D. Perform patch work with the same materials as the surrounding area and finish to match, as specified in Division 3 of these Specifications.
3.08 PROTECTIVE DEVICE COORDINATION
A. Provide the services of a coordination analysis consultant for the proper system coordination of the protective devices furnished on this project.
Submit the name and the qualifications of the consultant for review by the Engineer; qualifications must include professional registration of proposed personnel as electrical engineers.
B. The protective device on the line side closest to the fault or abnormal conditions shall isolate the problem portion of the system and minimize damage in that portion. The rest of the system shall be maintained in normal service. The coordination shall be in conformance with the recommendations of latest IEEE Standard 242.
C. Submit the analysis that shall include impedance and short circuit calculations, list of any assumptions made in the analysis, the recommended settings of the protective devices, and the system time/current characteristic curves. The submittal shall be made so as to allow time for review and resubmittal, if necessary, before the implementation of final settings and adjustments by the testing laboratory.
D. This section may be waved at the discretion of the Engineer.
3.09 FIELD TESTS
A. Perform tests in accordance with applicable procedures as described in NETA Acceptance Testing Specifications.
B. Give at least 7 working days notice to the Engineer prior to any test to permit witnessing the test.
C. Provide all materials, equipment, labor, and technical supervision required to perform such tests and inspections. It is the intent of these tests to ensure that all electrical equipment is operational within industry and manufacturer's tolerances and is installed in accordance with the Contract Documents and manufacturer's instructions. The tests and inspections shall determine the suitability for energization.
D. The Contractor shall have a calibration program which maintains all applicable test instrumentation within rated accuracy.
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1. The accuracy shall be traceable to the National Bureau of Standards in an unbroken chain. Instruments shall be calibrated in accordance with the following frequency schedule:
a. Field instruments: 6 months maximum
b. Laboratory instruments: 12 months
c. Leased specialty equipment: 12 months
2. Date calibration labels shall be visible on all test equipment.
E. Where testing pursuant to NETA requirements is required in these specifications, submit a test report that includes the following:
1. Name of project, name of person performing test, and date of test
2. Description of equipment tested
3. Description of test
4. List of test equipment used and calibration date
5. Test results
6. Conclusions and recommendations
7. Appendix, including appropriate test forms
8. The test report shall be bound, and its contents certified. Submit the completed report directly to the Engineer no later than thirty (30) days after completion of the test unless directed otherwise. Number of reports to be submitted for review shall be the same as the number required for shop drawing submittals.
F. Safety practices shall include, but are not limited to, the following requirements:
1. Occupational Safety and Health Act of 1970, OSHA.
2. Accident Prevention Manual for Industrial Operations, Seventh Edition, National Safety Council, Chapter 4.
3. Applicable state and local safety operating procedures.
G. All field tests shall be performed with apparatus deenergized except where otherwise specifically required by the latest Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems published by NETA. The Contractor shall have a designated safety representative who shall be present on the project and supervise operations with respect to safety. In all cases, work shall not proceed until FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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the safety representative has determined that it is safe to do so. The Contractor shall have available sufficient protective barriers and warning signs to conduct the specified test safely.
H. Electrical equipment and materials furnished and installed by the Contractor, and the testing equipment listed below, shall be tested in accordance with the "Inspection and Test Procedures" and "System Function Tests" (Section 8) of the latest Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems published by NETA. Tests shall not include any tests listed as optional in the aforementioned NETA Specifications unless specifically noted in respective equipment specifications for this project.
I. Retesting will be required for all unsatisfactory tests after the equipment or system has been repaired. Retest all related equipment and systems if required by the Engineer. Repair and retest equipment and systems that have been satisfactorily tested but later fail, until satisfactory performance is obtained.
J. Putting Equipment and Cables into Service: Submittal and favorable review of the specified factory and field tests shall occur before the Contractor is permitted to place the respective equipment or cable into service.
K. MISCELLANEOUS TESTS
1. Insulation Resistance, Continuity: Perform routine insulation resistance, continuity, and rotation tests for all distribution and utilization equipment. Supply a suitable and stable source of test power at each test site. Notify the Engineer when equipment becomes available for acceptance tests. Work shall be coordinated to expedite project scheduling. All testing shall be performed in the presence of the Engineer. The Contractor shall be responsible for implementing all final settings and adjustments on protective devices and tap changes. Any system material or workmanship that is found defective on the basis of acceptance tests shall be reported directly to the Engineer. The Contractor shall maintain a written record of all tests and upon completion of project, assemble and certify a final test report.
2. Operational Tests: Operationally test all circuits to demonstrate that the circuits and equipment have been properly installed, adjusted, and are ready for full-time service. Demonstrate the proper functioning of circuits in all modes of operation, including alarm conditions, and demonstrate satisfactory interfacing with the data acquisition and alarm systems.
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3.10 EQUIPMENT PROTECTION
A. Exercise care at all times after installation of equipment, motor control centers, etc., to keep out foreign matter, dust, dirt, debris, or moisture. Use protective sheet metal covers, canvas, heat lamps, etc., as needed to ensure equipment protection.
3.11 CLEANING EQUIPMENT
A. Thoroughly clean all soiled surfaces of installed equipment and materials.
B. Clean out and vacuum all construction debris from all areas of all equipment.
C. Provide and touch-up to original condition any factory painting that has been marred or scratched during shipment or installation, using paint furnished by the equipment manufacturer.
3.12 CLEANUP
A. Upon completion of the electrical work, remove all surplus materials, rubbish, and debris that accumulated during the construction work. Leave the entire area neat, clean, and acceptable to the Engineer.
END OF SECTION
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SECTION 26 01 00
ELECTRICAL GENERAL REQUIREMENTS
PART 1 – GENERAL
1.01 RELATED DOCUMENTS
Work of this Section is bound by General Conditions, Supplementary Conditions and Division 1 bound herewith in addition to this specification and accompanying drawings.
1.02 REGULATORY REQUIREMENTS
A. CODES AND STANDARDS
Conform to all Utility Company requirements and to all applicable codes, laws, ordinances, rules, and regulations. The apparatus, equipment, materials, and installation shall conform with standards of NEMA, UL IEEE, NEC, NFPA and all local codes, laws, or ordinances.
B. PERMITS
Contractor will pay all fees and charges required by utilities having jurisdiction over this work.
C. INSPECTIONS
Arrange for inspections and tests required by codes or ordinances during construction.
1.03 CUTTING AND PATCHING
Follow requirements specified in General and Supplementary Conditions.
1.04 VISIT SITE
Visit site of proposed work and become familiar with all job conditions affecting work. No additional allowances will be granted because of lack of such information.
1.05 COORDINATION WITH OTHERS
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equipment shown on plans is approximate. Verify exact location of all outlets and equipment shown by taking measurements on job and checking other drawings.
1.06 MINOR CHANGES
Make minor changes in outlet and equipment locations as directed or required before rough in without cost to Owner.
1.07 GENERAL DESCRIPTION OF SYSTEM
Work specified under this Section relates to basic power distribution systems, pieces, and parts thereof and their installation through which power consuming devices obtain electricity, lighting, communication, and miscellaneous items.
Electrical Drawings are diagrammatic and do not necessarily show all raceways, wiring, number, and types of fittings required.
Provide all related Electrical Work specified herein diagramed or scheduled on Electrical Drawings, required by code, enforcing agencies, and as required for complete and operating electrical systems.
Provide a complete and operating project. Include all labor, materials, equipment, and transportation necessary for execution of work. By submitting a proposal, Contractor represents he has made thorough examination of site and existing conditions and limitation; he has examined contract documents and has determined the Drawings, Specification, and existing conditions are sufficient, adequate, and satisfactory for contract work.
1.08 QUALITY ASSURANCE
A. QUALIFICATIONS OF INSTALLERS:
1. For actual fabrication, installation, and testing of Work of this Section, use only thoroughly trained and experienced personnel familiar with requirements for this Work and with installation recommendations of Manufacturers of specified items.
2. In acceptance or rejection of installed electrical systems, no allowance is made for lack of skill on part of installers.
B. CRITERIA:
1. Conform Work with conditions shown and specified.
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resolution of conflicts between items, make such adjustments at no added expense to Owner.
3. Submit adjustments or modifications of Work affecting functional or aesthetic design of Work
4. Pay for all equipment relocations or modifications necessitated by failure to coordinate Work, or to advise Engineer of conflicts.
5. Obtain Engineer’s approval before cutting, notching, or patching structure according to General Conditions.
6. Electrical Sleeves and Openings Through Concrete: Responsibility for this by Contractor, carefully coordinated with the General Contractor and the other trades involved. Patching and sealing around all openings shall be done by the contractor.
7. Select equipment to meet design conditions stated and be responsible for meeting technical data and performance
requirements of the system.
1.09 SUBMITTALS
A. BROCHURES
Submit four (4) sets of brochures enclosing catalog information and where required, shop drawings on materials to be furnished. Each item shall be reviewed by Contractor and stamped approved before forwarding to Engineer. Submittals that do not follow this format will be returned without approval.
Brochures shall include, but not be limited to the following:
1. Panel Boards.
2. Wiring devices and plates.
3. Conduits and wiring.
4. Lighting fixtures and control equipment.
Each brochure must include all the above items. Submittals of individual items will not be accepted.
Do not order or manufacture equipment until full approval received from Engineer when indicated on review stamp.
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Submit, where applicable, certificates denoting conformance to standards adopted by recognized organizations such NEMA, UL, OSHA, etc.
1.10 PRODUCT APPROVAL
The meaning and intent of this statement, when affixed to Shop Drawings and catalogs which were prepared and submitted to the Engineer (“the submittal”), means that the Engineer has reviewed the submittal and finds no objection (except for those noted thereon or in correspondence) to inclusion of any items or work indicated in the submittal.
A. REQUIREMENTS FOR APPROVAL
1. Work and product complies with Contract Drawings and Specification as to quantities, space requirements, and dimensions.
2. Work or product does not interfere with other trades.
3. Work or product is not the cause of union tradesmen disputes.
4. Work or product does not infringe on patent rights.
5. Work or product does not cause injury or damage to persons or property.
6. Work or product complies with OSHA regulations.
Approval of the submittal does not relieve Contractor of any Contractual responsibilities.
1.11 SUBSTITUTIONS
Substitutions will only be considered by written request, and only in accordance with Division 1 of this specification.
1.12 OPERATION AND MAINTENANCE MANUALS
A. SCOPE
Following the approval and installation of all electrical equipment and prior to acceptance of the Electrical Work, the contractor will prepare a manual describing the operations, servicing, and maintenance requirements for all electrical equipment and systems installed. Manuals should be prepared for equipment specifically but not limited to that which is described in Division 26 of this specification.
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B. FORMAT
1. Equipment Described in the Manuals:
a. All equipment listed in "Submittals" and called for on drawings and in specifications.
b. All other auxiliary miscellaneous systems.
2. Information Contained in the Manuals:
a. Catalog data on lights including catalog number and
manufacturer.
b. Diagrams complete for each system installed.
c. Manufacturer's printed operating and maintenance
instructions.
d. Parts List, including current prices, and recommended spare parts to be maintained in storage.
3. Physical Form of the Manuals:
a. Enclose each manual in a three-ring post-type binder.
4. Exterior Information on the Manuals:
a. Name and Type of Electrical Equipment.
b. Name of Owner.
c. Year Completed.
d. Names of Architect, Engineer, and Contractor.
1.13 RECORD DRAWINGS
Provide in accordance with Division 1 of these specifications. Show all deviations from contract drawings by accurate dimensions from building lines.
1.14 GUARANTEE
Guarantee all Work included in this Specification for period of one (1) year from date of final acceptance unless otherwise noted in accordance with the General Conditions.
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During that period, remedy without delay or expense to Owner any defects that are not the result of misuse or abuse on part of the Owner.
PART 2 – PRODUCTS
2.01 MATERIALS
All materials shall be new of the quality herein specified, free from defects and approved by the Underwriter's Laboratories, Inc. Each type of material shall be of the same manufacture throughout the building.
2.02 UL APPROVAL
All materials and equipment, within scope of the UL reexamination service shall be approved by Underwriter's Laboratories for the purpose for which they are used and shall bear their label.
2.03 CORROSION PROTECTION
Provide corrosion protection for ferrous metalwork exposed to weather by hot dip galvanizing, or factory painted finish suitable for outdoor installations.
PART 3 – EXECUTION
3.01 GENERAL
A. INSPECTION:
Prior to Installation of the work of this Section, carefully inspect the installed work of others and verify that all such work is complete to the point where this installation may properly commence.
B. DISCREPANCIES:
Do not install work of this Section until all unsatisfactory conditions have been corrected. Commencing any work denotes acceptance of existing conditions.
3.02 SCHEDULING OF WORK
Schedule work to maintain progress and avoid conflicts with various trades.
Coordinate with General Contractor to provide access for installing large equipment. Coordinate with other work contracted by the owner outside of this contract that may affect the installation of components provided under this contract.
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3.03 MANUFACTURER'S INSTALLATION DETAILS
Where available, details shall be followed exactly. Special wiring of fittings required shall be provided.
3.04 ENCLOSING UNINSPECTED WORK
Do not cover up or enclose work until it has been properly and completely inspected and approved.
3.05 PROTECTION OF WORK
1. Protect other Work against damage and discoloration caused by Work of this Section.
2. Protect against displacement and intrusion by foreign matter.
3.06 EXCAVATION AND BACKFILLING
1. The Electrical Contractor shall coordinate with General Contractor for all necessary excavation and backfill for installation of underground facilities as shown on drawings, depth per Code requirements unless otherwise indicated.
2. Backfill in layers not exceeding 8 inches deep and compact to 95% of maximum density at optimum moisture to preclude settlement.
3. Backfill with a final 8 inches of clean soil on top of excavated material.
4. Following backfill, grade all trenches to the level of surrounding soil. All excess soil shall be disposed of at the site as directed.
5. It shall be the responsibility of this Contractor to determine location of new underground water, sewer, telephone, and electric lines. Locate accurately on ground surface and for depth of same before excavation. Uncover by hand digging. Power digging equipment may be used only in direction away from new facilities.
3.07 CUTTING STRUCTURAL FRAMING
Cutting exposed members is not permitted unless shown on the Drawings or otherwise approved.
3.08 CLEANING
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Upon completion of work of this Section, promptly remove from the working area all scraps, debris, and surplus material of this Section.
3.09 COMPLETION
Final Acceptance occurs when the entire installation is turned over to Owner in a finished and satisfactory working condition. See Special Provisions / Division 1.
END OF SECTION
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26 10 00 – ELECTRICAL BASIC MATERIALS AND METHODS
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SECTION 26 10 00
ELECTRICAL – BASIC MATERIALS AND METHODS
PART 1 – GENERAL
1.01 RELATED DOCUMENTS
Work of this section is bound by the General Conditions, Supplementary General Conditions and Division 1 in addition to this Specification and the accompanying Drawings.
1.02 GENERAL REQUIREMENTS
This section covers the Work necessary to furnish, install and complete the materials specified hereinafter.
This project is wired in raceway.
PART 2 – PRODUCTS
2.01 CONDUIT
A. Rigid Steel Conduit:
Standard pipe with screwed joints for electrical raceway use.
Zinc coated by hot dip galvanizing or sherardizing.
Manufacturer: Allied Tube and Conduit, Carlon, Wheatland, Republic Steel, Anaconda, Triangle PWC.
B. Intermediate Metallic Conduit (IMC):
Standard pipe with screwed joints for electrical raceway use.
Zinc coated by hot dip galvanizing or sherardizing.
Manufacturer: Allied Tube and Conduit, Robroy Industries, Wheatland Tube Co., or approved.
C. Electric Metal Tubing (EMT):
Zinc coated by hot dip galvanizing or sherardizing.
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Manufacturer: Allied Tube and Conduit, Cole-Flex Corp., Robroy Industries, V.A.W. of America,
Wheatland Tube Co. or approved.
D. Flexible Conduit
Galvanized steel or aluminum, abrasion resistant.
Manufacturer: AFC, Carol Cable Co., Hubbell Inc., Triangle PWC or approved.
E. Flexible Conduit, Liquid Tight
Hot dipped galvanized steel core with thermoplastic overcoat.
Manufacturer: AFC, Carol Cable Co., Carlon, Cole-Flex Corp., Hubbell Inc., Raco or approved.
2.02 WIRE
A. GENERAL:
All building wire shall be copper (unless otherwise noted) of not less than 98% conductivity, color coded, marked with gauge type and manufacturer on 24" centers, bear underwriter’s label and be delivered to job in original unbroken packages. All wire #8 AWG size and larger shall be stranded.
B. MANUFACTURERS:
General Cable Company, Okonite, Triangle Cable Co., Anaconda, or approved.
2.03 CONDUCTOR INSULATION
A. IN CONDUIT:
1. For No. 10 and smaller use stranded Type XHHW.
2. For No. 8 and larger use stranded type XHHW.
B. ALUMINUM WIRE:
Use of aluminum wire is limited to service entrance conductors.
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2.04 CABLE
A. MC CABLE:
High Strength galvanized steel flexible armor. Full length No. 12 AWG Wire minimum ground conductor THHN 90°C conductors full length tape marker. Overall PVC or nylon cable tape. Short circuit throat insulators, mechanical compression termination. May be used on branch circuits not exceeding 50 amps.
2.05 CONDUCTOR SPLICES AND CONNECTORS
A. FOR NO. 8 AND LARGER CONDUCTOR:
Use solderless Lugs and Connectors by Burndy, T&B, Blackburn, or approved.
B. FOR ALL OTHER CONDUCTORS:
Use pressure type and solderless by Scotchlock, Ideal "Wingnut", T&B, or approved.
2.06 DUPLEX RECEPTACLES (GFI WHERE REQUIRED)
A. TYPE
Duplex type, 20 amperes at 125 volts, grounded with Composite Base and slots to accommodate parallel Plug Caps. Two blade grounding type, side wire Leviton 5242, Bryant, Hubble, or Sierra. Receptacle must be TAYMAC MX320 GFCI duplex type.
Receptacle enclosure must be outdoor rated and lockable while-in-use.
B. COLOR
Color shall be Stainless Steel.
2.07 WEATHERPROOF RECEPTACLES
Each receptacle is to consist of corrosion resistant duplex grounding type with gasket and hinged cover plate to provide cover when plug and cord or inserted, 20 AMP, 125V mounted in cast metal box. Match receptacle series.
2.08 480 VOLT RECEPTACLES
Pin and Sleeve – North American Ratings, Size 20 to 125 Amp as required.
Provide Back Box and Matching Plug.
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2.09 WALL COVER PLATES
A. SURFACE BOX, RECEPTACLE, AND COVER:
Steel “Industrial Raised” to match Receptacle type.
B. FLUSH BOX:
Material-stainless steel: Manufacturer-Leviton or approved.
2.10 OUTLET BOXES
One piece, pressed, galvanized, or sherardized steel; or plastic, sized and shaped to accommodate conductors, fixture, or indicated device.
A. AT 1" AND LARGER CONDUIT:
Use Deep Type Boxes.
B. FIXTURE BOXES:
Use 4" minimum, octagon shape.
C. SWITCH BOXES:
Use rectangular or square, 1½" deep minimum and with switch plaster ring and gang cover.
D. BOXES INSTALLED IN WET OR DAMP LOCATIONS:
Use FS or FD type, cast metal. Manufactured by Bell, Slater or approved.
PART 3 – EXECUTION
3.01 CONDUIT – FLEXIBLE CONDUIT
A. GENERAL
1. Run concealed in finished areas, exposed in unfinished areas.
Securely support all conduit runs at 8' intervals or less. Provide pipe clamps and metal inserts for support on concrete or masonry; trapeze type supports using Kindorf, Unistrut, or approved steel channels and clamps where conduit runs are grouped. Bends shall conform to code requirements on radii and shall be carefully made to avoid injury or flattening.
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2. Bends in conduit 1¼" size and larger shall be factory made ells or be made with manufactured mechanical bender, as required by code requirements.
3. Run through, floors, or foundation shall be sleeved, and sleeves furnished and installed by the Electrical Contractor.
4. Cap during construction by means of manufactured seals. Swab out before pulling wires.
5. Keep free from contact with all other pipe runs of different systems or of dissimilar metals.
6. Provide grounding connections per code requirements.
B. MATERIALS
1. Rigid Galvanized Steel: Use where run in ground below floor slabs, in masonry, or in contact with the ground. Make up joints with white lead or other approved joint compound, and where underground paint with asphaltic compound 12" each side of coupling.
2. Electrical Metallic Tubing (EMT): Use in dry locations in areas not subject to damage, in sizes of up to and including 3" only. Larger sizes are not acceptable.
3. Fittings: Steel gripping ring-type with insulated throat. Indenter type, set screw or Steel.
4. Flexible Metal Conduit: Shall be used for connection of all motors or other moveable or vibrating equipment connections.
5. Liquid tight flexible metallic conduit shall be used for similar connections in all wet or damp locations.
3.02 WIRE
A. GENERAL
1. Conform to code requirements as to number of wires and conduit sizes. Provide J boxes and pull boxes as required by code and as shown.
2. Exercise care to avoid injury to wire or insulation during pull-in.
Powdered soap or flax soap are the only lubricants to be used.
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3. Wires in conduit installation only: Not to be pulled in until all construction is completed which might damage insulation or fill conduit with foreign materials.
4. Wire splices and joints: Pressure-type, solderless connectors Scotchlock, Ideal "Wingnut", T&B, or approved equal.
5. Joints and connections in heavy cables: Burndy, T&B, or approved equal solderless lugs and connectors.
6. Aluminum connections shall be made with Burndy "Hypress" or approved equal solderless lugs and connectors. Provide ample application of "Penetrox" at all aluminum connections.
B. MATERIALS
1. Size: No. 12 AWG Wire shall be the minimum size wire used for lighting and power circuits. Motor control circuits may be No. 14 AWG wire, provided this size is adequate for the voltage and current involved.
3.03 OUTLET BOXES
A. GENERAL
1. Installation: Place accurately for finish. Support independently and securely with appropriate mounting device and align to present a neat and finished appearance.
2. Mounting Locations: Locate at the following heights above grade or floor, unless otherwise noted on the drawings:
3. Convenience Outlets in General: Height 18" A.F.F. (unless indicated otherwise).
4. Local Switches: Height 46" A.F.F. (unless otherwise noted on plans).
5. Other Outlets: As noted on plans.
6. Where the above heights do not suit the building construction or finish, consult Architect.
END OF SECTION
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SECTION 26 40 00
ELECTRICAL – SERVICE AND DISTRIBUTION
PART 1 – GENERAL
1.01 RELATED DOCUMENTS
Drawings and general provisions of Contract, including General and Supplementary Conditions and other Division 1 Specification Sections, apply to this Section.
1.02 GENERAL REQUIREMENTS
Refer to General Provisions, Section 26 01 00 of specifications.
System of Distribution: 120/208V., 277/480V, 3-phase, 4 wire. 120/240V, 1 Phase
PART 2 – PRODUCTS
2.01 GENERAL
Refer to Basic Materials & Methods, Section 26 10 00 of specifications.
2.02 PRODUCTS
A. METERING
Provide metering as required by serving utility, loads, equipment, and appliances shown.
B. GROUNDING
Provide service and equipment grounds per coderequirements.
C. MAIN ELECTRICAL SERVICE
Underground service from service point indicated by serving utility.
Electrical Contractor to provide for service to building with serving utility. Provide service entrance conductors as shown in RiserDiagram.
D. PANEL BOARDS
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circuit. Panel Boards to be circuit breaker type, bolt to buss, copper bus only, and equipped with ground bars.
E. CIRCUIT BREAKER
Minimum width of circuit breakers shall be ¾", no twins. Minimum interrupting capacity shall be 10,000 amperes.
F. MANUFACTURER
ITE, Siemens, Square "D", Cutler-Hammer (Eaton), G.E.,
Westinghouse, or approved equal.
G. DRY TYPE TRANSFORMERS
1. MinimumStandard:
ANSI C89.2, NEMA ST1-4, Dry Type Transformers, 600 Volts and below.
2. AcceptableManufactures:
600 Volt Class – GE, Sorgel, Westinghouse, Cutler-Hammer (Eaton), Square D, ACME
3. Taps:
Through 25 KVA: Two 5% full capacity taps below normal rated primary voltage.
30 KVA and Larger: Two 2½% full capacity taps above and four 2½ taps below primary voltage.
4. Insulation:
NEMA Class
0.050 through 2 KVA: Class B
3 KVA and above: Class H
5. Temperatures:
Average rise by resistance: 115°C Maximum
Hot spot rise: 145°C Maximum
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Maximum ambient 40°C
6. Continuous Overload Capacity: 10% minimum @ nominal
voltage.
2.03 POWER SYSTEM
Furnish and install required or necessary disconnecting means to comply with code requirements whether specifically shown or not.
Disconnecting switches for 480 volt equipment: ITE, Westinghouse, General Electric, Square "D", or approved. Exterior switches shall have NEMA 3 raintight enclosures.
PART 3 –EXECUTION
3.01 GENERAL
Install Panel Boards and fasten them to structure independently of the conduits and conductors that enter them. Provide non-vibrating supports.
Install circuit breakers and conductors as indicated on the plans.
3.02 METERING
As shown on drawings and required by serving utility.
3.03 GROUNDING
All conduit systems, supports, cabinets, equipment cases, motor frames and system neutral conductors shall be permanently and effectively grounded.
Continuity of equipment ground shall be maintained throughout the system.
Ground clamps shall be approved types specifically designated for grounding.
Where the grounding conductor is enclosed in conduit, ground clamp shall be of type which grounds both the conductor and conduit. Copper-clad strap metal is not acceptable for grounding or bonding purposes.
Grounding shall meet all code requirements. Where other approved grounding means are not available, ground rods shall be used. All ground rods shall be ¾" x 10'-0" copper clad steel. Two ground rods shall be installed (if required) to obtain proper grounding per code requirements. Space a minimum of 6'-0" apart where two rods are used.
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3.04 POWER SYSTEM
Provide including service to each power unit and line voltage control wiring.
Connect equipment requiring electrical connections.
After connecting, test for proper operation.
3.05 PANEL BOARDS
Panel Boards shall be mounted as shown on drawings. Mount per Code requirements.
Balance electrical loads to all panel boards. Check rotation of all motors and, if necessary, correct after final service connections aremade.
3.06 UNDERGROUND WORK
Electrical Contractor shall be responsible for coordination of all excavating, concrete work, and backfilling (unless otherwise noted) with General Contractor. Trenching, backfilling, shoring, and compacting shall be in accordance with Section 26 01 00 of this Specification. Electrical Contractor shall furnish and install all conduit, fitting, and grounding, unless otherwise noted.
END OF SECTION
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26 50 00 – LIGHTING
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SECTION 26 50 00
LIGHTING
PART 1 – GENERAL
1.01 RELATED DOCUMENTS
Drawings and general provisions of Contract, including General and Supplementary Conditions and other Division 1 Specification Sections, apply to this Section.
1.02 GENERAL REQUIREMENTS
Contractor responsible for correct fixture mounting trim to be compatible with ceiling system being provided.
PART 2 – PRODUCTS
2.01 GENERAL
Refer to Electrical Basic Materials and Methods, Section 26 10 00 of these specifications and material specified on electrical drawings.
2.02 LIGHTING FIXTURES
Fixture Types: See Fixture Schedule.
The streetlights must be 240V/90w Lumec Domus 50 series as shown on the plans.
See list of provided materials listed in the Specifications elsewhere.
2.03 LAMPS
A. FLUORESCENT LAMPS:
As per schedule, unless otherwise indicated.
B. INCANDESCENT LAMPS:
Extended service type 130 volts. Provide number, size and type as required by fixture as indicated on drawings, as manufactured by General Electric, Westinghouse, Sylvania, or approved.
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C. BALLASTS:
As per schedule, ETL and UL approved. All ballasts guaranteed by manufacturer for two years after installation.
D. LED DRIVERS:
As per schedule, ETL and UL approved. All Drivers guaranteed by manufacturer for five years after installation.
E. FIXTURE ACCESSORIES:
Provide all necessary hanging or mounting devices for all fixtures and be responsible for checking the type needed for various ceiling conditions.
Plaster rings shall be provided where required.
PART 3 – EXECUTION
3.01 LIGHTING FIXTURES
Provide lighting fixtures at the outlets as shown on the drawings according to the symbol at the outlets and as listed in the fixture schedule. Fixtures shall be installed complete with lamps.
3.02 LIGHTING CIRCUITS
Balance loads at panel. Branch circuits to be laid out for a maximum of 1800 watts on a 20-ampere circuit at 120 volts and wired with #12 wire (or larger), per code requirements.
3.03 OUTLETS SHOWN
On the drawings for lighting, fixtures are located for symmetrical patterns and to suit structural conditions.
Major changes in location of outlets shall be approved by the Owner. Consult Drawings for fixture locations in areas receiving special ceiling or other treatment.
3.04 FIXTURE SUPPORT
A. STREET LIGHTING LAMP POSTS
Construct bases as shown on the drawings. Install anchor bolts per manufacturers recommendations.
END OF SECTION
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31 10 00 – SITE CLEARING
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SECTION 31 10 00
SITE CLEARING
PART 1 - GENERAL
1.01 DESCRIPTION
A. Section includes provisions for clearing and grubbing as herein defined.
B. Division 00 Contracting Requirements and Division 01 General Requirements apply to the Work of this Section.
1.02 DEFINITIONS
A. “Clearing” means the picking up, removal, and disposal of above ground rubbish, debris, vegetation, trees, pavement markings, and structures not otherwise designated for demolition or preservation.
B. “Grubbing” means the dislodging, removal, and disposal of below ground rubbish, debris, vegetation, tree root balls, rocks or similar elements, pre-existing facilities, and structures not otherwise designated for preservation.
1.03 SUBMITTALS
A. Record Drawings: Identifying and accurately showing locations of capped utilities and other subsurface structural, electrical, and mechanical conditions.
1.04 INFORMATIONAL SUBMITTALS
A. Submit under the provisions of Section 01 33 00 Submittal Procedures.
B. Existing Conditions: Documentation of existing trees, plantings, adjoining construction, and site improvements that establishes preconstruction conditions that might be misconstrued as damage caused by site clearing.
1. Use sufficiently detailed photographs or videotape.
2. Include plans and notations to indicate specific wounds and damage conditions of each tree or other plants designated to remain.
C. Record Drawings: Identifying and accurately showing locations of capped utilities and other subsurface structural, electrical, and mechanical conditions.
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1.05 REFERENCES
A. Published specifications, standards, tests, or recommended methods of trade, industry, or governmental organizations apply to work of this section where cited by abbreviations noted below:
1. California Building Code (CBC), latest edition.
1.06 PRESERVATION OF PROPERTY
Where construction is to be performed in the vicinity of trees and shrubbery, the work shall be carried on in a manner which will cause minimum damage. Trees which are to be removed will be designated by the Engineer. Under no circumstances are additional trees to be removed without written permission from the Engineer. Trees removed are the property of the property owner. Contractor shall follow the direction of the Engineer for stockpiling of cut trees or removal from the site. Trees and shrubbery that are not to be removed shall be protected from injury or damage resulting from the Contractor's operations. It shall be the responsibility of the Contractor to alert his men, his suppliers, and all sub-contractors of the intent of these Specifications pertaining to the protection of vegetation. During the execution of his work, the Contractor shall use the same care and protection of all vegetation within his work area.
