 100%
¾” 90-100% 87-100%
No. 4 35-60% 30-65%
No. 30 10-30% 5-35%
No. 200 2-9% 0-12%
PART 3 - EXECUTION

3.1 Installation
A. Refer to Section 02 05 00 for execution and installation requirements.

B. Furnish and install aggregate and rock products at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Other applicable building code requirements

3. Requirements of contract-referenced soils reports and investigations.

D. Refer variances between above documents and Contract Documents to Owner’s Representative.

3.2 Field Quality Control
A. Owner’s Representative will observe and test fills and based on laboratory results will determine whether fills have been placed in accordance with Contract Documents.

B. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Backfill or
Soil
Prepared
in Place
Sampling ASTM D75 As directed Owner Contractor
Sieve
Analysis
ASTM C136 or California
Test Method 202
As directed Owner Contractor
Sand
Equivalence
California Test Method
217
As directed Owner Contractor
C. Allow sufficient time for testing and evaluation of results before material is needed. Owner’s Representative will be sole and final judge of suitability of materials.

D. Do not deliver or place aggregate and rock materials prior to Owner’s acceptance of submitted test results.

Project Owner AGGREGATE AND ROCK PRODUCTS FOR EARTHWORK New River Improvement Project – Calexico 31 05 16 - 5
E. Contractor shall remove unsatisfactory material, recompact, adjust moisture or compaction methods, place new material, and perform other operations necessary to meet Contract requirements as directed by Owner’s Representative.

END OF SECTION
Project Owner AGGREGATE AND ROCK PRODUCTS FOR EARTHWORK New River Improvement Project – Calexico 31 05 16 - 6

THIS PAGE INTENTIONALLY BLANK
Project Owner GROUND IMPROVEMENT
New River Improvement Project – Calexico 31 05 19 - 1
SECTION 31 05 19

GROUND IMPROVEMENT
PART 1 - GENERAL

1.1 Description
A. This section specifies procedures, quality control and other requirements for ground improvement (GI). The work shall be performed by a GI Subcontractor. GI to improve the existing soil shall be performed in conformance with the details shown on the plans and these special provisions.

B. GI involves the injection under high pressure of a low-slump, mortar-like grout to compact and displace the adjacent soils. The grout does not penetrate soil pores but displaces the subsurface soils by forming a semi-homogeneous grout bulb near the grout pipe tip. The location, spacing, grout pressure and grout quantity is controlled to densify or reinforce the in situ soil, while minimizing unwanted uplift and/or hydrofracturing.

C. Compaction grout is a material blend of fine aggregate, fines and water to achieve a pumpable, thixotropic, viscous grout of a low slump to enable pumping at high pressure and remain intact after injection. Material components can include sand, silt, clay, cement, ground slag, fly ash, water and other admixtures.

D. The intent of the GI specified herein is to treat soil within the horizontal and vertical limits indicated on the project plans to achieve the required degree of improvement detailed in these special provisions. The intent of the soil improvement is further detailed in the project geotechnical report referenced in these special provisions.

E. The intent of the GI is to improve the in-situ soils within the limits indicated in the project geotechnical report to achieve the required degree of improvement. Confirmation that improvement has been attained will be evaluated by performing testing after GI has been completed.

F. Protect all utilities, structures and facilities designated to remain in place from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by excavation, backfill and grouting operations.

G. The Contractor may propose other methods of ground improvement to achieve the required degree of improvement. If alternate methods are proposed, qualifications, analyses, calculations, design, plans, specifications and work plans similar to those described in this specification must be submitted for review by the Engineer and OWNER. The Engineer and OWNER shall review the Contractor’s proposed alternate method and determined whether it is acceptable or not. OWNER shall be under no obligation to approve alternative methods.

1.2 Related Work
A. Coordinate the Work of this Section with all other Contract Documents and in particular:

SUBMITTALS ................................................... Section 5-1.02.2 NOTIFICATION TO UTILITY OWNERS .......... Section 5-1.17 DEMOLITION AND REMOVAL ......................... Section 79-11-02050 EXCAVATION SUPPORT SYSTEMS ............... Section 79-11-02160 EARTHWORK .................................................. Section 79-11-02300 SETTLEMENT MONITORING ......................... Section 79-11-02390

1.3 References and Standards
A. The Contractor shall comply with provisions of all local, state and federal regulations, codes, specifications, and standards and in particular the most recent edition, including all Project Owner GROUND IMPROVEMENT
New River Improvement Project – Calexico 31 05 19 - 2
addenda, of the following codes, specifications, standards, and recommended practices, except as otherwise indicated:

1. CSO’s – Construction Safety Orders of the State of California

2. CCC – California Civil Code, Section 832

3. CAL-OSHA State of California – Occupational Safety and Health Administration

4. Cal/OSHA – California Division of Occupational Safety and Health

5. ASTM C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or [50-mm] Cube Specimens)

6. ASTM C143 – Standard Test Method for Slump of Portland Cement Concrete

7. ASTM C150 – Standard Specification for Portland Cement

8. ASTM C172 – Standard Method of Sampling Freshly Mixed Concrete

9. ASTM D422 – Standard Test Method for Particle-Size Analysis of Soils

10. ASTM D4318 – Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

11. ASTM D1586 – Standard Test Method for Standard Penetration Test (SPT) and Split Barrel Sampling of Soils

12. ASTM D5778 – Standard Test Method for Electric Friction Cone and Piezocone Penetration Testing of Soils
B. Subsurface information can be found in the following document:

1. Geotechnical Report, Proposed New River Improvements Encasement, Pump-Back and Trash Screen System, Calexico, California, prepared by Leighton Consulting, Inc., Project No. 12014.001, dated October 31, 2018.

2. Data on subsurface conditions are not intended as representations or warranties of continuity of such conditions. It is expressly understood that OWNER will not be responsible for interpretations or conclusions drawn there from or by the Contractor.

1.4 Scope of Work
A. The work shall consist of installation, monitoring and testing of GI within the horizontal and vertical limits indicated on the plans to meet the acceptance criteria presented herein. It shall be the GI Subcontractor’s responsibility to determine and implement the systems and criteria to ensure that specified improvement is achieved.

B. The GI Subcontractor shall provide all labor, materials and equipment to accomplish the following items of work:

1. Implement ground/structure movement monitoring system

2. Install and remove grout pipes

3. Furnish and inject compaction grout to achieve the specified ground improvement

4. Monitor surface ground/ structure movements during GI operations.

5. Follow GI sequence of operations in accordance with the approved GI Work Plan.

1.5 Submittals
A. The following documented evidence shall be submitted to the Engineer by the Contractor during the bid process:

1. A list of at least five (5) previously successfully completed projects of similar scope and purpose. The list shall include a description of the project, relative size, and contact person with phone number.

Project Owner GROUND IMPROVEMENT
New River Improvement Project – Calexico 31 05 19 - 3

2. The GI Subcontractor shall have a minimum of ten (10) years of documented GI experience.

3. The GI Project Manager shall have a minimum of five (5) years of documented GI experience with the last two (2) years in full-time employment with the GI Subcontractor.

4. The GI site SUPERINTENDANT shall have a minimum of five (5) years of documented GI experience.

5. Provide resumes and proof of experience of the management, supervisory, and other key personnel to perform the work.

B. The following shall be submitted to the Engineer by the Contractor four (4) weeks prior to the start of the work:

1. A Ground Movement Monitoring Plan including, but not limited to, description of all equipment and instruments to be used for surveys and monitoring of the ground surface and adjacent structures during the work. The monitoring plan shall also include proposed methods to obtain and record monitoring data with sample copies of proposed monitoring data forms included.

2. A mix design for the project indicating sources and types of grout materials, with volumetric proportions, and field test data from previous projects indicating compressive strength and slump of 1 to 3 INCHES or less achieved. If the GI Subcontractor intends to deviate from the gradation provided in these special provisions, it shall submit, with the bid, evidence of satisfactory use of the proposed material from past projects with similar soil conditions.

3. Current certified calibrations charts and reports for equipment instrumentation.

4. Work procedures and control criteria (including volumes and pressure for each stage).

5. A GI Work Plan outlining the spacing, location, depth shall be dimensionally referenced to the structural foundation shown on the contract drawings.

6. A description of the casing and casing withdrawal system to be used, including a review of previous experience in the use of such casing in similar soils and to similar depths as the contemplated project.

7. A description of the automated data acquisition equipment and procedures including sample data logs.

8. Grout material sources, including grain size distribution and PI or hydrometer test results of the materials to be used and the proposed mix design.

9. Methods and equipment for calibration of the proportioning of the grout constituents.

10. Methods and equipment for calibration of the grout quantity pumped and pumping rate, and grouting pressures for injection.

11. Statement of proposed sequence of operations.

12. Description of grout injection operations.

13. Sample copies of proposed drilling and grouting record forms.

14. The GI Work Plan shall be stamped and signed by a registered engineer of the State of California. The Contractor shall allow the Engineer four (4) weeks to review the Work Plan.

C. The following shall be submitted to the Engineer by the Contractor during the work daily:

1. Accurate daily records of all grout pipe installation, GI quantities, including inclination, stage data, volume, injection pressure, depth, start/finish time for each location grouted shall be submitted the next working day.

Project Owner GROUND IMPROVEMENT
New River Improvement Project – Calexico 31 05 19 - 4

2. Any change in the predetermined grouting program necessitated by a change in the subsurface conditions.

D. The following shall be submitted to the Engineer by the Contractor after the work is completed:

1. A report shall be prepared at the completion of grouting including a summary of the emplaced grout volume data compiled for each grout point per stage, and an "as-built" grout injection point plan view of the site.

1.6 Design Criteria
A. GI shall be performed to the complete vertical and horizontal extents discussed in the referenced Geotechnical Report for New River Improvements.

B. The in situ ground improvement shall improve soils to the specified normalized and clean sand corrected SPT blow counts. Corrections to SPT blow counts shall be performed according to procedures outlined in the 2001 NCEER Summary Report on Evaluation of Liquefaction Resistance (October 2001, ASCE JGGE). Limits, elevation range and densification targets for improvement are summarized in the following table.

C. A minimum cement by weight percentage of the aggregate shall be determined and maintained throughout the work.

D. The grout mix shall be designed such that it does not degrade in strength over time.

E. Additives such as concrete pumping aids, gums, gelling agents, high-plasticity clay (e.g. bentonite), organic matter, or similar materials shall not be used.

F. The grouting method shall be such that it can be sampled for conventional laboratory testing.

G. GI shall not be performed within 5 feet of any new foundations or within 5 feet of pipelines or other structure.

PART 2 - PRODUCTS

2.1 Materials and Equipment
A. Grouting Equipment

1. The GI Subcontractor shall supply equipment capable of advancing the grout pipe through overburden, soils and other natural obstructions to the specified depth or as required to satisfy project objectives.

2. The GI Subcontractor shall supply all equipment required to operate a GI system capable of supplying the specified grout at variable flow rates and pressures, measured at the pump, up to 1000 PSI.

3. The mixer shall be capable of precisely proportioning the mix constituents to ensure complete uniform mixing of the materials used and shall be of sufficient capacity to continuously provide the pumping unit with mixed grout at its normal pumping range. The mixer must be capable of volumetrically proportioning the grout materials. Ready mixed grout is also acceptable with an approved mix design.

4. The GI Subcontractor shall provide gauges or other automated data acquisition and instrumentation (measuring devices) to measure:
a. Time
b. Grout probe tip depth and elevation
c. Continuous grout pressure close to the top of the injection casing d. Flow rate of grout
e. Volume of grout injected to within 2 CUBIC FEET per stage Project Owner GROUND IMPROVEMENT
New River Improvement Project – Calexico 31 05 19 - 5
f. The instruments and capability to accurately detect and measure, ground movement of 0.05 INCH that results from the grouting

5. The GI Subcontractor shall supply and install monitoring equipment in accordance with these special provisions.

6. An adequate communication system shall be maintained between the pumping and batching plant and the injection location. As an alternate, the GI Subcontractor may furnish a remote control system to allow full control (start, stop, flow rate, reversing) of the pump directly by the grouting technician from the injection point).

B. Grout Pump

1. The pump shall be of the piston type and shall have a grout pumping piston no greater than 4 INCHES in diameter. It shall provide positive displacement of the grout and be capable of pumping at variable rates of 0.2 to 5 CUBIC FEET PER MINUTE at continuous pressure of as much as 1,000 PSI.

2. The pump shall be operated within specification and capable of complete filling of the grout cylinders on each stroke. It shall be equipped with a force feed or other mechanism as required to ensure such complete filling. Short-stroking of the pump shall not be allowed, and any grout pumped during such malfunctions shall be at the GI Subcontractor’s expense.

3. A remote off-on control for the pump shall be provided at the grout injection point. An accurate system to measure the quantity of grout pumped at any time interval shall be provided. The grout volume measuring system shall be calibrated by the GI Subcontractor each day of pumping at the beginning of work and at any other time that short-stroking or a change of the grout pumping rate is suspected.

C. Grout Delivery Line

1. The grout delivery line shall consist of high-pressure flexible hose or a combination of hose and rigid pipeline and shall be watertight under pressure. It shall be a maximum of 2 INCHES in diameter. All components of the delivery line, including coupling clamps, shall be in good condition and capable of handling the pumping pressures to be used with a minimum Safety Factor of 2.

D. Pressure Gauges

1. Pressure gauges shall be installed at the grout pump and at the grout header (top of hole casing). All gauges shall be accurate and in good working order. They shall be protected from grout intrusion by suitable gauge protectors. Gauges shall have a minimum dial diameter of 3 inches, and the maximum pressure range shall be no greater than 150 PERCENT of the anticipated maximum grout pressure. A sufficient number of spare pressure gauges shall be maintained on the job site, and any gauge with questionable accuracy shall be promptly replaced.

E. Grout Pipes

1. Grout pipes and connections shall be steel casing of adequate strength to maintain the hole and to withstand the required jacking and pumping pressures. The pipes shall be at least 1.7 INCHES inside diameter in order to adequately handle the specified low slump material without plugging. All casing shall be flush joint threaded or a single piece tubing to provide a smooth inner wall and unobstructed inside diameter. It shall be the GI Subcontractor’s responsibility to install casing that does not detrimentally impact the grouting procedure.

2. The maximum casing joint length shall be 5 feet unless withdrawal is by the drill rig or similar equipment and real-time computer monitoring is being used. In such a case, an additional pressure transducer shall be provided at the header.

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3. Any casing or holes lost because of broken or bent casing, insufficient casing strength, or the GI Subcontractor’s inability to pull the casing shall be abandoned, and new replacement holes shall be drilled and grouted at the GI Subcontractor’s expense.

4. Pipes shall be installed such that grout material will not travel in the annular space between the pipe and adjacent ground and escape at the surface when pumped.

F. Casing Withdrawal System

1. The casing withdrawal system shall be capable of withdrawing the casing in the required stages under both normal and extraordinary conditions. Any hole lost because of the GI Subcontractor's inability to pull the casing shall be replaced with a new hole at the GI Subcontractor's expense.

G. Grout Materials

1. Grout for GI shall consist of the following components:
a. Portland Cement (ASTM C150) Type II or V
b. Fine aggregate shall be sand with the following grading limits:

Sieve Size
Gradation Limits
(% Passing Dry Weight)
3/8” <100
No. 200 10 – 30
c. Liquid Limit less than 30 PERCENT and Plasticity Index less than 10 PERCENT. d. Natural fines may be supplemented with Fly Ash, a minimal amount of bentonite, or aggregate washings.

2. Proportions of the mixture shall be as required to achieve a pumpable mix with not more than a 3 INCH slump per ASTM C-143.

3. Upon discharge into the pump hopper or holding tank, the grout must be continuously agitated. Mixed grout may not be held in the agitator for more than 1.5 HOURS unless a set retarder, previously approved by the Engineer, is used.

PART 3 - EXECUTION

3.1 Site Examination
A. Prior to submitting a bid price for the GI, the GI Subcontractor shall conduct a site inspection to acknowledge the site conditions and various restrictions. These restrictions include, but are not limited to limited site access, sloping terrain, railroad embankment, environmental and jurisdictional boundaries, existing rip-rap in abutment areas, existing pile foundations, existing subsurface utilities, limited overburden depth above treated soils, and potential for subsurface obstructions. The Subcontractor shall verify the existing improvements to be protected and perform a survey of their conditions prior to initiating work.

3.2 Compaction Grouting Set-Up
A. Depth Confirmation

1. The grout hole depth shall be measured by the total length of all advanced grout casing (pipes). The measured depth shall be noted. If it is less than the planned depth, the hole shall be redrilled or additional grout casing shall be advanced to proper depth before grouting.

B. Sequence
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1. The sequence in which the holes are drilled and grouted should follow the GI Work Plan and is subject to the approval of and may be modified by the Engineer. Holes located on or near a downslope of the treatment area, or near a retaining wall or structure foundation element, shall be injected before holes that are located more distant from the outer edge of the treatment area.

C. Grout Staging

1. Holes shall be injected in ascending stages (stage-up), starting at the bottom and working upward. No stage shall be injected until the immediately underlying stage has been completed. Individual stage length shall be 2 feet.

3.3 Compaction Grouting
A. GI shall be performed in accordance with the approved GI Work Plan.

B. The grout shall be injected at a stage depth until one of the following occurs:

1. Grout flow ceases at a header pressure reading of 1000 PSI.

2. Surface ground heave more than 0.1 INCH is observed for the grout stage depth.

3. An injected grout volume corresponding to the design Area Replacement Ratio is reached.

4. A maximum cumulative heave from the current and preceding grout stages of 0.2 INCH is observed.

C. Grouting shall be done by the ascending stage GI method. The GI Subcontractor shall have tools available at all times to clear a blockage or plug in the injection casing. At the start of grouting each hole, the casing must be set to the bottom of the deepest stage and pulled to the top of the stage to be grouted. Grout stages shall not exceed 2 FEET in vertical interval thickness. If grouting is interrupted in any stage due to a plug or foreign object in the grout, the GI Subcontractor may start another point in the normal sequence and return to the interrupted point after the plug is removed.

D. Grouting pressure at any stage may be allowed to rise to the maximum pump output (~1,000 PSI) for a brief time needed to initiate flow. After the pressure stabilizes, the grouting operator shall note the sustained injection pressure and continue pumping until excessive pressure (approximately 10 PSI per lineal foot below ground surface) is reached, dilation of ground crack(s) is detected, or movement of uplift monitoring points is detected. On the occurrence of any one of these conditions, pumping shall be stopped, and the casing may be lifted to the next stage and grouting continued.

E. If grout returns to the surface alongside the casing from a depth greater than 5 FEET, or the top of the specified treatment interval, the GI Subcontractor shall remove the casing, and reinstall the casing to the depth of the stage last pumped after the grout has achieved its initial set (typically about 1 HOUR). Pumping shall then be resumed.

F. GI shall be sequenced so that grouting does not take place within 12 FEET of locations grouted within the previous 12 HOURS. The Engineer may require longer wait times if a retarder is used in the grout mix.

G. GI within 20 FEET of existing structure foundations shall be sequenced so that the initial injection points are located closest to the foundation and proceed outward from the foundation.

H. As GI is completed at the specified elevations of each location, the GI Subcontractor shall fill the grout hole to within 2 FEET of the ground surface with grout. The upper 2 FEET of the grout hole shall be backfilled with native soil.

I. During the work operations, the GI Subcontractor shall take precautions as may be necessary to permit drill cuttings, equipment exhaust, oil, wash water and grout from defacing and/or damaging the surrounding area. The GI Subcontractor shall furnish pumps Project Owner GROUND IMPROVEMENT
New River Improvement Project – Calexico 31 05 19 - 8
as may be necessary to care for wastewater and grout from his operations and shall clean up all waste resulting from his operations.

J. Any grout hole that is lost or damaged, does not reach the design depth, or is not continuously grouted as a result of equipment deficiencies or mechanical failure, inadequate control of the grout pipe (including allowing the grout pipe to be expelled from the hole because of insufficient restraint), inadequacy of the grout mix, improper drilling, mixing, or injection procedures shall be backfilled and replaced by another, properly installed, replacement grout hole at no cost to OWNER

3.4 Data Acquisition and Reporting
A. Logged Information

1. The GI Subcontractor shall maintain and provide the Geotechnical Engineer a continuous log delineating the drilling and grout injection parameters for each hole.

An automated data acquisition system shall be used that makes continuous recordings of pressure, injection rates, probe tip depth and elevation, and time. Data shall be recorded in a format compatible Microsoft Excel and shall be provided to the Engineer in digital format. Daily field reports for each shift shall be prepared by the GI Subcontractor and submitted to the Engineer within 24 HOURS of the completion of the shift. At a minimum the report shall include:
a. A plan showing the location of each GI injection points. b. Plots of data collected by the automated data acquisition system. c. A summary for each GI hole locations of:
1) Date(s) and time each hole was drilled.
2) Drilled depth of each hole.
3) Any obstructions encountered or unusual events occurring during drilling. 4) Depth drilled and/or elevation of both the top and bottom of each hole. 5) Date(s) and time grouting of each hole was started and ended. 6) Log of grouting pressures
d. Grout termination criteria for each hole.
e. Location and amount of any uplift or displacement of any structure or the ground surface during grouting, if any.
f. Notation of any other observations relating to the grouting. g. The name of the person preparing the logs and the current date shall occur on all pages of the log, and the pages shall be numbered chronologically from the start of work. The current time shall be noted at each log entry.

B. Movement Monitoring System

1. The GI Subcontractor shall provide instrumentation to detect any movement of the ground surface or any structure within a radius of 30 FEET from any hole being grouted. The monitoring devices shall be capable of detecting movements of 1/16 INCH (0.005 FEET) or more in any direction.

2. All instrumentation shall comply with Special Provision 11-02391 for settlement monitoring.

3. The instrumentation may include but is not limited to string lines, telltales, manometers, lasers, and optical devices. Backup surveyor's instruments shall be provided in such quantity as to allow evaluation of the movement of all structures without the necessity of moving the instrument during injection. The original position of all structures shall be established before grout injection by the placement of suitable markings or targets thereon.

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4. The GI Subcontractor shall dedicate experienced and fully qualified personnel to monitor the instrumentation to prevent any damage to the site or structures. Any damage that does occur because of insufficient instrumentation or monitoring effort shall be repaired or replaced by the GI Subcontractor at no cost to OWNER
C. Communication System

1. The GI Subcontractor shall provide a communication system that allows immediate voice contact between the people at the grout hole, pump operator, and monitoring personnel.

Any damage that occurs as a result of lack of immediate communication shall be repaired or replaced by the GI Subcontractor at no cost to OWNER.

3.5 Field Quality Assurance
A. Independent monitoring and logging of all GI shall be performed under the inspection of the Engineer.

B. The Engineer will perform slump tests of grout and take measurements of grout mix quantities to verify the GI Subcontractor’s grout mix, as follows:

1. Slump tests will be performed:
a. Once for every 200 CUBIC FEET of grout injected, or
b. at any change in mix design, or
c. at least twice during each grout shift.

2. Grout mix proportions will be checked at least once daily.

C. The Engineer will require the GI Subcontractor to cast minimum size 3 INCH by 6 INCH grout test cylinders or 2 INCH by 2 INCH mortar cube molds for strength testing. One set of 4 cylinders or molds will be cast during each slump test. The cylinders shall be marked with the date and time of sampling. Cylinders shall be broken at a minimum of 7 and 28 days with the remaining cylinders being held. A certified testing laboratory selected by the Engineer shall test the cylinders.

D. Layout of grout injection points shall be by the GI Subcontractor and checked by the Engineer with sufficient control points provided by the Contractor.

E. The GI Subcontractor shall monitor nearby structures and utilities as follows:

1. A level control system will be installed by the GI Subcontractor for each structure within 30 FEET of the GI operations. For monitoring, the existing utilities are also considered a structure.

2. Monitoring shall be carried out on a continuing basis whenever GI is occurring within a horizontal distance equal to the depth of treatment.

3. After completion of the GI program, the monitoring system and grout pipes will be removed, and all holes shall be filled and patched.

4. Maximum permissible displacement values for each utility shall be specified by the Engineer. The CONTRACTOR shall stop work and submit a corrective action plan to the Engineer prior to resuming GI. The GI Subcontractor shall be responsible for repair of any damage to existing utilities and structures that results from exceedance of the permissible displacement values.

F. The effectiveness of the GI work shall be verified as follows:

1. The CONTRACTOR shall perform in situ testing before and during production work, as follows:
a. Two test section locations, one in each treatment area, shall be completed prior to production work. Each test section shall be 10 feet by 10 feet in plan area.

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b. SPT testing will be performed between GI improvement locations within the test area.

SPT testing will be performed over the full depth of the improvement with SPT tests performed at 3 foot intervals. Samplers will be lined and samples will be laboratory tested for fines content. The CONTRACTOR shall provide a summary of the correct blow counts along with boring logs in a test report signed by a California Registered Civil Engineer or Geotechnical Engineer. The ENGINEER shall have 6 working days to review the summary report.
c. The results of the test sections will be considered as demonstrating the effectiveness of the GI improvement for areas with the same depth of overburden during GI work.

Where overburden grades vary more than 2 feet, additional verification shall be performed.
d. Following production GI work, the contractor shall perform similar SPT testing and reporting for each 400 square feet (plan) of improvement. The CONTRACTOR shall provide a summary of the correct blow counts along with boring logs in a test report signed by a California Registered Civil Engineer or Geotechnical Engineer. The ENGINEER shall have 10 working days to review the summary report. e. All SPT test borings shall be filled with grout from the bottom of the test hole.

G. Acceptance Criteria. The GI work shall meet all of the following acceptance criteria. The Engineer shall make the assessment of whether the acceptance criteria have been met.

1. The GI will be installed to the geometric limits provided in the Geotechnical Report for New River Improvements.

2. All SPT tests shall meet the densification targets.

H. If the acceptance criteria are not achieved, the failed zone shall be rejected. If a designated area is rejected, the GI Subcontractor shall submit a Repair Plan for review and approval by the Engineer. Repairs of the failed section areas shall be completed by the Contractor at no additional cost to OWNER.

3.6 Restrictions
A. The Contractor or GI Subcontractor shall be responsible for obtaining any State, County and Municipal permits (if required) and conforming to all regulations.

B. The project plans indicate the approximate location of all above and below ground utilities and obstructions. The Contractor shall be responsible for the precise delineation by pothole methods.

C. The project plans indicate the location of allowable work boundaries. These boundaries are rigid and will not be relaxed during construction. These boundaries may necessitate inclined holes to treat a portion of the specified treatment area.

D. Hours for construction are defined elsewhere in these special provisions.

E. All work within the right-of-way shall be performed in accordance with the OWNERS rules and regulations defined in these special provisions.

3.7 Site Maintenance and Restoration
A. Housekeeping

1. The GI Subcontractor shall keep the site clean and tidy at all times. Site improvements shall be protected from damage or becoming soiled through suitable temporary covering.

Spilled grout shall be promptly picked up and moved to an appropriate waste storage area. Hose, delivery lines, and other items that are not in immediate use shall be neatly stored in a manner that will not impede the ongoing work. All trash shall be collected and neatly stored for disposal. As soon as a reasonable quantity of such waste material has gathered, it shall be promptly removed from site. Water and waste grout Project Owner GROUND IMPROVEMENT
New River Improvement Project – Calexico 31 05 19 - 11
resulting from cleaning of the mixer and/or pump shall be promptly collected and disposed of. Water shall not be allowed to pond in the work area.

B. Site Cleanup

1. Upon completion of the work, all waste shall be removed from the site and the site shall be left in a "broom-clean" condition. Any remnants of drilling fluid or grout that have splattered on improvements shall be completely removed. Where suitable removal is not practicable, the affected areas shall be recoated or replaced to the satisfaction of OWNER.

PART 4 - MEASUREMENT AND PAYMENT

4.1 Measurement
A. No measurement of quantities will be made for GROUND IMPROVEMENT.

4.2 Payment
A. The contract lump sum price paid for GROUND IMPROVEMENT includes full compensation for furnishing all labor, materials, tools, equipment, Test and Production Area compaction grouting, testing, reports and incidentals and for doing all the work involved in GROUND IMPROVEMENT (COMPACTION GROUTING) as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer.

END OF SECTION
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SECTION 31 05 50

PROTECTING EXISTING UTILITIES
PART 1 - GENERAL

1.1 Work Included
A. Materials and procedures to protect existing underground utilities.

B. Utilities shall include but not be limited to the following, irrespective of ownership:

1. Pipelines (including irrigation lines),

2. Conduits

3. Transmission lines and overhead wires

4. Pipelines, conduits, and appurtenances of “Public Utilities” (as defined in Public Utilities Act of the State of California),

5. Pipelines, conduits, and appurtenances of private industry, business, or individuals solely for their own use or their tenants,

6. Storm drains,

7. Sanitary sewers,

8. Culverts

9. Street lighting,

10. Traffic signal systems,

11. Duct banks,

12. Telephone cables,

13. Power lines,

14. Cable television,

15. Fiber optic lines,

16. Gas lines,

17. Petroleum lines,

18. Transmission cables,

19. Completely buried structures.

C. Refer to Section 02 41 15 for procedures for work around asbestos-cement pipe, including snap cutting, removal, and legal disposal.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 02 05 00: Basic Civil Engineering Requirements D. Section 02 41 15: Utility Line Removal
E. Section 26 05 10: Common Work Results for Electrical

1.3 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

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1. ASCE 38 Standard Guidelines for Collection and Depiction of Existing Subsurface Data

2. ASTM C143 Slump of Hydraulic Cement Concrete

3. ASTM C425 Compression Joints for Vitrified Clay Pipe and Fittings

4. ASTM C700 Vitrified Clay Pipe, Extra Strength, Standard Strength and Perforated

5. California Administrative Code Title 22 §64572

6. California Government Code §4215-4216

1.4 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Working Drawings for
Pipe and Utilities
Supports at Trench
Crossings
Required when utilities to be supported exceed 16” diameter or any transverse dimension.

Required when requested in writing by Owner's Representative Engineering
Calculations
Submit for pipe supports for existing utilities greater than 24” in any dimension. If concrete beams are used as supports,
calculations shall take into account concrete strength based on days elapsing between placing concrete and trenching beneath concrete beams. Do not use 28-day strength unless concrete will be at least 28 days old when beam is placed in service.

B. Refer to Section 02 05 00 for definition of requirements for Working Drawings and Engineering Calculations.

1.5 Project Conditions
A. Design Engineer has attempted to show approximate location of buried utilities on Plans pursuant to Utility Quality Level D (QLD) as defined in ASCE 38. These approximate locations are based on:

1. Record maps requested and received during design from utilities identified through an inquiry to Underground Service Alert and utilities.

2. Field reconnaissance and plotting of approximate locations of readily visible surface features including manhole covers, valve covers, utility boxes, marking posts, pavement repair strips, and culvert end sections which might indicate presence of buried utilities.

3. Design Engineer’s professional judgment in correlating record map information to observed surface features.

B. Utility locations on Plans are based solely on the above. Plotted locations may not accurately reflect subsurface conditions.

C. Prior to excavation Contractor shall pothole and determine precise locations of all utilities which are:

1. Shown on plans

2. Identified by Underground Service Alert

3. Evident from readily visible surface features including manhole covers, valve covers, utility boxes, marking posts, pavement repair strips, and culvert end sections which might indicate presence of buried utilities.

4. Identified by Contractor by walking alignment using a reliable electronic pipe finder.

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D. Locate substructures prior to construction. Hand dig foundations until clear of obstructions.

E. Power trench excavating equipment may only be used when and where all the following conditions exist.

1. Contractor has notified Underground Service Alert, and all known Utility Owners at least 2 working days before excavating.

2. A USA ticket number is available at the construction site.

3. Contractor has thoroughly searched entire excavation route using a reliable electronic pipe finder and has pre-marked horizontal locations of conflicts.

4. Utilities shown on Plans have been potholed 1,300 feet in advance of excavation as needed to verify locations.

5. No pipelines carrying gas, petroleum, explosives, hazardous materials, or other regulated contaminants are believed to be within 5 feet of area to be excavated.

6. Owner's Representative is continuously present during excavation.

F. Pursuant to 49 CFR Part 192, Contractor shall coordinate with operators of high-pressure gas lines (if within the project vicinity) who are required by law to have a representative on-site at all times during excavation in the vicinity of their pipelines.

G. Power equipment specifically designed and manufactured for potholing existing utilities is exempt from the above restrictions.

H. Hand excavation shall be used

1. In areas where buried gas, petroleum, explosives or hazardous material piping is known to be present

2. In areas where electrical, fiber optic or communications conduit is known to be present.

3. In first 5 feet below existing grade where drilling or auguring equipment is used.

I. Owner will not indicate presence of existing service laterals or appurtenances when presence of utilities on Project site can be inferred from presence of other visible facilities, such as buildings, meters and junction boxes, on or adjacent to Work site. Owner will identify main or trunk lines on Contract Documents.

J. Contractor shall make their own investigations, including exploratory investigations, to determine or verify locations and type of existing service laterals or appurtenances when their presence can be inferred from presence of other visible facilities.

K. Immediately notify Owner and Utility in writing if Contractor discovers:

1. Utility facilities not shown on Plans

2. Utility facilities in field locations different than shown on plans.

L. Costs, and Work to be done by Contractor in locating, removing, relocating, protecting or temporarily maintaining such utility facilities shall be covered by written Change Order conforming to provisions herein pertaining to changes in Work. Owner may make changes in alignment and grade of Work to obviate need to remove, relocate, protect or temporarily maintain utility facilities or to reduce costs of Work involved in removing, relocating, protecting or temporarily maintaining such utility facilities. Changes in alignment and grade will be ordered in accordance with provisions pertaining to changes in Work.

M. Damage to underground utilities, pipelines or other facilities shown on Plans or identified by field staking or markings shall be immediately brought to attention of Owner's Representative and affected Utility, and repaired at Contractor's expense. Exact determination of location of these utilities, pipelines or other facilities shall be Contractor’s responsibility. Contractor shall be solely and directly responsible for damage, injury, expense, loss, inconvenience, delay, Project Owner PROTECTING EXISTING UTILITIES
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suits, actions or damage that may result from Contractor's failure to verify or locate utilities whose existence is indicated. Costs incurred for protection of these lines or costs incurred due to presence of lines, whether or not they lie within trench prism, shall be borne in full by Contractor.

N. When it is necessary to remove, relocate, protect or temporarily maintain a utility other than

1. existing mains or trunk-line facilities not originally shown on Plans with sufficient accuracy to allow Work to proceed according to Contract Documents or;

2. existing service laterals or appurtenances whose presence cannot be inferred from presence of other visible facilities, such as buildings, meters and junction boxes, on or adjacent to Work site;
Contractor shall bear all expenses incidental to Work on utility or damage thereto. Work on utility shall be done in manner satisfactory to Utility Owner. Utility Owner will have option of doing such Work with their own forces, or permitting Work to be done by Contractor.

O. No representations are made that obligations to remove, relocate, protect or temporarily maintain a utility and to pay cost thereof is not required to be borne by utility. Contractor shall investigate, to find out whether or not said cost is required to be borne by Utility Owner.

P. Liquidated damages will not be assessed for damages in delay in completion of Work, when such delay was caused by failure of Owner, Owner's Representative, Design Engineer and Utility Owner to provide for removal or relocation of utility facilities. Right is reserved to governmental agencies and to Utility Owners to enter at any time upon any street, alley, right of way or easement for purpose of making changes in their property made necessary by Work and to maintain and make repairs to their property.

1.6 Unit Prices
A. Payment for locating, potholing, exposing, and protecting existing utilities will be included in price bid for Work items for which such Work is appurtenant.

B. Payment for abandoning or removing existing utilities will be included in the price bid for Work items for which such Work is appurtenant.

C. Refer to Section 01 22 00 for measurement and payment clauses for protecting existing utilities.

D. Utility Protection or Relocation by Contractor as Shown in Contract Documents: When work on a utility is shown within Contract Documents to be done by Contractor, but is not included as a separate bid item, Contractor shall make all arrangements and coordinate with utility owner regarding schedule for performance of the Work. Costs for such Work shall be included in unit prices or lump sum amounts bid for the various Contract items. Submit a proposed method of relocation or protection of utility for review. Review by Owner will not relieve Contractor of any responsibility.

E. Utility Relocation by Contractor for Contractor’s Convenience: Temporary relocation or alteration of any utility, desired by Contractor solely for their convenience in performance of Work, to a position or condition other than that provided for on Contract Documents shall be Contractor’s own responsibility. Make all arrangements with utility or property owners regarding such Work. Repair, replacement or relocation of buried utilities shall be completed at Contractor's expense by either Utility's forces, or by a contractor accepted by Utility in writing and properly licensed to perform Work. Costs of such Work for Contractor’s convenience shall be absorbed in unit prices or lump sum amounts bid for the various Contract items at no additional cost to Owner.

