SECTION 26 32 13.13 DIESEL-ENGINE-DRIVEN GENERATOR SETS DIESEL-ENGINE-DRIVEN GENERATOR SETS 26 32 13.13 - 14
2.12 SOURCE QUALITY CONTROL
A. Prototype Testing: Factory test engine generator using same engine model, constructed of identical or equivalent components and equipped with identical or equivalent accessories.
1. Tests: Comply with IEEE 115 and with NFPA 110.
B. Project-Specific Equipment Tests: Before shipment, factory test engine generator 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.
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 PREPARATION
A. Interruption of Existing Electrical Service: Do not interrupt electrical service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary electrical service in accordance with requirements indicated:
1. Notify Construction Manager no fewer than 2 working days in advance of proposed interruption of electrical service.
3.3 INSTALLATION
A. Comply with NECA 1 and NECA 404.
SECTION 26 32 13.13 DIESEL-ENGINE-DRIVEN GENERATOR SETS DIESEL-ENGINE-DRIVEN GENERATOR SETS 26 32 13.13 - 15
B. Comply with packaged engine generator manufacturers' written installation and alignment instructions and with NFPA 110
C. Equipment Mounting:
1. Install packaged engine generators on cast-in-place concrete equipment bases. Comply with requirements for equipment bases and foundations specified in Section 033000 "Castin-Place Concrete."
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.
D. Install packaged engine generator to provide access, without removing connections or accessories, for periodic maintenance.
3.4 IDENTIFICATION
A. Install a sign indicating the generator neutral is bonded to the main service neutral at the main service location.
3.5 FIELD QUALITY CONTROL
A. Testing Agency:
1. Owner will engage a qualified testing agency to perform tests and inspections.
2. Engage a qualified testing agency to perform tests and inspections.
3. Engage a factory-authorized service representative to test and inspect components, assemblies, and equipment installations, including connections.
4. Perform tests and inspections with the assistance of a factory-authorized service representative.
B. Tests and Inspections:
1. Perform tests recommended by manufacturer and each visual and mechanical inspection and electrical and mechanical test listed in first two subparagraphs below, as specified in NETA ATS. Certify compliance with test parameters.
a. Visual and Mechanical Inspection:
1) Compare equipment nameplate data with Drawings and the Specifications. 2) Inspect physical and mechanical condition.
3) Inspect anchorage, alignment, and grounding.
4) Verify that the unit is clean.
b. Electrical and Mechanical Tests:
1) Test protective relay devices.
2) Verify phase rotation, phasing, and synchronized operation as required by the application.
3) Functionally test engine shutdown for low oil pressure, overtemperature, overspeed, and other protection features as applicable. 4) Perform vibration test for each main bearing cap.
SECTION 26 32 13.13 DIESEL-ENGINE-DRIVEN GENERATOR SETS DIESEL-ENGINE-DRIVEN GENERATOR SETS 26 32 13.13 - 16
5) 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, single-step full-load pickup test.
3. Battery Tests: Equalize charging of battery cells in accordance with manufacturer's written instructions. Record individual cell voltages.
a. Measure charging voltage and voltages between available battery terminals for fullcharging 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.
4. Battery-Charger Tests: Verify specified rates of charge for both equalizing and floatcharging 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 (non-enclosed units): 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 and 100 percent of rated linear load. Verify that harmonic content is within specified limits.
C. Coordinate tests with tests for transfer switches and run them concurrently.
D. Test instruments shall have been calibrated within the past 12 months, traceable to NIST Calibration Services, and adequate for making positive observation of test results. Make calibration records available for examination on request.
E. Leak Test: After installation, charge exhaust, coolant, and fuel systems and test for leaks. Repair leaks and retest until no leaks exist.
F. Operational Test: After electrical circuitry has been energized, start units to confirm proper motor rotation and unit operation for generator and associated equipment.
G. Test and adjust controls and safeties. Replace damaged and malfunctioning controls and equipment.
H. Remove and replace malfunctioning units and retest as specified above.
I. Retest: Correct deficiencies identified by tests and observations, and retest until specified requirements are met.
J. 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 13.13 DIESEL-ENGINE-DRIVEN GENERATOR SETS DIESEL-ENGINE-DRIVEN GENERATOR SETS 26 32 13.13 - 17
3.6 MAINTENANCE SERVICE
A. Initial Maintenance Service: Beginning at Substantial Completion, maintenance service shall include 12 months' full maintenance by skilled employees of manufacturer's authorized service representative. Include quarterly preventive maintenance and 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. Parts shall be manufacturer's authorized replacement parts and supplies.
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
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SECTION 26 36 23 AUTOMATIC TRANSFER SWITCH
AUTOMATIC TRANSFER SWITCH 26 36 23 - 1
PART 1 GENERAL
1.01 Scope
Furnish and install automatic transfer switch(es) with number of poles, amperage, voltage, and withstand current ratings as shown on the plans. Basis of design is a Generac TX Transfer Switch Non Service Entrance Rated Delayed/Programmed Transition, 600A , 3 Pole 4 Wire 208V , Transfer Switch in a Nema 1 Enclosure. Each automatic transfer shall consist of a mechanically held power transfer switch unit and a microprocessor controller, interconnected to provide complete automatic operation. All transfer switches and control panels shall be the product of the same manufacturer.
1.02 Acceptable Manufacturers
Automatic transfer switches shall be Generac TX Series. Any alternate shall be submitted to the consulting engineer in writing at least 10 days prior to bid. Each alternate bid must list any deviations from this specification.
1.03 Codes and Standards
The automatic transfer switches and accessories shall conform to the requirements of:
A. UL 1008 - Standard for Automatic Transfer Switches
B. NFPA 70 - National Electrical Code (2017 version and later for start circuit monitoring) C. NEC Articles 700, 701, 702, 708
D. NFPA 99 – Health Care Facilities
E. NFPA 110 – Emergency and Standby Power Systems
F. IEEE Standard 446 – IEEE Recommended Practice for Emergency and Standby Power Systems for Commercial and Industrial Applications
G. NEMA Standards ICS10, MG1, MG250, ICS6, AB1
H. ANSI C62.41
I. International Standards Organization: ISO 8528, 9001.
J. Where seismic rating and/or certification is required: IBC 2018, OSHPD PART 2 PRODUCTS
2.01 Mechanically Held Transfer Switch
A. The basis of design is the Generac TX Series Transfer switch that utilities a knife blade mechanically latching design with maintenance free contacts. The transfer switch unit shall be an electrically operated and mechanically held. The open transition switch shall be mechanically interlocked to ensure only one of two possible positions, normal or emergency. The delayed transition switch shall be mechanically interlocked to ensure one of three possible position, normal and emergency.
B. The switch shall be positively locked and unaffected by momentary outages so that contact pressure is maintained at a constant value and temperature rise at the contacts is minimized for maximum reliability and operating life.
C. All main contacts shall be silver composition. Switches shall have segmented blow-on construction for high withstand current capability and be protected by separate arcing contacts.
D. A manual operating handle shall be provided for maintenance purposes.
E. Designs utilizing components of or parts thereof which are not intended for continuous duty, repetitive switching or transfer between two active power sources are not acceptable.
SECTION 26 36 23 AUTOMATIC TRANSFER SWITCH
AUTOMATIC TRANSFER SWITCH 26 36 23 - 2
F. Where neutral conductors must be switched, the ATS shall be provided with fully rated neutral transfer contacts.
G. Where neutral conductors are to be solidly connected, a neutral terminal plate with fully rated AL-CU pressure connectors shall be provided.
H. The switch shall be capable of the following methods of transfer: Open with In-Phase transition only, Time Delay in Neutral transition, or In-Phase transition with a default to Time Delay in Neutral.
2.02 ATS Control with Integrated User Interface Panel
A. The basis of design is the Generac TXC-100 Controller with Integrated User Interface Panel which is voltage agnostic for service purposes removing the need for technicians to carry and support control panels for every available voltage. Any manufacturers that provide a controller or control panel that does not meet this requirement should notify the consulting engineer before bidding.
B. The controller shall be connected to the transfer switch by an interconnecting wiring harness. The harness shall include a keyed disconnect plug to enable the controller to be disconnected from the transfer switch for routine maintenance.
C. The controller shall direct the operation of the transfer switch. The controller's sensing and logic shall be controlled by a built-in microprocessor for maximum reliability, minimum maintenance, and include standard on-board serial communications capability.
D. A user accessible USB port shall be provided to facilitate firmware updates, uploading of switch operational parameters, downloading of event history and switch operational statistics. This USB port shall be front accessible without opening the ATS door.
E. The controller shall provide single and three phase capability for maximum application flexibility and minimal spare part requirements. Voltage sensing shall be true RMS type and shall be accurate to ± 1% of nominal voltage. Frequency sensing shall be accurate to ± 0.1Hz. Time delay settings shall be accurate to ±0.5% of the full-scale value of the time delay. The panel shall be capable of operating over a temperature range of -20 to + 70 degrees C.
F. The controller power supply shall be field-configurable to operate on 120V through 480V systems without the need for transformers.
G. Control logic shall be backed up with a rechargeable, user-replaceable lithium-ion battery that shall also maintain control power for up to 60 minutes in the event no source power is available.
H. The controller shall be enclosed with a protective cover and be mounted separate from the transfer switch unit for safety and ease of maintenance.
I. The controller shall meet or exceed the requirements for Electromagnetic Compatibility (EMC) as follows:
1. IEC 61000 – 4 – 3 Radiated RF Field Immunity
2. IEC 61000 – 4 – 4 Electrical Fast Transient/Burst Immunity
3. IEC 61000 – 4 – 5 Surge Immunity
4. IEC 61000 – 4 – 6 Conducted RF Immunity
5. IEC 61000 – 4 -11 Voltage Dips and Interruptions
6. EN 61000 – 6 - 2 Industrial Immunity Requirements EN 61000-6-4 - Radiated Emissions
7. EN 61000 – 6 - 4 Conducted Emissions
8. CISPR 11 – Conducted RF Emissions and Radiated RF Emissions
2.03 Enclosure
SECTION 26 36 23 AUTOMATIC TRANSFER SWITCH
AUTOMATIC TRANSFER SWITCH 26 36 23 - 3
The basis of design is a Generac TX Series Transfer Switch in a Nema 1 Enclosure, with dimensions no larger than Not SE Rated Inches in Height , 63.19 Inches in Width, and 28.22 Inches In Depth. Larger enclosures than the basis of design will need to be approved by the Consulting Engineer to ensure there is enough wall space and appropriate clearance.
A. Provide a temperature and humidity controlled anti-condensation heater for all NEMA 3R and 4X enclosed units. Heater shall be an available option on NEMA 1 enclosures, when called for on plans. Heater cover to indicate a hot surface.
B. The switch mechanism and controller shall be easily removable from the enclosure in the field. This requirement will facilitate easy single-person installation on wall mounted switches, conduit fitting, and cable pulling while minimizing risk of damage and/or contamination of ATS components during the install process.
C. Controller human interface and USB port shall be visible and operational through the enclosure door, without the need for personal protective equipment, avoiding arc-flash hazard for routine checks of the controller status.
PART 3 OPERATIONS
3.01 Controller Display and Keypad
A. A backlit four-line graphical LCD display and human interface shall be an integral part of the controller for viewing all available data and setting desired operational parameters. Operational parameters shall also be available for viewing and limited control through the RS-485 communications port.
B. All instructions and controller settings shall be easily accessible, readable and accomplished without the use of codes, calculations, or instruction manuals.
C. The user interface shall be provided with test/reset modes. The test mode will simulate a normal source failure. The reset mode shall bypass the time delays on either transfer to emergency or retransfer to normal.
D. The following parameters shall only be adjustable only by authorized service personnel:
1. Nominal line voltage and frequency
2. Single or three phase sensing on normal
3. Transfer operating mode configuration, (open transition, or delayed transition)
3.02 Voltage and Frequency Sensing
A. Voltage and frequency on both the normal and emergency sources (as noted below) shall be continuously monitored, with the following pickup, dropout, and trip settings capabilities; values shown as percentage of nominal unless otherwise specified.
Voltage and Frequency Settings Range Default Value
Source 1 (Normal) is Genset Yes or No No
Source 1 Undervoltage Dropout 50-97% 85%
Source 1 Undervoltage Pickup 52-99% 90%
Source 1 Overvoltage Dropout 105-120% 110%
SECTION 26 36 23 AUTOMATIC TRANSFER SWITCH
AUTOMATIC TRANSFER SWITCH 26 36 23 - 4
Source 1 Overvoltage Pickup 103-118% 105%
Source 1 Underfrequency
Dropout
90-97% 90%
Source 1 Underfrequency Pickup 91-99% 95%
Source 1 Overfrequency Dropout 103-110% 105%
Source 1 Overfrequency Pickup 101-109% 102%
Source 1 Voltage Imbalance Drop 5-20% 5%
Source 1 Voltage Imbalance
Pickup
3-18% 3%
Source 1 Warmup Time 0-1800s 3s
Source 1 Cooldown Time 0-1800s 1800s
Source 1 Minimum Run Time 300-1800s 1200s
Source 2 is Generator Yes or No Yes
Source 2 Undervoltage Dropout 50-97% 85%
Source 2 Undervoltage Pickup 52-99% 90%
Source 2 Overvoltage Dropout 105-120% 110%
Source 2 Overvoltage Pickup 103-118% 105%
Source 2 Underfrequency
Dropout
90-97% 90%
Source 2 Underfrequency Pickup 91-99% 99%
Source 2 Overfrequency Dropout 103-110% 105%
Source 2 Overfrequency Pickup 101-109% 102%
Source 2 Voltage Imbalance Drop 5-20% 5%
Source 2 Voltage Imbalance
Pickup
3-18% 3%
Source 2 Minimum Run Time 300-1800s 1200s
Source 2 Warmup Time 0-1800s 3s
Source 2 Cooldown Time 0-1800s 1800s
Phase Rotation Check ABC, CBA, OFF ABC
Supply Overvoltage 350 VAC Fixed
Manual Return to Normal Yes or No
Time Delay Settings
SECTION 26 36 23 AUTOMATIC TRANSFER SWITCH
AUTOMATIC TRANSFER SWITCH 26 36 23 - 5
Transfer to Emergency 120s max 30s
Re-transfer to Normal 1,800s max 1,800s
Time Delay Neutral 120s max 30s
Engine Cool Down 300-1,800s 1,800s
Delayed Transition Time 120s max 120s
Elevator Signal 120s max 30s
In Phase Transfer Yes or No
In Phase Synchronization Time 60-3600s 300s
Preferred Source S1, S2 S1
Voltage Imbalance Enable Yes or No
Voltage Imbalance Timeout 10-30s max 20s
B. Repetitive accuracy of all settings shall be within 1% at +25C C. Voltage and frequency settings shall be field adjustable in 1% increments either locally with the display and keypad or remotely via RS-485 communications port access.
D. Source status screens shall be provided for both normal & emergency to provide digital readout of voltage and frequency.
E. The backlit graphical display shall have multiple language capability. Languages can be selected from the user interface.
3.03 Time Delays
A. A Line Interrupt delay shall be provided to override momentary normal source outages, delay all transfer and engine starting signals; adjustable 0 to 120 seconds. It shall be possible to bypass the time delay from the controller user interface.
B. An Engine Warm Up delay shall be provided for extended engine RPM stabilization where fast transfer to the emergency source is not required; adjustable 0 to 1,800 seconds. It shall be possible to bypass the time delay from the controller user interface.
C. A Transfer to Emergency delay shall be provided for controlled sequencing of loads to the emergency source; adjustable from 0 to 120 seconds. It shall be possible to bypass the time delay from the controller user interface.
D. A Retransfer to Normal delay shall be provided to ensure stability of the normal source, adjustable from 0 to 1,800 seconds. Time delay shall be automatically bypassed if the emergency source fails and normal source is acceptable.
E. An Engine Minimum Runtime delay shall be provided to reduce nuisance starts when the normal source power is unstable but does not trigger a transfer to the emergency source, adjustable from 5 to 30 minutes. Operates in conjunction with Engine Cool Down delay.
F. An Engine Cool Down delay shall be provided; adjustable 300 – 1,800 seconds.
SECTION 26 36 23 AUTOMATIC TRANSFER SWITCH
AUTOMATIC TRANSFER SWITCH 26 36 23 - 6
G. An Elevator Signal Before Transfer output signal shall be provided to drive an external relay for selective load disconnect control. The controller shall have the ability to activate an adjustable 0 to 120 second delay in any of the following modes:
1. Prior to transfer only.
2. Prior to and after transfer.
3. Normal to emergency only.
4. Emergency to normal only.
5. Normal to emergency and emergency to normal.
6. All transfer conditions or only when both sources are available.
H. For special applications (i.e. three-sources), the option to select the Preferred Source.
I. All adjustable time delays shall be field adjustable without the use of special tools or software.
Time Delay Summary Table:
Time Delay Description Range Default Value
Line Interrupt Delay 0 – 120 sec. 3 sec.
Engine Warm Up Delay 0 – 1,800 sec. 3 sec.
Transfer to Emergency 0 – 120 sec. 3 sec.
Retransfer to Normal 0 – 1,800 sec. 1,800 sec.
Engine Minimum Run Time 5 – 30 min. 5 min.
Engine Cool Down 300 – 1,800 sec. 1,800 sec.
Delayed Transition (Center Off Position) 0 – 120 sec. 120 sec.
Elevator Signal Before Transfer 0 – 120 sec. 0 sec.
Preferred Source Normal (S1), Emerg. (S2) Normal (S1)
3.04 External Control Interfaces and Indicators
A. Communications connectors, user interface and display shall be accessible and usable without presenting an arcflash hazard.
B. Customer inputs shall be optically isolated for wider compatibility with external systems. This will protect the controller from external surges and transient voltages.
C. Surge Protection for the ATS controls shall be provided.
D. Replaceable fuses to protect the power supply to the ATS control panel.
E. A set of contacts rated 5 amps, 30 VDC shall be provided for a low-voltage engine start signal. The start signal shall prevent dry cranking of the engine by requiring the generator set to reach proper output and run for the duration of the Engine Minimum Runtime setting, regardless of whether the normal source restores before the load is transferred.
F. Engine starting contacts shall facilitate start-circuit monitoring to comply with the 2017 and later versions of NFPA 70 Article 700.10 (D)(3).
G. Two sets of Form-C auxiliary contacts, rated 10 amps, 250 VAC shall be provided to indicate the switch actuator position, including center-off for Time Delay Neutral switches or a Permissive (Emergency Inhibit) condition.
H. A single General Alarm (summary alarm) indication shall light up the alert indicator and de-energize the configured common alarm output relay for external monitoring.
I. LED indicating lights shall be provided; one to indicate when the ATS is connected to the normal source and one to indicate when the ATS is connected to the emergency source.
J. LED indicating lights shall be provided and energized by controller outputs. The lights shall provide true source availability of the normal and emergency source, as determined by the voltage sensing trip and reset settings for each source.
K. LED indicating light shall be provided to indicate switch not in automatic mode (manual).
L. LED indicating light shall be provided to indicate any alarm condition.
M. The controller shall have two programmable inputs and one programmable output as standard; with an optional expansion board to add up to four programmable input/outputs. Programmable I/O conditions shall include:
SECTION 26 36 23 AUTOMATIC TRANSFER SWITCH
AUTOMATIC TRANSFER SWITCH 26 36 23 - 7
Programmable Output Programmable Input
Source 1 – Two Wire Start Permissive (Emergency Inhibit) Source 2 – Two Wire Start Remote Engine Fast Test
Engine Exercising Remote Engine Normal Test
Engine Warmup ATS Timer
Signal Before Transfer Initiate Demand Response
General Alarm
Source 1 Good
Source 2 Good
N. System Status - The controller LCD display shall include a System Status screen which shall be accessible from any point in the menu system by depressing the “ESC” key until you arrive at the System Status screen. This screen shall display a clear description of the active operating sequences and switch position. Operational status information displayed shall include:
1. Source 1 status (good or bad)
2. Source 2 status (good or bad)
3. Any active timer
4. Permissive (Emergency Inhibit when active)
3.05 Transfer and Exercise Controls
The following standard features shall be built into the controller, capable of being activated through keypad programming as required by the user:
A. Provide the ability to select “commit/no commit to transfer” to determine whether the load should be transferred to the emergency generator if the normal source restores before the generator is ready to accept the load.
B. An engine generator exercising timer shall be provided to configure daily, day of week, weekly, bi-weekly, or monthly testing of an engine generator set at a specified time of day with or without load for a programmable period of time (Engine Minimum Runtime).
C. Terminals shall be provided for a remote contact to signal the ATS to transfer to emergency for remote test. Test signal can be enabled through the keypad or digital input. Transfer to emergency for demand response can be enabled by a digital input.
D. For In-Phase Transfer Switch Designs: An in-phase monitor shall be provided in the controller such that the transfer occurs with less than ten degrees phase angle difference between sources. The monitor shall control transfer so that motor load inrush currents do not exceed normal starting currents and shall not require external control of power sources. In-phase switch transfer time shall not exceed 25ms.
PART 4 ADDITIONAL FEATURES AND ACCESSORIES
4.01 Additional Optional Features
A. Expanded Input/Output Module. Expandable Input/Output Board Module Includes: 4 Relay Outputs and 4 Optically Isolated Inputs
PART 5 ADDITIONAL REQUIREMENTS
5.01 Withstand and Closing Ratings
A. The ATS shall be rated to close on and withstand the available RMS symmetrical short circuit current at the ATS terminals with the type of overcurrent protection shown on the plans. The basis of design for this project is a Generac
SECTION 26 36 23 AUTOMATIC TRANSFER SWITCH
AUTOMATIC TRANSFER SWITCH 26 36 23 - 8
TX Series Automatic Transfer Switch with a 50ka 3 Cycle Rating, 50ka (.05 seconds) Time Based Rating, and a 85ka Specific Breaker Rating Transfer switches from other manufacturers with ratings less than provided in this section will need to be
B. Provide a temperature and humidity controlled anti-condensation heater for all NEMA 3R and 4X enclosed units.
Heater shall be an available option on NEMA 1 enclosures, when called for on plans. Heater cover to indicate a hot surface.
C. The switch mechanism and controller shall be easily removable from the enclosure in the field. This requirement will facilitate easy single-person installation on wall mounted switches, conduit fitting, and cable pulling while minimizing risk of damage and/or contamination of ATS components during the install process.
D. Controller human interface and USB port shall be visible and operational through the enclosure door, without the need for personal protective equipment, avoiding arc-flash hazard for routine checks of the controller status.
5.02 Tests and Certification
A. The complete ATS shall be factory tested to ensure proper operation of the individual components and correct overall sequence of operation and to ensure that the operating transfer time, voltage, frequency and time delay settings are in compliance with the specification requirements.
B. The ATS manufacturer shall be certified to ISO 9001: 2015 International Quality Standard and the manufacturer shall have third party certification verifying quality assurance in design/development, production, installation and servicing in accordance with ISO 9001: 2015.
5.03 Service Representation
A. The ATS manufacturer shall support a service organization of company-employed personnel located throughout the contiguous United States. The service center's personnel must be factory trained and must be on call 24 hours a day, 365 days a year.
B. The manufacturer shall maintain records of switch shipments, by serial number, for a minimum of 10 years.
5.04 Warranty
A. The basis of design is a Generac TX Series Automatic Transfer Switch with a Comprehensive 5 Year Warranty.
B. A Basic Warranty is defined as the manufacturer covering replacement parts for the listed amount of the warranty period.
C. The Comprehensive Warranty is defined as the manufacturer covering replacement parts, labor, and limited technician travel costs for covered warranty repairs during the listed warranty period.
D. The switch mechanism and controller shall be easily removable from the enclosure in the field. This requirement will facilitate easy single-person installation on wall mounted switches, conduit fitting, and cable pulling while minimizing risk of damage and/or contamination of ATS components during the install process.
E. Controller human interface and USB port shall be visible and operational through the enclosure door, without the need for personal protective equipment, avoiding arc-flash hazard for routine checks of the controller status.
END OF SECTION
SECTION 26 51 00 INTERIOR LIGHTING
INTERIOR LIGHTING 265100 - 1
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Interior lighting fixtures, lamps.
2. Emergency lighting units.
3. Exit signs.
4. Lighting fixture supports.
B. Related Sections:
1. Division 26 Section "Lighting Control Devices" for automatic control of lighting, including time switches, photoelectric relays, occupancy sensors, and multipole lighting relays and contactors.
1.2 SUBMITTALS
A. Product Data: For each type of lighting fixture, arranged in order of fixture designation. Include data on features, accessories, and finishes.
B. Shop Drawings: Show details of nonstandard or custom lighting fixtures. Indicate dimensions, weights, methods of field assembly, components, features, and accessories. Product Certificates: For each type of ballast for bi-level and dimmer-controlled fixtures, from manufacturer.
C. Field quality-control reports.
1.3 QUALITY ASSURANCE
A. 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.
B. Comply with NFPA 70.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, product(s) indicated on Drawings.
Substitutions shall be submitted to Engineer minimum (10) days prior to bid date for evaluation.
SECTION 26 51 00 INTERIOR LIGHTING
INTERIOR LIGHTING 265100 - 2
2.2 LIGHTING FIXTURE SUPPORT COMPONENTS
A. Comply with Division 26 Section "Hangers and Supports for Electrical Systems" for channeland angle-iron supports and nonmetallic channel and angle supports.
B. Single-Stem Hangers: 1/2-inch steel tubing with swivel ball fittings and ceiling canopy. Finish same as fixture.
C. Twin-Stem Hangers: Two, 1/2-inch steel tubes with single canopy designed to mount a single fixture. Finish same as fixture.
D. Wires: ASTM A 641/A 641M, Class 3, soft temper, zinc-coated steel, 12 gage.
E. Wires for Humid Spaces: ASTM A 580/A 580M, Composition 302 or 304, annealed stainless steel, 12 gage.
F. Rod Hangers: 3/16-inch minimum diameter, cadmium-plated, threaded steel rod.
G. Hook Hangers: Integrated assembly matched to fixture and line voltage and equipped with threaded attachment, cord, and locking-type plug.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Lighting fixtures: Set level, plumb, and square with ceilings and walls. Install lamps in each fixture. Comply with all Seismic requirements.
B. Comply with NFPA 70 for minimum fixture supports.
C. Suspended Lighting Fixture Support:
1. Pendants and Rods: Where longer than 48 inches brace to limit swinging.
2. Stem-Mounted, Single-Unit Fixtures: Suspend with twin-stem hangers.
3. Continuous Rows: Use tubing or stem for wiring at one point and tubing or rod for suspension for each unit length of fixture chassis, including one at each end.
D. Adjust aimable lighting fixtures to provide required light intensities.
E. Connect wiring according to Division 26 Section "Low-Voltage Electrical Power Conductors and Cables."
3.2 FIELD QUALITY CONTROL
A. Test for Emergency Lighting: Interrupt power supply to demonstrate proper operation. Verify transfer from normal power to battery and retransfer to normal.
B. Prepare a written report of tests, inspections, observations, and verifications indicating and interpreting results. If adjustments are made to lighting system, retest to demonstrate compliance with standards.
SECTION 26 51 00 INTERIOR LIGHTING
INTERIOR LIGHTING 265100 - 3
END OF SECTION 265100
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SECTION 265600 EXTERIOR LIGHTING
EXTERIOR LIGHTING 265600 - 1
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Exterior luminaires with lamps.
1.2 SUBMITTALS
A. Product Data: For each luminaire, pole, and support component, arranged in order of lighting unit designation. Include data on features, accessories, and finishes.
B. Shop Drawings: Anchor-bolt templates keyed to specific poles and certified by manufacturer.
1.3 QUALITY ASSURANCE
A. 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.
B. Comply with IEEE C2, "National Electrical Safety Code." C. Comply with NFPA 70.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, product(s) indicated on Drawings.
Substitutions shall be submitted to Engineer minimum (10) days prior to bid date for evaluation.
PART 3 - EXECUTION
3.1 LUMINAIRE INSTALLATION
A. Install lamps in each luminaire.
B. Fasten luminaire to indicated structural supports. Comply with all Seismic Requirements.
1. Use fastening methods and materials selected to resist seismic forces defined for the application and approved by manufacturer.
C. Adjust luminaires that require field adjustment or aiming.
SECTION 265600 EXTERIOR LIGHTING
EXTERIOR LIGHTING 265600 - 2
3.2 CORROSION PREVENTION
A. Aluminum: Do not use in contact with earth or concrete. When in direct contact with a dissimilar metal, protect aluminum by insulating fittings or treatment.
B. Steel Conduits: Comply with Division 26 Section "Raceway and Boxes for Electrical Systems." In concrete foundations, wrap conduit with 0.010-inch-thick, pipe-wrapping plastic tape applied with a 50 percent overlap.
3.3 GROUNDING
A. Ground metal poles and support structures according to Division 26 Section "Grounding and Bonding for Electrical Systems."
1. Install grounding electrode for each pole unless otherwise indicated.
2. Install grounding conductor pigtail in the base for connecting luminaire to grounding system.
B. Ground nonmetallic poles and support structures according to Division 26 Section "Grounding and Bonding for Electrical Systems."