A. In areas where trees or shrubs may be damaged by construction equipment, the Contractor shall provide protective fencing, padding on tree trunks, tie-back branches or take other necessary actions to prevent damage to the trees, shrubs, or other vegetation. Damage to trees and shrubs shall include, but will not be limited to:
1. Bark damage to trees
2. Breakage of branches on trees or shrubs
3. Breaking or tearing of roots
4. Spilling toxic materials near the root zones
5. Spraying toxic materials on foliage
6. Fire damage to foliage and branches
7. Compaction of root areas under the drip line or damage by fill or storage of materials over the root zone
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B. All damage shall be immediately reported to the Engineer who will file a report so that penalties may be determined.
A sum of $50.00 per inch of diameter will be deducted from the monies due the Contractor for all trees that are removed which are not designated to be removed, or which do not have the written authorization of the Engineer for removal. The penalty is also applicable to trees damaged to the extent that such damage will, in the Engineer's opinion, cause the tree to die.
Contractor shall exercise caution when working near trees not designated to be removed, so that the trees will not be damaged. No root greater than 1 inch in diameter shall be cut unless it is necessary to do so during construction to reach the specified subgrade elevation.
PART 2 - PRODUCTS
2.01 GENERAL
A. Areas within limits of work shall be cleared of all materials listed in the definition of “clearing” hereinafter.
B. Retain existing topsoil for backfilling and landscaping upon completion, when determined to be acceptable.
2.02 CLEARING
A. Perform clearing operations in advance of excavating, filling, and grading, unless otherwise directed.
1. Remove above ground organic matter such as trees, brush, logs, stumps, rubbish, and debris and dispose of as specified hereinafter.
2.03 GRUBBING
A. Remove piping, foundations, and other underground objects.
B. Protect underground facilities encountered during grubbing operations, until it has been determined whether they are active or inactive. Repair damage occurring to active facilities which are to remain.
1. Remove inactive or abandoned underground utility pipes or ducts with tops located within 2 feet of the natural grade elevation.
2. Inactive or abandoned underground utility pipes or ducts with tops located more than 2 feet from the natural grade elevation may be abandoned in place, when agreed by the CM following verification and location in coordination with the new structures and facilities.
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Plug open pipe ends in manholes, valve pits, drainage structures, and similar items with 6 inches of concrete. Fill pits with excess local fill or as otherwise directed. Those that may be abandoned in place shall be shown as abandoned on “Record Drawings”.
C. Grub to 2 feet below natural or finish grade elevation, whichever is lower, or as otherwise specified.
1. Remove roots, wood, buried logs, and other unwanted organic material 1½ inches in diameter, or greater.
2. Remove natural rock material 6 inches in diameter, or greater.
3. Remove root masses (balls) of trees and stumps to a depth of 4 feet below the natural or finish grade elevation, whichever is lower.
D. Remove bituminous pavement, concrete pavement, concrete slabs, curbs, columns, foundations, and walls within the designated limits and as specified hereinafter, neatly trim remaining portions. Saw cut pavement to provide a uniform, straight edge when retained.
E. Prior to grading operation, the site should be cleared of any debris and disposed of offsite. Stripping should extend laterally a minimum of 5 feet beyond the limits of structures and a minimum of 2 feet beyond paving.
2.04 DISPOSAL
A. Items cleared, grubbed, or removed that are not to be salvaged or reused in the work shall be legally disposed of off the site.
PART 3 - EXECUTION
3.01 PREPARATION
A. Protect and maintain benchmarks and survey control points from disturbance during construction.
B. Protect existing site improvements to remain from damage during construction.
1. Restore damaged improvements to their original condition, as acceptable to CM.
3.02 TEMPORARY EROSION AND SEDIMENTATION CONTROL
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sedimentation control Drawings and requirements of authorities having jurisdiction. Refer to Division 1 specifications for permit requirements.
B. Verify that flows of water redirected from construction areas or generated by construction activity do not enter or cross protection zones.
C. Inspect, maintain, and repair erosion and sedimentation control measures during construction until permanent vegetation has been established.
D. Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal.
3.03 EXISTING UTILITIES
A. Arrange for disconnecting and sealing indicated utilities that serve existing structures before site clearing.
1. Verify that utilities have been disconnected and capped before proceeding with site clearing.
B. Locate, identify, disconnect, and seal or cap utilities indicated to be removed.
1. Arrange with utility companies to shut off indicated utilities.
C. Interrupting Existing Utilities: Do not interrupt utilities serving occupied facilities unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:
D. Excavate for and remove underground utilities indicated to be removed.
3.04 CLEARING AND GRUBBING
A. Remove obstructions, trees, shrubs, and other vegetation not designated for protection to permit installation of new construction.
1. Grind down stumps and remove roots, obstructions, and debris to a depth of 18 inches below exposed subgrade.
B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated.
1. Place fill material in horizontal layers not exceeding a loose depth of 8 inches and compact each layer to a density equal to adjacent original ground.
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3.05 TOPSOIL STRIPPING
A. Review Geotechnical Report prior to performing work.
B. Remove sod and grass before stripping topsoil.
C. Strip topsoil in a manner to prevent intermingling with underlying sub-soil or other waste materials.
1. Remove subsoil and non-soil materials from topsoil, including clay lumps, gravel, and other objects more than 2 inches in diameter; trash, debris, weeds, roots, and other waste materials.
D. Stockpile topsoil away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust and erosion by water.
1. Limit height of topsoil stockpiles to 72 inches.
2. Dispose of surplus topsoil. Surplus topsoil is that which exceeds quantity required for reuse.
3. Stockpile remaining topsoil to allow for respreading.
3.06 SITE IMPROVEMENTS
A. Remove existing above and below grade improvements as indicated and necessary to facilitate new construction.
B. Remove slabs, paving, curbs, gutters, and aggregate base as indicated.
1. Unless existing full-depth joints coincide with line of demolition, neatly saw cut along the line of existing pavement to remain before removing adjacent existing pavement. Saw cut faces vertically.
2. Paint cut ends of steel reinforcement in concrete to remain with two coats of anti-rust coating, following coating manufacturer's written instructions. Keep paint off surfaces that will remain exposed.
3.07 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off property.
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materials and transport them to recycling facilities. Do not interfere with other Project work.
3.08 RESEEDING
A. All disturbed areas as shall be fertilized, seeded, and mulched back to that area where undisturbed material exists. Fertilizing and seeding shall be as follows:
1. Fertilizer, seed mix, and mulch shall be subject to the approval of the Engineer and as noted on the plan set.
END OF SECTION
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CONTRACT 2025-1002.33
31 20 00 – EARTH MOVING
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SECTION 31 20 00
EARTH MOVING
PART 1 - GENERAL
1.01 SUMMARY
A. Volume 1 - Contracting Requirements, and Division - 01 General Requirements apply to the Work of this Section.
1.02 SECTION REQUIREMENTS
A. Geotechnical Report: Geotechnical Report have been provided for this project. Please reference Appendices A-D. When necessary, consult with the Engineer for approval of materials and methods related to earth moving.
B. The Contractor shall consult with the Engineer to confirm existing soil conditions on the project site, make final recommendations for earthwork related to the project design and to make recommendations regarding imported materials, unforeseen conditions, backfilling, and compaction.
The Contractor shall also employ a qualified, independent testing agency to classify proposed on-site and borrow soils to verify that soils comply with specified requirements and to perform required field and laboratory testing.
C. Before commencing off-site earthwork, meet with representatives of the City, the State, appropriate Contractor team members, the Engineer, independent testing agency, and other concerned entities. Before commencing on-site earthwork, meet with appropriate Contractor team members, the Engineer, independent testing agency, and other concerned entities. In both cases, review earthwork procedures and responsibilities including testing and inspection procedures and requirements.
D. The Contractor shall locate all underground features, which are required to remain, sufficiently in advance of the demolition or earthwork operations to preclude damage to same. The Contractor shall contact Underground Service Alert 48 hours before work is to begin.
1.03 REFERENCES
A. California Department of Transportation
1. CTM 111, Method of Tests for Developing Density and Moisture Calibration Tables for Nuclear Gages
2. CTM 202, Method of Test for Sieve Analysis of Fine and Coarse Aggregates
3. CTM 216, Method of Test for Relative Compaction of Untreated and Treated Soils and Aggregates
4. CTM 231, Method of Test for Relative Compaction of Untreated and Treated Soils and Aggregates Using Nuclear Gages
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5. Section 19 of the Caltrans 2018 Standard Specifications (or latest edition)
1.04 ACTION SUBMITTALS
A. No action submittals are necessary.
1.05 INFORMATIONAL SUBMITTALS
A. Submit under provisions for Section 01 33 00 Submittal Procedures.
B. Product Data for Geotextiles.
C. Qualification Data: For qualified testing agency.
D. Material Test Reports: For each on-site and borrow soil material proposed for fill and backfill as follows:
1. Laboratory compaction curve according to CTM 216.
E. Pre-excavation Photographs or Videotape: Show existing conditions of adjoining construction and site improvements, including finish surfaces that might be misconstrued as damage caused by earth moving operations. Submit before earth moving begins.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Backfill and Fill: Satisfactory soil materials as determined by the Engineer.
B. Sub-base Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; CTM 202; with at least 90% passing a 1½ inch sieve and not more than 12% passing a No. 200 sieve.
C. Drainage Course: Narrowly graded mixture of crushed stone, or crushed or uncrushed gravel; CTM 202; with 100% passing a 1½ inch sieve and 0 to 5% passing a No. 8 sieve, or as specified by manufacturer.
PART 3 - EXECUTION
3.01 EARTHWORK
A. Protect and maintain erosion and sedimentation controls during earthwork operations.
B. Protect sub-grades and foundation soils from softening and damage by water, freezing temperatures, or frost.
C. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.
D. Excavation (General): Shall be to the contours and dimensions required.
Keep excavations free from water and debris while construction is in progress. Unless otherwise required, concrete placed below grade will be formed, and excavations shall allow for placement and removal of forms.
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Side cuts shall be cribbed and shored as required to protect the stability of adjacent streets to the recommendations of the Engineer, the City Engineering Manual, and the California Department of Transportation Standard Specifications.
E. Excavation for Structures: Shall be to a tolerance of plus or minus 0.10 foot and shall extend at least five feet laterally beyond the building limits at the excavation level. The excavation side slopes shall not exceed a slope ratio of 1 to 1, horizontal to vertical, unless they are positively retained by shoring or other approved methods.
F. Excavate for structures, building slabs, pavements, and walkways. Trim sub-grades to required lines and grades.
G. Utility Trenches: Excavate trenches to indicate slopes, lines, depths, and invert elevations. Maintain 12 inches of working clearance on each side of pipe or conduit unless otherwise noted on the Plans.
H. Under pavements and walkways, place sub-base course material on prepared sub-grades and compact at optimum moisture content to required grades, lines, cross sections, and thicknesses.
I. Under slabs on grade, place drainage course on prepared sub-grade and compact to required cross section and thickness per Structural Engineer recommendation(s).
3.02 EXCAVATION FOR PAVEMENTS
A. Cutting Pavement, Curbs, and Gutters: Saw cut with neat, parallel, straight lines one foot wider than trench width on each side of trenches and one foot beyond each edge of pits. If an existing pavement joint or cracked area is within two feet outside of a designated saw cut line shown on the drawings, removal and resurfacing shall be to that joint, and/or shall include the crack or cracked area, unless otherwise approved by the City.
3.03 SUBGRADE INSPECTIONS
A. Notify the Engineer, the State, and the City’s Inspection Representative when excavations have reached required sub-grade.
B. If the Engineer determines that unsatisfactory soil is present, continue excavation and replace with compacted backfill or material as directed.
3.04 BACKFILL
A. Place and compact backfill in excavations promptly.
B. Place backfill on sub-grades that are free of mud, frost, snow, or ice.
3.05 COMPACTION
A. Relative compaction specifications apply to material whether in an excavation or an embankment. The moisture content of material to be compacted to at least 95 percent must be such that the specified relative compaction is attained, and the embankment is in a firm and stable FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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condition. Do not compact material that contains excessive moisture until the material is dry enough.
B. Compact earthwork to a relative compaction of at least 95 percent for at least a depth of:
1. 0.5 foot below the grading plane for the width between the outer edges of shoulders
2. 2.5 feet below the finished grade for the width of the traveled way plus 3 feet on each side
Except for the outer 5 feet measured horizontally from the embankment side slope, compact the full width and depth of the embankment within 150 feet of each bridge abutment to at least 95 percent relative compaction. The 150-foot limit is measured horizontally from the bridge abutment and either parallel or concentric with the roadway centerline.
C. Compact earthwork to a relative compaction of at least 95 percent for embankments under retaining wall footings without pile foundations:
1. For the full depth of the embankment
2. Within the limits established by inclined planes sloping 1.5:1 (horizontal: vertical) out and down from lines 1 foot outside the bottom edges of the footing.
D. Compact earthwork to a relative compaction of at least 90 percent in embankment areas not required to be compacted to 95 percent.
E. Compacted layers shall be no greater than 6 inches per lift nor less than 3 inches per lift.
3.06 FIELD QUALITY CONTROL
A. Testing Agency Services: Contractor’s testing agency shall inspect and test each sub-grade and each fill or backfill layer. Earthwork shall not proceed until test results for previously completed work verify compliance with requirements.
B. Perform field in-place density tests according to CTM 216. a. Field in-place density tests may also be performed by the nuclear method according to CTM 231, provided that calibration curves are periodically checked and adjusted to correlate to tests performed using CTM 216.
Calibration tests using CTM 216 should be performed at a ratio of one for every 6 nuclear method tests. With each density calibration check, check the calibration curves furnished with the moisture gages according to CTM 111.
b. When field in-place density tests are performed using nuclear methods, make calibration checks of both density and moisture gages at beginning of work, on each different type of material encountered, and at intervals as directed by the Engineer.
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1) Footing Sub-grade: At footing sub-grades, perform at least one test of each soil stratum to verify design bearing capacities. Subsequent verification and approval of other footing sub-grades may be based on a visual comparison of each sub-grade with related tested strata when acceptable to the Engineer.
2) Paved and Building Slab Areas: At sub-grade and at each compacted fill and backfill layer, perform at least one field in-place density test for every 2,000 sq. ft. or less of paved area or building slab, but in no case fewer than three tests. Contractor will proof roll sub-grade with 50-ton pneumatic tired roller to detect soft spots at the direction of the State. 3) Trench Backfill: In each compacted initial and final backfill layer, perform at least one field in-place density test for each 150 feet or less of trench, but no fewer than two tests.
END OF SECTION
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SECTION 31 22 00
GRADING
PART 1 – GENERAL 1.01 WORK INCLUDED
A. Rough and finish grading of site.
B. Dust alleviation and control.
C. Cleanup and disposal of excess material.
D. Provision of all material, equipment, and apparatus not specifically mentioned herein or noted on the plans, but which are obviously necessary to complete the work specified.
E. The Contractor shall be familiar with the soil conditions on the site, whether covered in the Soils Report or not, and shall thoroughly understand all recommendations associated with the grading.
F. The Contractor shall obtain a permit from the State Department of Industrial Relations, Division of Safety and Health (DOSH) for trenches or excavations five feet (5') deep or deeper. The Contractor shall submit a copy of the permit to the Engineer prior to initiating any work requiring such permit.
G. The Contractor shall comply with erosion control measures to prevent run-off of sediment and other unsuitable materials to the storm drain system.
1.02 RELATED REQUIREMENTS
Section 31 23 33 Trench and Backfill
1.03 REFERENCE STANDARDS
A. State Specifications.
B. American Society for Testing and Materials (ASTM).
1.04 QUALITY ASSURANCE
A. All work under this section will be subject to the inspection and approval of both the Engineer and an approved geotechnical engineer registered in California. Compaction testing either shall be performed by the geotechnical engineer or by a City approved independent testing laboratory under the supervision of a California registered geotechnical engineer.
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B. The geotechnical engineer shall make enough visits to the site to insure ongoing familiarity with the progress and quality of the work. The geotechnical engineer shall make a sufficient number of field observations and tests to allow the forming of an opinion regarding the adequacy of the site preparation, the acceptability of the native or import fill material, and the extent to which the degree of compaction meets the specification requirements and the project needs.
C. Any fill where the site preparation, type of material, or compaction is not approved by the geotechnical engineer shall be removed and/or recompacted until the requirements are satisfied and approved by said geotechnical engineer. As required, fill material shall be tested for pollutants and certified for suitability by the geotechnical engineer.
D. On City-funded Projects, services of the geotechnical engineer and/or testing laboratory shall be retained by and paid for by the City. On all other projects, the geotechnical engineer and/or testing laboratory shall be retained by and paid for by the developer. For City-funded Projects, testing will be paid for by the City; however, testing or retesting caused by unsatisfactory contract operations shall be paid for by the Contractor.
E. The geotechnical engineer shall provide quality assurance reports as required and accepted by the Engineer.
F. Finish surface of the site shall not vary more than one tenth of a foot (0.10’) from that called for on the plans or detail drawings.
G. Percentage of compaction specified shall be the minimum acceptable.
Unless otherwise specified, 90% will be the minimum acceptable. The percentage represents the ratio of the dry density of the compacted material to the maximum dry density of the material, as determined by the procedure set forth in ASTM Designation D 1557.
1.05 MEASUREMENT AND PAYMENT
A. Except as otherwise provided, site grading shall be paid for in accordance with Sections 19, "Earthwork," of the State Specifications. Earthwork/site grading shall be paid for as bid, either in a lump sum or based on cubic yardage measured in place by the approved surveying methods.
B. Contractors intending to use City water shall make arrangements with the City's Finance Department for metered connections and shall pay for all water at City rates, plus the required meter deposit.
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1.06 SOILS REPORT
A soil investigation report may have been prepared for the project. Unless otherwise specified, it is intended that all earthworks be performed in accordance with the provisions of the report.
1.07 SOILS BORINGS
Subsurface soil investigations may have been made at the site and if so, logs of the test holes are available with the Soils Report. Such investigations have been made for the purposes of design only and neither the Engineer nor the geotechnical engineer guarantee adequacy or accuracy of the data, or that data are representative of all conditions to be encountered. Such information is made available for general information only and shall not relieve the Contractor of the responsibility for making his own investigations.
1.08 PROJECT CONDITIONS
A. Protect excavations by shoring, bracing, sheeting, underpinning, or other methods as required, to prevent cave-ins or loose dirt from entering excavations. Barricade open excavations and post warning lights at work adjacent to public streets and walks.
B. Underpin adjacent structure(s), including utility service lines, which may be damaged by excavation operations.
C. Promptly repair damage to adjacent facilities caused by earthwork operations. Cost of repair shall be at the Contractor's expense.
D. Promptly notify the Engineer of unexpected subsurface conditions.
1.09 EXISTING CONDITIONS
If a topographic survey of the property has been included in the drawings, it is for reference only. Upon beginning the earthwork, the Contractor represents that he has inspected the site and has satisfied himself as to actual grades and levels and the true conditions under which the work is to be performed.
PART 2 – PRODUCTS
2.01 REQUIREMENTS FOR GENERAL ENGINEERED FILL
All fill material shall be approved by the Engineer. All work shall conform with the applicable requirements of Section 19, "Earthwork," of the State Specifications.
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PART 3 – EXECUTION 3.01 PREPARATION
A. Verify existing subgrades as shown on the drawings. Designate and identify datum elevation and project engineering reference points. Set required lines, levels, and elevations.
B. Do not cover or enclose work before obtaining required inspections, tests, approvals, and location recording.
3.02 EXISTING UTILITIES
A. Before starting grading and excavation, establish the location and extent of underground utilities in the work area. Exercise care to protect existing utilities during earthwork operations. Perform excavation work near utilities by hand and provide necessary shoring, sheeting, and supports as the work progresses.
B. The existing utility lines to remain passing through the work area shall be maintained, protected, relocated, or extended as required.
C. Protect active utility services uncovered by excavation.
D. Remove abandoned utility service lines from areas of excavation. Cap, plug, or seal abandoned lines and identify termination points at grade level with markers.
E. Accurately locate and record, abandoned and active, utility lines rerouted or extended on project record documents.
3.03 SITE GRADING
A. Perform grading within contract limits, including adjacent transition areas, to new elevations, levels, profiles, and contours indicated. Provide uniform levels and slopes between new elevations and existing grades.
B. Grade surfaces to assure areas drain away from structures and to prevent ponding and pockets of surface drainage. Provide subgrade surfaces free from irregular surface changes and as follows:
1. Rough Grading: Plus or minus one tenth of a foot (0.10') subgrade tolerance. Finish required will be that ordinarily obtained from either blade grader or scraper operations.
2. Subgrade: Provide subgrade surface free of exposed boulders or stones exceeding four inches (4") in greatest dimension in paved areas; two inches (2") in planting areas; one inch (1") in lawn areas.
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3. Paved Areas: Shape surface of subgrade areas to line, grade, and cross section indicated. Provide compacted subgrade suitable to receive paving base materials. Subgrade tolerance plus zero inches (+0"), minus one-half inch (-1/2").
4. Granular Base: Grade subgrade surface smooth and even, free of voids to the required subgrade elevation. Provide compacted subgrade suitable to receive granular base materials. Tolerance one-half inch (1/2") in ten feet (10').
5. Drainage Swales: Grade to profiles indicated.
3.04 EXCAVATING
A. Excavate to elevations and dimensions shown. Remove loose, soft materials, and all organic matter. Existing concrete walks shall bear on approved undisturbed bearing soil.
B. Earth excavation shall include the satisfactory removal and disposal of all materials encountered, regardless of the nature of the materials, the condition of the materials at the time they are excavated, or the manner in which they were excavated, except materials classified as rock excavation.
C. Excavate unsatisfactory soil materials extending below required elevations to depth as directed. Such extra excavation will be paid for as a change in work. Obtain Engineer's written authorization before performing extra excavation work.
D. Shore, sheet, or brace excavations as required to maintain securely.
Remove shoring and bracing as backfilling progresses when banks are safe against caving.
E. Do not excavate footings or slabs to the full depth when freezing temperature may be expected unless footings or slabs are placed immediately after the excavation has been completed. Protect excavation bottoms from freezing when the placing of concrete is delayed.
3.05 DRAINAGE
A. Provide necessary pumps and drainage lines and maintain excavations, including footings and pits, free from water during excavating and subsequent work operations.
B. Provide drainage of the working area at all times.
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3.06 FILLING, BACKFILLING, AND COMPACTING
A. All work shall conform to applicable requirements of Section 19, "Earthwork," of the State Specifications.
B. Obtain Engineer's inspection and approval of subgrade surfaces prior to filling operations. Scarify, dry, and compact soft and wet areas; remove and replace unsuitable subgrade materials with an approved compacted fill material. Take correct measures before placing fill materials.
3.07 TESTING
A. Testing and inspection shall be performed by a qualified independent testing laboratory, under the supervision of a registered professional engineer specializing in geotechnical engineering.
B. The City or the Developer shall provide and pay for testing and inspection during earthwork operations, except as noted in the Special Provisions of these specifications.
3.08 FIELD QUALITY CONTROL
A. Provide field quality control soils testing and inspection during earthwork operations.
B. Contractor shall provide adequate notice, cooperate with, provide access to the work, obtain samples, and assist testing agency and their representatives in execution of their function.
C. Test proposed fill materials to verify suitability for use, gradation of material, moisture-density relation, design bearing value, and percent of organic materials.
D. When, during progress of work, field tests indicate that installed compacted materials do not meet specified requirements, provide additional compaction until specified density is achieved, or remove and replace defective materials with new materials as directed by the Engineer. Cost of additional labor, materials, and testing to attain specified density shall be at the Contractor's expense.
3.09 PROTECTION
A. Furnish, place, and maintain all supports, shoring, and sheet piling which may be required for the sides of the excavation or for protection of adjacent existing improvements.
B. Maintain all benchmarks, monuments, and other reference points. If disturbed or destroyed, replace as directed.
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3.10 DISPOSAL OF WASTE MATERIAL Stockpile, haul from site, and legally dispose of waste materials, including excess excavated materials, rock, trash, and debris.
3.11 MAINTENANCE
A. Protect graded areas from traffic and erosion. Keep free of trash and debris. Repair and reestablish grades in settled, eroded, and damaged areas.
B. Where completed areas are disturbed by construction operations or adverse weather, scarify, reshape, and compact to required density.
END OF SECTION
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SECTION 31 22 13
EARTHWORK
PART 1 – GENERAL
1.1 DESCRIPTION
Earthwork describes the work including loosening, removing, loading, transporting, depositing, and compacting in its final location of all materials, wet and dry, as required for purposes of construction of all Work shown; the furnishing, placing, and removing of all sheeting and bracing necessary to safely support the sides of the excavations; all pumping, ditching, draining, and other required measures for the removal or exclusion of water; the supporting of structures above and below the ground; all backfilling around structures and all backfilling of trenches and pits; the disposal of excess excavated materials, and all other incidental earthwork as shown.
1.2 RELATED SECTIONS
A. Section 01 11 00: SUMMARY OF WORK
B. Section 31 23 33: TRENCHING, BACKFILLING, AND COMPACTING
1.3 REFERENCES
A. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates B. ASTM D1556 Density and Unit Weight of Soil in Place by the Sand Cone Method C. ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort D. ASTM D2922 Density of Soil and Soil Aggregate in Place by Nuclear Methods (Shallow Depth)
E. ASTM D4253 Maximum Index Density and Unit Weight of Soils Using Vibratory Table F. ASTM D4254 Maximum Index Density and Unit Weight of Soils and Calculation of Relative Density
G. Caltrans Test Method 216
H. Caltrans Test Method 217 Sand Equivalence
1.4 SUBMITTALS
A. The Contractor shall submit a copy of the excavation permit issued by the California Department of Industrial Safety.
B. A detailed plan for design of shoring, bracing, sloping or other excavation shall be submitted a minimum of 5 days before Contractor begins excavation.
C. The Contractor shall submit samples of all materials proposed to be used in the work.
D. An electronic submittal will be accepted in only the following format.
1. The file shall be in pdf format.
2. Each project submittal shall be a separate file.
3. Each file shall be labeled in the following sequence:
a. Owner Name/Project Name
b. Submittal No.
c. Description
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PART 2 - PRODUCTS
2.1 MATERIALS
A. GENERAL: Fill, backfill, and embankment materials shall be selected or processed clean, fine earth, rock, or sand, free from grass, roots, brush, other vegetation or miscellaneous inorganic debris and inert rubble.
B. Fill and backfill materials shall be free of rocks or unbroken masses of earth materials having a maximum dimension larger than 3 inches.
C. Fill material shall have an Expansion Index (EI) less than 20.
D. Suitable Materials: Materials not defined as unsuitable below are defined as suitable materials and may be used in fills, backfilling, and embankment construction subject to the indicated limitations. In addition, when acceptable to the Engineer, some of the material listed as unsuitable may be used when thoroughly mixed with suitable material to form a stable composite.
E. Suitable materials may be obtained from on-site excavations, may be processed on-site materials, or may be imported. If imported materials are required by this Section or to meet the quantity requirements of the project, the Contractor shall provide the imported materials at no additional expense to the City, unless a unit price item is included for imported materials in the bidding schedule.
F. The following soil and backfill materials shall be defined and specified:
1. Pipe Zone Material – Material from below pipe to less than 12 inches above top of pipe shall be sand or gravel in compliance with ASTM D1557 minimum sand equivalence of 30 material free from shale, sod, stones, and clods over 2 inches in diameter, roots, trash, organic material and other debris.
2. Trench Zone Material – Material in pipe trench above pipe zone and below street zone shall be suitable soil material in compliance with ASTM D1557.
3. Surface Zone Material – Material in upper 12 inches of trench to finish surface in unimproved or landscaped areas shall be suitable topsoil in compliance with ASTM D1557.
4. No material greater than two inches in any dimension shall be placed within one foot of any pipe, valve, or structure.
5. All backfill within 24 inches of ductile iron fittings or valves shall be clean, washed sand.
2.2 UNSUITABLE MATERIAL
A. Soils which cannot be compacted sufficiently to achieve the density specified for the intended use.
B. Rocks larger than three (3) inches in the largest dimension shall not be placed within the fill. Rocks larger than one (1) inch shall not be placed within the upper 12 inches of subgrade soils.
C. Materials that contain hazardous or designated waste materials including petroleum hydrocarbons, pesticides, heavy metals, and any material which may be classified as hazardous or toxic according to applicable regulations.
D. Soils that contain greater concentrations of chloride or sulfate ions or have a soil resistively or pH less than the existing on-site soils.
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E. When material for the excavation is unsuitable for use in backfill, it shall be disposed of off-site and suitable material that is capable of being compacted to the required relative density shall be arranged for and furnished by the Contractor at their expense.
PART 3 - EXECUTION
3.1 EXCAVATION – GENERAL
A. The existence and location of existing underground facilities shown on the plans were obtained by a search of the available records. To the best of our knowledge, no other facilities exist except as shown on the plans. The possibility exists of pipe and other underground improvements which may or may not be shown on the plans. Preserve and protect any such improvements whether shown or not. Where necessary to remove and replace or to relocate such improvements in order to prosecute the Work, they shall be removed, maintained, and permanently replaced by the Contractor at his expense, except as otherwise provided in the Contract documents.
B. Control grading to prevent water running into excavations. Do not obstruct surface drainage. Provide swales, gutters temporary drains or other means of channeling flow without interruption around excavation.
C. Preserve existing drainage patterns except as otherwise shown. Where construction methods cause temporary obstruction of drainage patterns, provide temporary facilities adequate for expected flows and a means of emergency removal of the obstruction.
D. Provide and maintain ample means and devices and promptly remove and properly dispose of all water from any source entering the excavation or other parts of work.
Dewatering methods shall ensure preservation of final lines and grades of bottoms of excavations. Said methods may include well points, sump points, suitable rock, or gravel placed below required bedding for drainage and pumping purposes, temporary pipelines and other means that will not be detrimental to the proposed construction.
Contractor is responsible for obtaining all water discharge permits required.
E. Do not place concrete footings or floors in water. Do not allow water to rise over Work until concrete or mortar has set at least eight hours.
F. During excavation, place the excavated material only within the working area. Do not obstruct any roadways or access ways.
3.2 SITE EXCAVATION
A. Stripping: Strip all vegetation such as roots, brush, heavy sods, heavy growth, or grass and all decayed vegetable matter, rubbish, and other unsuitable materials within area of Work prior to starting excavation or embankment. Trees and other natural growths outside the actual lines of construction operations shall not be destroyed and such measures as are necessary shall be taken by the Contractor, at his own expense, for the protection thereof.
B. After stripping, excavation of whatever substances are encountered within grading limits of the Work shall be carried to lines and grades shown. All suitable excavated material shall be used to meet embankment and backfill requirements of Work.
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Material in excess or not suitable for embankment or backfill shall be disposed of as specified herein.