F. Utility Relocations by Owner: When Contract Documents indicate a utility is to be relocated, altered, or reconstructed by forces other than Contractor, Owner will conduct negotiations in respect to such work and work will be done at no cost to Contractor. No additional Project Owner PROTECTING EXISTING UTILITIES
New River Improvement Project – Calexico 31 05 50 - 5
compensation will be given for delays or inconvenience by others to finish their work on schedule due to unforeseen difficulties.

G. Unknown Utility Installation by Others During Contract Work: If a utility is disclosed or installed subsequent to award of Contract, and the utility is not shown on Contract Documents, with reasonable accuracy, and said utility is found to occupy space required to be occupied by Work, Owner’s Representative will determine whether the utility requires location, relocation, removal, repair of damages, alteration, support or protection. Owner will determine method and manner of accomplishing such work and may order Contractor to do so pursuant to a Change Order issued by Owner. Perform Work in accordance with Contract Documents provided or accepted by Owner and in accordance with the following:

1. Where undisclosed utilities are discovered and located by Contractor when performing this Contract, immediately notify Owner in writing.

2. When said utility is found to occupy space required to be occupied by part of permanent Works to be constructed under Contract or parallel to permanent works and within vertical planes on each side at a distance away equal to the maximum allowable trench width measured in a plane 12” above top of pipe, exclusive of branches or other facilities, as specified in the Contract Documents, or to be within the specified excavation pay lines (when such are specified in Contract Documents); Owner shall arrange for relocation or alteration of said utility or require Contractor to do the same.

3. Utilities found to cross the excavation, but not intercepting permanent Work to be constructed or interfering with construction shall be maintained in place at Contractor’s expense. Utilities which interfere with construction technique in use shall be protected or relocated.

4. When said utility is more or less parallel with, and any portion of it does not lie within vertical planes specified herein above, or does not lie within excavation pay lines (when such are specified or shown on Contract Documents), advise Owner thereof, and in cooperation with utility owner, provide and place necessary support for proper protection to guarantee continuous and safe operation of utility.

5. Maintain continuous sanitary sewer service at all times. Should any existing sanitary sewer or manhole extend within proposed excavation, submit method of construction or support for acceptance by Owner, and assume all responsibilities therefor. Costs for such work shall be borne by Contractor.

6. If work is done by others, provide time and working space for protection and relocation as required.

7. Owner will compensate Contractor for their direct costs of locating, relocating, removal, repair, support or protection of undisclosed utilities, together with cost of equipment used for Work necessarily idled during such Work. Contractor will be granted an extension of time for completion of Contract equal to time determined by Owner, to be reasonably necessary to perform the Extra Work, and Owner will not assess liquidated damages against Contractor for delay in completing Work when such delay was caused by Owner’s failure of Owner to provide for removal or relocation of such utility facilities.

8. Contractor will not be entitled to extra compensation or extension of time when Extra Work is required to repair damage to undisclosed utilities caused by failure of Contractor to exercise reasonable care. Contractor will not be entitled to compensation for indirect or consequential costs or damages incurred as a result of Extra Work required.

9. When directed or accepted by Owner, changes in line or grade of any structure being built may be made to avoid utilities. Additional costs because of such changes will be paid for by Change Order as Extra Work.

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PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Neoprene Dielectric Blanket for
Isolating Metallic Pipelines at
Crossings
Biltrite Fabrics Cleveland, OH (216) 581-7200
Accepted equal

2.2 Materials
A. Materials for insulating blankets shall be:

ITEM MATERIAL SPECIFICATION
Neoprene Dielectric Blanket
for Isolating Metallic Pipelines
at Crossings
Neoprene ≥⅛ thick
Cut into square 24” larger than OD of
largest pipeline in crossing

2.3 Replacement Materials
A. Unless otherwise shown or specifically authorized in writing by Owner’s Representative, reconstruct damaged utilities with new materials of same size, type and quality as that removed.

B. Materials for vitrified clay pipe sewer crossings 8” in diameter and under shall be:

ITEM MATERIAL SPECIFICATION
Replacement of Vitrified
Clay Sewer Pipe 8”
Diameter or Less
Plain-End
VCP
ASTM C700 (At least two lengths of
sewer pipe shall be used to cross trench
section.)
Replacement of Vitrified
Clay Sewer Pipe Couplings
8” Diameter or Less
Compression
Coupling
ASTM C425; Band seal couplings or
accepted equal
PART 3 - EXECUTION

3.1 Preparation
A. California Government Code §4216 states Contractors “planning to conduct any excavation shall contact the appropriate regional notification center at least two working days but not more than 14 calendar days, prior to commencing excavation.” B. In Southern California, the appropriate regional notification center is Underground Service Alert of Southern California (DigAlert) 811.

C. Underground Service Alert ticket numbers shall be available at construction site.

D. Contractor shall be responsible for damage done to public or private property shown on Plans or marked or staked in field.

E. Construction Plans will be provided to Utilities by Owner.

F. Provide construction schedule to Utilities before beginning trenching or excavation.

Coordinate construction schedule with Utility Owner's requirements.

Project Owner PROTECTING EXISTING UTILITIES
New River Improvement Project – Calexico 31 05 50 - 7
G. Notify Utility Owner at least 72 hours in advance of utility crossing construction. Coordinate construction schedule with utility service requirements.

H. Make exploratory excavations to determine true location and depth of utilities, services, and buried structures in vicinity of Work prior to any construction activity. Determine type of material and condition of any utility which may be affected by or affect Work. Conduct exploratory excavations at least 1,300’ ahead of pipe trench heading at least 5 days in advance of planned construction to provide sufficient lead-time to resolve utility conflicts, to allow for adjustment in alignment or grade line, to verify pipe and utility location and depths, types materials, conditions and sizes for ordering proper transition and/or tie-in fittings, and so Owner's Representative may verify that no buried utilities interfere with proposed construction.

I. Identify true location and depth, type, material, condition and size of utilities and service connections.

J. Where potholing or exposure is not done, repair or replacement of damaged utilities and necessary horizontal and vertical realignments shall be paid for entirely by Contractor.

K. Electrical utilities may maintain energized underground electrical power lines in immediate vicinity of Work. These power lines represent an extreme hazard from electrical shock to construction personnel or equipment coming in contact with them. State law requires parties planning excavations in public right of way to contact Utilities for locations of their underground facilities. Contractors, their employees, and other personnel working near underground power lines must be warned to take adequate protective measures. (See: OSHA Std. 1926-651(A)).

Notify electrical Utility to arrange, if possible, to have these lines de-energized when Work reaches their immediate vicinity. Cost of such temporary arrangements shall be borne by Contractor.

L. Electrical utility companies may maintain energized aerial electrical power lines in immediate vicinity of Work. Do not consider these lines to be insulated. Construction personnel working near these lines are exposed to an extreme hazard from electrical shock. Contractors, their employees and construction personnel working on this project must be warned of the danger and instructed to take adequate protective measures, including maintaining at least 10’ clearance between lines and construction equipment and personnel. (See OSHA Std. 1926.550(A)15). As an additional safety precaution, call electrical utility company to arrange, if possible, to have these lines de-energized or relocated when Work reaches their immediate vicinity. Cost of such temporary arrangements shall be borne by Contractor.

M. Neither Owner nor their Representative shall be responsible for verifying need for electrical Utility shutdowns, nor for verifying shutdowns have taken place.

3.2 Protection
A. Protect existing active services and utilities in place against damage from construction.

B. Protect existing utilities running parallel to proposed pipelines, sewers, conduits, structures and other improvements in place. This includes protection in place of backfill above utility and pipe bedding.

C. Maintain existing services and utilities in service. Do not shut down active services or utilities except where previous written authorization has been obtained from Owner's Representative and Utility.

D. Use pipe and duct supports as needed to protect utilities.

E. Notify Utilities in writing at least 7 working days before authorized shutdown.

F. Unauthorized shutdowns shall only be made where necessary, as an emergency measure, to protect property or human life until proper authorization can be obtained.

Project Owner PROTECTING EXISTING UTILITIES
New River Improvement Project – Calexico 31 05 50 - 8
G. Governmental agencies and owners of utilities reserve the right to enter at any time upon any street, alley, right-of-way, or easement for the purpose of making changes in their facilities and for purpose of maintaining and making repairs.

H. If Contractor hits a utility, take prompt action to make sure employees and public are not endangered.

1. If water line is hit, evacuate trench immediately.

2. If oil or gas line is hit, evacuate all employees and public from immediate vicinity.

3. Treat all conduits as though they are high voltage or high current electrical conduits.

4. Do not tamper with any conduit until conduit owner is called and power shut off.

5. In all cases, call Fire Department and utility owner immediately.

3.3 Removal and Reconstruction
A. Utility relocation or reconstruction shall conform to applicable Standard Details and Specifications. Provide temporary service for disconnected Utility.

B. Replace damaged or removed utilities in kind, except as otherwise shown or authorized by Owner's Representative. Reconstruct utilities with new material of same size, type and quality as that removed.

3.4 Backfill and Compaction
A. Backfill and compact under and around utilities so no voids are left.

B. Before replacing utility, backfill trench and compact to elevation 1’ above top of ends of utility.

Excavate cross trench of proper width for utility.

C. Sand-cement slurry may be used as backfill to ease compaction. Sand-cement slurry shall consist of one sack (94 pounds) Portland cement per cubic yard of slurry. Add sufficient moisture for workability without exceeding 6” slump. Submit specific methods and procedures to Owner's Representative prior to construction.

3.5 Abandoned Utility Lines
A. Remove and dispose of abandoned utilities within trench per Section 02 41 15.

3.6 Servicing Electrical Utilities
A. Protect and interface with servicing Electrical Utility per Section 26 05 10.

3.7 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR

OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
CementSand Slurry
Backfill
Slump (6”
Maximum)
ASTM C143 1 each batch Owner Contractor

END OF SECTION
Project Owner SITE CLEARING
New River Improvement Project – Calexico 31 10 00 - 1
SECTION 31 10 00

SITE CLEARING
PART 1 - GENERAL

1.1 Work Included
A. Clearing, grubbing, stripping, tree and shrub removal and replacement, and preparing site for construction operations.

B. Protect utilities to remain in service.

C. Protect benchmarks, survey control points from damage or displacement.

D. Protect structures and equipment above and below ground, trees, shrubs, vegetative growth, paving, and fencing not designated for removal.

E. If potentially hazardous materials are encountered, stop Work in affected area. Hazardous material specialist shall be informed promptly for evaluation and handling of these materials before continuing Work in that area.

F. Refer to Section 02 41 13 for selective site demolition.

G. Refer to Section 02 41 14 for paving removal and resurfacing.

H. Refer to Section 02 41 15 for utility line removal and abandonment.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 02 41 14: Paving Removal and Resurfacing
G. Section 02 41 15: Utility Line Removal and Abandonment H. Section 31 23 00: Excavation and Fill

1.3 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.4 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. California Building Code (CBC)

2. California Fire Code (CFC)
Project Owner SITE CLEARING
New River Improvement Project – Calexico 31 10 00 - 2

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Permission for Offsite
Disposal of Waste
Submit written agreement with legal landowner of property on which disposal is proposed stating landowner grants Contractor permission to enter and responsibly deposit waste material on their property at no expense to Owner.

1.6 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for site clearing.

PART 2 - PRODUCTS (Not Applicable)
PART 3 - EXECUTION

3.1 Preparation
A. Inspect site as to nature, location, size and extent of vegetative material to be removed.

B. Before beginning work, consult with Owner’s Representative, identify limits of clearing, grubbing and stripping and mark in field with, fencing, stakes and string, paint, chalk or other method acceptable to Owner’s Representative.

C. Limits of clearing, grubbing and stripping shall include excavation and embankment areas required to be disturbed to construct improvements shown on Plans. Limits shall also include stockpile areas accepted by Owner’s Representative.

D. Provide clearing, grubbing and stripping at locations shown on Plans and submittals and as required to accommodate Work.

E. Unless otherwise indicated, preserve trees, shrubs and plant material designated for protection either on the Plans or the Approved Environmental Document as follows:

1. Locate and tag trees and shrubs shown on to be preserved.

2. Protect tagged plant materials and trees, shrubbery and plants beyond limits of clearing, grubbing and stripping from damage resulting from Work.

3. Do not fill, excavate, trench or stockpile materials within drip-line of plant materials required to be preserved.

4. Drip-line is defined as vertical projection to ground from outermost branches of plant or group of plants, or the shadow a plant would cast were sun directly overhead.

5. To prevent soil compaction within drip-line area. Do not move or store equipment within this area.

6. When trees are close together, restrict entry to area within drip-line by fencing.

3.2 Installation
A. Refer to Section 02 05 00 for basic execution requirements.

B. The following standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Other applicable building and fire code requirements.

C. Clearing shall proceed as follows:

Project Owner SITE CLEARING
New River Improvement Project – Calexico 31 10 00 - 3

1. Consult with Owner and allow time for Owner to consult with geotechnical engineer before removing trees and roots on slopes or beneath foundations.

2. Remove and legally dispose of trees, snags, stumps, shrubs, brush, limbs, and vegetative growth.

3. Clearing shall conform to the following:

ITEM DESCRIPTION
Clearing Clearing Limits Limit clearing to area required for construction.

Do not clear trees, plant materials and habitat
designated to remain.

Do not clear or grub outside easements or
property obtained by Owner.

Plant Preservation Trees, groups of trees and other vegetation, designated to be salvaged or to remain in place
shall be left standing and uninjured.

Protect living trees 5’ or more outside project
construction lines including exterior edges of
footings or roof overhangs and buried utility
outside diameters or dimensions.

Treat cut or scarred surfaces of trees or shrubs
with paint prepared especially for tree surgery.

Plant Removal
Inside Building and
Pavement Footprints
Remove all plant material, and grub roots as
shown below.

Plant Removal
Within Clearing
Limits but Outside
Building and
Pavement Footprints
Protect trees 5” or larger which do not interfere
with Work.

Remove:

Trees which interfere with Work,
Trees ≤ 4” diameter,
Saplings, shrubs, bushes, vines, weeds, and
undergrowth
Remove plants to heights above ground shown
below:

Trees ≥ 6” diameter: 12” above ground
Shrubs, bushes and trees < 6” diameter: 3”
above ground
Vines and undergrowth: 2” above ground
Weeds: To ground surface.

Tree
Trimming
Where Permitted When required, with Owner’s Representative’s approval, trim trees to remove branches or roots,
which interfere with construction or traffic.

Project Owner SITE CLEARING
New River Improvement Project – Calexico 31 10 00 - 4

ITEM DESCRIPTION
Arborist Services Retain certified arborist to perform tree trimming.

Arborist shall remove branches other than those
required to accomplish Work if required to
provide balanced appearance of trees.

Treat cut or scarred surfaces of trees or shrubs
with paint prepared especially for tree surgery.

Protection Work to be
Protected
Protect trees, plant growth, and features
designated to remain as final landscaping.

Minimum
Requirements
Provide physical barriers to prevent damage to
trees, plant growth, and associated root systems.

Where no fence is erected, protect trunks of trees
≥ 2” diameter by encircling tree trunk with boards
secured with 12-gauge wire and staples. This
protection shall extend to 6’ above ground.

Waste
Disposal
Plant Materials Remove evidence of plants removed including sticks and branches >1” diameter.

Petroleum Products As presently defined by State of California, most refined petroleum products (gasoline, diesel fuel,
motor oil, grease, coolant, etc.) contain chemical
constituents considered hazardous waste.

Indiscriminate dumping or spillage of such fluids
onto the ground may constitute a misdemeanor,
punishable by fines and/or imprisonment, and
shall not be allowed.

D. Grubbing shall proceed as follows:

1. Grubbing shall conform to the following:

ITEM DESCRIPTION
Grubbing Grubbing Limits Coincide with clearing limits except where trenches fall below drip lines.

Live Stump and
Root Removal
Diameter
Remove stumps and roots ≥ 1” diameter.

Remove to depth of 24” below finish grade, existing
grade, or base of footing whichever is greater
Dead Stump and
Root Removal
Diameter
Remove stumps and roots ≥ 1” diameter
Remove to depth of 24” below finish grade, existing
grade, or base of footing whichever is greater

2. Remove and legally dispose of wood or root matter below ground remaining after clearing, including stumps, trunks, roots, or root systems.

Project Owner SITE CLEARING
New River Improvement Project – Calexico 31 10 00 - 5
E. Stripping shall proceed as follows:

1. Remove and legally dispose of all organic sod, topsoil, grass and grass roots and other objectionable material remaining after clearing and grubbing from areas designated to be stripped.

2. Stockpile and retain topsoil material onsite for dressing backfill areas before planting.

F. Remove stripping, clearing, and grubbing waste daily as it accumulates.

G. Do not burn combustible materials. Remove cleared, grubbed and stripped material from site (excluding topsoil) and dispose of in accordance with local laws, codes and ordinances.

END OF SECTION

Project Owner SITE CLEARING
New River Improvement Project – Calexico 31 10 00 - 6

THIS PAGE INTENTIONALLY BLANK
Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 1
SECTION 31 23 00

EXCAVATION AND FILL
PART 1 - GENERAL

1.1 Work Included
A. Structural and trenching excavation activities as required to complete Work under wet and dry conditions in whatever material or class of material is encountered, including:

1. Contacting and notifying underground utilities, no less than 48-hours before excavating as required.

2. Compliance with State and Federal safety regulations.

3. Designing, furnishing, placing, and removing all sheeting, shoring and bracing needed to safely support sides of excavations.

4. Compliance with applicable agencies’ permit conditions for work in public right-of-way, and for work on private property.

5. Loosening, excavating, removing, loading, and transporting excess soil from excavations.

6. Stockpiling, exporting and importing material.

7. Supporting and protecting structures above and below ground.

8. Maintaining trees which are not permitted to be removed.

9. Preparing and stabilizing subgrade for pipe, paving and structures.

10. Backfilling around structures and all backfilling of trenches and pits.

11. Transporting, depositing, and compacting fill where required.

12. Compaction testing.

13. Rough and fine grading, and preparation of right-of-way.

14. Legal disposal of cleared, grubbed and excess excavated materials.

15. Cleaning up debris, papers and loose rocks.

16. Restoring fences and other disturbed property.

17. All other incidental earthwork and supplementary operations needed to complete Work.

B. Excavations for appurtenant structures including pipes, manholes, transition structures, junction structures, vaults, valve boxes, catch basins, thrust blocks, shall be considered as trench excavation.

C. Excavation shall include removal of water and materials which interfere with construction of the Work. Removal of water to levels below structure subgrade will be necessary as required by Contract Documents.

D. Excavation for pipe and conduit work shall be by open trench unless otherwise shown. Should Contractor elect to tunnel or jack any portion not so specified, they shall first obtain acceptance from Owner’s Representative, and payment will be limited to prices bid for open trench work.

E. Except as modified herein, earthwork shall conform to Standard Specifications for Public Works Construction (Greenbook) §300.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 2
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 73 24: Seismic Restraint
F. Section 01 73 33: Mechanical Identification
G. Section 02 05 00: Basic Civil Engineering Requirements H. Section 03 30 00: Cast-in-Place Concrete
I. Section 31 05 16: Aggregate and Rock Products for Earthwork J. Section 31 05 19: Geotextiles for Earthwork
K. Section 31 05 50: Protecting Existing Utilities
L. Section 31 10 00: Site Clearing
M. Section 31 23 19: Dewatering
N. Section 32 12 16: Asphalt Paving
O. Section 32 13 13: Concrete Paving

1.3 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

B. Contractor shall test excavated material for contamination prior to removal. If material is hazardous, Contractor shall handle and dispose of hazardous/contaminated material in accordance with all local, State and Federal requirements.

1.4 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. ASTM C143 Slump of Hydraulic Cement Concrete

2. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates

3. ASTM C1479 Installation of Precast Concrete Sewer, Storm Drain, and Culvert Pipe

4. ASTM D1556 Density and Unit Weight of Soil in Place by Sand Cone Method

5. ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort

6. ASTM D2321 Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Application

7. ASTM D4253 Maximum Index Density and Unit Weight of Soils Using Vibratory Table

8. ASTM D4254 Maximum Index Density and Unit Weight of Soils and Calculation of Relative Density

9. ASTM D6938 In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

10. AWWA C600 Installation of Ductile Iron Water Mains and Their Appurtenances

11. AWWA C605 Underground Installation of Polyvinyl Chloride (PVC) and Molecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe and Fittings

12. AWWA M23 PVC Pipe – Design and Installation

13. AWWA M41 Ductile Iron Pipe and Fittings

14. California Test Method 202 Sieve Analysis of Fine and Coarse Aggregates Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 3

15. California Test Method 216 Relative Compaction of Untreated and Treated Soils and Aggregates

16. California Test Method 217 Sand Equivalent

17. California Test Method 231 Relative Compaction of Untreated and Treated Soils and Aggregates Using Nuclear Gage

18. California Test Method 301 Resistance “R” Value of Treated and Untreated Bases, Subbases, and Basement Soils by Stabilometer

19. SSPWC Standard Specifications for Public Works Construction (Greenbook) §300 “Earthwork”

20. SSPWC Standard Specifications for Public Works Construction (Greenbook) §306-1 “Open-Trench Excavations”

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Permits Copies of permits obtained for excavation, grading, etc. required by state and local governing authorities
Certificate of
Compliance
Submit affidavit of compliance with California Construction Safety Order requirements prior to beginning excavation on any trench or excavation.

Affidavit shall certify compliance with all shoring, bracing, sloping or other protective system provisions required by California Construction Safety Orders for worker protection from hazard of caving ground during excavation.

Work Plan Submit Work plan to include:

Schedule
Sequence of grading
Estimated quantities of daily earthwork planned for site.

B. Refer to Section 02 05 00 for definition of requirements for Product Data.

1.6 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

1.7 Unit Prices Bid Item 31 23 00 – Grading and Structural Excavation A. Refer to Section 01 22 00 for measurement and payment clauses for excavation and fill.

1.8 Unit Prices Bid Item 31 23 00 – Excess Excavation
A. Payment under this item will only occur if the benchmark “Basis of Payment” described below under “Increases in Payment due to Extra Excavation on Lump Sum Bid Items for Earthwork” is exceeded.

B. Volumes for payment purposes will be computed as described in Section 01 22 00 under “Volume Measurements.”
C. Work to be paid for under this item shall include all labor, materials and equipment for excess grading and structural excavation including excavation, blasting, stockpiling, hauloff and disposal of excavated material, placement of suitable fill. backfill, compaction, preparation and compaction of subgrade beneath new improvements, and contractor-initiated measurement Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 4
in accordance with geotechnical report requirements, scarifying and sterilizing existing soil where shown, and appurtenant Work as required by Contract Documents.

D. For trenching, volumes of excavation and backfill used to compute additional payments or deductions shall be as follows:

1. Trench widths for pipe: Use maximum width specified, measured at top of pipe.

2. Trench widths for cast-in-place structures or cast-in-place foundations for precast structures: Use outside width of structure or foundation plus 3’.

E. In absence of pay items for contaminated soils, Contractor shall be entitled to payment as Extra Work for documented costs incurred by Contractor for removing, segregating, covering, and legally disposing of contaminated soils. Contractor shall not be entitled to payment for imported material to replace contaminated soils.

1.9 Increases in Payment due to Contaminated Soil Excavation A. In absence of pay items for contaminated soils, Contractor shall be entitled to payment as Extra Work for documented costs incurred by Contractor for removing, segregating, covering, and legally disposing of contaminated soils. Contractor shall not be entitled to payment for imported material to replace contaminated soils.

1.10 Excavation Safety Measures
A. No measurement will be made for this lump sum bid item.

B. Work to be paid for under this item shall be appurtenant to the work involved and shall include constructing, removing and disposing of all temporary sheeting, shoring and bracing or equivalent method for protection of life and limb of workers in trenching or open excavations in accordance with requirements of

1. OSHA, CalOSHA

2. Construction Safety Orders of State of California pursuant to provisions of California Labor Code §6707 and

3. Standards of Regional Water Quality Control Board (Colorado River Basin) regarding disposal of water and regarding protection of soils from arsenic and any regulated pollutants which may be present in sheeting, shoring and bracing materials.

C. This Work includes all excavation safety measures required to safely construct Work.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Buried Pipe WarningLocating and
Identification Tape
Refer to Section 33 05 26
Geotextiles Type Mirafi 140N or Approved Equal

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Refer to Section 31 05 16 for basic requirements for aggregate and rock products.

C. All materials, whether native or imported, shall be approved in writing by the Geotechnical Engineer.

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 5
D. The following definitions shall apply to soil and backfill:

ITEM MATERIAL SPECIFICATION
Imported
Sand/Granular Material
Sand ASTM D 2419 having a sand equivalence
of 30 or greater
Suitable Structural
Backfill Material
Imported or
Native Material
Meeting
Specification
Approved in Writing by Geotechnical
Engineer
California Test Method 217 minimum
sand equivalence of 30
35-100% passing No 4 sieve
20-100% passing No 30 sieve
Material free from shale, sod, stones,
concrete and clods over 3” diameter,
roots, trash, lumber, organic material,
ashes and other debris considered
unsuitable by Owner.

Material shall have no unusual color or
sulfide odor.

Compact to specified densities.

Suitable Soil Material Imported or
Native Material
Meeting
Specification
Material free from shale, sod, stones,
concrete and clods over 3” diameter,
roots, trash, lumber, organic material,
ashes and other debris considered
unsuitable by Owner.

Material shall have no unusual color or
sulfide odor.

Compact to specified densities. Native
material shall be approved for use by
Geotechnical Engineer in writing.

Cement-Sand Slurry Cement (94-lb
sacks per cubic
yard of mix)
2 sacks per cubic yard minimum, and not
less than that required by applicable
agency encroachment permits
Maximum Slump Maximum 5” per ASTM C143
Native Material Material obtained from required site excavations or the Project Site. Prior to being used for backfill, Native Material must be approved in writing by Geotechnical Engineer. When native material is unsuitable for use in backfill, it shall be legally disposed of and suitable material capable of being compacted to required relative density shall be furnished by Contractor at their expense.

Import Material Owner-accepted material obtained from off-site borrow areas.

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 6

ITEM MATERIAL SPECIFICATION
Buried Pipe WarningLocating and
Identification Tape
Refer to Section 33 05 26.

E. Materials for soil and backfill for pipelines and utilities shall be:

ITEM MATERIAL SPECIFICATION
Backfill for OverExcavation Beneath
Pipes
¾” Crushed Rock Worked into subgrade in 3” to 6” layers to establish a firm base on which fill can be
placed. Minimum thickness of 12” to
provide firm subgrade.

Pipe Zone Material
for All Pressure Pipe
and Gravity Pipe 24”
Diameter & Smaller
(Material from 12”
below bottom of pipe
to plane 12” above
top of pipe)
Native Material
Meeting
Specification and
Approved in Writing
by Geotechnical
Engineer or
Imported Granular
Material Meeting
Specification
90% compaction per ASTM D1557
Minimum sand equivalence of 30.

Maximum lifts shall not exceed 8”.

Place buried identification tape where
specified.

Pipe Zone Material
for Gravity Pipe >24”
(Encasement
Pipeline)
(Material from 12”
below pipe to plane
12” above top of
pipe)
¾” Crushed Rock
Wrapped in
Geotextile Filter
Fabric Per Plans
90% compaction per ASTM D1557.

Place buried identification tape where
specified.

Trench Zone
Material (Material in
Pipe Trench above
Pipe Zone and below
Structural Pavement
Section
Cement-Sand Slurry Cement-sand slurry mix specified above Native Material
Meeting
Specification and
Approved in Writing
by Geotechnical
Engineer (where
cement-sand slurry
not required)
90% compaction per ASTM D1557
Material shall be free of debris, organic
and oversized material greater than 3” in
largest dimension. Oversized cobbles
and boulders shall be removed. Gravel
with larger than ¾” inches in diameter
shall be mixed with at least 80% soil by
weight passing the No. 4 Sieve.

Maximum lifts shall not exceed 8”.

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 7

ITEM MATERIAL SPECIFICATION
Surface Zone
Material (upper 12”
of trench to bottom of
finished surface and
aggregate base
where finished
surface is AC or
Concrete Pavement.

Native Material
Meeting
Specification and
Approved in Writing
by Geotechnical
Engineer (where
cement-sand slurry
not required)
95% compaction per ASTM D1557
Material shall be free of debris, organic
and oversized material greater than 3” in
largest dimension. Oversized cobbles
and boulders shall be removed. Gravel
with larger than ¾” inches in diameter
shall be mixed with at least 80% soil by
weight passing the No. 4 Sieve.

Maximum lifts shall not exceed 8”.

F. Materials for soil and backfill for site grading and general excavation shall be:

ITEM MATERIAL SPECIFICATION
Backfill to Stabilize
Subgrade (All
Structures)
¾” Crushed Rock &
Geotextile Fabric
(Mirafi 600x)
Subgrade shall be stabilized by working
crushed and broken rock in 3” to 6” layers
into the subgrade until a firm and
unyielding base is established.

Backfill for OverExcavation Beneath
General Excavation
Suitable Soil
Material
90% compaction per ASTM D1557
Loose Ground
Remaining After
Stripping
Suitable Soil
Material
90% compaction per ASTM D1557
Fills Below Ground Suitable Soil
Material
90% compaction per ASTM D1557
Embankments Suitable Soil
Material
90% compaction per ASTM D1557
Place in 8” maximum lifts
Slope per Plans
Surface Zone
Material (upper 12”
below finish surface
in unimproved areas)
Suitable Soil
Materail
90% compaction per ASTM D1557
G. Materials for soil and backfill for paving shall be:

ITEM MATERIAL SPECIFICATION
Backfill for OverExcavation Beneath
Paving
Cement-Sand Slurry Cement-sand slurry mix specified
above
Suitable Soil Material
(where concrete slurry
not required)
90% compaction per ASTM D1557
Roadway/Paving
Fills > 3’ Below
Base
Suitable Soil Material 90%compaction per ASTM D1557
Place in 8” maximum lifts
Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 8

ITEM MATERIAL SPECIFICATION
Top 3’ of
Roadway/Paving
Fills Below Base
Suitable Soil Material 90% compaction per ASTM D1557
Place in 8” maximum lifts
Roadway/Paving
Base
Crushed Aggregate
Base Material
95% compaction per ASTM D1557
H. Materials for soil and backfill for structures shall be:

ITEM MATERIAL SPECIFICATION
Backfill for OverExcavation Beneath
Structures (All
Structures)
¾” Crushed Rock &
Geotextile Fabric
(Mirafi 600x)
Subgrade shall be stabilized by working
crushed and broken rock in 3” to 6” layers
into the subgrade until a firm and
unyielding base is established. On top of
firm base, a layer of Mirafi 600x shall be
installed. An additional 12” of crushed
rock or aggregate base shall be placed
with an additional layer of Mirafi 600x on
top. Removal and replacement of
subgrade shall be a minimum of 5-ft deep
and extend 5-ft beyond the structure
footprint limits.

Structural Fills > 5’
Below Foundation
Suitable Structural
Backfill Material
90% compaction per ASTM D1557
Place in 8” maximum lifts
Top 5’ of Structural
Fill
Suitable Structural
Backfill Material
90% compaction per ASTM D1557
Place in 8” maximum lifts
Structural Bedding
Beneath Footings,
Slabs and Sand
Blanket
Crushed Aggregate
Base Material
95% compaction per ASTM D1557. If not
called for on Plans, provide minimum 8”
layer of aggregate beneath 4” sand layer
Sand Blanket
Beneath Slabs
Sand 95% compaction per ASTM D1557
If not called for on Plans provide 4” sand
layer with10-mil PVC vapor barrier with
sealed laps in center of sand layer.

PART 3 - EXECUTION

3.1 Preparation
A. Pipe and other underground improvements may or may not be shown on Plans.

1. Preserve and protect such improvements whether shown or not.

2. Refer to Section 31 05 50 for requirements for protecting existing utilities

3. Where necessary to remove and replace or to relocate such improvements to prosecute Work, improvements shall be removed, maintained, and permanently replaced by Contractor at their expense, except as otherwise provided in Contract Documents.

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 9

4. California Government Code §4216 states Contractors “planning to conduct any excavation shall contact the appropriate regional notification center at least two working days but not more than 14 calendar days, prior to commencing excavation.” B. Preparation for fill shall proceed as follows:

1. Areas to receive fill shall first be cleared and grubbed per Section 31 10 00.

2. Areas shall then be scarified to provide a bond between existing ground and fill material to be deposited thereon.

3. When fills are to be placed over existing surface improvements to remain in place cut 4” drainage holes through structure or paving at 5’ centers each way, or break or saw-cut pavement in grid pattern of 5’ each way with minimum ¼” gap between broken sections.

C. Control runoff and groundwater as follows:

1. Control grading to prevent water running into excavations. Do not obstruct surface drainage. Provide swales, gutters temporary drains or other means of channeling flow without interruption around excavations.

2. Preserve existing drainage patterns except as otherwise shown. Where construction methods cause temporary obstruction of drainage patterns, provide temporary facilities adequate for expected flows and a means of emergency removal of obstruction.

3. Procure permit from Regional Water Quality Control Board for all groundwater dewatering operations.

4. Provide and maintain ample means and devices and promptly remove and properly dispose of all water from any source entering excavation or other parts of Work.

Dewatering methods shall ensure preservation of final lines and grades of bottoms of excavations. Said methods may include well points, sump points, suitable rock or gravel placed below required bedding for drainage and pumping purposes, temporary pipelines, and other means that will not be detrimental to proposed construction. Contractor is responsible for obtaining all water discharge permits required.

5. Dewatering for structures and pipelines shall commence when groundwater is first encountered and shall continue until water can be allowed to rise in accordance with provisions of this section.

6. Do not place concrete footings or floors in water. Do not allow water to rise over Work until concrete or mortar has set at least 8 hours. Do not allow water to rise unequally against walls for 28 days. Do not allow groundwater to rise around pipe until jointing compound in joints has set hard.

7. Dispose of water in suitable manner without damage to adjacent property. Do not drain water into Work built or under construction without prior consent of Owner’s Representative. Dispose of water according to permits and in such manner as not to be a menace to public health and public or private property.

D. Remove and reconstruct asphalt paving improvements per Section 32 12 16.

E. Remove and reconstruct concrete paving improvements per Section 32 13 13.

F. Obtain written permission from Owner prior to blasting or use of explosives.

1. Explosives, if used, shall be of such quantity and power and shall be used in such locations as to minimize opening of seams and disturbing of material outside prescribed excavation limits.

2. As excavation approaches its final limits, reduce depths of holes for blasting and quantity of explosives used for each hole so to minimize disturbance of underlying or adjacent material.

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 10
G. Protection open excavations, complying with latest revision of rules, orders and regulations of Division of Industrial Safety of State of California. Nothing contained in these Contract Documents shall be construed as relieving Contractor of full responsibility for providing shoring, bracing, sloping or other provisions adequate to guarantee worker protection and safety.

1. Vertical supports including steel H-beams and piles shall be drilled into place, except final 4’ may be driven.

2. Where drilling is impracticable because of rocks or running sand, Owner’s Representative may accept placing of vertical supports by means other than drilling, provided Contractor assumes sole responsibility to protect existing surface and subsurface improvements in place.

3. If sheeting is used for trench support, no sheeting shall remain in trench upon project completion except where removal of portions of said sheeting is impracticable in opinion of Owner’s Representative.

4. Access ladders shall be provided within 25 feet of all workers as required by OSHA regulations.

H. No material shall cause undue interference with public travel. Provide free access to all fire hydrants, water valves, meters, and private drives, or other property or facilities that may have routine or emergency use.

I. Do not deposit backfill against new concrete structures until concrete has developed specified 28-day compressive strength.

3.2 Installation
A. Refer to Sections 01 73 33 / 02 05 00 for basic execution and installation requirements.

B. Furnish and install excavation and fill at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Requirements of contract-referenced soils reports and investigations.

2. Applicable OSHA and Cal OSHA regulations

3. California Building Code Chapter 18 “Soils and Foundations.”

4. Other applicable building code requirements
D. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Earthwork within public rights-of-way controlled by a state, county or city, or earthwork within railroad rights-of-way shall be in accordance with requirements and provisions of permits issued by those agencies for construction within their respective rights-of-way. Such permit requirements and provisions which are more restrictive than those specified herein, shall take precedence and supersede provisions of Contract Documents.

F. Should contaminated soil be encountered, Contractor shall perform the following activities:

1. Promptly notify Owner’s Representative contaminated or potentially contaminated soil has been encountered so Owner may identify party legally responsible for disposal of contaminated soil and properly direct Contractor how to proceed.

2. Conduct work in contaminated areas in accordance with applicable OSHA and Cal OSHA regulations.

3. Segregate and cover contaminated soils prior to removal from site.

4. Dispose of contaminated soils as directed by Owner and as required by law.

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 11
G. Should excavation be carried below lines and grades shown, refill excavated space to proper elevation with material as specified in Part 2 above for correction of faulty grades after overexcavation.