1. Install grounding electrode for each pole.
2. Install grounding conductor and conductor protector.
3. Ground metallic components of pole accessories and foundations.
END OF SECTION 265600
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 1 of 10
PART 1 GENERAL
1.01 DESCRIPTION
A. This section specifies the finishing, installation, connection, testing of Physical Access Control System, hereinafter referred to as the PACS.
1.02 RELATED WORK
A. All Sections listed in the Table of Contents are a Condition of this Section.
1.03 QUALITY ASSURANCE
A. The Contractor shall be responsible for providing, installing, and the operation of the PACS as shown. The Contractor shall also provide certification as required.
B. The security system will be installed and tested to ensure all components are fully compatible as a system and can be integrated with all associated security subsystems, whether the security system is stand-alone or a part of a complete Information Technology (IT) computer network.
C. Contractor Qualifications:
1. The Contractor or security sub-contractor shall be a licensed security Contractor with a minimum of five (5) years experience installing and servicing systems of similar scope and complexity.
1.04 SUBMITTALS
A. Shop drawing and as-built packages shall include:
1. Specification and scope of work pages for all individual security systems applicable to the design package that will:
a. Outline all general and job specific work required within the design package.
b. Provide a detailed device identification table outlining device Identification (ID) and use for all security systems equipment utilized in the design package.
2. Drawing sheets that will be plotted on the individual floor plans or site plans shall:
a. Include a title block as defined above.
b. Clearly define the drawings scale in both standard and metric measurements.
c. Provide device identification and location.
d. Address all signal and power conduit runs and sizes that are associated with the design of the electronic security system and other security elements (e.g., barriers, etc.).
e. Identify all pull box and conduit locations, sizes, and fill capacities.
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 2 of 10
B. Complete a full review process conducted by the Contractor along with the Owner’s representative to ensure all work has been clearly defined and completed. All reviews shall be conducted in accordance with the project schedule.
C. Provide manufacturer security system product cut-sheets. Submit for approval at least 30 days prior to commencement of formal testing, a Security System Operational Test Plan.
Include procedures for operational testing of each component and security subsystem, to include performance of an integrated system test.
D. Submit manufacture’s certification of Underwriters Laboratories, Inc. (UL) listing as specified. Provide all maintenance and operating manuals per Section 01 00 00, GENERAL REQUIREMENTS.
E. General: Submittals shall be in full compliance of the Contract Documents. All submittals shall be provided in accordance with this section. Submittals lacking the breath or depth these requirements will be considered incomplete and rejected. Submissions are considered multidisciplinary and shall require coordination with applicable divisions to provide a complete and comprehensive submission package. Additional general provisions are as follows:
1. The Contractor shall schedule submittals in order to maintain the project schedule. For coordination drawings refer to Specification Section 01 33 10 - DESIGN SUBMITTAL PROCEDURES, which outline basic submittal requirements and coordination. Section 01 33 10 shall be used in conjunction with this section.
2. The Contractor shall identify variations from requirements of Contract Documents and state product and system limitations, which may be detrimental to successful performance of the completed work or system.
3. Each package shall be submitted at one (1) time for each review and include components from applicable disciplines (e.g., electrical work, architectural finishes, door hardware, etc.) which are required to produce an accurate and detailed depiction of the project.
4. Manufacturer’s information used for submittal shall have pages with items for approval tagged, items on pages shall be identified, and capacities and performance parameters for review shall be clearly marked through use of an arrow or highlighting. Provide space for Resident Engineer and Contractor review stamps.
5. Technical Data Drawings shall be in the latest version of AutoCAD®, drawn accurately, and in accordance with CAD Standards. FREEHAND SKETCHES
OR COPIED VERSIONS OF THE CONSTRUCTION DOCUMENTS WILL NOT BE ACCEPTED. The Contractor shall not reproduce Contract Documents or copy standard information as the basis of the Technical Data Drawings. If departures from the technical data drawings are subsequently deemed necessary by the Contractor, details of such departures and the reasons thereof shall be submitted in writing to the Resident Engineer for approval before the initiation of work.
6. Packaging: The Contractor shall organize the submissions according to the following packaging requirements:
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 3 of 10
a. Manual Content: In each manual include information specified in the individual Specification section, and the following information for each major component of building equipment and controls:
1) General system or equipment description.
2) Design factors and assumptions.
3) Copies of applicable Shop Drawings and Product Data. 4) System or equipment identification including: manufacturer, model and serial numbers of each component, operating
instructions, emergency instructions, wiring diagrams, inspection and test procedures, maintenance procedures and schedules, precautions against improper use and maintenance, repair instructions, sources of required maintenance materials and related services, and a manual index.
b. Manufacturer’s Data: Where manufacturer's standard printed data is included in the manuals, include only those sheets that are pertinent to the part or product installed. Mark each sheet to identify each part or product included in the installation. Where more than one (1) item in tabular format is included, identify each item, using appropriate references from the Contract Documents. Identify data that is applicable to the installation and delete references to information which is not applicable.
c. Where manufacturer's standard printed data is not available and the information is necessary for proper operation and maintenance of equipment or systems, or it is necessary to provide additional information to supplement the data included in the manual, prepare written text to provide the necessary information. Organize the text in a consistent format under a separate heading for different procedures. Where necessary, provide a logical sequence of instruction for each operating or maintenance procedure. Where similar or more than one product is listed on the submittal the Contractor shall differentiate by highlighting the specific product to be utilized.
F. Operations and Maintenance Manuals: Final copies of the manuals shall be delivered to the Resident Engineer as part of the acceptance test. The draft copy used during site testing shall be updated with any changes required prior to final delivery of the manuals.
Each manual’s contents shall be identified on the cover. The manual shall include names, addresses, and telephone numbers of each sub-contractor installing equipment or systems, as well as the nearest service representatives for each item of equipment for each system. The manuals shall include a table of contents and tab sheets. Tab sheets shall be placed at the beginning of each chapter or section and at the beginning of each appendix. The final copies delivered after completion of the endurance test shall include all modifications made during installation, checkout, and acceptance. Six (6) hard-copies and one (1) soft copy on CD of each item listed below shall be delivered as a part of final systems acceptance.
1.05 APPLICABLE PUBLICATIONS
A. The publications listed below (including amendments, addenda, revisions, supplement, and errata) form a part of this specification to the extent referenced. The publications are referenced in the text by the basic designation only.
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 4 of 10
B. American National Standards Institute (ANSI)/ Security Industry Association (SIA):
AC-03 ............................ Access Control: Access Control Guideline Dye Sublimation Printing Practices for PVC Access Control Cards
C. National Fire Protection Association (NFPA):
70-14 ............................. National Electrical Code
1.06 COORDINATION
A. Coordinate arrangement, mounting, and support of electronic safety and security equipment.
PART 2 PRODUCTS
2.01 GENERAL
A. All equipment and materials for the system will be compatible to ensure correct operation as outlined in FIPS 201, March 2006 and HSPD-12.
B. The security system characteristics listed in this section will serve as a guide in selection of equipment and materials for the PACS. If updated or more suitable versions are available then the Contracting Officer will approve the acceptance of prior to an installation.
C. PACS equipment shall meet or exceed all requirements listed below.
2.02 SURGE AND TAMPER PROTECTION
A. Surge Protection: Protect components from voltage surges originating external to equipment housing and entering through power, communication, signal, control, or sensing leads. Include surge protection for external wiring of each conductor-entry connection to components.
1. Minimum Protection for Power Connections 120 V and More: Auxiliary panel suppressors complying with requirements in Division 26 Section "TransientVoltage Suppression for Low-Voltage Electrical Power Circuits."
2. Minimum Protection for Communication, Signal, Control, and Low-Voltage Power Connections: Comply with requirements in Division 26 Section "TransientVoltage Suppression for Low-Voltage Electrical Power Circuits" as recommended by manufacturer for type of line being protected.
B. Tamper Protection: Tamper switches on enclosures, control units, pull boxes, junction boxes, cabinets, and other system components shall initiate a tamper-alarm signal when unit is opened or partially disassembled. Control-station control-unit alarm display shall identify tamper alarms and indicate locations.
2.03 CARD READERS
A. Power: Card reader shall be powered from its associated Controller, including its standby power source.
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 5 of 10
B. Response Time: Card reader shall respond to passage requests by generating a signal that is sent to the Controller. Response time shall be 800ms or less, from the time the card reader finishes reading the credential card until a response signal is generated.
C. Enclosure: Suitable for surface, semi-flush, or pedestal mounting. Mounting types shall additionally be suitable for installation in the following locations:
1. Indoors, controlled environment.
2. Indoors, uncontrolled environment.
3. Outdoors, with built-in heaters or other cold-weather equipment to extend the operating temperature range as needed for operation at the site.
D. Display: LED or other type of visual indicator display shall provide visual and audible status indications and user prompts. Indicate power on/off, whether user passage requests have been accepted or rejected, and whether the door is locked or unlocked.
E. Shall be utilized for controlling the locking hardware on a door and allows for reporting back to the main control panel with the time/date the door was accessed, the name of the person accessing the point of entry, and its location.
F. Will be fully programmable and addressable, locally and remotely, and hardwired to the system.
G. Shall be individually home run to the main panel.
H. Shall be installed in a manner that they comply with:
1. The Uniform Federal Accessibility Standards (UFAS)
2. The Americans with Disabilities Act (ADA)
3. The ADA Standards for Accessible Design
I. Shall support a variety of card readers that must encompass a wide functional range. The PACS may combine any of the card readers described below for installations requiring multiple types of card reader capability (i.e., card only, card and/or PIN, card and/or biometrics, card and/or pin and/or biometrics, supervised inputs, etc.). These card readers shall be available in the approved technology to meet FIPS 201, and is ISO 14443 A or B, ISO/IEC 7816 compliant. The reader output can be Wiegand, RS-22, 485 or TCP/IP.
J. Shall be housed in an aluminum bezel with a wide lead-in for easy card entry.
K. Shall contain read head electronics, and a sender to encode digital door control signals.
L. LED’s shall be utilized to indicate card reader status and access status.
M. Shall be able to support a user defined downloadable off-line mode of operation (e.g. locked, unlocked), which will go in effect during loss of communication with the main control panel.
N. Shall provide audible feedback to indicate access granted/denied decisions. Upon a card swipe, two audible tones or beeps shall indicate access granted and three tones or beeps shall indicate access denied. All keypad buttons shall provide tactile audible feedback.
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 6 of 10
O. Shall have a minimum of two programmable inputs and two programmable outputs.
P. All card readers that utilize keypad controls along with a reader and shall meet the following specifications:
1. Entry control keypads shall use a unique combination of alphanumeric and other symbols as an identifier. Keypads shall contain an integral alphanumeric/special symbols keyboard with symbols arranged in ascending ASCII code ordinal sequence. Communications protocol shall be compatible with the local processor.
Q. Shall include a Light Emitting Diode (LED) or other type of visual indicator display and provide visual or visual and audible status indications and user prompts. The display shall indicate power on/off, and whether user passage requests have been accepted or rejected. The design of the keypad display or keypad enclosure shall limit the maximum horizontal and vertical viewing angles of the keypad. The maximum horizontal viewing angle shall be plus and minus five (5) degrees or less off a vertical plane perpendicular to the plane of the face of the keypad display. The maximum vertical viewing angle shall be plus and minus 15 degrees or less off a horizontal plane perpendicular to the plane of the face of the keypad display.
1. Shall respond to passage requests by generating a signal to the local processor.
The response time shall be 800 milliseconds or less from the time the last alphanumeric symbol is entered until a response signal is generated.
2. Shall be powered from the source as designed and shall not dissipate more than 150 Watts.
3. Shall be suitable for surface, semi-flush, pedestal, or weatherproof mounting as required.
4. Shall provide a means for users to indicate a duress situation by entering a special code.
R. Contactless Smart Cards and Readers
1. Smart card readers shall read credential cards whose characteristics of size and technology meet those defined by ISO/IEC 7816, 14443, 15693.
2. The readers shall have "flash" download capability to accommodate card format changes.
3. The card reader shall have the capability of reading the card data and transmitting the data to the main monitoring panel.
2.04 PUSH BUTTON SWITCHES
A. Push-Button Switches: Momentary-contact back-lighted push buttons, with stainlesssteel switch enclosures.
1. Electrical Ratings:
a. Minimum continuous current rating of 10A at 240-VAC.
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 7 of 10
b. Contacts that will make 720 VA at 60A and that will break at 720 VA at 10A.
2. Enclosures: Flush or surface mounting. Push buttons shall be suitable for flush mounting in the switch enclosures.
3. Enclosures shall additionally be suitable for installation in the following locations:
a. Indoors, controlled environment.
b. Indoors, uncontrolled environment.
c. Outdoors.
4. Power: Push-button switches shall be powered from their associated Controller, using dc control.
2.05 INTERFACES
A. Power Supplies:
1. Shall be UL rated and able to adequately power new and existing entry control devices on a continuous basis without failure.
2. Shall meet the following minimum technical characteristics:
INPUT POWER 110 VAC 60 HZ
OUTPUT VOLTAGE 12 VDC Nominal (13.8 VDC)
24 VDC Nominal (27.6 VDC)
Filtered and Regulated
BATTERY Dependent on Output Voltage shall provide up
to 24 hours of unpowered operation
CHARGING CIRCUIT Built-in standard
2.06 WIRES AND CABLES
A. Provide device input cables as required by manufacturer.
PART 3 EXECUTION
3.01 GENERAL
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 8 of 10
A. The Contractor shall install all system components and appurtenances in accordance with the manufacturers’ instructions, ANSI C2, and shall furnish all necessary interconnections, services, and adjustments required for a complete and operable system as specified. Control signals, communications, and data transmission lines grounding shall be installed as necessary to preclude ground loops, noise, and surges from affecting system operation. Equipment, materials, installation, workmanship, inspection, and testing shall be in accordance with manufacturers’ recommendations and as modified herein.
B. Consult the manufacturers’ installation manuals for all wiring diagrams, schematics, physical equipment sizes, etc., before beginning system installation. Refer to the Riser/Connection diagram for all schematic system installation/termination/wiring data.
C. All equipment shall be attached to walls and ceiling/floor assemblies and shall be held firmly in place (e.g., sensors shall not be supported solely by suspended ceilings).
Fasteners and supports shall be adequate to support the required load.
3.02 EXAMINATION
A. Examine pathway elements intended for cables. Check raceways, cable trays, and other elements for compliance with space allocations, installation tolerances, hazards to cable installation, and other conditions affecting installation.
B. Examine roughing-in for control cable conduit systems, Controllers, card readers, and other cable-connected devices to verify actual locations of conduit and back boxes before device installation.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.03 CABLING
A. Comply with NECA 1, "Good Workmanship in Electrical Contracting." B. Install cables without damaging conductors, shield, or jacket.
C. Boxes and enclosures containing security system components or cabling, and which are easily accessible to employees or to the public, shall be provided with a lock. Boxes above ceiling level in occupied areas of the building shall not be considered to be accessible. Junction boxes and small device enclosures below ceiling level and easily accessible to employees or the public shall be covered with a suitable cover plate and secured with tamperproof screws.
3.04 CABLE APPLICATION
A. Comply with EIA/TIA-569, "Commercial Building Standard for Telecommunications Pathways and Spaces."
B. Cable application requirements are minimum requirements and shall be exceeded if recommended or required by manufacturer of system hardware.
C. RS-232 Cabling: Install at a maximum distance of 50 feet.
D. RS-485 Cabling: Install at a maximum distance of 4000 feet.
E. Card Readers and Keypads:
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 9 of 10
1. Install number of conductor pairs recommended by manufacturer for the functions specified.
2. Unless manufacturer recommends larger conductors, install No. 22 AWG wire if maximum distance from Controller to the reader is 250 feet, and install No. 20 AWG wire if maximum distance is 500 feet.
3. For greater distances, install "extender" or "repeater" modules recommended by manufacturer of the Controller.
4. Install minimum No. 18 AWG shielded cable to readers and keypads that draw 50 mA or more.
F. Install minimum No. 16 AWG cable from Controller to electrically powered locks. Do not exceed 500 feet of cable.
G. Install minimum No. 18 AWG ac power wire from transformer to Controller, with a maximum distance of 25 feet of cable.
3.05 INSTALLATION
A. System installation shall be in accordance with UL 294, manufacturer and related documents and references, for each type of security device installed.
B. Control Panels:
1. Connect power and signal lines to the controller.
2. Program the panel as outlined by the design and per the manufacturer’s programming guidelines.
C. Card Readers:
1. Connect all signal inputs and outputs as shown and specified.
2. Terminate input signals as required.
3. Program and address the reader as per the design package.
4. Readers shall be surface or flushed mounted and all appropriate hardware shall be provided to ensure the unit is installed in an enclosed conduit system.
3.06 FIELD QUALITY CONTROL
A. Manufacturer's Field Service: Engage a factory-authorized service representative to inspect, test, and adjust field-assembled components and equipment installation, including connections, and to assist in field testing. Report results in writing.
B. Perform the following field tests and inspections and prepare test reports:
1. Test each circuit and component of each system. Tests shall include, but are not limited to, measurements of power supply output under maximum load, signal loop resistance, and leakage to ground where applicable.
2. Operational Test: After installation of cables and connectors, demonstrate product capability and compliance with requirements. Test each signal path for
SECTION 28 13 00 PHYSICAL ACCESS CONTROL SYSTEM
PHYSICAL ACCESS CONTROL SYSTEM 28 13 00 - 10 of 10
end-to-end performance from each end of all pairs installed. Remove temporary connections when tests have been satisfactorily completed.
END OF SECTION
SECTION 31 23 00 EXCAVATING BACKFILLING AND COMPACTING
EXCAVATING BACKFILLING AND COMPACTING 31 23 00 - 1 of 3 PART 1 GENERAL
1.01 SUMMARY
A. Excavating for footings, slabs-on-grade, trenches, pits, curbs, and paving; backfill and compaction of sub-grade, base and trenches.
B. Excavated materials shall be removed from site and costs for transportation and removal included in Bid.
1.02 RELATED WORK
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 SUBMITTALS
A. Submit in accordance with Division 01, Submittals, Shop Drawings Product Data and Samples.
B. Submit list and source of materials to be used in the Work.
1.04 QUALITY ASSURANCE
A. Verify that survey benchmark and intended elevations for the Work are as indicated.
B. Comply with State of California Construction Safety Orders (CAL/OSHA)
1.05 UTILITY DISCONNECTS
A. Coordinate directly with County for any utility disconnects.
B. Notify Owner 72 hours prior to any excavation.
PART 2 PRODUCTS
2.01 MATERIALS
A. General: Fill material will be subject to approval of the Geotechnical Engineer.
B. Backfill and Fill Materials: Satisfactory soil materials free of clay, rock or gravel larger than 2 inches in any dimension, debris, waste, vegetation, and other unsuitable materials.
Local and import fill should have less than 15% fines and a plasticity index (PI) of less than 20.
SECTION 31 23 00 EXCAVATING BACKFILLING AND COMPACTING
EXCAVATING BACKFILLING AND COMPACTING 31 23 00 - 2 of 3 C. Aggregate Base: Class 2 conforming to Caltrans Specification Section 26, maximum size 3/4 inches; compact to minimum of 95 percent.
PART 3 EXECUTION
3.01 EXAMINATION
A. Identify required lines, levels, contours, and datum locations.
B. Locate, identify, and protect utilities that remain from damage.
C. Notify utility company to remove and relocate utilities if required.
D. Protect plant life, lawns, and other features remaining as a portion of final landscaping.
E. Protect bench marks, survey control points, existing structures, fences, sidewalks, paving, and curbs from excavating equipment and vehicular traffic.
3.02 EXCAVATION AND COMPACTING
A. Saw cut all cuts into asphalt and/or concrete surfaces.
B. Excavate subsoil to accommodate building foundations, paving and site structures, construction operations, and as indicated on Drawings and/or in attached Project Geotechnical Report.
C. Cover soils stockpiles. Stockpiles shall be covered daily and covers maintained as well as perimeter erosion control.
D. Compact disturbed load-bearing soil in direct contact with foundations to original bearing capacity; perform compaction as directed by Geotechnical Engineer.
E. Support trench excavations in compliance with local codes and safety regulations.
F. Sheet Pile or shore all excavations as required.
G. Do not interfere with 45 degree bearing splay under foundations except at pile foundations or where shoring is designed to resist earth and foundation pressures without permitting any settlements of foundations, slabs, or similar structures.
H. Grade top perimeter of excavation to prevent surface water from draining into excavation.
I. Hand trim excavation. Remove loose matter.
J. Remove lumped subsoil, boulders, and rock larger than 2 inches in diameter.
K. Correct areas over-excavated as directed by Geotechnical Engineer.
L. Do not backfill trenches until tests and inspections have been made.
M. Compact to minimum of 95 percent dry density (ASTM 1557) in planted areas and a minimum of 95 percent dry density (ASTM 1557) in paved areas.
SECTION 31 23 00 EXCAVATING BACKFILLING AND COMPACTING
EXCAVATING BACKFILLING AND COMPACTING 31 23 00 - 3 of 3 N. Footing bottoms should be free of loose debris and should be firm and unyielding as approved by the project Geotechnical Engineer prior to placement of steel and concrete.
END OF SECTION
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SECTION 31 25 00 EROSION AND SEDIMENTATION CONTROL
EROSION AND SEDIMENTATION CONTROL 31 25 00 - 1 of 2
PART 1 GENERAL
1.01 SUMMARY
A. This Section describes the requirements for providing and installing temporary erosion control structures.
1.02 RELATED SECTIONS
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 QUALITY ASSURANCE
A. Reference Standards
1. California Stormwater Quality Association (CASQA) “Stormwater Best Management Practice Handbook for Construction”.
2. State Water Resources Control Board (SWRCB) standards
3. California Stormwater Quality Association “Stormwater Best Management Practice Handbook” for Construction and Industrial and Commercial Development, latest edition.
4. County of Mendocino, California “Small Construction Site Stormwater Erosion and Sediment Control Plan Template”, latest edition.
1.04 SUBMITTALS
A. Submit in accordance with Division 01, Submittals, Shop Drawings Product Data and Samples.
B. Data, Reports and Certifications:
1. Materials used.
2. Erosion Control Point of Contract
PART 2 PRODUCTS
2.01 MATERIALS
A. Furnish and install the following as specified herein and required to eliminate potential erosion and sedimentation during construction works.
SECTION 31 25 00 EROSION AND SEDIMENTATION CONTROL
EROSION AND SEDIMENTATION CONTROL 31 25 00 - 2 of 2
1. Outlet structure, basins, ditches
2. Filter fabric, and/or mesh
3. Concrete washout
4. Fiber rolls
5. Inlet protection
6. Stabilized construction entrance
7. Straw waddles
PART 3 EXECUTION
3.01 PROCEDURES.
A. Erosion and sedimentation control measures are to be installed in areas as indicated and as directed by governing regulations.
B. Erosion and sedimentation control measures shall be adjusted, relocated or new controls established for each phase of construction and for specific construction activities that may disturb soils and contribute to erosion.
END OF SECTION
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 1 of 11 PART 1 GENERAL
1.01 DESCRIPTION
A. This section shall cover site work concrete constructed upon the prepared subgrade and in conformance with the lines, grades, thickness, and cross sections shown. Construction shall include the following:
1. Curb, gutter, and combination curb and gutter.
2. Pedestrian Pavement: Walks and curb ramps.
3. Transformer and Emergency Generator slabs, walls, and footings.
4. Exterior retaining walls.
5. Exterior stairs and landings.
6. Light, sign and bollard foundations.
7. Site furnishings foundations.
8. Fencing and gate foundations.
9. Vehicle charging equipment foundations.
10. Accessible Parking Stalls
11. Miscellaneous exterior formed and unformed concrete.
1.02 RELATED WORK
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 DESIGN REQUIREMENTS
A. Design all elements with the latest published version of applicable codes.
1.04 WEATHER LIMITATIONS
A. Placement of concrete shall be in conformance with ACI as specified under Section 03 30 00, CAST-IN-PLACE CONCRETE.
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 2 of 11
1.05 SELECT SUBBASE MATERIAL JOB-MIX
A. The Contractor shall retain and reimburse a testing laboratory to design a select subbase material mixture and submit a job-mix formula to the Owner’s Representative, in writing, for approval. The formula shall include the source of materials, gradation, plasticity index, liquid limit, and laboratory compaction curves indicating maximum density at optimum moisture.
1.06 SUBMITTALS
A. Submit in accordance with Division 01, Submittals, Shop Drawings Product Data and Samples.
B. Manufacturers' Certificates and Data certifying that the following materials conform to the requirements specified.
1. Expansion joint filler
2. Hot poured sealing compound
3. Reinforcement
4. Curing materials
C. Data and Test Reports: Select subbase material.
1. Job-mix formula.
2. Source, gradation, liquid limit, plasticity index, percentage of wear, and other tests as specified and in referenced publications.
1.07 APPLICABLE PUBLICATIONS
A. The publications listed below form a part of this specification to the extent referenced.
The publications are referenced in the text by the basic designation only. Refer to the latest edition of all referenced Standards and codes.
B. American Association of State Highway and Transportation Officials (AASHTO):
M031MM031-07-UL ...... Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement (ASTM A615/A615M-09)
M055MM055-09-UL ...... Steel Welded Wire Reinforcement, Plain, for Concrete (ASTM A185)
M147-65-UL .................. Materials for Aggregate and Soil-Aggregate Subbase, Base and Surface Courses (R 2004)
M148-05-UL .................. Liquid Membrane-Forming Compounds for Curing Concrete (ASTM C309)
M171-05-UL .................. Sheet Materials for Curing Concrete (ASTM C171) M182-05-UL .................. Burlap Cloth Made from Jute or Kenaf and Cotton Mats
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 3 of 11 M213-01-UL .................. Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Type) (ASTM D1751)
M233-86-UL .................. Boiled Linseed Oil Mixer for Treatment of Portland Cement Concrete
T099-09-UL ................... Moisture-Density Relations of Soils Using a 2.5 kg. (5.5 lb) Rammer and a 305 mm (12 in.) Drop
T180-09-UL ................... Moisture-Density Relations of Soils Using a 4.54 kg (10 lb.) Rammer and a 457 mm (18 in.) Drop
C. American Society for Testing and Materials (ASTM):
C94/C94M-09 ................ Ready-Mixed Concrete
C143/C143M-09 ............ Slump of Hydraulic Cement Concrete PART 2 PRODUCTS
2.01 GENERAL
A. Concrete shall be Type C, air-entrained as specified in Section 03 30 00, CAST-INPLACE CONCRETE, with the following exceptions:
TYPE MAXIMUM SLUMP*
Curb & Gutter 75 mm (3")
Pedestrian Pavement 75 mm (3")
* For concrete to be vibrated: Slump as determined by ASTM C143.
Tolerances as established by ASTM C94.
2.02 REINFORCEMENT
A. The type, amount, and locations of steel reinforcement shall be as shown on the drawings and in the specifications.
B. Welded wire-fabric shall conform to AASHTO M55.
C. Dowels shall be plain steel bars conforming to AASHTO M31. Tie bars shall be deformed steel bars conforming to AASHTO M31.
2.03 SELECT SUBBASE (WHERE REQUIRED)
A. Subbase material shall conform to Section 31 23 00 “Excavating Backfilling and Compacting” and as shown on the Drawings.
B. Subbase material shall produce a compacted, dense-graded course, meeting the density requirement specified in these specifications and drawings.
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 4 of 11
2.04 FORMS
A. Use metal or wood forms that are straight and suitable in cross-section, depth, and strength to resist springing during depositing and consolidating the concrete, for the work involved.
B. Do not use forms if they vary from a straight line more than 3 mm (1/8 inch) in any 3000 mm (ten foot) long section, in either a horizontal or vertical direction.
C. Wood forms should be at least 50 mm (2 inches) thick (nominal). Wood forms shall also be free from warp, twist, loose knots, splits, or other defects. Use approved flexible or curved forms for forming radii.
2.05 CONCRETE CURING MATERIALS
A. Concrete curing materials shall conform to one of the following:
1. Burlap conforming to AASHTO M182 having a weight of 233 grams (seven ounces) or more per square meter (yard) when dry.
2. Impervious Sheeting conforming to AASHTO M171.
3. Liquid Membrane Curing Compound conforming to AASHTO M148 (ASTM C309), and shall be free of paraffin or petroleum.
2.06 EXPANSION JOINT FILLERS
A. Material shall conform to AASHTO M213.
PART 3 EXECUTION
3.01 SUBGRADE PENETRATION
A. Prepare, construct, and finish the subgrade as specified in Section 31 23 00, Excavating Backfilling and Compacting.
B. Maintain the subgrade in a smooth, compacted condition, in conformance with the required section and established grade until the succeeding operation has been accomplished.
3.02 SELECT SUBBASE (WHERE REQUIRED)
A. Mixing: Proportion the select subbase by weight or by volume in quantities so that the final approved job-mixed formula gradation, liquid limit, and plasticity index requirements will be met after subbase course has been placed and compacted. Add water in approved quantities, measured by weight or volume, in such a manner to produce a uniform blend.