C. Areas to receive embankment or fill shall be benched, if sloping, and scarified to a depth of 12 inches, then compacted to at least 90 percent of the laboratory maximum dry density. All fill should be compacted at moisture content within three (3) percent of optimum moisture content. Do not deposit unsuitable material in fill areas where compaction is required.
D. Finish: All areas covered by the Work, including excavated and filled sections and transition areas, shall be uniformly graded to elevations shown. Finished surface shall be reasonably smooth, compacted, and free from irregular surface changes. Round edges of spoil and borrow areas to blend into natural contours. The degree of finish ordinarily obtainable from a blade grader will be satisfactory for open areas, but hand grading and raking will be required around structures and walkways. Finished surface shall be not more than 0.1 foot above or below established grade and sloped to prevent ponding.
3.3 TRENCH EXCAVATION
A. Alignment and Grades: Alignment and grade for pipe shall be as shown. When flow line is shown, it shall be the invert or interior bottom of pipe. When top of pipe is shown, it shall be the exterior of pipe barrel. In absence of such profile grade, pipe shall be laid on a straight grade to permit complete drainage and to provide a minimum of 36 inches of cover to finish ground or street subgrade unless otherwise shown.
B. The Contractor shall excavate and expose buried points of connection to existing utilities where indicated on the Drawings for connections and before fabrication of pipe and the data obtained shall be used in preparing shop drawings.
C. In accordance with California Department of Industrial Safety requirements and Green Book, the Contractor is required to obtain a permit for the excavation of trench which is five feet or more in depth and into which a person is required to descend.
The Contractor shall furnish all labor, equipment and materials required to design, construct, and remove all sheeting, shoring, and bracing or other equivalent method of support for the walls of open excavations required for the construction of this project.
D. Trench Width: Overall trench width measured at a level of one foot above the top of pipe shall not exceed the limits listed as follows:
1. Nominal Inside Pipe Diameter of 4" to 12" – Minimum width equal to OD plus 12" and Maximum width equal to OD plus 16".
2. Nominal Inside Pipe Diameter of 14" to 48" – Minimum width equals OD plus 16" and Maximum width equal to OD plus 24".
3. Excavation and trenching shall be true to line so that the pipe is centered in the trench.
E. Grade Trench Bottom: Provide smooth, firm, and stable foundation such that each pipe section will be continually in contact with the bedding along the extreme bottom of the pipe. Excavation for pipe bells and welding shall be made as required. If excessively wet, soft, spongy, unstable, or similarly unsuitable material is encountered at subgrade, it shall be removed and replaced by gravel of sufficient thickness to form an unyielding foundation. The Contractor shall maintain adequate FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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dewatering procedures to ensure that an otherwise stable foundation will not be rendered unfit due to accumulation of water in trench.
1. Should large gravel, cobbles or rock be encountered at the trench bottom or pipe subgrade, they shall be removed from beneath the pipe and replaced with granular material which shall be compacted to provide uniform support and a firm foundation.
3.4 VAULT AND CATCH BASIN EXCAVATION
A. Vault excavation shall have a flat bottom conforming to the grade at which the existing pipe is laid. Vault bottom shall be laid upon firm soil cut true and even, so that bottom of the vault will have a bearing for its full length. Any part of the excavation cut below the needed grade by the Contractor shall be corrected with approved material and thoroughly compacted.
B. When the bottom material uncovered is soft and in the opinion of the Engineer cannot support the vault, excavate a further depth and/or width and refill to needed elevation.
Remove boulders and large stones and refill to grade with a material approved by Engineer, then thoroughly compacted.
C. Excavation for construction shall be carried out to lines and grades shown and as required to provide working clearance and safe construction slopes and to emplace shoring, sheeting, bracing, and other Work required.
3.5 EXCAVATION IN VICINITY OF TREES
Except where trees are indicated to be removed, trees shall be protected from injury during construction operations. No tree roots over 1 inch in diameter shall be cut without express permission of the Engineer. Trees shall be supported during excavation by any means previously reviewed by the Engineer.
3.6 BACKFILL GENERAL
A. The fill material placed on the scarified and compacted soil should be compacted to 95% of laboratory maximum dry density, and the top 12 inches of the fill underlying the tank and the concrete ring foundation should be compacted to 95% of the laboratory maximum dry density.
B. All fill should be compacted at moisture condition to within three (3) % of optimum for fine-grained soils.
C. Flooding, ponding or jetting shall not be used for fill around tank foundation.
D. Equipment weighing more than 10,000 pounds shall not be used closer to foundation than a horizontal distance equal to the depth of the fill at that time. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations.
E. Material for mechanical compacted backfill shall be placed in lifts which shall not exceed the following depth:
1. Impact, free fall, or stomping equipment – maximum lift depth of 3 feet. Not permitted over rigid or cement mortar lined pipe.
2. Vibratory equipment with smooth contact surface – maximum lift depth of 2 feet.
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3. Rolling equipment, including vibratory interrupted surface equipment – maximum 1 foot.
4. Hand directed mechanical tampers – maximum lift depth of 6 inches.
3.7 STRUCTURAL BACKFILL
Do not place backfill until structure footings or other portions of structure of facility have been inspected by the City’s representative and approved for backfilling. Do not deposit backfill material against back of concrete retaining walls, foundations or reinforced concrete structures until concrete has developed strength of not less than 75% of full strength using specified test procedures. Place backfill in horizontal layers, moistened and thoroughly tamped, rolled or otherwise compacted. Water settling will not be permitted. Place backfill such that no additional unbalanced loading may occur during placement.
3.8 TRENCH BACKFILL
A. The pipe bedding is defined as the portion of the trench between the trench subgrade and the bottom of the pipe. After compacting the bedding, the Contractor shall perform a final trim using a string line for establishing grade, such that each pipe section when first laid shall be continually in contact with the bedding along the extreme bottom of the pipe.
Excavation for pipe bells and welding shall be made as required.
B. After pipe has been properly laid, exterior joints grouted and inspected, backfilling shall be commenced. Compaction method or methods used shall result in obtaining the compaction of the backfill in the various specified zones and within the maximum lifts specified. Compaction methods used shall not damage pipe, adjacent ground, existing improvements, or improvements installed as part of Work.
C. If a moveable trench shield is used during excavation, pipe installation, and backfill operations, the shield shall be moved by lifting the shield free of the trench bottom or backfill and then moving the shield horizontally. The Contractor shall not drag trench shields along the trench causing damage or displacement to the trench sidewalls, the pipe or the bedding and backfill.
D. Water settling may be used in pipe zone and trench zone in lieu of mechanical compaction, only where material being backfilled is sufficiently sandy and permeable so that specified compaction is achieved. Compaction by saturation shall be accomplished by inserting a pipe, through which water is being supplied under pressure, to the bottom of the lift of material to be consolidated and applying to each square yard or lesser surface area in this manner sufficient water to completely saturate the backfill, there over and cause obvious settlement.
1. Vibrating compacting equipment may be necessary to supplement water saturation process where required densities cannot be attained by saturation alone.
2. If water does not readily drain from trench, it shall be removed by sump pump.
E. Trench Backfill by Zones: Backfill shall be constructed by zones, regardless of compaction method used. The compaction requirements for each zone shall be as follows, unless otherwise specified.
1. Pipe Zone Backfill: Backfill from below pipe to less than 12 inches above top of pipe.
The pipe shall be backfilled with the specified material per Section 2.1 F. to 90% compaction. The Contractor shall exercise care to prevent damage to the pipeline coating, cathodic bonds, and the pipe itself during the installation and backfill FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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operations. Backfill shall be placed in layers simultaneously on each side of the pipe for full trench width. In placing and compacting backfill give particular attention to underside of pipe and fittings to provide firm support along full pipe length.
2. Trench Zone Backfill: Backfill in pipe trench above pipe zone and below Surface Zone.
The zone shall be backfilled with the specified material per Section 2.1 F to 90% compaction. Backfill may be either mechanical compaction or water settling, based on characteristics of material.
3. Surface Zone Backfill: Upper 12 inches of trench to finish surface. Zone shall be backfilled with the specified material per Section 2.1 F. If finish surface is in unimproved or landscape area, 80% compaction is sufficient. If finish surface is within travel way compaction shall be 90%. If finish surface is to be paved, compaction shall be 95%.
3.9 FIELD TESTING
Compaction testing method for pipelines shall be per the Standard Specifications. Compaction testing method for structural foundation shall be per the five (5) layer test ASTM Standard D-557 of the latest edition. Compaction test will be performed by the Water Company as required.
The Contractor shall pay all costs for any retesting of work not conforming to the Specifications and the Contract Drawings.
END OF SECTION
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31 23 17 – SHEETING, SHORING & BRACING
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SECTION 31 23 17
SHEETING, SHORING & BRACING
PART 1 – GENERAL
1.1 DESCRIPTION
This section specifies requirements for sheeting, shoring, and bracing of trenches and excavations greater than 5 feet in depth. The Contractor shall select the means and methods for providing support of the excavations in accordance with safety requirements, plans, and these specifications.
1.2 RELATED SECTIONS
Section 31 22 13: EARTHWORK
1.3 REFERENCES
This section references the following documents. They are a part of this section as specified and modified. In case of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail.
Reference Title
Cal/OSHA State of California Construction Safety Orders California Labor Code
1.4 DESIGN REQUIREMENTS
A. The Contractor shall design sheeting, shoring, and bracing in accordance with Article 6 of Cal/OSHA and the California State Labor Code. The standards of design referred to in the Labor Code shall be those of Cal/OSHA. The shoring procedure designed by the Contractor shall be suitable for the site subsurface conditions and project operation constraints.
B. The design, planning, installation, and removal of all sheeting, shoring, lagging, and bracing shall be accomplished in such a manner as to maintain the required excavation or trench section and to maintain the undisturbed state of the soils below and adjacent to the excavation.
1.5 SUBMITTALS
A. Submittals shall conform to 00 72 13 General Conditions, Article 6 Contractor’s Responsibilities Section 6.7 Submittals and 6.8 Shop Drawing and Sample Submittal Procedures. Three hard copies or a pdf electronic file of detailed shop drawings of field work and detailed design calculations shall be submitted to the Engineer for review for all sheeting, shoring, and bracing. Drawings or sketches shall contain sufficient details to clearly define work to be accomplished. Submitted drawings and calculations shall be stamped and signed by a California licensed Structural or Civil Engineer. Fabrication or FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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erection shall not be commenced prior to review and approval of shop drawings or sketches.
B. An electronic submittal will be accepted in only the following format.
1. The file shall be in pdf format.
2. Each project submittal shall be a separate file.
3. Each file shall be labeled in the following sequence:
a. Owner Name/Project Name
b. Submittal No.
c. Description
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.1 GENERAL
A. The design, planning, installation, and removal, if required, of sheeting, shoring, sheet piling, lagging, and bracing shall be accomplished in such a manner as to maintain the required excavation and to maintain the undisturbed state of soil adjacent to, above, or below the trench or excavation.
B. Contractor shall provide support of existing structures where shown, specified, and at all other locations where excavation side slopes are greater than 1½ :1 or where excavation infringes upon a 1½ :1 slope extending from the bottom of the footing or adjacent structure being protected.
C. Stockpiling of excavated materials is not allowed within 40 feet of any installed shoring.
The area around installed shoring shall be graded to prevent surface runoff from entering shored excavations.
D. Horizontal deflection of the shoring system into the excavation shall be limited to one inch.
If the deflection exceeds one inch, the Contractor shall stop the excavation and take immediate corrective actions to prevent further inward movements.
E. Excavations shall be so braced and supported in accordance with the recommendations of a competent geotechnical engineer to prevent the ground adjacent to the excavation from sliding or settling.
F. Where sheet piling, shoring, sheeting, bracing, lagging, or other supports are necessary, they shall be furnished, placed, maintained and except as otherwise shown or specified, shall be removed.
G. During placement of backfill around structure walls without support at the top; such walls shall be continuously braced and shored from the bottom to the top at intervals as required but not to exceed 9 feet between lines of support.
H. Where sheeting, shoring, and bracing cannot be removed without resulting in damage to the adjacent structure or where such sheeting, shoring, or bracing is specified to remain, it shall be cut off five feet (5') below the finish grade and the cut off portions shall be removed from the site. Any wood shoring and cribbing that is left in place shall have been pressure treated to minimize decay. All voids which exist behind the sheeting or shoring left in place, together with all other sheeting or shoring, shall be backfilled in a manner acceptable to the Engineer.
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3.2 SITE RESPONSIBILITIES
A. Regardless of what has been specified herein, the ultimate responsibility and liability of the reservoir excavation and backfill shall be that of the Contractor. Under no circumstances shall slopes of embankments be steeper that those approved by Cal/OSHA. Contractor shall obtain and keep active all necessary permits required by Cal/OSHA and local authorities to perform the excavation and backfill.
B. The design of the shoring system, method of construction, and stability monitoring of the shored excavations by surveying methods shall be the responsibility of the Contractor.
The Contractor shall ensure that all the integrity of the existing structures is maintained and that the appropriate construction techniques are employed at all times to protect existing structures. In the event the shoring becomes unstable or large surface settlements occur, the Contractor shall be responsible for implementing corrective measures. The Contractor shall be solely responsible for any and all liability that arise from the failure to provide adequate shoring or sheeting as necessary to support the excavation under any and all of the loading conditions that may exist or arise during construction.
C. The Contractor shall be responsible for maintaining a safe work site and shall protect workers and the public health and safety from the consequences of its operations. The Contractor shall provide fencing and barricades around shored excavation to prevent unauthorized persons to access the shored excavation during non-working hours.
Trenches shall be covered and barricaded after completion of the day’s work, weekends, and other times as necessary.
D. The Contractor shall appoint a project safety supervisor, other than the Project Superintendent who shall be experienced in the installation, maintenance, and removal of the selected support system. The project safety supervisor shall have full authority over the work in all job safety matters and shall be on the job at all times when work is in progress in excavations and trenches.
END OF SECTION
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31 23 19 – DEWATERING
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SECTION 31 23 19
DEWATERING
PART 1 GENERAL
1.01 SUMMARY
A. This section includes construction dewatering.
1.02 PERFORMANCE REQUIREMENTS
A. Dewatering Performance: Design, furnish, install, test, operate, monitor, and maintain dewatering system of sufficient scope, size, and capacity to control ground-water flow into excavations and permit construction to proceed on dry, stable sub-grades.
1.03 SUBMITTALS
A. Shop Drawings for Information: Show arrangement, locations, and details of wells and well points; locations of headers and discharge lines; and means of discharge and disposal of water.
1. Include shop drawings signed and sealed by the qualified professional engineer responsible for their preparation.
1.04 QUALITY ASSURANCE
A. Regulatory Requirements: Comply with water disposal requirements of authorities having jurisdiction.
PART 2 PRODUCTS (Not Used)
PART 3 EXECUTION
3.01 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by dewatering operations.
1. Include shop drawings signed and sealed by the qualified professional engineer responsible for their preparation.
2. Protect sub-grades and foundation soils from softening and damage by rain or water accumulation.
3.02 INSTALLATION
A. Install dewatering system utilizing wells, well points, or similar methods complete with pump equipment, standby power and pumps, filter material gradation, valves, appurtenances, water disposal, and surface water controls.
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sewers, and structures have been constructed and fill materials have been placed, or until dewatering is no longer required.
PART 4
Provide an adequate system to lower and control groundwater to permit excavation, construction of structures, and placement of fill materials on dry sub-grades. Install sufficient dewatering equipment to drain water bearing strata above and below bottom of the foundations, drains, sewers, and other excavations.
A. Do not permit open sump pumping that leads to loss of fines, soil piping, sub-grade softening, or slope instability.
PART 5
Reduce hydrostatic head in water bearing strata below sub-grade elevations of foundations, drains, sewers, and other excavations.
A. Maintain piezometric water level a minimum of twenty-four (24) inches below surface of excavation.
B. Dispose of water removed by dewatering in a manner that avoids endangering public health, property, and portions of work under construction or completed. Dispose of water in a manner that avoids inconvenience to others. Provide sumps, sedimentation tanks, and other flow-control devices as required by authorities having jurisdiction.
PART 6
Provide standby equipment on-site, installed, and available for immediate operation, to maintain dewatering on continuous basis if any part of system becomes inadequate or fails. If dewatering requirements are not satisfied due to inadequacy or failure of dewatering system, restore damaged structures and foundation soils at no additional expense to owner.
A. Remove dewatering system from project site on completion of dewatering.
Plug or fill well holes with sand or cut off and cap wells a minimum of thirty-six (36) inches below overlying construction.
B. Damages: Promptly repair any damage to adjacent facilities.
END OF SECTION
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SECTION 31 23 33
TRENCHING AND BACKFILLING
PART 1 - GENERAL
1.01 SUMMARY
A. The work encompassed by this Section shall consist of performing all operations and furnishing all labor, materials, tools, equipment, and incidentals as necessary to trench for underground utilities, including all stripping, excavation, and trench shoring.
B. This specification provides the requirements and standards for bedding of pipes and conduits, and for trench backfill materials and construction procedures, including testing and inspection.
C. Division 00 Contracting Requirements, and Division 01 General Requirements apply to the Work of this Section.
1.02 QUALITY ASSURANCE
A. Standard Test Methods:
1. The following standard test methods of the American Society for Testing and Materials (ASTM) form a part of this specification and are referred to herein by alphanumeric designation:
a. C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.
b. D423 Method of Test for Liquid Limit of Soils.
c. D4318, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
d. D1556 Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method.
e. D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft³ (2,700 kN-m/m³)).
f. D2419 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate.
g. D2844 Standard Test Method for Resistance R-Value and Expansion Pressure of Compacted Soils.
h. D6938, Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear
Methods (Shallow Depth).
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B. Substitute Test Method:
1. Where local practice prescribes revised test methods for the ASTM tests listed above, those tests may be substituted for the ASTM designated test method listed upon prior approval from CM.
C. Material Sources:
1. New Sources: The Contractor shall provide all bedding and backfill materials from sources previously undeveloped, tested, and certified by an approved, independent materials testing laboratory, per these specifications.
2. Existing Sources: Bedding and backfill materials from sources previously developed may be accepted without testing and certification upon written request by the Contractor. The existing sources shall be validated by the geotechnical engineer and deemed appropriate. CM and Engineer reserves the right to determine the acceptability of all materials proposed for use.
1.03 SUBMITTALS
A. Submit under provisions of Section 01 33 00 Submittal Procedures
1. Backfill material specifications.
PART 2 - PART 2 - PRODUCTS
2.01 MATERIALS
A. Sand:
1. Material shall be free of clay, organic matter or other objectionable material, and shall conform to the following standards:
a. Gradation per ASTM C136
Sieve Size Percent by Weight Passing Sieve
3/8” 100
#4 90-100
#50 10-40
#100 3-15
#200 0-7
B. Type II Class B Aggregate Base, Road Base
1. Type II shall be a crusher run, mineral aggregate free clay, organic matter, or other objectionable material, and shall conform to the following standards:
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a. Gradation per ASTM C136
Sieve Size Percent by Weight Passing Sieve
1” 100
3/4" 90-100
#4 35-65
#16 15-40
#200 2-10
b. Liquid Limit per ASTM D423
1) 35 maximum
c. Plasticity Index per ASTM D4318
1) Maximum Allowable Plasticity Index (P) shall be
determined by the formula Pl = 15 – (S x 100) where
“S” is the percent by weight passing the #200 sieve.
d. Resistance R-Value per ASTM D2844
1) 70 minimum
C. Class C Backfill, ¾” minus crushed drain rock:
1. Class C backfill need not be washed but shall be free of any organic impurities, clay lumps, or unstable substances. The material shall be graded from ¾” to 3/8” conforming to the following gradation:
a. Gradation per ASTM C136
Sieve Size Percent by Weight Passing Sieve
1” 100
3/4” 90-100
3/8” 10-55
#4** 0-10
b. **5% of pan material will be allowed.
c. Liquid Limit per ASTM D423
1) 35 maximum.
d. Plasticity Index per ASTM D4318
1) Maximum Allowable Plasticity Index (PI) shall be
determined by the formula: PI = 15 – (S x 100) where
“S” is the percent by weight passing the #200 sieve.
e. Resistance R-Value per ASTM D2844
1) 70 minimum.
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D. Native Backfill:
1. Native backfill shall be excavated native granular material free drainage of clay, debris, organic matter, and rocks larger than 4” across their greatest dimension.
E. Substitute Material:
1. Substitute bedding and backfill materials may only be used if prior written approval is provided from the Geotechnical Engineer and the State. In requesting the use of a substitute material, the Contractor must submit adequate evidence that the materials have been successfully used in similar applications for other utilities or local governmental agencies.
F. Buried Warning Tape:
1. Polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Color shall be:
a. Yellow: Electric
b. Yellow: Gas
c. Orange: Telephone and Other Communications
d. Blue: Water Systems
e. Green: Sewer Systems
G. Detection Wire:
1. Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG.
PART 3 - EXECUTION
3.01 EXCAVATIONS FOR UTILITY TRENCHES
A. Excavate trenches to indicated gradients, lines, depths, and elevations.
B. Excavate trenches to uniform widths to provide the following clearance on each side of the pipe or conduit. Excavate trench walls vertically from trench bottom to 12 inches higher than top of pipe or conduit, unless otherwise indicated.
C. Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing and support of pipes and conduit. Shape sub-grade to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove projecting stones and sharp objects along trench sub-grade.
D. Where unidentified existing utilities are encountered, determine whether these are active or abandoned. Remove interfering portions of abandoned utilities and cap or plug open ends of pipe to remain. Damage to utilities or other improvements due to Contractor’s negligence in regard to this paragraph shall be repaired at the Contractor’s expense.
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E. Contractor shall pothole at all identifiable crossings of existing utilities prior to any trenching operations and provide the CM with a survey of the top elevations (and bottom elevations, if applicable), of possible interferences so that an evaluation of necessary adjustments to the current profile or alignment may be made. Additionally, the CM shall be given the opportunity to view possible conflicts in the field prior to the Contractor providing revised designs.
3.02 TRENCH CONFIGURATION
A. Material Installation/Repair:
1. Conduits, pipes, and all apparatus shall be handled, installed, and joined in accordance with the manufacturer’s specifications or recommendations. The Contractor, at his/her own expense, shall repair or replace any conduits, pipes or appurtenances damaged during bedding and backfill operations.
B. Sand Bedding:
1. Sand bedding material, conforming to Paragraph 2.01-A herein shall be placed in 12” maximum loose lifts and compacted to 90% maximum density per ASTM D1557.
C. Backfill
1. Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below sub-grade under pavements and slabs.
2. Place and compact bedding course on trench bottoms and where indicated. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.
3. Place and compact initial backfill of satisfactory soil (per Specification 31 20 00), free of particles larger than 1 inch in any dimension, to a height of 12 inches over the utility pipe or conduit.
4. Place and compact final backfill of satisfactory soil (per Specification 31 20 00) to final sub-grade elevation.
5. Place backfill on sub-grades that are, or have been made to be, free of mud, frost, snow or ice.
6. Public Rights-of-Way: Trenches in established streets, highways, or private paved areas subject to vehicular traffic, shall be backfilled per the requirements of the local utility agency.
D. Compaction
1. All compaction work shall be performed per Specification 31 20 00.
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E. Trench Dewatering
1. Where groundwater is encountered, the Contractor shall dewater the trench per Specification 31 23 19 and sufficiently to meet the bedding and backfill requirements of Paragraph 3.02-C and 3.02-D herein.
2. Dewatering shall continue until backfill has progressed to a minimum of two feet above the groundwater level. CM may require drain rock (3/4” minus) in addition to the sand bedding depending on condition of trench bed.
F. Finish Operations
1. Fine Grading: After backfilling, all trenches except those in existing paved areas shall be graded flush with adjacent finish or subgrade elevations. In landscaped areas, coordinate with topsoil requirements.
2. Temporary Patching: Unless otherwise specified, all pavement cuts shall be temporarily patched with asphaltic concrete to a minimum depth of 2”, with the finish grade ½” above the grade of the existing asphalt.
3. Disposition of Excess Materials: Surplus excavated soils, asphalt pavement, concrete and other debris shall be promptly removed from the jobsite and properly disposed of.
3.03 FIELD SAMPLING AND TESTING
A. Testing shall be per Specification 31 20 00.
END OF SECTION
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SECTION 31 40 00
SHORING AND UNDERPINNING
PART 1 GENERAL
1.01 DESCRIPTION
A. SCOPE:
This section specifies requirements for sheeting, shoring, and bracing of trenches greater than 5 feet in depth. Nothing in this section shall be deemed to allow the use of a shoring, sloping, or protective system less effective than that required by the Construction Safety Orders. Nothing in this section shall be construed to impose tort liability on the Owner, Owner’s employees, or the Construction Manager.
B. DESIGN REQUIREMENTS:
The Contractor shall design sheeting, shoring, and bracing in accordance with Article 6 of CAL/OSHA and the California State Labor Code. The standards of design referred to in the Labor Code shall be those of CAL/OSHA. Horizontal strutting below the barrel of a pipe and the use of pipe as support are not acceptable.
1.02 REFERENCES
This section contains references to the following documents. They are a part of this section as specified and modified. Where a referenced document contains references to other standards, those documents are included as references under this section as if referenced directly. In the event of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail.
Unless otherwise specified, references to documents shall mean the documents in effect at the time of Advertisement for Bids or Invitation to Bid (or on the effective date of the Agreement if there were no Bids). If referenced documents have been discontinued by the issuing organization, references to those documents shall mean the replacement documents issued or otherwise identified by that organization or, if there are no replacement documents, the last version of the document before it was discontinued. Where document dates are given in the following listing, references to those documents shall mean the specific document version associated with that date, regardless of whether the document has been superseded by a version with a later date, discontinued or replaced.
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Reference Title
CAL/OSHA State of California Construction Safety Orders -- California State Labor Code
1.03 SUBMITTALS
A. Submittals shall be provided in accordance with Section 01 33 00 and shall include the following information:
1. A copy of this specification section, with addendum updates included, with each paragraph check-marked to indicate
specification compliance or marked to indicate requested deviations from specification requirements. A check mark () shall denote full compliance with a paragraph as a whole. If deviations from the specifications are indicated, and therefore requested by the Contractor, each deviation shall be underlined and denoted by a number in the margin to the right of the identified paragraph, referenced to a detailed written explanation of the reasons for requesting the deviation. The Construction Manager shall be the final authority for determining acceptability of requested deviations.
The remaining portions of the paragraph not underlined will signify compliance on the part of the Contractor with the specifications.
Failure to include a copy of the marked-up specification sections, along with justification(s) for any requested deviations to the specification requirements, with the submittal shall be sufficient cause for rejection of the entire submittal with no further consideration.
2. The Contractor shall submit information required by Section 6705 of the California State Labor Code.
3. A detailed plan shall be submitted before excavation showing the design of shoring, bracing, sloping, or other provisions to be made for worker protection from the hazard of caving ground during the excavation of such trench or trenches. If such plan varies from shoring system standards, the plan shall be prepared by a registered civil or structural engineer registered in the State of California.
1.04 CONTRACTOR’S RESPONSIBILITIES FOR SAFETY
A. The Contractor shall be solely and completely responsible for conditions of the job site, including safety of all persons (including employees), and property during performance of the work. These requirements shall apply continuously and not be limited to normal working hours.
B. Safety provisions shall conform to U.S. Department of Labor (OSHA), the FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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California Occupational Safety and Health Act, and all other applicable federal, state and county, laws, ordinances, codes, the requirements set forth below, and any regulations that may be detailed in other parts of these Specifications.
C. Where any of these are in conflict, the more stringent requirement shall be followed.
1.03 PERMIT
For trenches or excavations of depths of 5 feet or more, the Contractor shall obtain from the State Division of Industrial Safety a permit for such excavation and submit a copy of the permit to the Construction Manager, prior to initiating any work requiring said permit.
1.04 SAFETY ORDERS
A. The Contractor shall have copies or suitable extracts of the Construction Safety Orders of Cal-OSHA at the work site.
B. All work shall comply with the provisions of these and all other applicable laws, ordinances, and regulations.
1.05 SHORING AND TRENCH SAFETY PLAN
A. For trenches and excavations 5 feet or more in depth, the Contractor shall submit to the Construction Manager a detailed plan design of shoring, bracing, sloping, or other provisions to be made for worker protection from the hazards of caving ground.
B. Such the work shall be submitted at least 10 days before the Contractor intends to begin trenching or excavation work.
C. If such the work varies from the shoring system standards established by the Construction Safety Orders, the work shall be prepared, sealed, and signed by a Civil or Structural Engineer currently registered in California and experienced in shoring design. Signed and sealed copies of calculations necessary to qualify the system shall be submitted also.
D. Nothing herein shall be deemed to allow the use of shoring, sloping, or protective systems less effective than that required by the Construction Safety Orders of the Division of Industrial Safety.
1.06 ENGINEER’S REVIEW
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of the adequacy of the Contractor’s safety supervisor, the safety program, or any safety measures taken in, on, or near the construction site.
B. The Engineer will review the submittal of the Contractor’s proposed shoring system to verify the general scope of the work, to determine that qualified professional engineering services are used, and to determine that appropriate construction techniques are proposed for use. This review shall not in any way be construed to relieve the Contractor from sole responsibility for the design and safety of such shoring.
1.07 CONTRACTOR’S SUPERVISOR
A. The Contractor shall appoint a qualified supervisor, who shall be responsible for determining the shoring system which shall be used depending on local soil type, water table, etc.
B. This supervisor shall have experience in the direction of such excavation and shoring work.
PART 2 PRODUCTS – NOT USED
PART 3 EXECUTION
3.01 GENERAL
The construction of sheeting, shoring, and bracing shall not disturb the state of soil adjacent to the trench and below the excavation bottom. Trench sheeting below the top of a pipe shall be left in place.
3.02 SEQUENCE
Trench excavation shall not be started until the design for trench support has been accepted by the Owner.
END OF SECTION
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SECTION 32 00 00
EXTERIOR IMPROVEMENTS
PART 1 – GENERAL
1.01 DESCRIPTION
This section specifies new and replacement paving consisting of aggregate base course, hot mixed asphalt, and associated materials, gravel roadways consisting of aggregate base course and aggregate top course, and concrete walkways.
Other sections in Division 32 may further refine the specifications in this section.
1.02 QUALITY ASSURANCE
A. REFERENCES:
This section contains references to the following documents. They are a part of this section as specified and modified. Where a referenced document contains references to other standards, those documents are included as references under this section as if referenced directly. In the event of conflict between the requirements of this section and those of the listed documents, the requirements of this section shall prevail.
Unless otherwise specified, references to documents shall mean the documents in effect at the time of Advertisement for Bids or Invitation to Bid (or on the effective date of the Agreement if there were no Bids). If referenced documents have been discontinued by the issuing organization, references to those documents shall mean the replacement documents issued or otherwise identified by that organization or, if there are no replacement documents, the last version of the document before it was discontinued. Where document dates are given in the following listing, references to those documents shall mean the specific document version associated with that date, regardless of whether the document has been superseded by a version with a later date, discontinued or replaced.
Reference Title
ASTM
D1557-78
Test Methods for Moisture-Density Relations of
Soils and Soil-Aggregate Mixtures Using 10-lb.