H. Site grading and general excavation shall proceed as follows:

1. Stripping: Strip all vegetation such as roots, brush, heavy sods, heavy growth or grass, and all decayed vegetable matter, rubbish, and other unsuitable materials within area of Work prior to starting excavation or embankment. Trees and other natural growths outside actual lines of construction operations shall not be destroyed and such measures as are necessary shall be taken by Contractor, at their own expense, for protection thereof.

2. Excavation: After stripping, excavation of whatever substances are encountered within grading limits of Work shall be carried to lines and grades shown. All suitable excavated material shall be used to meet embankment requirements of Work. Material in excess or not suitable for embankment shall be disposed of as specified herein.

3. Embankment: After stripping, areas to receive embankment or fill shall be benched, if sloping, and scarified to a depth of 12”, then compacted as specified.

4. If ground is in loose, uncompacted condition after stripping, it shall be compacted as specified. Do not deposit unsuitable material in fill areas where compaction is required.

5. Unless special material is required, material for embankments or roadway fills may consist of excavated material from structures or a mixture of excavated materials and materials borrowed off-site. Leaves, grass, roots, stumps, sludge, and other organic matter shall not be deposited in any embankment or fill. Off-site sources of fill must be designated and are subject to evaluation and approval by Owner’s Representative.

6. Do not place material beyond sloping lines of embankment unless so ordered by Owner’s Representative. Material allowed to be placed beyond embankment lines shown shall be compacted as required above unless otherwise authorized by Owner’s Representative.

7. Compact material for embankments or roadway fills by rolling with power rollers weighing at least ten tons, with sheepsfoot rollers, with vibrating rollers, or with pneumatic tire rollers, as appropriate for soil type being compacted, and as required to accomplish Work.

As each layer is deposited, apply water in sufficient amounts to ensure optimum moisture to secure compaction specified. If excess moisture is encountered in fill, manipulate each layer so as to dry out excess moisture. Water shall be uniformly incorporated with fill material in amount sufficient to ensure required density after compaction.

8. Use of trucks, carryalls, scrapers, tractors, or other heavy hauling equipment shall not be considered as rolling in lieu of rollers, but traffic of such equipment shall be distributed over fill in such manner as to use compaction afforded thereby as an addition to compaction by rollers.

9. Excavate and fill to lines and grades shown with maximum slope not exceeding that shown.

10. Plan haul routes to avoid passing heavy off-highway equipment over pipelines with less than four feet of cover. Where crossings must be made, provide concrete encasement or accepted bridging.

11. Finish: All areas covered by Work, including excavated and filled sections and transition areas, shall be uniformly graded to elevations shown. Finished surface shall be reasonably smooth, compacted, and free from irregular surface changes. Round edges of spoil and borrow areas to blend into natural contours. Degree of finish ordinarily obtainable from a blade grader will be satisfactory for open areas, but hand grading and raking will be required around structures and walkways. Finished surface shall be not more than 0.1- foot above or below established grade and sloped to prevent ponding.

I. Structural excavation shall proceed as follows:

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 12

1. Excavation of all material of whatever nature necessary for construction of structures and foundations shall be carried out to lines and grades shown, and as required to provide working clearance and safe construction slopes and to emplace shoring, sheeting, bracing, and other Work required.

2. Except when concrete is authorized to be placed directly against excavated surfaces, establish clear space at sides of excavation to facilitate form construction and removal and provide for excavation protective support system.

3. Where concrete is to be placed on original ground without subgrade preparation, do not use machinery using teeth nearer than 3” from finished subgrade. Remove last 3” without disturbing subgrade.

4. Do not place backfill until structure footings or other portions of structure or facility have been inspected by Owner’s Representative and accepted for backfilling.

5. Place backfill in horizontal layers, moistened and tamped, rolled or otherwise compacted.

6. Water jetting will not be permitted. Place backfill so no additional unbalanced loading occurs during placing.

7. Take care when backfilling to obtain adequate compaction beneath pipes and to avoid injury or displacement of such pipes.

J. Pervious material shall be placed as follows:

1. Place pervious material in layers following specifications for structural backfill.

2. Pervious material shall come from one plant and conform to the same grading.

3. Where pervous material would be exposed to erosion, cover with 12” layer of topsoil or other earthy material accepted by Owner’s Representative.

K. Weep holes shall be backed with 2 cubic feet of coarse aggregate conforming to No 3 coarse aggregate or Grading C as described in Section 03 30 00.

1. Before placing aggregate, attach 8” square of ¼” galvanized or aluminum screen having minimum wire diameter of 0.03” to back of weep hole.

2. Securely tie aggregate in burlap sack.

3. Place so backing covers weep holes and extends at least 12” above bottom of opening.

L. Trench excavation and backfill for pipelines, pipeline structures, box culverts, and conduits shall proceed as follows:

1. Alignment and grade for pipe shall be as shown. When flow line is shown, it shall be as called out on Plans. When top of pipe is shown, it shall be exterior of pipe barrel.

2. Where natural ground above pipeline trench has been overexcavated and/or pipeline is to be placed in new embankment, place and compact embankment material to elevation at least 12” above top of pipe prior to trench excavation.

3. Except where specified otherwise in Contract Documents or permits or where documented acceptance is obtained from Owner’s Representative; maximum length of open trench shall be 500’, or distance necessary to accommodate amount of pipe installed in one day, whichever is greater. Distance is collective length at any location, including open excavation, pipe laying, and appurtenance construction and backfill which has not been temporarily resurfaced.

4. Except where documented acceptance is obtained from Owner’s Representative, maximum length of open trench where concrete structures are cast in place shall be that necessary to permit uninterrupted progress. Pursue construction as follows:
a. Excavate
Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 13
b. Set steel reinforcement
c. Place floor slab,
d. Place walls,
e. Place cover slab, roof or arch.
f. Allow concrete to cure.
g. Backfill
Each operation shall follow in sequence, and no operation shall precede a subsequent operation by more than 200’.

5. Failure of Contractor to comply with specified limitations may result in order to halt work until such time as compliance is achieved.

M. Minimum and maximum pipe trench width measured at top of pipe zone (12” above pipe crown) shall be as shown on the Plans.

N. If maximum trench width is exceeded on either side of pipe, provide one of the following remedial measures at no additional cost to Owner.

1. Backfill trench with material specified for “Backfill for Over-Excavation” in Part 2 above to cradle pipe to spring line, or

2. Modify bedding based on calculations accepted by Owner’s Representative to accommodate wider trench width, or

3. Substitute higher-strength pipe based on calculations accepted by Owner’s Representative to accommodate wider trench width.

O. Trench bottom preparation shall proceed as follows:

1. Grade trench bottom to provide smooth, firm, and stable foundation at every point throughout length of pipe. Transfer construction stake grades into trench as needed to ensure trench bottom is accurately graded. Place special bedding required by Contract Documents.

2. Prepare pipe subgrade at trench bottom for specific type of pipe material being installed in accordance with Specifications for said pipe.

3. Should large gravel and cobbles be encountered at trench bottom or pipe subgrade, remove such items from beneath pipe and replaced with granular material compacted to provide uniform support and a firm foundation.

4. Whenever trench bottom does not afford a sufficiently solid and stable base to support pipe or appurtenances, excavate below normal trench bottom and replace it with crushed rock or gravel of sufficient thickness to form an unyielding foundation.

5. If excessively wet, soft, spongy, unstable, or similarly unsuitable material is encountered at subgrade, remove unsuitable material and replace with crushed rock or gravel of sufficient thickness to form an unyielding foundation.

6. Accurately shape pipe subgrade to fit pipe bottom using drag template or other suitable method. At each pipe joint, recess trench bottom to relieve pipe bells, couplings or flanges of all load.

7. Payment for removal of material and additional backfill required shall be in accordance with Contract Documents. However, if necessity for such additional bedding material has been occasioned by an act or failure to act on part of Contractor, Contractor shall bear expense of additional excavation and backfill to required depth.

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 14

8. Contractor's attention is called to their responsibilities in maintaining adequate dewatering procedures to ensure an otherwise stable foundation will not be rendered unfit due to accumulation of water in trench.

9. Where rock is found, removed rock below grade and backfill trench with clean imported sand to provide a compacted foundation cushion with a minimum allowable thickness of 3” under outside diameter of pipe barrel and a clear space of 4” under pipe bell. Payment for removal of rock and additional backfill shall be in accordance with Contract Documents.

P. Backfill over pipe shall proceed as follows:

1. After pipe has been properly laid, exterior joints grouted and inspected, begin backfilling operations using material as specified above.

2. Contractor will be held responsible for displacements of pipes or other structures, damage to them or instability caused by improper depositing of backfill material or improper use or handling of tools or equipment.

3. Backfill pipe located in public traveled right-of-way at end of each day’s operations in accordance with applicable permit requirements. Remove spoil piles from traffic lanes by end of working day.

4. Mechanical densification or compaction of backfill shall use rolling, vibrating or impact means, or a combination thereof. Method or methods used shall result in obtaining compaction of backfill in various specified zones and within maximum lifts specified.

Densification or compaction method or methods used shall not damage pipe, adjacent ground, existing improvements, or improvements installed as part of Work.

5. Place material for mechanically compacted backfill in lifts which, prior to compaction, shall not exceed depths shown on the Plans.

6. Water jetting is not allowed.

Q. Backfill in pipe zone shall occur as follows:

1. Hand-place backfill simultaneously on each side of pipe for full trench width, moistened as required to achieve specified compaction.

2. In placing and compacting backfill, give particular attention to underside of pipe and fittings to provide firm support along full pipe length.

3. Place warning and locator tape at distance above top of pipe specified above.

4. Take care in backfilling to avoid damage to pipe coating, locating tape, and conduits that may be installed in pipe zone. Complete pipe zone compaction before covering it with trench zone material.

R. Backfill in street zone shall occur as follows:

1. Backfill in traveled ways and public streets shall be in accordance with right-of-way agreement, encroachment permit or applicable regulations of agency having jurisdiction over traveled way. In absence of such provisions, compact soil by accepted hand-, pneumatic or mechanical-type tampers.

2. Water jetting is not allowed.

3. Construct pavement section in accordance with Contract Documents.

3.3 Field Quality Control
A. Owner’s Representative will provide continuous inspection of fill and will field test fill and earth backfill as placed and compacted, and inspect excavations and subgrade before concrete is placed and provide periodic inspection of open excavations, embankments, and other cuts or vertical surfaces of earth.

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 15
B. Owner’s Representative will observe and test fills and based on laboratory results will determine whether fills have been placed in accordance with Contract Documents.

C. Owner’s Representative may require deepening of footings and order such deepening based on uncovered soil conditions.

D. Whenever excavated material is not suitable for backfill, Contractor shall at their expense arrange for and furnish suitable imported backfill material which is capable of attaining specified relative density. Contractor shall also arrange for removal and off-site disposal of unsuitable excavated material at their own expense.

E. Special inspection and field testing required by Chapter 17 of CBC (Table 1704.7) for controlled fill shall be completed by an ICBO-certified special inspector selected by Owner and shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR

OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST
PAID
FOR BY

RETESTS

PAID FOR
BY
Subgrade
Beneath
Controlled
Fill
Preparation
of Site
Beneath Fill
CBC §1704.7 and
Soils Report
Periodic per
CBC Table
1704.7
Owner Contractor
to reimburse
Owner for
costs of first
deputy
inspector if
reinspection is
required
Controlled
Fill
Classification
and Testing
of Controlled
Fill Materials
Materials,
Densities
and Lift
Thicknesses
Continuous
per CBC
Table 1704.7
F. Special inspection and field testing required by Chapter 17 of CBC (Table 1704.7) for subgrade beneath structures, footings and foundations shall be completed by an ICBOcertified special inspector selected by Owner and shall include:

ITEM TEST FOR
TEST

STANDARD
(ASTM OR

OTHER TEST

STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Subgrade
Beneath
Structures
and
Footings
Material and
Bearing
Capacity
Verification
CBC §1704.7
and Soils
Report
Periodic per
CBC Table
1704.7
Owner Contractor to
reimburse
Owner for
costs of first
deputy
inspector if
re-inspection
is required
Excavation
Depth and
Material
Verification
Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 16
G. Additional field testing of earthwork shall include:

ITEM TEST FOR
TEST

STANDARD
(ASTM OR

OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST
PAID
FOR BY

RETESTS

PAID FOR
BY
Backfill
or Soil
Prepared
in Place
Sampling ASTM D75 As directed Owner Contractor
Sieve
Analysis
ASTM C136
or California
Test Method
202
1 sample for every
1000 tons of material
from an individual
material supplier
Owner Contractor
Sand
Equivalence
California
Test Method
217
1 sample for every
1000 tons of material
from an individual
material supplier
Owner Contractor
Trench Width Width per
Plans
As directed Owner Contractor
Bedding
Thickness
Depth per
Plans
As directed Owner Contractor
Rock Size in
Backfill
Size as
Specified and
Per Plans
As directed Owner Contractor
Compaction
(Laboratory
Maximum
Density/
Optimum
Moisture
Graph)
ASTM D1557
or
California
Test Method
216
1 sample for each
soil type encountered
Owner Contractor
Field Density
of Soil in
Place
ASTM D1556
or ASTM
D6938
300’ maximum
interval in trenches
Owner Contractor
Field Density
of Soil in
Place
Compaction
and Water
Content
(Nuclear
Gauge)
California
Test Method
231
Compaction testing
at every 2’ layer for
each open trench
and at 300’ maximum
interval in trenches
during backfill
Owner Contractor
Field Density
of
Cohesionless
Soils
ASTM D4253
and D4254
300’ maximum
interval in trenches
Owner Contractor
Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 17

ITEM TEST FOR
TEST

STANDARD
(ASTM OR

OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST
PAID
FOR BY

RETESTS

PAID FOR
BY
R-Value California
Test Method
301
1 sample for every
1000 tons of material
from an individual
material supplier
Owner Contractor
11-Month
Warranty
Inspection
Demonstrate
no visible
pavement
sags above
pavement cut
1 inspection Owner Contractor
Concrete
Slurry
Slump
(5”maximum)
ASTM C143 1 each batch Owner Contractor
H. Owner’s Representative may modify ASTM D1557 at their option to calculate relative compaction based on adjusted laboratory maximum wet density calculated as follows:

Da=100Dm/(100 ±Wa) where:

Da = Adjusted laboratory maximum wet density
Dm = Maximum wet density per ASTM D1557
±Wa = % change in moisture content from field moisture to laboratory optimum moisture.

Use minus when field moisture content is higher than laboratory optimum moisture content. Use plus when field moisture content is lower than laboratory optimum moisture content.

I. “Relative Compaction” shall mean ratio of field dry or wet density to laboratory maximum dry or adjusted wet density, respectively expressed as percentage.

J. For testing purposes, percentages shall be determined by weight.

K. Make necessary excavations for compaction and other soils tests as directed by Owner’s Representative.

L. F. "Relative compaction" is ratio, expressed as percentage, of in-place dry density to laboratory maximum dry density.

M. G. Compaction shall be deemed to comply with Contract Documents when no more than one test of any 3 consecutive tests falls below specified relative compaction. Failing test shall be no more than 3 percentage points below specified compaction. Contractor shall pay costs of retesting of Work not conforming to Contract Documents.

N. Allow sufficient time for testing and evaluation of results before material is needed. Owner’s Representative will be sole and final judge of suitability of all materials.

O. Do not use materials in question pending test results.

P. Contractor shall remove unsatisfactory material, recompact, adjust moisture or compaction methods, place new material, and perform other operations necessary to meet Contract requirements as directed by Owner’s Representative whose decisions and directions will be considered final on these matters.

Project Owner EXCAVATION AND FILL
New River Improvement Project – Calexico 31 23 00 - 18
Q. Owner’s Representative will not provide and is not being paid to provide directions or submittal review regarding Contractor’s excavation safety procedures. Questions or concerns of Owner’s Representative will be referred to CAL/OSHA whose decisions or directions shall be considered final.

3.4 Adjusting and Cleaning
A. Make necessary arrangements for and remove and dispose of all surplus excavated material off-site, unless otherwise provided for in Contract Documents. All costs for disposal of surplus waste material shall be borne by Contractor.

B. Dispose of all surplus material not required for backfill or fill. Disposal shall occur outside limits of public rights-of-way and/or easements. Disposal shall comply with applicable ordinances and regulations of governmental agencies having jurisdiction and shall be done at no cost or liability to Owner.

C. Do not deposit excavated material on private property unless written permission from property owner is secured by Contractor. Before Owner will accept Work as being completed, Contractor shall file written release signed by all property owners with whom they have entered into agreements for disposal of surplus excavated material absolving Owner from liability connected therewith.

D. Do not deposit excess material in water courses or other locations where disposed material will interfere with natural drainage.

E. After backfill is completed, dress site smooth and leave site in neat and presentable condition, free of all cleared vegetation, rubbish and other construction wastes. Haul away and legally dispose of surplus rock or other excavated material which cannot be used for backfill. Areas next to structures where blade-type equipment cannot reach shall be hand-raked.

END OF SECTION
Project Owner DEWATERING
New River Improvement Project – Calexico 31 23 19 - 1
SECTION 31 23 19

DEWATERING
PART 1 - GENERAL

1.1 Work Included
A. Dewatering, treatment and disposal of groundwater.

B. Contractor is advised the presence of groundwater as indicated in the Geotechnical Report.

C. Permits for dewatering, treatment and discharge of water have not been acquired by the Owner and shall be the responsibility of the Contractor.

D. Dewatering is defined as all activities including but not limited to; dewatering of construction areas, treatment of water, discharge of water, protection of work in progress and compliance with all applicable permitting requirements.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 35 19: Diversion and Care of Water around Dams D. Section 01 40 00: Quality Requirements
E. Section 01 50 00: Temporary Facilities and Controls
F. Section 01 66 00: Product Storage and Handling Requirements G. Section 02 05 00: Basic Civil Engineering Requirements H. Section 09 90 00: Painting and Coating
I. Section 31 23 00: Excavation and Fill

1.3 System Description
A. Provide continuous control of water throughout construction including weekends and holidays, and during work shutdowns.

B. Comply with applicable permit conditions, building codes and standards.

C. Dewater, treat and dispose of water so as not to cause injury or nuisance to public or private property.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. Regional Water Quality Control Board (Colorado Basin) Discharge Permit Requirements

2. County Flood Control District Permit Discharge Permit Requirements

1.6 Submittals
A. Furnish the following submittals.

Project Owner DEWATERING
New River Improvement Project – Calexico 31 23 19 - 2

SUBMITTAL DESCRIPTION
Working
Drawings –
Dewatering
Plan
Submit Dewatering Plan per Working Drawing requirements.

Submit Dewatering Plan as informational submittal 45 days before start of construction of water control systems. A Dewatering Plan for each definable element of work shall be submitted. A generic Dewatering Plan for the entire Project will not be accepted.

Contractor shall perform investigations as he deems necessary to determine dewatering rates for each definable element of work to develop the Dewatering and Water Control Plan. Contractor shall also collect and analyze water quality samples to determine what treatment, if any, is required prior to discharge of water.

Describe the following:

1. Applicable permit requirements

2. Excavation and shoring plan if different from that shown in other submittals

3. Equipment proposed

4. Planned methods of dewatering

5. Standby equipment proposed

6. Location, dimensions, and capacity of such facilities as dewatering wells, well points, pumps, sumps, collection and discharge piping, silt/sand traps, treatment equipment, monitoring points, discharge points, and protective fills and ditches required for control of surface water discharges.

7. Capacities of pumps, motors and engines, including
standby equipment

8. Power supply

9. Standby power

10. Pollution control facilities

11. Proposed discharge locations

12. Provisions for immediate temporary water supply

13. Water control schedule

14. Operation procedures

15. Equipment removal and/or abandonment procedures

16. Water treatment equipment required to meet discharge requirements
Review of Dewatering Plan will be solely for conformance to requirements of this section with no warranty of whether reviewer believes plan will work.

Preconstruction
Photographs
Before dewatering, photograph and document existing cracks of concrete and masonry surfaces which may subsequently be attributed to dewatering operations.

Amended
Water Control
Plan
Submit if system is modified during installation or operation Product Data Submit for treatment equipment, pumps, prime movers and metering and monitoring equipment proposed
Project Owner DEWATERING
New River Improvement Project – Calexico 31 23 19 - 3

SUBMITTAL DESCRIPTION
Engineering
Calculations
Submit for per engineering calculations requirements.

Demonstrate adequacy of proposed dewatering systems and components.

Flow Data Submit flow measurements daily for previous 24 hours (midnight to midnight)
B. Refer to Section 02 05 00 for definition of requirements for Working Drawings, Product Data, and Engineering Calculations.

1.7 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for dewatering.

PART 2 - PRODUCTS (Not Applicable)
PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed for dewatering before submitting dewatering and water control plan. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Do not begin installing dewatering equipment until submittals have been accepted by Owner’s Representative.

C. Provide adequate backup systems to control water. Provide sufficient redundancy in each system to keep excavation free of water in event of component failure.

D. Electrical service used for dewatering shall be dedicated solely for groundwater control.

E. Provide 100% emergency power backup with automatic startup and switchover in event of power failure.

3.2 Installation
A. Refer to Section 02 05 00 for basic execution and installation requirements.

3.3 Dewatering
A. Comply with safety regulations and requirements of Regional Water Quality Control Board (Colorado Basin) and County Flood Control District.

B. Obtain permits and clearances from regulatory agencies. Perform monitoring where required by RWQCB.

C. Construct permanent improvements in areas free from water, regardless of water’s source, until excavations are backfilled to final grade.

D. Continuously control water throughout construction, including weekends, holidays and work stoppages.

E. Perform no excavation below standing water level regardless of water source until area has been dewatered.

F. Dewatering shall consist of furnishing accepted Plans, labor, equipment and materials, performing Work to design, construct, and operate dewatering systems, maintaining in safe and dewatered condition areas on which construction Work will be performed, and removing dewatering system upon completion of Work.

G. Design and operate dewatering systems with proper size and capacity:

Project Owner DEWATERING
New River Improvement Project – Calexico 31 23 19 - 4

1. To permit excavating, pipe laying, concrete work and other construction in the dry.

2. To lower groundwater 5 feet below lowest excavation point.

3. To prevent hydrostatic uplift forces until backfill is in place.

4. To allow concrete to reach its 28-day compressive strength in the dry.

5. To prevent loss, caving, loosening or softening of ground as water is removed.

6. To avoid inducing settlement or damage to existing facilities, completed Work or adjacent property.

7. To relieve artesian pressures and resultant uplift of excavation bottom.

H. Perform dewatering of excavations to extent required to permit placement of compacted fill materials in the dry and to maintain stability and prevent sloughing of excavation side slopes.

1. Accomplish dewatering in manner preventing loss of fines from foundation.

2. Lower groundwater level at least 5 feet below foundation grade prior to foundation preparation and placement of structural foundations.

3. During placement and compaction of fill or bedding materials, maintain water level at every point within limits of fills being placed at least 5 feet below fill placement level.

4. Review by Owner’s Representative will not relieve Contractor of responsibility for adequacy of dewatering and excavation plan or for furnishing equipment, labor and materials necessary for performing various parts of Work.

5. If, during progress of Work, it is determined by Owner’s Representative dewatering system and excavation plan are inadequate or Contractor’s plan of construction is inoperative, Contractor shall, at their expense, furnish, install, and operate such additional dewatering equipment and make such changes in other features of plan or operation as may be necessary to perform Work in manner satisfactory to Owner.

6. Modify water control system after installation and while in operation if it causes or threatens damage to adjacent property, structures or utilities.

I. Control surface drainage and prevent it from entering excavations as follows:

1. Intercept and divert runoff away from Work using temporary slopes, dikes, levees, curb walls, drainage ditches, sumps, gravel bags or other means.

2. Design surface drainage system to minimize erosion on or off the site.

J. Perform dewatering by use of filtered well points or gravel-packed deep wells in such manner as to protect adjacent structures.

K. Provide supplemental ditches and sumps for groundwater only as needed to collect water from local seeps and from pipe zone backfill of utilities intersecting the excavation.

1. Do not use ditches and sumps as primary dewatering means.

2. Do not convey groundwater in open ditches or trenches.

L. Monitor settlement and groundwater levels around existing structures during dewatering.

1. Keep and evaluate daily records of settlement and groundwater levels.

2. Notify Owner’s Representative immediately if excessive settlement or significant drop in groundwater level is recorded.

M. Do not shut down dewatering without written permission from Owner’s Representative.

1. Furnish standby equipment of sufficient size and capacity to ensure continuous operation of dewatering system as designed.

Project Owner DEWATERING
New River Improvement Project – Calexico 31 23 19 - 5

2. Repair damage or settlement to foundation or other Work or existing structures caused by temporary or permanent failure or operation of dewatering system to satisfaction of Owner at Contractor’s expense.

3. Consider use of recharge systems or other methods of protecting existing facilities.

Perform dewatering and maintain permanent Work areas for length of time as required by Earthwork Specifications, or for such additional time as necessary for Work under this contract.

N. Dispose of water from dewatering operations in suitable manner in conformance with National Pollutant Discharge Elimination System (NPDES) Permit, as approved by Regional Water Quality Control Board, Colorado River Basin (RWQCB).

O. Upon receiving written authorization from Owner’s Representative, remove dewatering system as follows:

1. Abandon monitoring points in conformance with applicable regulatory requirements.

2. Dewatering system components shall remain Contractor’s property.

3. Upon completion of dewatering, restore ground surfaces to preconstruction conditions.

3.4 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR
TEST

STANDARD
(ASTM OR

OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Water
Volume
Removed
Water
Volume
Removed
Daily
Use metering
device or
procedure
accepted by
Owner’s
Representative
and calibrated
within previous 60
days
Continuous
metering
Contractor Contractor
Water
Volume
Added
Monitor
Water
Volume
Introduced
Use metering
device or
procedure
accepted by
Owner’s
Representative
and calibrated
within previous 60
days
Continuous
monitoring
Contractor Contractor
Dewatering Ground
Settlement
See procedure
below
See below Contractor Contractor
Quality of
Disposed
Water
Water
Quality
Regional Water
Quality Control
Board and County
Flood Control
District permit
requirements
As required
by permit
Contractor Contractor
Project Owner DEWATERING
New River Improvement Project – Calexico 31 23 19 - 6
B. Settlement monitoring shall proceed as follows:

1. Before dewatering begins, install monuments where shown on plans. a. For paved surfaces, set surveyor’s nail flush with pavement. b. For unpaved surfaces, set 5/8” diameter x 30” long rebar flush with ground. c. For utilities, set #6 rebar settlement rod within and isolated from PVC cased borehole.

Do not damage utility

2. Perform and submit preconstruction benchmark survey of preconstruction elevations before beginning dewatering.

3. During operations, record position of monuments once each 24 hours for first week of dewatering and once each 48 hours thereafter unless deviations exceed 0.3 inches (vertical or horizontal) from preconstruction benchmark survey .

4. If deviations exceed 0.3 inches (vertical or horizontal) from preconstruction benchmark survey, record position of monuments once each 24 hours for duration of dewatering.

5. If deviations exceed 0.5 inches (vertical or horizontal) from preconstruction benchmark survey, Contractor shall alert Owner’s Representative and meet with Owner’s Representative to determine how construction means may be changed to limit further ground movement.

6. If deviations exceed 1.0 inches (vertical or horizontal), Owner’s Representative may direct Contractor to stop Work. Contractor shall stop Work immediately and develop a plan of action acceptable to Owner before work can be resumed.

3.5 Protection
A. Disposal of water shall not cause erosion, flooding or silting at discharge point.

B. Disposal of water shall not damage existing facilities, completed work or adjacent property.

C. Do not cause flooding by overloading or blocking flow of discharged water.

D. Any structure, paving or utility that becomes unstable or vulnerable to settlement or cracking that may be attributed to dewatering shall be supported immediately using procedures such as bracing, underpinning or compaction grouting.

END OF SECTION
Project Owner RIPRAP
New River Improvement Project – Calexico 31 37 00 - 1
SECTION 31 37 00

RIPRAP AND ROCK LINING
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of riprap.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 31 05 19: Geotextiles for Earthwork
G. Section 31 23 00: Excavation and Fill

1.3 System Description
A. Furnish and install riprap in accordance with applicable codes and standards.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

B. Notify Owner’s Representative in writing of intended source of stone at least 60 days prior to use.

C. Plant testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Stone Visual
Evaluation of
Quarry
SSPWC (Greenbook)
§200
At Owner’s
discretion
Owner Owner
Visual
Evaluation of
Plant
Samples
Furnish plant samples,
diamond drill core
samples, and records
of suitable tests and
service records as
required by Owner to
ascertain acceptability
of stone furnished.

At Owner’s
discretion
Contractor Contractor
Project Owner RIPRAP
New River Improvement Project – Calexico 31 37 00 - 2

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Apparent
Specific
Gravity and
Absorption
California Test Method
206
Meet requirements
below in Part 2
1 test each
source
Contractor Contractor
Durability California Test Method
229
Meet requirements
below in Part 2
1 test each
source
Contractor Contractor
Percentage
Wear
ASTM C131
Meet requirements
below in Part 2
1 test each
source
Contractor Contractor
Petrographic
Analysis or
X-ray
Diffraction
SSPWC (Greenbook)
§200
At Owner’s
discretion
Owner Contractor

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. ASTM C127 Specific Gravity and Absorption of Coarse Aggregate

2. ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in Los Angeles Machine

3. California Test Method 206 Apparent Specific Gravity and Absorption

4. California Test Method 229 Durability

5. SSPWC Standard Specifications for Public Works Construction (Greenbook) §200-1.6 “Stone for Riprap”

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Certificate of
Compliance
Submit certified gradation for material furnished
Submit Test Record Transcripts for stone physical properties Material Samples Submit upon Owner’s request
Delivery Tickets Submit upon delivery
Warranty Furnish one-year warranty from date of final acceptance Project Owner RIPRAP
New River Improvement Project – Calexico 31 37 00 - 3
B. Refer to Section 02 05 00 for definition of requirements for Test Record Transcripts, and Material Samples.

1.7 Delivery, Storage and Handling
A. Refer to Sections 01 66 00 / 02 05 00 for delivery, storage, and handling requirements.

1.8 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for riprap.

PART 2 - PRODUCTS

2.1 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Refer to Standard Specifications for Public Works Construction (SSPWC) §200-1.6 for materials requirements for riprap.

C. Stone for riprap shall be angular, sound, durable, hard, resistant to abrasion and free from laminations, weak cleavage planes, and undesirable effects of weathering. It shall not disintegrate from action of air, water, handling or placing. It shall be clean and free from deleterious impurities such as alkali, soil, clay, organic material, refuse, and other laitance.

D. Riprap gradations shall be:

ROCK SIZE
Grading per Caltrans Standard Specification §72
8-TON
RIPRAP
4-TON
RIPRAP
2-TON
RIPRAP
1-TON
RIPRAP
½-TON
RIPRAP
32,000-lbs 0-5%
16,000-lbs 50-100% 0-5%
8000-lbs 95-100% 50-100% 0-5%
4000-lbs 95-100% 50-100% 0-5%
2000-lbs 95-100% 50-100% 0-5%
1000-lbs 95-100% 50-100%
700-lbs 95-100%
500-lbs
200-lbs
75-lbs
25-lbs

2.2-lbs
E. Where plans are silent on riprap size requirement, provide 2-ton riprap unless otherwise directed by Owner’s Representative.

F. The following product design criteria, options and accessories are required: (Refer to Standard Specifications for Public Works (Greenbook) Table 200-1.6) Project Owner RIPRAP
New River Improvement Project – Calexico 31 37 00 - 4

ITEM DESCRIPTION
Stone Apparent Specific Gravity
per California Test Method 206

2.50 minimum
Absorption per California Test Method 206 4.20% maximum Durability per California Test Method 229 52 minimum
Percentage Wear per ASTM C131. Abrasion loss < 45% after 500 revolutions, grading A
PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install riprap before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Compact subgrade to receive filter fabric and riprap to 90% per ASTM D1557.

C. Furnish and install filter fabric over surfaces to receive riprap in accordance with Standard Specifications for Public Works Construction (Greenbook) §300-9.

D. Cover filter fabric with sand blanket to prevent puncture of fabric before installing rock.

3.2 Installation
A. Refer to Section 02 05 00 for basic execution and installation requirements.

B. Refer to Section 31 23 00 for excavation requirements.

C. Furnish and install riprap at locations shown on Plans and Submittals.

D. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable building and plumbing code requirements

3. Manufacturer’s installation and warranty requirements

4. Standard Specifications for Public Works Construction (Greenbook) §300-11.

E. Refer variances between above documents and Contract Documents to Owner’s Representative.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Subgrade Compaction ASTM D1557 At Owner’s
discretion
Owner Contractor

END OF SECTION
Project Owner ASPHALT PAVING SYSTEMS CONFORMING TO GREENBOOK SPECIFICATIONS New River Improvement Project – Calexico 32 12 16 - 1
SECTION 32 12 16

ASPHALT PAVING SYSTEMS CONFORMING TO GREENBOOK SPECIFICATIONS PART 1 - GENERAL

1.1 Work Included
A. Asphalt concrete paving and sealing products conforming to Standard Specifications for Public Works Construction (Greenbook) specifications for pavements for roads, parking areas, aprons, sidewalks, and other Work involving bituminous materials, as shown.

B. Conform to Standard Specifications for Public Works Construction (Greenbook) §203, §214, and §302, applicable permits, and requirements herein.

C. Refer to Greenbook Section 203-1 for paving asphalt.

D. Refer to Greenbook Section 203-6 for asphalt concrete.

E. Refer to Greenbook Section 203-8 for asphalt-based sealcoat.

F. Refer to Greenbook Section 214 for traffic striping, curb and pavement markings, and pavement markers.

G. Refer to County of Imperial Standards for requirements for standard roadway structural sections.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 02 41 14: Paving Removal and Resurfacing
G. Section 09 90 00: Painting and Coating
H. Section 31 05 16: Aggregate and Rock Products for Earthwork I. Section 31 23 00: Excavation and Fill

1.3 System Description
A. Furnish and install complete asphalt paving system, including subgrade preparation, aggregate base, prime coat, tack coat, asphalt concrete paving, seal coat, striping and appurtenant Work.

B. Completed asphalt paving system shall meet permit requirements and requirements of city, county or agency having jurisdiction over paving and right-of-way.

C. Where new pavement is placed over existing pavement, provide tack coat.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

Project Owner ASPHALT PAVING SYSTEMS CONFORMING TO GREENBOOK SPECIFICATIONS New River Improvement Project – Calexico 32 12 16 - 2
B. Factory (batch plant) testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Crushed
Aggregate
Rock
Gradation ASTM C136 Once prior to
beginning work,
Quarterly thereafter
Contractor Contractor
Coarse
Aggregate
(Material
retained on
No 4 sieve)
Specific
Gravity
ASTM C127 and
C128
One test per
source
Contractor Contractor
Absorption AASHTO T85 One test per
source
Contractor Contractor
Fine
Aggregate
(Material
passing No
4 sieve)
Specific
Gravity
ASTM C127 and
C128
One test per
source
Contractor Contractor
Absorption AASHTO T84 One test per
source
Contractor Contractor
Combined
Aggregates
Gradation ASTM C136 and
C117 or California
Test 202
One test per
mixture
Contractor Contractor
Sand
Equivalent
California Test 217 One test per
mixture
Contractor Contractor
Asphalt
Concrete
Mix
Uniformity of
Distribution
Binder
ASTM D2172 As directed Contractor Contractor
Hveem
Stability
(“S-Value)
California Test 304
and 366
Cure mixtures
containing WMA
additive in oven for
15-18 hours at
140°F ±5°F or 2-3
hours at 295°F ±5°F
per California Test
304 before testing.

Mixtures may be
cooled to room
temperature before
curing.

Moving average
shall exceed
specified minimum
S-value. No test
result shall be more
than 3 points below
specified minimum
S-value.

Moving average
computed per
Section 01 40 00
based on average
of 3 tests per
sample taken
representing 1000
tons or 1 day’s
paving Work,
whichever is less.

If range of 3 tests
>10, discard
sample and obtain
and retest new
sample.

Contractor Contractor
Project Owner ASPHALT PAVING SYSTEMS CONFORMING TO GREENBOOK SPECIFICATIONS New River Improvement Project – Calexico 32 12 16 - 3
C. Where results of any material property test does not conform to limits specified for that test, and if the moving average falls outside specified limits for moving averages, should next test be of same value as that of test being considered, suspend production of failing material until corrective changes are made and tests show quality of material proposed for use in Work conforms to specified moving average.