B. Placing:
1. Place the mixed material on the prepared subgrade in a uniform layer to the required contour and grades, and to a loose depth not to exceed 200 mm (8
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 5 of 11 inches), and that when compacted, will produce a layer of the designated thickness.
2. When the designated compacted thickness exceeds 150 mm (6 inches), place the material in layers of equal thickness. Remove unsatisfactory areas and replace with satisfactory mixture, or mix the material in the area.
3. In no case will the addition of thin layers of material be added to the top layer in order to meet grade.
4. If the elevation of the top layer is 13 mm (1/2 inch) or more below the grade, excavate the top layer and replace with new material to a depth of at least 75 mm (3 inches) in compacted thickness.
C. Compaction:
1. Perform compaction with approved equipment (hand or mechanical) well suited to the material being compacted.
2. Moisten or aerate the material as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used.
3. Compact each layer to at least 95 percent or 100 percent of maximum density as determined by AASHTO T180 or AASHTO T99 respectively.
D. Smoothness Test and Thickness Control:
Test the completed subbase for grade and cross section with a straight edge.
1. The surface of each layer shall not show any deviations in excess of 10 mm (3/8 inch).
2. The completed thickness shall be within 13 mm (1/2 inch) of the thickness as shown.
E. Protection:
1. Maintain the finished subbase in a smooth and compacted condition until the concrete has been placed.
2. When Contractor's subsequent operations or adverse weather disturbs the approved compacted subbase, excavate, and reconstruct it with new material meeting the requirements herein specified, at no additional cost to the Owner.
3.03 SETTING FORMS
A. Base Support:
1. Compact the base material under the forms true to grade so that, when set, they will be uniformly supported for their entire length at the grade as shown.
2. Correct imperfections or variations in the base material grade by cutting or filling and compacting.
B. Form Setting:
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 6 of 11
1. Set forms sufficiently in advance of the placing of the concrete to permit the performance and approval of all operations required with and adjacent to the form lines.
2. Set forms to true line and grade and use stakes, clamps, spreaders, and braces to hold them rigidly in place so that the forms and joints are free from play or movement in any direction.
3. Forms shall conform to line and grade with an allowable tolerance of 3 mm (1/8 inch) when checked with a straightedge and shall not deviate from true line by more than 6 mm (1/4 inch) at any point.
4. Do not remove forms until removal will not result in damaged concrete or at such time to facilitate finishing.
5. Clean and oil forms each time they are used.
C. The Contractor’s Registered Professional Land Surveyor shall establish and control the alignment and the grade elevations of the forms or concrete slipforming machine operations.
1. Make necessary corrections to forms immediately before placing concrete.
2. When any form has been disturbed or any subgrade or subbase has become unstable, reset and recheck the form before placing concrete.
3.04 EQUIPMENT
A. The Owner’s Representative shall approve equipment and tools necessary for handling materials and performing all parts of the work prior to commencement of work.
B. Maintain equipment and tools in satisfactory working condition at all times.
3.05 PLACING REINFORCEMENT
A. Reinforcement shall be free from dirt, oil, rust, scale or other substances that prevent the bonding of the concrete to the reinforcement.
B. Before the concrete is placed, the Owner’s Representative shall approve the reinforcement, which shall be accurately and securely fastened in place with suitable supports and ties. The type, amount, and position of the reinforcement shall be as shown.
3.06 PLACING CONCRETE - GENERAL
A. Obtain approval of the Owner’s Representative before placing concrete.
B. Remove debris and other foreign material from between the forms before placing concrete. Obtain approval of the Owner’s Representative before placing concrete.
C. Before the concrete is placed, uniformly moisten the subgrade, base, or subbase appropriately, avoiding puddles of water.
D. Convey concrete from mixer to final place of deposit by a method which will prevent segregation or loss of ingredients. Deposit concrete so that it requires as little handling as possible.
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 7 of 11 E. While being placed, spade or vibrate and compact the concrete with suitable tools to prevent the formation of voids or honeycomb pockets. Vibrate concrete well against forms and along joints. Over-vibration or manipulation causing segregation will not be permitted. Place concrete continuously between joints without bulkheads.
F. Install a construction joint whenever the placing of concrete is suspended for more than 30 minutes and at the end of each day's work.
G. Workmen or construction equipment coated with foreign material shall not be permitted to walk or operate in the concrete during placement and finishing operations.
3.07 PLACING CONCRETE FOR CURB AND GUTTER, PEDESTRIAN PAVEMENT, AND
EQUIPMENT PADS
A. Place concrete in the forms in one layer of such thickness that, when compacted and finished, it will conform to the cross section as shown.
B. Deposit concrete as near to joints as possible without disturbing them but do not dump onto a joint assembly.
C. After the concrete has been placed in the forms, use a strike-off guided by the side forms to bring the surface to the proper section to be compacted.
D. Consolidate the concrete thoroughly by tamping and spading, or with approved mechanical finishing equipment.
E. Finish the surface to grade with a wood or metal float.
F. All Concrete pads and pavements shall be constructed with sufficient slope to drain properly.
3.08 PLACING CONCRETE FOR VEHICULAR PAVEMENT
A. Deposit concrete into the forms as close as possible to its final position.
B. Place concrete rapidly and continuously between construction joints.
C. Strike off concrete and thoroughly consolidate by a finishing machine, vibrating screed, or by hand-finishing.
D. Finish the surface to the elevation and crown as shown.
E. Deposit concrete as near the joints as possible without disturbing them but do not dump onto a joint assembly. Do not place adjacent lanes without approval by the Owner’s Representative.
3.09 CONCRETE FINISHING - GENERAL
A. The sequence of operations, unless otherwise indicated, shall be as follows:
1. Consolidating, floating, straight-edging, troweling, texturing, and edging of joints.
2. Maintain finishing equipment and tools in a clean and approved condition.
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 8 of 11
3.10 CONCRETE FINISHING CURB AND GUTTER
A. Round the edges of the gutter and top of the curb with an edging tool to a radius of 1/4 inch or as otherwise detailed.
B. Float the surfaces and finish with a smooth wood or metal float until true to grade and section and uniform in textures.
C. Finish the surfaces, while still wet, with a bristle type brush with longitudinal strokes.
D. Immediately after removing the front curb form, rub the face of the curb with a wood or concrete rubbing block and water until blemishes, form marks, and tool marks have been removed. Brush the surface, while still wet, in the same manner as the gutter and curb top.
E. Except at grade changes or curves, finished surfaces shall not vary more than 1/8 inch for gutter and 1/4 inch for top and face of curb, when tested with a 10 foot straightedge.
F. Remove and reconstruct irregularities exceeding the above for the full length between regularly scheduled joints.
G. Correct any depressions which will not drain.
H. Visible surfaces and edges of finished curb, gutter, and combination curb and gutter shall be free of blemishes, form marks, and tool marks, and shall be uniform in color, shape, and appearance.
3.11 CONCRETE FINISHING PEDESTRIAN PAVEMENT
A. Walks, Wheelchair Curb Ramps:
1. Finish the surfaces to grade and cross section with a metal float, trowled smooth and finished with a broom moistened with clear water.
2. Medium brooming shall be transverse to the line of traffic.
3. Finish all slab edges, including those at formed joints, carefully with an edger having a radius as shown on the Drawings.
4. Unless otherwise indicated, edge the transverse joints before brooming. The brooming shall eliminate the flat surface left by the surface face of the edger.
Execute the brooming so that the corrugation, thus produced, will be uniform in appearance and not more than 1/16 inch in depth.
5. The completed surface shall be uniform in color and free of surface blemishes, form marks, and tool marks. The finished surface of the pavement shall not vary more than 3/16 inch when tested with a 10 foot straightedge.
6. The thickness of the pavement shall not vary more than 1/4 inch.
7. Remove and reconstruct irregularities exceeding the above for the full length between regularly scheduled joints.
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3.12 JOINTS - GENERAL
A. Place joints, where shown, conforming to the details as shown, and perpendicular to the finished grade of the concrete surface.
B. Joints shall be straight and continuous from edge to edge of the pavement.
3.13 EXPANSION JOINTS
A. Use a preformed expansion joint filler material of the thickness as shown to form expansion joints.
B. Material shall extend the full depth of concrete, cut and shaped to the cross section as shown, except that top edges of joint filler shall be below the finished concrete surface where shown to allow for sealing.
C. Anchor with approved devices to prevent displacing during placing and finishing operations.
D. Round the edges of joints with an edging tool.
E. Form expansion joints as follows:
1. Without dowels, about structures and features that project through, into, or against any site work concrete construction.
2. Using joint filler of the type, thickness, and width as shown.
3. Installed in such a manner as to form a complete, uniform separation between the structure and the site work concrete item.
3.14 CONSTRUCTION JOINTS
A. Locate longitudinal and transverse construction joints between slabs as shown.
B. Place transverse construction joints of the type shown, where indicated and whenever the placing of concrete is suspended for more than 30 minutes.
C. Use a butt-type joint with dowels in curb and gutter if the joint occurs at the location of a planned joint.
D. Use keyed joints with tiebars if the joint occurs in the middle third of the normal curb and gutter joint interval.
3.15 FORM REMOVAL
A. Forms shall remain in place at least 12 hours after the concrete has been placed.
Remove forms without injuring the concrete.
B. Do not use bars or heavy tools against the concrete in removing the forms. Promptly repair any concrete found defective after form removal.
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 10 of 11
3.16 CURING OF CONCRETE
A. Cure concrete by one of the following methods appropriate to the weather conditions and local construction practices, against loss of moisture, and rapid temperature changes for at least seven days from the beginning of the curing operation. Protect unhardened concrete from rain and flowing water. All equipment needed for adequate curing and protection of the concrete shall be on hand and ready to install before actual concrete placement begins. Provide protection as necessary to prevent cracking of the pavement due to temperature changes during the curing period. If any selected method of curing does not afford the proper curing and protection against concrete cracking, remove and replace the damaged pavement and employ another method of curing as directed by the Owner’s Representative.
B. Burlap Mat: Provide a minimum of two layers kept saturated with water for the curing period. Mats shall overlap each other at least 150 mm (6 inches).
C. Impervious Sheeting: Use waterproof paper, polyethylene-coated burlap, or polyethylene sheeting. Polyethylene shall be at lease 0.1 mm (4 mils) in thickness. Wet the entire exposed concrete surface with a fine spray of water and then cover with the sheeting material. Sheets shall overlap each other at least 300 mm (12 inches). Securely anchor sheeting.
D. Liquid Membrane Curing:
1. Apply pigmented membrane-forming curing compound in two coats at right angles to each other at a rate of 5 m2/L (200 square feet per gallon) for both coats.
2. Do not allow the concrete to dry before the application of the membrane.
3. Cure joints designated to be sealed by inserting moistened paper or fiber rope or covering with waterproof paper prior to application of the curing compound, in a manner to prevent the curing compound entering the joint.
4. Immediately re-spray any area covered with curing compound and damaged during the curing period.
3.17 CLEANING
A. After completion of the curing period:
1. Remove the curing material (other than liquid membrane).
2. Sweep the concrete clean.
3. After removal of all foreign matter from the joints, seal joints as herein specified.
4. Clean the entire concrete of all debris and construction equipment as soon as curing and sealing of joints has been completed.
3.18 PROTECTION
A. The contractor shall protect the concrete against all damage prior to final acceptance by the Owner. Remove concrete containing excessive cracking, fractures, spalling, or other defects and reconstruct the entire section between regularly scheduled joints, when
SECTION 32 05 23 CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS 32 05 23 - 11 of 11 directed by the Owner’s Representative, and at no additional cost to the Owner. Exclude traffic from vehicular pavement until the concrete is at least seven days old, or for a longer period of time if so directed by the Owner’s Representative.
3.19 FINAL CLEAN-UP
A. Remove all debris, rubbish and excess material from the site.
END OF SECTION
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SECTION 32 12 16 ASPHALT PAVING
ASPHALT PAVING 32 12 16 - 1 of 5
PART 1 GENERAL
1.01 DESCRIPTION
A. This work shall cover the composition, mixing, construction upon the prepared subgrade, and the protection of hot asphalt concrete pavement. The hot asphalt concrete pavement shall consist of an aggregate or asphalt base course and asphalt surface course constructed in conformity with the lines, grades, thickness, and cross sections as shown.
Each course shall be constructed to the depth, section, or elevation required by the drawings and shall be rolled, finished, and approved before the placement of the next course.
B. This Section includes specifications for constructing new asphalt concrete wearing surface Type A, 1/2-inch maximum with medium grading.
1.02 RELATED WORK
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 ALIGNMENT AND GRADE CONTROL
A. The Contractor’s Registered Professional Land Surveyor shall establish and control the pavement (aggregate or asphalt base course and asphalt surface course) alignments, grades, elevations, and cross sections as shown on the Drawings.
1.04 SUBMITTALS
A. Submit in accordance with Division 01, Submittals, Shop Drawings Product Data and Samples.
B. Data and Test Reports:
1. Aggregate Base Course: Sources, gradation, liquid limit, plasticity index, percentage of wear, and other tests required by Section 39 of Caltrans Standard Specifications (CTSS).
2. Asphalt Base/Surface Course: Aggregate source, gradation, soundness loss, percentage of wear, and other tests required by Section 39 of CTSS.
3. Job-mix formula.
C. Certifications:
1. Asphalt prime and tack coat material certificate of conformance to Section 39 of CTSS requirements.
SECTION 32 12 16 ASPHALT PAVING
ASPHALT PAVING 32 12 16 - 2 of 5
2. Asphalt cement certificate of conformance to CTSS requirements.
3. Job-mix certification - Submit plant mix certification that mix equals or exceeds Section 39 of CTSS.
4. Prior to starting construction, the Contractor shall submit the asphalt concrete mix design including the amount of asphalt binder to be mixed with the dry aggregate to the Engineer for approval. No resurfacing work will be allowed prior to the approval of the mix design. Asphalt concrete mix design shall conform to Section 39 of CTSS.
5. The Contractor shall submit electronic copies of manufacturer’s literature, specifications, applications and installations for filler and/or sealer material to the Owner’s Representative for approval at least five (5) calendar days in advance of performing the filling and/or sealing work.
1.05 APPLICABLE PUBLICATIONS
A. The publications listed below form a part of this specification to the extent referenced.
The publications are referenced in the text by the basic designation only. Refer to the latest edition of all referenced Standards and codes.
B. State of California Department of Transportation (CalTrans):
1. Standard Specifications (CTSS)
PART 2 PRODUCTS
2.01 GENERAL
A. Aggregate base, Asphaltic base and asphalt concrete materials shall conform to the requirements of the following and other appropriate sections of the latest version of Section 39 of CTSS, including amendments, addenda and errata. Where the term "Engineer" is referenced in Section 39 of CTSS, it shall mean the Owner’s Representative.
2.02 MATERIALS
A. Asphalt: In accordance with the requirements of Section 39-2.01 of CTSS, except that asphalt shall be either PG 64-10 or AR-4000.
B. Aggregate: In accordance with the requirements of Section 39-2.02 of CTSS, except that aggregate grading shall be as follows:
Limits of
Proposed Operating Contract
Sieve Sizes Gradation Range Compliance
3/4" ---------- 100 100
1/2" ---------- 95-100 89-100
3/8" ---------- 80-95 75-100
No. 4 59-66 X+5 X+8
SECTION 32 12 16 ASPHALT PAVING
ASPHALT PAVING 32 12 16 - 3 of 5
No. 8 43-49 X+5 X+8
No. 30 22-27 X+5 X+8
No. 200 ---------- 3-8 0-11
C. Minimum Durability Index: When tested in accordance with Caltrans Test Method 229 shall be 50.
D. Tack coat in accordance with Section 39 of CTSS.
2.03 EQUIPMENT
A. Spreading Equipment: In accordance with the requirements of Section 39 of CTSS.
B. Compacting Equipment: In accordance with the requirements of Section 9 of CTSS.
PART 3 EXECUTION
3.01 GENERAL
A. The Asphalt Concrete Paving equipment, weather limitations, job-mix formula, mixing, construction methods, compaction, finishing, tolerance, and protection shall conform to the requirements of the appropriate sections of Section 39 of CTSS for the type of material specified.
3.02 MIXING ASPHALTIC CONCRETE MATERIALS
A. Provide hot plant-mixed asphaltic concrete paving materials.
1. Temperature leaving the plant: 143 degrees C (290 degrees F) minimum, 160 degrees C (320 degrees F) maximum.
2. Temperature at time of placing: 138 degrees C (280 degrees F) minimum.
3.03 SUBGRADE
A. Shape to line and grade and compact with self-propelled rollers.
B. All depressions that develop under rolling shall be filled with acceptable material and the area re-rolled.
C. Soft areas shall be removed and filled with acceptable materials and the area re-rolled.
D. Should the subgrade become rutted or displaced prior to the placing of the subbase, it shall be reworked to bring to line and grade.
E. Proof-roll the subgrade with maximum 50 ton gross weight dump truck as directed by Owner’s Representative. If pumping, pushing, or other movement is observed, rework the area to provide a stable and compacted subgrade.
SECTION 32 12 16 ASPHALT PAVING
ASPHALT PAVING 32 12 16 - 4 of 5
3.04 BASE COURSES
A. Base:
1. Spread and compact to the thickness shown on the drawings.
2. Rolling shall begin at the sides and continue toward the center and shall continue until there is no movement ahead of the roller.
3. After completion of the base rolling there shall be no hauling over the base other than the delivery of material for the top course.
C. Thickness tolerance: Provide the compacted thicknesses shown on the Drawings within a tolerance of minus 0.0mm (0.0") to plus 12.7mm (0.5").
D. Smoothness tolerance: Provide the lines and grades shown on the Drawings within a tolerance of 5mm in 3m (3/16 inch in ten feet).
E. Moisture content: Use only the amount of moisture needed to achieve the specified compaction.
3.05 PLACEMENT OF ASPHALTIC CONCRETE PAVING
A. Remove all loose materials from the compacted base.
B. Apply the specified prime coat, and tack coat where required, and allow to dry in accordance with the manufacturer’s recommendations as approved by the Owner.
C. Receipt of asphaltic concrete materials:
1. Do not accept material unless it is covered with a tarpaulin until unloaded, and unless the material has a temperature of not less than 130 degrees C (280 degrees F).
2. Do not commence placement of asphaltic concrete materials when the atmospheric temperature is below 10 degrees C (50 degrees F), not during fog, rain, or other unsuitable conditions.
D. Spreading:
1. Spread material in a manner that requires the least handling.
2. Where thickness of finished paving will be 76mm (3") or less, spread in one layer.
E. Rolling:
1. After the material has been spread to the proper depth, roll until the surface is hard, smooth, unyielding, and true to the thickness and elevations shown own the drawings.
2. Roll in at least two directions until no roller marks are visible.
3. Finished paving smoothness tolerance:
a. No depressions which will retain standing water.
SECTION 32 12 16 ASPHALT PAVING
ASPHALT PAVING 32 12 16 - 5 of 5
b. No deviation greater than 3mm in 1.8m (1/8" in six feet).
3.06 APPLICATION OF SEAL COAT
A. Prepare the surfaces, mix the seal coat material, and apply in accordance with the manufacturer’s recommendations as approved by the Owner.
B. Apply one coat of the specified sealer.
C. Achieve a finished surface seal which, when dry and thoroughly set, is smooth, tough, resilient, of uniform black color, and free from coarse textured areas, lap marks, ridges, and other surface irregularities.
3.07 PROTECTION
A. Protect the asphaltic concrete paved areas from traffic until the sealer is set and cured and does not pick up under foot or wheeled traffic.
3.08 FINAL CLEAN-UP
A. Remove all debris, rubbish, and excess material from the work area.
END OF SECTION
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SECTION 32 17 13 WHEEL STOPS
WHEEL STOPS 32 17 13- 1 of 2
PART 1 GENERAL
1.01 DESCRIPTION
A. Section includes specifications for precast concrete wheel stops for vehicular parking stalls in parking structures and parking lots as indicated.
1.02 RELATED WORK
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 REFERENCE STANDARDS
A. State of California, Department of Transportation Caltrans, Standard Specifications (CTSS)
1.04 SUBMITTALS
A. Submit in accordance with Division 01, Submittals, Shop Drawings Product Data and Samples.
B. Product Data: Submit manufacturers' product data of precast stops and epoxy adhesive for approval.
1.05 QUALITY ASSURANCE:
A. Precast wheel stops shall be manufactured for the intended purpose by a company or firm specializing in the manufacture of precast concrete parking appurtenances.
PART 2 PRODUCTS
2.01 MATERIALS
A. Wheel Stops: Precast, 3.5% minimum air-entrained concrete; 4000 psi minimum compressive strength. Each stop shall be reinforced with two No. 4 deformed steel reinforcing bars, minimum. Provide chamfered corners and drainage slots on underside, and provide holes for dowel-anchoring to substrate. Unless indicated otherwise, provide stops of half octagonal configuration and 30-inch length.
B. Adhesive for Anchoring Stops to Concrete Slabs, At-Grade Concrete Pavements, and AtGrade Asphalt Pavements: Epoxy adhesive manufactured for the purpose, similar and equal to the adhesives specified in Caltrans Standard Specifications, Section 95-2.04 or 95-2.05.
SECTION 32 17 13 WHEEL STOPS
WHEEL STOPS 32 17 13- 2 of 2
C. Adhesive for Bonding Dowel to Wheel Stop: As proposed by Contractor and approved by the Engineer, suitable for application.
D. Steel Bars for Installation: Galvanized 5/8” diameter steel dowels or galvanized PART 3 EXECUTION
3.1 INSTALLATION
A. Securely attach wheel stops into at-grade concrete and at-grade asphalt pavement with not less than two galvanized steel dowels embedded in holes cast into wheel stops.
Firmly bond each dowel to wheel stop and to pavement.
B. At concrete pavement, drill holes in pavement for dowels.
END OF SECTION
SECTION 32 17 23 PAVEMENT MARKINGS
PAVEMENT MARKINGS 32 17 23 - 1 of 3
PART 1 GENERAL
1.01 DESCRIPTION
A. This work shall consist of furnishing and applying paint areas restricted to accessible stalls, crosswalks, energy stalls, and other detail pavement markings, in accordance with the details as shown or as prescribed by the Owner’s Representative. Conform to the Manual on Uniform Traffic Control Devices for Streets and Highways, published by the U.S. Department of Transportation, Federal Highway Administration, CBC 2016, 11B and ADAAG 2010 for details not shown.
1.02 RELATED WORK
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 SUBMITTALS
A. Submit in accordance with Division 01, Submittals, Shop Drawings Product Data and Samples
B. Furnish Manufacturer's Certificates and Data certifying that the following materials conform to the requirements specified:
1. Paint.
1.04 APPLICABLE PUBLICATIONS
A. The publications listed below form a part of this specification to the extent referenced.
The publications are referenced in the text by the basic designation only.
B. Federal Specifications (Fed. Spec.):
TT-B-1325C .................. Beads (Glass Spheres); Retro-Reflective TT-P-1952D .................. Paint, Traffic Black, and Airfield Marking, Waterborne C. Master Painters Institute (MPI):
Approved Product List – 2019
SECTION 32 17 23 PAVEMENT MARKINGS
PAVEMENT MARKINGS 32 17 23 - 2 of 3
PART 2 PRODUCTS
2.01 PAINT
A. Paint for marking pavement (parking lot and zone marking) shall conform to MPI No. 97, color as shown. Paint for obliterating existing markings shall conform to Fed. Spec.
TT-P-1952D. Paint shall be in containers of at least 5 gallons. A certificate shall accompany each batch of paint stating compliance with the applicable publication.
2.02 PAINT APPLICATOR
A. Apply all marking by approved mechanical equipment. The equipment shall provide constant agitation of paint and travel at controlled speeds. Synchronize one or more paint "guns" to automatically begin and cut off paint flow in the case of skip lines. The equipment shall have manual control to apply continuous lines of varying length and marking widths as shown. Provide pneumatic spray guns for hand application of paint in areas where a mobile paint applicator cannot be used. If the equipment does not have a glass bead dispenser, use a separate piece of equipment. An experienced technician that is thoroughly familiar with equipment, materials, and marking layouts shall control all painting equipment and operations.
PART 3 EXECUTION
3.01 SURFACE PREPARATION
A. Allow new pavement surfaces to cure for a period of not less than 14 days before application of marking materials.
B. Thoroughly clean all surfaces to be marked before application of paint. Remove dust, dirt, and other granular surface deposits by sweeping, blowing with compressed air, rinsing with water, or a combination of these methods. Completely remove rubber deposits, existing paint markings, and other coatings adhering to the pavement with scrapers, wire brushings, sandblasting, mechanical abrasion, or approved chemicals as directed by the Owner’s Representative. The application of paint conforming to Fed. Spec. TT-P-1952D is an option to removal of existing paint markings on asphalt pavement. Apply the black paint in as many coats as necessary to completely obliterate the existing markings.
Where oil or grease are present on old pavements to be marked, scrub affected areas with several applications of trisodium phosphate solution or other approved detergent or degreaser, and rinse thoroughly after each application. After cleaning, seal oil-soaked areas with cut shellac to prevent bleeding through the new paint. Pavement marking shall follow as closely as practicable after the surface has been cleaned and dried, but do not begin any marking until the Owner’s Representative has inspected the surface and gives permission to proceed. The Contractor shall establish control points for marking and provide templates to control paint application by type and color at necessary intervals.
The Contractor is responsible to preserve and apply marking in conformance with the established control points.
3.02 APPLICATION
A. Apply uniformly painted and reflective pavement marking of required color(s), length, and width with true, sharp edges and ends on properly cured, prepared, and dried surfaces in conformance with the details as shown and established control points. The length and width of lines shall conform within a tolerance of plus or minus 3 inches and plus or minus
SECTION 32 17 23 PAVEMENT MARKINGS
PAVEMENT MARKINGS 32 17 23 - 3 of 3
1/8 inch, respectively, in the case of skip markings. The length of intervals shall not exceed the line length tolerance. Temperature of the surface to be painted and the atmosphere shall be above 50 degrees F and less than 95 degrees F. Apply the paint at a wet film thickness of 0.015 inch. Disperse reflective glass beads evenly on the wet paint at a rate of 6 pounds per gallon of paint. Apply paint in one coat. At the direction of the Owner’s Representative, markings showing light spots may receive additional coats. The maximum drying time requirements of the paint specifications will be strictly enforced, to prevent undue softening of asphalt, and pick-up, displacement, or discoloration by tires of traffic. If there is a deficiency in drying of the marking, discontinue paint operations until cause of the slow drying is determined and corrected. Remove and replace marking that is applied at less than minimum material rates; deviates from true alignment; exceeds stipulated length and width tolerances; or shows light spots, faulty distribution of beads, smears, or other deficiencies or irregularities. Use carefully controlled sand blasting, approved grinding equipment, or other approved method to remove marking so that the surface to which the marking was applied will not be damaged.
3.03 PROTECTION
A. Conduct operations in such a manner that necessary traffic can move without hindrance.
Protect the newly painted markings so that, insofar as possible, the tires of passing vehicles will not pick up paint. Place warning signs at the beginning of the wet line, and at points well in advance of the marking equipment for alerting approaching traffic from both directions. Place small flags or other similarly effective small objects near freshly applied markings at frequent intervals to reduce crossing by traffic. Efface and replace damaged portions of markings at no additional cost to the Owner.
3.04 DETAIL PAVEMENT MARKING
A. Use Detail Pavement Markings, exclusive of actual traffic lane marking, at exit and entrance islands and turnouts, on curbs, at crosswalks, at parking bays, and at such other locations as shown. Show the International Accessibility Symbol at indicated parking spaces. Color shall be as shown. Apply paint for the symbol using a suitable template that will provide a pavement marking with true, sharp edges and ends. Place detail pavement markings of the color(s), width(s) and length(s), and design pattern at the locations shown.
3.05 FINAL CLEAN-UP
A. Remove all debris, rubbish and excess material from the site.
END OF SECTION
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SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 1 of 6 PART 1 GENERAL
1.01 SUMMARY
A. This Section specifies furnishing and installing Cast In Place Detectable/Tactile Warning Surface Tiles where indicated. Not recommended for asphalt applications.
1.02 RELATED SECTIONS: Section(s) related to this section include:
A. Drawings All Sections listed in the Table of Contents are a Condition of this Section.
1.03 SUBMITTALS
A. Product Data: Submit manufacturer’s literature describing products, installation procedures and routine maintenance.
B. Samples for Verification Purposes: Submit two (2) tile samples minimum 12”x12” of the kind proposed for use.
C. Shop drawings are required for products specified showing fabrication details, composite structural system, tile surface profile, sound on cane contact amplification feature, plans of tile placement including joints, and material to be used as well as outlining installation materials and procedure.
D. Material Test Reports: Submit complete test reports from qualified accredited independent testing laboratories to qualify that materials proposed for use are in compliance with requirements and meet or exceed the properties indicated on the specifications. All tests shall be conducted on a Cast In Place Detectable/Tactile Warning Surface Tile system as certified by a qualified independent testing laboratory.