(4.5-kg) Rammer and 18-in. (457-mm) Drop
ASTM D2922 Test Method for Density of Soil in Place by the Nuclear Methods
ASTM D994 Preformed Expansion Joint Filler for Concrete (Bituminous Type)
CTM 216 Method of Test for Relative Compaction of
Untreated and Treated Soils and Aggregates
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CTM 231 Method of Test for Relative Compaction of
Untreated and Treated Soils and Aggregates
Using Nuclear Gage
Caltrans 2018
Standard
Specifications
State of California, Department of Transportation,
Standard Specifications, latest edition (2018)
B. TESTING:
Testing will be conducted by an independent laboratory acceptable to the Engineer and paid for by the Contractor to determine compliance with the specified degree of compaction and moisture content prior to placement of aggregate base course.
1.03 The following Submittals are required in accordance with Specification 01 33 00:
1. Mix
2. Gradation of road used
3. Method of placement
PART 2 – PRODUCTS
2.01 MATERIALS
A. AGGREGATE BASE:
Aggregate base course for pavement shall be Class 2, ¾-inch maximum grading conforming to Section 26 of the Caltrans 2018 Standard Specification.
B. LIQUID ASPHALT:
Liquid asphalt for tack coats and treatment of aggregate base shall be Grade MC 250 and shall comply with Section 92 of the Caltrans 2018 Standard Specifications.
C. HOT MIX ASPHALT:
Hot Mix Asphalt shall be Type A and shall conform to Section 39, “Hot Mix Asphalt,” of the Caltrans 2018 Standard Specifications.
The aggregate for Type “A” Hot Mix Asphalt shall conform to gradation table for 3/4-in HMA Type A and B, as specified in Section 39-
2.02A(4)(b)(ii), “Aggregates,” of the Caltrans 2018 Standard Specifications.
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D. CONCRETE AND REINFORCING STEEL:
Concrete and reinforcing steel for concrete curbs and sidewalks shall be as specified in Section 73, “Concrete Curbs and Sidewalks,” of the Caltrans 2018 Standard Specifications.
E. EXPANSION JOINT FILLER:
Expansion joint filler shall be pre-molded, composed of asphalt fiber and mineral filler with asphalt impregnated liners on both sides, and shall conform to ASTM D994.
PART 3 – EXECUTION
3.01 GENERAL
Construction shall conform to the details, dimensions, and grades specified.
Maximum variations in finished grade of paving shall be plus or minus 0.05 feet.
3.02 AGGREGATE BASE PLACEMENT
A. SUBGRADE:
The subgrades of areas to be paved or graveled shall be graded and compacted in accordance with paragraph 31 20 00 Paragraph 3.05.
B. AGGREGATE BASE:
Placing of aggregate base shall comply with Section 26 of the Caltrans 2018 Standard Specifications. Relative compaction shall be a minimum of 95 percent as determined using methods set forth in CTM 216 and CTM 231.
3.03 HOT MIX ASPHALT PAVEMENT
Placement of hot mix asphalt pavement shall comply with Section 39 of the Caltrans 2018 Standard Specifications.
3.04 CONCRETE CURBS AND SIDEWALKS
A. GENERAL:
Concrete work shall be performed in accordance with Section 73, “Concrete Curbs and Sidewalks,” of the Caltrans 2018 Standard Specifications.
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B. EXPANSION JOINT INSTALLATION:
Unless otherwise specified, expansion joints shall be provided in concrete work at intervals not to exceed 20 feet and against structures abutting sidewalks.
3.05 ADJUST
Adjust frames, covers, gratings, and manholes conforming to Section 71-5 ADJUST DRAINAGE STRUCTURES of the Caltrans Standard Specifications and the details shown on the plans.
END OF SECTION
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SECTION 32 11 00
BASE COURSES
PART 1 - GENERAL
1.01 SUMMARY
A. The work encompassed by this section shall consist of performing all operations and furnishing all labor, material, tools, equipment, and incidentals as necessary to:
1. Place and compact base courses for concrete paving, asphalt paving, sidewalks, and curbs;
2. Place and compact rock courses and sand beds under slabs on grade.
B. Division 00 Contracting Requirements and Division 01 General Requirements apply to the Work of this Section.
1.02 REFERENCES
A. Section 26 of the Caltrans 2018 Standard Specifications.
B. Geotechnical Investigation: Project Geotechnical Investigation.
C. American Society of Testing and Materials:
1. ASTM C136, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.
2. ASTM D1557, Test Method for Laboratory Compaction
Characteristics of Soil Using Modified Effort.
D. California Department of Transportation
1. CTM 202, Method of Test for Sieve Analysis of Fine and Coarse Aggregates
2. CTM 204, Method of Tests for Liquid Limit, Plastic Limit, and Plasticity Index of Soils
3. CTM 216, Method of Test for Relative Compaction of Untreated and Treated Soils and Aggregates
4. CTM 231, Method of Test for Relative Compaction of Untreated and Treated Soils and Aggregates Using Nuclear Gages
1.03 SUBMITTALS
A. Submit under provisions of Specification 01 33 00 Submittal Procedures.
1. Material test data for aggregate base, rock course, and sand.
1.04 QUALITY ASSURANCE
A. Obtain materials from same source throughout.
B. Perform Sieve Analysis test in accordance with CTM 202.
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C. Determine Liquid Limit and Plasticity Index in accordance with CTM 204.
D. Maximum Wet Density in accordance with CTM 216.
E. CTM 231, nuclear gage, may be used.
1.05 ENVIRONMENTAL REQUIREMENTS
A. When unfavorable weather conditions necessitate interrupting placement operations, prepare areas by compaction of surface and grading to avoid collection of water. Provide adequate temporary drainage to prevent erosion. After interruption, reestablish compaction specified in last layer before resuming work.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Class 2 Aggregate Base: Aggregate for Class 2 aggregate base shall be free from organic matter and other deleterious substances and shall be of such nature that it can be compacted readily under watering and rolling to form a firm, stable base. Aggregate must consist of any combination of broken stone, crushed gravel, natural rough surfaced gravel, sand, and up to 100% of any combination of processed asphalt concrete, Portland cement concrete, lean concrete base, cement treated base.
B. Aggregate base shall conform to the grading and quality requirements shown in the following tables. Either the 1-1/2 inch maximum or 3/4 inch maximum shall be used; except that once a grading is selected the grading shall not be changed.
1. Aggregate Grading Requirements:
Sieve Sizes Percentage Passing
1-1/2” Maximum 3/4” Maximum
Range Compliance Range Compliance
2” 100 100 -- --
1-1/2” 90-100 87-100 -- --
1” -- -- 100 100
¾” 50-85 45-90 90-100 87-100
No. 4 25-45 20-50 35-60 30-65
No. 30 10-25 6-29 10-30 5-35
No. 200 2-9 0-12 2-9 0-12
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2. Quality Requirements:
Tests Operating Range Contract Compliance
Resistance (R-Value) -- 78 min
Sand Equivalent 25 min 22 min
Durability Index -- 35 min
C. The aggregate shall not be treated with lime, cement, or other chemical material before the Durability Index test is performed. Untreated reclaimed asphalt concrete and Portland cement concrete will not be considered to be treated with lime, cement, or other chemical material for purposes of performing the Durability Index test.
D. Rock Course under Building Slab:
1. Clean mineral aggregate (broken stone, crushed gravel, clean quarry waste, or combination thereof).
2. Free of adobe, organic matter, loam, volcanic tuff, or other deleterious material.
3. Absorption of water in saturated surface dry condition shall not exceed 3% of oven dry weight of sample.
4. Graded (Laboratory sieves, U.S. Series) to following: 100% passing 1inch sieve and 0 to 10% passing No. 4 sieve.
5. Class 2 aggregate base is acceptable, however reclaimed aggregate shall not be used.
E. Sand: Clean dry concrete sand of no special grading or compaction.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Prior to placing Aggregate Base on subgrade for drives and parking lots, the stability of the subgrade shall be checked by proof rolling with a roller or loaded water truck. Areas which are not stable shall be allowed to air dry until stable or shall be over excavated and backfilled with Aggregate Sub-base.
3.02 AGGREGATE BASE
A. All work shall be performed in compliance with Section 26 of the Caltrans 2018 Standard Specifications.
B. The subgrade to receive aggregate base, immediately prior to spreading shall conform to the compaction and elevation tolerance specified for the material involved and shall be free of loose or extraneous material.
C. At the time aggregate base is spread it shall have a moisture content sufficient to obtain the required compaction. The moisture shall be uniformly distributed throughout the material.
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D. The aggregate base shall be spread and compacted as specified herein.
E. Compact upper 12 inches of subgrade to 95% relative compaction, moisture conditioned to at least optimum. Compact base course to a minimum of 95% compaction with densities in accordance with CTM 216 and CTM 231. Compacted layers shall be no greater than 6 inches per lift nor less than 3 inches per lift.
F. Measure thickness of base course material once per every 2,000 square feet. All measurements shall be within 1/2 inch of the specified thickness; where measurements exceed ½ inch of specified thickness the section shall be considered as conforming.
END OF SECTION
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SECTION 32 12 00
FLEXIBLE PAVING
PART 1 - GENERAL
1.01 SUMMARY
A. The work encompassed by this section shall consist of performing all operations and furnishing all labor, material, tools, equipment, and incidentals as necessary to place asphalt concrete paving including prime coat, tack coat, and seal coat.
B. Division 00 Contracting Requirements and Division 01 General Requirements apply to the Work of this Section.
1.02 REFERENCES
A. Section 37 and 39 of the Caltrans 2018 Standard Specifications.
B. Section 92, 93 and 94 of the Caltrans 2018 Standard Specifications.
C. California Department of Transportation:
1. CTM 304, Preparation of Bituminous Mixtures for Testing.
2. CTM 308, Method of Test for Determining Bulk Specific Gravity and Density of Compacted Hot Mix Asphalt.
3. CTM 375, Determining the In-Place Density and Relative Compaction of Hot Mix Asphalt Paving Using Nuclear Gages D. American Society of Testing and Materials:
1. ASTM D946, Penetration Graded Asphalt Cement for use in Pavement Construction.
2. ASTM D2950, Test Method for Density of Bituminous Concrete in Place by Nuclear Methods.
3. ASTM D2041, Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures.
1.03 ACTION SUBMITTALS
A. Submit under provisions of Specification 01 33 00 Submittal Procedures.
B. Mix design for each class of mix.
1.04 QUALITY ASSURANCE
A. Perform work in accordance with the Caltrans 2018 Standard Specifications.
B. Mixing Plant: Conform to the requirements of the Caltrans 2018 Standard Specifications.
C. Obtain materials from same source throughout.
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PART 2 - PRODUCTS
2.01 MATERIALS
A. Asphalt Binder: The grade of the asphalt binder to be mixed with aggregate for asphalt concrete shall be Grade PG 64-16 conforming to the provisions in Section 92 of the Caltrans 2018 Standard Specifications. The minimum asphalt binder must be 6.0 percent for ½” gradation.
B. Aggregate: Aggregate shall meet the full requirements of Section 39-2.02 of the Standard Specifications for Type B (½” maximum medium grading).
The amount of asphalt binder to be mixed with aggregate shall be such that the air void content of the resulting asphalt concrete shall be not less than 4% +/- 2%. Stabilometer value as determined by CTM 304 shall be 35 at minimum.
C. Prime Coat: Primer shall be MC-70 or SC-70 grade liquid asphalt conforming to the provisions of Section 93 of the Caltrans 2018 Standard Specifications applied at a rate of 0.25 gallons per square yard.
D. Tack Coat: Tack coat shall be RS-1 type asphalt emulsion conforming to the provisions of Section 94 of the Caltrans 2018 Standard Specifications.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verify that compacted aggregate base is dry and ready to support paving and imposed loads.
B. Verify gradients and elevations of base are correct.
3.02 SPREADING and COMPACTING EQUIPMENT
A. Spreading and Compacting Equipment shall conform to Section 39 of the Caltrans 2018 Standard Specifications.
B. Furnish a minimum of one steel-tired roller weighing not less than 12 tons, and one vibratory steel-tired roller weighing not less than 8 tons. Vibratory rollers shall be double steel drum, have adjustable frequency and amplitude settings directly available to the operator during operation. Each roller shall have a separate operator.
3.03 PREPARATION: PRIMER
A. Apply primer in accordance with the Caltrans 2018 Standard Specifications.
B. Use clean sand to blot excess primer.
3.04 PREPARATION – TACK COAT
A. Apply tack coat in accordance with the Caltrans 2018 Standard Specifications.
B. Apply tack coat to vertical contact surfaces of curbs and gutters.
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C. Coat manhole and catch basin frame surfaces.
3.05 PLACING ASPHALT PAVEMENT
A. Install work in accordance with the Section 39 of the Caltrans 2018 Standard Specifications.
B. Place asphalt within 24 hours of applying primer or tack coat.
C. Place to compacted thickness per Section 39-6.01 of the Caltrans 2018 Standard Specifications.
D. Install gutter drainage grilles and frames, manhole frames, etc., in correct position and elevation.
E. Compact pavement in accordance to Section 39-6.03 of the Caltrans 2018 Standard Specifications. Do not displace or extrude pavement from position. Hand compact any areas inaccessible to rolling equipment.
F. Perform rolling with consecutive passes to achieve even and smooth finish without roller marks.
G. Spread all mixtures at a temperature of not less than 260°F, and not greater than 300°F. Perform initial rolling immediately after placement. No asphalt concrete is to be placed when the atmospheric temperature is below 50°F.
H. Compact asphalt concrete to a minimum relative density of 95% of the maximum theoretical density (CTM 308 prior to mat cooling below 250°F).
3.06 TOLERANCES
A. Flatness: The finish surface shall be uniform to a degree such that no depressions greater than 0.02 feet are present when tested with a straightedge 12 feet long.
B. Scheduled Compacted Thickness: Within 0.01 feet.
C. Variation from True Elevation: Within 0.02 feet.
D. Density shall be tested in conformance with CTM 375 and shall average 95% of the laboratory compacted unit weight (CTM 304).
END OF SECTION
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SECTION 32 13 13
CONCRETE PAVING
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.
1.2 SUMMARY
A. The work includes, but is not limited to, the following:
1. Vehicular Paving
2. Pedestrian Paving
B. RELATED SECTIONS
1. Section 03 30 00: Cast-in-Place Concrete
2. Section 31 20 00: Earth Moving
3. Section 32 13 16: Decorative Concrete Paving
4. Section 32 17 26: Tactile Warning Surfacing
5. Section 32 17 23: Concrete Paving Joint Sealants
1.3 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with one or more of blended hydraulic cement, fly ash and other pozzolans, and ground granulated blast-furnace slag.
1.4 SUBMITTALS
A. Product Data: For each type of manufactured material and product indicated.
B. Design Mixtures: For each concrete pavement mixture. Include alternate mixture designs when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments.
A. Samples: 5-lb sample of exposed aggregate.
B. Qualification Data: For manufacturer and testing agency.
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C. Material Test Reports: From a qualified testing agency indicating and interpreting test results for compliance of the following with requirements indicated, based on comprehensive testing of current materials:
D. Material Certificates: Signed by manufacturers certifying that each of the following materials complies with requirements:
1. Cementitious materials.
2. Steel reinforcement and reinforcement accessories.
3. Fiber reinforcement.
4. Admixtures.
5. Curing compounds.
6. Applied finish materials.
7. Bonding agent or epoxy adhesive.
8. Joint fillers.
E. Field quality-control test reports.
F. Minutes of preinstallation conference.
1.5 QUALITY ASSURANCE
A. Contractor shall notify Owner’s Representative if specified treatments, admixtures, or procedures conflict with proper concrete construction. Submit for approval, alternate conditions to remedy conflicts prior to commencement of construction. Do not proceed until all conflicts have been approved and corrected.
B. Proprietary items shown on the drawings and specified herein are shown to establish standards of quality, utility, design and function. Equivalent units by other manufacturers (substitutions) will be considered provided they are similar in characteristics. They shall be substituted only if approved by the Owner’s Representative.
C. Manufacturer Qualifications: Manufacturer of ready-mixed concrete products who complies with ASTM C 94/C 94M requirements for production facilities and equipment.
1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities."
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D. Testing Agency Qualifications: An independent agency qualified according to ASTM C 1077 and ASTM E 329 for testing indicated, as documented according to ASTM E 548.
1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing Technician, Grade 1, according to ACI CP-01 or an equivalent certification program.
E. ACI Publications: Comply with ACI 301, "Specification for Structural Concrete," unless modified by requirements in the Contract Documents.
F. Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to design concrete mixtures.
G. Mockups: Cast mockups of full-size sections of concrete pavement to demonstrate typical joints, surface finish, texture, color, and standard of workmanship.
1. Build mockups in the location and of the size indicated or, if not indicated, as directed by Owner’s Representative.
2. Notify Owner’s Representative seven days in advance of dates and times when mockups will be constructed.
3. Obtain Owner’s Representative approval of mockups before starting construction.
4. Maintain approved mockups during construction in an undisturbed condition as a standard for judging the completed pavement.
5. Demolish and remove approved mockups from the site when directed by Architect.
6. Approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.
H. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 1 Section "Project Management and Coordination."
1. Before submitting design mixtures, review concrete pavement mixture design and examine procedures for ensuring quality of concrete materials and concrete pavement construction practices. Require representatives, including the following, of each entity directly concerned with concrete pavement, to attend conference:
a. Contractor's superintendent.
b. Independent testing agency responsible for concrete design mixtures.
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c. Ready-mix concrete producer.
d. Concrete pavement subcontractor.
1.6 PROJECT CONDITIONS
A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection:
1. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products specified.
2. Products: Subject to compliance with requirements, provide one of the products specified.
3. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified.
4. Manufacturers: Subject to compliance with requirements, provide products by one of the manufacturers specified.
2.2 FORMS
A. Form Materials: Plywood, metal, metal-framed plywood, or other approved panel-type materials to provide full-depth, continuous, straight, smooth exposed surfaces.
1. Use flexible or curved forms for curves with a radius 100 feet or less.
B. Form-Release Agent: Commercially formulated form-release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.
2.3 STEEL REINFORCEMENT
A. Plain-Steel Welded Wire Reinforcement: ASTM A 185, fabricated from as-drawn steel wire into flat sheets.
B. Deformed-Steel Welded Wire Reinforcement: ASTM A 497, flat sheet.
C. Epoxy-Coated Welded Wire Fabric: ASTM A 884/A 884M, Class A, plain steel.
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D. Reinforcing Bars: ASTM A 615/A 615M, Grade 60; deformed.
E. Galvanized Reinforcing Bars: ASTM A 767/A 767M, Class II zinc coated, hot-dip galvanized after fabrication and bending; with ASTM A 615/A 615M, Grade 60 deformed bars.
F. Epoxy-Coated Reinforcing Bars: ASTM A 775/A 775M or ASTM A 934/A 934M; with ASTM A 615/A 615M, Grade 60 deformed bars.
G. Steel Bar Mats: ASTM A 184/A 184M; with ASTM A 615/A 615M, Grade 60, deformed bars; assembled with clips.
H. Plain Steel Wire: ASTM A 82, galvanized.
I. Deformed-Steel Wire: ASTM A 496.
J. Epoxy-Coated-Steel Wire: ASTM A 884/A 884M, Class A coated, plain.
K. Joint Dowel Bars: Plain steel bars, ASTM A 615/A 615M, Grade 60. Cut bars true to length with ends square and free of burrs.
L. Epoxy-Coated Joint Dowel Bars: ASTM A 775/A 775M; with ASTM A 615/A 615M, Grade 60, plain steel bars.
M. Tie Bars: ASTM A 615/A 615M, Grade 60, deformed.
N. Hook Bolts: ASTM A 307, Grade A, internally and externally threaded. Design hook-bolt joint assembly to hold coupling against pavement form and in position during concreting operations, and to permit removal without damage to concrete or hook bolt.
O. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars, welded wire reinforcement, and dowels in place. Manufacture bar supports according to CRSI's "Manual of Standard Practice" from steel wire, plastic, or precast concrete of greater compressive strength than concrete, and as follows:
1. Equip wire bar supports with sand plates or horizontal runners where base material will not support chair legs.
2. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer-coated wire bar supports.
P. Epoxy Repair Coating: Liquid two-part epoxy repair coating, compatible with epoxy coating on reinforcement.
Q. Zinc Repair Material: ASTM A 780.
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2.4 CONCRETE MATERIALS
A. Concrete shall comply with Caltrans 2023 standard specifications for concrete curbs and sidewalks, and vehicular concrete.
B. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source throughout the Project:
1. Portland Cement: ASTM C 150, Type I/II, gray.
C. Normal-Weight Aggregates: ASTM C 33, Class 4S coarse aggregate, uniformly graded. Provide aggregates from a single source.
1. Maximum Coarse-Aggregate Size: 3/4 inch nominal.
2. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.
D. Water: ASTM C 94/C 94M.
E. Air-Entraining Admixture: ASTM C 260.
F. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and to contain not more than 0.1 percent water-soluble chloride ions by mass of cementitious material.
1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A.
2. Retarding Admixture: ASTM C 494/C 494M, Type B.
3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.
5. High-Range, Water-Reducing and Retarding Admixture:
ASTM C 494/C 494M, Type G.
6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.
2.5 FIBER REINFORCEMENT
A. Synthetic Fiber: Monofilament or fibrillated polypropylene fibers engineered and designed for use in concrete pavement, complying with ASTM C 1116, Type III, 1/2 to 1-1/2 inches long.
1. Available Products:
a. Monofilament Fibers:
1) Axim Concrete Technologies; Fibrasol IIP.
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2) Euclid Chemical Company (The); Fiberstrand 100.
3) FORTA Corporation; Forta Mono.
4) Grace, W. R. & Co.--Conn.; Grace MicroFiber.
5) Metalcrete Industries; Polystrand 1000.
6) SI Concrete Systems; Fibermix Stealth.
7) Or approved equal
b. Fibrillated Fibers:
1) Axim Concrete Technologies; Fibrasol F.
2) FORTA Corporation; Forta.
3) Euclid Chemical Company (The); Fiberstrand F.
4) Grace, W. R. & Co.--Conn.; Grace Fibers.
5) SI Concrete Systems; Fibermesh.
6) Or approved equal.
2.6 CURING MATERIALS
A. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf, weighing approximately 9 oz. /sq. yd. dry.
B. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.
C. Water: Potable.
D. Evaporation Retarder: Waterborne, monomolecular film forming; manufactured for application to fresh concrete.
1. Available Products:
a. Axim Concrete Technologies; Cimfilm.
b. Burke by Edeco; BurkeFilm.
c. ChemMasters; Spray-Film.
d. Conspec Marketing & Manufacturing Co., Inc.; Aquafilm. e. Dayton Superior Corporation; Sure Film.
f. Euclid Chemical Company (The); Eucobar.
g. Kaufman Products, Inc.; Vapor Aid.
h. Lambert Corporation; Lambco Skin.
i. L&M Construction Chemicals, Inc.; E-Con.
j. MBT Protection and Repair, ChemRex Inc.; Confilm.
k. Meadows, W. R., Inc.; Sealtight Evapre.
l. Metalcrete Industries; Waterhold.
m. Nox-Crete Products Group, Kinsman Corporation; Monofilm. n. Sika Corporation, Inc.; SikaFilm.
o. Symons Corporation; Finishing Aid.
p. Vexcon Chemicals, Inc.; Certi-Vex EnvioAssist.
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E. Clear Waterborne Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.
1. Available Products:
a. Anti-Hydro International, Inc.; AH Curing Compound #2 DR WB. b. Burke by Edoko; Aqua Resin Cure.
c. ChemMasters; Safe-Cure Clear.
d. Conspec Marketing & Manufacturing Co., Inc.; W.B. Resin Cure. e. Dayton Superior Corporation; Day Chem Rez Cure (J-11-W). f. Euclid Chemical Company (The); Kurez DR VOX.
g. Kaufman Products, Inc.; Thinfilm 420.
h. Lambert Corporation; Aqua Kure-Clear.
i. L&M Construction Chemicals, Inc.; L&M Cure R.
j. Meadows, W. R., Inc.; 1100 Clear.
k. Nox-Crete Products Group, Kinsman Corporation; Resin Cure E. l. Symons Corporation; Resi-Chem Clear.
m. Tamms Industries Inc.; Horncure WB 30.
n. Unitex; Hydro Cure 309.
o. Vexcon Chemicals, Inc.; Certi-Vex Enviocure 100.
F. White Waterborne Membrane-Forming Curing Compound: ASTM C 309, Type 2, Class B.
1. Available Products:
a. Anti-Hydro International, Inc.; AH Curing Compound #2 WP WB. b. Burke by Edoco; Resin Emulsion White.
c. ChemMasters; Safe-Cure 2000.
d. Conspec Marketing & Manufacturing Co., Inc.; W.B. Resin Cure. e. Dayton Superior Corporation; Day-Chem White Pigmented Cure (J-10-W). f. Euclid Chemical Company (The); Kurez VOX White Pigmented. g. Kaufman Products, Inc.; Thinfilm 450.
h. Lambert Corporation; Aqua Kure-White.
i. L&M Construction Chemicals, Inc.; L&M Cure R-2.
j. Meadows, W. R., Inc.; 1200-White.
k. Symons Corporation; Resi-Chem White.
l. Tamms Industries, Inc.; Horncure 200-W.
m. Unitex; Hydro White.
n. Vexcon Chemicals, Inc.; Certi-Vex Enviocure White 100.
2.7 RELATED MATERIALS
A. Expansion- and Isolation-Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber.
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B. Color Pigment: ASTM C 979, synthetic mineral-oxide pigments or colored water-reducing admixtures; color stable, free of carbon black, nonfading, and resistant to lime and other alkalis.
1. Available Manufacturers:
a. Bayer Corporation.
b. ChemMasters.
c. Conspec Marketing & Manufacturing Co., Inc.
d. Davis Colors.
e. Elementis Pigments, Inc.
f. Hoover Color Corporation.
g. Lambert Corporation.
h. Scofield, L. M.Company.
i. Solomon Colors.
2. Color: As selected by Owner’s Representative from manufacturer's full range.
C. Slip-Resistive Aggregate Finish: Factory-graded, packaged, rustproof, nonglazing, abrasive aggregate of fused aluminum-oxide granules or crushed emery with emery aggregate containing not less than 50 percent aluminum oxide and not less than 20 percent ferric oxide; unaffected by freezing, moisture, and cleaning materials.
D. Bonding Agent: ASTM C 1059, Type II, non-redispersible, acrylic emulsion or styrene butadiene.
E. Epoxy Bonding Adhesive: ASTM C 881, two-component epoxy resin, capable of humid curing and bonding to damp surfaces, of class suitable for application temperature and of grade to requirements, and as follows:
1. Types IV and V, load bearing, for bonding hardened or freshly mixed concrete to hardened concrete.
F. Chemical Surface Retarder: Water-soluble, liquid-set retarder with color dye, for horizontal concrete surface application, capable of temporarily delaying final hardening of concrete to a depth of 1/8 to 1/4 inch.
1. Available Products:
a. Burke by Edeco; True Etch Surface Retarder.
b. ChemMasters; Exposee.
c. Conspec Marketing & Manufacturing Co., Inc.; Delay S. d. Euclid Chemical Company (The); Surface Retarder S.
e. Kaufman Products, Inc.; Expose.
f. Metalcrete Industries; Surftard.
g. Nox-Crete Products Group, Kinsman Corporation; Crete-Nox TA.
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h. Scofield, L. M. Company; Lithotex.
i. Sika Corporation, Inc.; Rugasol-S.
j. Vexcon Chemicals, Inc.; Certi-Vex Envioset.
G. Pigmented Mineral Dry-Shake Hardener: Factory-packaged dry combination of portland cement, graded quartz aggregate, color pigments, and plasticizing admixture. Use color pigments that are finely ground, nonfading mineral oxides interground with cement.
1. Available Products:
a. Conspec Marketing & Manufacturing Co., Inc.;
Conshake 600 Colortone.
b. Dayton Superior Corporation; Quartz Tuff.
c. Euclid Chemical Company (The); Surflex.
d. Lambert Corporation; Colorhard.
e. L&M Construction Chemicals, Inc.; Quartz Plate FF.
f. MBT Protection and Repair, ChemRex Inc.; Mastercron. g. Metalcrete Industries; Floor Quartz.
h. Scofield, L. M. Company; Lithochrome Color Hardener. i. Symons Corporation; Hard Top.
2. Color: As selected by Owner’s Representative from manufacturer's full range.
H. Rock Salt: Sodium chloride crystals, kiln dried, coarse gradation with 100 percent passing 3/8-inch sieve and 85 percent retained on a No. 8 sieve.
2.8 CONCRETE MIXTURES
A. Prepare design mixtures, proportioned according to ACI 301, for each type and strength of normal-weight concrete determined by either laboratory trial mixes or field experience.
1. Use a qualified independent testing agency for preparing and reporting proposed concrete mixture designs for the trial batch method.
B. Proportion mixtures to provide normal-weight concrete with the following properties:
1. Compressive Strength (28 Days): 3600 psi.
2. Maximum Water-Cementitious Materials Ratio at Point of Placement: 0.50.
3. Slump Limit: 4-6 inches..
C. Add air-entraining admixture at manufacturer's prescribed rate to result in normal-weight concrete at point of placement having an air content as follows:
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1. Air Content: 6 percent plus or minus 1.5 percent for 3/4-inch nominal maximum aggregate size
D. Limit water-soluble, chloride-ion content in hardened concrete to 0.30 percent by weight of cement.
E. Chemical Admixtures: Use admixtures according to manufacturer's written instructions.
1. Use high-range, water-reducing admixture in concrete, as required, for placement and workability.
2. Use water-reducing and retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions.
F. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than portland cement according to ACI 301 requirements for concrete exposed to deicing chemicals. as follows:
1. Fly Ash or Pozzolan: 25 percent.
2. Ground Granulated Blast-Furnace Slag: 50 percent.
3. Combined Fly Ash or Pozzolan, and Ground Granulated Blast-Furnace Slag: 50 percent, with fly ash or pozzolan not exceeding 25 percent.
G. Synthetic Fiber: Uniformly disperse in concrete mix at manufacturer's recommended rate, but not less than 1.0 lb/cu. yd.
H. Color Pigment: Add color pigment to concrete mixture according to manufacturer's written instructions and to result in hardened concrete color consistent with approved mockup.
2.9 CONCRETE MIXING
A. Ready-Mixed Concrete: Measure, batch, and mix concrete materials and concrete according to ASTM C 94/C 94M and ASTM C 1116. Furnish batch certificates for each batch discharged and used in the Work.
1. When air temperature is between 85 degrees F and 90 degrees F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 degrees F, reduce mixing and delivery time to 60 minutes.
B. Project-Site Mixing: Measure, batch, and mix concrete materials and concrete according to ASTM C 94/C 94M. Mix concrete materials in appropriate drum-type batch machine mixer.
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1. For concrete mixes of 1 cu. yd. or smaller, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released.