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. AASHTO T84 Specific Gravity and Absorption of Fine Aggregate

2. AASHTO T85 Specific Gravity and Absorption of Coarse Aggregate

3. AASHTO M323 Superpave Volumetric Mix Design

4. AASHTO T164 Quantitative Extraction of Asphalt Binder from Hot Mix Asphalt

5. AASHTO T308 Asphalt Binder Content of Hot Mix Asphalt (HMA) by Ignition Method

6. AASHTO T319 Quantitative Extraction and Recovery of Asphalt Binder from Asphalt Mixtures

7. Asphalt Institute MS2 Asphalt Mix Design Methods

8. Asphalt Institute MS4 The Asphalt Handbook

9. ASTM C117 Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing

10. ASTM C127 Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

11. ASTM C128 Relative Density (Specific Gravity) and Absorption of Fine Aggregate

12. ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in Los Angeles Machine

13. ASTM C136 Sieve Analysis of Fine and Course Aggregates

14. ASTM D5 Penetration of Bituminous Materials

15. ASTM D1856 Recovery of Asphalt From Solution by Abson Method

16. ASTM D2041 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

17. ASTM D2172 Quantitative Extraction of Bitumen for Bituminous Paving Mixtures

18. ASTM D2950 Density of Bituminous Concrete in Place by Nuclear Methods

19. ASTM D4125 Asphalt Content of Bituminous Mixtures by Nuclear Method

20. ASTM D6307 Asphalt Content of Asphalt Mixture by Ignition Method

21. California Test Method 125 Sampling Highway Materials and Products Used in the Roadway Structural Sections

22. California Test Method 202 Sieve Analysis of Fine and Coarse Aggregates

23. California Test Method 217 Sand Equivalent

24. California Test Method 304 Preparation of Bituminous Mixture for Testing

25. California Test Method 308 Bulk Specific Gravity and Density of Compacted Hot Mix Asphalt

26. California Test Method 366 Stabilometer Value
Project Owner ASPHALT PAVING SYSTEMS CONFORMING TO GREENBOOK SPECIFICATIONS New River Improvement Project – Calexico 32 12 16 - 4

27. California Test Method 375 In-Place Density and Relative Compaction of Hot Mix Asphalt Pavement Using Nuclear Gages

28. California Test Method 382 Asphalt Content of Bituminous Paving Mixtures by Ignition Method

29. SSPWC Standard Specifications for Public Works Construction (Greenbook) §200 “Rock Materials”

30. SSPWC Standard Specifications for Public Works Construction (Greenbook) §203 “Bituminous Materials”

31. SSPWC Standard Specifications for Public Works Construction (Greenbook) §301 “Treated Soil, Subgrade Preparation, and Placement of Base Materials”

32. SSPWC Standard Specifications for Public Works Construction (Greenbook) §302 “Roadway Surfacing”

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Submit for soil sterilants per Product Data requirements Certificate of
Compliance
Submit report from testing laboratory certifying that aggregate material is asbestos-free and conforms to specified gradations or characteristics.

Mix Design Submit mix design in format consistent with requirements shown in SSPWC (Greenbook)
Delivery Tickets Show vendor’s name, grade of paving asphalt delivered, date and point of delivery, quantity delivered, ticket number, purchase order number, and test results
Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 02 05 00 for definition of requirements for Product Data, Certificates of Compliance, and Test Record Transcripts.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of asphalt concrete and related products.

C. Temperature of asphalt concrete discharged into truck beds shall not vary more than 20°F for successive loads.

D. When hauling time from plant to Work exceeds 2 hours, when atmospheric temperature is less than 50°F, or when rain is falling along haul route, completely cover asphalt concrete with tarpaulin secured to truck bed during transport.

E. Deliver asphalt to Work site without segregation and within temperature range specified in SSPWC (Greenbook) Section 302-5.5 and Part 3 below.

1.8 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for asphalt paving systems.

Project Owner ASPHALT PAVING SYSTEMS CONFORMING TO GREENBOOK SPECIFICATIONS New River Improvement Project – Calexico 32 12 16 - 5
PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Paving or
Liquid Asphalt
Accepted equal CalTrans or other
State Department of Transportation
approved vendors

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Materials for redwood headers, where required, shall be:

ITEM MATERIAL SPECIFICATION
Redwood
Headers
Foundation
Grade
Redwood
2” x 6” nominal minimum
Provide where vertical edges of proposed asphalt pavement are not in contact with existing pavement or permanent
structures, curbs, or gutters.

Stakes Foundation
Grade
Redwood
2” x 2” nominal x 24” long
Set at 4’ on center and within 6” of angle points
Alternative
Concrete
Curb
Class B
Concrete
6”-deep x 6”-wide concrete curb may be provided as alternate to redwood header.

Concrete shall conform to Section 03 30 00
C. Materials for new paving shall be:

ITEM DESCRIPTION
Subgrade
Preparation
Minimum Depth of
Scarification and
Compaction
12” below subgrade
Soil Sterilant Herbicide Refer to Section 31 23 00
Aggregate Base
Course
Crushed
Aggregate Base
Conform to SSPWC (Greenbook) §200-2.2,
“Crushed Aggregate Base”
Thickness 9” Min or as Shown on Plans or Governing
Agency Std
Compaction 95%
Prime Coat
(Required between
aggregate and
Asphalt Paving
Base Course)
Liquid Asphalt
Grade SC70 SSPWC (Greenbook) §302-5.3
Application Rate 0.25 gallons per square yard
Project Owner ASPHALT PAVING SYSTEMS CONFORMING TO GREENBOOK SPECIFICATIONS New River Improvement Project – Calexico 32 12 16 - 6

ITEM DESCRIPTION
Asphalt Concrete
Paving Base
Course
Asphalt Material B-PG 64-10 or as Shown on Plans or
Governing Agency Std
Thickness 3” Min or as Shown on Plans or Governing
Agency Std
Tack Coat
(Required when
paving over
existing pavement)
Paving Asphalt PG 64-10 paving asphalt conforming to
SSPWC (Greenbook) §302-5.4.

Application Rate 0.10 gallons per square yard
Asphalt Concrete
Paving Finish
Course
Asphalt Material C2-PG 64-10 or as Shown on Plans or
Governing Agency Std
Thickness 1” or as Shown on Plans or Governing Agency
Std
Sealcoat As Shown on Plans or Governing Agency Std
Fog Seal or as Shown on Plans or Governing Agency Std
Traffic Markings
and Pavement
Markings
Conform to SSPWC (Greenbook) §214
D. Asphalt concrete paving within public (City, County or State) rights-of-way, railroad rights-ofway, or on private property shall comply with permit requirements and other stipulations of applicable property owners.

2.3 Mixes
A. Refer to SSPWC (Greenbook) §203-6.7 for proportioning and mixing technologies.

PART 3 - EXECUTION

3.1 Preparation
A. Scarify to specified depth below subgrade, bring to optimum moisture content, and compact to specified relative dry density.

B. Spread soil sterilant uniformly on prepared subgrade at rate of 4-pounds of chemical per 100- square feet of area, subject to Manufacturer's recommendations, from outside of curb to opposite outside of curb for full width of roadways or parking area to be paved or surfaced.

C. Construct redwood header along edges of asphalt concrete paving not abutting hardscape surfaces such as gutters, buildings, concrete pads, vaults, asphalt concrete pavement, Portland cement concrete pavement, paved sidewalk, or paved driveway approaches.

3.2 Installation
A. Refer to Section 02 05 00 for basic execution and installation requirements.

B. Apply soil sterilant per Section 31 23 00 before paving.

C. Pave locations shown on Plans and Submittals.

D. The following installation standards shall be followed:

1. Permit requirements of agencies having jurisdiction over streets.

Project Owner ASPHALT PAVING SYSTEMS CONFORMING TO GREENBOOK SPECIFICATIONS New River Improvement Project – Calexico 32 12 16 - 7

2. Applicable OSHA and Cal OSHA regulations

3. SSPWC (Greenbook) §301 “Treated Soil, Subgrade Preparation, and Placement of Base Materials”

4. SSPWC (Greenbook) §302-5 “Asphalt Concrete Pavement”

5. County of Imperial. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Adjust valve box rings and covers to grade within 30 days after final paving of each street in which pipelines are installed.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST

PAID FOR
BY

RETESTS
PAID
FOR BY
Subgrade Compaction Refer to Section 31 23 00
95%
As directed Owner Contractor
Roadway
/ Paving
Base
Compaction Refer to Section 31 23 00
95%
As directed Owner Contractor
Asphalt
Concrete
Aggregate
Gradation
ASTM D2172 or AASHTO
T308
As directed Owner Contractor
Sampling California Test Method
125
Sample aggregate for
batch plants from hot bins.

Sample aggregates for
dryer-drum plants in
dvance of dryer-drum
using devices.

As directed Owner Contractor
Application
Temperature
SSPWC Greenbook §302
and §303
As directed Owner Contractor
Field Density
& Relative
Compaction
95% per California Test
Method 375
1 test per
1000 tons
Owner Contractor
Bulk Specific
Gravity &
Maximum
Density
California Test Method
308
1 sample for
every 1000
tons
Owner Contractor
Hveem
Stability “S”
California Test Methods
304 and 366
1 sample for
every day of
production
Owner Contractor
Project Owner ASPHALT PAVING SYSTEMS CONFORMING TO GREENBOOK SPECIFICATIONS New River Improvement Project – Calexico 32 12 16 - 8

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST

PAID FOR
BY

RETESTS
PAID
FOR BY
Asphalt Binder
Content
California Test Method
308
1 sample per
day for each
asphalt type
Owner Contractor
Sieve Analysis California Test Method
202
1 test per
1000 tons
Owner Contractor
AsphaltBased
Sealcoat
Materials
Application
Temperature
See above As directed Contractor Contractor
Bulk Specific
Gravity &
Maximum
Density
California Test Method
308
1 sample for
every 1000
tons
Owner Contractor
Asphalt Binder
Content
California Test Method
308
1 sample per
day for each
asphalt type
Owner Contractor
Sieve Analysis California Test Method
202
1 test per
1000 tons
Owner Contractor
Finished
Pavement
Finish Surface
Rolling
When straight edge is laid
on finished surface
parallel to centerline,
surface shall vary <⅛” in
10’.

As directed Owner Contractor
No ruts, depressions or
irregularities exceeding ⅜”
deep
As directed Owner Contractor
Drainage Flood paved areas
sufficiently to demonstrate
absence of ponding and
“bird-baths”
As directed Owner Contractor
11-month
Warranty
Inspection
Demonstrate compliance
to Contract Documents
and Manufacturer’s
printed literature
1 test Owner Contractor

END OF SECTION
Project Owner CONCRETE PAVING
New River Improvement Project – Calexico 32 13 13 - 1
SECTION 32 13 13

CONCRETE PAVING
PART 1 - GENERAL

1.1 Work Included
A. Portland cement concrete pavements for roads, parking areas, aprons, sidewalks, and other Work involving concrete paving, as shown, and in accordance with Standard Specifications for Public Works Construction (SSPWC) (Greenbook) and requirements herein.

B. Conform to Standard Specifications for Public Works Construction (Greenbook) §203 and §302, applicable permits, and requirements herein.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 02 41 14: Paving Removal and Resurfacing
G. Section 03 10 00: Concrete Forming
H. Section 03 20 00: Concrete Reinforcing
I. Section 03 30 00: Cast in Place Concrete
J. Section 09 90 00: Painting and Coating
K. Section 31 23 00: Excavation and Fill
L. Section 32 12 16: Asphalt Concrete Paving

1.3 System Description
A. Furnish and install complete Portland cement concrete paving system including subgrade preparation, aggregate base, prime coat, Portland cement concrete paving, seal coat, striping and all appurtenant work.

B. Completed Portland cement concrete paving system shall meet all permit requirements and requirements of city or agency having jurisdiction over paving and right of way.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

B. Factory (batch plant) testing of aggregate shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST
TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Aggregate Ratio of Silica
Released to
Reduction in
Alkalinity
ASTM C33 As directed Owner Contractor
Project Owner CONCRETE PAVING
New River Improvement Project – Calexico 32 13 13 - 2

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST
TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Loss with Sodium
Sulfate
ASTM C33 As directed Owner Contractor
Sieve Analysis ASTM C136 1 each trial
batch
Owner Contractor
Coarse
Aggregate
Abrasion Loss ASTM C33 As directed Owner Contractor
Fine
Aggregate
Sand Equivalent ASTM D2419 As directed Owner Contractor Organic Impurities ASTM C40 As directed Owner Contractor Color of
Supernatant on
Washing
ASTM C33 As directed Owner Contractor
C. Factory (batch plant) testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Concrete Certification of
Mix Design
ACI 301 certified by
independent testing
laboratory
1 per mix Contractor Contractor
Portland
Cement
Concrete
Portland
Cement
Concrete
Properties
Refer to Section 03
30 00
Once for each
supplier and each
type (grade) of
Portland cement
concrete
Contractor Contractor

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. ASTM A820 Steel Fibers for Fiber-Reinforced Concrete

2. ASTM C136 Sieve Analysis of Fine and Course Aggregates

3. ASTM D2041 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

4. SSPWC Standard Specifications for Public Works Construction (Greenbook) §200 “Rock Materials”

5. SSPWC Standard Specifications for Public Works Construction (Greenbook) §201 “Concrete, Mortar, and Related Materials”

6. SSPWC Standard Specifications for Public Works Construction (Greenbook) §301 “Treated Soil, Subgrade Preparation, and Placement of Base Materials”

7. SSPWC Standard Specifications for Public Works Construction (Greenbook) §302 “Roadway Surfacing”
Project Owner CONCRETE PAVING
New River Improvement Project – Calexico 32 13 13 - 3

8. SSPWC Standard Specifications for Public Works Construction (Greenbook) §303 “Concrete and Masonry Construction.”

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Submit for soil sterilants per Product Data requirements Certificate of
Compliance
Submit report from testing laboratory certifying that aggregate material is asbestos-free and conforms to specified gradations or characteristics.

Mix Design Submit for concrete mix design per engineering calculations requirements sealed by California-licensed Civil Engineer.

In addition to original mix design, provide new mix design if change in brand or type of cement or change in source or gradation of aggregates is permitted or if defective concrete occurs.

Brand and Type of
Cement/Source of
Aggregate
Submit brand and type of cement and source of aggregates to allow sampling and testing by Owner’s Representative.

Test Record
Transcripts
Submit certified materials test reports for liquid Portland cement concrete and uniformity of distribution of binder per test record transcript requirements.

Delivery Tickets Submit for ready-mix concrete as needed to document delivery quantities. In accordance with ASTM C94 §16.1 and §16.2, each ticket shall show
• Name of ready-mix batch plant,
• Serial number of ticket,
• State certified equipment used in preparing mix,
• Truck number.

Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 02 05 00 for definition of requirements for Product Data, Certificates of Compliance and Test Record Transcripts.

1.4 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of Portland cement concrete and related products.

C. Storage of materials shall conform to requirements of ACI 301 and SSPWC (Greenbook).

D. Do not use aluminum materials for handling concrete.

1.7 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for concrete paving.

Project Owner CONCRETE PAVING
New River Improvement Project – Calexico 32 13 13 - 4
PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Joint Filler Materials Refer to Section 32 13 73
Sealants Refer to Section 32 13 73
B. Use only one brand of cement.

C. All admixtures shall be compatible and by one Manufacturer capable of providing qualified field service representation.

D. Refer to Section 03 30 00 for acceptable Manufacturers for specialty materials.

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Refer to Standard Specifications for Public Works Construction (Greenbook) §203 for materials requirements for concrete paving
C. Materials for Portland cement concrete paving products shall be:

ITEM MATERIAL SPECIFICATION
Aggregate Base
Course
Crushed Aggregate Base Conform to SSPWC (Greenbook)
§200-2.2, crushed aggregate base
Portland Cement
Concrete Pavement
Materials for “Class B” Street
Paving and Site Paving
Refer to Section 03 30 00
D. Portland cement concrete paving within public (City, County or State) rights-of-way, or on private property shall comply with permit requirements and other stipulations of applicable property owners.

E. Install redwood header along all edges of Portland cement concrete paving not otherwise abutting hardscape surfaces such as gutters, buildings, concrete pads, vaults, asphalt concrete pavement, Portland cement concrete pavement, paved sidewalk, paved driveway approach, etc.

PART 3 - EXECUTION

3.1 Preparation
A. Scarify 12” below subgrade, bring to optimum moisture content, and compact to relative dry density of 95%.

3.2 Installation
A. Refer to Section 02 05 00 for basic execution and installation requirements.

B. Products shall be furnished and installed by Contractor at location shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Permit requirements of agencies having jurisdiction over streets.

Project Owner CONCRETE PAVING
New River Improvement Project – Calexico 32 13 13 - 5

2. Applicable OSHA and Cal OSHA regulations

3. SSPWC (Greenbook) §301 “Treated Soil, Subgrade Preparation, and Placement of Base Materials”

4. SSPWC (Greenbook) §302 “Roadway Surfacing”
D. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Aggregate base material shall be furnished, placed and compacted for Portland cement concrete pavements as shown. Spread and compact per SSPWC (Greenbook) §301-2.

F. Adjust valve box rings and covers to grade within 30 days after final paving of each street in which pipelines are installed.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST
TEST
PAID
FOR BY

RETESTS

PAID FOR
BY
Subgrade Compaction Refer to Section 31 23
00 As directed Owner Contractor
Roadway/
Paving
Base
Compaction Refer to Section 31 23
00 As directed Owner Contractor
Portland
Cement
Concrete
Slump Refer to Section 03 30
00 As directed Owner Contractor
28-day
strength
Refer to Section 03 30
00 As directed Owner Contractor
Finished
Pavement
Rolling When straight edge is
laid on finished
surface parallel to
centerline, surface
shall vary <⅛” in 10’.

As directed Owner Contractor
Drainage Flood paved areas
sufficiently to
demonstrate absence
of ponding and “birdbaths”
As directed Owner Contractor
11-month
Warranty
Inspection
Demonstrate
compliance to
Contract Documents
and Manufacturer’s
printed literature
1 test Owner Contractor

END OF SECTION
Project Owner CONCRETE PAVING
New River Improvement Project – Calexico 32 13 13 - 6

THIS PAGE INTENTIONALLY BLANK
Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 1
SECTION 32 13 73

CONCRETE PAVING JOINT SEALANTS
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of expansion joint fillers and joint sealants.

B. Conform to Standard Specifications for Public Works Construction (Greenbook) §201-3, applicable permits, and requirements herein.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 03 00 00: Cast-in-Place Concrete

1.3 System Description
A. Furnish and install complete operating joint sealant system in conformance with Manufacturer’s Application Instructions and compliance with applicable codes and standards.

B. Caulking, if noted, shall be synonymous with sealant.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

B. All joint sealant materials for one application shall be products of one Manufacturer.

C. Primers, joint fillers, sealants, and related materials shall be compatible with one another and with substrates under expected service conditions.

D. Joint fillers and primers shall cause no discoloration or staining of sealants.

E. Factory testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Sealants Adhesion ASTM C719 or
ASTM C794
1 prototype for
each sealant
and substrate
Contractor Contractor
Compatibility ASTM C1087
Immersion
Adhesion
ASTM C1247 (for
sealants contacting
water)
Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 2

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
SSPWC
(Greenbook)
Sealant Type
“B” Preformed
Elastomeric
Sealant
Movement
Rating
California Test 673 1 each lot Contractor Contractor

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. ASTM A775 Epoxy-Coated Reinforcing Steel Bars

2. ASTM C719 Adhesion and Cohesion of Elastomeric Joint Sealants Under Cyclic Movement

3. ASTM C794 Adhesion-in-Peel of Elastomeric Joint Sealants

4. ASTM C920 Elastomeric Joint Sealants

5. ASTM C1193 Use of Joint Sealants

6. ASTM C1247 Durability of Sealants Exposed to Continuous Immersion in Liquids

7. ASTM C1330 Cylindrical Sealant Backing for Use with Cold Liquid Applied Sealants

8. ASTM D41 Asphalt Primer Used in Roofing, Dampproofing, and Waterproofing

9. ASTM D88 Saybolt Viscosity

10. ASTM D244 Test Methods and Practices for Emulsified Asphalts

11. ASTM D994 Preformed Expansion Joint Filler for Concrete (Bituminous Type)

12. ASTM D1056 Flexible Cellular Materials – Sponge or Expanded Rubber

13. ASTM D1751 Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types)

14. ASTM D1752 Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction

15. ASTM D2000 Standard Classification System for Rubber Product in Automotive Applications

16. ASTM D2241 Poly Vinyl Chloride (PVC) Pressure-Rated Pipe (SDR-Series)

17. ASTM D5893 Cold-Applied Single-Component Chemically Curing Silicone Joint Sealant for Portland Cement Concrete Pavements

18. California Building Code (CBC)

19. California Green Building Standards Code (CALGreen Code)

20. California Department of Public Health Standard Method for Testing and Evaluation of Volatile Organic Chemical emissions from Indoor Sources Using Environmental Chambers

21. California Test Method 413 Testing Cold Applied Two-Component Polysulfide Polymer Type Joint Sealing Compound

22. California Test Method 418
Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 3

23. California Test Method 673 Determining Movement Rating of Type B1 and B2 Pre-formed Elastomeric Joint Seals

24. CalTrans State Specification 700-80-30

25. CalTrans State Specification 8030-61J-01 Two-Component Machine-Mixed Type A Sealant

26. Federal Specification A-A-272 Sealing Compound-Single Component Butyl Rubber for Buildings and Other Construction

27. Federal Specification LLL-B-810

28. Federal Specification SS-S-200E (2) Sealant, Joint, 2-Component, Cold-Applied for Portland Cement Pavement

29. Federal Specification SS-S-210 Sealing Compound, Preformed Plastic for Expansion Joints and Pipe Joints

30. Federal Specification TT-S-00230-C

31. Federal Specification TT-S-01543A Sealing Compound, Silicone Rubber Base, (For Caulking, Sealing and Glazing in Buildings and Other Structures).

32. Sealant Waterproofing, and Restoration Institute (SWRI) Validation Program

33. SSPWC Standard Specifications for Public Works Construction (Greenbook) §201-3 “Expansion Joint Filler and Joint Sealants”

1.6 Submittals
A. Furnish the following submittals with bid or within 72 hours following bid opening. Failure to submit required information on time will cause bid to be considered non-responsive and rejected.

SUBMITTAL DESCRIPTION
Subcontractor
Qualifications
Submit documentary evidence subcontractor has been in business in California for at least 5 years
Submit evidence of subcontractor’s factory authorization by product Manufacturer to install product
Submit documentation of employees’ cognizance and ability to comply with all Federal and State OSHA regulations regarding confined space entry.

B. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Submit per Product Data requirements.

Submit letter from Manufacturer stating Manufacturer has reviewed application and proposed products are field-compatible with expected uses and substrates.

Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 4

SUBMITTAL DESCRIPTION
Submit Joint Sealant Schedule using joint sealant designations included in this section and showing the following for each joint sealant location

1. Joint sealant location

2. Joint sealant type,

3. Manufacturer and product name

4. Color for each application.

Application
Instructions
Submit per Application Instruction requirements.

Submit preconstruction field-adhesion test reports from Manufacturer.

Include recommendations for substrate preparation, joint cleaner, primer, and bond breaker.

Submit Manufacturer’s recommendation for allowable joint widths and depths.

Certificate of
Compliance
Submit sealant system certification per Certificate of Compliance requirements.

Test Record
Transcripts
Submit for factory tests per Test Record Transcript requirements on Owner’s request. Show vendor name, type of joint sealant, date and point of delivery, quantity, ticket number, lot number, and results of required test.

Submit preconstruction field-adhesion test results upon request.

Submit field quality control adhesion test reports upon request.

Material and
Color
Samples
Submit to allow Owner to select color to match adjacent Work for products exposed to view.

Submit upon Owner’s request additional samples for Owner testing to verify conformance to Specified requirements
Clearly mark samples with Manufacturer’s name and product identification.

Color Charts Submit Manufacturer’s standard color charts to allow Owner to select color to match adjacent Work for products exposed to view.

Warranty Furnish 3 -year warranty from date of final acceptance.

C. Refer to Section 02 05 00 for definition of requirements for Product Data, Application Instructions, Certificates of Compliance, and Material Samples.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of joint sealants.

Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 5
C. Manufacturer’s labels shall bear name of Manufacturer, product name and designation, color, expiration period for use, pot life, curing time and mixing instructions for multi-component materials.

D. Store primers and sealants in dry location with ambient temperature between 60°F and 80°F.

E. Do not store material at job site which has exceeded Manufacturer’s recommended shelf life.

F. Do not store mixed sealant material at job site which has exceeded Manufacturer’s recommended pot life.

1.8 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for concrete paving joint sealants.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable joint filler Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Pre-Formed
Polyethylene
Joint Filler
Sonneborn / BASF “Sonofoam” Shakopee, MN (800) 433-9517 Accepted equal
Pre-Formed
Urethane Foam
Joint Filler
Backer Rod Mfg. Inc. “Denver
Foam®”
Denver, CO (800) 595-2950
Accepted equal
Pre-Formed
Silicone Joint
Seal
Tremco, Inc. / RPM Spectrem Simple
Seal
Beachwood, OH (866) 321-6357
Accepted equal
Pre-Formed
Urethane Foam
Joint Seal
Tremco, Inc. / RPM Illmod 600 Beachwood, OH (866) 321-6357 Accepted equal
Mastic PreFormed Plastic
Gasket Joint
Filler
Conseal International, Inc. Norwood, MA (781) 278-0010
RAM-NEK / Henry Company El Segundo, CA (310) 955-9200
Accepted equal
Bond Breaker Meadow-Burke Products (Super
Bond Breaker)
Tampa, FL (813) 248-1944
Select Products Company (Select
Cure CRB)
Upland, CA (909) 985-5771
Accepted equal
B. Acceptable self-leveling (Grade P pourable) sealant Manufacturers for horizontal surface Work include:

Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 6

ITEM MANUFACTURER MANUFACTURER LOCATION
SSPWC
(Greenbook)
Sealant Type
“A”
Type M
Grade P
Exposure
Use T
Polyurethane
or Polysulfide
Bostik Inc. Chem-Calc 550 Temecula, CA (951) 296-6425
Products Research and Chemical
Corporation / Courtaulds RC-2SL
Glendale, CA (818) 240-2060
Pecora Corporation Urexpan® NR200 Harleysville, PA (800) 523-6688 Roadware Incorporated “Flexible
Cement II”
South Saint Paul, MN (651) 457-
6122
Sika AG, Sikaflex 2C Lyndhurst, NJ (800) 933-7452
Tremco, Inc. / RPM Vulkem HPL Beachwood, OH (866) 321-6357 Tremco, Inc. / RPM Vulkem 255
(Polyurethane)
Beachwood, OH (866) 321-6357
Tremco, Inc. / RPM Vulkem 45SSL
(Polyurethane) 106g/L VOC Lowmodulus
Beachwood, OH (866) 321-6357
W R Meadows Sealtight® Pourthane
SL
Hampshire, IL (800) 342-5976
Accepted equal
C. Acceptable non-sag (Grade NS) sealant Manufacturers for near-horizontal surface Work on slopes include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Sealant Type
“A100”
Type S Grade NS
Class 100/50
Exposure Use T
Silicone
Tremco, Inc. / RPM “Spectrem
800 50g/L VOC Low-modulus
Beachwood, OH (866) 321-6357
W R Meadows Sealtight®
Pourthane NS
Hampshire, IL (800) 342-5976
Accepted equal
D. Sealants shall have normal curing schedules, shall be non-staining and colorfast, and shall resist deterioration due to ultraviolet radiation.

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Refer to Standard Specifications for Public Works Construction (Greenbook) §201-3 for materials requirements for concrete paving joint sealants.

C. Sealants shall be resistant to attack by chemicals, solvents, and water.

D. Materials for joint fillers and embedments shall be:

Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 7

ITEM MATERIAL SPECIFICATION
Joint Cleaner Noncorrosive and nonstaining type
recommended by sealant Manufacturer,
compatible with joint compounds
Primer Nonstaining type recommended by sealant
Manufacturer
Bond Breaker Pressure Sensitive
Tape
Recommended by sealant Manufacturer to
suit application.

Premolded Joint
Filler, Subcaulking,
or Backing Rod for
Self-Leveling
Sealants
Extruded, ClosedCell, Polyethylene
Foam Rods
Conform to ASTM D1752 Type II or III
Commercial quality, non-staining, with
continuous impervious glazed-top surface,
compatible with joint sealant and suitable for
retaining liquid sealant in joint while
hardening.

Tensile strength (min) – 40 psi
Compression Deflection – 25% at 8 psi
Oversized 25%-50% larger than joint width
Polystyrene Joint
Filler
Expanded
Polystyrene Foam
Commercial quality blocks and planks.

Foam shall consist of non-interconnecting
cells
Flexural strength - 35 psi
Compressive strength - 16-40 psi at 5%
compression
Hold boards in place by nails, waterproof
adhesive or other means accepted by
Owner’s Representative.

Hardboard Facing Fed Spec LLL-B-810 any type
⅛” minimum thickness
Pre-Molded Joint
Filler – Non-Water
Holding Structures
Neoprene Sponge
or Polyurethane
Conform to ASTM D1752, Type I
Non-extruding cellular neoprene sponge
rubber or polyurethane, of firm texture
Bearing Pad Neoprene Conform to ASTM D2000 BC 420
40 durometer hardness
Slip Dowels Epoxy-Coated Steel ASTM A36 Grade 60 smooth bars ASTM A775
PVC Tubing Polyvinyl Chloride SDR 13.5
ASTM D2241
Pipe Wrap for
Footing
Penetrations and
Pipe Supports
Extruded, ClosedCell, Polyethylene
Foam
Conform to ASTM D1752
Insulation Wrap Thickness
⅜-1”pipe – Use 1”-thick insulation
1¼”-4” pipe – Use 1½” thick insulation
6” pipe and larger – Use 2” insulation
E. Materials for self-leveling (Grade P pourable) and other sealants for horizontal surface Work not exposed to fuel spillage shall be:

Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 8

ITEM MATERIAL SPECIFICATION
SSPWC
(Greenbook)
Sealant Type “A”
Polyurethane for
Horizontal
Surfaces
Self-Leveling 2-
Component
Polyurethane
Conform to ASTM D5893
Conform to ASTM C920 Type M Class 25
Conform to SSPWC (Greenbook) §201-3.4
and CalTrans State Specification 8030-61J01
Conform to Fed Spec TT-S-00227E Type I
and
Sealant shall develop 20-35 Shore hardness
F. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Design Criteria No leakage in plant quality control test at 10 psi for 1 hour minimum Temperature range 30°F to 120°F
Color Owner will select from standard colors available from Manufacturer.

G. Specified ASTM C920 type, grade, and class definitions shall be as follows:

1. Type S systems shall be single-component.

2. Type M systems shall be multi-component.

3. Grade P systems shall be pourable.

4. Grade NS systems shall be non-sag.

5. Class XX shall represent the movement capability in percent in each direction from rest position.

6. Class XX/YY shall represent the moment capability in percent of expansion/contraction.

H. Exposure Use codes shall be as follows:

1. T – Traffic

2. NT – Non-Traffic
I. Sealant compounds shall be of proper consistency to be readily worked and not be affected by vibration or by long exposure to outside climate and temperature.

J. Sealant compounds shall form thin, tough, elastic film on surface, but remain permanently plastic underneath.

K. Sealant compounds shall contain no acid nor ingredients which will stain concrete or corrode metal.

L. Sealant compounds shall be colored to match adjacent work.

M. Special sealants called for elsewhere shall be provided and installed as directed by Manufacturer.

PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to apply joint sealants before submitting Product Data or ordering.

B. Perform preconstruction field-adhesion tests as follows:

Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 9

1. Prior to applying sealants, field test adhesion to joint substrates using ASTM C1193 Method A.

2. Verify adhesion is adequate.

3. Modify joint preparation recommendations for failed joints, and retest.

4. Submit written test report.

C. Prepare joints, spaces, and surfaces to be sealed as follows:

1. Clean joint in accordance with ASTM C1193 using solvents recommended in Manufacturer’s Application Instructions.

2. Consult Manufacturer for surfaces not covered in Application Instructions.

3. Remove curing compounds, form-release agents, dirt, dust, mortar, oil. loose materials and foreign matter which may affect adhesion of sealant.

4. Remove grease or bituminous or resinous materials with accepted solvent or commercial degreasing agent in accordance with Manufacturer’s Application Instructions.

5. Etch concrete or masonry surfaces with 5% muriatic acid solution to remove excess alkalinity, unless sealant Manufacturer's printed instructions indicate alkalinity does not interfere with sealant bond and performance.

6. Neutralize etched surfaces with dilute ammonia solution.

7. Rinse off ammonia with water and allow to dry before sealant installation.

8. If recommended by Manufacturer, remove paint and protective coatings.

9. Remove rust, mill scale, and other coatings from ferrous metal surfaces by wire brush, grinding, or sandblasting.

10. Remove protective coatings from aluminum surfaces against which caulking or sealants are to be placed.

11. Dry joint surfaces by applying heat or compressed air.

12. Protect elements surrounding Work from damage or disfiguration.

13. Mask areas adjacent to joint with waterproof, pressure-sensitive masking tape.

14. Verify surfaces are clean, dry, free from dust, loose mortar, and other foreign materials, and ready to receive Work. Joint measurements and surface conditions shall be as recommended by sealant Manufacturer.

15. Where required by Manufacturer, prime sides of joints at porous materials immediately prior to caulking or sealing.

16. Sealant joints in concrete walks, slabs, and paving subject to traffic shall be 75% of joint width, ranging from ⅜”- ¾” deep depending on joint width. No joint shall exceed 1” width.

17. Pack joints wider than ¼” and more than ½” deep, and joints where suitable backstop has not been provided using subcaulking, sponge material, or rigid filler material to within ¼”- ⅜” of surface before applying sealant

18. Where joint depth prevents use of standard bond breaker backing rod, use non-adhering tape covering to prevent bonding of sealant to back of joint.

D. For self-leveling sealant, prepare cleaned surfaces as follows:
a. Prior to installing backer rod or bond-breaker tape, apply primer furnished by sealant Manufacturer in accordance with Manufacturer’s Application instructions to sides of groove and to exposed vertical joint surfaces.
b. Allow primer to dry.

Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 10
c. Contamination of completed primer with foreign material will be cause for rejection. d. Install rigid filler material to proper depth prior to applying sealant. e. Sealant depth in joints shall be at least ½ the joint width but at least ⅛” deep and ¼” wide. No joint shall exceed ½” depth nor 1” width.

E. Caulking, sealants, and moisture protection shall be complete systems, applied only by competent waterproofing specialty contractor with successful record of performance in similar installations. Specialty contractor shall be authorized by sealant Manufacturer.

F. Before sealing Work is commenced, factory-authorized representative of sealant Manufacturer shall perform the following services:

1. Inspect joints to be sealed for proper cleaning, preparation, and priming.

2. Instruct crew doing Work on proper method of application.

G. Report unsatisfactory conditions to Owner’s Representative. Do not apply caulking until such conditions have been corrected.

H. Do not apply caulking or sealant when compound, air or substrate temperature is below 40°F.

3.2 Application
A. Refer to Section 02 05 00 for basic execution and installation requirements.

B. Furnish and apply joint sealants at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable building, fire, plumbing, mechanical and electrical code requirements

3. Manufacturer’s Application Instructions and warranty requirements

4. ASTM C1193 Use of Joint Sealants
D. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Apply sealant systems as follows:

1. Install joint sealants to tolerances and within temperature ranges recommended by Manufacturer.

2. Do not use sealants when they become too jelled to be discharged in continuous flow from gun.

3. Immediately before filling, roughen joints if required by Manufacturer. Remove dust, dirt fragments, concrete or other objectionable material by light sandblasting or other accepted proven method.

4. Do not coat sides of sealant groove with bond breaker, curing compound, or other substance which might interfere with proper bonding of sealant. Apply bond breaker only where required by Owner’s Representative

5. Fill joints immediately following concrete, grout, or mortar curing period or as soon thereafter as weather conditions permit, or as directed by Owner’s Representative.

6. Properly mix sealant to form thick paste before applying.

7. Apply compound with pressure gun having proper size nozzle or with knife as required.

8. Apply sealant under sufficient pressure to fill voids.

9. Use sufficient pressure to fill voids and joints solid. Superficial painting of joints with a skin head will not be accepted.

Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 11

10. Fill joints flush with concrete face around entire perimeter in accordance with Manufacturer’s recommendations.

11. If air bubbles are observed when installing sealant, open bubbles using small hand tool and smooth them over.

12. After sealant is installed, tool joint to ensure bond with sides of joint groove, to assist in filling voids, and to consolidate sealant.

13. Point sealed joints on flush surfaces with beading tool. Point internal corners with eaving tool.

14. Tool joints concave unless otherwise shown.

15. Exposed surfaces of sealant shall be uniformly smooth and wrinkle-free.

16. Protect joints until fully set, and seal with lacquer sealer where exposed. Seal joints before final coats of paint are applied to adjacent work.

17. Remove excess sealant.

18. Clean exposed concrete surfaces which become soiled during installation of joint primer or sealant so adjacent surfaces are neat and clean.

19. Upon completion, sealant shall have a smooth, even finish.

20. Protect joint sealant from damage until it adequately cures and cannot be damaged by normal activities.

21. Remove sealant that is not homogenous, does not bond to surface of joint groove, or is otherwise defective. Re-clean joint and re-install sealant at Contractor’s expense.