E. Maintenance Instructions: Submit copies of manufacturer’s specified installation and maintenance practices for each type of Detectable Warning Surface Tile and accessory as required.
1.04 QUALITY ASSURANCE
A. Provide Cast In Place Detectable/Tactile Warning Surface Tiles and accessories as produced by a single manufacturer with a minimum of five (5) years’ experience in the manufacturing of Cast In Place Detectable/Tactile Warning Surface Tiles.
B. Installer’s Qualifications: Engage an experienced Installer certified in writing by Cast In Place Detectable/Tactile Warning Surface Tile manufacturer as qualified for installation, who has successfully completed installations similar in material, design, and extent to that indicated for Project.
C. Americans with Disabilities Act (ADA): Provide Surface Applied Detectable/Tactile Warning Surface Tiles which comply with the detectable warnings on walking surfaces section of the Americans with Disabilities Act (Title III Regulations, 28 CFR Part 36 ADA STANDARDS FOR ACCESSIBLE DESIGN, Appendix A, Section 4.29.2 DETECTABLE WARNINGS ON WALKING SURFACES).
D. California Code of Regulations (CCR): Provide only approved DSAAC detectable warning products as provided in the California Code of Regulations (CCR) Title 24, Chapter 2,
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 2 of 6 Section 202 definition of ”Detectable Warning”. Section 11B-247 and 11B-705 “Detectable Warnings And Detectable Directional Texture”
E. Vitrified Polymer Composite (VPC) Cast in Place Warning tiles shall include continuous strand woven fiberglass sheet matrix embedded within an epoxy polymer composition with a ultra-violet coating employing aluminum oxide particles in the truncated domes. The tile shall incorporate an in-line pattern of truncated domes measuring nominal 0.2” height, 0.9” base diameter, and 0.45” top diameter, spaced center-to-center 2.35” to 2.40 as measured “In Line”. For wheelchair safety the field area shall consist of a non-slip surface with a minimum of 40 - 90° raised points 0.045” high, per square inch.
1. Dimensions: Cast In Place Detectable/Tactile Warning Surface Tiles shall be held within the following dimensions and tolerances:
Length and Width: 36” x 60"
Nominal Depth: 1.375 (1-3/8”) (+/-) 5% max.
Face Thickness: 0.1875 (1 3/8”) (+/-) 5% max.
Warpage of Edge: 0.5% max.
Embedment Flange Spacing: shall be no greater than 3.1"
2. Water Absorption of Tile when tested by ASTM D 570-98 not to exceed 0.05%.
3. Slip Resistance of Tile when tested by ASTM C 1028-96 the combined Wet and Dry Static Co-Efficients of Friction not to be less than 0.80 on top of domes and field area.
4. Compressive Strength of Tile when tested by ASTM D 695-02a not to be less than 28,000 psi.
5. Tensile Strength of Tile when tested by ASTM D 638-03 not to be less than 19,000 psi.
6. Flexural Strength of Tile when tested by ASTM D 790-03 not to be less than 25,000 psi.
7. Chemical Stain Resistance of Tile when tested by ASTM D 543-95 (re approved 2001) to withstand without discoloration or staining - 10% hydrochloric acid, urine, saturated calcium chloride, black stamp pad ink, chewing gum, red aerosol paint, 10% ammonium hydroxide, 1% soap solution, turpentine, Urea 5%, diesel fuel and motor oil.
8. Abrasive Wear of Tile when tested by BYK - Gardner Tester ASTM D 2486-00 with reciprocating linear motion of 37± cycles per minute over a 10” travel. The abrasive medium, a 40 grit Norton Metallite sand paper, to be fixed and leveled to a holder. The combined mass of the sled, weight and wood block is to be
3.2 lb. Average wear depth shall not exceed 0.060 after 1000 abrasion cycles when measured on the top surface of the dome representing the average of three measurement locations per sample.
9. Resistance to Wear of Unglazed Ceramic Tile by Taber Abrasion per ASTM C501-84 (re approved 2002) shall not be less than 500.
10. Gardner Impact to Geometry "GE" of the standard when tested by ASTM D 5420- 04 to have a mean failure energy expressed as a function of specimen thickness of
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 3 of 6 not less than 550 in. lbf/in. A failure is noted when a crack is visible on either surface or when any brittle splitting is observed on the bottom plaque in the specimen.
11. Accelerated Weathering of Tile when tested by ASTM G 155-05a for 3000 hours shall exhibit the following result – ΔE <4.5, as well as no deterioration, fading or chalking of surface of tile color No 33538
12. Accelerated Aging and Freeze Thaw Test of Tile and Adhesive System when tested to ASTM D 1037-99 shall show no evidence of cracking, delamination, warpage, checking, blistering, color change, loosening of tiles or other detrimental defects.
13. Salt and Spray Performance of Tile when tested to ASTM B 117-03 not to show any deterioration or other defects after 200 hours of exposure.
14. AASHTO HB-17 single wheel HS20-44 loading “Standard Specifications for Highways and Bridges”. The Cast In Place Tile shall be mounted on a concrete platform with a ½” airspace at the underside of the tile top plate then subjected to the specified maximum load of 10,400 lbs., corresponding to an 8000 lb individual wheel load and a 30% impact factor. The tile shall exhibit no visible damage at the maximum load of 10,400 lbs.
15. Embedment flange spacing shall be no greater than 3.1” center to center spacing as illustrated on the product Cast In Place drawing.
1.05 DELIVERY, STORAGE AND HANDLING
A. Cast In Place Detectable/Tactile Warning Surface Tiles shall be suitably packaged or crated to prevent damage in shipment or handling. Finished surfaces shall be protected by sturdy plastic wrappings to protect tile from concrete residue during installation and tile type shall be identified by part number.
B. Cast In Place Detectable/Tactile Warning Surface Tiles shall be delivered to location at building site for storage prior to installation.
1.06 SITE CONDITIONS
A. Environmental Conditions and Protection: Maintain minimum temperature of 40°F in spaces to receive Cast In Place Detectable/Tactile Warning Surface Tiles for at least 24 hours prior to installation, during installation, and for not less than 24 hours after installation.
B. The use of water for work, cleaning or dust control, etc. shall be contained and controlled and shall not be allowed to come into contact with the general public. Provide barricades or screens to protect the general public.
1.07 GUARANTEE
A. Cast In Place Detectable/Tactile Warning Surface Tiles shall be guaranteed in writing for a period of five (5) years from date of final completion. The guarantee includes defective work, breakage, deformation, fading and loosening of tiles.
PART 2 PRODUCTS
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 4 of 6
2.01 MANUFACTURERS
A. Basis-Of-Design Manufacturer: ”Armor-Tile” as manufactured by Engineered Plastics Inc., Tel: 800-682-2525, or approved equal.
B. Product: The Vitrified Polymer Composite (VPC) Cast In Place Detectable/Tactile Warning Surface Tile.
C. Color: Yellow conforming to Federal Color No. 33538. Color shall be homogeneous throughout the tile.
PART 3 EXECUTION
3.01 INSTALLATION
A. During Cast In Place Detectable/Tactile Warning Surface Tile installation procedures, ensure adequate safety guidelines are in place and that they are in accordance with the applicable industry and government standards.
B. Prior to placement of the Cast In Place Detectable/Tactile Warning Surface Tile system, review manufacturer and contract drawings with the Contractor prior to the construction and refer any and all discrepancies to the Engineer.
C. The specifications of the structural embedment flange system and related materials shall be in strict accordance with the contract documents and the guidelines set by their respective manufacturers. Not recommended for asphalt applications.
D. The physical characteristics of the concrete shall be consistent with the contract specifications while maintaining a slump range of 4 - 7 to permit solid placement of the Cast In Place Detectable/Tactile Warning Surface Tile system. An overly wet mix will cause the tile to float.
Under these conditions, suitable weights such as 2 concrete blocks or sandbags (25 lb) shall be placed on each tile.
E. The concrete pouring and finishing operations require typical mason’s tools, however, a 4’ long level with electronic slope readout, 25 lb. weights, and a large non-marring rubber mallet are specific to the installation of the Cast In Place Detectable/Tactile Warning Surface Tile system. A vibrating mechanism such as that manufactured by Vibco can be employed, if desired. The vibrating unit should be fixed to a soft base such as wood, at least 1 foot square.
F. The factory-installed plastic sheeting must remain in place during the entire installation process to prevent the splashing of concrete onto the finished surface of the tile.
G. When preparing to set the tile, it is important that no concrete be removed in the area to accept the tile. It is imperative that the installation technique eliminates any air voids under the tile. Holes in the tile perimeter allow air to escape during the installation process.
Concrete will flow through the large holes in each embedment flange on the underside of the tile. This will lock the tile solidly into the cured concrete.
H. The concrete shall be poured and finished true and smooth to the required dimensions and slope prior to the tile placement. Immediately after finishing concrete, the electronic level should be used to check that the required slope is achieved. The tile shall be placed true and square to the curb edge in accordance with the contract drawings. The Cast In Place
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 5 of 6 Detectable/Tactile Warning Surface Tiles shall be tamped (or vibrated) into the fresh concrete to ensure that the field level of the tile is flush to the adjacent concrete surface. The embedment process should not be accomplished by stepping on the tile as this may cause uneven setting which can result in air voids under the tile surface. The contract drawings indicate that the tile field level (base of truncated dome) is flush to adjacent surfaces to permit proper water drainage and eliminate tripping hazards between adjacent finishes.
I. In cold weather climates it is recommended that the Cast In Place Detectable/Tactile Warning Surface Tiles be set deeper such that the top of domes are level to the adjacent concrete on the top and sides of ramp and that the base of domes to allow water drainage. This installation will reduce the possibility of damage due to snow clearing operations.
J. Immediately after placement, the tile elevation is to be checked to adjacent concrete. The elevation and slope should be set consistent with contract drawings to permit water drainage to curb as the design dictates. Ensure that the field surface of the tile is flush with the surrounding concrete and back of curb so that no ponding is possible on the tile at the back side of curb.
K. While concrete is workable, a 3/8" radius edging tool shall be used to create a finished edge of concrete, then a steel trowel shall be used to finish the concrete around the tile’s perimeter, flush to the field level of the tile.
L. During and after the tile installation and the concrete curing stage, it is imperative that there is no walking, leaning or external forces placed on the tile that may rock the tile causing a void between the underside of tile and concrete.
M. Following tile placement, review installation tolerances to contract drawings and adjust tile before the concrete sets. Two suitable weights of 25 lb each may be required to be placed on each tile as necessary to ensure solid contact of the underside of tile to concrete.
N. Following the concrete curing stage, protective plastic wrap is to be removed from the tile surface by cutting the plastic with a sharp knife, tight to the concrete/tile interface. If concrete bled under the plastic, a soft brass wire brush will clean the residue without damage to the tile surface.
O. If desired, individual tiles can be bolted together using ¼ inch or equivalent hardware. This can help to ensure that adjacent tiles are flush to each other during the installation process.
Tape or caulking can be placed on the underside of the bolted butt joint to ensure that concrete does not rise up between the tiles during installation. Any protective plastic wrap which was peeled back to facilitate bolting or cutting, should be replaced and taped to ensure that the tile surface remains free of concrete during the installation process.
P. Tiles can be cut to custom sizes, or to make a radius, using a continuous rim diamond blade in a circular saw or mini-grinder. Use of a straightedge to guide the cut is advisable where appropriate.
Q. Any sound-amplifying plates on the underside of the tile, which are dislodged during handling or cutting, should be replaced and secured with construction adhesive. The air gap created between these plates and the bottom of the tile is important in preserving the sound on cane audible properties of the Armor-Tile system as required in various jurisdictions.
3.02 CLEANING, PROTECTING AND MAINTENANCE
A. Protect tiles against damage during construction period to comply with Tactile Tile
SECTION 32 17 26 CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE CAST-IN-PLACE DETECTABLE/TACTILE WARNING SURFACE 32 17 26 - 6 of 6 manufacturer’s specification.
B. Protect tiles against damage from rolling loads following installation by covering with plywood or hardwood.
C. Clean Tactile Tiles not more than four days prior to date scheduled for inspection intended to establish date of substantial completion in each area of project. Clean Tactile Tile by method specified by Tactile Tile manufacturer.
D. Comply with manufacturers maintenance manual for cleaning and maintaining tile surface and it is recommended to perform annual inspections for safety and tile integrity.
END OF SECTION
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 1 of 26
***************************ATTENTION: This section contains multiple sections************************************* SECTION 33 05 31.11 - POLYVINYL CHLORIDE (PVC) GRAVITY PIPE PART 1 – GENERAL
1. 01 THE REQUIREMENT:
The Contractor shall furnish and install PVC pipe and all appurtenances as specified, complete and in place, as shown on the Plans, as specified in this Section and Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
1.02 RELATED WORK SPECIFIED ELSEWHERE:
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
AWWA C900-07: Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In. Through 12 In. (100 mm through 300 mm), for Water Transmission and Distribution
AWWA C905-08: Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 In.
Through 48 In. (350 mm Through 1,200 mm), for Water Transmission and Distribution ASTM D 1784: Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
ASTM D 2241: Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDRSeries) ASTM D 2321: Practice for Underground Installation of Thermoplastic Sewer Pipe for Sewers and Other Gravity-Flow Applications
ASTM D 3034: Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
ASTM F 477: Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
ASTM F 1674: Test Method for Joint Restraint Products
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 2 of 26
1.04 QUALITY ASSURANCE:
A. Except as modified in this Section, all materials used in the manufacture or installation of the pipe shall be tested in accordance with the requirements of the referenced standards.
B. Submittals and testing shall be done in compliance with Section 33 01 30.11 - Inspection of Sewers.
PART 2 – PRODUCTS
2.01 GENERAL:
All PVC pipe shall be continuously and permanently marked with the manufacturer's name, pipe size and pressure rating in psi.
2.02 PIPE:
A. All PVC pipe shall be joined by compression, solvent-welded, thermo-fusion welded or mechanical restrained joints as shown on the Plans.
B. Polyvinyl chloride pipe (PVC) shall conform to the requirements of ASTM D 3034, SDR26, or AWWA C900 or C905, Class 100, 150, 165, 200, 253, or 305. Material for PVC pipe shall conform to the requirements of ASTM D 1784 for Class 12454-B or 12454-C as defined therein.
C. Flexible rubber rings for compression type joints for PVC pipe and fittings shall conform to the requirements of ASTM F 477.
D. All sun-faded pipe or pipe with noticeable surface defects will be rejected and shall be replaced by the Contractor.
2.03 COUPLINGS AND FITTINGS:
A. Couplings shall be as listed in the Approved Materials List.
B. All fittings for PVC pipe shall conform to the requirements of ASTM D 2241. The ring groove and gasket ring shall be compatible with PVC pipe ends.
C. The strength class of fittings shall be no less than the strength class of any adjoining pipe.
D. PVC fittings shall, at a minimum, conform to the requirements of ASTM D 3034 as they apply to type SDR-26 PVC Sewer Pipe using an Elastomeric Gasket Joint in a bell and spigot assembly system. Rubber sealing gaskets shall meet the requirements of ASTM F 477.
E. All PVC pipe entering or leaving a concrete structure shall have a rubber sealing gasket, as supplied by the pipe manufacturer, firmly seated perpendicular to the pipe axis, around the pipe banded and cast into the structure base or near the structure wall center as a water stop. Said water stop may also consist of a manhole coupling with rubber sealing rings cast into the structure base (see DWG 20-05).
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 3 of 26
2.04 RESTRAINED JOINTS FOR C900 PVC PIPE:
All restrained joints used in sanitary sewer applications shall meet or exceed the requirements of ASTM F 1674. All restrained joints shall be per the Approved Materials List.
PART 3 – EXECUTION
3.01 GENERAL:
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
B. Work shall meet the specified requirements of these Specifications unless the requirements of the local agency having jurisdiction are greater, in which case the greater requirements shall govern.
3.02 INSTALLATION:
PVC pipe shall be installed in accordance with the requirements of ASTM D 2321; as specified herein and shown on the Plans
3.03 HORIZONTAL CURVES:
Horizontal curves shall be installed using straight pipe segments, each a minimum of five feet in length and joint deflections or fittings in accordance with the requirements of DWG 21-01, or with forced bends where the radius of the curve exceeds the minimums specified in the table below:
3.04 FIELD JOINTING:
A. Each pipe compression-type joint shall be joined with a lock-in rubber ring and a ring groove that is designed to resist displacement during pipe insertion.
B. The ring and the ring seat inside the bell shall be wiped clean before the gasket is inserted. A thin film of lubricant shall be applied to the exposed surface of the ring and to the outside of the clean pipe end. Lubricant other than that furnished with the pipe shall not be used.
C. Joints shall not be deflected either vertically or horizontally in excess of the printed recommendations of the pipe manufacturer.
END OF SECTION
*****************************************************************************************************************************
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 4 of 26
SECTION 33 05 19 - DUCTILE IRON PIPE (DIP)
PART 1 – GENERAL
1.01 THE REQUIREMENT:
The Contractor shall furnish and install ductile iron pipe (DIP) and all appurtenances as specified, complete and in place, as shown on the Plans, as specified in this Section and in Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
1.02 RELATED WORK SPECIFIED ELSEWHERE:
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
ANSI/AWWA C110/A21.10: Ductile-Iron and Gray-Iron Fittings, 3 in. through 48 in. for Water and Other Liquids
ANSI/AWWA C111/A21.11: Rubber-Gasket Joints for Ductile-Iron and Gray-Iron Pressure Pipe and Fittings
ANSI/AWWA C115/A21.15: Flanged Ductile-Iron and Gray-Iron Pipe with Threaded Flanges
ANSI/AWWA C150/A21.50: Thickness Design of Ductile-Iron Pipe ANSI/AWWA C151/A21.51: Ductile-Iron Pipe, Centrifugally Cast ANSI/AWWA C153/A21.53: Ductile-Iron Compact Fittings, 3 in. through 12 in. for Water and Other Liquids
AWWA C600: Installation of Ductile-Iron Water Mains and Their Appurtenances
1.05 QUALITY ASSURANCE:
A. Except as modified in this Section, all materials used in the manufacture or installation of the pipe shall be tested in accordance with the requirements of the referenced standards.
B. Submittals and testing shall be done in compliance with Section 33 01 30.11 - Inspection of Sewers.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 5 of 26
PART 2 – PRODUCTS
2.01 GENERAL:
A. Ductile-iron pipe (DIP) shall conform to the latest revision of ANSI/AWWA C150/A21.50 subject to the following supplemental requirements. The pipe shall be furnished complete with rubber gaskets, and all special fittings shall be provided as shown on the Plans.
B. Bell and spigot joints and mechanical joints are acceptable for underground applications.
As an alternative to bell and spigot joints the use of mechanical and flanged joints will be permitted for above ground applications only.
2.02 PIPE:
Ductile iron pipe shall be of the diameter indicated at a minimum Class 52 and shall be manufactured with standard bell and spigot joints in accordance with the latest revision of ANSI/AWWA C151/A21.51.
2.03 LINING AND COATING:
Pipe shall have standard asphaltic coating on the exterior and be epoxy lined on the interior with Protecto 401™ ceramic epoxy lining as manufactured by U.S. Pipe, or approved equal.
2.04 FITTINGS:
A. Fittings shall be ductile iron at a minimum of Class 52. Fittings shall conform to the latest revision of either ANSI/AWWA C110/A21.10 or ANSI/AWWA C153/A21.53. Fittings and accessories shall be furnished with either Push-on or Mechanical Type Joints in accordance with ANSI/AWWA C111/A21.11.
B. Ductile-iron pipe and fittings shall be furnished with mechanical joints, push-on joints, flanged joints, and/or restrained joints, as required. Bolted joints shall not be used for underground installations.
1. Mechanical and push-on bell and spigot joints shall conform to ANSI/AWWA C111/A21.11 and be furnished complete with all necessary accessories.
2. Flanged joints shall conform to ANSI/AWWA C115/A21.15.
3. Restrained joints shall be per the Approved Materials List.
PART 3 – EXECUTION
3.01 GENERAL:
A. Sewer pipelines shall be constructed in compliance with the requirements of this Section and Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
B. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 6 of 26
3.02 INSTALLATION OF PIPE:
A. All pipe shall be installed in accordance with ANSI/AWWA C600.
3.03 RUBBER-GASKETED JOINTS:
A. Immediately before jointing pipe, the bell end of the pipe shall be thoroughly cleaned, and a clean rubber gasket, lubricated with an approved vegetable-based lubricant, shall be placed in the bell groove. The spigot end of the pipe shall be carefully cleaned and lubricated with a vegetable-based lubricant. The spigot end of the pipe section shall then be inserted into the bell of the previously laid joint and pushed into its proper position.
Tilting of the pipe to insert the spigot into the bell will not be permitted.
END OF SECTION
***************************************************************************** SECTION 31 23 16 - EXCAVATION, BEDDING AND BACKFILL
PART 1 – GENERAL
1.01 THE REQUIREMENT:
The Contractor shall provide all labor, materials, and equipment necessary to perform all excavation, bedding, backfill and grading operations required for construction of the work.
1.02 RELATED WORK SPECIFIED ELSEWHERE:
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
ASTM D 1556: Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method
ASTM D 1557: Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kNm/m3))
ASTM D 2419: Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregates
SECTION 33 30 00 SANITARY SEWER UTILITIES
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ASTM D 2487: Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
ASTM D 6938: Test Methods for In-Place Density and Water Content of Soil and SoilAggregate by Nuclear Methods (Shallow Depth) ASTM D 4253: Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table
ASTM D 4254 Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density
1.04 CONTRACTOR SUBMITTALS:
A. Compaction testing of bedding and backfill materials shall be required for all main sewer extensions and laterals in public streets.
B. Compaction testing of bedding and backfill for side sewer work on private property may be required at the discretion of the Inspector.
C. The required compaction testing shall be conducted under the direction of a Civil or Geotechnical Engineer licensed by the State of California. As a condition of Central San’s Final Inspection, a Certification Report indicating that compaction results meet or exceed the requirements of these Specifications shall be submitted by the engineer in responsible charge of the compaction testing with a cover letter bearing the engineer’s professional stamp.
D. Compaction testing shall be completed prior to the acceptance televising of the sewer and installation of final paving.
1.05 QUALITY ASSURANCE:
A. Where soil material is required to be compacted to a percentage of maximum density, the maximum density at optimum moisture content will be determined in accordance with ASTM D 1557. Where cohesionless, free draining soil material is required to be compacted to a percentage of relative density, the calculation of relative density will be determined in accordance with ASTM D 4253 and D 4254. Field density in-place tests will be performed in accordance with ASTM D 1556, ASTM D 6938, or by such other means acceptable to Central San. At a minimum, compaction tests shall be conducted for each 50 feet of trench and for each 2 feet of trench depth, unless otherwise specified by the agency with jurisdiction for the roadway.
B. If a first test and a subsequent re-test of the bedding or backfill show noncompliance with the density required under this Section, the Contractor shall remove and re-compact the material represented by the test/retest as necessary to ensure compliance.
C. The Contractor shall provide access in the excavation for the soil compaction testing technician or Inspector. This shall include providing site-specific safety equipment and temporary shoring to enable compaction testing at each required level within the excavation. Should the Contractor have backfilled to an elevation above that required to be tested, he shall excavate the backfill down to the necessary level for testing and provide shoring at his cost. Subsequent backfilling shall also be at the Contractor’s cost.
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PART 2 – PRODUCTS
2.01 SUITABLE BEDDING AND BACKFILL MATERIAL:
A. Bedding and backfill material shall be selected or processed clean, free from grass, roots, brush, other vegetation, debris, refuse or other deleterious material of any kind.
B. The following types of bedding and backfill materials are designated and defined as follows:
1. Type I Bedding and Backfill Material (Class 2 Aggregate Base): Shall be newly quarried or recycled material (not mined alluvial material), and shall be certified by the quarry or recycler as complying with the provisions of Caltrans Specifications Section 26 (Class 2 Aggregate Base) for 3/4” maximum grading.
2. Type III Bedding and Backfill Material (native material from trench excavation): Shall be free from vegetable matter, debris and refuse, shall contain no concrete, stones or clods larger than 3” in any dimension and shall contain sufficient fines so that all voids will be filled when compacted, and shall be so constituted that compaction requirements can be met.
3. Select Type III Bedding and Backfill Material (native material from trench excavation):
Shall meet all requirements of the above described Type III Bedding and Backfill Material with the additional requirement that the maximum particle size shall be 3/4” in diameter.
4. Coarse Bedding Material (Drain Rock/Foundation Rock): Shall be crushed stone or gravel (not mined alluvial material), with a minimum of 95% crushed particles per CTM 205, durable and free from slaking or decomposition under action of alternate wetting and drying with minimum Durability Index of 40 per CTM 229. The material shall meet the following gradation requirements:
C. Controlled Low Strength Material shall conform to the requirements of Section 03 34 13 - Controlled Low-Strength Material (CLSM).
2.02 UNSUITABLE MATERIAL:
A. Unsuitable materials for bedding and backfill shall include soils, which when classified under ASTM D 2487 fall in the classifications of PT, OH, CH, MH, or OL. In addition, any soil that cannot be sufficiently compacted to achieve the percentage of maximum density specified for the intended use shall be considered unsuitable.
B. Chemical testing for corrosivity shall be performed for all materials proposed for use as bedding and backfill for metallic or reinforced concrete pipe. The testing shall be in accordance with the requirements of CTM 417, CTM 422 and CTM 643. Bedding and backfill materials shall be considered unsuitable when the chloride concentration exceeds 500 ppm, sulfate concentration exceeds 1,500 ppm, resistivity is less than 2,000 ohm-cm
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or pH is less than 6.5. Testing shall be performed by a qualified laboratory approved by Central San, and the data shall be submitted to the Inspector for acceptance prior to use of the material in the work.
C. Type III materials which are too wet to be compacted to specified compaction shall not be rejected solely because they are too wet for proper compaction. The Contractor may at its option, dry these materials in accordance with Paragraph 3.8.G of this section prior to compaction. Alternatively, the Contractor may remove the Type III materials and provide imported backfill material.
D. Backfill placed within 6” of any structure or pipe shall be free of rocks or unbroken clods of earth larger than 3” in any dimension.
E. All material that is determined to be unsuitable for use as bedding and backfill or that is in excess of the amount required shall be removed immediately and disposed of properly by the Contractor.
2.03 USE OF SUITABLE BEDDING AND BACKFILL MATERIAL:
Backfill types shall be used in accordance with the following provisions:
A. Pipe zone backfill (bedding, haunching and shading), as defined under paragraph 3.6 Bedding and Backfill herein, shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base) unless otherwise specified on the Plans.
B. Trench zone backfill, as defined under paragraph 3.6 Bedding and Backfill herein, for pipelines in public and private streets and other paved areas shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base).
C. Trench zone backfill in future roadway or street rights-of-way or in off road locations (e.g., easements) may be Type III Bedding and Backfill Material (native trench soil) so long as specified compaction is achieved.
D. Final Backfill as defined under "Pipe and Utility Trench Backfill herein, for pipelines in public and private streets and other paved areas shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base).
E. Backfill around structures, vaults, and valve boxes shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base).
F. Backfill used to replace structure and pipeline trench over-excavation of wet or soft trench bottom conditions shall be Coarse Bedding and Backfill Material (Drain Rock/Foundation Rock) with a geotextile envelope (minimum one-foot overlap) around the rock to prevent migration of fines.
G. Controlled Low Strength Material may be used for pipe zone backfill and trench zone backfill whenever pre-approved in writing by Central San or shown on the Plans.
H. Trenches in landscaped or cultivated areas shall have the top 12” inches backfilled with topsoil.
2.04 FILTER FABRIC:
Filter fabric shall be as specified in Section 31 05 19 - Geosynthetics for Earthwork.
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2.05 TRENCH DAMS, AND PIPE ANCHORS:
Trench Dams and Pipe Anchors shall be provided at the locations shown on the Plans and shall be constructed as shown in the Standard Drawings as follows:
• DWG 20-05 Trench Dams
• DWG 21-03 Pipe Anchor Detail
Trench dams shall be of the length and width dimensions shown in the detail, shall extend below finished grade as shown in the detail, and shall be constructed of controlled low strength material (CLSM) as specified in Section 03 34 13 - Controlled Low-Strength Material (CLSM).
PART 3 – EXECUTION
3.01 GENERAL:
A. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.
B. Prior to any excavation and backfill work, the Contractor shall obtain and provide Central San with copies or other evidence of acquisition thereof, all required permits for the work, including but not limited to: County and/or City encroachment permits, Central San permits, Cal OSHA Excavation Permit, and Competent Person certification.
C. Material to be used for backfill shall be laid alongside of the trench and kept trimmed so as to cause as little inconvenience as possible to public travel and the normal use of adjacent properties. However, stockpiled material shall be kept a minimum of two feet from the edge of the trench and the face of the stockpile shall be sloped as needed. Free access shall be provided to all fire hydrants, water gates, meters, and private drives.