2. For concrete mixes larger than 1 cu. yd., increase mixing time by 15 seconds for each additional 1 cu. yd...
3. Provide batch ticket for each batch discharged and used in the Work, indicating Project identification name and number, date, mixture type, mixing time, quantity, and amount of water added.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine exposed subgrades and subbase surfaces for compliance with requirements for dimensional, grading, and elevation tolerances.
B. Proof-roll prepared subbase surface below concrete pavements with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding.
1. Completely proof-roll subbase in one direction. Limit vehicle speed to 3 mph.
2. Proof-roll with a loaded 10-wheel tandem-axle dump truck weighing not less than 15 tons.
3. Subbase with soft spots and areas of pumping or rutting exceeding depth of 1/2 inch require correction according to requirements in Division 31 Section "Earth Moving".
C. Proceed with concrete pavement operations only after nonconforming conditions have been corrected and subgrade is ready to receive pavement.
3.2 PREPARATION
A. Remove loose material from compacted subbase surface immediately before placing concrete.
3.3 EDGE FORMS AND SCREED CONSTRUCTION
A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for pavement to required lines, grades, and elevations. Install forms to allow continuous progress of work and so forms can remain in place at least 24 hours after concrete placement.
B. Clean forms after each use and coat with form-release agent to ensure separation from concrete without damage.
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3.4 STEEL REINFORCEMENT
A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.
B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing materials.
C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement. Maintain minimum cover to reinforcement.
D. Install welded wire reinforcement in lengths as long as practicable. Lap adjoining pieces at least one full mesh, and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction.
E. Zinc-Coated Reinforcement: Use galvanized steel wire ties to fasten zinc-coated reinforcement. Repair cut and damaged zinc coatings with zinc repair material.
F. Epoxy-Coated Reinforcement: Use epoxy-coated steel wire ties to fasten epoxy-coated reinforcement. Repair cut and damaged epoxy coatings with epoxy repair coating according to ASTM D 3963/D 3963M.
G. Install fabricated bar mats in lengths as long as practicable. Handle units to keep them flat and free of distortions. Straighten bends, kinks, and other irregularities, or replace units as required before placement. Set mats for a minimum 2-inch overlap of adjacent mats.
3.5 JOINTS
A. General: Form construction, isolation, and contraction joints and tool edgings true to line with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerline, unless otherwise indicated.
1. When joining existing pavement, place transverse joints to align with previously placed joints, unless otherwise indicated.
B. Construction Joints: Set construction joints at side and end terminations of pavement and at locations where pavement operations are stopped for more than one-half hour unless pavement terminates at isolation joints.
1. Continue steel reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of pavement strips, unless otherwise indicated.
2. Provide tie bars at sides of pavement strips where indicated.
3. Butt Joints: Use bonding agent at joint locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.
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4. Keyed Joints: Provide preformed keyway-section forms or bulkhead forms with keys, unless otherwise indicated. Embed keys at least 1-1/2 inches into concrete.
5. Doweled Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt-coat one-half of dowel length to prevent concrete bonding to one side of joint.
C. Isolation Joints: Form isolation joints of preformed joint-filler strips abutting concrete curbs, catch basins, manholes, inlets, structures, walks, other fixed objects, and where indicated.
1. Locate expansion joints at intervals of no more than 30 feet, unless otherwise indicated.
2. Extend joint fillers full width and depth of joint.
3. Terminate joint filler not less than 1/2 inch or more than 1 inch below finished surface if joint sealant is indicated.
4. Place top of joint filler flush with finished concrete surface if joint sealant is not indicated.
5. Furnish joint fillers in one-piece lengths. Where more than one length is required, lace or clip joint-filler sections together.
6. Protect top edge of joint filler during concrete placement with metal, plastic, or other temporary preformed cap. Remove protective cap after concrete has been placed on both sides of joint.
D. Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-fourth of the concrete thickness, as follows to match jointing of existing adjacent concrete pavement:
1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint with grooving tool to a 1/4-inch radius.
Repeat grooving of contraction joints after applying surface finishes.
Eliminate groover marks on concrete surfaces.
2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch-wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before developing random contraction cracks.
3. Doweled Contraction Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one side of joint.
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E. Edging: Tool edges of pavement, gutters, curbs, and joints in concrete after initial floating with an edging tool to a 1/4-inch radius. Repeat tooling of edges after applying surface finishes. Eliminate tool marks on concrete surfaces.
3.6 CONCRETE PLACEMENT
A. Inspection: Before placing concrete, inspect and complete formwork installation, steel reinforcement, and items to be embedded or cast in. Notify other trades to permit installation of their work.
B. Remove snow, ice, or frost from subbase surface and reinforcement before placing concrete. Do not place concrete on frozen surfaces.
C. Moisten subbase to provide a uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until they are at required finish elevation and alignment.
D. Comply with ACI 301 requirements for measuring, mixing, transporting, and placing concrete.
E. Do not add water to concrete during delivery or at Project site.
F. Do not add water to fresh concrete after testing.
G. Deposit and spread concrete in a continuous operation between transverse joints. Do not push or drag concrete into place or use vibrators to move concrete into place.
H. Consolidate concrete according to ACI 301 by mechanical vibrating equipment supplemented by hand spading, rodding, or tamping.
1. Consolidate concrete along face of forms and adjacent to transverse joints with an internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square-faced shovels for hand spreading and consolidation. Consolidate with care to prevent dislocating reinforcement, dowels, and joint devices.
I. Place concrete in two operations; strike off initial pour for entire width of placement and to the required depth below finish surface. Lay welded wire fabric or fabricated bar mats immediately in final position. Place top layer of concrete, strike off, and screed.
1. Remove and replace concrete that has been placed for more than 15 minutes without being covered by top layer, or use bonding agent if approved by Architect.
J. Screed pavement surfaces with a straightedge and strike off.
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K. Commence initial floating using bull floats or darbies to impart an open textured and uniform surface plane before excess moisture or bleed water appears on the surface. Do not further disturb concrete surfaces before beginning finishing operations or spreading surface treatments.
L. Curbs: When automatic machine placement is used for curb placement, submit revised mix design and laboratory test results that meet or exceed requirements. Produce curbs to required cross section, lines, grades, finish, and jointing as specified for formed concrete. If results are not approved, remove and replace with formed concrete.
M. Slip-Form Pavers: When automatic machine placement is used for pavement, submit revised mix design and laboratory test results that meet or exceed requirements. Produce pavement to required thickness, lines, grades, finish, and jointing as required for formed pavement.
1. Compact subbase and prepare subgrade of sufficient width to prevent displacement of paver machine during operations.
N. When adjoining pavement lanes are placed in separate pours, do not operate equipment on concrete until pavement has attained 85 percent of its 28-day compressive strength.
O. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.
1. When air temperature has fallen to or is expected to fall below 40 degrees F, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 degrees F and not more than 80 degrees F at point of placement.
2. Do not use frozen materials or materials containing ice or snow.
3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in mix designs.
P. Hot-Weather Placement: Comply with ACI 301 and as follows when hot-weather conditions exist:
1. Cool ingredients before mixing to maintain concrete temperature below 90 degrees Fat time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.
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2. Cover steel reinforcement with water-soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding in concrete.
3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots, or dry areas.
3.7 FLOAT FINISHING
A. General: Do not add water to concrete surfaces during finishing operations.
B. Float Finish: Begin the second floating operation when bleed-water sheen has disappeared and concrete surface has stiffened sufficiently to permit operations.
Float surface with power-driven floats, or by hand floating if area is small or inaccessible to power units. Finish surfaces to true planes. Cut down high spots and fill low spots. Refloat surface immediately to uniform granular texture.
1. Medium-to-Fine-Textured Broom Finish: Draw a soft bristle broom across float-finished concrete surface perpendicular to line of traffic to provide a uniform, fine-line texture.
3.8 CONCRETE PROTECTION AND CURING
A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.
B. Comply with ACI 306.1 for cold-weather protection.
C. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lbs. /sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.
D. Begin curing after finishing concrete but not before free water has disappeared from concrete surface.
E. Curing Methods: Cure concrete by moisture curing, moisture-retaining-cover curing, curing compound, or a combination of these as follows:
1. Moist Curing: Keep surfaces continuously moist for not less than seven days with the following materials:
a. Water.
b. Continuous water-fog spray.
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c. Absorptive cover, water saturated and kept continuously wet. Cover concrete surfaces and edges with 12-inch lap over adjacent absorptive covers.
2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.
3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application.
Maintain continuity of coating and repair damage during curing period.
3.9 PAVEMENT TOLERANCES
A. Comply with tolerances of ACI 117 and as follows:
1. Elevation: 1/4 inch.
2. Thickness: Plus 3/8 inch, minus 1/4 inch.
3. Surface: Gap below 10-foot-long, unleveled straightedge not to exceed 1/4 inch.
4. Lateral Alignment and Spacing of Tie Bars and Dowels: 1 inch.
5. Vertical Alignment of Tie Bars and Dowels: 1/4 inch.
6. Alignment of Tie-Bar End Relative to Line Perpendicular to Pavement Edge: 1/2 inch.
7. Alignment of Dowel-Bar End Relative to Line Perpendicular to Pavement Edge: Length of dowel 1/4 inch per 12 inches.
8. Joint Spacing: 3 inches.
9. Contraction Joint Depth: Plus 1/3 depth of pavement.
10. Joint Width: Plus 1/8 inch, no minus.
3.10 PAVEMENT MARKING
A. Do not apply pavement-marking paint until layout, colors, and placement have been verified with Owner’s Representative.
B. Allow concrete pavement to cure for 28 days and be dry before starting pavement marking.
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C. Sweep and clean surface to eliminate loose material and dust.
D. Apply paint with mechanical equipment to produce pavement markings of dimensions indicated with uniform, straight edges. Apply at manufacturer's recommended rates to provide a minimum wet film thickness of 15 mils.
1. Spread glass beads uniformly into wet pavement markings at a rate of 6 lbs. /gal.
3.11 FIELD QUALITY CONTROL
A. Testing Agency: Engage a qualified independent testing and inspecting agency to perform field tests and inspections and prepare test reports.
B. Testing Services: Testing of composite samples of fresh concrete obtained according to ASTM C 172 shall be performed according to the following requirements:
1. Testing Frequency: Obtain at least 1 composite sample for each 5000 sq. ft. or fraction thereof of each concrete mix placed each day. a. When frequency of testing will provide fewer than five compressive-strength tests for each concrete mixture, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used.
2. Slump: ASTM C 143/C 143M; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mix. Perform additional tests when concrete consistency appears to change.
3. Air Content: ASTM C 231, pressure method; one test for each composite sample, but not less than one test for each day's pour of each concrete mix.
4. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 degrees F and below and when 80 degrees F and above, and one test for each composite sample.
5. Compression Test Specimens: ASTM C 31/C 31M; cast and laboratory cure one set of three standard cylinder specimens for each composite sample.
6. Compressive-Strength Tests: ASTM C 39/C 39M; test 1 specimen at 7 days and 2 specimens at 28 days.
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a. A compressive-strength test shall be the average compressive strength from 2 specimens obtained from same composite sample and tested at 28 days.
C. Strength of each concrete mix will be satisfactory if average of any 3 consecutive compressive-strength tests equals or exceeds specified compressive strength and no compressive-strength test value falls below specified compressive strength by more than 500 psi.
D. Test results shall be reported in writing to Architect, concrete manufacturer, and Contractor within 48 hours of testing. Reports of compressive-strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing and inspecting agency, location of concrete batch in Work, design compressive strength at 28 days, concrete mixture proportions and materials, compressive breaking strength, and type of break for both 7- and 28-day tests.
E. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Architect but will not be used as sole basis for approval or rejection of concrete.
F. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Architect.
G. Remove and replace concrete pavement where test results indicate that it does not comply with specified requirements.
H. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.
3.12 REPAIRS AND PROTECTION
A. Remove and replace concrete pavement that is broken, damaged, or defective or that does not comply with requirements in this Section.
B. Drill test cores, where directed by Owner’s Representative, when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas with portland cement concrete bonded to pavement with epoxy adhesive.
C. Protect concrete from damage. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials as they occur.
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D. Maintain concrete pavement free of stains, discoloration, dirt, and other foreign material. Sweep concrete pavement not more than two days before date scheduled for Substantial Completion inspections.
END OF SECTION
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SECTION 321316
DECORATIVE CONCRETE PAVING
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
a. Sandblasted pattern concrete
B. Related Requirements:
1. Section 32 13 13 "Concrete Paving" for cast-in-place concrete paving with other finishes, curbs and gutters, and stamped detectable warnings.
2. Section 32 13 73 "Concrete Paving Joint Sealants" for joint sealants in expansion and contraction joints within decorative concrete paving and in joints between decorative concrete paving and other paving or adjacent construction.
1.3 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with one or more of blended hydraulic cement, fly ash, slag cement, and other pozzolans.
B. W/C Ratio: The ratio by weight of water to cementitious materials.
1.4 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Samples for Initial Selection: For each type of product, ingredient, or admixture requiring color, pattern, or texture selection.
C. Samples for Verification: For each type of exposed color, pattern, or texture indicated.
D. Design Mixtures: For each decorative concrete paving mixture. Include alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments.
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1.5 INFORMATIONAL SUBMITTALS
A. Qualification Data: For manufacturer and testing agency.
B. Material Certificates: For the following, from manufacturer:
1. Cementitious materials.
2. Steel reinforcement and reinforcement accessories.
3. Fiber reinforcement.
4. Admixtures.
5. Curing compounds.
6. Applied finish materials.
7. Bonding agent or epoxy adhesive.
8. Joint fillers.
C. Material Test Reports: For each of the following:
1. Aggregates. Include service record data indicating absence of deleterious expansion of concrete due to alkali-aggregate reactivity.
D. Field quality-control reports.
1.6 QUALITY ASSURANCE.
A. Installer Qualifications: An employer of workers trained and approved by manufacturer of decorative concrete paving systems.
B. Ready-Mix-Concrete Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C94/C94M requirements for production facilities and equipment.
1. Manufacturer certified according to NRMCA's "Certification of Ready Mixed Concrete Production Facilities" (Quality Control Manual - Section 3, "Plant Certification Checklist").
C. Testing Agency Qualifications: Qualified according to ASTM C1077 and ASTM E329 for testing indicated.
1. Personnel conducting field tests shall be qualified as ACI Concrete Field-Testing Technician, Grade 1, according to ACI CP-1 or an equivalent certification program.
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D. Source Limitations: Obtain decorative cement concrete pavement products, and each type or class of cementitious material of the same brand from the same manufacturer's plant and each aggregate through one source.
E. Mockups: Build mockups to verify selections made under Sample submittals and to demonstrate aesthetic effects and set quality standards for materials and execution.
1. Build 4’x4’ standalone mockups of full-thickness sections of decorative concrete paving to demonstrate typical joints (including portion along typical concrete); surface color, sandblasted pattern, and texture; curing; and standard of workmanship.
2. In presence of Owner’s Representative, damage part of the exposed surface of decorative cement concrete pavement for each finish, color, and texture required, and demonstrate materials and techniques proposed for repair to match adjacent undamaged surfaces.
3. Approval of mockups does not constitute approval of deviations from the Contract Documents unless Landscape Architect specifically approves such deviations in writing.
1.7 PRECONSTRUCTION TESTING
A. Preconstruction Testing Service: Engage a qualified independent testing agency to perform preconstruction testing on decorative concrete paving mixtures.
1.8 FIELD CONDITIONS
A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities.
B. Cold-Weather Concrete Placement: Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing, or low temperatures.
Comply with ACI 306.1 and the following:
1. When air temperature has fallen to or is expected to fall below 40 deg F, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg F and not more than 80 deg F at point of placement.
2. Do not use frozen materials or materials containing ice or snow.
3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in design mixtures.
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C. Hot-Weather Concrete Placement: Comply with ACI 301 and as follows when hot-weather conditions exist:
1. Cool ingredients before mixing to maintain concrete temperature below 90 deg F at time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated in total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.
2. Cover steel reinforcement with water-soaked burlap, so steel temperature will not exceed ambient air temperature immediately before embedding in concrete.
3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots, or dry areas.
PART 2 - PRODUCTS
2.1 CONCRETE, GENERAL
A. Concrete shall comply with Caltrans Minor Concrete Standards.
B. ACI Publications: Comply with ACI 301 unless otherwise indicated.
2.2 FORMS
A. Form Materials: Plywood, metal, metal-framed plywood, or other approved panel-type materials to provide full-depth, continuous, straight, and smooth exposed surfaces.
1. Use flexible or uniformly curved forms for curves of a radius of 100 feet or less. Do not use notched and bent forms.
B. Form-Release Agent: Commercially formulated form-release agent that will not bond with, stain, or adversely affect concrete surfaces and that will not impair subsequent treatments of concrete surfaces.
2.3 CONCRETE MATERIALS
A. Concrete shall comply with Caltrans 2023 standard specifications for concrete curbs and sidewalks, and vehicular concrete.
B. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source throughout the Project:
1. Portland Cement: ASTM C 150, Type I/II, gray.
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C. Normal-Weight Aggregates: ASTM C 33, Class 4S coarse aggregate, uniformly graded. Provide aggregates from a single source.
1. Maximum Coarse-Aggregate Size: 3/4 inch nominal.
2. Fine Aggregate: Free of materials with deleterious reactivity to alkali in cement.
D. Water: ASTM C 94/C 94M.
E. Air-Entraining Admixture: ASTM C 260.
F. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and to contain not more than 0.1 percent water-soluble chloride ions by mass of cementitious material.
1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A.
2. Retarding Admixture: ASTM C 494/C 494M, Type B.
3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.
5. High-Range, Water-Reducing and Retarding Admixture:
ASTM C 494/C 494M, Type G.
6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.
2.4 FIBER REINFORCEMENT
A. Synthetic Fiber: Monofilament or fibrillated polypropylene fibers engineered and designed for use in concrete pavement, complying with ASTM C 1116, Type III, 1/2 to 1-1/2 inches long.
1. Available Products:
a. Monofilament Fibers:
1) Axim Concrete Technologies; Fibrasol IIP.
2) Euclid Chemical Company (The); Fiberstrand 100.
3) FORTA Corporation; Forta Mono.
4) Grace, W. R. & Co.--Conn.; Grace MicroFiber.
5) Metalcrete Industries; Polystrand 1000.
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6) SI Concrete Systems; Fibermix Stealth.
7) Or approved equal
b. Fibrillated Fibers:
1) Axim Concrete Technologies; Fibrasol F.
2) FORTA Corporation; Forta.
3) Euclid Chemical Company (The); Fiberstrand F.
4) Grace, W. R. & Co.--Conn.; Grace Fibers.
5) SI Concrete Systems; Fibermesh.
6) Or approved equal.
2.5 CURING AND SEALING MATERIALS
A. Curing Paper: Nonstaining, waterproof paper, consisting of two layers of kraft paper cemented together and reinforced with fiber, and complying with ASTM C171.
B. Evaporation Retarder: Waterborne, monomolecular, film forming, manufactured for application to fresh concrete.
C. Waterborne, Membrane-Forming, Curing Compound: ASTM C309, Type 1, Class B, nondissipating, non-yellowing, manufactured for use with colored concrete.
1. Curing compound shall be pigmented type matching color of integrally colored concrete and shall be approved by coloring admixture manufacturer.
2. For concrete indicated to be sealed, curing compound shall be compatible with sealer.
2.6 RELATED MATERIALS
A. Expansion- and Isolation-Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber.Bonding agent in "Bonding Agent" Paragraph below may be used directly from container or as an admixture in cement or sand-cement slurry.
B. Bonding Agent: ASTM C1059/C1059M, Type II, non-redispersible, acrylic emulsion or styrene butadiene.
C. Epoxy-Bonding Adhesive: ASTM C881/C881M, two-component epoxy resin capable of humid curing and bonding to damp surfaces; of class suitable for FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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application temperature, of grade complying with requirements, and of the following types:
1. Types I and II, nonload bearing for bonding hardened or freshly mixed concrete to hardened concrete.
D. Polyethylene Film: ASTM D4397, 1 mil thick, clear.
2.7 CONCRETE MIXTURES
A. Prepare design mixtures, proportioned according to ACI 301, for each type and strength of normal-weight concrete determined by either laboratory trial mixes or field experience.
1. Use a qualified independent testing agency for preparing and reporting proposed concrete mixture designs for the trial batch method.
B. Proportion mixtures to provide normal-weight concrete with the following properties:
1. Compressive Strength (28 Days): 3600 psi.
2. Maximum Water-Cementitious Materials Ratio at Point of Placement:
0.50. 3. Slump Limit: 4-6 inches..
C. Add air-entraining admixture at manufacturer's prescribed rate to result in normal-weight concrete at point of placement having an air content as follows:
1. Air Content: 6 percent plus or minus 1.5 percent for 3/4-inch nominal maximum aggregate size
D. Limit water-soluble, chloride-ion content in hardened concrete to 0.30 percent by weight of cement.
E. Chemical Admixtures: Use admixtures according to manufacturer's written instructions.
1. Use high-range, water-reducing admixture in concrete, as required, for placement and workability.
2. Use water-reducing and retarding admixture when required by high temperatures, low humidity, or other adverse placement conditions.
F. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than portland cement according to ACI 301 requirements for concrete exposed to deicing chemicals. as follows:
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1. Fly Ash or Pozzolan: 25 percent.
2. Ground Granulated Blast-Furnace Slag: 50 percent.
3. Combined Fly Ash or Pozzolan, and Ground Granulated Blast-Furnace Slag: 50 percent, with fly ash or pozzolan not exceeding 25 percent.
G. Synthetic Fiber: Uniformly disperse in concrete mix at manufacturer's recommended rate, but not less than 1.0 lb/cu. yd..
H. Color Pigment: Add color pigment to concrete mixture according to manufacturer's written instructions and to result in hardened concrete color consistent with approved mockup.
2.8 CONCRETE MIXING
A. Ready-Mixed Concrete: Measure, batch, and mix concrete materials and concrete according to ASTM C 94/C 94M and ASTM C 1116. Furnish batch certificates for each batch discharged and used in the Work.
1. When air temperature is between 85 degrees F and 90 degrees F, reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 degrees F, reduce mixing and delivery time to 60 minutes.
B. Project-Site Mixing: Measure, batch, and mix concrete materials and concrete according to ASTM C 94/C 94M. Mix concrete materials in appropriate drum-type batch machine mixer.
1. For concrete mixes of 1 cu. yd. or smaller, continue mixing at least 1-1/2 minutes, but not more than 5 minutes after ingredients are in mixer, before any part of batch is released.
2. For concrete mixes larger than 1 cu. yd., increase mixing time by 15 seconds for each additional 1 cu. yd...
3. Provide batch ticket for each batch discharged and used in the Work, indicating Project identification name and number, date, mixture type, mixing time, quantity, and amount of water added.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine exposed subgrades and subbase surfaces for compliance with requirements for dimensional, grading, and elevation tolerances.
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B. Proof-roll prepared subbase surface below concrete pavements with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding.
1. Completely proof-roll subbase in one direction. Limit vehicle speed to 3 mph.
2. Proof-roll with a loaded 10-wheel tandem-axle dump truck weighing not less than 15 tons.
3. Subbase with soft spots and areas of pumping or rutting exceeding depth of 1/2 inch require correction according to requirements in Division 31 Section "Earth Moving".
C. Proceed with concrete pavement operations only after nonconforming conditions have been corrected and subgrade is ready to receive pavement.
3.2 PREPARATION
A. Remove loose material from compacted subbase surface immediately before placing concrete.
3.3 EDGE FORMS AND SCREED CONSTRUCTION
A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for pavement to required lines, grades, and elevations. Install forms to allow continuous progress of work and so forms can remain in place at least 24 hours after concrete placement.
B. Clean forms after each use and coat with form-release agent to ensure separation from concrete without damage.
3.4 JOINTS
A. General: Form construction, isolation, and contraction joints and tool edgings true to line with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerline, unless otherwise indicated.
1. When joining existing pavement, place transverse joints to align with previously placed joints, unless otherwise indicated.
B. Construction Joints: Set construction joints at side and end terminations of pavement and at locations where pavement operations are stopped for more than one-half hour unless pavement terminates at isolation joints.
1. Continue steel reinforcement across construction joints, unless otherwise indicated. Do not continue reinforcement through sides of pavement strips, unless otherwise indicated.
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2. Provide tie bars at sides of pavement strips where indicated.
3. Butt Joints: Use bonding agent at joint locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.
4. Keyed Joints: Provide preformed keyway-section forms or bulkhead forms with keys, unless otherwise indicated. Embed keys at least 1-1/2 inches into concrete.
5. Doweled Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt-coat one-half of dowel length to prevent concrete bonding to one side of joint.
C. Isolation Joints: Form isolation joints of preformed joint-filler strips abutting concrete curbs, catch basins, manholes, inlets, structures, walks, other fixed objects, and where indicated.
1. Locate expansion joints at intervals of no more than 30 feet, unless otherwise indicated.
2. Extend joint fillers full width and depth of joint.
3. Terminate joint filler not less than 1/2 inch or more than 1 inch below finished surface if joint sealant is indicated.
4. Place top of joint filler flush with finished concrete surface if joint sealant is not indicated.
5. Furnish joint fillers in one-piece lengths. Where more than one length is required, lace or clip joint-filler sections together.
6. Protect top edge of joint filler during concrete placement with metal, plastic, or other temporary preformed cap. Remove protective cap after concrete has been placed on both sides of joint.
D. Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-fourth of the concrete thickness, as follows to match jointing of existing adjacent concrete pavement:
1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each edge of joint with grooving tool to a 1/4-inch radius.
Repeat grooving of contraction joints after applying surface finishes.
Eliminate groover marks on concrete surfaces.
2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch-wide joints FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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into concrete when cutting action will not tear, abrade, or otherwise damage surface and before developing random contraction cracks.
3. Doweled Contraction Joints: Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one side of joint.
E. Edging: Tool edges of pavement, gutters, curbs, and joints in concrete after initial floating with an edging tool to a 1/4-inch radius. Repeat tooling of edges after applying surface finishes. Eliminate tool marks on concrete surfaces.
3.5 CONCRETE PLACEMENT
A. Inspection: Before placing concrete, inspect and complete formwork installation, steel reinforcement, and items to be embedded or cast in. Notify other trades to permit installation of their work.
B. Remove snow, ice, or frost from subbase surface and reinforcement before placing concrete. Do not place concrete on frozen surfaces.
C. Moisten subbase to provide a uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until they are at required finish elevation and alignment.
D. Comply with ACI 301 requirements for measuring, mixing, transporting, and placing concrete.
E. Do not add water to concrete during delivery or at Project site.
F. Do not add water to fresh concrete after testing.
G. Deposit and spread concrete in a continuous operation between transverse joints. Do not push or drag concrete into place or use vibrators to move concrete into place.
H. Consolidate concrete according to ACI 301 by mechanical vibrating equipment supplemented by hand spading, rodding, or tamping.
1. Consolidate concrete along face of forms and adjacent to transverse joints with an internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square-faced shovels for hand spreading and consolidation. Consolidate with care to prevent dislocating reinforcement, dowels, and joint devices.
I. Place concrete in two operations; strike off initial pour for entire width of placement and to the required depth below finish surface. Lay welded wire fabric or fabricated bar mats immediately in final position. Place top layer of concrete, strike off, and screed.
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1. Remove and replace concrete that has been placed for more than 15 minutes without being covered by top layer, or use bonding agent if approved by Architect.
J. Screed pavement surfaces with a straightedge and strike off.
K. Commence initial floating using bull floats or darbies to impart an open textured and uniform surface plane before excess moisture or bleed water appears on the surface. Do not further disturb concrete surfaces before beginning finishing operations or spreading surface treatments.
L. Curbs: When automatic machine placement is used for curb placement, submit revised mix design and laboratory test results that meet or exceed requirements.
Produce curbs to required cross section, lines, grades, finish, and jointing as specified for formed concrete. If results are not approved, remove and replace with formed concrete.
M. Slip-Form Pavers: When automatic machine placement is used for pavement, submit revised mix design and laboratory test results that meet or exceed requirements. Produce pavement to required thickness, lines, grades, finish, and jointing as required for formed pavement.
1. Compact subbase and prepare subgrade of sufficient width to prevent displacement of paver machine during operations.
N. When adjoining pavement lanes are placed in separate pours, do not operate equipment on concrete until pavement has attained 85 percent of its 28-day compressive strength.
O. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.
1. When air temperature has fallen to or is expected to fall below 40 degrees F, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 degrees F and not more than 80 degrees F at point of placement.
2. Do not use frozen materials or materials containing ice or snow.
3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise specified and approved in mix designs.
P. Hot-Weather Placement: Comply with ACI 301 and as follows when hot-weather conditions exist:
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1. Cool ingredients before mixing to maintain concrete temperature below 90 degrees Fat time of placement. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option.
2. Cover steel reinforcement with water-soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding in concrete.
3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots, or dry areas.
3.6 FLOAT FINISHING
A. General: Do not add water to concrete surfaces during finishing operations.
B. Float Finish: Begin the second floating operation when bleed-water sheen has disappeared and concrete surface has stiffened sufficiently to permit operations.
Finish surfaces to true planes. Refloat surface immediately to uniform granular texture.
1. Medium-to-Fine-Textured Broom Finish: Draw a soft bristle broom across float-finished concrete surface perpendicular to line of traffic to provide a uniform, fine-line texture.
3.7 SANDBLASTED CONCRETE FINISH
A. Sandblasted Concrete Finish: After final floating, apply the following finish:
1. Sand blast: Apply a medium sandblast finish Landscape architect to review mockup before proceeding.
3.8 CONCRETE PROTECTION AND CURING
A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.
B. Comply with ACI 306.1 for cold-weather protection.
C. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lbs. /sq. ft. x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.
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D. Begin curing after finishing concrete but not before free water has disappeared from concrete surface.
E. Curing Methods: Cure concrete by moisture curing, moisture-retaining-cover curing, curing compound, or a combination of these as follows:
1. Moist Curing: Keep surfaces continuously moist for not less than seven days with the following materials:
a. Water.
b. Continuous water-fog spray.
c. Absorptive cover, water saturated and kept continuously wet. Cover concrete surfaces and edges with 12-inch lap over adjacent absorptive covers.
2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.
3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application.
Maintain continuity of coating and repair damage during curing period.
3.9 PAVEMENT TOLERANCES
A. Comply with tolerances of ACI 117 and as follows:
ACI 117 establishes few pavement tolerances; those in subparagraphs below are based on ACI 330.1.
1. Elevation: 1/4 inch.
2. Thickness: Plus 3/8 inch, minus 1/4 inch.
3. Surface: Gap below 10-foot-long, unleveled straightedge not to exceed 1/4 inch.
4. Lateral Alignment and Spacing of Tie Bars and Dowels: 1 inch.
5. Vertical Alignment of Tie Bars and Dowels: 1/4 inch.
6. Alignment of Tie-Bar End Relative to Line Perpendicular to Pavement Edge: 1/2 inch.
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7. Alignment of Dowel-Bar End Relative to Line Perpendicular to Pavement Edge: Length of dowel 1/4 inch per 12 inches.