22. Ensure sealants are cured before covering with other materials.

F. Completely remove joint sealant which, after Manufacturer’s recommended curing time for job conditions of Work hereunder, fails to fully and properly cure. Thoroughly sandblast groove to remove traces of uncured or partially cured sealant and primer, and reseal with indicated joint sealant. Costs of such removal, joint treatment, resealing and appurtenant work shall be at no additional cost to Owner.

G. Sealed joints shall be watertight.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Joint
Sealants
Installation &
Leakage
Visual inspection of
finished installation
and water test at
Owner’s discretion
1 inspection Owner Owner
Field-Adhesion
Test
ASTM C1193 Method
A
Remove sealants
failing adhesion test,
clean substrates,
reapply sealants, and
re-test.
5 tests for first
1000’ of joint
length for each
type sealant
and substrate,
then 1 test
each 1000’
thereafter, or 1
test each floor
Contractor Contractor
Project Owner CONCRETE PAVING JOINT SEALANTS
New River Improvement Project – Calexico 32 13 73 - 12

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Field
Performance
Demonstrate
compliance to
Contract Documents
and Manufacturer’s
printed literature
1 test Contractor Contractor
11-month
Warranty
Inspection
Demonstrate
compliance to
Contract Documents
and Manufacturer’s
printed literature
1 test Owner Contractor

END OF SECTION
Project Owner CHAIN LINK FENCES
New River Improvement Project – Calexico 32 31 13 - 1
SECTION 32 31 13

CHAIN LINK FENCES
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of chain link fences.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 03 30 00: Cast-in-Place Concrete
G. Section 05 12 00: Structural Steel Framing
H. Section 05 50 00: Metal Fabrications
I. Section 09 90 00: Painting and Coating
J. Section 09 92 00: Galvanizing
K. Section 31 05 50: Protecting Existing Utilities
L. Section 31 23 00: Excavation and Fill

1.3 System Description
A. Furnish and install complete fencing system where shown including appurtenant footings, hardware, mountings or connections required for compliance with Manufacturer’s installation requirements and compliance with applicable building codes and standards.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. APWA Standard Plans for Public Works Construction Detail 600

2. ASTM A90 Weight [Mass] of Coating on Iron and Steel Articles with Zinc or Zinc-Alloy Coatings

3. ASTM A121 Zinc-Coated (Galvanized) Steel Barbed Wire

4. ASTM A123 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

5. ASTM A153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware

6. ASTM A325 Structural Bolts, Steel, Heat Treated 120/105 ksi Minimum Tensile Strength

7. ASTM A392 Zinc-Coated Steel Chain Link Fence Fabric

8. ASTM A490 Heat-Treated Steel Structural Bolts 150ksi Minimum Strength

9. ASTM A824 Metallic-Coated Steel Marcelled Tension Wire for Use With Chain Link Fence Project Owner CHAIN LINK FENCES
New River Improvement Project – Calexico 32 31 13 - 2

10. ASTM A1011 Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength LowAlloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength

11. ASTM B117 Operating Salt Spray (Fog) Apparatus

12. ASTM D2247 Water Resistance of Coatings in 100 % Relative Humidity

13. ASTM F626 Fence Fittings

14. ASTM D7091 Nondestructive Measurement of Dry Film Thickness of Nonmagnetic Coatings Applied to Ferrous Metals and Nonmagnetic, Nonconductive Coatings Applied to Non-Ferrous Metals

15. ASTM F1083 Pipe, Steel, Hot-Dipped Zinc-Coated (Galvanized) Welded for Fence Structures

16. ASTM G23 Operating Light-Exposure Apparatus (Carbon-Arc Type) With and Without Water for Exposure of Nonmetalic Materials

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Shop Drawings Submit for fabricated items such as gates Product Data Submit for manufactured products per Product Data requirements.

Installation Instructions Submit per Installation Instruction requirements Test Record Transcripts Submit for factory tests upon request per Test Record Transcript requirements.

Material Samples Submit on request
Welder Qualification
Certificates
Submit for welders performing work on this project.

Also submit certifications of procedure qualifications for each welding procedure used.

Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 02 05 00 for definition of requirements for Shop Drawings, Product Data, Installation Instructions, Test Record Transcripts and Material Samples.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of fencing materials.

1.8 Unit Prices Bid Items 32 31 13 – Chain Link Fence
A. Refer to Section 01 22 00 for measurement and payment clauses for chain link fences and gates.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

Project Owner CHAIN LINK FENCES
New River Improvement Project – Calexico 32 31 13 - 3

ITEM MANUFACTURER MANUFACTURER LOCATION
Chain-Link
Fence
Ace Fence Company La Puente, CA (626) 333-0727
Alcorn Fence Company Sun Valley, CA (818) 983-0650
Riverside, CA (951) 685-5871
Crown Fence Company Corona, CA (951) 479-4790
Econo Fence, Inc. Riverside, CA (951) 684-3666
Accepted equal
Fence and Gate
Hardware
Builders Fence Company (BFC) Sun Valley, CA (818) 504-3700 Accepted equal

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Structural steel shall conform to Section 05 12 00.

C. Materials for chain link fences shall be:

ITEM MATERIAL SPECIFICATION
Hardware
Bolts (Connection
Bolts and Anchor
Bolts
High-Strength
Carbon Steel –
Galvanized
Conform to ASTM A325 or ASTM A 490
With self-locking nuts or lock-washers and
plain nuts
Galvanized
Coating
Conform to ASTM A153 - 2.1 mil thickness -

1.30 ounce/ft2
Washers Carbon Steel –
Galvanized
Square or rectangular smooth beveled
washers, tapered in thickness
Galvanized
Coating
Conform to ASTM A153 - 2.1 mil thickness -

1.30 ounce/ft2
Concrete Anchors
– Epoxy Adhesive
Anchor Systems
Stainless Steel SAE Type 316
Concrete Anchors
– Expansion Bolt
Systems
Stainless Steel SAE Type 316
Powder Actuated
Fastening Systems
Steel Conform to AISI 1061
Hardness 52-58 Rockwell C
Galvanized
Coating
Conform to ASTM B633 - 2.1 mil thickness -

1.30 ounce/ft2
Fabric and Wire
Project Owner CHAIN LINK FENCES
New River Improvement Project – Calexico 32 31 13 - 4

ITEM MATERIAL SPECIFICATION
Fencing, Barbed
Wire
Galvanized Steel
Barbed Wire
Conform to ASTM A121
4-point pattern
Two strands of 12½ gage galvanized steel wire
Barbs 5” on center
Galvanized
Coating
Conform to ASTM A121 - 1.7 mil thickness -

0.50 ounce/ft2
Fencing Chain Link Chain Link Fence
Fabric
Conform to ASTM A392
Furnish in 1-piece widths
9 gage for fence
2” mesh
Knuckled on top selvage, barbed finish on
bottom selvage for fences
Galvanized
Coating
Conform to ASTM A392 - 2.0 mil thickness -

1.20 ounce/ft2
Apply in continuous process. Do not apply to
fabric in roll form.

Fencing and
Gates, Tension
Wires
Galvanized Steel
Wire
Conform to ASTM A824
7-gauge minimum thickness galvanized coil
steel spring wire
Fencing and
Gates, Tension
Bars at End and
Corner Posts and
Gates
Galvanized Highcarbon Steel Bar Conform to ASTM F626
3/16” minimum thickness
¾” minimum width
Fencing and
Gates, Truss or
Tension Rods
Galvanized Steel
Rod
⅜” diameter
Adjustable with galvanized turnbuckles or
other suitable tightening devices
Fencing and
Gates, Fabric Ties
Galvanized Steel
Wire
11-gauge minimum thickness galvanized steel
wire or
6-gauge minimum thickness aluminum wire
Posts
End, Corner and
Slope Posts, Steel
Pipe
Steel Pipe –
Galvanized
Conform to ASTM F1083 Schedule 40
galvanized
2½” NPS (2⅞” actual) outside diameter

5.79 lbs/ft ±5%
Line Posts, Steel
Pipe
Steel Pipe –
Galvanized
Conform to ASTM F1083 Schedule 40
galvanized
2” NPS (2⅜” actual) outside diameter

3.65 lbs/ft ±5%
Project Owner CHAIN LINK FENCES
New River Improvement Project – Calexico 32 31 13 - 5

ITEM MATERIAL SPECIFICATION
Post Caps Steel Pipe –
Galvanized
Required and shall fit securely over posts
except for “C” or “H” section posts
Shall carry top rail where shown
Top Rails and Stiffeners
Fencing Top Rails
and Braces, Steel
Pipe
Steel Pipe –
Galvanized
Conform to ASTM F1083 Schedule 40
galvanized
1¼” NPS (1.660” actual) outside diameter

2.27 lbs/ft ±5%
Fittings and
Hardware
Couplings for
Top Rail
Outside-sleeve type
7” minimum length
Bore sufficiently true to maintain adjacent rail
lengths in alignment
Galvanized
Coating
Conform to ASTM A123 - 3.4 mil thickness -

2.00 ounce/ft2
Welding Electrode
- Steel
Steel Electrodes Conform to AWS D1.1 E70xx except E7024 rods or electrodes shall not be used
D. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Fence Fabric
and Hardware
Height 6’ to top of fabric
3 strands barbed wire
Maximum Post Spacing 10’
Minimum Post Bury 3’
Finish Galvanized
Barbed Wire 3 wires at 45° to vertical
Top wire shall extend 18” out from plane of
fence fabric.

E. Post lengths shall equal at least fence height plus post footing depth.

F. Furnish top rails in random lengths of approximately 20’ where required.

G. Zinc coatings shall be applied by hot-dipped or electro-depositing process. Zinc shall conform to ASTM B6.

H. Welds made after galvanizing shall be ground smooth and wire brushed to remove loose or burned zinc coating, after which cleaned areas shall be prepared and neatly coated with 50- 50 solder. Repairs to abraded or damaged coating shall be done in similar fashion.

I. Before leaving shop, all steel not shown or specified to be galvanized or stainless shall receive one coat of pigmented primer recommended by Manufacturer of final paint system. Parts inaccessible after assembly shall be given second coat of same primer. Final painting shall conform to Section 09 90 00.

Project Owner CHAIN LINK FENCES
New River Improvement Project – Calexico 32 31 13 - 6
PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to fabricate and install metal fabrications before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Ground surface irregularities shall be graded to maintain not more than 2” clearance between ground and bottom of fence fabric.

C. Clean surfaces of metalwork to be in contact with concrete, removing all rust, dirt, grease and other foreign substances before concrete is placed.

D. Embedded metalwork shall be secured accurately in position when concrete is placed to prevent displacement or undue vibration during or after placement of concrete.

E. Where metalwork is to be installed in recesses in formed concrete, said recesses shall be made, metalwork installed, and recesses filled with dry-pack mortar.

3.2 Installation
A. Refer to Section 02 05 00 for basic execution and installation requirements.

B. Furnish and install fencing materials at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Manufacturer’s installation and warranty requirements

2. Applicable OSHA and Cal OSHA regulations

3. Applicable building and fire code requirements
D. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Install fencing materials to tolerances recommended by Manufacturer. Unless otherwise shown, install metal fabrications true, plumb, and level using precision gauges and levels.

F. Footings shall be Class C 2500-lb concrete and crowned at top to shed water. Line post footings shall be 36” deep and 8” diameter. All other footings shall be 36” deep and 12” diameter.

G. Welding shall conform to Section 05 12 00. Permanent connections shall be continuously welded along entire area of contact.

H. Bolting shall conform to Section 05 12 00. Fastenings shall be concealed where possible.

I. Built-up parts shall be free of warp.

J. Exposed ends and edges of metal shall be slightly rounded.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST
TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Chain
Link
Fences
No Bends,
Twists or
Open Joints
Visual inspection All fencework Owner Owner
Project Owner CHAIN LINK FENCES
New River Improvement Project – Calexico 32 31 13 - 7

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST
TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
and
Gates
No
Projecting
Edges or
Corners at
Intersections
Field
Performance
Demonstrate
compliance to
Contract Documents
and Manufacturer’s
printed literature
1 test Contractor Contractor
11-month
Warranty
Inspection
Demonstrate
compliance to
Contract Documents
and Manufacturer’s
printed literature
1 test Owner Contractor

END OF SECTION

Project Owner CHAIN LINK FENCES
New River Improvement Project – Calexico 32 31 13 - 8

THIS PAGE INTENTIONALLY BLANK
Project Owner ORNAMENTAL STEEL FENCES AND GATES
New River Improvement Project – Calexico 32 31 20 - 1
SECTION 32 31 20

ORNAMENTAL STEEL FENCES AND GATES
PART 1 - GENERAL

1.1 Work Included
A. Materials, appurtenances, labor, testing, and installation of ornamental steel fences and gates.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 03 30 00: Cast-in-Place Concrete
F. Section 03 60 00: Grouting
G. Section 05 50 00: Metal Fabrications
H. Section 09 90 00: Painting and Coating
I. Section 31 05 50: Protecting Existing Utilities
J. Section 31 23 00: Excavation and Fill

1.3 System Description
A. Furnish and install complete fencing system where shown, including appurtenant footings, hardware, mountings, or connections required for compliance with Manufacturer’s installation requirements and compliance with applicable building codes and standards.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. ASTM A653 Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy Coated (Galvannealed) by the Hot Dip Process

2. ASTM B117 Operating Salt Spray (Fog) Apparatus

3. ASTM B633 Electrodeposited Coatings of Zinc on Iron and Steel

4. ASTM D714 Test Method for Evaluating Degree of Blistering in Paint

5. ASTM D822 Tests on Paint and Related Coatings and materials Using Filtered Open-Flame Carbon-Arc Light and Water Exposure Apparatus

6. ASTM D1654 – Test Method for Evaluation of Painted or Coated Specimens Subjected to Corrosive Environments

7. ASTM D2244 – Test Method for Calculation of Color Differences from Instrumentally Measured Color Coordinates

8. ASTM D2794 – Test Method for Resistance of Organic Coatings to the Effects of Rapid Deformation (Impact)

9. ASTM D3359 – Test Method for Measuring Adhesion by Tape Test

10. ASTM F2408 – Ornamental Fences Employing Galvanized Steel Tubular Pickets

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Shop Drawings Submit for fabricated items such ornamental steel fencing and gates per architectural Shop Drawing requirements
.

Product Data Submit for manufactured products per Product Data requirements including fence frame and picket materials, hardware, coating materials and manufacturer’s printed installation instructions.

Project Owner ORNAMENTAL STEEL FENCES AND GATES
New River Improvement Project – Calexico 32 31 20 - 2

SUBMITTAL DESCRIPTION
Installation Instructions Submit per Installation Instruction requirements Certificate of Compliance For fence work, submit coating system and application certification per Certificate of Compliance requirements.

Foundry or Test Record
Transcripts
Submit for factory tests upon request per Foundry or Test Record Transcript requirements.

Material Samples Submit upon request
Welder Qualification
Certificates
Submit for welders performing Work on project.

Also submit certifications of procedure qualifications for each welding procedure used.

Warranty All structural fence components (i.e. rails, pickets, and posts) shall be warranted within specified limitations, by the manufacturer for a period of 15 years from date of original purchase. Warranty shall cover any defects in material finish, including cracking, peeling, chipping, blistering or corroding.

B. Refer to Section 01 33 00 for definition of requirements for Shop Drawings, Product Data, Installation Instructions, Certificates of Compliance, Foundry or Test Record Transcripts, and Material Samples.

1.7 Delivery, Storage, and Handling
A. Refer to Section 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of fencing materials.

C. All materials shall be checked to ensure that no damage occurred during shipping or handling. Materials shall be stored in such a manner to ensure proper ventilation and drainage, and to protect against damage, weather, vandalism and theft.

1.8 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for ornamental steel fences and gates.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Concrete Anchors –
Epoxy Adhesive Anchor
Systems
Hilti Corp. Tulsa, OK (800) 879-8000
ITW Ramset / Redhead “Epcon” Glendale Heights, IL (800) 348-3231 Simpson Strong Tie Co. “Epoxy-Tie” Riverside, CA (714) 871-8373 Accepted Equal
Concrete Anchors –
Expansion Bolt
Systems
Hilti Corp.”Kwik Bolt II” Tulsa, OK (800) 879-8000
ITW Ramset / Redhead Glendale Heights, IL (800) 348-3231 Simpson Strong Tie Co. “Wedge-All” Riverside, CA (714) 871-8373 Accepted Equal
Powder Actuated
Fastening Systems
Hilti Corp. Tulsa, OK (800) 879-8000
ITW Ramset / Redhead Glendale Heights, IL (800) 348-3231 Accepted Equal
Ornamental Steel
Fences and Gates
Ameristar Fence Products Aegis II Invincible (3-Rail) Tulsa, OK (888) 333-3422 Ameristar Fence Products Aegis II Classic (3-Rail)
where noted on the Drawings
Tulsa, OK (888) 333-3422
Approved equal
Perforated Metal and
Expanded Metal
AMICO Div. Gibraltar Industries Birmingham, AL (800) 326-8842 Bobco Metals Los Angeles, CA (888) 304-5927
McNichols Company Tampa, FL (877) 884-4653
Project Owner ORNAMENTAL STEEL FENCES AND GATES
New River Improvement Project – Calexico 32 31 20 - 3

ITEM MANUFACTURER MANUFACTURER LOCATION
Metalex Libertyville, IL (888) 639-6382
Accepted Equal

2.2 Materials
A. Refer to Section 05 12 00 for requirements for structural steel.

B. Materials for ornamental steel fences and gates shall be:

ITEM MATERIAL SPECIFICATION
Bolts (Connection Bolts
and Anchor Bolts
High-Strength
Carbon Steel –
Galvanized
Conform to ASTM A325 or ASTM A 490
With self-locking nuts or lock-washers and plain nuts
Washers – same material as nuts
Zinc Coating Conform to ASTM A153 - 2.1 mil thickness - 1.30 ounce/ft2 Bolts (Connection Bolts
and Anchor Bolts) -
Stainless Steel
Stainless Steel Conform to ASTM A193 Grade B8M bolts with ASTM A194 Grade 8M nuts
Alternate ASTM F593 Type 316 bolts with ASTM F594 SAE Type 316 nuts
Washers – same material as nuts
Concrete Anchors –
Epoxy Adhesive Anchor
Systems
Stainless Steel Conform to SAE Type 316
Concrete Anchors –
Expansion Bolt Systems
Stainless Steel SAE Type 316
Corrugated Pales Nominal 2.75” x .75” x 14 Ga.

Cross-sectional shape of the rails shall conform to the manufacturer’s rail design a nominal 2” x 2” x 11 Ga.

Pre-drilled holes in the rail shall be spaced 6” on center, providing a pale airspace of no greater than 3.25”.

Tamperproof fasteners shall be used to fasten each pale to rail at every intersection.

Posts shall conform to the manufacturer’s I-Beam design with a nominal 3” x 2.75” x 12 Ga. For fence panel heights up to & including 8’ height and/or I-Beam design with a nominal 4” x 2.75” x 11 Ga. for fence heights greater than 8’ up to 10’ panel height.

Fence posts and gate posts shall meet the minimum size
requirements of Table 1.

Powder Actuated
Fastening Systems
Steel Conform to AISI 1061
Hardness 52-58 Rockwell C
Galvanized Coating Conform to ASTM B633 - 2.1 mil thickness - 1.30 ounce/ft2 Fencing Tubular Steel Galvanized
Conform to ASTM A1011 for material galvanized after forming Conform to ASTM A924/A924M for material galvanized prior to forming
Minimum yield strength 45,000 psi
Welding Electrode -
Steel
Conform to AWS D1.1 E70xx except E7024 rods or electrodes shall not be used
Picket Dimensions 14-gauge
1” square
5” maximum on center
Picket Retaining
Rods
⅛” diameter
Picket Rail
Intersections
Provide PVC Grommets to seal openings
Guardian Spears 12” long pressed steel.

Provide on top of every fence and gate picket.

Rail Dimensions 14-gauge
1¾” square double wall design
Minimum of 3 rails
Post Dimensions Refer to Table 1 at end of Section
Fence Height 8’ minimum above highest adjacent ground elevation ground Project Owner ORNAMENTAL STEEL FENCES AND GATES
New River Improvement Project – Calexico 32 31 20 - 4

ITEM MATERIAL SPECIFICATION
Fencepost Depth 36” minimum, except where installed concrete walls (refer to requirements on the Contract Drawing)
Submit engineering calculations for fences higher than 8’ or where 36” depth cannot be met.

Applied Design Load Panels shall support 600-lbf load at mid-span without permanent deformation.

Gates Tubular Steel Fabricate of same material with same dimensions and design as fencing panels.

Weld rail and upright intersections.

Gate Posts Tubular Steel Refer to Table 1 at end of Section Galvanized Coating after
Forming
Zinc 0.45 oz/ft2 minimum weight

0.3 mil minimum thickness
(ASTM A653 G90)
Galvanized Coating prior
to Forming
Zinc Hot-dipped galvanized
Conform to ASTM A653

0.90 oz/ft2
minimum weight
Coating designation G90
Powder Epoxy Coating Base Coat Zinc-rich epoxy powder coating

2.0-mil minimum thickness
Gray
Top Coat Polyester powder coat

2.0-mil minimum thickness
Black Color
Top Coat
Performance
Requirements
Adhesion >90% per ASTM D3359 Method B
Corrosion resistance > 3500 hours per ASTM B117 & Conform to ASTM D1654
Impact resistance >60 in-lbf per ASTM D2794
Weathering resistance >1000 hours per ASTM D822, D2244, and D523 (60% method)
Hardware – Steel
including Castings,
Rolled, Pressed and
Forged Articles
Steel Hardware Conform to ASTM A153
Galvanized Coating Conform to ASTM A123 - 3.4 mil thickness - 2.00 ounce/ft2 Perforated Metal and
Expanded Metal
Steel Conform to ASTM A153
Gauge as shown on plans – minimum 16 gauge
¼” diameter round perforations – staggered
Galvanized Coating Conform to ASTM A123 - 3.4 mil thickness - 2.00 ounce/ft2 C. Zinc coatings shall be applied by hot-dipped or electro-depositing process. Zinc shall conform to ASTM B6.

D. Welds made after galvanizing shall be ground smooth and wire-brushed to remove loose or burned zinc coating, after which cleaned areas shall be prepared and neatly coated with 50- 50 solder. Repairs to abraded or damaged coating shall be done in similar fashion.

E. Before leaving shop, steel not shown or specified to be galvanized, powder epoxy coated or stainless shall receive one coat of pigmented primer recommended by Manufacturer of final paint system. Parts inaccessible after assembly shall be given second coat of same primer.

Final painting shall be as specified in Section 09 90 00.

2.3 Fabrication
A. Pales, rails and posts shall be pre-cut to specified lengths. Rails shall be pre-punched to accept tamperproof security fasteners. Post flange shall be pre-punched to accept rail to post attachment. Post web shall be punched providing a clear opening for interior of rails to align throughout the entire system for affixing conduit, video cabling, IDS wiring, and other components for a complete systems integration. Rails shall be attached to post flange providing a bracket-less design at each intermediate post B. The manufactured galvanized framework shall be subjected to the PermaCoat® thermal stratification coating process (high-temperature, in-line, multi-stage, multi-layer) including, as Project Owner ORNAMENTAL STEEL FENCES AND GATES
New River Improvement Project – Calexico 32 31 20 - 5
a minimum, a six-stage pretreatment/wash (with zinc phosphate), an electrostatic spray application of an epoxy base, and a separate electrostatic spray application of a polyester finish. The base coat shall be a thermosetting epoxy powder coating (gray in color) with a minimum thickness of 2 mils (0.0508mm). The topcoat shall be a “no-mar” TGIC polyester powder coat finish with a minimum thickness of 2 mils. The color shall be Black. The stratification-coated framework shall be capable of meeting the performance requirements for each quality characteristic shown in Table 2.

C. Completed panels shall be capable of supporting a 600 lb. load (applied at midspan) without permanent deformation. Panels shall be biasable to a 30˚ change in grade.

D. Double swing gates with curved pickets shall be fabricated using 2” sq. x 12ga rail, 2” sq. x 12ga. gate ends, and 14ga wall steel pickets. Double swing gate shall have 20’ opening and will have a 2” sq. x 12ga. intermediate upright. All rail and upright intersections shall be joined by welding. All pale and rail intersections shall also be joined by welding.

E. Swing gates (3-rail) curved picket, shall have 10’ opening. Swing gate shall be fabricated with 4” air gap and standard bottom.

F. Panel heights (3-rail) of 4’ and 8’ will have 8’ panel length and will be standard bottom.

PART 3 - EXECUTION

3.1 Preparation
A. All new installation shall be laid out by the Contractor in accordance with the construction plans.

B. Make field measurements needed to fabricate and install metal fabrications before submitting Shop Drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

C. Refer to Section 31 05 50 for requirements for protecting existing utilities.

D. Sawcut pavement where pavement cuts are required prior to footing excavation.

E. Clean surfaces of metalwork to contact concrete, removing all rust, dirt, grease and other foreign substances before concrete is placed.

F. Secure all embedded metalwork accurately in position when concrete is placed to prevent displacement or undue vibration during or after placement of concrete.

G. Where metalwork is to be installed in recesses in formed concrete, said recesses shall be made, metalwork installed, and recesses filled with dry-pack grout in conformance with Section 03 60 00.

3.2 Installation
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Furnish and install fencing and gate materials at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable building and fire code requirements

3. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Install fencing and gates according to Manufacturer’s installation and warranty requirements.

F. Fencing and gate materials shall be furnished and installed by Contractor at locations shown on Plans and Submittals.

Project Owner ORNAMENTAL STEEL FENCES AND GATES
New River Improvement Project – Calexico 32 31 20 - 6
G. Install fencing and gate materials to tolerances recommended by Manufacturer. Unless otherwise shown, install fencing true, plumb, and level using precision gauges and levels.

H. Fence post shall be spaced according to Table 3, plus or minus ¼”. For installations that must be raked to follow sloping grades, the post spacing dimension must be measured along the grade.

I. Fence panels shall be attached to the line and end posts with fasteners supplied by the manufacturer. Attachment to corner post shall be made using brackets and fasteners supplied by the manufacturer (See Figure 1).

J. Footings shall be Class C 2500-lb concrete crowned at top to shed water. Line post footings shall be minimum 36” deep setting and 8” diameter by other methods such as plated posts or grouted core-drilled footers are permissible only if shown by engineering analysis to be sufficient in strength for the intended application. Other footings shall be 36” deep and 12” diameter.

K. When cutting/drilling rails or posts adhere to the following steps to seal the exposed steel surfaces; 1) Remove all metal shavings from cut area. 2) Apply zinc-rich primer to thoroughly cover cut edge and/or drilled hole; let dry. 3) Apply 2 coats of custom finish paint matching fence color. Failure to seal exposed surfaces per steps 1-3 above will negate warranty. Ameristar spray cans or paint pens shall be used to prime and finish exposed surfaces; it is recommended that paint pens be used to prevent overspray.

L. Gate posts shall be spaced according to the manufacturers’ gate drawings, dependent on standard out-to-out gate leaf dimensions and gate hardware selected. Type and quantity of gate hinges shall be based on the application; weight, height, and number of gate cycles.

The manufacturers’ gate drawings shall identify the necessary gate hardware required for the application. Gate hardware shall be provided by the manufacture of the gate and shall be installed per manufacturer’s recommendations.

M. Welding shall conform to Section 05 12 00. Permanent connections shall be continuously welded along entire area of contact.

N. Bolting shall conform to Section 05 12 00. Fastenings shall be concealed whenever possible.

O. Joints in fencing and gates shall have a close fit with corner joints coped or mitered and in true alignment.

P. Built-up parts shall be free of warp.

Q. Remove all metal shavings from cut area.

R. Exposed ends and edges of metal shall be slightly rounded.

S. Apply zinc-rich primer to thoroughly cover cut edge and/or drilled hole and let dry.

T. Apply 2 coats of custom finish paint matching fence color.

U. Restore disturbed aggregate base, paving, and surface materials to preconstruction conditions.

V. Contractor shall clean the jobsite of excess materials; post-hole excavations shall be scattered uniformly away from posts.

Project Owner ORNAMENTAL STEEL FENCES AND GATES
New River Improvement Project – Calexico 32 31 20 - 7
Table 1 – Minimum Sizes for Posts
Fence Posts (Nominal) Panel Height
3” x 2.75” x 12 Ga. I-Beam Over 6’ and including 8’ Height 4” x 2.75” x 11 Ga. I-Beam Over 10’ Height
Gate Leaf
Gate Height
Up to & Including 6’ Over 6’ Up to &
Including 8’
Over 8’ Up to &
Including 10’
Over 12’
Up to 4’ 3” x 12Ga. 3” x 12 Ga. 4” x 11 Ga. 4” x 11 Ga. 4’1” to 6’ 3” x 12Ga. 3” x 12 Ga. 4” x 11 Ga. 4” x 11 Ga. 6’1” to 8’ 4” x 11 Ga. 6” x 3/16” 6” x 3/16” 6” x 3/16” 8’1” to 10’ 4” x 11 Ga. 6” x 3/16” 6” x 3/16” 6” x 3/16” 10’1” to 12’ 6” x 3/16” 6” x 3/16” 6” x 3/16” 8” x 1/4" 12’1” to 16’ 6” x 3/16” 6” x 3/16” 8” x 1/4” 8” x 1/4"
Table 2 – Coating Performance Requirements
Quality
Characteristics
ASTM Test Method Performance Requirements
Adhesion D3359 – Method B Adhesion (Retention of Coating) over 90% of test area (Tape and knife test).

Corrosion
Resistance
B117, D714 & D1654 Corrosion Resistance over 3,500 hours (Scribed per D1654; failure mode is accumulation of 1/8” coating loss from scribe or medium #8 blisters).

Impact
Resistance
D2794 Impact Resistance over 60 inch lb. (Forward impact using

0.625” ball).

Weathering
Resistance
D822 D2244, D523
(60˚ Method)
Weathering Resistance over 1,000 hours (Failure mode is 60% loss of gloss or color variance of more than 3 delta-E color units).

Table 3 – Post Spacing
Span Invincible / 8’ Nominal
(91.5” Rail)
Classic / 92 5/8” Rail
Line & End Posts
Post Size 3” x 2.75” x 12 Ga. I-Beam 3” x 2.75” x 12 Ga. I-Beam Post Settings ± ¼” O.C. 95” 92 1/2”

Project Owner ORNAMENTAL STEEL FENCES AND GATES
New River Improvement Project – Calexico 32 31 20 - 8

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Ornamental
Steel
Fences and
Gates
No Bends,
Twists or Open
Joints
No Projecting
Edges or
Corners at
Intersections
Visual inspection All fencework
and gates
Owner Owner
Field
Performance
Demonstrate compliance to Contract
Documents and Manufacturer’s
printed literature
1 test Contractor Contractor
11-month
Warranty
Inspection
Demonstrate compliance to Contract
Documents and Manufacturer’s
printed literature
1 test Owner Contractor

END OF SECTION
Project Owner BYPASSING OPERATIONS
New River Improvement Project – Calexico 33 01 30 - 1
SECTION 33 01 30

BYPASSING OPERATIONS
PART 1 - GENERAL

1.1 Work Included
A. Temporary bypassing of treated wastewater effluent flows around construction Work at the Pump Back System where connections are to be made to existing outfall. Outfall operations shall not be interrupted at any time and shall be coordinated directly with City of Calexico.

B. Minimum flow depths in sewers during bypassing shall be:

OPERATION MINIMUM (UPSTREAM) DEPTH
Liner Installation 0 inches (dry)
Manhole Construction, Sewer Construction, Pump
Back System Construction
0 inches (dry)
C. Existing treated wastewater effluent flow quantities are estimated as follows:

FLOW CONDITION FLOW RATE
Minimum Average Day Flow 0.40 mgd 278 gpm
Average Flow 2.25 mgd 1,559 gpm
Peak Dry Weather Flow 5.00 mgd 3,472 gpm
D. Equipment furnished shall be capable of bypassing flows at flow rates above.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 50 00: Temporary Facilities and Controls
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 02 05 00: Basic Civil Engineering Requirements

1.3 System Description
A. Provide labor, materials and supervision to temporarily bypass flow around Work.

B. Bypassing may be achieved by any of the following means at Contractor’s option and written approval of City of Calexico:

1. By providing inflatable plugs at appropriate locations and pumping from upstream of new Work to location downstream from new Work.

2. By constructing inflatable plugs at appropriate locations and providing flexible gravity piping or hoses to divert treated wastewater effluent flow from upstream of new Work to location downstream from new Work.

3. Other means as clearly described by Contractor for review and approval of City of Calexico.

C. Do not begin bypassing Work until applicable submittals have been accepted by Owner.

Project Owner BYPASSING OPERATIONS
New River Improvement Project – Calexico 33 01 30 - 2
D. Notify Owner’s Representative before bypassing flow.

E. Entire bypassing system shall be in place and tested before bypassing commences.

F. Notify Owner’s Representative immediately in event of spill.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

B. Provide temporary pumps, conduits, and other equipment to bypass flow. Furnish necessary labor and supervision to set up, maintain and operate pumping and bypass system.

C. Engine-driven pumps may be used only for bypassing 8” and larger mains, and shall be equipped with mufflers or enclosed to keep noise level below 60db or 10db above ambient noise levels when measured at property lines closest to noise source.

D. Sewer lateral bypass pumps shall be electric-driven and comply with same noise requirements as engine-driven pumps. Pumps and bypass lines shall be of adequate capacity and size to handle flows.

E. Maintain on-site sufficient equipment and materials to ensure continuous and successful operation of bypass and dewatering systems. Standby pumps shall be fueled and operational at all times. Maintain sufficient valves, tees, elbows, connections, tools, sewer plugs, piping, and other parts or system hardware on site to ensure immediate repair or modification of any part of system.

F. Design piping, joints and accessories to withstand at least twice maximum system pressure, or 50 psi, whichever is greater.

G. Where flows are bypassed, bypass flow shall be discharged as accepted by Owner’s Representative. Do not discharge to ground surface, receiving waters, storm drains, or locations which may result in groundwater contamination or potential health hazards.

H. Do not shut down bypassing system between shifts, on holidays or weekends, or during work stoppages without written permission from Owner’s Representative. Notify parties whose service laterals will be out of service, and advise against water usage until main line is back in service. Do not remove bypass without informing Owner’s Representative.

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. California Building Code (CBC)

2. California Electrical Code (CEC)

3. California Fire Code (CFC)

4. California Plumbing Code (CPC)

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Working Drawings Submit per Working Drawing requirements.

Show location of temporary sewer plugs diversion points and bypass discharge lines.

Project Owner BYPASSING OPERATIONS
New River Improvement Project – Calexico 33 01 30 - 3

SUBMITTAL DESCRIPTION
Show expected high water level behind plugs and diversions.

Show capacities of pumps, prime movers and standby
equipment.

Show standby power source.

Show materials proposed for temporary surfacing over bypass pipes.

Show materials proposed for permanent surface replacement over bypass pipe trenches.

Show methods for security and protection of bypass system.

Spill Prevention,
Control, and
Countermeasure Plan
(SPCCP)
Submit listing of precautions to be implemented to prevent spills, including specific responses and control measures to follow during overflow resulting from breakage or blockage and maintenance and inspection schedules to detect potential problems and mitigate potential release resulting from
overflows, bypass pipe ruptures, pipe ruptures, blockages and backups.

Description of
Proposed Equipment
Show suction and discharge pipe diameters, materials and bury depths
Show size and model of pumps including pump curve,
horsepower, speed, voltage and phase or fuel type and fuel consumption as applicable.

Show make, model, horsepower, kW and kVA ratings, speed, voltage, phase, fuel type and fuel consumption of standby generator if used.

Show standby equipment provided on-site in case of
emergency.

Staffing Plan and
Schedule
Submit staffing plan for maintaining equipment for 24-hour continuous reliable operation including weekends and holidays.

Show anticipated times of flow interruption and/or flow diversion Engineering
Calculations
Provide design calculations, including system head curve analysis showing adequacy of system and selected equipment.

Noise Control Plan Refer to Section 01 50 00. Include noise rating for equipment.

Warranty If water levels are raised more than 18” above sewer soffit at points in upstream sewer, provide statement accepting full responsibility and liability for damage to upstream properties due to backflow during bypassing.

B. Refer to Section 01 33 00 / 02 05 00 for definition of requirements for Working Drawings.

Project Owner BYPASSING OPERATIONS
New River Improvement Project – Calexico 33 01 30 - 4

1.7 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for bypassing.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Inflatable Plugs Cherne Industries, Inc. Minneapolis, MN (952) 933-5501 Petersen Products Fredonia, WI (800) 827-5275
Accepted equal
Gravity Bypass
Piping
Cherne Industries, Inc. Minneapolis, MN (952) 933-5501
Petersen Products Fredonia, WI (800) 827-5275
Accepted equal

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install bypass equipment before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Examine areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and proper completion of Work.