Gutters or other drainage ways shall be kept clear unless other temporary provisions are made for maintaining drainage.
D. In advance of placing sewer pipe or structures, material within the area where such pipe or structures are to be placed, which in the opinion of the Inspector is unsuitable including, but not limited to vegetable matter, garbage, and junk piles, either on the surface or buried, shall be removed and disposed of.
E. Water to control dust resulting from grading operations, excavation, backfill, and the passage of traffic through the work area shall be applied by means that will ensure a uniform application of water with no runoff.
F. The Contractor shall remove and dispose of all excess excavated material at a suitable preferred site(s). The Contractor shall obtain all necessary fill and grading permits and a written release from property owners upon completion of use of said sites.
3.02 STRUCTURE EXCAVATION:
A. Except when specifically provided to the contrary, excavation shall include the removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and completion of the work. The removal of
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these materials shall conform to the lines and grades shown on the Plans or as directed by the Inspector Unless otherwise provided, the entire construction site shall be stripped of all vegetation and debris, and such material shall be removed from the site prior to performing any excavation or placing any fill. The Contractor shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavations, and all pumping, ditching, or other measures required for the removal or exclusion of water, including storm water, groundwater, and wastewater reaching the site of the work from any source so as to provide dry working conditions and to prevent damage to the work or adjoining property. Excavations shall be benched, sloped, shored or otherwise supported in a safe manner in accordance with applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926).
F. Excavation under structures, manholes, vaults and others: Except where otherwise specified for a particular structure or directed by the Inspector, excavation shall be carried to the grade of the bottom of the bedding. Where shown on the Plans or directed by the Inspector, areas beneath structures shall be over-excavated. The exposed surface shall be scarified to a depth of 6”, brought to optimum moisture content, and compacted to 95% relative compaction. Where over-excavation is directed by the Inspector to provide for the placement of foundation rock over wet or soft soils, scarification and recompaction shall not be performed.
3.03 TRENCH EXCAVATION:
A. Excavation for sewers shall be made only after pipe and other necessary materials are delivered on the site of the work. After such delivery, trench excavation shall proceed as rapidly as possible, and the pipe installed and the trench backfilled without undue delay.
In public street areas, excavation and pipe installation shall be coordinated to the end that a minimum of interference with traffic will result.
B. Refer to table below for required trench widths according to nominal pipe size.
C. The pipe bedding shall be given a final trim, using a laser for establishing grade, such that each pipe section when first laid will be continually in contact with the bedding along the bottom of the pipe. The Contractor shall excavate bell holes at pipe joints.
D. For trenching in existing streets, excavation and pipe installation shall be coordinated so that no more than 100 linear feet of trench shall be open at any time. Backfilling operations shall closely follow pipe installation. In new subdivisions more than 100 feet of trench may be opened if allowed by the Inspector and if the excavation is properly shored, sloped or benched. All trenches shall be fully backfilled at the end of each day or, properly shored and covered by heavy steel plates adequately braced and capable of supporting H-20 vehicle loads in those locations subject to traffic and with 1- 1/8” plywood in off road locations where it is impractical to backfill at the end of each day. Use of steel traffic plates is subject to the prior approval of the agency issuing the encroachment permit. Traffic plates shall be staked in place, with adjacent plates tack-welded together, and shall be provided with non-skid coating. Compacted cold mix asphalt shall be placed around the plate perimeter to provide a smooth transition from adjacent pavement.
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E. Where the bottom of the trench becomes soft or is unstable due to groundwater and/or movement of construction equipment, the Contractor shall over-excavate unsuitable material to a minimum depth of 9” below the base elevation to establish a stable foundation for the bedding or to a depth as otherwise directed by the Inspector.
Geotextile shall be placed on the overexcavated trench bottom and staked to the trench walls, coarse bedding material in conformance with these specifications shall be placed on the fabric, and the fabric shall then be un-staked from the trench wall and wrapped over the coarse bedding material forming a closed envelope with a minimum 1-foot overlap at the top edges of the fabric.
F. Any over-excavation carried below the grade ordered, specified, or shown, shall be backfilled and compacted to the required grade with the specified material.
3.04 EMBANKMENT EXCAVATION:
A. The relative compaction of the natural ground area upon which embankments are to be constructed, for a depth of not less than 2 feet below finished grade, shall be not less than 90% relative compaction.
B. If finished grade is less than 3 feet, above natural ground, the natural ground shall be excavated to a depth of not less than 3 feet below finished grade and re-compacted to a relative compaction of not less than 90%.
C. When embankments are to be made and compacted on hillsides, or where new fill is to be compacted against existing embankments, the slopes of the original hillside, old or new fill, shall be cut into a minimum of 6 feet horizontally as the work is brought up in layers. Material thus cut out shall be re-compacted along with the new fill. Fill shall be compacted to a relative compaction of not less than 90%.
3.05 BEDDING AND BACKFILL:
A. Except for required foundation material (in an envelope of geotextile) coarse bedding material being placed in over-excavated areas, where water or soft ground is present, backfill shall not be placed until after all water is removed from the excavation.
B. Pipe zone bedding and backfill operations shall be performed in accordance with the following requirements:
1. Type I Bedding and Backfill Material (Class 2 Aggregate Base) shall be placed and properly compacted in the pipe zone. The pipe zone is defined as that portion of the vertical trench cross-section lying between a plane 4 to 6” below the bottom surface of the pipe, i.e., the trench sub-grade, and a plane at a point 12” above the top outside surface of the pipe. The subzones of the pipe zone are defined as follows:
a) "Bedding is that portion of the Pipe Zone between the bottom of the trench or the top of required foundation material and the lowest point on the outside surface of the pipe barrel excepting bells;
b) "Haunching" is that portion of the Pipe Zone between the top of the Bedding and the horizontal centerline of the pipe;
c) "Shading" is that portion of the Pipe Zone between the top of the Haunching and a horizontal plane 12” above the highest point on the outside surface of the pipe barrel excepting bells.
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2. Controlled Low Strength Material (CLSM) shall be provided in lieu of Type I Bedding and Backfill Material where indicated on the Plans Contractor shall provide a method to prevent pipe from floating during backfill. (The remaining portions of the trench shall be backfilled as specified elsewhere in this Section.)
3. After compacting the bedding, the Contractor shall perform a final trim using a laser for establishing grade, such that each pipe section when laid will be continually in contact with the bedding along the bottom of the pipe. The Contractor shall provide bell holes at each pipe joint.
4. Backfill in trenches shall be placed uniformly on each side of the pipe to prevent displacement. The Contractor shall exercise care to prevent damage to the pipeline coating, cathodic bonds, or the pipe itself during the installation and backfill operations. The Contractor shall hand shovel slice the bedding along the sides of the pipe in order to ensure filling any voids under the pipe haunches.
C. Warning Tape: A colored detectable metallic foil core plastic tape, at least 3” in width, shall be placed on top of the pipe zone backfill wherever sewers are installed. The tape shall have printed on it the words “Caution: Sewer Buried Below.” The warning tape shall be utilized for all pipes (mains and laterals).
D. After the pipe zone backfill has been placed as specified above, and after all excess water has completely drained from the trench, backfilling of the trench zone may proceed.
The trench zone is defined as that portion of the trench excavation between the top of the shading and the ground surface in unpaved areas, and the horizontal plane at lowest point of the pavement structural section in paved areas.
E. "Final Backfill" is that portion of the Trench Zone in paved areas between the top of the trench backfill and the lowest point of the pavement structural section.
F. Joint utility trench excavations shall conform to the requirements shown on DWG 20-06.
3.06 PLACING AND SPREADING OF BACKFILL AND EMBANKMENT MATERIALS:
A. Backfill materials shall be placed and spread evenly in layers. The backfill layers shall be evenly spread so that each layer shall not exceed 8” in uncompacted thickness. Backfill layers greater than 8” but no more than 24” may be used after the Contractor demonstrates by compaction testing as specified in 3.8 below, that required compaction levels will be achieved.
B. During spreading, each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer. Pipe zone backfill materials shall be manually spread around the pipe so that when compacted, the pipe zone backfill will provide uniform bearing and side support.
C. Where the backfill material moisture content is below the optimum moisture content, water shall be added before or during spreading until the proper moisture content is within the range where the specified compaction can be achieved.
D. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be bladed, aerated or dried and/or mixed with dryer material until the moisture content is satisfactory.
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E. Whenever selection is possible, embankment material having a sand equivalent value of less than 10 shall be deposited in the lower portions of embankments and no such material shall be placed within 3 feet of planned finished grade.
F. When the embankment material consists of large rocky material, or hard lumps such as hardpan or cemented gravel which cannot be broken readily, such material shall be well distributed throughout the embankment, and sufficient earth or other fine material shall be placed around the large material as it is deposited so as to fill the interstices and produce a dense compact embankment, but in no case shall any material exceed 24” in any dimension.
3.07 COMPACTION OF BACKFILL AND EMBANKMENT MATERIALS:
A. The Contractor shall provide a minimum of one compaction test per day, and an additional compaction test for each 500 sf completed and at each structure (e.g. manholes), and as required on the Plans or at the direction of the Central San Inspector.
B. Each layer of backfill material as defined herein, shall be mechanically compacted to the specified percentage of maximum density. Equipment that is consistently capable of achieving the required degree of compaction shall be used and each layer shall be compacted over its entire area while the material is at the required moisture content.
Compaction at the top of the pipe zone shall be done using a plate compactor.
C. Flooding, ponding, or jetting shall not be used.
D. Equipment weighing more than 10,000 pounds shall not be used within a horizontal distance equal to the depth of the trench. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations.
E. The following compaction requirements shall be in accordance with ASTM D 1557 except for free draining materials (i.e., Coarse Bedding Material/Drain Rock/Foundation Material), which shall be in accordance with ASTM D 4253 and D 4254 for cohesionless free draining type materials. Where other public agency, utility company or encroachment permit requirements govern, the highest compaction standards shall apply.
F. The Contractor shall maintain the indicated trench cross section at a minimum of 12” above the top of the pipe (the top of the “pipe zone”).
G. Embankments shall be constructed as recommended by the geotechnical engineer in compacted layers of uniform thickness.
H. At the time of compaction, the moisture content of embankment material shall be such that the relative compactions specified will be obtained and the embankment will be in a
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firm and stable condition. Embankment material which contains less than the required moisture content shall be watered and material which contains excessive moisture shall not be compacted until the material is dry enough to obtain the required compaction.
3.08 TEMPORARY PAVING:
A minimum of 2” of cold or hot mix temporary asphalt shall be placed in finished trenches and rolled to a smooth surface at the end of each day unless final paving can be completed, or steel plates are used to cover trenches in paved streets. Traffic plates shall be subject to the requirements of 3.3 above. The temporary asphalt shall be placed within ¼” of finished pavement grade.
END OF SECTION
***************************************************************************************************************************** SECTION 33 01 30.11 - INSPECTION OF SEWERS
PART 1 – GENERAL
1. 01 THE REQUIREMENT:
A. The Contractor shall furnish all labor, materials, tools, and equipment necessary to clean, perform testing, and provide for televising of completed sewer pipelines.
B. The Contractor shall call the Central San Inspection Office at least one business day in advance to arrange for an Inspector to be present for the preinstallation CCTV inspection.
C. The Contractor shall notify the Inspector at least one business day prior to any cleaning, testing, or televising work. All final testing and cleaning of sewer lines shall be done in the presence of the Inspector.
D. The Contractor shall complete cleaning and testing of sewer lines as required in this Section prior to requesting CCTV inspection.
E. No testing will be allowed until all utilities have been installed.
F. If deficiencies are identified during testing, the Contractor shall re-test after the deficiencies have been corrected.
1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
ASTM C 969: Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines
ASTM C 1091-03a: Test Method for Hydrostatic Infiltration Testing of Vitrified Clay Pipe Lines
AWWA C600-54T: Installation of Ductile-Iron Water Mains and Their Appurtenances
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ASTM D 3034: Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
ASTM F 679: Specification for Poly (Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings
PART 2 – PRODUCTS
2.01 MATERIAL REQUIREMENTS:
A. Mandrels, temporary plugs, low-pressure testing equipment and all other necessary materials shall be provided by the Contractor, subject to the Inspector’s approval.
B. No materials shall be used which would be injurious to the public, personnel, adjacent improvements or the pipeline.
C. Air test gauges shall be laboratory-calibrated test gauges and shall be recalibrated by a certified laboratory prior to the leakage test. Gauge shall be easy to read in no more than 1 psi per increment and have a maximum full-scale range of 5 psi.
PART 3 – EXECUTION
3.01 GENERAL:
A. The Contractor shall clean pipelines by balling and flushing or hydroflushing prior to deflection and pressure testing.
B. The Contractor shall perform deflection and pressure tests after submittal of compaction reports demonstrating compliance with the backfill compaction requirements and before CCTV inspections.
C. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.
3.02 CLEANING:
A. After the pipeline installation has been completed to the satisfaction of Central San, the Contractor shall clean the pipe in the presence of the Inspector.
B. The Contractor shall clean all sewer installations, deemed necessary by the Inspector, with a cleaning ball or device in accordance with the device manufacturer's instructions or recommendations and flushed. Hydroflush-pressure shall be maintained below 2,000 psi.
Traps with screens in accordance with DWG 21-08 shall be used to trap debris. The Contractor shall remove all debris from the manhole prior to removing the trap.
C. Release of water during and/or after cleaning and testing has been completed, shall be performed in a manner approved by the Inspector. The Contractor shall be responsible for the proper disposal of water released.
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D. The Contractor shall perform an additional cleaning of the pipeline after the installation of final paving, top block, frames and covers, and after all other required inspections, if required by the Inspector due to a reasonable determination that additional debris may have accumulated in the pipeline after initial cleaning.
3.03 PIPELINE DEFLECTION TESTING:
PVC and HDPE pipe 8” in diameter or larger shall be tested for deflection, joint displacement, or other obstruction by passing a rigid mandrel through the pipe. Deflection shall be tested after submittal of daily compaction reports demonstrating compliance with, but prior to, permanent resurfacing. The mandrel shall be a full circle, rigid, non-adjustable, an odd-numbered leg (9 leg minimum), acceptable to the Inspector as to design and manufacturer. Mandrel size shall meet the minimum requirements set forth in ASTM D 3034 and ASTM F 679. The circular cross section of the mandrel shall have a diameter of at least 95% of the specified average inside diameter of the pipe and the minimum length of the circular portion of the mandrel shall be equal to the nominal diameter of the pipe. Where obstructions and excessive deflection encountered by the mandrel, the Contractor shall remove, replace and retest the deficient section. Re-rounding will not be allowed.
3.04 PIPELINE LEAKAGE TESTING:
A. Repaired pipelines shall be re-tested as follows:
B. Air Testing
1. Each section of main sewer and its appurtenant connected laterals shall be tested between successive manholes by plugging and bracing all openings in the sewer lines. If any leaks are found, the air pressure shall be released, the leaks eliminated, and the test procedure started over again.
2. Air tests shall be conducted in accordance with the following procedure and the table below:
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All necessary test equipment shall be in proper working order and tests shall be made in the presence of the Inspector. Test plugs shall be carefully placed at each end of the section of line to be tested. When all necessary test equipment is in place, a compressed air supply shall be attached to the air fitting on the test equipment and the air pressure within the line increased to 4 psi. After the air supply is securely turned off or disconnected, there shall be a 2-minute waiting period to allow stabilization of air within the sewer line before the actual test period begins. In no case shall the air pressure within the line be less than 3-1/2 psi at the beginning of the test period. The allowable air pressure loss shall not exceed 1 psi. When testing side sewers, or portions thereof, the test period shall be 4 minutes and the allowable loss shall not exceed 1 psi. After completion of a test, the air pressure shall be released slowly through the valve, which is incorporated in the test equipment. Air test plugs shall not be removed until the air pressure is no longer measurable.
C. New sewers larger than 16” diameter shall be hydrostatically tested in accordance with the following procedure:
1. After installation, all new trunk sewer pipelines shall be thoroughly cleaned prior to pressure testing. A section of trunk sewer shall be prepared for testing between two structures by plugging the inlet side of the discharge manhole and all openings in the upstream manhole except the discharge opening. All plugs shall be properly braced against the manhole wall to withstand the forces of the test in order to prevent loss in the event of a failure.
2. A section of the trunk sewer prepared as above shall be tested by filling it with water to an elevation 5 feet above the top of pipe at the upstream end of the test section, or 5 feet above the existing groundwater elevation, whichever is greater. The water shall be introduced into the test section at least one hour in advance of the test period and refilled as necessary prior to commencement of the test period to allow the pipe and joint material to become saturated. The loss in water may be determined by measuring the rate of fall of the water level, but the level shall not be allowed to fall more than one foot below the specified head during the test period.
3. For RCP, the pressure shall be maintained for not less than 4 hours and the leakage rate shall not exceed 200 gallons per inch of diameter per mile of pipe for 24 hours (ASTM C 969-02). For VCP, the pressure shall be maintained for not less than one hour and the leakage rate shall not exceed 200 gallons per inch diameter per mile for 24 hours (ASTM C 1091-03a). For DIP, the pressure shall be maintained for not less than one hour and the leakage rate shall not exceed 70 gallons per inch diameter per mile of pipe of 24 hours (AWWA C600-54T).
D. When leakage exceeds the amount allowed by the specifications, the Contractor shall locate the leaks, submit a repair procedure for the Inspector’s review, and make the necessary repairs.
3.05 MANHOLE TESTING:
A. Hydrostatic Testing: Central San may require hydrostatic testing for leakage after installation and prior to backfilling. Prior to hydrostatic testing, all manholes shall be visually inspected. All defects shall be repaired by the Contractor, with non-shrink grout, to the satisfaction of the Inspector. All pipes entering the manhole shall be sealed at a point outside the manhole walls to include testing of the pipe/manhole joints. Safety lines shall be secured to all plugs utilized. The manhole shall be filled with water to a level 2” below the top of the frame. After a period of at least one hour to allow the water level to stabilize, the manhole shall be refilled and the water level shall be checked. The water level shall again be checked after a period of 4 hours. If the water level drops by more
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than 1”, the leakage shall be considered excessive, and the Contractor shall make necessary repairs and retest the manhole.
B. Vacuum Testing: As an alternative to manhole hydrostatic testing, the Inspector may allow the use of vacuum testing. A vacuum of 10” of mercury shall be drawn on the manhole, the valve on the vacuum line of the test hood closed and the vacuum pump shut off. The manhole shall be deemed to have passed the test if the vacuum drop is less than 1” of mercury during a one-minute test period.
3.06 CCTV INSPECTION:
A. Central San will perform a CCTV inspection of the sanitary sewer upon substantial completion of the work.
1. The Contractor shall coordinate with the Inspector to arrange for an acceptable time to conduct the inspection.
2. Defects discovered by the CCTV inspection shall be corrected and the line reinspected at the Contractor’s cost.
3. If a portion of an entire job is to be CCTV inspected, a separate fee will be due as established by Central San. Inspection fees are payable prior to the date of the partial CCTV inspection.
4. The Contractor shall request CCTV inspection once the following have been completed:
a) Sewer pipelines are installed, backfilled, and compacted. b) Structures are in place, channeling is complete, and pipelines are accessible from structures.
c) All other underground facilities, utility piping, and conduits in the vicinity are installed.
d) For street locations, placement of aggregate base has been completed. e) Pipelines to be inspected have been cleaned and flushed. f) Final pressure test has been completed.
g) Mandrel testing is complete.
B. The procedure outlined below will be repeated until all deficiencies observed by CCTV inspection have been corrected to the satisfaction of Central San.
1. The Contractor shall request Central San to schedule the CCTV inspection. a) If Central San's CCTV crew arrives at the jobsite and the work is not ready or accessible, the Contractor will be billed the cancellation fee payable to Central San prior to the date of rescheduled CCTV inspection. The Contractor shall reschedule CCTV inspection as outlined above.
2. Central San will televise the job.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 20 of 26
a) If no deficiencies are observed, the work will be considered satisfactory. b) If deficiencies are observed, a recording will be made and defects serious enough to require correction will be identified by the Inspector who will provide written notification. If corrective work is indicated and viewing of the recording is desired, the Contractor shall contact the Inspector to set a time for the viewing.
All corrective work will be subject to approval by Central San. Central San reserves the right to require cleaning and additional leak testing of the repaired pipeline. Those portions of the pipeline where deficiencies have been corrected shall be re-televised. Payment of re-television inspection fees shall be paid to Central San prior to the scheduled date of the inspection.
C. The following observations from CCTV inspections will require correction:
1. Low spot 0.0625 x diameter of pipe or greater (e.g., 0.5” for an 8” pipe).
2. Joint separations (3/4” or greater opening between pipe sections).
3. Cocked joints present in straight runs or on the inside of pipe curves.
4. Chips in pipe ends.
5. Cracked or damaged pipe.
6. Offset joints.
7. Infiltration.
8. Debris or other foreign objects.
9. Other obvious deficiencies.
D. CCTV inspection of the work and the correction of observed defects shall not relieve the Contractor of its responsibility for the warranty period.
END OF SECTION
************************************************************************************************************************ SECTION 33 05 13 - MANHOLES AND STRUCTURES
PART 1 – GENERAL
1. 01 THE REQUIREMENT:
The Contractor shall furnish and install manholes and structures, complete with precast manhole bases or cast-in-place (if approved during Plan Review), pipe connections, barrel and cone components, preformed joint sealant, grade rings, frames, covers and other appurtenances shown on the Plans or specified in this Section.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 21 of 26
1.02 RELATED WORK SPECIFIED ELSEWHERE:
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS:
A. Commercial Standards:
ASTM C 150: Specification for Portland Cement
ASTM C 478: Specification for Precast Reinforced Manhole Sections
1.04 CONTRACTOR SUBMITTALS:
Upon request by Central San, the Contractor shall submit complete shop drawings for all precast manhole bases to Central San and shall receive favorable review prior to ordering the bases.
1.05 QUALITY ASSURANCE:
After installation, the Contractor shall demonstrate that all manholes have been properly installed, level, with tight joints, at the correct elevations and orientations and that the backfilling has been carried out in accordance with the Plans and these Specifications. Vacuum testing of manholes may be required at Central San’s sole discretion.
PART 2 – PRODUCTS
2.01 MATERIALS:
A. Manhole bases may be either cast-in-place or precast. Channels and shelves shall conform to the requirements DWG 19-01 through 19-07. Manhole channels shall be shaped to form a smooth transition of uniform cross-section from inlet pipes to the outlet pipe, both horizontally and vertically.
B. Precast Concrete Components: Only components listed in the Approved Materials List shall be used in the construction of manholes.
1. Precast manhole bases, and barrel and cone sections shall be manufactured by a process that will produce dense homogeneous reinforced concrete of high quality in conformance with ASTM C 478. Cement shall be Type V Portland Cement as specified in ASTM C 150.
2. Precast manhole components shall be designed to support vertical AASHTO H-20 truck loading, plus the weight of soil above the cone section.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 22 of 26
3. Pipe connections at precast bases shall be pipe bells of the size, material and class of inlet and outlet pipes, integrally cast into the base by the manufacturer.
4. The minimum wall thickness for barrel and cone sections (in inches) shall be calculated by dividing the nominal diameter of the barrel (in inches) by twelve (i.e., D/12).
5. Manhole throats shall be constructed of reinforced concrete grade rings.
C. Preformed plastic sealing gasket for sealing joints between the manhole base, barrel and cone sections shall be as listed in the Approved Materials List.
D. Non-shrink grout shall conform to the requirements Section 03 60 00 – Grout.
E. Castings for manhole frames and covers shall conform to the requirements of Section 05 50 00 - Miscellaneous Metal Work.
F. Primer and sealant tape for sealing exterior joints between precast components shall be as listed in the Approved Materials List.
G. Concrete for cast-in-place manhole and rodding inlet components (bases and top blocks) shall conform to Section 03 30 00 - Cast-In-Place Concrete.
2.02 TEMPORARY COVERS:
Temporary covers for new construction or reconstruction of manholes shall be fabricated as detailed in DWG 19-12.
2.03 TEMPORARY PLUGS:
Temporary plugs shall be of the mechanical expanding type. Pneumatic are not acceptable.
PART 3 – EXECUTION
3.01 GENERAL:
A. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.
B. An All-Weather Access Road as specified in this Section is required for access to all structures in off-road locations (e.g., easements).
3.02 INSTALLATION:
A. Temporary Plugs
1. Mechanical expanding-type temporary plugs shall be installed and removed, as specified below, in the presence of an Inspector. Plugs shall be secured by tethering with a ¼” nylon rope attached to the top of a wood 2’x4’ of sufficient length to extend from the shelf to a point in the throat within 6” of the underside of the cover.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 23 of 26
a) When a manhole exists or a new manhole is constructed at the beginning of a new main extension, a temporary plug shall be installed at the inlet of the new pipe at the existing manhole or new manhole.
b) When a new main extension begins at an existing rodding inlet or stub, a temporary plug shall be installed on the outlet of the first manhole upstream from the beginning of the new main extension.
B. Cast-in-Place Manhole Bases
1. Cast-in-place manhole bases over existing sewers shall be poured against undisturbed native soil, which has been excavated to the dimensions shown on the Plans. For new sewer installations, the cast-in-place manhole base shall be poured over 6” Type 1 Backfill. See DWG 19-01 through 19-08. If the excavation extends beyond the dimensions shown on the Standard Drawings, the Contractor shall construct forms and pour the base to the specified dimensions.
2. If water or soft ground is encountered at the bottom of the excavation, a minimum lift of 9” of coarse-bedding material in a geotextile wrap shall be used as shown on DWG 19-01.
3. A joint forming ring shall be used to form a level joint groove in the manhole base while the concrete is fresh to receive the first precast barrel section. The metal forming ring may be removed as soon as the concrete has set sufficiently to eliminate any slump in the joint groove.
4. Manhole channels shall be shaped to form a smooth transition from inlet pipes to the outlet pipe, both horizontally and vertically.
C. Precast Manhole Bases (on all new main sewer extensions)
1. Precast manhole bases shall be placed to the lines and grades shown on the Plans as an integral part of the pipe laying operation on a minimum thickness of 6” of Type I Bedding and Backfill Material compacted to 95% relative compaction. Where soft ground or water is present, a minimum thickness of 9“ of Coarse Bedding Material in a wrap of geotextile, per the requirements of Section 31 05 19 - Geosynthetics for Earthwork, shall be placed below the course of Type I Bedding and Backfill Material.
2. Inlet and outlet pipe connections at precast bases shall be pipe bells cast into the base by the manufacturer.
3. All precast concrete manholes shall be installed in strict conformance with the manufacturer's written instructions on a well-compacted foundation.
D. Setting Precast Barrel and Cone Sections
1. All joint surfaces of precast manhole bases, barrel and cone sections shall be thoroughly cleaned and dried prior to setting, and shall be sealed with a preformed plastic sealing gasket listed in the Approved Materials List at each joint as follows:
a) Remove the paper wrapper from one side of the gasket, retaining the outside paper in place to protect the gasket and assure against stretching. b) Place the plastic gasket strip in the joint, forming a continuous gasket around the entire circumference of the manhole joint.
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 24 of 26
c) Remove the paper wrapper from the exposed side of the gasket and place the next manhole component.
d) Care shall be taken in the handling of barrel and cone sections after the plastic gasket has been affixed to avoid displacing the gasket or contaminating the joint or gasket with dirt or other foreign material. Any displaced or soiled gaskets shall be removed and replaced.
e) Care shall be taken to properly align the manhole section with the previously set section before it is lowered into position.
f) During cold or wet weather, the joint surfaces shall be heated with hot air until ice, frost, and moisture are removed and surface to be primed is dry and warm.
Hot air shall also be passed over plastic gasket strips immediately prior to attaching them to joint surfaces and immediately prior to setting the section.
E. Manhole frames and covers shall not be set to final grade until the pavement has been completed, unless otherwise approved by Central San. Precast concrete grade rings shall be installed as shown in the Standard Drawings. Paving around the manhole shall be in accordance with local jurisdiction requirements. Openings in manholes shall be protected from construction loads, debris and unauthorized entry.
F. When new piping is installed in existing structures, the Contractor shall accurately position core-drilled openings in the concrete as shown on the job Plans and Standard Drawings or otherwise directed by the Inspector. Openings shall be of sufficient size to permit a final alignment of pipelines and fittings without deflection of any part and to allow adequate space for satisfactory placement of mechanical seals or packing with nonshrink grout where the pipe passes through the wall to ensure the resulting structure is watertight. Before placing the non-shrink grout, concrete surfaces shall be sandblasted, thoroughly cleaned of sand and any other foreign matter, and coated with epoxy bonding compound. After connection of the new inlet pipe, the Contractor shall re-channel the inside of the existing manhole base to provide a smooth flow channel to the new exit pipe.
G. The throat shall be constructed using appropriately sized reinforced concrete grade rings to bring the manhole cover to finished grade surface. No plastic sealing gaskets shall be used for jointing grade or extension rings.