8. Joint Spacing: 3 inches.
9. Contraction Joint Depth: Plus 1/3 depth of pavement.
10. Joint Width: Plus 1/8 inch, no minus.
3.10 PAVEMENT TOLERANCES
A. Comply with tolerances of ACI 117 and as follows:
ACI 117 establishes few pavement tolerances; those in subparagraphs below are based on ACI 330.1.
1. Elevation: 1/4 inch.
2. Thickness: Plus 3/8 inch, minus 1/4 inch.
3. Surface: Gap below 10-foot-long, unleveled straightedge not to exceed 1/4 inch.
4. Lateral Alignment and Spacing of Tie Bars and Dowels: 1 inch.
5. Vertical Alignment of Tie Bars and Dowels: 1/4 inch.
6. Alignment of Tie-Bar End Relative to Line Perpendicular to Pavement Edge: 1/2 inch.
7. Alignment of Dowel-Bar End Relative to Line Perpendicular to Pavement Edge: Length of dowel 1/4 inch per 12 inches.
8. Joint Spacing: 3 inches.
9. Contraction Joint Depth: Plus 1/3 depth of pavement.
10. Joint Width: Plus 1/8 inch, no minus.
END OF SECTION
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SECTION 32 13 16.15-7
LITHO MOSAIC® (LITHOMOSAIC®) SPECIFICATION SYSTEM 7
PART 1 - GENERAL
1.1 GENERAL CONDITIONS
A. Requirements of "General Conditions of the Contract" and of Division 1, "General Requirements," apply to work in this Section with same force and effect as though repeated in full herein.
1.2 SCOPE OF WORK
A. Furnish materials, labor, transportation, services, and equipment necessary to furnish and install Lithomosaic architectural concrete paving incorporating the patented Lithocrete process as indicated on Drawings and as specified herein.
B. Work included in this Section:
Lithocrete® architectural concrete products and concrete installations are covered by one or more of the following United States Letters Patents:
5,794,401; 5,887,339; 5,950,394; 6,016,635; 6,033,146; 6,082,074; 6,112,487; 7,322,772; 7,493,732; 7,607,859; 7,614,820; 7,670,081; 7,781,019. Other patents pending. Lithocrete, Lithocrete Thin Tech, Lithocrete Presto, Presto Pneumatic Spray, and LQS are registered trademarks of Lithocrete Inc.
Only experienced Architectural Cast-in-place Concrete installers, certified to install Lithomosaic are acceptable for this project. Acceptance of certification will be based on proof of certification & experience to be provided within 30 days after Notice to proceed. If timeframe is exceeded, or suitable certification/experience is not provided – installer will not be eligible to install project. For certified Lithomosaic installers contact Lithocrete at 800-899-9921.
Approved sample #25-013a-sd for this project are available at (location), as prepared by T.B. Penick & Sons, Inc. Contact T.B. Penick & Sons, Inc., Frank Klemaske, 858.558.1800.
C. Work related in other Sections:
Section 02750 - Portland Cement Concrete Paving: Adjacent concrete paving.
Section 02810 - Irrigation System: Coordination of irrigation sleeve installation.
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Section 02900 - Landscape Planting: Coordination of plant material placement.
Section 07900 – Joint Sealers: Installation of caulking.
1.3 REQUIREMENTS OF REGULATORY AGENCIES
A. Federal, State and local laws and regulations governing this Work are hereby incorporated into and made part of this Section. When this Section calls for certain materials, workmanship, or a level of construction that exceeds the level of Federal, State, or local requirements, provisions of this Section take precedence.
1.4 APPLICABLE STANDARDS
A. Specifications and recommended practices of American Concrete Institute (ACI), American Society for Testing and Materials (ASTM), The Uniform Building Code, and under one or more U.S. Patents 5,794,401; 5,887,339; 5,950,394; 6,016,635; 6,033,146; 6,082,074; 6,112,487; 7,322,772; 7,493,732; 7,607,859; 7,614,820; 7,670,081; 7,781,019 and U.S. Trademarks #1,879,329, # 2,358,183 # 2,358,054 referred to in this Specification with their individual designations are to be considered part of this Specification.
B. Design and Control of Concrete Mixtures – Thirteenth Edition; Portland cement Association.
1.5 QUALITY CONTROL
A. Quality control to be maintained by licensed installers of LithoMosaic throughout duration of project.
B. Paving Subcontractor Qualifications: provide evidence to indicate successful experience in providing Lithocrete similar to that specified herein and demonstrate successful experience.
C. As part of the bid submittal the General Contractor shall submit background information/qualifications on his Architectural Cast-in-place Contractor certified for Lithomosaic installation. This information shall provide evidence to indicate successful experience in providing concrete work identical to that specified herein. A listing of projects shall be provided and shall be reviewed and approved as comparable projects to the specified work by the Owner or Architect prior to award of bid. Failure to provide this information or the submittal of incomplete or inaccurate information shall give cause to reject the entire bid as non responsive and incomplete. The submittal shall provide the Owner and Architect with evidence of successful experience in Lithocrete similar to that FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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specified herein and can demonstrate successful experience through past project documentation and references.
D. Demonstration of experience: provide a minimum of three (3) projects of installed Lithomosaic® totaling at least 5,000 square feet with a reference list of each containing address of installation, contact person and phone number of project’s architect or owner’s representation. Minimum size of each individual installation shall be 200 square feet. Provide two (2) color photos, 8” x 10” size, of each installation listed above representing the installation. Photo #1 shall show the approximate size of the installation. Photo #2 shall be taken approximately 2 to 3 feet from the paving surface. See submittals portion of this section for additional information.
E. Supervision: On site superintendent must have a minimum of 10 years experience installing Architectural Cast-in-place concrete. See submittals portion of this section for additional information.
F. Slip Resistance: provide a finish with a slip resistance of equal or greater than
0.65 when tested by the owner in accordance with ASTM F 489
1.6 SITE INSPECTION
A. Verify conditions at site that affect work of this Section.
B. Take field measurements as required.
C. Report major discrepancies between Drawings and field dimensions to Owner's Authorized Representative prior to commencing work.
1.7 SUBMITTALS
A. Product Data: Submit no later than 10 days after contract award a typed list of products specified in this Section.
B. Submit evidence of installer qualifications, demonstration of square footage installed, number of projects, and contact information to verify experience; evidence of supervisor experience as indicated in Quality Control Section of this specification.
C. Shop Drawings:
1. Paving Jointing and Pour Sequence Plan - submit six blueprints indicating the following:
a) Proposed layout of contraction, construction and isolation joints.
Clearly delineate the three different joint types.
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b) Layout of paving types as indicated on Drawing Paving Schedule.
Give overall dimensions of each paving type.
D. Statement of Mix Design: Submit (1) copy of Statement of Mix Design prepared by batch plant servicing Project for each load delivered to Project. Statement of Mix Design to contain following information:
1. Name, address, and telephone number of batch plant preparing statement of mix design.
2. Date of mix design.
3. Project location.
4. Contractor requesting load delivery.
5. Mix design number.
6. Integral color used.
7. Gradation for sand and aggregate.
8. Material weights, specific gravity, and absolute volumes.
9. Basis of testing, i.e. UBC 2605 D4 and Title 24 2604 D4.
10. Water/cement ratio.
11. PSI rating.
1.8 SUBSTITUTIONS
A. None allowed unless approved in writing by Owner’s Authorized Representative.
1.9 TESTING
A. A testing agency may be designated by Owner or Owner's Authorized Representative. Testing personnel to meet ASTM E329 requirements.
1.10 PROJECT CONDITIONS
A. Keep Work area clean, and in a safe and workmanlike condition so that rubbish, waste and debris do not interfere with work of other trades.
1.11 PRODUCT HANDLING
A. Store materials in a dry and protected location. Protect reinforcing steel and dowels from rusting, deformation, staining, and moisture damage.
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B. Keep Lithocrete aggregate dry at all times prior to installation.
1.12 COORDINATION
A. Notify Owner’s Authorized Representative and contractors performing work related to installation of Contractor’s Work in ample time, so as to allow sufficient time for them to perform their portion of work.
B. Concrete pour sequence plan to be generated during preconstruction phase.
PART 2 - PRODUCTS
2.1 PORTLAND CEMENT
A. Type I, IA, IL, II, IIA, III, IIIA, IV, and V cements, to conform to ASTM C150.
B. Use same brand of cement from single source throughout entire project.
2.2 WASHED CONCRETE SAND
A. Clean, hard, and durable washed concrete sand, conforming to ASTM C33.
B. Use same sand from single source throughout entire project.
2.3 COARSE AGGREGATE
A. Clean, hard, and durable coarse aggregate, conforming to ASTM C33.
B. Use same aggregate from single source throughout entire project.
2.4 WATER
A. Free from deleterious materials such as oils, acids, and organic matter.
2.6 ADMIXTURES
A. Integral Concrete Coloring Admixture: Refer to Drawings for color type and manufacturer.
1. Acceptable Manufacturers:
a. L.M. Scofield; (800) 800-9900.
b. Colorfull by Admixtures, Inc.; (626) 357-3263.
c. Davis Color (323) 269-7311
d. Solomon Colors (800) 624-0261
e. Increte/The Euclid Chemical Company (800)752-4626
B. Air Entrainment Admixtures: Conforming to ASTM C260.
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1. Acceptable Manufacturers:
a. Grace Construction Products; Daravair, (800) 433-0020 or www.graceconstruction.com/concrete/air_entraining.html#daravair. b. Master Builders, Inc.; Micro-Air, (800) 628-9990 or www.masterbuilders.com/MB/pub/Product.asp?TypeCat=2&ParentI D=78&ProductID=22.
c. The Euclid Chemical Company; AEA or Airmix Series (800) 752- 4626 www.euclidchemical.com
d. or approved equal
C. Water Reducing Admixtures: Conforming to ASTM C494, Type A.
1. Acceptable Manufacturers:
a. Grace Construction Products; WRDA® (800) 433-0020
www.graceconstruction.com/concrete/water_reducers.html#wrda. b. The Euclid Chemical Company; Eucon Series (800) 752-4626 www.euclidchemical.com
c. or approved equal
D. Shrinkage Reducing Admixtures: Conforming to ASTM C157.
1. Acceptable Manufacturers:
a. Grace Construction Products; Eclipse® (800) 433-0020 or www.graceconstruction.com/concrete/shrinkage_reducers.html#ecli pse.
b. BASF; Tetraguard (800) 228-3318 or http://www.basf-admixtures.com/en/products/shrinkage_reducing/tetraguard_as20/ Pages/default.aspx
c. The Euclid Chemical Company; Eucon SRA (800) 321-7628 www.euclidchemical.com
d. or approved equal
2.7 READY MIXED CONCRETE
A. Batched, mixed and transported in accordance with ASTM C94 - "Specifications for Ready Mixed Concrete."
2.8 REINFORCING
A. Reinforcing Steel: Conforming to ASTM A615, clean and free of rust, dirt, grease or oils.
B. Tie Wire: 16-gauge plain cold-drawn steel conforming to ASTM A82, clean and free of rust, dirt, grease or oils.
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C. Supports for Reinforcement:
1. Provide supports for reinforcement including bolsters, chairs, spacers and other devices for spacing, supporting and fastening reinforcing bars in place.
D. Polypropylene Fiber Reinforcement: 100% virgin multifilament polypropylene fibers, complying with ASTM C 1116 - Type III.
1. Acceptable Manufacturers:
a. Fibermesh; Fibermix Stealth – 1/4” long (423)892-8080 or www.fibermesh.com/family/stealth.htm.
b. Grace Construction Products; MicroFiberTM (800)433-0020 or www.graceconstruction.com/concrete/fibers.html
2. Application Rate: 1/2 lb. /cy of mix.
2.9 ISOLATION JOINT MATERIALS
A. Refer to Section 07900 – Joint Sealers for isolation joint construction.
2.10 CONSTRUCTION JOINT DOWELS
A. Construct Diamond Dowel Construction joints at modules no larger than 20’-0” x 20’-0”.
B. Dowel schedule to match rebar schedule at a minimum spacing of 24-30”o.c.
C. 1/4-inch-thick diamond shaped load plate, free of dirt, grease, and oils. Contact PNA Construction Technologies at (800) 542-0214 or http://www.pna-inc.com/products/square_dowel_basket/ or contact local suppliers such as White Cap.
2.11 FLY ASH
A. ASTM C618 - Type F.
2.12 CURING COMPOUND
A. Concrete Curing Compound
1. Acceptable Manufacturers
a. Admixtures Inc.; Colorful Clear Curing Compound – (626) 357-3263 or http://admixtures.home.att.net/
b. Cure & Sealer Lithocrete® Sealer or HLQ 125.
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PART 3 - EXECUTIONS
3.1 SUBGRADE
A. Subgrade to meet requirements of project’s soil report.
B. Ensure that a minimum 4-inch layer of FREE DRAINING graded washed aggregate or clean washed and graded concrete sand compacted to 95 percent relative compaction is placed over subgrade prior to placing concrete.
C. Place all aggregate base material to a smooth plane ensuring proper slab design thickness to a tolerance plus or minus ½”.
D. Ensure that utilities, including irrigation lines are buried and compacted below bottom of sand layer.
E. Keep sand damp prior to placing concrete.
3.2 FORMING
A. Be responsible for design and engineering of formwork as well as its construction.
B. Ensure that Work conforms to recommended practice for concrete formwork (ACI 347), latest edition.
C. Do not exceed 20-feet by 20-feet in a formed construction area.
D. Ensure that form lumber is new #2 or better grade wood. Do not use used form lumber.
E. Perform form layout with a digital electronic transit for line layout accuracy.
F. Allow forms to remain in place long enough to allow concrete to set properly.
Remove forms when appropriate.
3.3 DESIGN OF MIXES AND PROPORTIONING
A. Proportion and mix of cement, aggregate, admixture and water to attain required plasticity and strength in accordance with current edition of ACI Manual of Concrete Practice and PCA "Design and Control of Concrete Mixtures." B. Concrete mixtures to be designed by an approved commercial testing laboratory, using approved materials to obtain specified minimum compressive strength.
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C. Concrete Mix Criteria:
1. Slump: 5-inch, with a 1/2-inch slump differential between successive batches.
Obtain approval from Owner’s Authorized Representative if slump is outside these parameters.
2. Minimum PSI Rating at 28 days: 4,000 or per soils report.
3. Sand: 50-55% of total mix.
4. Blended Gravel: 45-50% of total mix
5. Admixtures:
6. Air entrainment: Per local standards
7. Shrinkage Reducing: Do not exceed 2% by weight of cement.
8. Fly ash: Use only when seeding reactive Lithocrete™ aggregates such as glass and seashells or per item 2.11 above. If fly ash is not available, utilize approved equal to mitigate alkali silica reaction.
9. Non-Chloride Accelerators: Do not use corrosive accelerators such as calcium chloride.
10.Concrete Delivery: Use of concrete loads exceeding 90 minutes from time of batch plant must be approved by Owner’s Authorized Representative.
11.Ensure that batch plant guarantees single source supply for cement, sand, and aggregate for the entire project.
12.Final mix designs shall be based on criteria above and meet critical minimum points stipulated in items 2,4, and 7 above. Other items may vary by geographical region and required certain modifications shall in no way compromise the strength and integrity of the mix design stipulated.
D. Architectural Cast-in-Place Concrete mixes are based on Architect’s design intent. The mix designs involve different Architectural Cast-in-place Lithocrete finishes as indicated in Drawings.
3.4 LITHOMOSAIC INSTALLATION
A. LithoMosaic® is a patented paving process. Installation of LithoMosaic must be performed by a licensed LithoMosaic installer only.
B. Contact Lithocrete at 800-899-9921 for a licensed LithoMosaic installer in project area.
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C. Lithocrete is to be installed in accordance under one or more U.S. Patents 5,794,401; 5,887,339; 5,950,394; 6,016,635; 6,033,146; 6,082,074; 6,112,487; 7,322,772; 7,493,732; 7,607,859; 7,614,820; 7,670,081; 7,781,019 and U.S.
Trademarks #1,879,329, # 2,358,183 # 2,358,054.
LithoMosaic finish as provided by T.B. Penick & Sons, Inc. Contact T.B.
Penick & Sons, Inc., Frank Klemaske, 858.558.1800.
D. LithoMosaic process incorporates use of following patented products:
1. Lithocrete ConditionerTM.
2. Lithocrete Etch Retarder.
3. LithosealTM paving sealer.
4. Lithocrete vibrating float process – use patent # 6,016,635
5. Lithocrete power trowel process – use patent # 6,016,635
3.5 JOINTING
A. Refer to ACI 302 “Guide for Concrete Floor and Slab Construction” for work under this section.
B. Construction and Contraction Joints:
1. Saw-cut construction and contraction joints in locations indicated on Drawings.
2. Perform jointing with a new diamond tip circular saw.
3. Joint Width: Per Drawings. Do not exceed 3/16-inch in width.
4. Depth of sawcuts: 1/4th depth of slab.
5. Decorative Saw-cut Joints: Per Drawing.
6. Saw-cut joints in a straight line with no over-cutting.
7. Use a hand tool to saw-cut up to vertical edges such as walls, steps, curbs and columns. No cutting into vertical surfaces will be allowed nor shall saw-cuts be allowed to stop short of vertical surfaces and allowed to crack at the end.
8. All saw-cuts shall be further treated with a Soft-Cut beveled blade or sealed with structural silicone joint sealant to be determined by Architect.
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9. CONSTRUCTION JOINT DOWELS
10. Construct Diamond Dowel Construction Joints and Dowel Basket Joints at modules no larger than 20’-0” x 20’-0”.
11. Dowel schedule to match rebar schedule at a minimum spacing of 24- 30”o.c.
12. ¼-inch-thick diamond shaped load plate, free of dirt, grease, and oils.
Contact PNA Construction Technologies at (800)542-0214 or http://www.pna-inc.com/products/square_dowel_basket/ or contact local suppliers such as White Cap.
C. Isolation Joint Caulking:
1. Install isolation joint caulking to be installed under Section 07900 – Joint Sealers.
3.6 CURING
A. After LithoMosaic exposure, cure concrete for a minimum of seven (7) days without foot traffic and a minimum thirty (30) days without vehicular traffic. If a curing compound is required, refer to Section 2.12 of this specification for acceptable curing compounds for use with Lithocrete or install a moisture retaining, non-staining, non-woven, curing cover and maintain sufficient moisture under cover to provide for 100% humidity conditions at Lithocrete® surface for a minimum of 7 days. Cover shall be reflective in nature to prevent excessive heat build up under cover and allow for optimal curing conditions.
3.7SEALING
A. Seal surface of paving using Lithocrete Sealer also apply Semco X-Crete 500, Semco Satin Stone, or Spec Chem sealers.
B. Final cleaning, staining, caulking, and sealing operations shall not commence until Lithocrete® surfaces have been completely and properly cured or 28 days whichever is later.
C. Follow Lithocrete Sealer directions when applying.
END OF SECTION
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(Name of Project)
REQUIRED ARCHITECTECTURAL CAST-IN-PLACE CONCRETE SUB-CONSULTANT
INFORMATION
The proper installation of specialty concrete finishes such as LithoMosaic is critical to the success of the project. The bidder, or the bidder’s subcontractor, shall have at least three (3) or more LithoMosaic® projects installed.
I. LITHOMOSAIC INSTALLER
Contractor:____________________________________________ Project Manager/Foreman:________________________________ Phone Number:_________________________________________ II. COMPARABLE PROJECT LIST (PROVIDE MINIMUM OF 3)
1. Project Name: ____________________________________________ Address:_________________________________________________ Name of Contact:__________________________________________ Phone Number: ___________________________________________
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3. Project Name: ____________________________________________ Address:_________________________________________________ Name of Contact:__________________________________________ Phone Number: ___________________________________________ Provide two (2) color photos, 8”x10” in size, of each installation listed above. Photo #1 shall show the approximate size of the installation. Photo #2 shall be taken approximately 2 to 3 feet from the respective paving surface. Photos shall clearly show the detail associated with the Lithocrete® finish or the photo(s) will be rejected. The bidder must submit the above information along with the color photos with the bid. Failure to submit the information and photos shall be considered a non-responsive bid and therefore the bidder shall be considered non-responsive. _________________________________________________________ _______________ Signature of Bidder Date
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SECTION 32 13 73
CONCRETE PAVING JOINT SEALANTS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Expansion and contraction joints within cement concrete pavement and adjacent vertical features.
2. Joints between cement concrete and asphalt pavement.
1.3 RELATED REQUIREMENTS
A. Section 03 30 00 Cast-in-Place Concrete
B. Section 32 13 13 Concrete Paving
1.4 SUBMITTALS
A. Product Data:
1. For each joint-sealant product indicated.
B. Samples for Verification:
1. For each type and color of joint sealant required. Install joint-sealant samples in 1/2-inch wide joints formed between two 6-inch long strips of material matching the appearance of exposed surfaces adjacent to joint sealants.
C. Product Certificates:
1. For each type of joint sealant and accessory, signed by product manufacturer.
D. Qualification Data:
1. For Installer.
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E. Compatibility and Adhesion Test Reports:
1. From sealant manufacturer, indicating the following:
a. Materials forming joint substrates and joint-sealant backings have been tested for compatibility and adhesion with joint sealants. b. Interpretation of test results and written recommendations for primers and substrate preparation needed for adhesion.
c. Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified testing agency, for sealants.
1.5 QUALITY ASSURANCE
A. Installer Qualifications:
1. An employer of workers trained and approved by manufacturer.
B. Source Limitations:
1. Obtain each type of joint sealant through one source from a single manufacturer.
C. Preconstruction Compatibility and Adhesion Testing:
1. Submit to joint-sealant manufacturers, for testing indicated below, samples of materials that will contact or affect joint sealants. a. Use ASTM C 1087 to determine whether priming and other specific joint preparation techniques are required to obtain rapid, optimum adhesion of joint sealants to joint substrates.
b. Submit not fewer than four pieces of each type of material, including joint substrates, shims, joint-sealant backings, secondary seals, and miscellaneous materials.
c. Schedule sufficient time for testing and analyzing results to prevent delaying the Work.
d. For materials failing tests, obtain joint-sealant manufacturer's written instructions for corrective measures including use of specially formulated primers.
e. Testing will not be required if joint-sealant manufacturers submit joint preparation data that are based on previous testing of current sealant products for adhesion to, and compatibility with, joint substrates and other materials matching those submitted.
D. Product Testing:
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products within a 36-month period preceding the Notice to Proceed with the Work.
a. Testing Agency Qualifications:
1) An independent testing agency qualified according to ASTM C 1021 for testing indicated, as documented according to ASTM E 548.
1.6 DELIVERY STORAGE AND HANDLING
A. Deliver materials to Project site in original unopened containers or bundles with labels indicating manufacturer, product name and designation, color, expiration date, pot life, curing time, and mixing instructions for multicomponent materials.
B. Store and handle materials to comply with manufacturer's written instructions to prevent their deterioration or damage due to moisture, high or low temperatures, contaminants, or other causes.
1.7 FIELD CONDITIONS
A. Do not proceed with installation of joint sealants under the following conditions:
1. When ambient and substrate temperature conditions are outside limits permitted by joint-sealant manufacturer.
2. When ambient and substrate temperature conditions are outside limits permitted by joint-sealant manufacturer or are below 40 degrees F.
3. When joint substrates are wet or covered with frost.
4. Where joint widths are less than those allowed by joint-sealant manufacturer for applications indicated.
5. Where contaminants capable of interfering with adhesion have not yet been removed from joint substrates.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Available Products:
1. Subject to compliance with requirements, products that may be incorporated into the Work include, but are not limited to, products listed in other Part 2 articles.
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B. Products:
1. Subject to compliance with requirements, provide one of the products listed in other Part 2 articles.
2.2 MATERIALS
A. Compatibility:
1. Provide joint sealants, backing materials, and other related materials that are compatible with one another and with joint substrates under conditions of service and application, as demonstrated by joint-sealant manufacturer based on testing and field experience.
B. Colors of Exposed Joint Sealants:
1. As selected by Owner's Representative from manufacturer's full range.
2.3 COLD-APPLIED JOINT SEALANTS
A. Type SL Silicone Sealant for Concrete and Asphalt: Single-component, low-modulus, neutral-curing, self-leveling silicone sealant complying with ASTM D 5893 for Type SL.
1. Products:
a. Crafco Inc.; RoadSaver Silicone SL.
b. Dow Corning Corporation; 890-SL.
c. Or approved equal
2.4 JOINT-SEALANT BACKER MATERIALS
A. General:
1. Provide joint-sealant backer materials that are nonstaining; are compatible with joint substrates, sealants, primers, and other joint fillers; and are approved for applications indicated by joint-sealant manufacturer based on field experience and laboratory testing.
B. Round Backer Rods for Cold- and Hot-Applied Sealants:
1. ASTM D 5249, Type 1, of diameter and density required to control sealant depth and prevent bottom-side adhesion of sealant.
C. Backer Strips for Cold- and Hot-Applied Sealants:
1. ASTM D 5249; Type 2; of thickness and width required to control sealant depth, prevent bottom-side adhesion of sealant, and fill remainder of joint opening under sealant.
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D. Round Backer Rods for Cold-Applied Sealants:
1. ASTM D 5249, Type 3, of diameter and density required to control sealant depth and prevent bottom-side adhesion of sealant.
2.5 PRIMERS
A. Primers:
1. Product recommended by joint-sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint-sealant-substrate tests and field tests.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine joints indicated to receive joint sealants, with Installer present, for compliance with requirements for joint configuration, installation tolerances, and other conditions affecting joint-sealant performance.
1. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Surface Cleaning of Joints:
1. Clean out joints immediately before installing joint sealants to comply with joint-sealant manufacturer's written instructions.
B. Joint Priming:
1. Prime joint substrates where indicated or where recommended in writing by joint-sealant manufacturer, based on preconstruction joint-sealant-substrate tests or prior experience. Apply primer to comply with joint-sealant manufacturer's written instructions. Confine primers to areas of joint-sealant bond; do not allow spillage or migration onto adjoining surfaces.
3.3 INSTALLATION OF JOINT SEALANTS
A. General:
1. Comply with joint-sealant manufacturer's written installation instructions for products and applications indicated, unless more stringent requirements apply.
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B. Sealant Installation Standard:
1. Comply with recommendations in ASTM C 1193 for use of joint sealants as applicable to materials, applications, and conditions indicated.
C. Install backer materials of type indicated to support sealants during application and at position required to produce cross-sectional shapes and depths of installed sealants relative to joint widths that allow optimum sealant movement capability.
1. Do not leave gaps between ends of backer materials.
2. Do not stretch, twist, puncture, or tear backer materials.
3. Remove absorbent backer materials that have become wet before sealant application and replace them with dry materials.
D. Install sealants using proven techniques that comply with the following and at the same time backings are installed:
1. Place sealants so they directly contact and fully wet joint substrates.
2. Completely fill recesses provided for each joint configuration.
3. Produce uniform, cross-sectional shapes and depths relative to joint widths that allow optimum sealant movement capability.
E. Tooling of Nonsag Sealants:
1. Immediately after sealant application and before skinning or curing begins, tool sealants according to requirements specified below to form smooth, uniform beads of configuration indicated; to eliminate air pockets; and to ensure contact and adhesion of sealant with sides of joint. a. Remove excess sealants from surfaces adjacent to joint. b. Use tooling agents that are approved in writing by joint-sealant manufacturer and that do not discolor sealants or adjacent surfaces.
F. Provide joint configuration to comply with joint-sealant manufacturer's written instructions, unless otherwise indicated.
G. Provide recessed joint configuration for silicone sealants of recess depth and at locations indicated.
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3.4 CLEANING
A. Clean off excess sealants or sealant smears adjacent to joints as the Work progresses by methods and with cleaning materials approved by manufacturers of joint sealants and of products in which joints occur.
3.5 PROTECTION
A. Protect joint sealants during and after curing period from contact with contaminating substances and from damage resulting from construction operations or other causes so sealants are without deterioration or damage at time of Substantial Completion. If, despite such protection, damage or deterioration occurs, cut out and remove damaged or deteriorated joint sealants immediately and replace with joint sealant so installations with repaired areas are indistinguishable from the original work.
END OF SECTION
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SECTION 32 17 00
PAVING SPECIALTIES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Traffic Stripes and Pavement markings.
2. Detectable warning surface.
1.2 SUBMITTALS
A. Product Data: Manufacturer's printed product data for each product specified.
B. Detectible Warning Surface Warranty per Caltrans 2018 Standard Specifications Section 73-3.01C.
1.3 QUALITY ASSURANCE
A. Americans with Disabilities Act (ADA): Title III Regulations, 28 CFR Part 36 ADA Standards For Accessible Design, Appendix A, Section 4.29.2 Detectable Warnings On Walking Surfaces, supplemented by Caltrans Standard Plans and Specifications.
1.4 CALTRANS REFERENCE SPECIFICATIONS
A. Section 84 Markings.
B. Section 73 Concrete Curbs and Sidewalks.
PART 2 - PRODUCTS
2.1 PAVEMENT MARKING
A. Products for Traffic Stripes and Pavement Markings to comply with Caltrans 2018 Standard Specifications Section 84-2.02 Materials.
1. Thermoplastic Traffic Stripes and Pavement Markings: Thermoplastic traffic stripes and pavement markings shall conform to the provisions of Section 84-2, “Thermoplastic Traffic Stripes and Pavement Markings,” of the Caltrans Standard Specifications.
2. Thermoplastic Material: Thermoplastic material shall conform to either Caltrans Standard Specification PTH-02ALKYD, PTH-02SPRAY or PTH-02HYDRO. Glass beads to be applied to the surface of molten thermoplastic material shall conform to the requirements of State Specification 8010-004.
2.2 DETECTABLE WARNING SURFACE
A. Refer to Caltrans 2018 Standard Specifications Section 73-1.02B.
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PART 3 - PART 3 – EXECUTION
3.1 PAVEMENT MARKING
A. Conform to Construction Requirements in Caltrans 2018 Standard Specifications Sections 84 and 73.
END OF SECTION
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SECTION 32 17 23
PAVEMENT MARKINGS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
B. Pavement markings are to meet the requirements of Standard Specifications (2023) of California DOT, Section 84.
1.2 SUMMARY
A. Section Includes:
1. Painted markings applied to asphalt paving.
2. Painted markings applied to concrete surfaces.
1.3 ACTION SUBMITTALS
A. Product Data: Include technical data and tested physical and performance properties.
1. Pavement-marking paint, alkyd.
2. Pavement-marking paint, solvent-borne.
3. Pavement-marking paint, acrylic.
4. Pavement-marking paint, latex.
5. Glass beads.
B. Shop Drawings:
1. Indicate pavement markings, colors, lane separations, defined parking spaces, and dimensions to adjacent work.
2. Indicate, with international symbol of accessibility, spaces allocated for people with disabilities.
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1.4 QUALITY ASSURANCE
A. Regulatory Requirements: Comply with materials, workmanship, and other applicable requirements of Standard Specifications (2023) of California DOT, Section 84 Markings, for pavement-marking work.
1. Measurement and payment provisions and safety program submittals included in standard specifications do not apply to this Section.