C. Bypass pumps shall be self-priming, designed, for raw sewage applications, resistant to ragging and capable of passing a minimum 3” solid sphere. Pumping system shall be equipped with sound attenuation to limit noise to meet local noise ordinances. Back-up pumps providing 100% redundancy shall be on-site and connected at all times.

D. In multi-pump applications, back-up pump shall be equal in capacity under same pumping conditions as largest duty pump. Provide pumps capable of pumping over full range of flows for each set-up.

E. Temporary piping may be placed above ground only if it will be protected and restrained. Place other temporary piping in recessed trench. At street crossings, temporary resurfacing over recessed trenches shall be flush with existing grade.

F. Fully test bypass system (all equipment) prior to commencing bypass operation including:

1. Pressure testing piping at test pressure specified above with potable water prior to introducing treated effluent into line.

2. Inspecting piping for leaks and repair or replace leaking sections and joints.

3. Testing pumping system, including back-up pumps.

Project Owner BYPASSING OPERATIONS
New River Improvement Project – Calexico 33 01 30 - 5
G. Material and equipment identified in spill contingency plan, including control measures in event of spill shall be on-site prior to commencing bypass operation.

3.2 Bypass Pumping Procedures
A. Refer to Section 02 05 00 for basic execution and installation requirements.

B. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable Regional Water Quality Control Standards.

3. Other applicable building, fire, and plumbing code requirements.

C. Refer variances between above documents and Contract Documents to Owner’s Representative.

D. Bypass treated wastewater effluent as follows:

1. Where appropriate, keep rehabilitated Work free from water during rehabilitation. Disposal of water shall not damage property nor create a public nuisance. Maintain pumping equipment and machinery in good working condition on hand for emergencies. Have workmen available for operation of said equipment.

2. During bypass pumping, treated effluent shall not be leaked, dumped or spilled onto areas outside sewer system. When bypass pumping operations are complete, drain piping into sanitary sewer prior to disassembly.

3. If treated effluent accidentally spills into storm drainage system or street, immediately stop overflow, notify Owner and Owner’s Representative, and take necessary action to clean up spillage to Owner’s satisfaction.

4. If treated effluent spills onto public or private property, wash down, clean up to satisfaction of Owner, property owner, Owner’s Representative, and applicable Regional Water Quality Control Boards.

5. Bypass system shall only be operated when weather forecasts indicate no rain is predicted for at least 5 days. Immediately remove pipes and equipment within manholes when rain is predicted within 24 hours.

6. Take necessary precautions, including constant monitoring of bypass pumping to prevent spills due to back-up and/or overflow resulting from breakage or blockage of bypass system. Provide experienced personnel knowledgeable in bypass equipment operation to monitor each bypass when installed and operating. At no time shall bypass system be left unattended during operation by designated personnel. Contractor shall be liable for cleanup, damages, and resultant fines in event of a spill.

7. Protect pumps and piping from damage, vandalism, and/or theft to maximum extent possible and as shown on Plans.

8. After Work is completed, remove temporary bypass system. Return surrounding area, including hardscape and landscape to pre-construction condition.

9. Contractor shall be responsible for labor, materials, equipment, and incidentals associated with temporary controls and diversions required to maintain uninterrupted flow in existing sewer lines and outfall associated with this project.

E. Contractor shall repair, without cost to Owner, damage resulting from Contractor’s negligence, carelessness, mechanical failures, electrical failures, or inadequate or improper installation, maintenance or operation of Contractor’s bypassing and dewatering system.

Project Owner BYPASSING OPERATIONS
New River Improvement Project – Calexico 33 01 30 - 6

3.3 Field Quality Control
A. Field testing shall include:

ITEM
TEST
FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Bypass
System
No
Spills
Comply with NPDES
Permit Requirements
1 inspection Contractor Contractor

END OF SECTION
Project Owner UTILITY IDENTIFICATION
New River Improvement Project – Calexico 33 05 26 - 1
SECTION 33 05 26

UTILITY IDENTIFICATION
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of buried utility identification systems including warning tape, and tracer wires.

B. Refer to Section 01 73 33 for identification procedures for above-ground piping, ducts, and conduit utilities.

C. Refer to Section 26 05 10 for requirements for tagging and identifying electrical circuitry.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 73 33: Mechanical Identification
F. Section 02 05 00: Basic Civil Engineering Requirements G. Section 09 90 00: Painting and Coating
H. Section 26 05 10: Common Work Results for Electrical I. Section 26 05 33: Raceway and Fittings
J. Section 33 11 11: Ductile Iron Pipe
K. Section 33 11 15: Stainless Steel Pipe
L. Section 33 11 21: Brass and Copper Pipe
M. Section 33 11 33: PVC Schedule 40 Plastic Pipe
N. Section 33 42 19: Fiberglass-Reinforced Polymer Mortar (FRPM) Pipe O. Section 33 30 31: PVC Gravity Sewer Pipe

1.3 System Description
A. Furnish and install complete utility identification products including appurtenant structural, mechanical and/or electrical mountings or connections required for compliance with Manufacturer’s installation requirements and compliance with applicable building, fire, electrical, plumbing, and mechanical codes and standards.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. California Fire Code (CFC)

2. California Mechanical Code (CMC)

3. California Plumbing Code (CPC)
Project Owner UTILITY IDENTIFICATION
New River Improvement Project – Calexico 33 05 26 - 2

4. NFPA 70 National Electric Code (NEC)

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Submit per Product Data requirements.

Installation Instructions Submit per Installation Instruction requirements.

Material Samples Submit
Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 02 05 00 for definition of requirements for Product Data, Installation Instructions, and Material Samples.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of utility identification products.

1.8 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for utility identification.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Detectable
Warning
Tape
Calpico, Inc. “Type II” South San Francisco, CA (650) 588-2241 Blackburn Manufacturing Company Paso Robles, CA (805) 226-9100 T Christy Enterprises Anaheim, CA (800) 258-4583
Terra Tape Division Griffolyn Reef
Industries
Houston, TX (800) 231-2417
Accepted equal

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Utility identification products shall identify:

FLUID

WARNING TAPE

MESSAGE (BURIED

UTILITIES)

IDENTIFICATION

TAPE MESSAGE
(BURIED UTILITIES) COLOR
Storm Water (Bypass
Encasement)
CAUTION: STORM DRAIN

BURIED BELOW
CAUTION: STORM
DRAIN
Green with white
letters
Project Owner UTILITY IDENTIFICATION
New River Improvement Project – Calexico 33 05 26 - 3
FLUID

WARNING TAPE

MESSAGE (BURIED

UTILITIES)

IDENTIFICATION

TAPE MESSAGE
(BURIED UTILITIES) COLOR
Wastewater (Pump
Back Force Main)
CAUTION: SEWER BURIED
BELOW
CAUTION: SEWER Green with white
letters
OTHER
Electrical Conduit CAUTION: ELECTRIC LINE

BURIED BELOW
CAUTION:

ELECTRIC
Red with black
letters
Fiber-Optic and
Communication Lines
CAUTION: FIBER OPTIC

CABLE BURIED BELOW
CAUTION:

FIBER OPTIC
Orange with
black letters
C. Provide identification tape and warning tape for buried pipe in the following manner:

PIPE

CONTENTS

IDENTIFICATION/

WARNING/ LOCATING TYPE MATERIALS/METHOD
Treated
Wastewater
Effluent
Pipe Contents
Identification
Identification
Tape
Polyethylene tape 6” wide and at least 4
mils thick
2” high letters reading “CAUTION:

SEWER”
Color = green with white letters
Attached to top of pipe with adhesive
tape
Pipe Warning and
Locating
Warning
Tape
Polyethylene tape 6” wide and at least 4
mils thick
2” high letters reading “CAUTION:

SEWER BURIED BELOW”
Color = green with white letters
Place in pipe trench 18” above pipe
Metallic strip in tape shall be registered
by magnetic field locating device
Locating
Wire
In lieu of installing metallic warning
tape; non-metallic warning tape and 10-
gauge copper wire attached to top of
pipe may be used.

D. Materials for utility identification products shall be:

ITEM MATERIAL SPECIFICATION
Identification Tape Polyethylene
Locator Tape Polyethylene
Warning Tape Polyethylene
Project Owner UTILITY IDENTIFICATION
New River Improvement Project – Calexico 33 05 26 - 4
E. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Identification
Tape
Type Nondetectable
Width 6”
Thickness 4 mils minimum
Imprint Refer to Pipe or Utility Specifications
Location See Plans
Warning
and Locator
Tape
Type Detectable metallic-strip locator tape that can be registered by magnetic field locating device
Width 6”
Thickness 4 mils minimum
Imprint Refer to Pipe or Utility Specifications
Location 12” above pipe or conduit or as Show on Plans
PART 3 - EXECUTION

3.1 Preparation
A. Examine areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and proper completion of Work.

3.2 Installation
A. Refer to Sections 01 73 33 / 02 05 00 for basic execution and installation requirements.

B. Furnish and install utility identification products at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Other applicable fire, plumbing, mechanical and electrical code requirements

3. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Install utility identification products to tolerances recommended by Manufacturer.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Utility
Identification
Products
Installation Visual inspection of
finished installation
1 inspection Owner Owner

END OF SECTION
Project Owner FLANGE INSULATING KITS
New River Improvement Project – Calexico 33 05 32 - 1
SECTION 33 05 32

FLANGE INSULATING KITS AND THREADED INSULATING BUSHINGS PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of flange insulating kits and threaded insulating bushings.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 09 90 00: Painting and Coating
G. Section 22 10 00: Plumbing Piping

1.3 System Description
A. Dissimilar metals, when used in conjunction with each other shall have suitable insulation provided between adjoining surfaces to eliminate direct contact and resultant current.

B. Furnish and install threaded insulating bushings where dissimilar threaded piping materials come into contact.

C. Furnish and install flange insulating kit and insulation at locations where flanges of dissimilar metals mate, including appurtenant structural, mechanical and/or electrical mountings or connections required for compliance with Manufacturer’s installation requirements and compliance with applicable codes and standards.

D. Dissimilar metal pipe connections shall include cases below where insulation is required:

PIPE MATERIAL

CONNECTING
PIPE

MATERIAL
Existing
Steel Pipe
New Steel
Pipe
Cast Iron or
Ductile Iron
Pipe
Stainless
Steel Pipe
Copper,
Brass or
Bronze
Pipe
Existing Steel
Pipe
(NR) Insulation is
required
Insulation is
required
Insulation is
required
Insulation is
required
New Steel
Pipe
Insulation is
required
(NR) Insulation is
required
Insulation is
required
Insulation is
required
Cast Iron or
Ductile Iron
Pipe
Insulation is
required
Insulation is
required
(NR) Insulation is
required
Insulation is
required
Stainless Steel
Pipe
Insulation is
required
Insulation is
required
Insulation is
required
(NR) Insulation is
required
Copper, Brass
or Bronze Pipe
Insulation is
required
Insulation is
required
Insulation is
required
Insulation is
required
(NR)
Notes: (NR)=Not required
Project Owner FLANGE INSULATING KITS
New River Improvement Project – Calexico 33 05 32 - 2
E. Insulating kits or bushings are not required in the following cases:

1. Where shown as not required (NR) in table above.

2. Where connecting pipe material to plastic, fiberglass, clay or concrete pipe.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Submit per Product Data requirements.

Installation Instructions Submit per Installation Instruction requirements.

Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 02 05 00 for definition of requirements for Product Data, and Installation Instructions.

1.6 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of flange insulating kits.

1.7 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for flange insulating kits.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Flange
Insulation
Kit
Products
Calpico, Inc. South San Francisco, CA (800) 998-9115
Corrpro Corrosion / Control Products
Company
Houston, TX (866) 267-7776
Farwest Corrosion Control Downey, CA (888) 532-7937
PSI (Pipeline Seal and Insulator, Inc.) Houston, TX (800) 878-8837 Accepted equal
Insulating
Reducing
Bushings
Corrosion Control Products Company. Gardena, CA (310) 532-9314 Mayco
T Christy Enterprises Inc. Anaheim, CA (714) 507-3300
Accepted equal
Project Owner FLANGE INSULATING KITS
New River Improvement Project – Calexico 33 05 32 - 3

ITEM MANUFACTURER MANUFACTURER LOCATION
Insulating
Gaskets
Calpico, Inc. South San Francisco, CA (800) 998-9115
Johns Manville “No. 71 Dielectric
Sheet Packing”
PSI (Pipeline Seal and Insulator, Inc.)
Linebacker “Type E”
Houston, TX (800) 878-8837
Accepted equal

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Materials for flange insulating kits shall be:

ITEM MATERIAL SPECIFICATION
Flange Bolts and Nuts Type 316 SS
Insulating Gaskets Dielectric
Phenolic
500 V/mil dielectric strength
25 ksi compressive strength
Gasket Seal Element EPDM
Insulating Sleeves Mylar /
Polyethylene
4000 V/mil dielectric strength
<0.8% water absorption
Insulating Washers for Bolts Phenolic 500 V/mil dielectric strength 33 ksi compressive strength
<1.6% water absorption
Steel Washers over Insulating Washers Stainless Steel SAE Type 316 C. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Application Fluid in Pipe Treated Wastewater Effluent
Flange insulating kits, sleeves, and gaskets shall be
compatible with the above fluids
Insulating Gaskets Gaskets Full faced with bolt holes
Thickness ⅛” minimum
Drilling Match adjacent flanges
Flange Isolation Kits (Use
Above-Ground and in Vaults.

Also use for Buried Applications
with Working Pressures >150
psi or Flanges 24” or larger)
Type Single-insulating (1 steel washer + 1
insulating washer + 1 insulating
sleeve per bolt)
Project Owner FLANGE INSULATING KITS
New River Improvement Project – Calexico 33 05 32 - 4

ITEM DESCRIPTION
Flange Isolation Kits Buried
(Use for Working Pressures up
to psi and Flanges up to 24”
nominal)
Type Single-insulating (1 steel washer + 1
insulating washer + 1 insulating
sleeve per bolt)
Insulating Washers for Buried
Bolts
Dimensions ⅛” minimum thickness
ID of washer shall fit over isolating
sleeve
Steel Washers over Insulating
Washers
Thickness ⅛” minimum thickness
Steel and isolating washer shall have
same ID and OD
PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install flange insulating kits before submitting shop drawings or ordering.

B. Clean faces of flange pairs of dirt, rust, laitance, grease or fouling materials which would interfere with a watertight joint and insulating properties of flange kit.

C. Use alignment pins to properly align flange and gasket.

D. Clean threaded female inlets to receive dielectric bushings.

3.2 Installation
A. Refer to Section 02 05 00 for basic execution and installation requirements.

B. Furnish and install flange insulating kits at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable plumbing, mechanical and electrical code requirements

3. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Install flange insulating kits according to Manufacturer’s installation and warranty requirements. Tighten bolts according to Manufacturer’s recommended sequence.

F. Center bolt insulation sleeves within insulation washers so that insulating sleeve is not compressed or cracked.

G. Install flange insulating kits to tolerances recommended by Manufacturer.

Project Owner FLANGE INSULATING KITS
New River Improvement Project – Calexico 33 05 32 - 5

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Flange
Insulating
Kits
Installation &
Leakage
Visual inspection of
finished installation
1 inspection Owner Owner
Insulation Ohmmeter test to
demonstrate insulation
is functional
1 test Contractor Contractor
11-month
Warranty
Inspection
Demonstrate
compliance to Contract
Documents and
Manufacturer’s printed
literature
1 test Owner Contractor

END OF SECTION
Project Owner FLANGE INSULATING KITS
New River Improvement Project – Calexico 33 05 32 - 6

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Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 1
SECTION 33 05 33

GENERAL PIPING REQUIREMENTS AND APPURTENANCES
PART 1 - GENERAL

1.1 Work Included
A. The Contractor shall provide all piping systems indicated, complete and operable, in accordance with the Contract Documents.

B. The mechanical drawings define the general layout, configuration, routing, method of support, pipe size, and pipe type. The mechanical drawings are not pipe construction or fabrication drawings. It is the Contractor’s responsibility to develop the details necessary to construct all mechanical piping systems, to accommodate the specific equipment provided, and to provide and install all spools, spacers, adapters, supports, anchors, and connectors for a complete and functional system.

1.2 Related Work
A. Section 31 23 00: Excavation and Fill
B. Section 31 23 19: Dewatering
C. Section 33 05 38: Hangers and Supports
D. Section 33 11 11: Ductile-Iron Pipe and Fittings

1.3 SUBMITTALS
A. General:

1. Submittals shall be furnished in accordance with Section 01 33 00, Submittal Procedures.

2. Contractor shall incorporate pothole information into the pipe layout drawings, showing the size, depth, and station of each utility potholed.

B. Shop Drawings: Shop drawings shall contain the following information:

1. Layout drawings including all necessary dimensions, stations and inverts, details, pipe joints, fittings, specials, valves, appurtenances, anchors, supports, guides, and material lists.

2. Fabrication drawings shall indicate all spool pieces, spacers, adapters, connectors, fittings, and supports to accommodate the equipment and valves in a complete and functional system.

C. Samples: All expenses incurred in making samples for certification of tests shall be borne by the Contractor at no increase in cost to the Owner.

D. Certifications

1. All necessary certificates, test reports, and affidavits of compliance shall be obtained by the Contractor and shall be submitted to the Engineer.

Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 2

2. Fabricator Statement: A statement from the pipe fabricator certifying that all pipes will be fabricated subject to a recognized quality control program. An outline of the program shall be submitted to the Engineer for review prior to the fabrication of any pipe.

PART 2 - PRODUCTS

2.1 GENERAL
A. All products in contact with potable water shall be certified to NSF-61 and, where applicable, NSF-372 standards, per California Health and Safety Code Section 116875 (California AB-1953), unless otherwise exempt.

B. Extent of Work: All pipes, fittings, and appurtenances shall be provided in accordance with the requirements of the applicable sections of Division 15 and as indicated.

C. Pipe Supports: All pipes shall be adequately supported, restrained, and anchored in accordance with the requirements of Section 33 05 38, and as indicated herein and on the Plans.

D. Pressure Rating: All piping systems shall be designed for the maximum expected test pressure.

E. Inspection: All pipe shall be subject to inspection at the place of manufacture.

During the manufacture of the pipe, the Engineer shall be given access to all areas where manufacturing is in progress and shall be permitted to make all inspections necessary to confirm compliance with requirements.

F. Tests: Except where otherwise indicated, all materials used in the manufacture of the pipe shall be tested in accordance with the applicable specifications and standards. The Contractor shall perform all tests at no additional cost to the Owner.

G. Welding Requirements: All welding procedures used to fabricate pipe shall be prequalified under the provisions of ANSI/AWS D1.1 - Structural Welding Code.

Welding procedures shall be required for longitudinal and girth or spiral welds for pipe cylinders, spigot, and bell ring attachments, reinforcing plates and ring flange welds, and plates for lug connections.

2.2 PIPE FLANGES
A. For Steel Pipe: Where the design pressure is 150 psi or less, flanges shall conform to ANSI/AWWA C207 - Steel Pipe Flanges for Waterworks Service—Sizes 4 inch through 144inch, Class D.

Where the design pressure is greater than 150 psi up to a maximum of 275 psi, flanges shall conform to ANSI/AWWA C207 Class E.

AWWA flanges shall not be exposed to test pressures greater than 125 percent of rated capacity. For higher test pressures, the next higher rated AWWA flange shall be selected.

Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 3
B. For Ductile Iron Pipe: Where the design pressure is 250 psi or less, use flat faced ductile iron flanges conforming to AWWA C115.

C. For Copper Pipe: Connect to flanged valves and fittings with bronze flanges conforming to ANSI B16.24, Class 125, or Class 150, to match the connecting flange. Use solder end companion flanges.

D. Blind Flanges: Blind flanges shall be of the same material as the mating flange. All blind flanges for pipe sizes 12 inches and larger shall be provided with lifting eyes in form of welded or screwed eye bolts.

E. Flange Coating: All machined faces of metal blind flanges and pipe flanges shall be coated with a temporary rust-inhibitive coating to protect the metal until the installation is completed.

F. Insulating Flanges: Insulated flanges shall have bolt holes 1/4-inch diameter greater than the bolt diameter.

G. Flange Insulation Kits: Flange insulation kits suitable for the design pressure of the pipeline shall be provided where shown on the drawings and shall be NSF/ANSI-61 certified. Materials for flange isolation kits on pipes containing water up to 280°F shall consist of the following components:

1. Isolating and Sealing Gasket
One full-faced isolating and sealing gasket, Type "E", 1/8" thick, G-10 epoxy glass retainer containing a precision tapered groove to accommodate the controlled compression of an EPDM quad-ring sealing gasket. Sealing gasket placement shall accommodate either flat, raised or RTJ face flanges. The G-10 retainer shall have 550 volts/mil dielectric strength and a minimum 50,000 psi compressive strength. The full faced flange isolating gasket shall be 1/8" less in I.D. than the I.D. of the flange in which it is installed. Gasket shall be GPT LineBacker sealing gasket as manufactured by GPT, an EnPro Industries Company.

2. Full Length Bolt Isolating Sleeves and Washers
One full length G-10 epoxy glass sleeve (extending halfway into both stainless steel washers) for each flange bolt. The sleeve shall be a 1/32-inch-thick tube with 400 volts/mil dielectric strength and water absorption of 0.1% or less.

Two, 1/8 inch thick, G-10 epoxy glass isolating washers for each bolt. Their compressive strength shall be 50,000 psi, dielectric strength 500 volts/mil and water absorption 0.1% or less.

Two, 1/8-inch thick Type 316 Stainless Steel washers for each bolt. The I.D. of all washers shall fit over the isolating sleeve and the stainless steel and isolating washers shall have the same I.D. and O.D.

3. Manufacturer
Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 4
Flange isolating kits shall be manufactured at a facility that has a registered ISO 9001:2000 Quality Management System. Submittals shall include copy of valid registration. Kits shall be manufactured by Pipeline Seal and Insulator, Inc.

H. Flange Adapter Couplings: Restrained flange adapters shall be suitable for use with steel, ductile iron, and PVC pipe. Flanged adapters shall be made of ductile iron conforming to ASTM A536, have flange bolt circles that are compatible with AWWA C110, and be coated with fusion bonded epoxy. Restraint for flange adapter shall consist of a plurality of individual actuated gripping wedges to maximize restraint capability. Torque limiting actuating screws shall be used to insure proper initial set of gripping wedges. Flange adapter gaskets shall be EPDM rubber. The flange adapters shall be capable of deflection during assembly or permit lengths of pipe to be field cut to allow a minimum 0.6 inch gap between the end of the pipe and the mating flange without affecting the integrity of the seal. Pressure ratings shall be equal to the pressure rating of the pipe. The flange adapter shall be the Series 2100 Megaflange Restrained Flange Adapter as produced by EBAA Iron, Inc. or approved equal.

I. Flange Gaskets: All gaskets shall have a thickness of 1/8-inch. For full-face gaskets, the gasket bolt hole pattern shall match the flange drilling pattern. The use of jointing compounds, release agents, lubricants, grease, or adhesives on either the gasket or flange faces is not allowed unless specifically recommended by the manufacturer.

Manufacturer shall provide bolt torques required for each pipe diameter and working pressure. Gaskets shall meet the following requirements:

1. Working Pressure ≤ 150 psi
Gasket shall be full face, NSF-61 certified EPDM, and shall be in accordance with ANSI/AWWA C111/A21.11. Flanged gaskets shall have a rated working pressure of at least 150 psi and a rated maximum pressure of at least 200 psi and shall have at least three (3) bulb type rings molded into both faces of the gasket to reduce bolting torque. Flanged gaskets shall be U.S. Pipe Full-Face Flange-Tyte Gasket or approved equal.

2. Working Pressure > 150 psi up to 250 psi
Gasket shall be full-face type, NSF-61 certified, compressed non-asbestos synthetic fibers with an elastomeric binder, with a rated working pressure of at least 250 psi and a rated maximum pressure of at least 300 psi. Gasket shall be Garlock Multi-Swell Style 3760-U or approved equal.

2.3 Bolts and Nuts for Ductile Iron or Steel Flanges and couplings A. Bolts and nuts for flanges and couplings shall be Type 316 stainless steel conforming to Heavy Hex Head ASTM A 193 (Grade B8M) for bolts, and Heavy Hex Head ASTM A 194 (Grade 8M) for nuts. Nuts shall be coated using a three-layer system consisting of a metallic base coat, an adhesion coat, and a heat cured fluoropolymer compound containing PTFE or TEFLON® as topcoat. Coating shall be FluoroKote#1 by Metal Coatings Corp., Tripac 2000 Blue Coating System by Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 5
Tripac Fasteners, Xylan 1424 Aqueous coating system by Whitford, or approved equal.

B. Washers shall be provided for each nut and shall be the same material and coating as the nut. Bolts shall extend through the nuts a minimum of 1/4-inch.

2.4 Bolts and Nuts for Flanges on Copper Tubing
A. When both above ground adjoining flanges are bronze, use bronze bolts and nuts.

Bolts shall conform to ASTM F 468, Grace C65100 or C63000. Nuts shall conform to ASTM F 467, Grade C65100 or C63000.

B. When only one of the aboveground adjoining flanges is bronze, use Type 316 stainless-steel bolts and nuts conforming to ASTM A 193 (Grade B8M) for bolts and ASTM A 194 (Grade 8M) for nuts.

C. Connect to buried ferrous flanges with flange insulation kits. Bolts used in flange insulation kits shall conform to ASTM B 193, Grade B7. Nuts shall comply with ASTM A 194, Grade 2H. If the adjoining buried flange is bronze, use bronze bolts and nuts as described above, without a flange insulation kit.

D. Provide washers for each nut. Washers shall be of the same material as the nuts.

2.5 Lubrication for Stainless Steel Nuts and Bolts
A. Apply a liberal coat of a white food grade anti-seizing compound containing PTFE or Teflon to the threads of all stainless steel nuts and bolts, and to the face of all washers. The compound shall have operating range covering -20ºF to 440ºF, be NSF approved (or meet USDA-H1 and FDA requirements for incidental food contact), suitable for use on stainless steel, with a coefficient of friction no greater than K=0.13. Compound shall be White-Knight as manufactured by Jet-Lube or approved equal.

2.6 DIELECTRIC NIPPLES
A. Dielectric nipples shall create a dielectric waterway to inhibit galvanic corrosion between two dissimilar metals. Dielectric nipples shall be Schedule 40 carbon steel with plastic lining confirming to the requirements of ASTM A53 and ASTM F1545, and shall be coated in accordance with Section 09900. Dielectric nipples shall be Victaulic Dielectric Waterway or approved equal.

2.7 THREADED INSULATING CONNECTIONS
A. General: Threaded insulating bushings, unions, or couplings, as appropriate, shall be used for joining threaded pipes of dissimilar metals and for piping systems where corrosion control and cathodic protection are involved.

B. Materials: Threaded insulating connections shall be of nylon, Teflon, polycarbonate, polyethylene, or other non-conductive materials, and shall have ratings and properties to suit the service and loading conditions.

C. Couplings shall be Lochinvar V-line or equal.

Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 6

2.8 GROOVED OR SHOULDERED PIPE Couplings
A. NOT USED.

2.9 Arched band type couplings (BOLTED SPLIT SLEEVE)
A. Arched band type couplings shall be of the shoulder type design, provide pipe restraint for the full pipe pressure rating, be fabricated from carbon steel, and be provided with Type 316 stainless steel hardware and EPDM gaskets. The coupling shall be coated with 16 mils of NSF-61 approved fusion bonded epoxy coating suitable for interior and exterior pipe coating applications. Coating shall be Skotchkote 206N, or equal. The mounting pipe shall be plain end with external restraint rings shop welded to the piping ends for fixed type couplings. The couplings shall be Victaulic Bolted Split-Sleeve Style 233 (Formerly Depend-O-Lok FxF Type 2), as manufactured by Victaulic, or approved equal.

2.10 SLEEVE-TYPE COUPLINGS
A. Construction: Sleeve-type couplings shall be provided where indicated, in accordance with ANSI/AWWA C219 - Standard for Bolted Sleeve-Type Couplings for Plain-End Pipe and shall be of steel with Type 316 stainless steel bolts, without pipe stop, and shall be of sizes to fit the pipe and fittings indicated. The middle ring shall be not less than 1/4 inch in thickness and shall be either 5- or 7-inches long for sizes up to and including 30 inches and 10-inches long for sizes greater than 30 inches, for standard steel couplings, and 16-inches long for long-sleeve couplings. The followers shall be single-piece contoured mill sections welded and cold-expanded as required for the middle rings, and of sufficient strength to accommodate the number of bolts necessary to obtain adequate gasket pressures without excessive rolling.

The shape of the follower shall be of such design as to provide positive confinement of the gasket. Buried sleeve-type couplings shall be epoxy-coated at the factory.

B. Pipe Preparation: The ends of the pipe where indicated, shall be prepared for flexible steel couplings. Plain ends for use with couplings shall be smooth and round for a distance of 12 inches from the ends of the pie, with outside diameter not more than 1/64-inch smaller than the nominal outside diameter of the pipe. The middle ring shall be tested by cold-expanding a minimum of 1 percent beyond the yield point, to proof-test the weld to the strength of the parent metal. The weld of the middle ring shall be subjected to air test for porosity.

C. Gaskets: Gaskets for sleeve-type couplings shall be rubber-compound material that will not deteriorate from age or exposure to air under normal storage or use conditions. Gaskets for wastewater and sewerage applications shall be Buna-N, Grade 60, or equivalent suitable elastomer. The rubber in the gasket shall meet the following specifications.

Property Specification
Color Jet black
Surface Non blooming
Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 7
Durometer Hardness 74+5
Tensile Strength 1000 psi minimum
Elongation 175 percent minimum
The gaskets shall be immune to attack by impurities normally found in water or wastewater. All gaskets shall meet the requirements of ASTM D 2000 - Classification System for Rubber Products in Automotive Applications, AA709Z, meeting Suffix B13 Grade 3, except as noted above. All gaskets shall be compatible with the piping service and fluid utilized.

D. Insulating Couplings: Where insulating couplings are required, both ends of the coupling shall have a wedge-shaped gasket that assembles over a rubber sleeve of an insulating compound in order to obtain insulation of all coupling metal parts from the pipe.

E. Restrained Joints: All sleeve-type couplings on pressure lines shall be harnessed or supplied with locking pins for restraint. Harnesses shall be in accordance with the appropriate reference standard, or as indicated.

F. Manufacturers, or approved equal, shall be:

1. EBAA Mega-Coupling Series 3800

2. Romac Style 400

3. Dresser, Style 38;

4. Smith-Blair, Style 411.

2.11 Dismantling Joints
A. The dismantling joints shall be self-contained flanged restrained joint fittings, consisting of flanged a spool piece, flange adapter, gasket, and sufficient tie rods to withstand the imposed thrust. The dismantling joints shall allow for a minimum of ±1 inch of longitudinal adjustment, be designed so that no part of the restraint system extends outside the flange diameter and have an internal bore that matches that of the pipe system.

B. Flanges shall conform to AWWA C207. Gaskets shall be suitable for potable water service in accordance with ASTM D 2000. Tie rods, bolts, and nuts shall be Type 316 stainless steel. The dismantling joint shall be coated inside and out with fusion bonded epoxy.

C. The dismantling joint shall be Viking Johnson Dismantling Joint, Romac Style DJ400, Smith-Blair Model 975, or approved equal.

PART 3 - EXECUTION

3.1 GENERAL
A. All pipes, fittings, and appurtenances shall be installed in accordance with the requirements of AWWA and the applicable sections herein.

Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 8
B. Lined Piping Systems: The lining manufacturer shall take full responsibility for the complete, final product and its application. All pipe ends and joints of lined pipes at screwed flanges shall be epoxy-coated to assure continuous protection.

C. Where core drilling is required for pipes passing through existing concrete, core drilling locations shall be determined by radiograph of concrete construction to avoid damage to embedded raceways and rebar.

D. Pipe for use with flexible couplings shall have plain ends as specified in the respective pipe sections.

E. Prior to assembly of split couplings, the grooves as well as other parts shall be thoroughly cleaned. The ends of the pipes and outside of the gaskets shall be moderately coated with petroleum jelly, cup grease, soft soap or graphite paste, and the gasket shall be slipped over one pipe end. After the other pipe has been brought to the correct position, the gasket shall be centered properly over the pipe ends with the lips against the pipes. The housing sections then shall be placed. After the bolts have been inserted, the nuts shall be tightened until the housing sections are firmly in contact, metal-to-metal, without excessive bolt tension.

1. Grooved joints shall be installed in accordance with the manufacturer’s published installation instructions.

2. Gaskets shall be molded and produced by the coupling manufacturer and shall be suitable for the intended service.

3. The coupling manufacturer’s factor trained representative shall provide on-site training for the contractor’s field personnel in the use of grooving tools and installation of grooved joint products. The representative shall periodically visit the project site to ensure best practices in grooved installation are being followed (a distributor’s representative is not considered qualified to conduct the training or field visits).

F. Prior to the installation of sleeve type couplings, the pipe ends shall be cleaned thoroughly for a distance of 8 inches. Soapy water may be used as a gasket lubricant. A follower and gasket, in that order, shall be slipped over each pipe to a distance of about 6 inches from the end, and the middle ring shall be placed on the already laid pipe end until it is properly centered over the joint. The other pipe end shall be inserted into the middle ring and brought to proper position in relation to the pipe already laid.

The gaskets and followers shall then be pressed evenly and firmly into the middle ring flares. After the bolts have been inserted and all nuts have been made up finger tight, diametrically opposite nuts shall be progressively and uniformly tightened all around the joint, preferably by use of a torque wrench of the appropriate size and torque for the bolts.

Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 9

3.2 MATERIAL DELIVERY, STORAGE, AND PROTECTION
A. Delivery: All piping materials, fittings, valves, and accessories shall be delivered in a clean and undamaged condition. All defective or damaged materials shall be replaced with new materials.

B. Onsite Storage Limitation: Onsite storage shall be limited to working areas unless exception is approved by the Owner.

C. Care of Pipe: Care shall be taken to avoid cracking of the cement mortar coating and/or lining on steel pipe. Plastic sheet caps shall be used to close pipe ends and keep coating and linings moist.

D. Stored pipe shall at all times be supported on sawdust bags, sandbags, or other suitable support. Bags shall be of sufficient size to prevent contact of the pipe coating with the ground or any other obstruction. Rolling the pipe on the ground will not be permitted.

3.3 HANDLING OF PIPE AND FITTINGS
A. Pipe shall be transported from the plant to the job site on padded bunks with nylon tie-down straps or padded banding to adequately protect the pipe and coating.

B. Each section of pipe 20 inches in diameter and larger, including bends and special fittings, shall be protected from undue deformation during handling, transportation, and installation by proper internal bracing. The bracing shall be placed near each end of the pipe and at suitable intervals between the end bracings, as required to prevent the pipe from exceeding 1.0 percent deformation measured on the pipe diameter. Such 1.0 percent deformation shall be a total combination of pipe deflection and the pipe manufacturer’s tolerances, in accordance with AWWA C200, AWWA C205, AWWA C151, and AWWA C110, as applicable.

C. Bracing shall have a minimum of six points of bearing on the pipe and shall be fitted to the curvature of the interior pipe surface and shall be wedged against the mortar lining in a manner that will secure the bracing during handling, installation and backfilling and shall also prevent damage of the interior lining. All internal bracing shall remain in place until the pipe has been installed and backfilled, or until its removal is otherwise authorized by the Owner.

D. Pipe shall be handled, stored, and shipped in a manner that will prevent damage to the coating and lining. Pipe shall be handled with wide belt slings or rubber padded forklifts. Chains, cables, or other equipment likely to cause damage to the pipe or coating shall not be used.

E. No metal tools or heavy objects shall be permitted to come into contact unnecessarily with the finished coatings and linings. Workmen will be permitted to walk upon the coating only when necessary, in which case they shall wear shoes with rubber or composition soles and heels. All pipe and fittings, specials and couplings shall be examined before laying and no piece shall be installed that is found to be defective. Any damage to the coatings and linings shall be repaired as acceptable to the Owner.

Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 10
F. If any defective pipe is discovered after it has been laid, it shall be removed and replaced with a sound pipe in a satisfactory manner by the Contractor, at his own expense.

G. Fittings shall be lowered into trench by means of rope, cable, chain, or other acceptable means without damage to the fittings. Cable, rope, or other devices used for lowering fitting into trench shall be attached around exterior of fitting for handling.

Under no circumstances shall the cable, rope or other device be attached through the fittings interior for handling. Fittings shall be carefully connected to pipe or other facility, and joints shall be checked to ensure a sound and proper joint.

3.4 PLACEMENT OF PIPE IN TRENCH
A. General: Dewatering, excavation, shoring, sheeting, bracing, backfilling material placement, material compaction, compaction testing, and pipe laying requirements and limitations shall be in accordance with Special Provisions and Section 02310, Trenching, Backfilling and Compacting.