H. Manhole top blocks shall be poured against forms constructed to the specified dimensions shown on DWG 19-01.
I. All manholes located on slopes steeper than 3:1 (horizontal to vertical) in easement areas shall be constructed with a reinforced concrete, reinforced concrete masonry unit or interlocking masonry unit retaining wall as shown on DWG 19-11.
J. All manholes shall be tested in accordance with Section 33 01 30.11 - Inspection of Sewers.
K. Temporary covers shall be used during construction until permanent frames and covers are installed.
3.03 RECONSTRUCTION OF EXISTING STRUCTURES:
A. General
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 25 of 26
1. Reconstruction work on any particular structure shall be diligently prosecuted so as to be completed within 3 calendar days after work is begun on that particular structure.
The Contractor shall provide continuous access for Central San maintenance forces to the structure at all times.
2. When removing existing structures, the Contractor shall take precautions to ensure that no foreign material enters the structure or the downstream system. Before any work is started, the base shall be covered with a plywood (“false bottom”) as shown on DWG 19-13, and then the false bottom shall be covered with a drop cloth of heavy canvas. The drop cloth and false bottom shall be kept in place during the work to catch debris, and upon completion, shall be removed with the collected debris. No debris shall enter the downstream system or be allowed to remain in the manhole.
B. Structure Adjustments and Repairs
1. All workmanship and materials for structure adjustments shall conform to the requirements of these Specifications. In the case of existing brick or cast-in-place concrete structures, repair or adjustments shall be accomplished with materials in-kind or with precast elements as detailed on the Plans.
2. Existing structure precast elements, adjustment rings, frames, and covers removed for adjustments and/or repairs may be reinstalled only when such undamaged items are permitted by the Inspector for reuse.
3. Manhole adjustments shall be accomplished by one of the methods specified below or as shown on the Plans:
a) Upward adjustments of manholes to finish grade surface may be accomplished with reinforced concrete grade rings, formed concrete and/or a single cast iron extension ring when the adjusted manhole throat will not exceed 12” in height. In no case shall multiple cast iron extension rings be used in adjustments. When adjustments are made that position the bottom of the cast iron manhole frame above the existing concrete top block, the top block shall be reconstructed in accordance with the requirements of DWG 19-01 through 19-08. b) Whenever upward adjustment of manholes would result in a completed manhole throat section exceeding 12” in height, the upper manhole section, including the top block and cone section, shall be removed and the adjustment shall be made by reconstructing the structure using manhole barrel and cone sections, grade rings and frames and covers in accordance with the requirements of these Specifications and DWG 19-01 through 19-08.
c) Downward adjustments of manholes shall be accomplished by removal of existing grade or extension rings and cone and barrel sections as required, and reconstructing the structure using manhole barrel and cone sections, grade rings and frames and covers in accordance with the requirements of these Specifications and DWG 19-01 through 19- 08.
4. Rodding inlet adjustments shall be accomplished by one of the methods specified below or as detailed on the Plans:
a) Upward adjustments of rodding inlets shall be accomplished with formed concrete or cast-iron extension rings where the extension will not exceed 8”, including any previous adjustments. When adjustments are made that position the bottom of the cast iron frame above the existing concrete top block, the top
SECTION 33 30 00 SANITARY SEWER UTILITIES
SANITARY SEWER UTILITIES 33 30 00 - 26 of 26
block shall be reconstructed in accordance with the requirements of these Specifications and DWG 19-14.
b) Upward adjustments of rodding inlets exceeding 8” shall be accomplished by removing the structure’s frame, cover, and top block, and reconstructing the structure in accordance with the requirements of these Specifications and DWG 19-14. Pipe used for such adjustments shall be as required for pipeline repair and shall be installed to extend the line and grade of the existing pipe. c) Downward adjustments of rodding inlets shall be accomplished by removal and reconstructions of the entire upper section of the structure including the top block.
END OF SECTION
300 Seminary Avenue • Ukiah • CA • 95482-5400
Phone: (707)463-6200 · Fax: (707)463-6204 ·www.cityofukiah.com 300 Seminary Av., Ukiah CA 95482
Hydrant Flow Test Report
Name: Corner of Clay/Main
Address:
Tested by: Robby Hulbert Date: 8/8/2023
Requested By: Daniel Flores Time: 7:00 AM
Location of test: Clay/Main
Hydrant ID Number: 287
Residual hydrant location: 506 Main St
Flow hydrant(s) Location: SW Corner of Clay/Main
Static pressure (residual hydrant): 100 psi Hydrant 288 Residual pressure (residual hydrant): 96 psi
Nozzle size (flow hydrant): 2 1/2
Hydrant pressure (flow hydrant): 75 psi
Projected hydrant flow: 1455 GPM
Remarks and comments:
Appendix B
BASE BID
Item # Description UOM QTY Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total 1 Temporary Controls, Fencing & Signage LS 1 $65,000.00 $65,000.00 $541,780.00 $541,780.00 $7,000.00 $7,000.00 $6,462.76 $6,462.76 $10,000.00 $10,000.00 $110,500.00 $110,500.00 2 Mobilization LS 1 $15,000.00 $15,000.00 $2,500.00 $2,500.00 $20,000.00 $20,000.00 $20,580.08 $20,580.08 $10,000.00 $10,000.00 $75,900.00 $75,900.00 3 Div 02 - Demolition LS 1 $55,000.00 $55,000.00 $82,005.00 $82,005.00 $42,000.00 $42,000.00 $94,212.55 $94,212.55 $184,000.00 $184,000.00 $86,700.00 $86,700.00 4 Div 03 - Concrete LS 1 $147,205.00 $147,205.00 $65,330.00 $65,330.00 $121,000.00 $121,000.00 $205,628.89 $205,682.89 $250,000.00 $250,000.00 $152,000.00 $152,000.00 5 Div 05 - Metal Fabrications LS 1 $44,759.00 $44,759.00 $19,350.00 $19,350.00 $56,000.00 $56,000.00 $58,975.76 $58,975.76 $110,000.00 $110,000.00 $88,500.00 $88,500.00 6 Div 06 - Wood LS 1 $363,842.00 $363,842.00 $317,500.00 $317,500.00 $281,000.00 $281,000.00 $435,438.96 $435,438.96 $363,000.00 $363,000.00 $576,000.00 $576,000.00 7 Div 07 - Insulation & Waterproofing LS 1 $54,879.00 $54,879.00 $55,682.00 $55,682.00 $16,000.00 $16,000.00 $147,097.84 $147,097.84 $144,000.00 $144,000.00 $100,500.00 $100,500.00 8 Div 08 - Doors & Windows LS 1 $316,613.00 $316,613.00 $313,442.00 $313,442.00 $410,000.00 $410,000.00 $439,352.24 $439,352.24 $432,000.00 $432,000.00 $463,500.00 $463,500.00 9 Div 09 - Finishes LS 1 $464,393.00 $464,393.00 $442,132.00 $442,132.00 $835,370.00 $835,370.00 $528,060.39 $528,060.39 $534,000.00 $534,000.00 $571,600.00 $571,600.00 10 Div 10 - Signage & Accessories LS 1 $28,512.00 $28,512.00 $65,278.00 $65,278.00 $24,000.00 $24,000.00 $38,132.75 $38,132.75 $138,000.00 $138,000.00 $49,500.00 $49,500.00 11 Div 13 - Non-Structural Seismic Restraints LS 1 $30,000.00 $30,000.00 $0.00 $0.00 $21,000.00 $21,000.00 $12,286.62 $12,286.62 $5,000.00 $5,000.00 $0.00 $0.00 12 Div 14 - Elevator LS 1 $220,000.00 $220,000.00 $386,975.00 $386,975.00 $238,000.00 $238,000.00 $228,260.78 $228,260.78 $266,000.00 $266,000.00 $263,000.00 $263,000.00 13 Div 21 - Wet Pipe Sprinkler Systems LS 1 $113,454.00 $113,454.00 $103,140.00 $103,140.00 $121,000.00 $121,000.00 $126,724.17 $126,724.17 $169,000.00 $169,000.00 $220,000.00 $220,000.00 15 Div 22 - Plumbing LS 1 $217,754.00 $217,754.00 $155,640.00 $155,640.00 $146,000.00 $146,000.00 $147,175.25 $147,175.25 $209,000.00 $209,000.00 $159,000.00 $159,000.00 17 Div 23 - Mechanical LS 1 $200,000.00 $200,000.00 $199,990.00 $199,990.00 $218,000.00 $218,000.00 $245,720.06 $245,720.06 $266,000.00 $266,000.00 $260,000.00 $260,000.00 21 Div 26 - Electrical LS 1 $990,000.00 $990,000.00 $735,000.00 $735,000.00 $973,000.00 $973,000.00 $1,111,460.94 $1,111,460.94 $786,000.00 $786,000.00 $1,018,800.00 $1,018,800.00 22 Div 28 - Access Control LS 1 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 23 Div 31 - Earthwork LS 1 $51,194.00 $51,194.00 $57,875.00 $57,875.00 $32,000.00 $32,000.00 $53,465.22 $53,465.22 $218,000.00 $218,000.00 $110,000.00 $110,000.00 24 Div 32 - Site Improvements LS 1 $34,125.00 $34,125.00 $109,468.00 $109,468.00 $161,000.00 $161,000.00 $29,672.18 $29,672.18 $30,000.00 $30,000.00 $38,000.00 $38,000.00 25 Div 33 - Sanitary Sewer LS 1 $76,120.00 $76,120.00 $77,845.00 $77,845.00 $9,000.00 $9,000.00 $85,023.39 $85,023.39 $15,000.00 $15,000.00 $36,500.00 $36,500.00 Bid Alternate
Item # Description UOM QTY Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total Unit Price Item Total 1 New Transformer - including Demo of Existing
Transformer & Site Work LS 1 $250,000.00 $250,000.00 $50,000.00 $50,000.00 $51,000.00 $51,000.00 $58,486.22 $58,486.22 $68,000.00 $68,000.00 $250,000.00 $250,000.00 Sub: Work: Sub: Work: Sub: Work: Sub: Work: Sub: Work: Sub: Work:
NORTH COUNTIES
DRYWALL DRYWALL
ALCAL SPEACIALTY
CONTRACTING FOLDING GLASS PARTITIONS SONOMA ELECTRIC ELECTRICAL PARC
ENVIRONMENTAL DEMOLITION
ASBESTOS
MANAGEMENT OF CA
SELECTIVE DEMOLITION
AND SAWCUTTING AGD GENERAL ENG
HEAVY CIVIL AND
CONCRETE
NORTH COSAT
FABRICATORS GUARD + HAND RAILS
AMERICAN SHEET
METAL PARTITION
CO PARTITIONS/ACCESSORIES JMS MECHANICAL HVAC
AGD GENERAL
ENGINEERING CONCRETE PETERS EXCAVATING
GRADING, PAVING AND
UTILITIES PETERSEN BUILDERS WOOD FRAMING
CEILNG EXPERTS ACOUSTICAL B&L GLASS STOREFRONT AND GLAZING COLEMAN PLUMBING PLUMBING
WELLANDER STEEL
BUILT STEEL FRAMING ELITE CONCRETE CONCRETE AND REBAR
NORTH COUNTIES
DRYWALL DRYWALL
BNT TILE TILE DT FABRICATION RAILINGS CORTLAND ROOFING ROOFING JR STEPHENS
INTERIOR ARCHITECTURAL
WOODOWRK LHL CONSTRUCTION
STRUCTURAL AMD MISC
STEEL SONOMA MARIN ELECTRICAL
ELLIS FLOORING FLOORING DUNN RIGHT PAINT PAINTING PROGRESS GLASS CO STOREFRONT
COAST BUILDING
PRODUCTS BUILDING INSULATION TORRES BROTHERS ROUGH CARPENTRY JMS HVAC
OTIS ELEVATOR JMS MECHANICAL MECHANICAL ELLIS FLOORING FLOORING
SOLANO COUNTY
ROOFING ROOFING REDHAWK GLASS GLAZING, WINDOWS COLEMAN PLUMBING AGD CONCRETE + SITEWORK
MENDOCINO
STRIPING STRIPING BNT TILE TILING REDHAWK GLASS
ENTANCES &
STOREFRONTS
NORTH COUNTIES
DRYWALL
DRYWALL AND METAL
STUDS APPLIED FINISHES PAINTING
WIPF FIRE SPRINKLER
NORTH COUNTIES
DRYWALL DRYWALL JR STEPHENS CASEWORK
NORTH COUNTIES
DRYWALL GYPSUM BOARD BNT TILE CERAMIC TILE GLASS N SASH GLAZING
RG PLUMBING PLUMBING
PACIFIC COAST
CUTTERS CONCRETE CUTTING CEILING EXPERTS ACOUSTICAL CEILINGS BNT TILE PORCELAIN TILE DS BAXLEY FLOORING DSB FLOORING
CORE ELECTRIC ELECTRICAL
SOLANO COUNTY
ROOFING ROOFING
EG PAVING
CONSTRUCTION
SITE CONCRETE, SITE WORK,
UNDERGROUND UTILITIES
NORTH BAY
ACOUSTICS ACOUSTICAL CEILINGS
JASON MANUEL
CAMBRA DBA MIKE'S
PAINTING PAINTING BNT CERMIC TILE
JR STEPHENS CASEWORK ULTRA CEILINGS ACOUSTICAL PANELS
NORTH COUNTIES
DRYWALL DRYWALL BT MANCINI RESILIENT FLOORING CEILING EXPERTS ACOUSTICAL TK ELEVATOR ELEVATOR
TOP NOTCH HVAC VALLEY PAVING PAVING WIPF CONSTRUCTION FIRE SPRINKLERS APPLIED FINISHES PAINTING SCHINDLER ELEVATOR HYDRAULIC ELEVATOR WIPF FIRE SPRINKLER
REDHAWK GLASS GLAZING
WIPF
CONSTRUCTION UNDERGROUND/FIRE SPRINKLERS TK ELEVATOR ELEVATORS SCHINDLER HYDRAULIC ELEVATOR GROFF PLUMBING PLUMBING
COAST BLDG
PRODUCTS INSULATION
WM LINN
ELECTRICAL CTING ELECTRICAL APPLIED FINISHES PAINTING
WIPF
CONSTRUCTION FIRE SUPPRESSION WIPF CONSTRUCTION FIRE SPRINKLERS CORTLAND ROOFING
BNT TILE TILE
LNS WELDING &
FABRICATION METAL FABRICATIONS
COLEMAN
PLUMBING PLUMBING JMS MECHANICAL HVAC AHLBORN STEEL
UNIVERSAL
FLOORING FLOORING JMS MECHANICAL HVAC
STAGGS
CONSTRUCTION ELECTRICAL JR STEPHENS CABS AND COUNTERS
NATIONWIDE LIFTS ELEVATOR O'ROURKE ELETRIC ELECTRICAL CORTLAND ROOFING ROOFING CEILING EXPERTS ACOUSTICAL CEILING
AGD GENERAL
ENGINEERING EARTHWORK
PACIFIC COAST
CUTTERS HARD DEMO
DMR BUILDERS
SANTA ROSA, CA
TOTAL BASE BID: $3,487,850.00
$3,780,932.00 $3,782,370.00
$3,730,932.00 $3,731,370.00
ACGC
EUREKA, CA
CUPPLES AND SONS CONSTRUCTION
UKIAH, CA
BID RESULTS - SPEC 25-04 REMODEL OF 501 SOUTH STATE STREET BID OPENING: 2 PM, AUGUST 19, 2025
$4,072,271.05 $4,207,000.00
KIRBY CONSTRUCTION
SANTA ROSA, CA
$4,380,000.00
$4,630,000.00
FRC MIDSTATE CONSTRUCTION
WINDSOR, CA PETALUMA, CA
$4,013,784.83 $4,139,000.00
TOTAL BID: $3,737,850.00
Attachment 2
Cupples and Sons Construction Inc.
221 Olive Lane, Suite G
Ukiah, CA 95482
707-972-7331
[email protected]
August 22, 2025
Via Email Only
City of Ukiah
Department of Community Development
300 Seminary Avenue
Ukiah, California 95482
Attn:
Myles Fisette- [email protected]
Kristine Lawler- [email protected]
Subject: Protest of Bid
Project: Remodel of 501 South State Street
To whom it may concern,
This letter is to formally protest the bid submitted by the apparent low bidder, DMR Builders for the project referenced above. DMR Builders has submitted a bid that is non-responsive and should be rejected pursuant to California law, including the Subletting and Subcontracting Fair Practices Act (Public Contract Code §§ 4100–4114). Specifically:
1. Failure to List Required Subcontractors
The bid form required the listing of subcontractors for all portions of work exceeding one-half of one percent (0.5%) Roofing and painting both clearly fall within this statutory requirement and DMR Builders failed to list any subcontractor for either roofing or painting. These trades represent significant scopes of work that exceed the statutory threshold. In addition, upon investigation of past projects and clients, DMR Builders does not appear to self-perform either the roofing or painting scope of work.
2. Violation of Public Contract Code § 4104
Section 4104 mandates that bidders disclose the name and location of subcontractors who will perform more than the stated thresholds. By failing to identify subcontractors for roofing and painting, DMR Builders has violated this requirement. This omission prevents the City of Ukiah from properly evaluating subcontractor responsibility, prevailing wage compliance, and overall project readiness. It also could undermine fair competition by allowing the bidder to “bid shop” or “bid peddle” after bid opening.
For the reasons stated above, we respectfully request that the City reject the apparent low bidder’s bid as non-responsive and award the contract to the lowest responsive and responsible bidder, which is Cupples & Sons Construction Inc.
Thank you for your prompt attention to this matter. Please confirm receipt of this protest.
Sincerely,
Casey Cupples
Vice-President
Cupples and Sons Construction Inc.
c.c.
DMR Builders- [email protected]
Attachment 3
Attn:
Myles Fisette- [email protected]
Kristine Lawler- [email protected]
City of Ukiah
Department of Community Development
300 Seminary Avenue
Ukiah, California 95482
Re: Bid Protest
Subject: Response to Bid Protest for Remodel of 501 South State Street Dear Myles Fisette,
We are in receipt of Cupples and Sons Construction Inc. Bid Protest, dated August 22, 2025, for the Remodel of 501 South State Street Project that formally bid on 08/19/25 at 2:00pm.
Cupples and Sons Construction Inc. is contending that DMR Builders’ bid proposal is invalid due to not listing a subcontractor for painting or roofing.
DMR Builders will self-perform the painting for this project.
DMR Builders will be using subcontractor, Cortlandt Roofing for the TPO roof system and roof patching who was not listed as the roofing proposal was below .5% at $15,578.00 which makes the total percentage .44% of our bid total.
After review of Cupples and Sons protest, the facts prove there is no ground to substantiate any claim and that their bid protest should be rejected.
As evidenced, DMR Builders has thoroughly examined the project plans and specs and have submitted a complete and responsive bid package. Thus, the project should be awarded to the lowest responsive bidder, DMR Builders.
Respectfully,
Godemar Da Silva Jr, President
DMR BUILDERS
707.596.7575
415.521.6906
Attachment 4
________________________________________________________________________ Address: PO Box 6678 Santa Rosa, CA 95406 – Phone: 951-805-6152 Email: [email protected] – Web: www.cortlandtroofing.com 8/18/2025
Proposal
Proposal submitted to: Work to be performed at:
DMR Builders 501 South State Street
[email protected] Ukiah, CA
707-596-7575 95482
We hereby propose to furnish the materials and perform the labor necessary of:
Cortlandt Roofing will provide and install the necessary materials to patch the existing roof around the newly framed ‘Penthouse’. This includes rigid insulation, ½” coverboard, and single membrane roofing. We will also patch around one (1) removed condenser unit.
On the new ‘Penthouse’ roof, we will supply and install a 60 mil. TPO roofing membrane, over ½” cover board, over tapered insulation. TPO compatible flashing will be used at the perimeter.
We will provide and install Box Rib metal panels on ‘Penthouse walls, over 2” rigid insulation, including appurtenant flashings and cleats.
Note: An alternate price to demo of the existing roof is included in this proposal. It can be removed if you choose to have the framers do the demo.
Addendums 1-4 are acknowledged.
Cortlandt Roofing will haul away all roofing debris from the jobsite.
TPO roof system and roof patching: $15,578.00
Box rib metal panel system on penthouse walls: $9,762.00 Demo existing roof to facilitate penthouse structure: $2,975.00 All material is guaranteed to be as specified, and the above work to be performed in accordance with the drawings and specifications submitted for above work and completed in a workmanlike manner for the sum of $ABOVE Dollars, with payments to be made according to the payment schedule on page three of this proposal.
Attachment 5
________________________________________________________________________ Address: PO Box 6678 Santa Rosa, CA 95406 – Phone: 951-805-6152 Email: [email protected] – Web: www.cortlandtroofing.com “Notice To Owner”
(Section 7018.5 – Contractors License Law)
Under the Mechanics Lien Law, any Contractor, Subcontractor, Laborer, Materialman or other person who helps to improve your property and is not paid for his labor, services or material, has the right to enforce his claim against your property.
Under the law, you may protect yourself against such claims by filing, before improvement or modification thereof, in the office of the county recorder of the county where the property is situated and requiring that a contractor’s payment bond be recorded in such office. Said bond shall be in an amount not less than fifty percent (50%) of the contract price and shall, in addition to any conditions for the performance of the contract, be conditioned for the payments in full of the claims of all persons furnishing labor, services, equipment or materials for the work described in said contract.
LIMITATIONS.
The parties herein agree that any statute of limitations period applicable to the enforcement or breach of this Agreement, shall be shortened to the term of one year. In any action, arbitration or other legal action allowed by law, either party, under the terms of this Agreement, shall be limited to initiating such action or proceeding no later than one year from the date of any breach or other wrong recognized by law. Regardless of any other limitation period allowing for a greater time period including any statutory or California case authority which would allow extended time periods recognized by law.
________________________________________________________________________ Address: PO Box 6678 Santa Rosa, CA 95406 – Phone: 951-805-6152 Email: [email protected] – Web: www.cortlandtroofing.com Proposal Submitted to: DMR Builders
Any alterations or deviation from this proposal involving extra costs, will be executed only upon written orders signed by the owner, and will become an extra charge over and above the estimate contained in this proposal. All agreements shall be contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tornado and other necessary insurance upon above work. Workman’s compensation and Public Liability Insurance coverage on above work to be taken out by Cortlandt Roofing.
Respectfully Submitted: ________________________________ Cortlandt Roofing, Inc.
State License #922894
NOTE: THIS PROPOSAL MAY BE WITHDRAWN BY CORTLANDT ROOFING, IF NOT ACCEPTED WITHIN 30 DAYS
PAYMENT SCHEDULE
1. Deposit at time of acceptance of proposal: $ 0.00
2. Payment at time of delivery of materials: $ 55%
3. Balance due upon completion: $ 45%
WORK AUTHORIZATION FOR PAYMENT OF THIS INVOICE
Authorization to proceed with proposed work: I, the undersigned, am owner/authorized representative/tenant of the premises at which the materials and work, indicated herein, are to be performed. I hereby authorize Cortlandt Roofing to perform said work according to the specifications contained herein.
A monthly service charge of 1.5% of the amount due will be added after ten days. I agree to pay reasonable attorney’s fees and court costs in the event of legal action or reasonable bank costs if my check fails to clear. I have read, agree to, and have received a copy of this contract.
ACCEPTANCE OF PROPOSAL
The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. ___________________________________ ___________________________________ Signature Signature
Date: ____________ Date: ____________
Contractors are required by law to be licensed and regulated by the Contractors State License Board. Any questions concerning a contractor may be referred to the Registrar, Contractor State License Board [9835 Goethe Road Sacramento, California] Mailing Address [PO Box 26000 Sacramento, California 95827].
[Type here]
Law Offices Of
RAPPORT AND MARSTON
Sole Practitioners
405 W. Perkins Street
P.O. Box 488
Ukiah, California 95482
e-mail: [email protected]
David J. Rapport (707) 462-6846
Darcy Vaughn FAX 462-4235
M E M O R A N D U M
TO: Honorable Mayor and City Councilmembers
FROM: David J. Rapport, City Attorney
DATE: September 10, 2025
SUBJECT: Bid Protest
The City Council continued the hearing of the bid protest from Cupples Construction to allow the City Attorney’s office to research the issues raised by the protest. This memorandum and the accompanying proposed alternative decisions results from that research.
CONCLUSION
As requested at the hearing, I have prepared alternative decisions, one granting and one rejecting the bid protest. (See Attachment 1 Rejecting the Protest and Attachment 2 Upholding the Protest.) Based on the deferential standard governing judicial review of the decision, on the record before it, the City Council could adopt either decision.
ANALYSIS
Case law establishes a very deferential standard of review of a City Council decision awarding a public works contract. As stated in MCM Construction, Inc. v. City and County of San Francisco (1998) 66 Cal. App. 4th 359 at 363 (“MGM”):
Judicial review of the award of a public contract is governed by certain well-established principles. In a mandamus action arising under Code of Civil Procedure section 1085, we limit our review to an examination of the proceedings before the agency to determine Attachment 6
To: Honorable Mayor and City Council Members Page 2
Subject: Bid Protest
Date: August 10, 2025
whether its findings and actions are supported by substantial evidence. (E.g., Ghilotti Construction Co. v. City of Richmond (1996) 45 Cal. App. 4th 897, 903-904 [53 Cal.
Rptr. 2d 389] (Ghilotti); Valley Crest Landscape, Inc. v. City Council (1996) 41 Cal.
App. 4th 1432, 1437 [49 Cal. Rptr. 2d 184]; Konica Business Machines U.S.A., Inc. v.
Regents of University of California (1988) 206 Cal. App. 3d 449, 453-454 [253 Cal. Rptr. 591] (Konica); Taylor Bus Service, Inc. v. San Diego Bd. of Education (1987) 195 Cal.
App. 3d 1331, 1340-1341 [241 Cal. Rptr. 379].)
"Our review is limited to an examination of the proceedings to determine whether the City's actions were arbitrary, capricious, entirely lacking in evidentiary support or inconsistent with proper procedure. There is a presumption that the City's actions were supported by substantial evidence, and [petitioner/plaintiff] has the burden of proving otherwise. We may not reweigh the evidence and must view it in the light most favorable to the City's actions, indulging all reasonable inferences in support of those actions. [Citations.] Mandamus is an appropriate remedy to compel the exercise of discretion by a government agency, but does not lie to control the exercise of discretion unless under the facts, discretion can only be exercised in one way. [Citations.]" ( Ghilotti, supra, 45 Cal.
App. 4th 897, 903-904, fn. omitted.)
Cities are required to put significant contracts out for competitive bidding and to award the contract to the lowest responsible bidder. (See, e.g., Pub. Contract Code, § 20162.) A bidder is responsible if it can perform the contract as promised. A bid is responsive if it promises to do what the bidding instructions require. (Ibid.) Usually, whether a bid is responsive can be determined from the face of the bid without outside investigation or information. (Valley Crest Landscape, Inc. v. City Council, 41 Cal. App. 4th 1432, 1438.) In this case, in my opinion, for the reasons stated in both alternative decisions, the evidence before the City Council does not support a finding that DMR’s bid is non-responsive for failing to list a painting subcontractor.
It is a closer call whether Cortlandt Roofing should have been listed as a subcontractor in DMR’s Proposed Subcontractor’s List. A combination of Cortlandt’s proposal and Mr. Da Silva’s written statement that DMR is only subcontracting with Cortlandt to perform the “Penthouse” roofing work would sustain a finding that DMR was not required to include Cortlandt on the list. The inclusion of the metal siding work in Cortlandt’s proposal supports, but does not require, a finding that Cortlandt’s proposal exceeds the .5% threshold, requiring its listing in the Proposed Subcontractor’s List.
1 [Proposed Findings Alternative 1]
PROPOSED CITY COUNCIL DECISION DENYING BID PROTEST
The City Council rejects the bid protest to the apparent low bid by DMR Construction filed by Cupples Construction and awards the contract to DMR Construction.
FINDINGS
The City Council finds that the alleged failure to list subcontractors for painting and roofing work does not render the bid non-responsive as a matter of law, because any work not performed by subcontractors on the List of Proposed Subcontractors or by a subcontractor performing work for less than .5% of the Contractor’s full bid must be performed by the General Contractor.
BID PROTEST AND RESPONSE
Cupples Construction has filed a bid protest against the low bidder DMR Construction based on its alleged failure to list roofing and painting subcontractors on its List of Proposed Subcontractors in compliance with Public Contract Code Section 4104 and Section 1-09 of the Request for Bids at p. 39. It alleges that Public Contract Code Section 4104 and Section 1-09 of the Request for Bids requires the listing of subcontractors for all portions of work exceeding one-half of one percent (0.5%) of the general contractor’s total bid and the roofing and painting required by the specifications exceed the statutory threshold. Couples also alleges that upon investigation of past projects and clients, DMR Builders does not appear to self-perform either the roofing or painting scope of work.
On August 25, 2025, Godemar Da Silva Jr, President of DMR BUILDERS submitted a written response to the bid protest stating that DMR would self-perform the painting work and Cortlandt Roofing will perform the TPO roof system and roof patching for $15,578 which is .44% of its total bid for the project. To substantiate his response, Mr. Da Silva voluntarily enclosed a Proposal from Cortlandt Roofing & Waterproofing.