1.5 FIELD CONDITIONS
A. Environmental Limitations: Proceed with pavement marking only on clean, dry surfaces and at a minimum ambient or surface temperature of 40 deg F for alkyd materials, and 55 deg F for water-based materials, and not exceeding 95 deg F.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
1. Aexcel Inc.
2. Colorado Paint Company; a subsidiary of Swarco Industries Inc.
3. Columbia Paint & Coatings, Inc.; a subsidiary of Sherwin-Williams Company (The).
4. Conco Paints.
5. Diamond Vogel Paints.
6. Dow Chemical Company (The).
7. Dunn-Edwards Corporation (a Nippon Paint Holdings Co. Ltd. company).
8. Ennis-Flint.
9. Farrell-Calhoun.
10. General Paint.
11. Insl-X Products; Benjamin Moore & Co.
12. Kelly-Moore Paint Company Inc.
13. McCormick Paints.
14. PPG Paints.
15. Rodda Paint Co.
16. Rust-Oleum Corporation; a subsidiary of RPM International, Inc.
17. Scott Paint.
18. Sherwin-Williams Company (The).
19. Transpo Industries, Inc.
20. Approved equal.
B. Source Limitations: Obtain pavement-marking paints from single source from single manufacturer.
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2.2 PERFORMANCE REQUIREMENTS
A. Accessibility Standard: Comply with applicable provisions in the USDOJ's "2010 ADA Standards for Accessible Design", the ABA standards of the Federal agency having jurisdiction and ICC A117.1
2.3 PAVEMENT-MARKING PAINT
A. Pavement-Marking Paint, Latex: MPI #97, latex traffic-marking paint.
1. Color: See requirements of Standard Specifications (2023) of California DOT, Section 84 Markings, colors as indicated on the Drawings.
B. Glass Beads:
1. Each lot of glass beads must comply with EPA Test Method 3052 and 6010B or 6010C. Glass beads must contain less than 200 PPM each of arsenic and lead.
2. AASHTO M 247, Type 1. Roundness: Minimum 75 percent true spheres by weight.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify that pavement-marking substrate is dry and in suitable condition to begin pavement marking in accordance with manufacturer's written instructions.
B. Proceed with pavement marking only after unsatisfactory conditions have been corrected.
3.2 PAVEMENT MARKING
A. Do not apply pavement-marking paint until layout, colors, and placement have been verified with Owner's Representative.
B. Allow asphalt paving or concrete surfaces to age for a minimum of 30 days before starting pavement marking.
C. Sweep and clean surface to eliminate loose material and dust.
3.3 THERMOPLASTIC MARKING
A. Apply thickness and install and according to Standard Specifications (2023) of California DOT, Section 84 Markings
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3.4 PROTECTING AND CLEANING
A. Protect pavement markings from damage and wear during remainder of construction period.
B. Clean spillage and soiling from adjacent construction using cleaning agents and procedures recommended by manufacturer of affected construction.
END OF SECTION
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32 17 26 – TACTILE WARNING SURFACING
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SECTION 32 17 26
TACTILE WARNING SURFACING
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
B. CALTRANS 2023 Standard Specifications
1.2 SUMMARY
A. Section Includes:
1. Cast-in-place detectable warning tiles.
B. Related Requirements:
1. Section 32 13 13 "Concrete Paving" for concrete walkways serving as substrates for tactile warning surfacing.
1.3 ACTION SUBMITTALS
A. Product Data: For each type of product.
B. Warranties: Submit a 5-year manufacturer’s replacement warranty against defects in a prefabricated detectable warning surface.
C. Samples for Verification: For each type of tactile warning surface, in manufacturer's standard sizes unless otherwise indicated, showing edge condition, truncated-dome pattern, texture, color, and cross section; with fasteners and anchors.
1.4 CLOSEOUT SUBMITTALS
A. Maintenance Data: For tactile warning surfacing, to include in maintenance manuals.
1.5 QUALITY ASSURANCE
A. Mockups: Build mockups to verify selections made under Sample submittals, to demonstrate aesthetic effects, and to set quality standards for materials and execution.
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1. Subject to compliance with requirements, approved mockups may become part of the completed Work if undisturbed at time of Substantial Completion.
1.6 PROJECT CONDITIONS
A. Cold-Weather Protection: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen subgrade or setting beds. Remove and replace unit paver work damaged by frost or freezing.
1.7 WARRANTY
A. Special Warranty: Manufacturer agrees to repair or replace components of tactile warning surfaces that fail in materials or workmanship within specified warranty period.
1. Failures include, but are not limited to, the following:
a. Deterioration of finishes beyond normal weathering and wear. b. Defects in dome shape, color fastness, sound-on-cane acoustic quality, resilience, and attachment.
2. Warranty Period: Five years from date of Contract acceptance.
PART 2 - PRODUCTS
2.1 TACTILE WARNING SURFACING, GENERAL
A. Accessibility Requirements: Comply with applicable provisions in the U.S.
Architectural & Transportation Barriers Compliance Board's ADA-ABA Accessibility Guidelines for Buildings and Facilities for tactile warning surfaces.
1. For tactile warning surfaces composed of multiple units, provide units that when installed provide consistent side-to-side and end-to-end dome spacing that complies with requirements.
B. Source Limitations: Obtain each type of tactile warning surfacing, joint material, setting material from single source with resources to provide materials and products of consistent quality in appearance and physical properties.
2.2 DETECTABLE WARNING TILES
A. Cast-in-Place Detectable Warning Tiles: Accessible truncated-dome detectable warning tiles with replaceable surface configured for setting flush in new concrete walkway surfaces, with slip-resistant surface treatment on domes and field of tile. Per CALTRANS 2023 Standard Specifications, product must be on FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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the Authorized Material List for detectable warning surfaces and must match yellow color no. 33538 of AMS-STD-595.
a. Permanently embedded detectable warning tile wet-set into freshly poured concrete.
b. Replaceable detectable warning tile wet-set into freshly poured concrete and surface-fastened to permanently embedded anchors.
2.3 ACCESSORIES
A. Fasteners and Anchors: Manufacturer's standard as required for secure anchorage of tactile warning surfaces, noncorrosive and compatible with each material joined, and complying with the following:
1. Furnish Type 316 stainless-steel fasteners for exterior use.
2. Fastener Heads: For nonstructural connections, use flathead or oval countersunk screws and bolts with tamper-resistant heads, colored to match tile.
B. Sealant: As recommended by manufacturer for sealing perimeter of tactile warning surfacing unit.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify that pavement is in suitable condition to begin installation according to manufacturer's written instructions. Verify that installation of tactile warning surfacing will comply with accessibility requirements upon completion.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 INSTALLATION OF TACTILE WARNING SURFACING
A. General: Prepare substrate and install tactile warning surfacing according to manufacturer's written instructions unless otherwise indicated.
B. Place tactile warning surfacing units in dimensions and orientation indicated.
Comply with location requirements of AASHTO MP 12.
3.3 INSTALLATION OF DETECTABLE WARNING TILES
A. Cast-in-Place Detectable Warning Tiles:
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1. Concrete Paving Installation: Comply with installation requirements in Section 32 13 13 "Concrete Paving." Mix, place, and finish concrete to conditions complying with detectable warning tile manufacturer's written requirements for satisfactory embedment of tile.
2. Set each detectable warning tile accurately and firmly in place and completely seat tile back and embedments in wet concrete by tamping or vibrating. If necessary, temporarily apply weight to tiles to ensure full contact with concrete.
3. Set surface of tile flush with surrounding concrete and adjacent tiles, with variations between tiles and between concrete and tiles not exceeding plus or minus 1/8 inch from flush.
4. Protect exposed surfaces of installed tiles from contact with wet concrete.
Complete finishing of concrete paving surrounding tiles. Remove concrete from tile surfaces.
5. Clean tiles using methods recommended in writing by manufacturer.
B. Removable Cast-in-Place Detectable Warning Tiles:
1. Concrete Paving Installation: Comply with installation requirements in Section 32 13 13 "Concrete Paving." Mix, place, and finish concrete to conditions complying with detectable warning tile manufacturer's written requirements for satisfactory embedment of removable tile.
2. Set each detectable warning tile accurately and firmly in place with embedding anchors and fasteners attached, and firmly seat tile back in wet concrete by tamping or vibrating. If necessary, temporarily apply weight to tiles to ensure full contact with concrete.
3. Set surface of tile flush with surrounding concrete and adjacent tiles, with variations between tiles and between concrete and tiles not exceeding plus or minus 1/8 inch from flush.
4. Protect exposed surfaces of installed tiles from contact with wet concrete.
Complete finishing of concrete paving surrounding tiles. Remove concrete from tile surfaces.
5. Clean tiles using methods recommended in writing by manufacturer.
3.4 CLEANING AND PROTECTION
A. Remove and replace tactile warning surfacing that is broken or damaged or does not comply with requirements in this Section. Remove in complete sections from joint to joint unless otherwise approved by Owner's Representative. Replace FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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using tactile warning surfacing installation methods acceptable to Owner's Representative.
B. Protect tactile warning surfacing from damage and maintain free of stains, discoloration, dirt, and other foreign material.
END OF SECTION
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SECTION 32 33 00
SITE FURNISHINGS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Bicycle Racks
2. Recessed Lighting
3. Accessible Drinking Fountain
4. Skate Deterrent Type 1
5. Skate Deterrent Type 2
6. Bollard light
7. Removable Bollard
B. Related Requirements:
1. Section 32 13 13 "Concrete Paving" for placement of site furnishings on or through concrete paving.
1.3 UNIT PRICES
A. Work of this Section is affected by each as listed in bid item description and bid item listing.
1.4 DEFINITIONS
1.5 ACTION SUBMITTALS
A. Product Data: For each type of product.
1. Include construction details, material descriptions, dimensions of individual components and profiles, and finishes for each product.
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B. Shop Drawings:
1. Include plans, elevations, sections, and mounting attachment details.
2. Include details of equipment assemblies. Indicate dimensions, weights, loads, required clearances, method of field assembly, components, and location and size of each field connection.
C. Full-Size Samples for Verification:
1. Bicycle Racks
2. Recessed Lighting
3. Accessible Drinking Fountain
4. Skate Deterrent Type 1
5. Skate Deterrent Type 2
6. Bollard light
7. Removable Bollard
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Manufacturer.
B. Product Certificates: For each type of Product.
1. Bicycle Racks
2. Recessed Lighting
3. Accessible Drinking Fountain
4. Skate Deterrent Type 1
5. Skate Deterrent Type 2
6. Bollard light
7. Removable Bollard
C. Product Test Reports: For each product, for tests performed by manufacturer and witnessed by a qualified testing agency.
D. Evaluation Reports: For products from ICC-ES.
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E. Source quality-control reports.
F. Sample Warranty: For manufacturer’s warranty.
1.7 CLOSEOUT SUBMITTALS
A. Maintenance Data: For products to include in maintenance manuals.
1.8 WARRANTY
A. Manufacturer's Warranty: Manufacturer and Installer agree to repair or replace components of bike rack that fail(s) in materials or workmanship within specified warranty period.
1. Warranty Period: one year from date of Substantial Completion for defects in materials or workmanship.
2. Warranty Period: one year from date of Substantial Completion for structural failure.
3. Warranty Period: five year(s) from date of Substantial Completion for corrosion.
B. Manufacturer's Warranty: Manufacturer and Installer agree to repair or replace components of bollard light that fail(s) in materials or workmanship within specified warranty period.
1. Warranty Period: five years from date of Substantial Completion for defects in materials or workmanship.
C. Manufacturer's Warranty: Manufacturer and Installer agree to repair or replace components of drinking fountain that fail(s) in materials or workmanship within specified warranty period.
1. Warranty Period: confirm warranty period and terms with manufacturer.
D. Manufacturer's Warranty: Manufacturer and Installer agree to repair or replace components of bench that fail(s) in materials or workmanship within specified warranty period.
1. Warranty Period: confirm warranty period and terms with manufacturer.
PART 2 - PRODUCTS
2.1 SITE FURNISHINGS MANUFACTURERS
A. Bicycle Rack
1. Products:
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a. Manufacturer: Madrax
b. Model: 'UX' 190 Bike Rack; with lean bar
c. Tube size: 1-7/8"
d. Mounting Option: Embedded
e. Material: Electro-polish marine grade 316 stainless steel f. Color: As selected by Architect from full range of industry colors and color densities.
B. Recessed light
1. Product:
a. Manufacturer: BEGA
b. Model: 24880
c. Material: Aluminum alloy, aluminum, and stainless steel d. Color: Graphite or silver
e. Mounting: Recessed in concrete
f. Dark Sky: For installation with light emission downwards. No light is emitted into the upper half space of the luminaire.
C. Accessible Drinking Fountain
1. Products:
a. Manufacturer: Elkay
b. Model: # (LK)4420BF1UDB , ezH2O Outdoor Bottle Filler w/ Drinking Fountain & Pet Station
c. Color: Standard color to be selected by Owner’s Representative d. Mounting: Surface mounted per manufacturer instructions D. Skate Deterrent Type 1
1. Products:
a. Manufacturer: Grind to a Halt
b. Model: Cylinder Grinderminder
c. Material: Brushed Stainless Steel
d. Mounting: Epoxy set within concrete
E. Skate Deterrent Type 2
1. Products:
a. Manufacturer: Grind to a Halt
b. Model: Round Handrailminder
c. Material: Solid aluminum
d. Finish: Irridite Clear Coated
e. Mounting: Surface mounted
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F. Bollard Light
1. Products:
a. Manufacturer: Ligman
b. Model: # LH-10665, Lightsoft 1 Bollard Light
c. Color: Concrete Urban
d. Mounting: Surface
G. Removable Bollard
1. Products:
a. Manufacturer: Columbia Cascade Company
b. Model: No. 2190 Metal Bollard
c. Color: Selected by Owner’s Representative
d. Mounting: Concrete footing with removable bollard insert e. To include removable bollard hole cover
2.2 GENERAL FINISH REQUIREMENTS
A. Protect mechanical finishes on exposed surfaces from damage by applying a strippable, temporary protective covering before shipping.
2.3 SOURCE QUALITY CONTROL
A. Testing: Verify with manufacturers that specified products and their components have been tested according to their relevant industry standards.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine with Installer present for compliance with requirements for installation instructions, tolerances, and other conditions affecting performance of the Work.
B. Examine roughing-in for water piping and electrical conduit to verify actual locations of piping and conduit connections before water fountain and bollard light installations.
C. Examine paving for suitable conditions where site furnishings will be installed.
D. Proceed with installation only after unsatisfactory conditions have been corrected.
END OF SECTION
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SECTION 32 84 00
PLANTING IRRIGATION
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Pipes, tubes, and fittings.
2. Valves.
3. Quick Couplers.
4. Transition fittings.
5. Miscellaneous piping specialties.
6. Sprinklers.
7. Controllers and electrical control wiring connectors.
8. Boxes for irrigation equipment.
B. Related Sections:
1. Section 01 56 39 "Temporary Tree and Plant Protection" for tree protection requirements.
2. Section 31 20 00 "Earth Moving" for trench backfilling requirement.
3. Section 32 91 13 "Soil Preparation" for placement of planting soil.
4. Section 32 92 00 "Turf and Grasses" for turf and grass requirements.
5. Section 32 93 00 "Plants" for plant requirements.
6. Section 32 93 10 "Landscape Maintenance" for irrigation system maintenance.
1.3 DEFINITIONS
A. ASIC: American Society of Irrigation Consultants.
B. Controller: Programmable electronic device that operates automatic irrigation systems.
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C. Drain Piping: Downstream from lateral-piping drain valves. Piping is not under pressure.
D. ET Controllers: Evapotranspiration Controllers. Irrigation controllers which use some method of weather-based adjustment of irrigation including use of historical monthly averages of ET; broadcasting of ET measurements; or use of on-site sensors to track ET.
E. Evapotranspiration: The process of evaporation from plant and soil surfaces and from within plant tissues; also referred to and abbreviated as "ET." F. Flow: The volume of water moving over time through a system as measured in gallons per minute (gpm).
G. Lateral Line Piping: Downstream from control valves to sprinklers, specialties, and drain valves. Piping is under pressure during flow; also called "laterals" or referred to as "circuit piping."
H. Low Voltage: As defined in NFPA 70 for circuits and equipment operating at less than 50 V or for remote-control, signaling power-limited circuits.
I. Mainline Piping: Pressurized pipe that is downstream from point of connection that feeds into remote control valves; also called "mainline" or "main." J. Point of Connection: Place where the irrigation system is connected to a water supply; also referred to and abbreviated as "POC."
K. Water Pressure: Force of water exerted over a given area measured in psi.
L. Manual Valve: Manually operated device used for controlling water through pipes.
M. Remote Control Valve: Valve that is activated automatically and regulates water to an irrigation zone; also called "automatic control valve" or "control valve."
1.4 ACTION SUBMITTALS
A. Product Data: For each type of product indicated. Include rated capacities, operating characteristics, electrical characteristics, and furnished specialties and accessories.
B. Wiring Diagrams: For power, signal, and control wiring.
1.5 INFORMATIONAL SUBMITTALS
A. Zoning Chart: Indicate each irrigation zone and its remote-control valve.
B. Controller Timing Schedule: Indicate timing settings for each remote-control zone.
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C. Field Quality-Control Submittals
1. Field Quality-Control Reports
D. Qualification Statements: For Installer.
E. Sample Warranty: For special warranty according to procedures in "Warranty" Article.
1.6 CLOSEOUT SUBMITTALS
A. Operation and Maintenance Data: For sprinklers, controllers, and remote-control valves to include in operation and maintenance manuals. Submit three copies of the following:
1. Catalog product data "cut sheets" of all irrigation products installed.
2. Contractor's name, address, email, and telephone number.
3. The duration of the Guarantee Period.
4. The name and address of the local manufacturer's representative.
5. List and description of routine maintenance procedures, including winterization, start-up, and recommended watering times for each zone.
6. Troubleshooting guide.
B. Record Copy Drawings: During the irrigation system installation, indicate field changes in red line on the Drawings. Drawings shall be labeled "Record Copy," and be made available for review. The status of the record copy drawing must correlate directly with the percentage of work complete described in the Contractor’s Pay Request and may be used as a guide when approving payments.
1. Upon completion of the Work and as a condition of its acceptance; submit to the Owner’s Representative the following:
a. As-Built Drawings: Submit three prints and one reproducible and/or electronic file of as-built drawings. As-built drawings shall clearly show all original components of the Record Copy and all changes documented in the Record Copy. Mainlines, drain valves, valve boxes, valve markers, and other buried equipment shall be positively located by a minimum of two dimensions each from fixed reference points.
C. Controller Reference Chart: Submit one chart for each controller installed on site showing the area covered by each sprinkler zone. The chart shall be a reduced copy of the as-built drawings, color coded to differentiate zone areas, sized to fit the controller door, and hermetically sealed between 20 mil. plastic sheets.
D. Supplemental Equipment: Submit two key copies for each of the following: quick coupling valves, quick coupling valve lids, valve markers, manual drain valves, valve boxes, and controller cabinets to the Owner's Representative.
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1.7 MAINTENANCE MATERIAL SUBMITTALS
A. Extra Stock Material: Furnish extra materials to Owner that match products installed and that are packaged with protective covering for storage and identified with labels describing contents.
1. Rotor Sprinklers: Equal to 10 percent of amount installed for each type and size indicated, but no fewer than 20 units.
2. Rotator Spray Sprinklers: Equal to 10 percent of amount installed for each type and size indicated, but no fewer than 20 units.
3. Bubblers: Equal to 10 percent of amount installed for each type indicated, but no fewer than 20 units.
1.8 QUALITY ASSURANCE
A. Qualifications:
1. Installers: Entity that employs a Certified Irrigation Designer - Landscape qualified by the Irrigation Association and maintaining a valid State issued landscape professional license for irrigation, whose work has resulted in successful establishment of similar irrigation installations.
B. 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.
C. Proprietary items shown on the Drawings and specified in this section are shown to establish standards of quality, utility, design, and function. Equivalent units by other manufacturers (substitutions) will be considered provided they are similar in characteristics. They shall be substituted only if approved by the Owner’s Representative.
D. Weather Limitations: Trenching work shall be performed only when weather conditions do not detrimentally affect the quality of work or negatively degrade surface soils, where runoff and compaction will negatively impact existing surface soils or subgrade. See Section 329113 "Soil Preparation" and Section 329300 "Plants". Apply products during favorable weather conditions according to manufacturer's written instructions and warranty requirements.
E. All local, municipal, and state laws and rules and regulations governing or relating to any portion of this Work are incorporated into and made a part of these specifications and the Contractor shall carry out their provisions. Information contained within this specification shall not be construed to conflict with the above rules, regulations, or requirements.
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1.9 DELIVERY, STORAGE, AND HANDLING
A. Deliver piping with factory-applied end caps. Maintain end caps through shipping, storage, and handling to prevent pipe-end damage and to prevent entrance of dirt, debris, and moisture.
B. Store plastic piping protected from direct sunlight. Support to prevent sagging, bending, or any other physical damage. Protect from damage due to on-site construction activities.
C. Store and protect all equipment and appurtenances from adverse weather conditions and physical damage.
D. Handle all components as directed by the manufacturer's written instructions.
Damage from transportation or other handling of materials shall be the responsibility of the Contractor.
1.10 FIELD CONDITIONS
A. Interruption of Existing Water Service: Do not interrupt water service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary water service according to requirements indicated:
1. Notify Owner's Representative no fewer than two days in advance of proposed interruption of water service.
2. Do not proceed with interruption of water service without Owner's Representative's written permission.
B. Site Inspection: Inspect the site prior to construction and verify the extent of the Work required. Commencement of construction designates acceptance of the site condition. Obtain approval to access system components for inspection prior to commencement of construction.
C. Verify the locations of all existing utilities, structures, and services before commencing Work. The location of utilities, structures and services shown on the Drawings are approximate. Any discrepancies between the Drawings and the actual field conditions shall be reported to the Owner's Representative immediately.
1.11 WARRANTY
A. Special Warranty: Installer agrees to repair or replace irrigation piping and equipment that fail in materials or workmanship, within specified warranty period.
1. Failures include, but are not limited to, the following:
a. Pipe breaks or leaks, except for defects resulting from abuse or neglect by Owner and including vandalism or natural disasters.
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b. Faulty performance of controller control wires and valves. c. Deterioration of piping and other irrigation equipment beyond normal use or weathering.
d. Trench failure, grade settlement, and soil erosion resulting from defects in irrigation installation.
B. Warranty Periods: One year from date of Substantial Completion.
C. Upon notice of failure of the irrigation system during the warranty period due to material or workmanship failures; new replacement parts shall be promptly furnished and installed at no cost to the Owner. Damage to property or adjacent site resulting from remedial actions shall be repaired promptly, at no additional cost to the Owner.
1. Provide extended warranty for period equal to original warranty period, for replaced materials.
PART 2 - PRODUCTS
2.1 GENERAL
A. All irrigation materials not specifically described or otherwise incidental to a complete, functioning irrigation system, shall be new and of working condition and approved of prior to installation.
2.2 PERFORMANCE REQUIREMENTS
A. Irrigation Zone Control: Automatic operation with controller and automatic, remote-control valves.
B. Location of Sprinklers and Specialties: Design location, as indicated on the Drawings, is approximate. Make minor adjustments necessary to avoid plantings and obstructions such as signs and light standards. Maintain 100 percent irrigation coverage of areas indicated.
1. Soil Conditions: Anticipated soil conditions anticipated for irrigation design shall be based upon:
a. Proposed soil according to Section 329113 "Soil Preparation." b. Available land records and Geotechnical report
2. Minimum Dynamic Pressures: The minimum pressure should not be less than what is required minimum pressure for optimal performance of sprinkler heads used in a zone. The following are minimum pressure requirements for piping, valves, and specialties unless otherwise indicated:
a. Irrigation Main Piping: 200 psig
b. Lateral Piping: 150 psig
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3. Maximum Pipe Velocities: 5 ft/s in lateral lines and mainlines.
4. Sprinkler Heads: Single type, nozzle and manufacturer, matched precipitation rates throughout respective zones and manufactured by Hunter, Rain Bird, or approved equal. Do not mix head types within a zone or run valves together where heads have a precipitation rate that varies by more than 10 percent. Use manufacturer's recommended triangular or square spacing, allowing for 8 mph wind.
5. Additional Performance Requirements:
a. Irrigation system shall be designed to be fully adjustable to fine-tune performance for specific zones. Indicate available system water pressure and flow (gallon per minute) requirements at available water source.
b. Design irrigation system to factor in the proposed site and planting conditions that affect water requirements, including but not limited to slope, aspect, and vegetation type.
c. Lateral lines on sloped banks shall be parallel to the bank. d. System design shall supply manufacturer's specified minimum operating pressure to all heads in all zones regardless of friction loss inputs. The zone or zones representing the "worst case" shall be identified and analyzed for operation by the designer which may include the zone with the highest flow rate, the zone farthest away from the point of connection, the zone containing heads at the highest elevation away from the point of connection, or a combination of the above scenarios.
e. Irrigation equipment provided shall be sized to allow operation within manufacturer's specified tolerances for optimum performance.
Undersized components will be rejected.
f. Identify water source for irrigation system. If water source is not a municipal water system, submit an engineer's report of operating criteria and the respective components specified of the water source. g. The system shall be gravity drained with manual drain valves at appropriate low elevations of the site.
2.3 PIPES, TUBES, AND FITTINGS
A. Comply with all requirements for applications of pipe, tube, and fitting materials, and for joining methods for specific services, service locations, and pipe sizes.
B. Mainlines:
1. PVC Pipe: ASTM D1785, PVC 1120 compound, Schedule 40. Pipe may be belled on one end according to ASTM D2672.
C. Lateral Lines:
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1. PVC Pipe, Pressure Rated: ASTM D2241, PVC 1120 compound, Class 200, SDR 21. Pipe may be belled on one end according to ASTM D2672.
D. Sleeves:
1. PVC Pipe: ASTM D1785, PVC 1120 compound, Schedule 40.
E. Miscellaneous Fittings:
1. Risers and Nipples: ASTM D2464 and ASTM D1785, PVC Schedule 80 with threaded ends.
2. Fittings for PVC Pipe: ASTM D 2466, Schedule 80.
3. Fittings for PVC Pipe, Pressure Rated: ASTM D2467, Schedule 80. a. PVC Socket Fittings: ASTM 2467, Schedule 80.
b. PVC Socket Unions: Construction similar to MSS SP-107, except both headpiece and tailpiece shall be PVC with socket or threaded ends.
4. Swing Joint: Manufacturer assembled, 3/4 inch or greater size.
5. Marlex Street Elbow: Black Marlex brand plastic material, 90-degree elbow, male and female pipe thread connections.
6. Pipe Caps: PVC Schedule 80.
2.4 PIPING JOINING MATERIALS
A. Solvent Cements for Joining PVC Piping: ASTM D2564, fast setting, high strength, low VOC. Include primer according to ASTM F656.
B. Teflon Tape for PVC Threaded Ends: PTFE tape, 3 mil minimum thickness.
C. Sealant for PVC Threaded Ends: Non-PTFE based, soft setting, slow drying, low VOC, lead free, safe for potable water systems, UL classified. Sealant material shall be safe and non-degrading to use with adjoining PVC materials.
1. Products: Subject to compliance with requirements, provide the following:
a. RectorSeal No. 5.
b. Approved equal.
2.5 MANUAL VALVES
A. Gate Valves:
1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
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a. American Valve, Inc.
b. Crane; a Crane brand.
c. Hammond Valve.
d. Jenkins Valves; a Crane brand.
e. KITZ Corporation.
f. Milwaukee Valve Company.
g. NIBCO INC.
h. Powell Valves.
i. WATTS.
j. Zurn Industries, LLC.
2. Description:
a. Standard: MSS SP-80.
b. Class: 125.
c. CWP Rating: 200 psig.
d. Body Material: ASTM B62, with integral seat and screw-in bonnet. e. Ends: Threaded.
f. Stem: Bronze, rising stem and non-rising stem as indicated on Drawings.
g. Disc: Solid wedge; bronze.
h. Packing: Asbestos free.
i. Handwheel: Malleable iron, bronze, or aluminum; rotary handle or cross-handle as indicated on Drawings.
3. Gate Valve Keys: Standard operating keys as provided for drain valves.
B. Angle Valves:
1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
a. Crane; a Crane brand.
b. Jenkins Valves; a Crane brand.
c. Milwaukee Valve Company.
d. NIBCO INC.
2. Description:
a. Size: 3/4-inch minimum size.
b. Standard: MSS SP-80.
c. Class: 125.
d. CWP Rating: 200 psig.
e. Body Material: Bronze, ASTM B62, with integral seat and screw-in or union bonnet.
f. Ends: Threaded.
g. Stem: Bronze, rising stem.
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h. Disc: PTFE.
i. Packing: Asbestos free.
j. Handwheel: Cross handle; malleable iron, bronze, or aluminum.
3. Drain Valve Keys: One standard operating keys, 30-inch minimum length, fitted to operate valve.
C. Ball Valves:
1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
a. American Valve, Inc.
b. Apollo Flow Controls; Conbraco Industries, Inc.
c. Crane; a Crane brand.
d. Hammond Valve.
e. Lance Valves.
f. Legend Valve & Fitting, Inc.
g. Milwaukee Valve Company.
h. NIBCO INC.
i. Red-White Valve Corp.
j. WATTS.
k. Zurn Industries, LLC.
2. Description:
a. Standard: MSS SP-110.
b. SWP Rating: 150 psig.
c. CWP Rating: 600 psig.
d. Body Design: Two piece.
e. Body Material: Bronze.
f. Ends: Threaded.
g. Seats: PTFE or TFE.
h. Stem: Bronze.
i. Ball: Chrome-plated brass or stainless steel.
j. Port: Full or regular, but not reduced.
k. Handle: Lever style.
2.6 PRESSURE-REDUCING VALVES
A. Water Regulators:
1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
a. Apollo Flow Controls; Conbraco Industries, Inc.
b. Cash Acme, A Division of Reliance Worldwide Corporation. c. Honeywell.
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d. WATTS.
e. Zurn Industries, LLC.
2. Description:
a. Standard: ASSE 1003.
b. Body Material: Bronze for NPS 2 and smaller; cast iron with interior lining complying with AWWA C550 or that is FDA approved for NPS 2- 1/2 and NPS 3.
c. Pressure Rating: Initial pressure of 150 psig.
d. End Connections: Threaded for NPS 2 and smaller; flanged for NPS 2-1/2 and NPS 3.
2.7 CONTROL VALVES
A. Remote Control Valves:
1. Products: Subject to compliance with requirements, provide the following:
a. Rain Bird Corporation: PEB Series or approved equal.
2. Description: Molded-plastic body, normally closed, diaphragm type with manual-flow adjustment, and operated by 24-V ac solenoid.
B. Master Valve:
1. Products: Subject to compliance with requirements, provide the following:
a. Rain Bird Corporation: PEB Series or approved equal.
2. Description: Molded-plastic body, normally closed, diaphragm type with manual-flow adjustment, and operated by 24-V ac solenoid.
2.8 QUICK COUPLERS
A. Products: Subject to compliance with requirements, provide the following .
1. Rain Bird Corporation: 33DLRC or approved equal.
B. Description: Factory-fabricated, bronze or brass, two-piece assembly. Include coupler water-seal valve; removable upper body with spring-loaded or weighted, rubber-covered cap; hose swivel with ASME B1.20.7, 3/4-11.5NH threads for garden hose on outlet; and operating key.