B. Sanitation of Pipe Interior: During laying operations, tools, clothing, or other materials shall not be placed in or allowed in the pipe.

C. Prevention of Entry into Pipe: When pipe laying is not in progress, including lunchhour, the ends of the pipe shall be closed using vermin-proof plugs constructed in a manner to also prevent entry by children.

D. Laying Pipe on Grades over 10 Percent: Pipes shall be laid in an upgradient direction whenever the grade exceeds 10 percent.

E. Depressions at Joints and Pipe Sling Points: Depressions shall be dug into pipe base material to accommodate the pipe bell and external joint filler form, and to permit removal of the pipe handling slings.

F. Placement of Pipe on Pipe Base: Pipe shall be lowered onto the bedding and installed to line and grade its full length on firm bearing except at the bell and at sling depressions. Unless specified otherwise, the tolerance on grade shall be 1/4 inch; the tolerance on line shall be 1 inch. Grade shall be measured along the pipe invert.

G. Pipe Installation: Pipe shall be installed without springing, forcing, or stressing the pipe or any adjacent connecting valves or equipment. Precaution shall be taken to prevent pipe from being displaced by water entering trench. Damaged or displaced pipe shall be replaced or returned to specified condition and grade.

H. Pipe Deflection: The deflection at any flexible joint shall not exceed that prescribed by the manufacturer of the pipe. The manufacturer's printed installation guide outlining the radius of curvature that can be negotiated with pipe sections of various lengths shall be followed.

I. Equipment for Installation of Pipe: Proper implements, tools, and facilities as recommended by the pipe manufacturer's standard printed installation instructions shall be provided and used by the Contractor for safe and efficient execution of the work. All pipe, fittings, valves, and accessories shall be carefully lowered into the trench using suitable equipment in such a manner as to prevent damage to pipe and Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 11
fittings. Under no circumstances shall pipe or accessories be dropped or dumped into the trench.

J. Cutting and Machining Pipe: Cutting and machining of the pipe shall be accomplished in accordance with the pipe manufacturer's standard procedures for this operation. Pipe shall not be cut with a cold chisel, standard iron pipe cutter, or any other method that may fracture the pipe or produce ragged, uneven edges.

3.5 COMPLETING OF INTERIOR JOINTS FOR Cement MORTAR LINED PIPES A. NOT USED.

3.6 COMPLETION OF EXTERIOR PIPE JOINT FOR CEMENT MORTAR COATED PIPE A. NOT USED.

3.7 PIPELINE CLOSURE ASSEMBLIES
A. General: Pipeline closure assemblies shall be employed to unite sections of pipeline laid from opposite directions; to adjust the field length of the pipeline to meet structures, other pipelines, and points established by design stations; and to close areas left open to accommodate temporary test bulkheads for hydrostatic testing.

Either follower ring design or butt strap design shall be used. Follower ring closures shall be installed as recommended by the pipe manufacturer.

B. NOT USED.

C. NOT USED.

D. NOT USED.

3.8 FLANGED CONNECTIONS
A. Bolthole Alignment: Pipe shall be set with flange boltholes straddling the pipe horizontal and vertical centerlines.

B. Nuts and Bolts: Nuts and bolts shall be lubricated graphite prior to installation.

C. Flange Wrapping: Flanges that connect with buried valves or other equipment shall be wrapped with sheet polyethylene film as specified for the valves and equipment.

The wrap shall be extended over the flanges and bolts and secured around the adjacent pipe circumference with tape.

D. Coating: Flanges and stainless-steel bolts shall be completely coated as specified in Section 09 90 0.

3.9 BLOW-OFF ASSEMBLIES
A. General: In-line type or end-of-line type blow-off assemblies shall be installed in accordance with the Drawings at the locations noted.

B. Location: The assembly shall be installed in a level section of pipe. The tap for blow-off in the line shall be no closer than 12 inches to a valve, coupling, joint, or fitting unless it is at the end of the main.

Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 12

3.10 INSTALLING MECHANICAL CLAMP-TYPE Couplings
A. Install grooved or shouldered end pipe and fittings in accordance with the coupling or adapter manufacturer's recommendations and the following:

B. Clean loose scale, rust, oil, grease, and dirt from the pipe or fitting groove or shoulder before installing coupling or adapter. Apply the coupling manufacturer's gasket lubricant to the gasket exterior including lips, pipe ends, and housing interiors.

C. Fasten coupling alternately and evenly until coupling segments are seated. Use torques as recommended by the coupling manufacturer.

3.11 Warning Tape
A. Warning tape shall be 6-inch wide detectable tape, with a minimum 5.0 mil overall thickness. Tape shall be manufactured using a 0.8 mil clear virgin polypropylene film, reverse printed and laminated to a 0.35 mil solid aluminum foil core, and then laminated to a 3.75 mil clear virgin polyethylene film. Tape shall meet the APWA Uniform Color Code for identification of buried utilities. Tape legends shall be standard stock (non-custom) where possible. Warning tape shall be installed at the top of the pipe zone over the entire pipe length of all buried pipes.

1. Tape for potable water pipelines shall be blue with black lettering, with the following legend: “CAUTION WATER LINE BURIED BELOW.”

2. Tape for reclaimed water pipelines shall be purple with black lettering, with the following legend: “CAUTION RECLAIMED WATER LINE BURIED BELOW.”

3. Tape for River pipelines and sewer pipelines shall be green with black lettering, with the following legend: “CAUTION SEWER LINE BURIED BELOW”, and “CAUTION RIVER PIPELINE BURIED BELOW”, respectively.

3.12 REQUIRED CATHODIC PROTECTION TESTING AND RECORD KEEPING A. The Contractor shall furnish all necessary equipment, material and qualified personnel required to perform all tests described herein.

1. Continuity Tests: The Contractor shall notify the Owner’s Representative when continuity bonding has been completed and all test boxes have been completed.

A registered corrosion engineer retained by the Contractor shall test and measure the electrical continuity of metallic pipelines. The pipeline shall be considered electrically continuous when the measured longitudinal resistance of the pipeline between each pair of adjacent test stations is no greater than 20 percent higher than the theoretical resistance of that section of pipeline.

If tests indicate that adequate electrical continuity has not been achieved the Contractor, at its own expense, shall excavate to investigate and locate improperly bonded joints and shall make repairs until electrical continuity is achieved to the satisfaction of the Owner.

2. Test Stations: The Contractor shall notify the Owner’s representative when insulator test box wires are ready for testing. The wires shall remain Project Owner GENERAL PIPING REQUIREMENTS AND APPURTENANCES New River Improvement Project - Calexico 33 05 33 - 13
disconnected to facilitate testing. A registered corrosion engineer retained by the Contractor shall conduct the tests to certify that none of the wires were damaged or broken during the installation. If tests indicate damage, the entire wire shall be replaced and retested at the Contractor’s expense.

Records shall be made of all test stations and shall be submitted to the Owner.

3. Insulation Joints: The Contractor shall test each insulated joint with the insulator tester in accordance with the manufacturer’s written instructions. All damaged or defective insulation parts shall be replaced and retested.

Records shall be kept of all insulated joint tests and shall be submitted to the Owner.

4. Acceptance: The Contractor shall submit a certified report by the corrosion engineer stating that the facilities are performing satisfactorily. All tests made must be reviewed and approved by the Owner before the work is accepted. The Owner reserves the right to spot check any or all tests performed by the Contractor. All construction defects must be repaired and retested before final acceptance is made. All unacceptable tests must be re-performed by the Contractor at no additional cost to the Owner. Contractor shall connect all lead wires after testing is completed.

3.13 Cleanup
A. After completion of the work, all remaining pipe cuttings, joining and wrapping materials, and other scattered debris shall be removed from the site. The entire piping system shall be handed over in a clean and functional condition.

END OF SECTION
Project Owner WALL PIPES, SEEP RINGS AND PENETRATIONS
New River Improvement Project – Calexico 33 05 37 - 1
SECTION 33 05 37

WALL PIPES, SEEP RINGS AND PENETRATIONS
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of steel and cast iron wall pipes, sleeves, wall collars, seepage rings and penetrations.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 02 05 00: Basic Civil Engineering Requirements F. Section 03 30 00: Cast-in-Place Concrete
G. Section 09 90 00: Painting and Coating

1.3 System Description
A. Furnish and install pipe penetration sleeves, wall pipes, seep rings and rubber hydrostatic annular sealing devices for pipe and conduit penetrations including appurtenant structural, and/or mechanical mountings required for compliance with Manufacturer’s installation requirements and compliance with applicable codes and standards.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

B. Factory testing shall include:

ITEM
TEST
FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Fabricated
Steel Wall
Sleeve or
Penetration
and Collar
Assembly
Pressure
Test
Demonstrate watertight seal between
collar and sleeve.

Test at 20 psig for 4
hours.

One each
size
fabricated
wall sleeve
Contractor Contractor

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. API 5L Line Pipe

2. API 5LX

3. ASME/ANSI B31.3 Process Piping

4. ASME/ANSI B36.10 Carbon, Alloy and Stainless Steel Pipes

5. ASTM A53 Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless Project Owner WALL PIPES, SEEP RINGS AND PENETRATIONS
New River Improvement Project – Calexico 33 05 37 - 2

6. ASTM A105 Forgings, Carbon Steel for Piping Components

7. ASTM A135 Electric-Resistance-Welded Steel Pipe

8. ASTM A139 Electric-Fusion (Arc)-Welded Steel Pipe (NPS 4 and Over)

9. ASTM A181 Forgings, Carbon Steel for General-Purpose Piping

10. ASTM A182 Forged or Rolled Alloy-Steel Pipe Flanges, Forged Fittings and Valves and Parts for High-Temperature Service

11. ASTM F593 Stainless Steel Bolts, Hex Cap Screws, and Studs

12. AWS B3.0 Welding Procedure and Performance Qualification

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Shop Drawings Submit per structural Shop Drawing requirements.

Show dimensions and wall thickness.

Show proposed coatings including material and thickness.

Where flanged-end wall penetrations are used, show flange size and appropriate ANSI or AWWA flange dimensional standard.

Product Data Submit per Product Data requirements.

Installation
Instructions
Submit per Installation Instruction requirements for rubber annular hydrostatic sealing devices.

Foundry or Test
Record
Transcripts
Submit results of leakage test for cast-iron sleeves having shrink-fit steel collars or collar halves bottomed in groove and steel sleeves having welded steel collars per Foundry or Test Record Transcript requirements.

Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 02 05 00 for definition of requirements for Shop Drawings, Product Data, and Installation Instructions, and Foundry or Test Record Transcripts.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of wall pipes, seep rings and penetrations.

1.8 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for wall pipes, seep rings, and penetrations.

Project Owner WALL PIPES, SEEP RINGS AND PENETRATIONS
New River Improvement Project – Calexico 33 05 37 - 3
PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers for rubber annular hydrostatic sealing devices include:

ITEM MANUFACTURER MANUFACTURER LOCATION
EPDM
Rubber
Annular
Hydrostatic
Sealing
Devices
Calpico, Inc. “Pipe Linx” South San Francisco, CA (800) 998-9115 CCI Pipeline Systems “Wrap-it
Link” (Type WL-SS)
Breaux Bridge, LA (800) 867-2772
Tustin, CA (714) 832-1090
Flexicraft Industries Chicago, IL (800) 533-1024
Pipeline Seal and Insulator, Inc.
(PSI) “Link Seal” (Type S-316)
Houston, TX (713) 747-6948
Accepted equal
B. Acceptable Manufacturers for foam filler include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Polyethylene
Foam Filler
for Pipe
Penetrations
Sealed Air Corporation “Ethafoam” Elmwood Park, NJ (201) 791-7600 Hercules Inc Plastic Products
Group Industrial Systems
Department “Minicell”
Middletown, DE (302) 378-3100
W R Meadows Sealtight “Deck-OFoam” Expansion Joint Filler Hampshire, IL (847) 214-2100 Accepted equal
Closed-Cell
Sponge
Rubber
Foam Filler
for Pipe
Penetrations
American National Rubber
“Rubberlite”
Ceredo, WV (304) 453-5012
Armacell “Armaflex” Chapel Hill, NC (800) 866-5638
Armacell “Ensolite” Chapel Hill, NC (800) 866-5638
Cypress Sponge “Rubberite” Santa Ana, CA (714) 546-6464 Monmouth Rubber and Plastics
Corp. “Durofoam”
Long Branch, NJ (888) 362-6888
RBX Industries “Rubatex InsulTube 180” Roanoke, VA (540) 561-6000 Accepted equal

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Materials for wall pipes, seep rings, and penetrations shall be:

Project Owner WALL PIPES, SEEP RINGS AND PENETRATIONS
New River Improvement Project – Calexico 33 05 37 - 4

ITEM MATERIAL SPECIFICATION
Fabricated Steel Wall
Sleeves Connecting to
Steel Pipe
Steel Pipe Material and thickness to match connecting
pipe.

Provide ends as shown for connection to
adjacent steel pipe
Wall Collar on Steel
Wall Sleeve
Steel Conform to ASTM A105, A181 or A182
Polyethylene Foam
Filler for Pipe
Penetrations
Extruded
Closed-Cell
Polyethylene
Foam Rod
or Disc
Rod or disc shall be ½” larger in diameter than
annular space.

Painting and Coating of
Steel Wall Sleeve
Epoxy Refer to Section 09 90 00.

C. Materials for rubber annular hydrostatic sealing devices shall be:

ITEM MATERIAL SPECIFICATION
Pressure Plate Carbon Steel or Glass Reinforced
Plastic Composite
Bolts and Nuts
for Links
Stainless Steel Conform to ASTM F593
SAE Type 316
Rod shall be ½” larger in
diameter than annular space.

Sealing Element EPDM Synthetic Rubber (EthylenePropylene Diene Monomer) Black Painting and
Coating
Refer to Section 09 90 00.

D. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Fabricated
Steel Wall
Sleeves
Location Provide for penetrations of new concrete walls, footings, floors or roofs including those containing
rubber annular hydrostatic sealing devices through
which piping passes
Size Consult with rubber annular seal Manufacturer
Rubber
Annular
Hydrostatic
Sealing
Devices
Design Modular mechanical type, using interlocking synthetic rubber links shaped to continuously fill annular space
between pipe sleeve and passing pipe. Assembled links
shall form continuous rubber belt around pipe, with
pressure plate under each bolt head and nut.

Minimum
Seating Width
3”
Project Owner WALL PIPES, SEEP RINGS AND PENETRATIONS
New River Improvement Project – Calexico 33 05 37 - 5

ITEM DESCRIPTION
Seepage
Ring or Wall
Flange
Wall Collar Provide on wall pipes and sleeves penetrating walls which are to be watertight.

Cut welded wall collars from steel ring of size shown.

Seepage
Ring or Wall
Flange
Welding Weld collar to steel wall pipe or sleeve with full circle fillet welds. Weld per ANSI B31.3, Chapter V.

Pipe Wrap for
Footing
Penetrations
and Pipe
Supports
Insulation Wrap
Thickness
⅜-1”pipe – Use 1”-thick insulation
1¼”-4” pipe – Use 1½” thick insulation
6” pipe and larger – Use 2” insulation
PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install wall pipes, seep rings and penetrations before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

3.2 Installation
A. Refer to Section 02 05 00 for basic execution and installation requirements.

B. Furnish and install wall pipes, seep rings and penetrations at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable building, fire, plumbing, mechanical and electrical code requirements

3. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to Owner’s Representative.

E. Wall pipes, seep rings and penetrations shall be furnished and installed by Contractor at location shown on Plans and Submittals.

F. Install wall pipes, seep rings and penetrations to tolerances recommended by Manufacturer.

Unless otherwise shown, install wall pipes, seep rings and penetrations true and level using precision gauges and levels.

G. Provide wall pipe or floor pipe and seals at the following locations:

1. Where explicitly shown on Plans.

2. Where pipes penetrate concrete walls or slabs below ground or finish floor.

3. Where pipes penetrate concrete walls or slabs containing water on one or both sides.

4. Provide floor sleeve wherever plastic pipe, steel or stainless steel pipe 3” and smaller or copper tubing passes through floor or slab. Provide rubber annular sealing device in annular space between sleeve and passing pipe or tubing.

5. Provide wall sleeves wherever plastic pipe, steel or stainless-steel pipe 3” and smaller, or copper tubing passes through a wall. Provide one rubber annular seal when wall is 8” thick or less. Provide 2 rubber annular seals (one at each end of sleeve) when wall thickness Project Owner WALL PIPES, SEEP RINGS AND PENETRATIONS
New River Improvement Project – Calexico 33 05 37 - 6
exceeds 8”. Pack annular space with polyethylene foam filler and fill ends of penetration with 2” of elastomeric sealant on both sides of structure.

6. Where sleeves are installed in which water or soil is on one or both sides of channel or wall, provide 2 rubber annular seals (one at each end of sleeve).

7. Where pipes pass through walls or slabs and no sleeves or wall or floor pipe with seep ring is provided, pack annular space with polyethylene foam filler and fill ends of penetration with 2” of elastomeric sealant on both sides of structure.

H. In existing concrete walls and slabs, core drill holes 2” larger in diameter than diameter of wall flange or collar. Align wall sleeve and collar assembly with connecting or passing piping. Pack void space between sleeve and concrete with grout.

I. In new concrete walls and slabs, install wall pipes in walls before placing concrete. Do not allow any portion of sleeve to touch reinforcing steel. Align wall sleeve and collar assembly with connecting or passing piping.

J. Install wall pipes having flanged end connections as follows:

1. Check alignment before grouting in place or pouring concrete. Realign if sleeve is not properly aligned.

2. Install flanged end wall sleeves or penetrations with bolt holes of end flanges straddling horizontal and vertical centerlines of sleeve.

3. Lubricate flange bolts with oil and graphite prior to installation.

K. Welder qualifications shall be in accordance with AWS B3.0.

L. Install rubber annular hydrostatic sealing devices in accordance with Manufacturer's instructions.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST
TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Wall Pipes,
Seep Rings
and
Penetrations
Installation &
Leakage
Visual inspection of
finished installation
1 inspection Owner Owner
Test hydraulic structure
for leakage with wall
penetrations in place
1 inspection Owner Owner
Field
Performance
Demonstrate
compliance to Contract
Documents and
Manufacturer’s printed
literature
1 test Contractor Contractor
11-month
Warranty
Inspection
Demonstrate
compliance to Contract
Documents and
Manufacturer’s printed
literature
1 test Owner Contractor

END OF SECTION
Project Owner HANGERS AND SUPPORTS
New River Improvement Project – Calexico 33 05 38 - 1
SECTION 33 05 38

HANGERS AND SUPPORTS
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of hangers and supports for pipe, ductwork, and conduit.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 73 24: Seismic Restraint
F. Section 02 05 00: Basic Civil Engineering Requirements G. Section 03 30 00: Cast-in-Place Concrete
H. Section 05 12 00: Structural Steel Framing
I. Section 05 50 00: Metal Fabrications
J. Section 09 90 00: Painting and Coating

1.3 System Description
A. Furnish and install complete functional pipe, duct, and conduit hanger and support systems where shown including appurtenant mountings or connections required for compliance with Manufacturer’s installation requirements and compliance with applicable building, mechanical, plumbing, and electrical codes and standards.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 References
A. Reference publications listed below and in various sections form part of specification to extent referenced. These are referred to within text by basic designation only.

1. ANSI B31.1.0 Code for Pressure Piping

2. ASTM A123 (Hot-Dip Galvanized) Coatings on Iron and Steel Products

3. ASTM A153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware

4. ASTM A193 Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service

5. ASTM A194 Carbon and Alloy Steel Nuts for High-Pressure and High Temperature Service

6. ASTM A325 Structural Bolts, Steel, Heat Treated 120/105 ksi Minimum Tensile Strength

7. ASTM A490 Heat-Treated Steel Structural Bolts 150 ksi Minimum Strength

8. ASTM A575 Steel Bars, Carbon, Merchant Quality, M-Grades

9. ASTM B6 Zinc

10. ASTM B633 Electrodeposited Coatings of Zinc on Iron and Steel

11. ASTM D3917 Dimensional Tolerance of Thermosetting Glass-Reinforced Plastic Pultruded Shapes

12. ASTM D4385 Visual Defects in Thermosetting Reinforced Plastic Pultruded Products

13. ASTM E84 Surface Burning Characteristics of Building Materials

14. ASTM F593 Stainless Steel Bolts, Hex Cap Screws and Studs

15. ASTM F594 Stainless Steel Nuts

16. AWS D1.1 Structural Welding Code – Steel

17. MFMA 1 Metal Framing Standards

18. MSS SP58 Pipe Hangers and Supports – Materials, Design, Manufacture, Selection, Application, and Installation

19. MSS SP69 Pipe Hangers and Supports – Selection and Application

20. MSS SP89 Pipe Hangars and Supports – Fabrication and Installation Procedures

21. California Building Code (CBC)

22. California Electrical Code (CEC)
Project Owner HANGERS AND SUPPORTS
New River Improvement Project – Calexico 33 05 38 - 2

23. California Mechanical Code (CMC)

24. California Plumbing Code (CPC)

25. NFPA 70 National Electric Code (NEC) Article 344.30

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Shop Drawings Submit for pipe hangers and supports per structural Shop Drawing requirements.
.

Product Data Submit for pipe hangers and supports and metal framing systems per Product Data requirements.

Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 02 05 00 for definition of requirements for Shop Drawings and Product Data.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of hangers and supports.

1.8 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for hangers and supports.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Fasteners and Connections
Concrete Anchors –
Epoxy Adhesive Anchor
Systems
Hilti Corp. Tulsa, OK (800) 879-8000
ITW Ramset / Redhead “Epcon” Glendale Heights, IL (800) 348-3231 Simpson Strong Tie Co. “Epoxy-Tie” Riverside, CA (714) 871-8373 Accepted Equal
Concrete Anchors –
Expansion Bolt
Systems
Hilti Corp.”Kwik Bolt TZ” Tulsa, OK (800) 879-8000
ITW Ramset / Redhead Glendale Heights, IL (800) 348-3231 Simpson Strong Tie Co. “Wedge-All” Riverside, CA (714) 871-8373 Accepted Equal
Hangers and Supports
Plastic Pipe Hangers Spears Manufacturing Co. “Clic Top” Sylmar, CA (818) 364-1611 Accepted Equal
Steel and Stainless
Steel Pipe and Conduit
Hangers
Powerstrut / Atkore International Harvey, IL (708) 339-1610 Tolco / Tripac / B-Line / Emerson Corona, CA (951) 280-4488 Unistrut Corporation Wayne, MI (800) 398-4147
Accepted Equal
Adjustable Clevis
Hangers
Anvil International (Grinnell) Figure 260 Ontario, CA (603) 418-2800 Tolco / Tripac / B-Line / Emerson B3100 Series Corona, CA (951) 280-4488 Accepted Equal
Ceiling Flanges Unistrut Corporation Type M30 or M31 Wayne, MI (800) 398-4147 Accepted Equal
Framing Strut Systems
Metal Bolted Framing Powerstrut / Atkore International Harvey, IL (708) 339-1610 Project Owner HANGERS AND SUPPORTS
New River Improvement Project – Calexico 33 05 38 - 3

ITEM MANUFACTURER MANUFACTURER LOCATION
Strut Systems Tolco / Tripac / B-Line / Emerson Corona, CA (951) 280-4488 Unistrut Corporation P-1000 series Wayne, MI (800) 398-4147 Accepted Equal
Continuous Concrete
Inserts
Powerstrut / Atkore International Harvey, IL (708) 339-1610 Tolco / Tripac / B-Line / Emerson Corona, CA (951) 280-4488 Unistrut Corporation P-3200 series Wayne, MI (800) 398-4147 Accepted Equal
Individual Concrete
Inserts
Powerstrut / Atkore International Harvey, IL (708) 339-1610 Tolco / Tripac / B-Line / Emerson Corona, CA (951) 280-4488 Unistrut Corporation M26 Wayne, MI (800) 398-4147
Accepted Equal
Conduit Clamps Powerstrut / Atkore International Harvey, IL (708) 339-1610 Tolco / Tripac / B-Line / Emerson Corona, CA (951) 280-4488 Unistrut Corporation Wayne, MI (800) 398-4147
Accepted Equal
B. Acceptable Manufacturers for foam filler include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Foam Filler
Polyethylene Foam
Filler for Pipe Support
Bearing Pad
Sealed Air Corporation “Ethafoam” Elmwood Park, NJ (201) 791-7600 Hercules Inc Plastic Products Group Industrial
Systems Department “Minicell”
Middletown, DE (302) 378-3100
W R Meadows Sealtight “Deck-O-Foam” Expansion
Joint Filler
Hampshire, IL (847) 214-2100
Accepted equal
Closed-Cell Sponge
Rubber Foam Filler for
Pipe Support Bearing
Pad
American National Rubber “Rubberlite” Ceredo, WV (304) 453-5012 Armacell “Armaflex” Chapel Hill, NC (800) 866-5638
Armacell “Ensolite” Chapel Hill, NC (800) 866-5638
Cypress Sponge “Rubberite” Santa Ana, CA (714) 546-6464 Monmouth Rubber and Plastics Corp. “Durofoam” Long Branch, NJ (888) 362-6888 RBX Industries “Rubatex Insul-Tube 180” Roanoke, VA (540) 561-6000 Accepted equal

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Pipe hangers and supports shall conform to MSS SP58, and be selected and applied per MSS SP69.

C. Materials for pipe and conduit hangers and supports shall be:

ITEM MATERIAL SPECIFICATION
Steel Continuous-Slot Channel
Framing System
Carbon Steel Cold-formed
Conform to ASTM A575
Zinc Conform to ASTM B6 Prime Western
Galvanized Coating Conform to ASTM A123, A153, ASTM B633 or ASTM B695
Thickness ≥ 2.1 mil - 1.30 oz/ft2
Pipe and Conduit Hangers
(Above Ground)
Carbon Steel Cold-formed
Conform to ASTM A575
Zinc Conform to ASTM B6 Prime Western
Galvanized Coating Conform to ASTM A123, A153, ASTM B633 or ASTM B695
Thickness ≥ 2.1 mil - 1.30 oz/ft2
Ring Hangers (Use for Single
Electrical Conduit Hangers)
Carbon Steel Cold-formed
Conform to ASTM A575
Zinc Conform to ASTM B6 Prime Western
Galvanized Coating Conform to ASTM A123, A153, ASTM B633 or ASTM B695
Project Owner HANGERS AND SUPPORTS
New River Improvement Project – Calexico 33 05 38 - 4

ITEM MATERIAL SPECIFICATION
Thickness ≥ 2.1 mil - 1.30 oz/ft2
Dimensions Hanger rods ≥ ⅜” diameter for conduits ≤2” trade size Hanger rods ≥ ½” diameter for conduits 2½”-3” trade size Hanger rods ≥ ⅝” diameter for conduits 3½”-4” trade size Trapeze Hangers (Use for
Multiple Pipes or Conduits
Above Ground)
Carbon Steel Cold-formed
Conform to ASTM A575
Zinc Conform to ASTM B6 Prime Western
Galvanized Coating Conform to ASTM A123, A153, ASTM B633 or ASTM B695
Thickness ≥ 2.1 mil - 1.30 oz/ft2
Dimensions 12-gauge minimum
Lipped channels ≥ 1½” x 1½”
Hanger rods ≥ ½” diameter
Concrete Inserts Carbon Steel Cold-formed
Conform to ASTM A575
Zinc Conform to ASTM B6 Prime Western
Galvanized Coating Conform to ASTM A123, A153, ASTM B633 or ASTM B695
Thickness ≥ 2.1 mil - 1.30 oz/ft2
Design Swivel-type for individual inserts
Dimensions 12-gauge minimum
Lipped channels ≥ 1½” x 1½”
Conduit Clamps Stainless Steel SAE Type 316
Pipe and Conduit Hangers
(Below Ground or Exposed to
Water)
Stainless Steel SAE Type 316
Fiberglass
End Closures, Joint Covers,
Closure Strips, Parts, Screws,
and Nuts on Channel Systems
Carbon Steel Cold-formed
Conform to ASTM A575
Zinc Conform to ASTM B6 Prime Western
Galvanized Coating Conform to ASTM A123, A153, ASTM B633 or ASTM B695
Thickness ≥ 2.1 mil - 1.30 oz/ft2
D. Materials for fasteners and connections for pipe hangers and supports shall be:

ITEM MATERIAL SPECIFICATION
Bolts (Connection Bolts and
Anchor Bolts) –Steel
High-Strength Carbon
Steel –
Galvanized
ASTM A325 or ASTM A 490
With self-locking nuts or lock-washers and plain nuts
Zinc Conform to ASTM B6 Prime Western
Galvanized Coating Conform to ASTM A123, A153, ASTM B633 or ASTM B695
Thickness ≥ 2.1 mil - 1.30 oz/ft2
Bolts (Connection Bolts and
Anchor Bolts) – Stainless Steel
Stainless Steel ASTM A193 Grade B8M bolts with ASTM A194 Grade 8M nuts
Alternate ASTM F593 Type 316 bolts with ASTM F594
SAE Type 316 nuts
Washers – same material as nuts
Bolts – Embedded Eyebolts Stainless Steel SAE Type 316
Welded eye type
Concrete Anchors – Epoxy
Adhesive Anchor Systems
Stainless Steel SAE Type 316
Concrete Anchors – Expansion
Bolt Systems
Stainless Steel SAE Type 316
Powder Actuated Fastening
Systems
Steel AISI 1061
Hardness 52-58 Rockwell C
Zinc Conform to ASTM B6 Prime Western
Galvanized Coating Conform to ASTM A123, A153, ASTM B633 or ASTM B695
Thickness ≥ 2.1 mil - 1.30 oz/ft2
Project Owner HANGERS AND SUPPORTS
New River Improvement Project – Calexico 33 05 38 - 5

ITEM MATERIAL SPECIFICATION
Pipe and Conduit Hangers
(Above Ground)
Galvanized Coating ASTM A153 - 2.1 mil thickness - 1.30 ounce/ft2 Pipe and Conduit Hangers
(Below Ground or Exposed to
Water)
Stainless Steel SAE Type 316
Washers Galvanized Coating ASTM A153 - 2.1 mil thickness - 1.30 ounce/ft2 Welding Electrode – Steel Steel Electrodes AWS D1.1 E70xx except E7024 rods or electrodes shall not be used
E. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Pipe and Conduit Hangers Maximum horizontal spacing per California Plumbing Code Table 3-1 and 3-2 or Engineered Calculations except where stricter requirements are shown in Contract Documents.

Conform to latest requirements of:

ANSI Code for Pressure Piping B31.1
MSS Standard Practice SP-58, SP-69 and SP-89
Supports, Anchor Bolts, and Bolt
Embedment Design
Suitable for design loads with a minimum factory of safety of 3.

F. Unless otherwise shown, pipe support hanger rod sizes on horizontal pipe shall be:

PIPE DIAMETER ≤ ½” ¾” 1” 1¼” 1½” 2” 3” 4” 5”-8” ≥10”
Hanger Rod Diameter ⅜ ½” ⅝
G. Unless otherwise shown, pipe support spacing on horizontal pipe shall be:

PIPE DIAMETER
PIPE MATERIAL ≤ ½” ¾” 1” 1¼” 1½” 2” 3” 4” 5”-8” ≥10”
Copper Tube and Pipe,
Soldered or Brazed
Joints
6’ maximum spacing 8’ maximum spacing
Ductile Iron Pipe 6’ maximum spacing 8’ maximum spacing Steel and Brass Water or
DWV Pipe
Threaded or Welded
Joints
10’ maximum
spacing
12’ maximum spacing
Schedule 40 and
Schedule 80 PVC and
ABS DWV Solvent
Cemented Joints (gravity
flow)
4’ maximum spacing
Provide for expansion every 30’
Schedule 40 and
Schedule 80 PVC and
ABS DWV Solvent
Cemented Joints
Under Pressure
3’ maximum spacing
Provide for expansion
every 30’
4’ maximum spacing
Provide for expansion every 30’
Metallic Conduit and
Wireways
10’ maximum spacing
H. Unless otherwise shown, pipe support spacing on vertical pipe shall be:

PIPE DIAMETER
PIPE MATERIAL ≤ ½” ¾” 1” 1¼” 1½” 2” 3” 4” 5”-8” ≥10”
Copper Tube and Pipe,
Soldered or Brazed
Joints
Each floor not to exceed 10’
Ductile Iron Pipe Each floor not to exceed 10’
Steel and Brass Water
or DWV Pipe
Threaded or Welded
Joints
Every other floor not to exceed 25’
Project Owner HANGERS AND SUPPORTS
New River Improvement Project – Calexico 33 05 38 - 6
Schedule 40 and
Schedule 80 PVC and
ABS DWV Solvent
Cemented Joints
Base and each floor.

Provide mid-story guides
Provide for expansion every 30’
Metallic Conduit and
Wireways
Each floor or grating level not to exceed 10’
I. Minimum spacing between conduit supports shall not exceed that shown in NEC Article 344.30
J. Zinc coatings shall be applied by hot-dipped or electro-depositing process. Zinc shall comply with ASTM B6.

K. Before leaving shop, steel not shown or specified to be galvanized or stainless shall receive one coat of pigmented primer recommended by Manufacturer of final paint system. Parts inaccessible after assembly shall receive second coat of same primer. Final painting shall be as specified in Section 09 90 00.

PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to fabricate and install pipe hangers and supports before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Clean surfaces of metalwork to contact concrete, removing rust, dirt, grease and other foreign substances before concrete is placed.

C. Secure embedded metalwork accurately in position in concrete forms to minimize displacement or vibration during concrete placement.

D. Contractor, in conjunction with valve manufacturers, shall review structural design of valve anchorages shown on Plans.

1. Provide revised design as necessary based on actual loads, design, and layout of equipment supplied.

2. Design shall meet seismic requirements stated herein.

3. Revised design shall be stamped by California-licensed professional engineer.

3.2 Installation
A. Refer to Sections 01 73 24, and 01 73 33 / 02 05 00 for execution and installation requirements.

B. Furnish and install hangers and supports at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable building, fire, plumbing, mechanical and electrical code requirements

3. Manufacturer’s installation and warranty requirements

4. MSS SP89 Pipe Hangars and Supports – Fabrication and Installation Procedures D. Install hangers and supports as follows:

1. Provide 2 nuts for each anchor bolt to level and hold down baseplate.

2. Following installation of vertical support pipe, adjust nuts so plate is secure and water main is true to line and grade.

3. Grade and alignment will be verified by Owner’s surveyor, and leveling adjusted by Contractor until water main is held true.

Project Owner HANGERS AND SUPPORTS
New River Improvement Project – Calexico 33 05 38 - 7

4. After alignment has been verified, fill void beneath the baseplate with non-shrink grout, E. Refer variances between Manufacturer’s installation instructions and Contract Documents to Owner’s Representative.

F. Refer to Section 05 12 00 for welding requirements.

G. Refer to Section 05 12 00 for anchoring and bolting requirements.

H. Install conduit supports as follows:

1. Use trapeze hangers, strap hangers, wall brackets, u-bolts, clamps, pipe straps, or strut channel systems as appropriate.

2. Trapeze hangers shall be sway-braced.

3. Clamp conduits to hanger at end of each run and at each elbow. Runs of conduit shall have clamps installed at each trapeze hanger.

4. Support conduit at intervals and at locations required by NEC Article 344.30.

5. Do not use perforated strap or plumbers tape for conduit supports.

6. Support materials shall be electrolytically compatible conduit being used.

7. Provide pipe spacers (clamp-backs) in wet locations.

8. For conduit on concrete, grouted masonry, or brick, use preset inserts where possible.

9. For conduit on concrete, or grouted masonry, use one-hole malleable iron straps or clamps, or pre-formed galvanized steel channels. Anchor galvanized steel bolts with epoxy-adhesive anchors. Use stainless steel expansion anchors where subject to moisture. Galvanized expansion anchors may be used indoors except where subject to moisture, mounted on floor, or where area is identified as “corrosive.” Do not use “shotin” fasteners.

10. For suspended conduit, use malleable iron, factory-made, split-hinged pipe rings with threaded suspension rods sized for weight to be carried. For grouped conduits, construct racks with threaded rods and tiered angle-iron or preformed channel cross members.

Construct channel to limit deflection to 1/200 of span. Clamp each conduit individually to a cross member. Where rods are more than 2’ long, provide rigid sway bracing.

11. For supports at structural steel members: Use SAE Type 316 stainless steel or malleable iron beam clamps. Drilling or welding may be used only where shown on Plans.

12. Wherever conduit may be affected by dissimilar movements of supporting structures, provide flexible or expansion devices.

I. Attach pipe supports to chemical tanks using adhesive methods. No full or partial penetration of tank wall by mechanical fasteners will be permitted.

L. Provide thrust-restraining valve supports as follows:

1. Valves shall have extensions with integral baseplates or feet suitable to mount on concrete, steel-reinforced floor with grouted baseplates as shown.