The bid from Cortlandt proposed:
1. to supply and install on the new “Penthouse” roof a 60 mil. TPO roofing membrane, over ½” cover board, over tapered insulation and TPO compatible flashing at the perimeter for $15,578;
2. to install Box Rib metal panels on ‘Penthouse walls, over 2” rigid appurtenant flashings and cleats for $9,762;
3. Demo existing roof to facilitate penthouse structure for $2,975 The Proposal notes that No. 3 is an alternate price which DMR can remove if it chooses to have the framers do the demo.
Attachment 7
2 Under the heading “Payment Schedule” the Cortlandt proposal specifies when payments are due and includes “Acceptance of Proposal” which states: “The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above.” The proposal and the acceptance of the proposal are unsigned.
HEARING
Mr. Casey Cupples, Vice-President of Cupples and Sons Construction Inc. appeared at the hearing. Neither Mr. Da Silva nor any other representative from DMR Construction appeared at the hearing either in person or remotely. Mr. Cupples testified that before filing his written bid protest he called DMR Construction. He asked the person who answered his call if DMR Construction self-performed painting or roofing work. He was told that they do not. He didn’t get that person’s name or position with the firm. He testified that painting represents a significant portion of the work given the size of the interior of the building and that it is unusual for a general contractor to self-perform painting of that magnitude. He also testified that DMR has both a B-general contractor’s license which authorizes DMR to contract to perform painting and an A-Engineering license which authorizes it to perform earthwork and undergrounding. He finds it unlikely that a general contractor would selfperform painting but subcontract all other significant portions of the work which the general contractor is licensed to perform.
DISCUSSION
Based on the written response to the protest by Mr. Da Silva, DMR intends to accept the bid to have Cortlandt perform the Penthouse roof work for $15,578, which is less than the trigger amount, and to self-perform the painting. His written response to the protest doesn’t say how the Penthouse walls will be constructed.
Here, DMR, the prime contractor, represents that it has listed all subcontractors who will perform work under the prime construction contract in excess of the trigger amount. By failing to list subcontractors performing roofing or painting costing more than the trigger amount, DMR is required to perform that work itself.
Public Contract Code Section 4104(a)(1) provides that any prime contractor “ . . . making a bid [on a public works project], shall, in his or her bid or offer, set forth . . . [t]he name, the location [and other specified information about] each subcontractor who will perform work or labor or render service to the prime contractor in or about the construction of the work . . . in an amount in excess of one-half of 1 percent of the prime contractor’s total bid.”
3 Under Public Contract Code Section 4106 “. . . if a prime contractor fails to specify a subcontractor in excess of one–half of 1 percent of the prime contractor’s total bid, the prime contractor agrees that he or she is fully qualified to perform that portion himself or herself, and that the prime contractor shall perform that portion himself or herself.” Under Public Contract Code Section 4107 (c): [A prime contractor whose bid is accepted may not:] “ . . . , sublet or subcontract any portion of the work in excess of one-half of 1 percent of the prime contractor’s total bid as to which his or her original bid did not designate a subcontractor.”
In Cupples bid protest, Mr. Cupples contends that DMR failed to list subcontractors who will perform roofing and painting work costing more than .5% of DMR’s total bid (“the trigger amount”). He bases this allegation on his phone call to DMR and his experience as a general contractor. That is his only evidence that DMR at the time it submitted its bid did not intend to self-perform the painting or roofing work.
1. Failing to list a subcontractor to perform painting work does not constitute failure to submit a responsive bid warranting a rejection of the low bid by DMR.
As a consequence of not listing a painting subcontractor, DMR is required to self-perform the painting work. (PRC §4106.) He is prohibited from using an unlisted subcontractor to perform work, other than change order work. (PCC §4107(c). Failing to list a painting subcontractor does not make DMR’s bid a non-responsive bid that warrants disqualifying the bid. (See MCM Constr., Inc. v. City & Cty. of S.F. (1998) 66 Cal. App. 4th 359, 365, footnote 2: “It appears MCM's failure to list work to be performed by one of the subcontractors ultimately was not a basis for determining the bid nonresponsive, as MCM agreed it would do that work itself, as permitted by the Public Contract Code. (Pub.
Contract Code, § 4106.)
Here, Mr. Da Silva, in his response to the bid protest, agrees to self-perform the painting work as required by Public Contract Code Sections 4106 and 4107(c).
If DMR attempts to use an unlisted painting subcontractor, under Public Conract Code Section 4110, the City can either terminate the construction contract or impose a penalty equal to 10% of the subcontract. In addition, violation of Section 4106 constitutes grounds for disciplinary action by the Contractors State Licensing Board. (Public Contract Code §4110.)
2. Failure to list a roofing subcontractor.
Mr. Da Silva’s written response to the bid protest states that Cortlandt, a roofing subcontractor, bid under the .5% threshold and, for that reason, DMR was not required to
4 list Cortlandt as a roofing subcontractor. At the suggestion of the Purchasing Manager, Mr. da Silva subsequently submitted the bid from Cortlandt to substantiate the amount Cortlandt proposed to perform the roofing work on the “Penthouse”.
The bid from Cortlandt proposes to perform roofing work for $15,578, which is under the threshold amount, but it also bids $9,762 for installation of Box Rib metal panels on ‘Penthouse walls, over 2” rigid appurtenant flashings and cleats and $2975 for demolition of the existing roof to facilitate the penthouse structure with a note that the demolition work is an alternate price which DMR can remove if it chooses to have the framers do the demo.
Understandably, DMR’s response to the bid protest doesn’t indicate how the additional two items on Cortlandt’s proposal will be performed. Mr. Da Silva’s response states that DMR proposes to subcontract with Cortlandt to install the roof on the new Penthouse for $15,578. The bid from Cortlandt to perform that work is below the threshold amount for listing it on the Proposed Subcontractors List.
Under Public Contract Code Section 4104(b) the Subcontractors’ List must include the portion of the work that will be done by each subcontractor and the prime contractor shall list only one subcontractor for each portion of the Work as is defined by the prime contractor in his or her bid. If he uses a listed subcontractor to perform either or both items in Cortlandt’s proposal that work would have to be included in the description of work for that listed subcontractor as listed in DMR’s bid.
The bid at p.33 includes as Division 7 Insulation and Waterproofing for $54,879. According to the Specifications that Division includes roof and deck insulation (07-22), Thermoplastic Polyolefin (TPO) Roofing (07-62), Sheet Metal Flashing and Trim (07-62) and Roofing Specialties (07-71). All the work described in Cortlandt’s $15,578 proposal is Division 7 work. The installation of the metal siding and rigid insulation on the “Penthouse” walls also appears to be part of Division 7. None of the listed subcontractors are shown as performing work included in Division 7 of the specifications.
In responding to the bid protest DMR represents that Cortlandt will only perform the roofing work for less than the threshold requiring its inclusion in the Proposed Bidders List. As an unlisted subcontract Cortlandt cannot perform the metal siding work since that in combination with the roofing work would exceed the threshold. Since Cortlandt can’t perform that work, under Public Contract Code Section 4106, as with the painting work, DMR represents that it will self-perform it and that it is fully qualified to perform that portion. Mr. Da Silva is not required to explain how the Box Rib metal panels and demolition will be performed. Under Section 4106, as a matter of law, DMR will be required to selfPage 1517 of 1716 5 perform that work and is deemed to represent that it is fully qualified to perform that work, unless that work is within the scope of work for any of the listed subcontractors.
1 [Proposed Findings Alternative 2]
PROPOSED CITY COUNCIL DECISION UPHOLDING BID PROTEST
The City Council upholds the bid protest filed by Cupples Construction to the apparent low bid by DMR Construction and awards the bid to Cupples Construction, as the apparent second lowest bidder.
FINDINGS
The City Council finds that the alleged failure to list subcontractors for painting work does not render the bid non-responsive as a matter of law, because any work not performed by subcontractors on the List of Proposed Subcontractors must be performed by the General Contractor. Based on the wording of the proposal from Cortlandt Roofers1 both to roof the “Penthouse” for $15,578 and to install siding on the Penthouse for $9,762 the proposal exceeds .5% of DMR’s total bid, requiring DMR to include Cortlandt on its Proposed Bidder’s List. The failure to include Cortlandt on the List of Proposed Subcontractors renders the bid non-responsive.
BID PROTEST AND RESPONSE
Cupples Construction has filed a bid protest against the low bidder DMR Construction based on its alleged failure to list roofing and painting subcontractors on its List of Proposed Subcontractors in compliance with Public Contract Code Section 4104 and Section 1-09 of the Request for Bids at p. 39. It alleges that Public Contract Code Section 4104 and Section 1-09 of the Request for Bids requires the listing of subcontractors for all portions of work exceeding one-half of one percent (0.5%) of the general contractor’s total bid and the roofing and painting required by the specifications exceed the statutory threshold. Couples also alleges that upon investigation of past projects and clients, DMR Builders does not appear to self-perform either the roofing or painting scope of work.
On August 25, 2025, Godemar Da Silva Jr, President of DMR BUILDERS submitted a written response to the bid protest stating that DMR would self-perform the painting work and Cortlandt Roofing will perform the TPO roof system and roof patching for $15,578 which is .44% of its total bid for the project. At the suggestion of the City’s Purchasing Manager, he subsequently submitted the Proposal from Cortland Roofing & Waterproofing to substantiate his written response.
The bid from Cortlandt proposed:
1 voluntarily submitted by DMR Construction in its response to the bid protest Attachment 8
2 1. to supply and install on the new “Penthouse” roof a 60 mil. TPO roofing membrane, over ½” cover board, over tapered insulation and TPO compatible flashing at the perimeter for $15,578;
2. to install Box Rib metal panels on ‘Penthouse walls, over 2” rigid appurtenant flashings and cleats for $9,762;
3. Demo existing roof to facilitate penthouse structure for $2,975 The Proposal notes that No. 3 is an alternate price which DMR can remove if it chooses to have the framers do the demo.
Under the heading “Payment Schedule” the Cortlandt proposal specifies when payments are due and includes “Acceptance of Proposal” which states: “The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above.” The proposal and the acceptance of the proposal are unsigned.
HEARING
Mr. Casey Cupples, Vice-President of Cupples and Sons Construction Inc. appeared at the hearing. Neither Mr. Da Silva nor any other representative from DMR Construction appeared at the hearing either in person or remotely. Mr. Cupples testified that before filing his written bid protest he called DMR Construction. He asked the person who answered his call if DMR Construction self-performed painting or roofing work. He was told that they do not. He didn’t get that person’s name or position with the firm. He testified that painting represents a significant portion of the work given the size of the interior of the building and that it is unusual for a general contractor to self-perform painting of that magnitude. He also testified that DMR has both a B-general contractor’s license which authorizes DMR to contract to perform painting and an A-Engineering license which authorizes it to perform earthwork and undergrounding. He finds it unlikely that a general contractor would selfperform painting but subcontract all other significant portions of the work which the general contractor is licensed to perform.
DISCUSSION
Based on the written response to the protest by Mr. Da Silva, DMR intends to accept the bid to have Cortlandt perform the Penthouse roof work for $15,578, which is less than the trigger amount, and to self-perform the painting. His written response to the protest doesn’t say how the Penthouse walls will be constructed.
Here, DMR, the prime contractor, represents that it has listed all subcontractors who will perform work under the prime construction contract in excess of the trigger amount. By
3 failing to list subcontractors performing roofing or painting costing more than the trigger amount, DMR is required to perform that work itself.
Public Contract Code Section 4104(a)(1) provides that any prime contractor “ . . . making a bid [on a public works project], shall, in his or her bid or offer, set forth . . . [t]he name, the location [and other specified information about] each subcontractor who will perform work or labor or render service to the prime contractor in or about the construction of the work . . . in an amount in excess of one-half of 1 percent of the prime contractor’s total bid.” Under Public Contract Code Section 4106 “. . . if a prime contractor fails to specify a subcontractor in excess of one–half of 1 percent of the prime contractor’s total bid, the prime contractor agrees that he or she is fully qualified to perform that portion himself or herself, and that the prime contractor shall perform that portion himself or herself.” Under Public Contract Code Section 4107 (c): [A prime contractor whose bid is accepted may not:] “ . . . , sublet or subcontract any portion of the work in excess of one-half of 1 percent of the prime contractor’s total bid as to which his or her original bid did not designate a subcontractor.”
In Cupples bid protest, Mr. Cupples contends that DMR failed to list subcontractors who will perform roofing and painting work costing more than .5% of DMR’s total bid (“the trigger amount”). He bases this allegation on his phone call to DMR and his experience as a general contractor. That is his only evidence that DMR at the time it submitted its bid did not intend to self-perform the painting or roofing work.
1. Failing to list a subcontractor to perform painting work does not constitute failure to submit a responsive bid warranting a rejection of the low bid by DMR.
As a consequence of not listing a painting subcontractor, DMR is required to self-perform the painting work. (PRC §4106.) He is prohibited from using an unlisted subcontractor to perform work, other than change order work. (PCC §4107(c). Failing to list a painting subcontractor does not make DMR’s bid a non-responsive bid that warrants disqualifying the bid. (See MCM Constr., Inc. v. City & Cty. of S.F. (1998) 66 Cal. App. 4th 359, 365, footnote 2: “It appears MCM's failure to list work to be performed by one of the subcontractors ultimately was not a basis for determining the bid nonresponsive, as MCM agreed it would do that work itself, as permitted by the Public Contract Code. (Pub.
Contract Code, § 4106.)
Here, Mr. Da Silva, in his response to the bid protest, agrees to self-perform the painting work as required by Public Contract Code Sections 4106 and 4107(c).
4 If DMR attempts to use an unlisted painting subcontractor, under Public Conract Code Section 4110, the City can either terminate the construction contract or impose a penalty equal to 10% of the subcontract. In addition, violation of Section 4106 constitutes grounds for disciplinary action by the Contractors State Licensing Board. (Public Contract Code §4110.)
2. Failure to list a roofing subcontractor.
Mr. Da Silva’s written response to the bid protest states that Cortlandt, a roofing subcontractor, bid under the .5% threshold and, for that reason, DMR was not required to list Cortlandt as a roofing subcontractor. At the suggestion of the Purchasing Manager, Mr. da Silva subsequently submitted the bid from Cortlandt to substantiate the amount Cortlandt proposed to perform the roofing work on the “Penthouse”.
The bid from Cortlandt proposes to perform roofing work for $15,578, which is under the threshold amount, but it also bids $9,762 for installation of Box Rib metal panels on ‘Penthouse walls, over 2” rigid appurtenant flashings and cleats and $2975 for demolition of the existing roof to facilitate the penthouse structure with a note that the demolition work is an alternate price which DMR can remove if it chooses to have the framers do the demo.
Understandably, DMR’s response to the bid protest doesn’t address the metal siding work on the “Penthouse” or how the additional two items on Cortlandt’s proposal will be performed. Mr. Da Silva’s response states that DMR proposes to subcontract with Cortlandt to install the roof on the new Penthouse for $15,578. The bid from Cortlandt to perform that work is below the threshold amount for listing it on the Subcontractors List.
Under Public Contract Code Section 4104(b) the Subcontractors’ List must include the portion of the work that will be done by each subcontractor, and the prime contractor shall list only one subcontractor for each portion of the Work as is defined by the prime contractor in his or her bid. If he uses a listed subcontractor to perform either or both items in Cortlandt’s proposal that work would have to be included in the description of work for that listed subcontractor as listed in DMR’s bid.
The bid at p.33 includes Division 7 Insulation and Waterproofing work for a total cost of $54,879. According to the Specifications that Division includes roof and deck insulation (07-22), Thermoplastic Polyolefin (TPO) Roofing (07-62), Sheet Metal Flashing and Trim (07- 62) and Roofing Specialties (07-71). All the work described in Cortlandt’s $15,578 proposal is Division 7 work. The installation of the metal siding and rigid insulation on the “Penthouse” walls also appears to be part of Division 7. None of the listed subcontractors are shown as performing work included in Division 7 of the specifications.
5 Two conclusions can be reached based on the above facts: (1) Cortlandt will perform both the roofing and metal siding work which exceeds the .5% threshold or (2) Cortlandt will perform as stated in Mr. Da Silva’s written response to the bid protest and DMR will be required to self-perform the metal siding installation.
Given the wording of the proposal from Cortlandt and DMR’s failure to appear and provide clarifying testimony at the hearing, the City Council finds that Cortlandt proposed to perform work exceeding the .5% threshold. Based on this finding DMR’s bid is nonresponsive by failing to list Cortland in DMR’s Proposed Subcontractor’s List and awards the bid to Cupples the next lowest bidder.
Attachment 9
Attachment 10
SECTION 05 12 00 STRUCTURAL STEEL FRAMING
STRUCTURAL STEEL FRAMING 05 12 00 - 1 of 5
PART 1 GENERAL
1.01 DESCRIPTION:
A. This section specifies structural steel shown and classified by Section 2, Code of Standard Practice for Steel Buildings and Bridges.
1.02 RELATED WORK:
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 QUALITY ASSURANCE:
A. Fabricator and erector shall maintain a program of quality assurance in conformance with Section 8, Code of Standard Practice for Steel Buildings and Bridges. Work shall be fabricated in an AISC certified Category Std fabrication plant.
B. Before authorizing the commencement of steel erection, the controlling contractor shall ensure that the steel erector is provided with the written notification required by 29 CFR 1926.752. Provide copy of this notification to the Resident Engineer.
1.04 TOLERANCES:
A. Fabrication tolerances for structural steel shall be held within limits established by ASTM A6, by AISC 303, Sections 6 and 7, Code of Standard Practice for Buildings and Bridges, except as follows:
B. Elevation tolerance for closure plates at the building perimeter and at slab openings prior to concrete placement is 6 mm (1/4 inch).
1.05 REGULATORY REQUIREMENTS:
A. AISC 360: Specification for Structural Steel Buildings B. AISC 303: Code of Standard Practice for Steel Buildings and Bridges.
1.06 SUBMITTALS:
A. Submit in accordance with Division 01, Submittals, Shop Drawings Product Data and Samples,
B. Shop and Erection Drawings: Complete
C. Certificates:
1. Structural steel.
Attachment 11
SECTION 05 12 00 STRUCTURAL STEEL FRAMING
STRUCTURAL STEEL FRAMING 05 12 00 - 2 of 5
2. Steel for all connections.
3. Welding materials.
D. Test Reports:
1. Welders' qualifying tests.
E. Design Calculations and Drawings:
1. Connection calculations, if required.
F. Record Surveys.
1.02 APPLICABLE PUBLICATIONS:
A. Publications listed below form a part of this specification to extent referenced.
Publications are referenced in text by basic designation only.
B. American Institute of Steel Construction (AISC):
1. AISC 360-10 Specification for Structural Steel Buildings
2. AISC 303-10 Code of Standard Practice for Steel Buildings and Bridges C. American National Standards Institute (ANSI):
B18.22.1-65(R2008)................... Plain Washers
B18.22M-81(R2000)................... Metric Plain Washers D. American Society for Testing and Materials (ASTM):
A6/A6M-11 ................................. Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling
A36/A36M-08 ............................. Standard Specification for Carbon Structural Steel A53/A53M-10 ............................. Standard Specification for Pipe, Steel, Black and HotDipped, Zinc-Coated Welded and Seamless A123/A123M-09 ......................... Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
A242/A242M-04(R2009) ............ Standard Specification for High-Strength Low- Alloy Structural Steel
SECTION 05 12 00 STRUCTURAL STEEL FRAMING
STRUCTURAL STEEL FRAMING 05 12 00 - 3 of 5
A283/A283M-03(R2007) ............ Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates
A307-10. ..................................... Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength
A325-10 ...................................... Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength
A490-12 ...................................... Standard Specification for Heat-Treated Steel Structural Bolts 150 ksi Minimum Tensile Strength
A500/A500M-10a. ...................... Standard Specification for Cold Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and
Shapes
A501-07 ...................................... Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing
A572/A572M-07 ......................... Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel A992/A992M-11………Standard Specification for Structural Steel Shapes
E. American Welding Society (AWS):
D1.1/D1.1M-10 ........................... Structural Welding Code-Steel F. Research Council on Structural Connections (RCSC) of The Engineering Foundation:
Specification for Structural Joints Using ASTM A325 or A490 Bolts G. Military Specifications (Mil. Spec.):
MIL-P-21035 .............................. Paint, High Zinc Dust Content, Galvanizing, Repair H. Occupational Safety and Health Administration (OSHA):
29 CFR Part 1926-2001 ............. Safety Standards for Steel Erection PART 2 PRODUCTS
2.01 MATERIALS:
A. Structural Steel: ASTM A572 W Shapes, A36 misc. steel
SECTION 05 12 00 STRUCTURAL STEEL FRAMING
STRUCTURAL STEEL FRAMING 05 12 00 - 4 of 5
B. Structural Tubing: ASTM A500, Grade B.
C. Steel Pipe: ASTM A53, Grade B.
D. Bolts, Nuts and Washers:
1. High-strength bolts, including nuts and washers: ASTM A325 or A490 as noted.
2. Bolts and nuts, other than high-strength or as shown on plans: ASTM A307, Grade A.
3. Plain washers, other than those in contact with high-strength bolt heads and nuts:
ANSI Standard B18.22.1.
E. Zinc Coating: ASTM A123.
F. Galvanizing Repair Paint: Mil. Spec. MIL-P-21035.
PART 3 EXECUTION
3.01 CONNECTIONS (SHOP AND FIELD):
A. Welding: Welding in accordance with AWS D1.1. Welds shall be made only by welders and welding operators who have been previously qualified by tests as prescribed in AWS D1.1 to perform type of work required.
B. High-Strength Bolts: High-strength bolts tightened to a bolt tension not less than 70% of their minimum tensile strength. Tightening done with properly calibrated wrenches, by turn-of-nut method or by use of direct tension indicators (bolts or washers). Tighten bolts in connections identified as slip-critical using Direct Tension Indicators. Twist-off torque bolts are not an acceptable alternate fastener for slip critical connections.
3.02 FABRICATION:
A. Fabrication in accordance with Chapter M, AISC 360.
3.03 SHOP PAINTING:
A. General: Shop paint steel with primer in accordance with AISC 303, Section 6.
B. Do not apply paint to following:
1. Surfaces within 50 mm (2 inches) of joints to be welded in field.
2. Surfaces which will be encased in concrete.
3. Surfaces which will receive sprayed on fireproofing.
4. Top flange of members which will have shear connector studs applied.
C. Structural steel in the interstitial space that does not receive sprayed on fireproofing shall be painted with primer in accordance with general requirement of shop painting.
SECTION 05 12 00 STRUCTURAL STEEL FRAMING
STRUCTURAL STEEL FRAMING 05 12 00 - 5 of 5
3.04 ERECTION:
A. General: Erection in accordance with AISC 303, Section 7B.
B. Temporary Supports: Temporary support of structural steel frames during erection in accordance with AISC 303, Section 7
3.05 FIELD PAINTING:
A. After erection, touch-up steel surfaces specified to be shop painted. After welding is completed, clean and prime areas not painted due to field welding.
B. Finish painting of steel surfaces is specified in Section 09 91 00, PAINTING.
3.06 SURVEY:
A. Upon completion of finish bolting or welding on any part of the work, and prior to start of work by other trades that may be supported, attached, or applied to the structural steel work, submit a certified report of survey to Resident Engineer for approval.
Reports shall be prepared by Registered Land Surveyor or Registered Civil Engineer as specified in Section 01 00 00, GENERAL REQUIREMENTS. Report shall specify that location of structural steel is acceptable for plumbness, level and alignment within specified tolerances specified in the AISC Manual.
END OF SECTION
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SECTION 05 50 00 METAL FABRICATIONS
METAL FABRICATIONS 05 50 00 - 1 of 11
PART 1 GENERAL
1.01 SUMMARY
A. This section specifies items and assemblies fabricated from structural steel shapes and other materials as shown and specified.
B. Items specified.
1. Support for Wall and Ceiling Mounted Items
2. Metal Railings
3. Bollards
1.02 RELATED WORK
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 SUBMITTALS
A. Submit in accordance with Division 01, Submittals, Shop Drawings Product Data and Samples.
B. Shop Drawings:
1. Each item specified, showing complete detail, location in the project, material and size of components, method of joining various components and assemblies, finish, and location, size and type of anchors.
2. Mark items requiring field assembly for erection identification and furnish erection drawings and instructions.
3. Provide templates and rough-in measurements as required.
C. Furnish setting drawings and instructions for installation of anchors to be preset into concrete and masonry work, and for the positioning of items having anchors to be built into concrete or masonry construction.
1.04 QUALITY ASSURANCE
A. Each product type shall be the same and be made by the same manufacturer.
B. Assemble product to the greatest extent possible before delivery to the site.
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METAL FABRICATIONS 05 50 00 - 2 of 11
C. Include additional features, which are not specifically prohibited by this specification, but which are a part of the manufacturer's standard commercial product.
1.05 APPLICABLE PUBLICATIONS
A. The publications listed below form a part of this specification to the extent referenced.
The publications are referenced in the text by the basic designation only.
B. American Society of Mechanical Engineers (ASME):
B18.2.2-87(R2005)....... Square and Hex Nuts
C. American Society for Testing and Materials (ASTM):
A36/A36M-08 ................ Structural Steel
A47-99(R2009) .............. Malleable Iron Castings
A53-10 ........................... Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless
A123-09 ......................... Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products A307-10 ......................... Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength A653/A653M-10 ............ Steel Sheet, Zinc Coated (Galvanized) or Zinc-Iron Alloy Coated (Galvannealed) by the Hot-Dip Process
A786/A786M-09 ............ Rolled Steel Floor Plate
C1107-08 ...................... Packaged Dry, Hydraulic-Cement Grout (Non-shrink) F436-10 ......................... Hardened Steel Washers F1667-11 ....................... Driven Fasteners: Nails, Spikes and Staples D. American Welding Society (AWS):
D1.1-10 ......................... Structural Welding Code Steel D1.3-08 ......................... Structural Welding Code Sheet Steel E. National Association of Architectural Metal Manufacturers (NAAMM) AMP 521-01 .................. Pipe Railing Manual
AMP 500-06 .................. Metal Finishes Manual
Structural Steel Painting Council (SSPC)/Society of Protective Coatings:
SP 1-04 ......................... No. 1, Solvent Cleaning SP 2-04 ......................... No. 2, Hand Tool Cleaning SP 3-04 ......................... No. 3, Power Tool Cleaning
SECTION 05 50 00 METAL FABRICATIONS
METAL FABRICATIONS 05 50 00 - 3 of 11
1.06 DESIGN CRITERIA
A. In addition to the dead loads, design fabrications to support the following live loads unless otherwise specified.
B. Ladders and Rungs: 120 kg (250 pounds) at any point.
C. Railings and Handrails: 900 N (200 pounds) in any direction at any point.
PART 2 PRODUCTS
2.01 MATERIALS
A. Structural Steel: ASTM A36.
B. Floor Plate:
1. Steel ASTM A786.
2. Aluminum: ASTM B632.
C. Steel Pipe: ASTM A53.
1. Galvanized for exterior locations.
2. Coated for interior locations, see SECTION 09 06 00 for coating.
D. Cast-Iron: ASTM A48, Class 30, commercial pattern.
E. Grout: ASTM C1107, pourable type.
F. Steel Pipe (Bollard): ASTM A53.
1. Galvanized for exterior locations.
2. Type S, Grade A unless specified otherwise.
3. NPS (inside diameter) as shown.
2.02 HARDWARE
A. Rough Hardware:
1. Furnish rough hardware with a standard plating, applied after punching, forming and assembly of parts; galvanized, cadmium plated, or zinc-coated by electrogalvanizing process. Galvanized G-90 where specified.
2. Use G90 galvanized coating on ferrous metal for exterior work unless nonferrous metal or stainless is used.
B. Fasteners:
1. Bolts with Nuts:
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METAL FABRICATIONS 05 50 00 - 4 of 11
a. ASTM A307 for 415 MPa (60,000 psi) tensile strength bolts. b. ASTM F593 for stainless steel.
c. Screws: ASME B18.6.1.
d. Washers: ASTM F436, type to suit material and anchorage. e. Nails: ASTM F1667, Type I, style 6 or 14 for finish work.
2.03 FABRICATION GENERAL
A. Material
1. Use material as specified. Use material of commercial quality and suitable for intended purpose for material that is not named or its standard of quality not specified.
2. Use material free of defects which could affect the appearance or service ability of the finished product.
B. Size:
1. Size and thickness of members as shown.
2. When size and thickness is not specified or shown for an individual part, use size and thickness not less than that used for the same component on similar standard commercial items or in accordance with established shop methods.
C. Connections
1. Except as otherwise specified, connections may be made by welding, riveting or bolting.
2. Field riveting will not be approved.
3. Design size, number and placement of fasteners, to develop a joint strength of not less than the design value.
4. Holes, for rivets and bolts: Accurately punched or drilled and burrs removed.
5. Size and shape welds to develop the full design strength of the parts connected by welds and to transmit imposed stresses without permanent deformation or failure when subject to service loadings.