2. Floor shall have grouted bottom baseplate and drilled and epoxy grouted anchor bolts.

3. Place bottom baseplate on leveling nuts and level.

4. Once valve is positioned, grout space under bottom baseplate with non-shrink grout.

5. Where required for lateral thrust restraint, provide custom-fit stainless steel keys in baseplate slotted holes.
a. Design for lateral thrust load transfer from pipe fittings and valve to anchor bolts in shear.

Project Owner HANGERS AND SUPPORTS
New River Improvement Project – Calexico 33 05 38 - 8
b. Install keys after setting and grouting valve and connecting upstream and downstream piping.
c. Provide tapped and threaded hole in top of each key for installation/removal. d. Provide bronze plug with either hex key socket or screwdriver-slotted head as appropriate.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Pipe
Hangers and
Supports
Support Spacing California Plumbing Code
Table 3-1 and 3-2 and
tables herein
All hangers and
supports
Owner Owner
Grade and
Alignment of
Pipe within Pipe
Supports
Survey - ±1/16” All hangers and
supports
Owner Owner
Snug Fit and
Near-Equal
Distribution of
Load among
Supports
Visual inspection All hangers and
supports
Owner Owner
11-month
Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturer’s printed
literature
1 test Owner Contractor

END OF SECTION
Project Owner PRESSURE TESTING AND FLUSHING OF UTILITIES New River Improvement Project – Calexico 33 08 11 - 1
SECTION 33 08 11

PRESSURE TESTING AND FLUSHING OF UTILITIES
PART 1 - GENERAL

1.1 Work Included
A. Field pressure testing and flushing of force mains intended for conveyance of treated wastewater effluent under pressure.

B. Test pipelines for water-tightness by subjecting each section to Hydrostatic Pressure and Leakage Tests in accordance with applicable requirements of AWWA C600, except as modified herein.

C. Plan construction activities to allow and facilitate testing, flushing of all sections of applicable pipelines.

D. Obtain permits required to complete Work specified herein.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 75 00: Starting and Adjusting
F. Section 02 05 00: Basic Civil Engineering Requirements

1.3 System Description
A. Pressure test pipe to AWWA and Contract Document standards.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 References
A. Reference publications listed below and in various sections form part of specification to extent referenced. These are referred to within text by basic designation only.

1. AWWA C600 Installation of Ductile Iron Water Mains and their Appurtenances

2. National Pollutant Discharge Elimination System Permit (NPDES) – Colorado River Regional Water Quality Control Board (CRRWQCB) – General National Pollutant Discharge Elimination System Permit and Waste Discharge Requirements for Discharges of Hydrostatic Test Water to Surface Waters.

3. Standard Methods for Examination of Water and Wastewater

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Testing Plan On Owner’s request, submit detailed plan showing how Contractor intends to test and flush pipeline and dechlorinate discharge from flushing operation.

Project Owner PRESSURE TESTING AND FLUSHING OF UTILITIES New River Improvement Project – Calexico 33 08 11 - 2

SUBMITTAL DESCRIPTION
Written
Permission to
Discharge
into Sewer
Submit from owner of any sanitary sewer prior to discharge of flushing water into sewer. Submittal shall include any special requirements for treatment of flushing water prior to sewer discharge, estimate of expected maximum discharge rate of flushing flow and analysis of sewer’s capacity.

Written
Permission to
Discharge
into Storm
Drain
Submit from owner of any storm drain prior to discharge of flushing water into storm drain. Submittal shall include any special requirements for treatment of flushing water prior to storm drain discharge, estimate of expected maximum discharge rate of flushing flow and analysis of storm drain’s capacity.

B. Refer to Section 02 05 00 for definition of requirements Certificates of Compliance.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

1.8 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for items to which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for pressure testing and flushing of water utilities.

PART 2 - PRODUCTS

2.1 Materials
A. Furnish labor, water, and equipment necessary to complete pressure testing and flushing process.

PART 3 - EXECUTION

3.1 Preparation
A. Apply test pressures at approved outlet or fitting located within elevation of 5 feet of lowest point of each pipe section to be tested. Provide and later securely plug such fittings. Where air valves or other suitable outlets are unavailable, provide approved taps and fittings for air release, and securely plug these later.

B. Flush mains and services with potable water (or water as otherwise approved by Owner and regulatory agencies) after completion of construction. Provide sufficient number of suitable outlets at end(s) of line(s) being flushed in addition to those shown on Plans to permit flushing of main with water at velocity of at least 2.5-feet per second over its entire length. Outlets provided shall meet requirements for fittings specified for type of main constructed. Velocity through outlets and fittings shall not exceed 25 fps during flushing. Construct drainage facilities such that water lines cannot be contaminated through flushing outlets.

C. Provide sufficient hoses, fittings and equipment to direct flushing water to established point of discharge such as gutter and storm drain inlet or natural drainage channel to prevent damage to public or private property and to prevent creating a public hazard. If flushing water must be discharged into traffic lanes, set up traffic control in accordance with requirements of agency having jurisdiction over public right-of-way. Schedule flushing in or adjacent to public streets during periods of reduced traffic volume.

D. Contractor shall be solely responsible for providing source of water for flushing and methods for discharge of test water, including associated costs and permits.

Project Owner PRESSURE TESTING AND FLUSHING OF UTILITIES New River Improvement Project – Calexico 33 08 11 - 3

3.2 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR BY

RETESTS

PAID FOR BY
Pipe 4-hour
Hydrostatic
Pressure
Test
AWWA C600 as
amplified below but
using test pressures
shown in 3.1A above
and Contract
Documents
All pipe
sections
Contractor
(Owner’s
Representative
will observe
and record
results)
Contractor
(Owner’s
Representative
will observe
and record
results)
Installation
& Leakage
Visual inspection of
finished installation
1 inspection Owner Owner
B. Allowable leakage shall be as follows:

1. No ductile iron pipe installation will be accepted if leakage exceeds that determined by the following formula (taken from AWWA C600):

L = (SD√P) / 148,000
in which
L = allowable leakage, in gallons per hour
S = length of pipe tested, in feet
D = nominal diameter of pipe, in inches
P = average observed test pressure of pipe being tested, as shown, in pounds per square inch gauge, based on elevation of lowest point in line or section under test and corrected to elevation of test gauge.

2. No gasketed steel pipe installation will be accepted if leakage exceeds that determined by the following formula (taken from AWWA C604):

L=10 gallons per inch-diameter per mile of pipe per 24 hours

3. When testing against closed valves, an allowance of 0.0078 gallons per hour per inch of nominal valve size may be added to that computed using formulas above to account for leakage around seals.

C. For ductile iron allowable leakage is tabulated below.

ALLOWABLE LEAKAGE IN DUCTILE IRON
PIPE (GALLONS PER HOUR PER 1000 FT

OF PIPE )

ADDITIONAL ALLOWABLE LEAKAGE

THROUGH SEALS OF CLOSED VALVES
(GALLONS PER HOUR PER VALVE)
PIPE

DIAMETER
150
psi
200
psi
250
psi
300 psi All Pressures
4” 0.33 0.38 0.43 0.47 0.03
10” 0.83 0.96 1.07 1.17 0.08
12” 0.99 1.15 1.28 1.40 0.09
16” 1.32 1.53 1.71 1.87 0.12
Project Owner PRESSURE TESTING AND FLUSHING OF UTILITIES New River Improvement Project – Calexico 33 08 11 - 4
D. Four-hour hydrostatic pressure test shall proceed as follows:

1. After pipe, appurtenances and permanent thrust blocks have been installed and backfilled sufficiently and temporary plugs, caps, thrust blocks and shoring have been installed for required restraint, they shall be subjected to a hydrostatic pressure test.

2. Test pressure shall be 50 psi in excess of working pressure shown for class of pipe unless test pressure is shown elsewhere in Contract Documents.

3. Conduct pressure tests or retests subsequent to any trench backfill compactive effort that might be performed with heavy duty compacting equipment having overall weight in excess of 100 pounds.

4. Some equipment such as butterfly valves may have maximum working water pressure less than test pressure. Contractor shall apply a minimum back pressure on these closed devices equal to difference between test pressure and rated pressure of device.

5. Complete and pass test prior to connecting any new line with existing pipe and mains.

Test shall further be conducted with valves open, and open ends of pipes, valves, and fittings suitably closed. Operate and check valves prior to test period. No leakage shall be allowed when testing across any valves.

6. Maximum length of pipe to be included in any one test shall not exceed 5,000 feet or distance between valves, whichever is greater. Provide suitable test bulkheads, blocking, and fittings to permit such sectionalizing.

7. Fill line slowly and maintain at operating pressure for at least 24 hours prior to testing to satisfy any system water absorption. While filling and immediately prior to testing, expel air from pipeline.

8. Pump pressure in pipeline to specified test pressure following 24-hour soak period. When test pressure has been reached, discontinue pumping until line pressure has dropped 10- psi, at which time line pressure shall again be pumped up to test pressure. Repeat procedure until 4 hours have elapsed from time test pressure was first applied. At end of this period, pump pressure up to test pressure for last time.

9. Leakage shall be computed as total quantity of water pumped into pipeline during test period, including water added to reach specified test pressure for final time. Leakage shall not exceed rate specified for type of pipe tested.

10. Allowable leakage is based on AWWA formulas specific to pipe materials tested. These formulas appear in respective AWWA publications for each type of pressure pipe.

11. Repeat testing until leakage does not exceed specified leakage rate. Repair visible leaks regardless of amount of leakage.

12. Complete tests in presence of Owner's Representative. Owner’s Representative will record results.

E. Flushing water may be discharged to sanitary sewer system rather than discharging to storm drain, provided Contractor obtains written permission from the City of Calexico. A copy of written permission to discharge to the sanitary sewer, including supplementary information described above under Submittals shall be provided. Schedule discharges to sewers during off-peak periods or as required by City of Calexico.

END OF SECTION
Project Owner LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER PIPELINES New River Improvement Project – Calexico 33 08 31 - 1
SECTION 33 08 31

LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER LINES PART 1 - GENERAL

1.1 Work Included
A. Materials and labor for field leakage and infiltration testing of gravity sanitary sewers and floor, area, and building drains conveying washdown or nuisance water under gravity flow to a sanitary sewer.

B. Furnish labor, materials, tools, and equipment necessary to provide and complete field pressure testing and infiltration testing as specified.

C. Plan construction activities to allow and facilitate testing of all sections of gravity sanitary sewers.

D. Leakage tests shall be made on completed pipelines as follows:

PIPE TEST REQUIREMENT
Roof Drains Tests not required
Large diameter gravity pipe 30” or
greater
Air test required
Gravity Pipe 24” diameter or less Air test or water infiltration test as directed by Owner’s Representative
Force Mains Refer to Section 33 08 11

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 75 00: Starting and Adjusting
F. Section 02 05 00: Basic Civil Engineering Requirements G. Section 33 08 11: Pressure Testing and Flushing of Utilities H. Section 33 30 31: Polyvinyl Chloride Gravity Sewer Pipe and Fittings

1.3 System Description
A. Complete leakage testing and infiltration testing of gravity sewers in compliance with these specifications.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.

1.5 References
A. Reference publications listed below and in various sections form part of specification to extent referenced. These are referred to within text by basic designation only.

Project Owner LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER PIPELINES New River Improvement Project – Calexico 33 08 31 - 2

1. ASTM F1417 Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Testing Plan On Owner’s request, submit detailed plan showing how Contractor intends to pressure test sewer.

1.7 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

B. Refer to Section 01 22 00 for measurement and payment clauses for leakage and infiltration testing of gravity pipelines.

PART 2 - PRODUCTS

2.1 Materials
A. Furnish labor, materials, and equipment necessary to complete pressure testing of gravity sewers. Deliver equipment to project site in good working order and ready for use.

PART 3 - EXECUTION

3.1 Preparation
A. Test each section of sewer between 2 successive manholes or structures for leakage or, at option of Owner's Representative, test for infiltration and exfiltration. Test for leakage on all sections of sewer. Infiltration test shall also be made where groundwater is encountered.

B. Protect sections which have previously passed leakage or infiltration tests.

C. Should compacting equipment weighing over 1,000 pounds be used on backfill following tests or should Contractor’s operations cause concern water-tight integrity of pipes, structures, or appurtenances has been compromised, retest sewer sections of concern after final backfill compacting operation.

3.2 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Pipe Leakage ASTM F1417 or as shown
below
1 test per pipe Contractor Contractor
Infiltration ASTM F1417 or as shown
below
1 test per pipe
as requested
by Owner
Contractor Contractor
Manholes
or Wet
Wells
Leakage or
Infiltration
Shall not exceed 0.1 gallons
per hour per vertical foot for
manholes and wet wells
1 test per
manhole or wet
well
Contractor Contractor
Project Owner LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER PIPELINES New River Improvement Project – Calexico 33 08 31 - 3
B. Perform leakage and infiltration tests after placement and compaction of backfill, installation of utilities, and prior to mandrel test and placing of permanent paving. Correct deficiencies found during leakage and infiltration test at no additional cost to Owner.

C. Complete tests in presence of Owner's Representative. Owner’s Representative will record results.

D. Conduct infiltration (leakage) testing as follows for sewer segments located in natural groundwater table:

1. If groundwater is encountered in construction of section of sewer between structures, close end of sewer at upper structure sufficiently to prevent entrance of water.

2. Discontinue pumping of groundwater for at least 3 days, and then test section for infiltration.

3. Where infiltration exceeding amounts allowed below is discovered before completion and acceptance of sewer, immediately uncover sewer and perform Work necessary to reduce infiltration to within specified amount at no expense to Owner. Contractor shall stop individual leaks that may be observed, even if those leaks are in a quantity less than specified limits for acceptance.

4. Where sewer is not located in natural groundwater table, exfiltration tests or low-pressure air tests shall be used to indicate sewer tightness.

E. Conduct exfiltration (leakage) testing as follows for sewer segments located above natural groundwater table:

1. Plug sewer at lower end of section to be tested with stopper.

2. Plug highest end of sewer to be tested with stopper. Stopper plug shall have suitable air vent to allow trapped air removal.

3. Fill pipe and manhole with water to elevation 4 feet above sewer invert at upper manhole.

If groundwater is present, fill pipe and manhole to a point 4 feet above average adjacent groundwater level.

4. Check system for leaks in hoses, plugs, calibrated containers, etc. while filling through positive shutoff valve.

5. After filling sewer, allow one hour for absorption of water.

6. Refill sewer to test elevation.

7. Close input valve and begin test.

8. Record elapsed time to empty container of water and calibrate loss rate in gallons per hour.

9. Where exfiltration or infiltration exceeding amounts allowed below is discovered before completion and acceptance of sewer, immediately uncover sewer and perform Work necessary to reduce exfiltration to within specified amount at no expense to Owner. Repair pipe joints or, if necessary, remove and reinstall pipe at Contractor’s expense. Sewer will not be accepted until exfiltration and/or infiltration rate, as determined by test, is less than allowable leakage.

F. Allowable exfiltration or infiltration shall not exceed SSPWC (Greenbook) formula of:

EUS(gpm)=0.00002LDpipe(in)√H(ft) where:

EUS = allowable leakage in gpm
L = length of sewer and house connections tested
Dpipe= internal nominal diameter of pipe in inches
Project Owner LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER PIPELINES New River Improvement Project – Calexico 33 08 31 - 4
H = difference in elevation in feet between water surface in upper manhole and invert of pipe at lower manhole, or if groundwater is present above invert of lower manhole, difference in elevation between upper manhole water surface and lower manhole groundwater surface.

This equates to:

PIPE

DIAMETER
(Inches)
ALLOWABLE EXFILTRATION OR INFILTRATION (Gal/hr/100-ft)
H=4’ H=6’ H=8’ H=10’ H=12’ H=14’ H=16’ H=18’ H=20’
6” 1.44 1.76 2.04 2.28 2.49 2.69 2.88 3.05 3.22
8” 1.92 2.35 2.72 3.04 3.33 3.59 3.84 4.07 4.29
10” 2.40 2.94 3.39 3.79 4.16 4.49 4.80 5.09 5.37
12” 2.88 3.53 4.07 4.55 4.99 5.39 5.76 6.11 6.44
15” 3.60 4.41 5.09 5.69 6.24 6.73 7.20 7.64 8.05
18” 4.32 5.29 6.11 6.83 7.48 8.08 8.64 9.16 9.66
21” 5.04 6.17 7.13 7.97 8.73 9.43 10.08 10.69 11.27
24” 5.76 7.05 8.15 9.11 9.98 10.78 11.52 12.22 12.88
27” 6.48 7.94 9.16 10.25 11.22 12.12 12.96 13.75 14.49
30” 7.20 8.82 10.18 11.38 12.47 13.47 14.40 15.27 16.10 33” 7.92 9.70 11.20 12.52 13.72 14.82 15.84 16.8 17.71
36” 8.64 10.58 12.22 13.66 14.96 16.16 17.28 18.33 19.32 39” 9.36 11.46 13.24 14.80 16.21 17.51 18.72 19.86 20.93 42” 10.08 12.35 14.26 15.94 17.46 18.86 20.16 21.38 22.54 48” 11.52 14.11 16.29 18.21 19.95 21.55 23.04 24.44 25.76 54” 12.96 15.87 18.33 20.49 22.45 24.25 25.92 27.49 28.98 G. Air testing shall only be done where Owner’s Representative determines exfiltration or infiltration testing is impractical. Where directed by Owner’s Representative, air testing shall proceed as follows:

1. Conduct air leakage test on gravity sewers not tested by infiltration or exfiltration testing.

Test each section of sewer between two successive manholes or structures.

2. Clean and wet line to be tested.

3. Plug pipe outlets with suitable test plugs and securely brace each plug.

4. Compressor used to add air to pipe shall have blowoff valve set at 5 psig to ensure internal pipe pressure cannot exceed 5 psig.

5. Constantly monitor pressure in pipeline using gage and hose arrangement separate from hose used to fill sewer with air.

6. Add air slowly to portion of pipe installation under test until internal air pressure reaches

3.0 psig.

Project Owner LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER PIPELINES New River Improvement Project – Calexico 33 08 31 - 5

7. After 3.0-psig internal pressure is reached, maintain air pressure between 2.5 psig and

3.5 psig for at least 2 minutes to allow air temperature to reach equilibrium with pipe wall temperature. Add only enough air to maintain pressure.

8. Check exposed pipe and plugs for leakage by coating with soap solution. If failures are observed, bleed off air and make necessary repairs.

9. After 2-minute period, disconnect air supply.

10. When pressure decreases to 2.5 psig, start timing with stopwatch or sweep-second-hand watch.

11. Determine time lapse required for air pressure to drop to 1.5 psig gage pressure.

12. If pressure drop from 2.5 psig to 1.5 psig occurs in less time than values tabulated below, pipe shall be overhauled and, if necessary, replaced and reinstalled until joints and pipe pass air test.

PIPE

DIAMETER
(Inches)

TIME IN SECONDS FOR PRESSURE DROP
FROM 2.5 PSIG TO 1.5 PSIG
SEWER
LENGTH (ft)

HOUSE CONNECTION LENGTH
0‘ 100’ 200’ 300’ 400’
24” 50’
100’
200’
300’
400’
320
410
410
410
410

NA NA NA NA

END OF SECTION
Project Owner LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER PIPELINES New River Improvement Project – Calexico 33 08 31 - 6

THIS PAGE INTENTIONALLY BLANK
Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 1
SECTION 33 11 11

DUCTILE-IRON PIPE AND FITTINGS
PART 1 - GENERAL

1.1 Work Included
A. Materials and installation of zinc coated Ductile-Iron Pipe (DIP) and fittings for the Pump Back Force Main.

B. Conform to Standard Specifications for Public Works Construction (Greenbook) §209-1, applicable permits, and requirements herein.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 73 33: Mechanical Identification
F. Section 02 05 00: Basic Civil Engineering Requirements G. Section 03 30 00: Cast-in-Place Concrete
H. Section 09 90 00: Painting and Coating
I. Section 22 10 00: Plumbing Piping
J. Section 31 05 50: Protecting Existing Utilities
K. Section 31 23 33: Trenching and Backfilling
L. Section 33 05 26: Utility Identification
M. Section 33 05 31: Pipeline Joint Materials
N. Section 33 05 32: Flange Insulating Kits
O. Section 33 05 38: Hangers and Supports
P. Section 33 08 11: Pressure Testing and Flushing of Water Utilities

1.3 System Description
A. Furnish and install fully restrained ductile-iron pressure pipe and fittings with zinc coating and V-BIO polyethylene encasement as shown on Plans including appurtenant fittings and connections in conformance with Manufacturer’s installation requirements and in compliance with applicable construction safety codes and standards.

1.4 Quality Assurance
A. Manufacturer of pipe and fittings shall employ manufacturing methods and material formulations in use for at least 5 years.

B. Owner or Owner’s Representative shall be entitled to inspect pipes and witness manufacturing process.

1.5 References
A. Reference publications below form part of this specification to extent referenced and are referred to within text by basic designation only.

1. ASME/ANSI B16.1 Cast Iron Pipe Flanges and Flanged Fittings – Class 25, 125, 250 and 800

2. ASME/ANSI B16.42 Ductile Iron Flanged Fittings – Classes 150 and 300 Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 2

3. ASTM A377 Index of Specifications for Ductile Iron Pressure Pipe

4. ASTM A536 Ductile Iron Castings

5. ASTM A624 Polyethylene Encasement for Ductile Iron Pipe for Water or Other Liquids

6. AWWA C104/ANSI A21.4 Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water

7. AWWA C105/ANSI A21.5 Polyethylene Encasement for Ductile-Iron Pipe Systems

8. AWWA C110/ANSI A21.10 Ductile-Iron and Gray-Iron Fittings, 3”-48”, for Water

9. AWWA C111/ANSI A21.11 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings

10. AWWA C115/ANSI A21.15 Flanged Ductile-Iron Pipe with Ductile-Iron or Gray-Iron Threaded Flanges

11. AWWA C116/ANSI A21.16 Protective Fusion-Bonded Epoxy Coatings for Interior and Exterior Surfaces of Ductile-Iron and Gray-Iron Fittings for Water Supply Service

12. AWWA C150/ANSI A21.50 Thickness Design of Ductile Iron Pipe

13. AWWA C151/ANSI A21.51 Ductile-Iron Pipe, Centrifugally Cast, for Water or Other Liquids

14. AWWA C153/ANSI A21.53 Ductile-Iron Compact Fittings, 3”-64”, for Water Service

15. AWWA C600 Installation of Ductile-Iron Water Mains and Their Appurtenances

16. AWWA M41 Ductile-Iron Pipe and Fittings

1.6 Submittals
A. Furnish the following submittals:

SUBMITTAL DESCRIPTION
Product Data Submit per Product Data requirements.

Submit for pipe, couplings, fittings, protective coatings, and gaskets.

Installation
Instructions
Use AWWA C600 for pipe installation
Submit supplementary information as needed to cover proprietary methods of joint restraint.

Line
Drawings
Submit line drawings.

Submit materials list.

Submit layout schedule.

Submit order of installation.

Submit length and location of each pipe section and fitting.

Submit dimensional checks.

Submit station and elevation of pipe invert at changes in grade.

Submit data on curves and bends for both horizontal and vertical alignment.

Certificate of
Compliance
Deliver with pipe affidavit from Manufacturer certifying compliance with requirements of AWWA standards and Contract Documents
Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 3

SUBMITTAL DESCRIPTION
Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 01 33 00 / 02 05 00 for definition of requirements for Product Data, Installation Instructions, and Certificates of Compliance.

1.7 Delivery, Storage, and Handling
A. Refer to Sections 01 65 00 / 01 66 00 for delivery, storage, and handling requirements.

B. Pack, ship, handle, and store pipe in accordance with Manufacturer’s instructions and AWWA C600 and AWWA M41 Chapter 11.

C. Transportation shall be by competent haulers and accomplished in manner to avoid damage to pipe, lining, or coating.

D. Before release of chains, cables and strapping around pipe being delivered, check loads to ensure chock blocks are secure on both ends of support timbers. If not, provide suitable wedges or chocks to prevent pipe from rolling when other restraints are removed.

E. Unload pipe by mechanical means, such as crane or backhoe, or by nylon slings and skids, as recommended by Manufacturer. In using skids, prevent pipes from striking other pipe. Do not drop pipe from trucks.

F. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of vitrified clay pipe to prevent damage and contamination.

G. Carefully handle pipe to prevent damage to lining and coating. Attach cable, rope, or other devices used for lowering fittings into trench around exterior of fitting for handling. Do not attach cable, rope, or other device through fitting's interior for handling.

1.8 Unit Prices Bid Items 33 11 11 – Ductile Iron Pipe
A. Refer to Section 01 22 00 for measurement and payment clauses for ductile iron pipe and fittings.

PART 2 - MATERIALS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Ductile Iron Pipe and Fittings
Ductile Iron Pipe
with Metallic Zinc
Coating
U.S. Pipe and Foundry (3”-64”) Birmingham, AL (866) 347-7473 Accepted equal
U.S. Pipe and Foundry (4”-12”) Birmingham, AL (866) 347-7473 Accepted equal
Tee-Head Bolts
and Hex Nuts on
Mechanical Joints
U.S. Pipe and Foundry (3”-64”) Birmingham, AL (866) 347-7473 Accepted equal
Thrust Restraint
Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 4

ITEM MANUFACTURER MANUFACTURER LOCATION
Restrained Joints U.S. Pipe and Foundry “TRFlex” (4”-64”) Birmingham, AL (866) 347-7473 Accepted equal
Third-Party
Ductile Iron Pipe
Follower-GlandType Mechanical
Joint Restraints
for Push-on DIP
Bells
EBAA Iron Megalug Series
1100
1100 for new MJ fittings 3”-48”
Eastland, TX (800) 433-1716
Accepted equal
Coatings
Polyethylene
Encasement
V-Bio (Ductile Iron Pipe
Research Association) (4”-64”)
Birmingham, AL (205) 402-8700
Accepted equal
Tape for
Polyethylene
Encasement
Berry Plastics CPG / Sealforlife
“Polyken No 900”
Franklin, MA (877) 910-1725
JM Eagle, Inc., No V-10 Los Angeles, CA (310) 693-8200
Plicoflex Inc. No 340 Houston, TX
Protecto Wrap No 200 Denver, CO (303) 778-8537
Scotchwrap (3M), No 50 St Paul, MN (888) 364-3577
Tapecoat Co., CT Evanston, IL (847) 866-8500
Accepted equal
Identification Tape
Buried Pipe
Identification Tape
Refer to Section 33 05 26

2.2 Materials
A. Refer to Section 02 05 00 for basic requirements for products and materials.

B. Ductile iron fittings shall have 200 g/m2
zinc coating.

C. The following is being conveyed: Treated Wastewater Effluent.

D. Materials for ductile-iron pipe shall be:

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Pipe Manufacturing
Standards
Conform to AWWA C151/ANSI 21.50 for pipe
3”-64”
Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 5

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Design Standards Conform to AWWA C150/ANSI A21.50 and
AWWA M41
Material Ductile-iron
Size As shown on plans.

Wall Thickness –
Buried Pipe
3”- 16” pipe Pressure Class 350
Wall Thickness –
Above-Ground Pipe
Pipe with Grooved
Couplings
Thickness Class 53
All Other Pipe Thickness Class 53
Markings Conform to AWWA C151 Section 4.6.

Lengths 18’ or 20’ lengths per AWWA C151/ANSI
A21.51, except where shorter lengths are
required to fit horizontal or vertical alignment.

Coatings Buried Factory coat with one
prime coat of asphaltic
coating approximately 1-
mil thick per AWWA C151
Galvanic Coating 200 g/m2

99.99% pure metallic zinc
Apply by thermal arc spray
process to exterior metal
surface
Above ground and
in vaults
See Section 09 90 00.

Cement Mortar
Lining
Standard thickness cement-mortar lined per
AWWA C104 using Type II cement, unless
otherwise specified.

Cement Mortar
Lining
Standard Thickness
Dimensions
3”-12” Pipe 1/16”
14”-24” Pipe 3/32”
E. Materials for ductile-iron pipe joints shall be:

Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 6

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Pipe and
Fitting Joints
Restrained Style Boltless, restrained, push-on joint design with positive axial locking restrained system capable
of deflection after assembly.

Use one type of restrained joint exclusively.

Mechanical Joint Conform to AWWA C111/ANSI 21.11
Bell Joint
Gaskets
Material Conform to AWWA C111/ANSI 21.11
Gasket Age <180 days old
Flanges Material Ductile Iron
Pressures 250-300
psi
Conform to ASME/ANSI B16.42 Class 300
Raised- or plain-faced
Screwed-on Type for
Pipe
Conform to AWWA C115/ANSI A21.15
Integrally-cast Type
for Fittings
Conform to AWWA C110/ANSI A21.10
Alignment for Valve
Mating
Boltholes shall straddle horizontal centerlines of
pipe run to which flanges are attached.

Flange Bolts,
Nuts, and
Washers
Various Steels Refer to Section 33 05 31.

Flange
Gaskets
Refer to Section 33 05 31.

Grooved Ends Provide where
shown
Conform to AWWA C606
Compatible with adjacent coupling
F. Materials for ductile-iron pipe fittings shall be:

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Fittings Material Ductile-iron
Standards Conform to AWWA C110/ANSI 21.10 or AWWA
C153/ANSI A21.53
Style Restrained joint. Mechanical joint fittings not
allowed unless otherwise shown on Plans.

Marking Show Manufacturer’s name or trademark.

Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 7

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Letters "DI" or "DUCTILE" shall be cast on
fittings
Mark AWWA standard complied with (AWWA
C110 or AWWA C153)
Show nominal pipe diameter.

Show manufacturing date code.

Coatings Use same coating as adjacent pipe, as
specified above
Linings Same lining as adjacent pipe, as specified
above
G. Materials for ductile-iron polyethylene PE film wrap for corrosion protection shall be:

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Polyethylene
PE Film Wrap
for Corrosion
Protection
Standards Conform to AWWA C105/ANSI A21.50
Material Polyethylene plastic tube - V BIO
Thickness 8-mil, single layer on pipe
8-mil double layer on fittings and
appurtenances
Adhesive tape to connect
plastic film tubes and plastic
film wrap at fittings and
appurtenances
2” wide polyethylene adhesive tape
H. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Design Criteria Loading H-20 (32k axle 16k wheel load)
Depth of Soil Cover Refer to Plans
I. Refer to Section 33 05 26 for requirements for identification, identification tape and warning tape for buried ductile iron pipe.

PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install DIP pressure pipe and fittings before submitting Shop Drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Prior to installing pipe, grade and prepare trench bottom to provide uniform bearing throughout entire length of each pipe joint. Dig bell holes of ample dimension in trench bottom at joint Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 8
locations to facilitate joining. Form flat or semi-circular trench bottom conforming to grade to which pipe is to be installed.

C. Dewater trench so trench bottom and bedding material are dry.

3.2 Installation
A. Refer to Sections and 01 73 33 / 02 05 00 for basic execution and installation requirements.

B. Refer to Section 31 23 00 for open trench requirements.

C. Furnish and install pipe and fittings at locations shown on Plans and Submittals.

D. The following installation standards shall be followed:

1. Manufacturer’s installation and warranty requirements

2. Applicable OSHA and Cal OSHA regulations

3. Applicable building, fire, plumbing and mechanical code requirements

4. AWWA C600 Installation of Ductile-Iron Water Mains and Their Appurtenances

5. AWWA Manual M41 Ductile-Iron Pipe and Fittings
E. Refer variances between above documents and Contract Documents to Owner’s Representative.

F. Protect water systems by maintaining separations and using materials described in Section 31 05 50.

G. Excavation and backfill, including pipe bedding, shall conform to provisions of Section 31 23 00 , AWWA C600, and AWWA M41, Chapter 11.

H. Accurately place pipe to lines and grades shown. Support fittings independently of pipe.

I. Assemble push-on joints per AWWA C600 and as follows:

1. On long radius curves, excavate trench wider than normal to allow for straight-line assembly before deflection.

2. Cut and machine pipe per AWWA C600, AWWA M41, and Manufacturer’s standard procedures.

3. Do not cut pipe with cold chisel, standard iron pipe cutter, or other method that may fracture pipe or produce ragged, uneven edges.

4. Clean groove and bell socket of pipe or fitting and plain end of mating pipe. Joint shall be dirt-free.

5. Lubricate plain end, socket and gasket using soapy water or accepted pipe lubricant as recommended in AWWA C600.

6. Insert rubber ring into groove making sure ring is completely seated. Lubrication for spigot and instruction for lubricant use shall be supplied by pipe Manufacturer.

7. Spigot and bell shall slide together without displacement of rubber gasket. Where possible install pipe with bell facing in direction of laying.

8. Insert spigot into bell and force slowly into position using large bar lever and wood block across pipe end. For large pipe, a come-along (with padding that will not scratch pipe) may be used.

9. After assembling pipe in straight line, make horizontal or vertical deflections at joints to comply with alignment shown on Plans.

10. Allowable joint deflections for restrained push-on joints shall not exceed 1.5 degrees per joint.

Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 9

11. Minimum radii shall not be less than 688 feet unless pipe lengths shorter than 18’ or are used.

J. Assemble mechanical joints per AWWA C600 and as follows:

1. On long radius curves, excavate trench wider than normal to allow for straight-line assembly before deflection.

2. Cut and machine pipe per AWWA C600, AWWA M41, and Manufacturer’s standard procedures.

3. Do not cut pipe with cold chisel, standard iron pipe cutter, or other method that may fracture pipe or produce ragged, uneven edges.

4. Lubricate plain end, socket and gasket using soapy water or accepted pipe lubricant as recommended in AWWA C600.

5. Insert rubber ring into groove making sure ring is completely seated. Lubrication for spigot and instruction for lubricant use shall be supplied by pipe Manufacturer.

6. Spigot and bell shall slide together without displacement of rubber gasket. Joint shall be dirt free. Where possible install pipe with bell facing in direction of laying.

7. Insert spigot into bell and force slowly into position using large bar lever and wood block across pipe end. For large pipe, a come-along (with padding that will not scratch pipe) may be used.

8. Push gland toward socket and center it around pipe with gland lip against gasket. Insert bolts and hand-tighten nuts.

9. After assembling pipe in straight line, make horizontal or vertical deflections at joints to comply with alignment shown on Plans.

10. Allowable joint deflections for mechanical joints shall not exceed:

PIPE NOMINAL DIAMETER
ALLOWABLE JOINT DEFLECTION - α

RESTRAINED-MECHANICAL JOINT
4” n/a
10” 3.2°
12” 3.2°
16” 1.6°

11. Values shown above are based on 80% of that recommended by AWWA M41 Table 11- 4 and 11-5 or Manufacturer.

12. After making joint deflection, tighten bolts to normal range of bolt torque recommended by Manufacturer or AWWA M41 Table 11-3.

K. Assemble flanged joints per Section 33 05 31.

L. Provide PE film wrap on ductile iron and cast iron fittings and pipe as follows:

1. Comply with AWWA C105.

2. Wrap PE film snugly around exterior ferrous surfaces and 8” beyond bells, overlapping at least 2” at each seam.

1. Take care to completely encase pipe and prevent contact between pipe and surrounding soil. Prevent soil or bedding material from becoming trapped between pipe and PE wrap.

2. Do not install PE wrap on pipe sections or fittings to be concrete encased, installed within casing or installed through concrete slope anchors.

3. Leave stainless steel nuts and bolts exposed.

Project Owner DUCTILE IRON PIPE
New River Improvement Project – Calexico 33 11 11 - 10

4. Secure PE wrap in place using 2” wide plastic tape.

5. At least 3 circumferential turns of plastic tape shall seal PE wrap ends over pipe and above valve bonnets.

6. Place circumferential wraps of tape at 2’ intervals along pipe barrel to minimize space between PE wrap and pipe.

7. Repair cuts, tears, punctures or damage to PE wrap with adhesive tape or with short length of PE tube cut open, wrapped around pipe and secured in place.

M. In addition to PE wrapping ductile iron pipe, wrap service lines of dissimilar metals and attendant corporation stop with PE wrap or suitable dielectric tape for minimum clear distance of 3 feet from main.

N. Push-on restrained joints shall incorporate Flex-Ring, split ring or ring segments, and shall be installed in accordance with Manufacturer’s installation instruction for joint design used.

3.3 Field Quality Control
A. Do not backfill joints until Owner's Representative has observed them. Leave open sufficient trench space in vicinity of each joint to permit visual observation around entire joint periphery.

B. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Ductile
Iron
Pipe
Pipe
Separations
Refer to Section 31 05 50. All new pipe Contractor Contractor Hydrostatic
Test
Refer to Section 33 08 11,
AWWA C600 and AWWA M41
All new ductile
iron pipe
Contractor Contractor
Anchorage
and Support
of Exposed
Pipe
Visual inspection of finished
installation. Support per UPC
Table 3-1 and 3-2
1 inspection Owner Owner
Installation Visual inspection of finished
installation
1 inspection Owner Owner
11-month
Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturer’s printed literature
1 test Owner Contractor
C. Remove damaged pipe or fittings upon discovery and without delay from Project Site.