6. Use Rivets and bolts of material selected to prevent corrosion (electrolysis) at bimetallic contacts. Plated or coated material will not be approved.
7. Use stainless steel connectors for removable members machine screws or bolts.
D. Fasteners and Anchors
1. Use methods for fastening or anchoring metal fabrications to building construction as shown or specified.
SECTION 05 50 00 METAL FABRICATIONS
METAL FABRICATIONS 05 50 00 - 5 of 11
2. Where fasteners and anchors are not shown, design the type, size, location and spacing to resist the loads imposed without deformation of the members or causing failure of the anchor or fastener, and suit the sequence of installation.
3. Use material and finish of the fasteners compatible with the kinds of materials which are fastened together and their location in the finished work.
4. Fasteners for securing metal fabrications to new construction only, may be by use of threaded or wedge type inserts or by anchors for welding to the metal fabrication for installation before the concrete is placed or as masonry is laid.
5. Fasteners for securing metal fabrication to existing construction or new construction may be expansion bolts, toggle bolts, power actuated drive pins, welding, self-drilling and tapping screws or bolts.
E. Workmanship
1. General:
a. Fabricate items to design shown.
b. Furnish members in longest lengths commercially available within the limits shown and specified.
c. Fabricate straight, true, free from warp and twist, and where applicable square and in same plane.
d. Provide holes, sinkages and reinforcement shown and required for fasteners and anchorage items.
e. Provide openings, cut-outs, and tapped holes for attachment and clearances required for work of other trades.
f. Prepare members for the installation and fitting of hardware. g. Cut openings in gratings and floor plates for the passage of ducts, sumps, pipes, conduits and similar items. Provide reinforcement to support cut edges.
h. Fabricate surfaces and edges free from sharp edges, burrs and projections which may cause injury.
2. Welding:
a. Weld in accordance with AWS.
b. Welds shall show good fusion, be free from cracks and porosity and accomplish secure and rigid joints in proper alignment. c. Where exposed in the finished work, continuous weld for the full length of the members joined and have depressed areas filled and protruding welds finished smooth and flush with adjacent surfaces. d. Finish welded joints to match finish of adjacent surface.
SECTION 05 50 00 METAL FABRICATIONS
METAL FABRICATIONS 05 50 00 - 6 of 11
3. Joining:
a. Miter or butt members at corners.
b. Where frames members are butted at corners, cut leg of frame member perpendicular to surface, as required for clearance.
4. Cutting and Fitting:
a. Accurately cut, machine and fit joints, corners, copes, and miters. b. Fit removable members to be easily removed.
c. Design and construct field connections in the most practical place for appearance and ease of installation.
d. Fit pieces together as required.
e. Fabricate connections for ease of assembly and disassembly without use of special tools.
f. Joints firm when assembled.
g. Conceal joining, fitting and welding on exposed work as far as practical. h. Do not show rivets and screws prominently on the exposed face. i. The fit of components and the alignment of holes shall eliminate the need to modify component or to use exceptional force in the assembly of item and eliminate the need to use other than common tools.
F. Finish:
1. Finish exposed surfaces in accordance with NAAMM Metal Finishes Manual.
2. Aluminum: NAAMM AMP 501.
a. Mill finish, AA-M10, as fabricated, use unless specified otherwise. b. Clear anodic coating, AA-C22A41, chemically etched medium matte, with Architectural Class 1, 0.7 mils or thicker.
c. Colored anodic coating, AA-C22A42, chemically etched medium matte with Architectural Class 1, 0.7 mils or thicker.
d. Painted: AA-C22R10.
3. Steel and Iron: NAAMM AMP 504.
a. Zinc coated (Galvanized): ASTM A123, G90 unless noted otherwise. b. Surfaces exposed in the finished work:
1) Finish smooth rough surfaces and remove projections.
SECTION 05 50 00 METAL FABRICATIONS
METAL FABRICATIONS 05 50 00 - 7 of 11
2) Fill holes, dents and similar voids and depressions with epoxy type patching compound.
c. Shop Prime Painting:
1) Surfaces of Ferrous metal:
a) Items not specified to have other coatings.
b) Galvanized surfaces specified to have prime paint.
c) Remove all loose mill scale, rust, and paint, by hand or power tool cleaning as defined in SSPC-SP2 and SP3.
d) Clean of oil, grease, soil and other detrimental matter by use of solvents or cleaning compounds as defined in
SSPC-SP1.
e) After cleaning and finishing apply one coat of primer as specified in Section 09 90 00, PAINTING.
4. Stainless Steel: NAAMM AMP-504 Finish No. 4.
G. Protection:
1. Spot prime all abraded and damaged areas of zinc coating which expose the bare metal, using zinc rich paint on hot-dip zinc coat items and zinc dust primer on all other zinc coated items.
2.04 SUPPORTS
A. General:
1. Fabricate ASTM A36 structural steel shapes where shown.
2. Use clip angles or make provisions for welding hangers and braces to overhead construction.
3. Field connections may be welded or bolted.
B. For Wall Mounted Items:
1. For items supported by metal stud partitions.
2. Steel strip minimum of 150 mm (6 inches) wide, length extending one stud space beyond end of item supported.
C. For Trapeze Bars:
1. Construct assembly above ceilings as shown and design to support not less than a 340 kg (750 pound) working load at any point.
2. Fabricate trapeze supports as shown, with all exposed members, including screws, nuts, bolts and washers, fabricated of stainless steel.
SECTION 05 50 00 METAL FABRICATIONS
METAL FABRICATIONS 05 50 00 - 8 of 11
3. Continuously weld connections where welds shown.
4. Use modular channel where shown with manufacturers bolts and fittings.
2.05 GATE HINGES LATCH AND STOP
A. Manufacturer: Tymetal, Hoover Fence Co., or approved equal B. Galvanized ASTM A123, G-90 after fabrication.
C. Doors:
1. Provide pre-fabricated steel hinged door and frame as shown.
2. Color: to match fence color
3. Hardware:
a. Install lock or latch specified in Section 08 71 00, DOOR HARDWARE.
2.06 METAL RAILING
A. In addition to the dead load design railing assembly to support live load specified.
B. Fabrication General:
1. Provide continuous welded joints, dressed smooth and flush.
2. Standard flush fittings, designed to be welded, may be used.
3. Exposed threads will not be approved.
4. Form handrail brackets to size and design shown.
5. Interior Post Anchors:
a. Provide flanged fittings for securing fixed posts to floor with expansion bolts, unless shown otherwise.
b. Weld or thread flanged fitting to posts at base.
c. For securing removable posts to floor, provide close fitting sleeve insert or inverted flange base plate with stud bolts or rivets concrete anchor welded to the base plate.
d. Provide sliding flange base plate on posts secured with set screws. e. Weld flange base plate to removable posts set in sleeves.
C. Handrails:
1. Close free ends of rail with flush metal caps welded in place except where flanges for securing to walls with bolts are shown.
SECTION 05 50 00 METAL FABRICATIONS
METAL FABRICATIONS 05 50 00 - 9 of 11
2. Make provisions for attaching handrail brackets to wall, posts, and handrail as shown.
D. Aluminum Railings:
1. Fabricate from extruded aluminum.
2. Use tubular posts not less than 3 mm (0.125 inch) wall thickness for exterior railings.
3. Punch intermediate rails and bottom of top rails for passage of posts and machine to a close fit.
4. Where shown use extruded channel sections for top rail with 13 mm (1/2 inch) thick top cover plates and closed ends.
5. Fabricate brackets of extruded or wrought aluminum as shown.
6. Fabricate stainless pipe sleeves with closed bottom at least six inches deep having internal dimensions at least 13 mm (1/2 inch) greater than external dimensions of posts where set in concrete.
2.06 METAL LADDER
A. Aluminum Ladders:
1. Fixed-rail type, constructed of structural aluminum, with mill finish.
2. Fabricate side rails and rungs of size and design shown, with the rungs shouldered and headed into and welded to the rails.
3. Where shown fabrication side rails curved, twisted and formed into gooseneck.
4. Fabricate angle brackets at top and bottom and intermediate brackets where shown. Drill for bolting.
B. Ladder Rungs:
1. Fabricate from 25 mm (one inch) diameter steel bars.
2. Fabricate so that rungs will extend at least 100 mm (4 inches) into wall with ends turned 50 mm (2 inches), project out from wall 175 mm (7 inches), be 400 mm (16 inches) wide and be designed so that foot cannot slide off end.
3. Galvanized after fabrication, ASTM A123, G-90 rungs for exterior use and for access to pits.
2.07 STEEL PIPE BOLLARD
A. Provide bollard in accordance with ASTM A53 with dimensions as shown in standard detail SD320523-04. Anchor posts in concrete and fill solidly with concrete with a minimum compressive strength of 17 MPa 2500psi.
SECTION 05 50 00 METAL FABRICATIONS
METAL FABRICATIONS 05 50 00 - 10 of 11
PART 3 EXECUTION
3.01 INSTALLATION, GENERAL
A. Set work accurately, in alignment and where shown, plumb, level, free of rack and twist, and set parallel or perpendicular as required to line and plane of surface.
B. Set frames of access doors and similar items flush with finish floor and, where applicable, flush with side of opening.
C. Field weld in accordance with AWS.
1. Design and finish as specified for shop welding.
2. Use continuous weld unless specified otherwise.
D. Install anchoring devices and fasteners as shown and as necessary for securing metal fabrications to building construction as specified.
E. Spot prime all abraded and damaged areas of zinc coating as specified and all abraded and damaged areas of shop prime coat with same kind of paint used for shop priming.
3.02 INSTALLATION OF SUPPORTS
A. Anchorage to structure:
1. Secure angles or channels and clips to overhead structural steel by continuous welding unless bolting is shown.
2. Secure supports to concrete inserts by bolting as shown.
3. Secure steel plate to studs as detailed.
B. Supports for Wall Mounted items:
1. Locate center of support at anchorage point of supported item.
2. Locate support at top and bottom of wall hung cabinets.
3. Locate support at top of floor cabinets and shelving installed against walls.
4. Locate supports where required for items shown.
C. Supports for Trapeze Bars:
1. Secure plates to overhead construction with fasteners where shown.
2. Secure angle brace assembly to overhead construction with fasteners where shown and bolt plate to braces.
3. Fit modular channel unit to equipment and secure with modular channel unit manufacturer's standard fittings as shown.
SECTION 05 50 00 METAL FABRICATIONS
METAL FABRICATIONS 05 50 00 - 11 of 11
3.03 CLEAN AND ADJUSTING
A. Adjust movable parts including hardware to operate as designed without binding or deformation of the members centered in the opening or frame and, where applicable, contact surfaces fit tight and even without forcing or warping the components.
B. Clean after installation exposed prefinished and plated items and items fabricated from stainless steel, aluminum and copper alloys, as recommended by the metal manufacture and protected from damage until completion of the project.
3.04 INSTALLATION OF STEEL PIPE BOLLARD
A. Set bollards vertically in concrete piers. Compressive strength of concrete piers shall be 21MPa 3000psi. For dimensions of concrete piers
END OF SECTION
SECTION 07 14 16 COLD FLUID-APPLIED WATERPROOFING
COLD FLUID-APPLIED WATERPROOFING 07 21 00 - 1 of 4
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes rubber waterproofing for below grade structures.
1.2 RELATED WORK
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.3 SUBMITTALS
A. Product Data: For each type of product.
B. Shop Drawings:
1. Show locations and extent of waterproofing.
2. Include details for substrate joints and cracks, sheet flashings, penetrations, inside and outside corners, tie-ins with adjoining waterproofing, and other termination conditions.
C. Sample warranty.
1.4 QUALITY ASSURANCE
A. Installer Qualifications: An entity that employs installers and supervisors who are trained and approved by waterproofing manufacturer.
1.5 WARRANTY
A. Manufacturer's Special Warranty: Manufacturer agrees to repair or replace waterproofing that fails in materials or workmanship within specified warranty period.
1. Warranty Period: 10 years from date of Substantial Completion.
SECTION 07 14 16 COLD FLUID-APPLIED WATERPROOFING
COLD FLUID-APPLIED WATERPROOFING 07 21 00 - 2 of 4
PART 2 - PRODUCTS
2.1 RUBBER WATERPROOFING
A. Two-Component, Reinforced, Rubber Waterproofing system: ASTM C836/C836M; coal-tar free.
1. Basis-of-Design or Approved Equal:
a. Manufacturer: GCP Applied Technologies Inc., 2325 Lakeview Parkway, Suite 400, Alpharetta, GA 30009, USA; gcpat.com; 1-866-333-3726 b. Product: Procor Below Grade – Fluid applied waterproofing & all associated system components which include:
1) Procor 75 Spray Grade – For horizontal and vertical applications 2) Hydroduct Drainage Composites – Geocomposite Drainage Sheets a) HYDRODUCT® 660 Drainage Composite for use on horizontal applications.
b) HYDRODUCT® 220 Drainage Composite for use on vertical applications.
3) Bituthene Liquid Membrane – Detailing at pipe entries, etc. 4) Preprufe Tape – For tie-ins of Procor, Bituthene, or Preprufe waterproofing sheet membranes.
5) Preprufe 300R Plus – Pre-applied waterproofing membrane that bonds integrally to poured concrete
2. Hydrostatic-Head Resistance: 65 feet minimum; ASTM D5385/D5385M.
2.2 AUXILIARY MATERIALS
A. Primer: Manufacturer's standard primer, sealer, or surface conditioner; factory-formulated.
B. Sheet Flashing: 50-mil- (1.3-mm-) minimum, nonstaining, uncured sheet neoprene.
1. Adhesive: Manufacturer's recommended contact adhesive.
C. Membrane-Reinforcing Fabric: Manufacturer's recommended fiberglass mesh or polyester fabric.
D. Joint Reinforcing Strip: Manufacturer's recommended fiberglass mesh or polyester fabric.
E. Joint Sealant: Multicomponent polyurethane sealant, compatible with waterproofing; and as recommended by manufacturer for substrate and joint conditions.
1. Backer Rod: Closed-cell polyethylene foam.
2.3 PRE-APPLIED WATERPROOFING MEMBRANE – BELOW SLAB
A. Pre-Applied waterproofing membrane: Composite membrane comprised of a heavy duty grade HDPE film, pressure sensitive adhesive, and weather resistant protective coating to form an integral bond to poured concrete. Designed for horizontal and vertical use below slabs.
1. Thickness: 0.046 inch (1.2 mm), nominal
2. Lateral water migration resistance:
SECTION 07 14 16 COLD FLUID-APPLIED WATERPROOFING
COLD FLUID-APPLIED WATERPROOFING 07 21 00 - 3 of 4
3. Hydrostatic-Head Resistance: 231 feet minimum; ASTM D5385.
4. Tensile strength: 4,000 psi (27.6 Mpa)
5. Required overlap: 3” minimum
2.4 PROTECTION COURSE
A. Protection Course: ASTM D6506, semirigid sheets of fiberglass- or mineral-reinforced-asphaltic core, pressure laminated between two asphalt-saturated fibrous liners and as follows:
1. Thickness: 1/4 inch (6 mm), nominal, for vertical applications; 1/4 inch (6 mm), nominal, elsewhere.
2. Adhesive: Rubber-based solvent type recommended in writing by waterproofing manufacturer.
2.5 MOLDED-SHEET DRAINAGE PANELS
A. Nonwoven-Geotextile-Faced, Molded-Sheet Drainage Panel with Polymeric Film: Composite subsurface drainage panel consisting of a studded, nonbiodegradable, molded-plastic-sheet drainage core; with a nonwoven, needle-punched geotextile facing with an apparent opening size not exceeding No. 70 (0.21-mm) sieve laminated to one side of the core and a polymeric film bonded to the other side; and with a vertical flow rate through the core of [9 to 21 gpm per ft. (112 to 261 L/min. per m)].
PART 3 - EXECUTION
3.1 PREPARATION
A. Clean, prepare, and treat substrates according to manufacturer's written instructions. Provide clean, dust-free, and dry substrates for waterproofing application.
B. Mask off adjoining surfaces not receiving waterproofing to prevent spillage and overspray affecting other construction.
C. Close off deck drains and other deck penetrations to prevent spillage and migration of waterproofing fluids.
D. Remove grease, oil, bitumen, form-release agents, paints, curing compounds, acid residues, and other penetrating contaminants or film-forming coatings from concrete.
E. Remove fins, ridges, and other projections, and fill honeycomb, aggregate pockets, holes, and other voids.
F. Prepare surfaces at terminations and penetrations through waterproofing and at expansion joints, drains, sleeves, and corners according to waterproofing manufacturer's written instructions and to recommendations in ASTM C898/C898M.
G. Apply waterproofing in two separate applications, and embed a joint reinforcing strip in the first preparation coat when recommended by waterproofing manufacturer.
SECTION 07 14 16 COLD FLUID-APPLIED WATERPROOFING
COLD FLUID-APPLIED WATERPROOFING 07 21 00 - 4 of 4
H. Prepare, treat, rout, and fill joints and cracks in substrate according to waterproofing manufacturer's written instructions and to recommendations in ASTM C898/C898M. Before coating surfaces, remove dust and dirt from joints and cracks according to ASTM D4258.
I. Install sheet flashing and bond to deck and wall substrates where required according to waterproofing manufacturer's written instructions.
3.2 WATERPROOFING APPLICATION
A. Apply waterproofing according to manufacturer's written instructions and to recommendations in ASTM C898/C898M.
B. Unreinforced Waterproofing Applications.
1. Apply one or more coats of waterproofing to obtain a seamless membrane free of entrapped gases and pinholes, with a dry film thickness of 60 mils (1.5 mm).
C. Install protection course with butted joints over waterproofing before starting subsequent construction operations.
1. For horizontal applications, install protection course loose laid over fully cured membrane.
2. For vertical applications, set protection course in nominally cured membrane, which will act as an adhesive. If membrane cures before application of protection course, use adhesive.
3. Molded-sheet drainage panels may be used in place of a separate protection course for vertical applications when approved in writing by waterproofing manufacturer.
3.3 MOLDED-SHEET DRAINAGE PANEL INSTALLATION
A. Place and secure molded-sheet drainage panels, with geotextile facing away from wall or deck substrate, according to manufacturer's written instructions. Use adhesive or another method that does not penetrate waterproofing. Lap edges and ends of geotextile to maintain continuity.
Protect installed molded-sheet drainage panels during subsequent construction.
1. For vertical applications, install protection course before installing drainage panels.
3.4 PROTECTION
A. Do not permit foot or vehicular traffic on unprotected membrane.
B. Protect waterproofing from damage and wear during remainder of construction period.
C. Correct deficiencies in or remove waterproofing that does not comply with requirements; repair substrates, reapply waterproofing, and repair sheet flashings.
END OF SECTION
SECTION 07 21 00 BUILDING INSULATION
BUILDING INSULATION 07 21 00 - 1 of 3
PART 1 GENERAL
1.01 SUMMARY
A. Provide labor, material, equipment and services to furnish and install building insulation as shown on the drawings, as specified herein and as required for a complete and proper installation, including, but not limited to, the following:
1. Thermal Insulation
2. Acoustic Insulation
1.02 RELATED WORK
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 SUBMITTALS
A. Submit in accordance with Division 01, Submittals, Shop Drawings Product Data and Samples.
B. Product Data: Furnish manufacturer's literature for each type of insulation.
1. Submit Underwriter's Laboratory approval numbers for required fire ratings; approvals of other laboratories contingent upon acceptance of applicable authorities.
C. Certificates: Stating the type, thickness and "R" value (thermal resistance) of the insulation to be installed.
1.04 STORAGE AND HANDLING
A. Store insulation materials in weathertight enclosure.
B. Protect insulation from damage from handling, weather and construction operations before, during, and after installation.
1.05 APPLICABLE STANDARDS: The latest edition of publications listed below form a part of this specification to the extent referenced. The publications are referenced in the text by basic designation only.
A. Federal Specifications (Fed. Spec.)
FF N 105B (3) Nails, Brads, Staples and Spikes: Wire, Cut and Wrought B. California Building Codes (CBC) 2019 Energy Codes
SECTION 07 21 00 BUILDING INSULATION
BUILDING INSULATION 07 21 00 - 2 of 3
C. American Society for Testing and Materials (ASTM):
C552 Cellular Glass Block and Pipe Thermal Insulation
C553 Mineral Fiber Blanket and Felt Insulation (Industrial Type) C578 Preformed Cellular Polystyrene Thermal Insulation
C591 Unfaced Preformed Rigid Cellular Polyurethane Thermal Insulation C612 Mineral Fiber Block and Board Thermal Insulation
C665 Mineral Fiber Blanket Thermal Insulation for Light Frame Construction and Manufactured Housing
C728 Perlite Thermal Insulation Board
C954 Steel Drill Screws for the Application of Gypsum Board or Metal Plaster Base to Steel Studs From 0.033 inch to 0.112 inch in thickness
C1002 Steel Drill Screws for the Application of Gypsum Board PART 2 PRODUCTS
2.01 MATERIALS
A. Thermal Batt Insulation: Thermafiber SAFB, preformed slag mineral or glass fiber with thermosetting resin binders, conforming to ASTM C665, Type 1, HH-I-521F, unfaced; formaldehyde-free and with no toxic materials. Flame Spread/Smoke Density Rating:
Maximum 0/0, ASTM E84. Combustibility: Pass ASTM E136.
B. Acoustical Insulation
1. Mineral Fiber Batt or Blankets: ASTM C665, Type 1. Thickness as shown; of widths and lengths to fit tight against framing.
C. Rigid Insulation
1. On the inside face of exterior walls.
2. Cellular Glass Block, ASTM C552, Type 1.
D. Accessories: Furnish as recommended by insulation manufacturer for insulation types, substrates, and conditions involved.
E. Aerogel.
1. Flexible gel filled blanket material: ASTM C1728, Type III, Grade 1A, 10 mm (0.4 in) thick, shown; of widths and lengths to fit tight against framing. Products similar to Pryrogel HPS.
SECTION 07 21 00 BUILDING INSULATION
BUILDING INSULATION 07 21 00 - 3 of 3
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify substrate and adjacent materials are dry and ready to receive insulation; beginning installation signifies acceptance of conditions.
B. Ensure mechanical and electrical items affecting work are properly placed, complete, and have been inspected by Architect prior to commencement of installation.
3.02 INSTALLATION
A. Install batt or blanket insulation with tight joints and filling framing void completely. Seal cuts, tears, and un-lapped joints with tape.
B. Fit insulation tight against adjoining construction and penetrations, unless specified otherwise. Install insulation in accordance with manufacturer's instructions.
C. Cut and trim insulation neatly, to fit spaces.
D. Fit insulation tight within spaces and tight to and behind mechanical and electrical services within insulation plane; leave no gaps or voids; maintain integrity of thermal barrier.
E. Friction fit batt insulation in place; use tape or penetration supports as necessary to assure permanent installation.
F. Fasten blanket insulation between metal studs and wall furring with continuous pressure sensitive tape along edges or adhesive.
G. Pack insulation around door frames and windows and in cracks, expansion joints, control joints, door soffits and other voids. Pack behind outlets, around pipes, ducts, and services encased in wall or partition. Hold insulation in place with pressure sensitive tape or adhesive.
H. Do not compress insulation below required thickness except where embedded items prevent required thickness.
END OF SECTION
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SECTION 07 22 00 ROOF AND DECK INSULATION
ROOF AND DECK INSULATION 07 22 00 - 1 of 8
PART 1 - GENERAL
1.01 DESCRIPTION
A. Roof and deck insulation on new construction ready to receive roofing or waterproofing membrane over wood deck.
1.02 RELATED WORK
A. All Related Documents and Sections: Contractor to examine Contract Documents for requirements that directly affect or are affected by Work of this Section. Those Documents and Sections include, but is not limited to, the following:
1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 General Requirements, apply to this Section.
2. All Specification Sections listed in the Table of Contents.
1.03 APPLICABLE PUBLICATIONS
A. Publications listed below form a part of this specification to the extent referenced.
Publications are referenced in the text by the basic designation only. Editions of applicable publications current on date of issue of bidding documents apply unless otherwise indicated.
B. American Society of Heating, Refrigeration and Air Conditioning (ASHRAE):
90.1-07 .......................... Energy Standard for Buildings Except Low-Rise Residential Buildings
C. ASTM International (ASTM):
C208-08 ........................ Cellulosic Fiber Insulating Board C552-07 ........................ Cellular Glass Thermal Insulation C726-05 ........................ Mineral Fiber Roof Insulation Board C728-05 ........................ Perlite Thermal Insulation Board C1177/C1177M-08 ........ Standard Specification for Glass Mat Gypsum Substrate for Use as Sheathing
C1278/C1278M-07 ........ Standard Specification for Fiber-Reinforced Gypsum Panel C1289-10 ...................... Faced Rigid Cellular Polyisocyanurate Thermal Insulation Board C1396/C1396M-09 ........ Standard Specification for Gypsum Board D41-05 .......................... Asphalt Primer Used in Roofing, Dampproofing, and Waterproofing
D312-06 ........................ Asphalt Used in Roofing
SECTION 07 22 00 ROOF AND DECK INSULATION
ROOF AND DECK INSULATION 07 22 00 - 2 of 8
D1970-09 ...................... Standard Specification for Self-Adhering Polymer Modified Bituminous Sheet Materials Used as Steep Roofing
Underlayment for Ice Dam Protection
D2178-04 ...................... Asphalt Glass Felt Used in Roofing and Waterproofing D2822-05 ...................... Asphalt Roof Cement
D4586-07 ...................... Standard Specification for Asphalt Roof Cement, Asbestos-Free E84-09 ........................... Standard Test Method for Surface Burning Characteristics of Building Material
F1667-05 ....................... Driven Fasteners: Nails, Spikes, and Staples D. FM Approvals: RoofNav Approved Roofing Assemblies and Products. 4450-89 ......................... Approved Standard for Class 1 Insulated Steel Deck Roofs 4470-10 ......................... Approved Standard for Class 1 Roof Coverings 1-28-09 .......................... Loss Prevention Data Sheet: Design Wind Loads. 1-29-09 .......................... Loss Prevention Data Sheet: Above-Deck Roof Components 1-49-09 .......................... Loss Prevention Data Sheet: Perimeter Flashing E. National Roofing Contractors Association: Roofing and Waterproofing Manual F. U.S. Department of Agriculture (USDA): USDA BioPreferred Catalog, www.biopreferred.gov
G. Underwriters Laboratories, Inc. (UL): Fire Resistance Directory (2009) H. U.S. Department of Commerce National Institute of Standards and Technology (NIST):
DOC PS 1-09 ................ U.S. Product Standard for Construction and Industrial Plywood DOC PS 2-04 ................ Performance Standard for Wood-Based Structural-Use Panels.
1.04 PERFORMANCE REQUIREMENTS
A. Thermal Performance: Provide roof insulation meeting minimum overall average R-value of 33 (6 inches).
B. FM Approvals: Provide roof insulation complying with requirements in FM Approvals 4450 and 4470 as part of specified roofing system, listed in FM Approvals "RoofNav" as part of roofing system meeting Fire/Windstorm Classification in Division 07 roofing section.
1.05 QUALITY CONTROL
A. Requirements of Division 07 roofing section for qualifications of roofing system insulation Installer; Work of this Section shall be performed by same Installer.
B. Requirements of Division 07 roofing section for inspection of Work of this Section and qualifications of Inspector.
SECTION 07 22 00 ROOF AND DECK INSULATION
ROOF AND DECK INSULATION 07 22 00 - 3 of 8
C. Unless specified otherwise, comply with the recommendations of the NRCA "Roofing and Waterproofing Manual" applicable to insulation for storage, handling, and application.
D. Requirements of roofing system uplift pressure design for specified roofing system.
E. Requirements of applicable FM Approval for specified roofing system insulation attachment.
G. Bio-Based Materials: Where applicable, provide products designated by USDA and meeting or exceeding USDA recommendations for bio-based content, and products meeting Rapidly Renewable Materials and certified sustainable wood content definitions; refer to www.biopreferred.gov.
1.06 SUBMITTALS
A. Submit in accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES.
B. Product Data:
1. Asphalt and adhesive materials, each type.
2. Roofing cement, each type.
3. Roof insulation, each type.
4. Fastening requirements.
C. Federal Sustainable Design Submittals:
1. Product Data for Federally-Mandated Bio-Based Materials: For roof materials, indicating USDA designation and compliance with definitions for bio-based products, Rapidly Renewable Materials, and certified sustainable wood content.
D. Shop Drawings: Include plans, sections, details, and attachments.
1. Nailers, cants, and terminations.
2. Layout of insulation showing slopes, tapers, penetration, and edge conditions.
E. Samples:
1. Roof insulation, each type.
2. Nails and fasteners, each type.
F. Certificates:
1. Indicating type, thermal conductance, and minimum and average thickness of insulation.
2. Indicating materials and method of application of insulation system meet the requirements of FM Approvals for specified roofing system.
G. Laboratory Test Reports: Thermal values of insulation products.