1. Locking-Top Option: Vandal-resistant locking feature. Include two matching keys.
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2.9 BACKFLOW PREVENTION DEVICES
A. General: Comply with state requirements and the local water authority for device assembly furnished.
B. Double-Check, Backflow-Prevention Assemblies:
1. Products: Subject to compliance with requirements, provide the following. a. Zurn (Wilkins): Model 350XL
b. Approved equal.
2. Standard: ASSE 1015 or AWWA C510.
3. Size: Match mainline pipe size, up to NPS 2.
4. Body: Bronze.
5. End Connections: Threaded.
6. Accessories: Ball valves with threaded ends on inlet and outlet.
2.10 AUTOMATIC DRAIN VALVES
A. Description: Spring-loaded-ball type of corrosion-resistant construction and designed to open for drainage if line pressure drops below 2-1/2 to 3 psig.
2.11 SPRINKLERS
A. General Requirements: ABS plastic body material, pressure compensating devices, integral check valve body option at low points, designed for uniform coverage over entire spray area indicated at available water pressure.
Manufacturer, product, and sprinkler type as indicated on Drawings.
B. Pop-up Riser Heights: As indicated on Drawings.
C. Special Requirements: Bodies shall include an integral check valve body option for sprinklers installed at low points of system.
2.12 PLANT FLOOD BUBBLERS
A. Flood Bubblers: Adjustable, low-flow, full circle distribution, corrosion, and UV-resistant plastic material.
1. Products: Subject to compliance with requirements, provide the following]:
a. Hunter Industries Incorporated; MSBN, Multi-stream, or approved equal.
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2. Inlet: 1/2-inch, female threaded.
3. Accessory Fitting: Fitting adapter to connect female-threaded flood bubbler, as required according to manufacturer instructions.
2.13 ELECTRICAL WIRING AND CONNECTORS
A. Controller Power Wiring: UL 493, Type UF No. 12 AWG minimum solid-copper conductors, multiconductor or single conductor according to controller manufacturer's instructions; jacket colors according to American Society of Irrigation Consultants, ASIC Guideline 102-2004; between power source and controller.
B. Valve Wires: Wire cable, No. 12 AWG insulated solid-copper conductors; HDPE loose-tube outer jacket with color as recommended by manufacturer; wire type selection according to manufacturer requirements; between controllers and remote-control valves.
C. Waterproof Wire Connectors: Splicing kit as recommended by wire and controller manufacturer's specifications, consisting of insulating, spring-type connector, or crimped joint and epoxy resin moisture seal; suitable for direct burial, UL approved.
2.14 CONTROLLERS
A. Products: Subject to compliance with requirements, provide the following:
1. Rain Bird Corporation; Rainbird ESP4ME3 with (3) ESP-SM6 Modules.
Hybrid Modular Controller. LNK Wifi Module and Flow Sensor ready.
B. Description:
1. Controller Stations for Remote Control Valves: Each station is variable from approximately 5 to 60 minutes. Include switch for manual or automatic operation of each station.
2. Control Transformer: 24-V secondary, with primary fuse.
3. Timing Device: Adjustable, 24-hour, 14-day clock, with automatic operations to skip operation any day in timer period, to operate every other day, or to operate two or more times daily.
a. Manual or Semiautomatic Operation: Allows this mode without disturbing preset automatic operation.
b. Nickel-Cadmium Battery and Trickle Charger: Automatically powers timing device during power outages.
c. Surge Protection: Metal-oxide-varistor type on each station and primary power.
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4. Moisture Rain Sensor: Adjustable from one to seven days, to shut off water flow during rain.
5. Smart Controllers: Use ET, tested in accordance with IA SWAT Climatological Based Controllers 8th Draft Testing Protocol and compliant with ASHRAE Standard 189.1.
6. Software Compatibility: IQ Central Control capable
2.15 CONTROLLER ENCLOSURES
A. Interior Controller Enclosures: NEMA 250, Type 12, drip proof, with locking cover and two matching keys.
1. Products: Subject to compliance with requirements, provide the following:
a. Rain Bird Corporation: As indicated on drawings.
b. Approved equal.
2. Body Material: As indicated on Drawings.
3. Mounting: Surface type for wall.
2.16 IRRIGATION EQUIPMENT VALVE BOXES
A. Valve Boxes:
1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
a. Carson / Old Castle.
b. Orbit Irrigation Products, Inc.
c. NDS, Inc.
d. Rain Bird Corporation.
e. MacLean Highline.
f. Approved equal.
2. Description: Box and overlapping lid with locking mechanism, open bottom and openings slots for piping; designed for installing flush with grade. a. Size: As required for equipment operation and as indicated on Drawings.
b. Shape: As indicated on Drawings.
c. Lid: Green color, HDPE with UV inhibitors.
d. Box Enclosure: Black color, HDPE with UV inhibitors.
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2.17 MISCELLANEOUS PRODUCTS
A. Flow Sensor: In line spinning impeller design, PVC tee, line sized or sized per manufacturer requirements.
1. Products: Subject to compliance with requirements, provide the following. a. Rainbird Corporation: FS-200P
B. In-Line Check Valves:
1. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
a. Hunter Industries Incorporated.
b. Netafim USA.
c. NIBCO INC.
d. Aqualine.
e. Approved equal.
2. Body: PVC Schedule 80, bronze, or brass body.
3. Size: Line sized.
C. Concrete: Commercial grade concrete mix, compressive strength not less than 3,000 psi at 28 days.
D. Detectable Warning Tape: Acid- and alkali-resistant, polyethylene film warning tape manufactured for marking and identifying underground utilities, a minimum of 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility, with metallic core encased in a protective jacket for corrosion protection, detectable by metal detector when tape is buried up to 30 inches deep; colored according to APWA "Uniform Color Code".
E. Tracer Wire: 12-gauge (AWG) stranded solid copper or copper clad steel reinforced, 45-mil thickness high molecular weight polyethylene insulation; detectable by metal detector when wire is buried up to 30 inches deep, UL rated for 140 degrees F; colored according to APWA "Uniform Color Code".
F. Drainage Backfill: Cleaned gravel or crushed stone, graded from 3/4 inch minimum to 3 inches maximum.
G. Valve Tag: Weatherproof colored plastic material, incorporating an integral attachment neck and reinforced attachment hole, printed on at least one side, minimum size of at least 2 by 2 inches. Printed with valve identification or blank.
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their relative position. Fabric shall be inert to biological degradation and resist naturally encountered chemicals, alkalis, and acids.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Irrigation pipe layout and equipment as indicated on Drawings may be represented schematically and require field adjustment. Do not install any irrigation equipment or pipes if presented with obstructions, grade differences, access issues, or safety problems. Contact Owner's Representative with any issues anticipated or encountered immediately.
B. Prior to conducting any Work, inspect all existing conditions and previously installed components and verify they are complete, installed, and functional for the correct installation and operation of the irrigation system, including but not limited to identifying water source, electrical source, and installed pipe sleeves.
C. Verify all components and products to be installed are compatible together for the proper operation and durability of the irrigation system.
3.2 EARTHWORK
A. Excavating, trenching, and backfilling are specified in Section 312000 "Earth Moving."
B. Install tracer wire in center of trench above all pressure piping and according to manufacturer instructions.
1. Planting Areas: Install tracer wire 1 to 2 inches above the upper-most pressure pipe or non-pressure pipe within trench.
2. Paved Areas: Install tracer wire directly above "pipe zone" backfill.
C. Install warning tape in center of trench above pressure piping under pavement only, 12 inches below finished grades including at least 6 inches below subbases under pavements, and above tracer wire installation.
D. Drain Pockets: Excavate and backfill with drainage backfill material providing 12 inches minimum coverage below finish grade and as indicated on Drawings.
E. Provide minimum cover over top of underground piping according to the following:
1. Irrigation Main Piping: 18 inches below finished grade, and not less than 6 inches below average local frost depth, whichever is deeper.
2. Lateral Line Piping: 12 inches.
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3. Drain Piping: 18 inches.
4. Sleeves: 24 inches under pedestrian-rated paving or walkways and 36 inches under vehicular loaded paving.
F. Mainline and lateral piping shall have a minimum of 6 inches of vertical separation. Lateral piping shall have a 2-inch horizontal separation.
G. All piping shall be visually inspected, and pressure-tested prior to backfilling trenches.
3.3 PREPARATION
A. Set stakes to identify locations of proposed irrigation system. Obtain Owner's Representative's approval before excavation.
B. Installation of any irrigation piping or equipment that connects to potable water sources shall prevent cross connection in accordance with pertinent local jurisdictional code and state law. Refer to "Backflow Prevention Device Installation" Article.
C. Maintain the performance and proper operation of all existing components including the existing irrigation system, water utilities, electrical utilities, for any proposed irrigation work. The proposed irrigation equipment shall be functionally integrated into the existing equipment as to function as one complete system.
3.4 PIPING INSTALLATION
A. Location and Arrangement: Drawings indicate schematic location and arrangement of piping systems. Install piping as indicated unless deviations are approved on Coordination Drawings.
B. Install piping at minimum uniform slope of 0.5 percent down toward drain valves.
C. Install piping free of sags and bends.
D. Install groups of pipes parallel to each other, spaced to permit valve servicing.
E. Install fittings for changes in direction and branch connections.
F. Install unions adjacent to valves and to final connections to other components with NPS 2 or smaller pipe connection.
G. Install flanges adjacent to valves and to final connections to other components with NPS 2-1/2 or larger pipe connection.
H. Lay piping on solid subbase, uniformly sloped without humps, depressions, sharp objects or debris.
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I. Install PVC piping in dry weather when temperature is above 40 deg F. Allow joints to cure at least 24 hours at temperatures above 40 deg F before testing.
J. Install piping in sleeves under parking lots, roadways, and sidewalks as indicated on Drawings.
K. Install sleeves with socket fittings, and solvent-cemented joints.
3.5 PIPE PULLING
A. Installation of wire by means of vibratory plow may be used as an alternate to standard trenching methods if approved by the Owner’s Representative.
B. Ensure, by means of an open pit or trench at the beginning, middle, and the end of pull; that wire is installed at the specified burial depths throughout the entire length of the pull. Burial depths shall be the same as specified for trenching.
C. Allow a minimum of five chain links between plow blade and pulling grip/bullet.
D. Pulling grip/bullet shall be a minimum of two-inch in diameter greater than the combined diameters of wire to be pulled.
E. Wire pulling shall only occur with proper wire blade feed attachment.
3.6 JOINT CONSTRUCTION
A. Ream ends of pipes and tubes and remove burrs.
B. Remove scale, slag, dirt, and debris from inside and outside of pipe and fittings before assembly.
C. Threaded Joints: Thread pipe with tapered pipe threads according to ASME B1.20.1. Cut threads full and clean using sharp dies. Ream threaded pipe ends to remove burrs and restore full ID. Join pipe fittings and valves as follows:
1. Apply appropriate tape or thread compound to external pipe threads unless dry seal threading is specified.
2. Damaged Threads: Do not use pipe or pipe fittings with threads that are corroded or damaged. Do not use pipe sections that have cracked or open welds. Do not use solvent cement on threaded joints.
D. PVC Piping Solvent-Cemented Joints: Clean and dry joining surfaces. Join pipe and fittings according to the following:
1. Comply with ASTM F402 for safe-handling practice of cleaners, primers, and solvent cements.
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2. PVC Pressure Piping: Join schedule number, ASTM D1785, PVC pipe and PVC socket fittings according to ASTM D2672. Join other-than-schedule-number PVC pipe and socket fittings according to ASTM D2855.
3. PVC Nonpressure Piping: Join according to ASTM D2855.
E. Soil contaminated by solvents, pipe shavings, or materials that cannot be easily separated shall be excavated out and properly removed from site.
3.7 CONCRETE THRUST BLOCK INSTALLATION
A. Provide concrete thrust blocks all mainlines 2-1/2 inches and larger. Install in locations where mainline changes direction at all elbows, tees, and where the mainline piping ends. Pour concrete against pipe laid in firm soil with at least one cubic foot of concrete and generally form concrete thrust block in shape as indicated on Drawings.
B. Thrust blocks shall cure for a minimum of 5 days prior to mainline pressure test.
3.8 BACKFLOW PREVENTION DEVICE INSTALLATION
A. Comply with manufacturer's specifications, state requirements, and local water authority requirements for installation.
B. Test and certify all backflow prevention devices as needed to adhere to local jurisdictional code and state requirements.
C. Locate backflow prevention devices in planting beds where possible.
3.9 VALVE INSTALLATION
A. General Placement: Equipment and valve box locations shall be installed in a manner as to not interrupt plant massing or groups, hedge lines, or otherwise alter the character of the proposed plantings.
1. Place valves and valve boxes in low growing ground cover areas offset from adjacent paving by a minimum of two times the specified ground cover spacing unless indicated otherwise.
2. In areas where valves or valve boxes may be readily visible, verify location with Owner’s Representative prior to installation.
3. Provide valve box supports, filter fabric, and drainage backfill as indicated on Drawings.
B. Remote Control Valves: Install in valve boxes as indicated on Drawings and according to manufacturer instructions.
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C. Drain Valves: Install in valve boxes as indicated on Drawings and according to manufacturer instructions. Slope pipe leading to drain valve at 1.0 percent minimum.
D. Quick Coupling Valves: Install in valve boxes as indicated on Drawings and according to manufacturer instructions.
3.10 SYSTEM FLUSHING AND PRESSURE TEST
A. System Flushing: After piping, risers, backflow prevention devices and valves are installed but prior to irrigation head installation; flush dirt and debris from piping under full water head.
1. Maintain flushing for five minutes or until water flows clearly.
2. Cap risers immediately after flushing.
B. Hydrostatic Test: Perform hydrostatic pressure test after system flushing and after piping, risers, backflow prevention devices and valves are installed but prior to backfilling.
1. Mainlines: Purge all main lines of air and test with static water pressure of at least 125 psi for 60 minutes. Test with one pressure gauge installed on the line. Lines showing loss of pressure exceeding 5 psi at the end of the specified test period will be rejected. Correct rejected installations and retest for leaks.
2. Lateral Lines: Purge all lateral lines of air and test under operating line pressures with risers capped and drain valves closed. Maintain operating line pressures for 30 minutes through open valves and pressure regulating devices. Lines showing leaks when visually inspected at the end of the specified test periods will be rejected. Correct and retest lateral line installations that have been rejected.
3. Do not backfill trenches until the piping has been inspected and tested.
Obtain Owner's Representative's approval prior to backfilling.
3.11 CONTROLLER AND ENCLOSURE INSTALLATION
A. Coordinate location of power source to controller according to the National Electronic Code and state and local laws. Verify final location of controller enclosure with Owner's Representative.
B. Equipment Mounting: Install interior controllers on wall.
1. Place and secure anchorage devices. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.
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2. Install anchor bolts to elevations required for proper attachment to supported equipment.
C. Controller: Install controller in enclosure in accordance with manufacturer's instructions and according to state and local laws.
D. Electrical Grounding: Provide grounding according to manufacturer specifications and ASIC guidelines.
3.12 ELECTRICAL WIRING INSTALLATION
A. Valve wire, General: Install wire cabling and decoder to remote control valves.
Provide consistent wire jacket colors throughout site system installation; colors shall be typical of irrigation systems.
1. Provide conductors of size not smaller than recommended by controller manufacturer.
2. Bundle wiring at 15-foot intervals, or as necessary, with standard electrical cable ties.
3. Snake wire in trench to provide additional slack along the wire run.
4. Install valve wires to remote control valves according to manufacturer instructions.
5. Wire paths shall be grounded every 500 feet or every 15 devices, whichever is smaller. See manufacturer’s written instructions.
6. Provide surge protection device at end of each wire path per manufacturer’s recommendations.
B. Run valve wires from controller to remote control valves in electrical conduit, from the bottom of controller to outside of enclosure as indicated on Drawings in accordance with state and local requirements.
C. Wiring in Planting Area Trenches: Install valve wires in same trench as irrigation piping and at least two inches below the bottom-most irrigation pipe. When necessary to run wire separate from the irrigation pipe, place the wire under detectable warning tape.
D. Wiring Under Paving: Install all valve wires in separate sleeve under paved areas within the same trench as irrigation piping, where feasible. In locations that require a separate trench for wiring; provide a minimum cover of 18 inches to top of sleeve.
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or as indicated. Splices not occurring within remote control valve boxes shall be installed in a separate valve box.
F. Spare Wires: Extend wire paths to the extent of project limits for future expansion.
Provide grounded 36 inches of looped valve wire in valve box at each end and label wiring "Irrigation Wire."
3.13 SPRINKLER INSTALLATION
A. Install sprinklers after hydrostatic test is completed.
B. Install sprinklers according to manufacturer's instructions on flexible risers with swing-joint type as indicated on Drawings.
C. Install sprinklers according to the dimensions indicated on Drawings.
D. Locate part-circle sprinklers to maintain a minimum distance of 3 inches from walls and 1 inch from other boundaries unless otherwise indicated.
E. Install sprinklers with internal check valve at low elevation points of each zone to prevent low head drainage issues.
F. Install inline check valves on lateral pipes that have more than 12 feet in elevation change from the control valve to lowest head.
G. Sprinklers located on slopes which are less than three percent shall be installed plumb. Slopes greater than three percent shall be installed at an angle midway between plumb and perpendicular to the slope.
3.14 CONNECTIONS
A. Comply with requirements for piping specified in Section 22 11 13 "Facility Water Distribution Piping" and 33 14 15 "Site Water Distribution Piping" for water supply from exterior water service piping, water meters, protective enclosures, and backflow preventers. Drawings indicate general arrangement of piping, fittings, and specialties.
B. Install piping adjacent to equipment, valves, and devices to allow service and maintenance.
3.15 IDENTIFICATION
A. Identify all remote-control valves with valve tags inside valve boxes, labeled according to their valve number as indicated, installed according to manufacturer instructions. Identify all other related irrigation components in valve boxes with indelible markings or identification plate on inside of lid describing component.
Comply with requirements for identification specified in Section 22 05 53 "Identification for Plumbing Piping and Equipment."
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B. Equipment Nameplates and Signs: Install engraved plastic-laminate equipment nameplates and signs on each controller.
1. Text: In addition to identifying unit, distinguish between multiple units, inform operator of operational requirements, indicate safety and emergency precautions, and warn of hazards and improper operations.
C. Detectable Warning Tapes and Tracer Wire: Arrange for installation of continuous, underground, detectable warning tapes and tracer wire over underground piping during backfilling of trenches. See Section 31 20 00 "Earth Moving."
3.16 FIELD QUALITY CONTROL TESTING
A. Manufacturer's Field Service: Engage a factory-authorized service representative to inspect, test, and adjust components, assemblies, and equipment installations, including connections.
B. Perform tests and inspections in the presence of the Owner's Representative and after all irrigation equipment is installed.
1. Manufacturer's Field Service: Engage a factory-authorized service representative to inspect components, assemblies, and equipment installations, including connections, and to assist in testing.
C. Tests and Inspections:
1. Leak Test: After installation, charge system and test for leaks. Repair leaks and retest until no leaks exist.
2. Operational Test: After electrical circuitry has been energized, operate controllers and remote-control valves to confirm proper system operation.
3. Test and adjust controls and safeties. Replace damaged and malfunctioning controls and equipment.
D. Any irrigation product will be considered defective if it does not pass tests and inspections.
E. Prepare test and inspection reports.
3.17 STARTUP SERVICE
A. Engage a factory-authorized service representative to perform startup service.
1. Complete installation and startup check according to manufacturer's written instructions.
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2. Verify that controllers are installed and connected according to the Contract Documents.
3. Verify that electrical wiring installation and data communications comply with manufacturer's submittal.
3.18 SYSTEM PROGRAMMING
A. General: Irrigation zones shall be programmed to provide deep but infrequent irrigation to promote deeply rooted plant growth. System runtimes shall factor regional annual precipitation rates including local historical ET rates; plant type seasonal water demand for region; plant maturation requirements; solar exposure; soil conditions; and topography. Program system runtimes shall not cause runoff and not interrupt site activities.
B. Programming: Calculate three irrigation programs for spring to early summer; summer; and late summer to early fall.
3.19 ADJUSTING
Adjust settings of controller as necessary to meet irrigation requirements for plant health and site requirements.
A. Adjust remote control valves to provide flow rate at rated operating pressure required for each sprinkler circuit.
B. Adjust sprinklers and devices, except those intended to be mounted aboveground, so they will be flush with finish grade.
C. Modify spray pattern of nozzles to reduce throw of water onto buildings, structures, vehicles, and paved surfaces. Monitor and re-adjust system operation until components operate continually as specified.
3.20 CLEANUP
A. Upon completion, wash clean all surfaces impacted by irrigation construction.
Coordinate with Owner's Representative prior to cleaning.
B. Repair all grade ruts caused by irrigation system testing.
C. Repair any planting soils or subgrade that has been compacted, disturbed, or degraded during irrigation system installation.
D. Remove and properly dispose of excess backfill materials, packaging, and other material brought to the site.
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3.21 MAINTENANCE
A. General: Provide maintenance of irrigation system according to 329310 "Landscape Maintenance."
3.22 DEMONSTRATION
A. Engage a factory-authorized service representative to train Owner's maintenance personnel to adjust, operate, and maintain remote control valves and controllers.
B. Operate the system in the presence of the Owner’s Representative to demonstrate satisfactory performance and coverage.
END OF SECTION
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SECTION 32 91 13
SOIL PREPARATION
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section includes planting soils and layered soil assemblies specified by prescriptive requirements.
B. Related Requirements:
1. Section 31 10 00 "Site Clearing" for topsoil stripping and stockpiling.
2. Section 32 92 00 "Turf and Grasses" for placing planting soil for turf and grasses.
3. Section 32 93 00 "Plants" for placing planting soil for plantings, fertilizers, including biochar and mycorrhizae in backfill soil.
1.3 DEFINITIONS
A. AAPFCO: Association of American Plant Food Control Officials.
B. Amendment: Physical, chemical or biological material additive that adjusts the physical and/or chemical structure of base soil. Materials may include sand, compost, fertilizer, biological additives and pH modifiers.
C. Backfill: The earth used to replace or the act of replacing earth in an excavation.
This can be amended or unamended soil as indicated.
D. CEC: Cation exchange capacity.
E. Coefficient of Uniformity: Numerical expression of distribution of dry weight soil particles in a sample, passed through sieves, that is the ratio between particles that are 60 percent finer and 10 percent finer within the sample (expressed as D60/D10).
F. Compost: The product resulting from the controlled biological decomposition of organic material that has been sanitized through the generation of heat and stabilized to the point that it is beneficial to plant growth.
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G. Duff Layer: A surface layer of soil, typical of forested areas, that is composed of mostly decayed leaves, twigs, and detritus.
H. Field Capacity: The amount of water in soil after excess water has drained away and ceased two to three days after a wetted event.
I. Friable: Crumbly texture of soil where larger clumps of soil can be broken into smaller, crumbly pieces by light rubbing.
J. Imported Soil: Soil that is transported to Project site for use.
K. Layered Soil Assembly: A designed series of planting soils, layered on each other, that together produce an environment for plant growth.
L. Manufactured Soil: Soil produced by blending soils, sand, stabilized organic soil amendments, and other materials to produce planting soil.
M. NAPT: North American Proficiency Testing Program. An SSSA program to assist soil-, plant-, and water-testing laboratories through interlaboratory sample exchanges and statistical evaluation of analytical data.
N. Organic Matter: The total of organic materials in soil exclusive of undecayed plant and animal tissues, their partial decomposition products, and the soil biomass; also called "humus" or "soil organic matter."
O. Planting Area: Areas on site to be planted or seeded within planting soil.
P. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been modified as specified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth.
Q. RCRA Metals: Hazardous metals identified by the EPA under the Resource Conservation and Recovery Act.
R. Saturated Soils: Water that fills the entirety of soil pores between soil particles.
S. Scarification/Scarify: Alleviation of compaction and consolidation of soil by any number of methods including loosening, turning, fracturing, or roughening through mechanized or manual means.
T. SSSA: Soil Science Society of America.
U. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill before planting soil is placed.
V. Subsoil: Soil beneath the level of subgrade; soil beneath the topsoil layers of a naturally occurring soil profile, typified by less than 1 percent organic matter and few soil organisms.
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W. Surface Soil: Soil that is present at the top layer of the existing soil profile. In undisturbed areas, surface soil is typically called "topsoil"; but in disturbed areas such as urban environments, the surface soil can be subsoil.
X. Stormwater Planting Soil: Planting medium used in a vegetated stormwater facility that is suitable for plant growth and vigor manufactured from existing on-site topsoil, imported topsoil, blended soil mix, or a combination thereof that includes necessary amendments and other soil additions further defined in this specification.
Y. Till: Scarification method, often with mechanized equipment, that turns, digs, or stirs soil to alleviate compaction and mix soil.
Z. USCC: U.S. Composting Council.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1.5 ACTION SUBMITTALS
A. Product Data: For each type of product.
1. Include recommendations for application and use.
2. Include test data substantiating that products comply with requirements.
3. Include sieve analyses for aggregate materials.
4. Material Certificates: For each type of imported soil, soil amendment and fertilizer before delivery to the site, according to the following:
a. Manufacturer's qualified testing agency's certified analysis of standard products.
b. Analysis of fertilizers, by a qualified testing agency, made according to AAPFCO methods for testing and labeling and according to AAPFCO's SUIP #25.
c. Analysis of nonstandard materials, by a qualified testing agency, made according to SSSA methods, where applicable.
B. Samples: For each bulk-supplied material, 1-quart volume of each in sealed containers labeled with content, source, and date obtained. Each Sample shall be typical of the lot of material to be furnished; provide an accurate representation of composition, color, and texture.
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For each testing agency.
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B. Preconstruction Test Reports: For preconstruction soil analyses specified in "Preconstruction Testing" Article.
C. Field quality-control reports.
D. Soil Work Plan: 90 days prior to planting soil installation, submit a written statement that describes the soil design method(s) that will be utilized including the following:
1. Soil testing locations and timeline.
2. Ability to use existing surface soils for final planting soil design and location of surface soil stockpiles.
3. Location and source of amendments.
4. Soil blending material operations needed to create planting soil including potential equipment desired to use.
5. Responsibility of subgrade preparation.
6. Weed removal and abatement process.
1.7 QUALITY ASSURANCE
A. Testing Agency Qualifications: An independent, state-operated, or university-operated laboratory; experienced in soil science, soil testing, and plant nutrition; with the experience and capability to conduct the testing indicated; and that specializes in types of tests to be performed.
1. Laboratories: Subject to compliance with requirements, provide testing by the following:
a. Soil and Plant Laboratory, Inc.; www.soilandplantlaboratory.com. b. Western Agricultural Laboratories; www.al-labs-west.com. c. Approved equal.
2. Multiple Laboratories: At Contractor's option, work may be divided among qualified testing laboratories specializing in physical testing, chemical testing, and fertility testing.
1.8 PRECONSTRUCTION TESTING
A. Preconstruction Testing Service: Owner will engage a qualified testing agency to perform preconstruction soil analyses on existing, on-site soil.
1. Notify Owner's Representative seven days in advance of the dates and times when laboratory samples will be taken.
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B. Preconstruction Soil Analyses: For each unamended soil type, perform testing on soil samples and furnish soil analysis and a written report containing soil-amendment and fertilizer recommendations by a qualified testing agency performing the testing according to "Soil-Sampling Requirements" and "Testing Requirements" articles.
1. Have a testing agency identify and label samples and test reports according to sample collection and labeling requirements.
1.9 SOIL-SAMPLING REQUIREMENTS
A. General: Extract soil samples according to requirements in this article.
B. Sample Collection and Labeling: Have samples taken and labeled by Contractor in presence of Owner's Representative under the direction of the testing agency.
1. Number and Location of Samples: Minimum of three representative soil samples from varied locations where directed by Owner's Representative for each soil to be used or amended for landscaping purposes.
2. Procedures and Depth of Samples: 8 to 14 inches deep and a minimum two-quart sample, or as required by testing laboratory.
3. Division of Samples: Split each sample into two equal parts. Send half to the testing agency and half to Owner for its records.
4. Labeling: Label each sample with the date, location keyed to a site plan or other location system, visible soil condition, and sampling depth.
1.10 TESTING REQUIREMENTS
A. General: Perform tests on soil samples according to requirements in this article.
B. Physical Testing:
1. Soil Texture: Soil-particle, size-distribution analysis by one of the following methods according to SSSA's "Methods of Soil Analysis – Part 1 – Physical and Mineralogical Methods":
a. Sieving Method: Report sand-gradation percentages for very coarse, coarse, medium, fine, and very fine sand; and fragment-gradation (gravel) percentages for fine, medium, and coarse fragments; according to USDA sand and fragment sizes.
b. Hydrometer Method: Report percentages of sand, silt, and clay.
2. Bulk Density: Analysis according to clod method of SSSA's "Methods of Soil Analysis - Part 1-Physical and Mineralogical Methods."
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3. Total Porosity: Calculate using particle density and bulk density according to SSSA's "Methods of Soil Analysis - Part 1-Physical and Mineralogical Methods."
4. Water Retention: According to SSSA's "Methods of Soil Analysis - Part 1- Physical and Mineralogical Methods."
5. Saturated Hydraulic Conductivity: According to SSSA's "Methods of Soil Analysis - Part 1-Physical and Mineralogical Methods"; at 85 percent compaction according to ASTM D698 (Standard Proctor).
C. Chemical Testing:
1. CEC: Analysis by sodium saturation at pH 7 according to SSSA's "Methods of Soil Analysis - Part 3- Chemical Methods."
2. Clay Mineralogy: Analysis and estimated percentage of expandable clay minerals using CEC by ammonium saturation at pH 7 according to SSSA's "Methods of Soil Analysis - Part 1-Physical and Mineralogical Methods."
3. Metals Hazardous to Human Health: Test for presence and quantities of RCRA metals including aluminum, arsenic, barium, copper, cadmium, chromium, cobalt, lead, lithium, and vanadium. If RCRA metals are present, include recommendations for corrective action.
4. Phytotoxicity: Test for plant-available concentrations of phytotoxic minerals including aluminum, arsenic, barium, cadmium, chlorides, chromium, cobalt, copper, lead, lithium, mercury, nickel, selenium, silver, sodium, strontium, tin, titanium, vanadium, and zinc.
D. Fertility Testing: Soil fertility analysis according to standard laboratory protocol including the following:
1. Percentage of organic matter.
2. CEC, calcium percent of CEC, and magnesium percent of CEC.
3. Soil reaction (acidity/alkalinity pH value).
4. Buffered acidity or alkalinity.
5. Nitrogen ppm.
6. Phosphorous ppm.
7. Potassium ppm.
8. Manganese ppm.
9. Manganese-availability ppm.
10. Zinc ppm.
11. Zinc availability ppm.
12. Copper ppm.
13. Sodium ppm and sodium absorption ratio.
14. Soluble-salts ppm.
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15. Presence and quantities of problem materials including salts and metals cited in the Standard protocol. If such problem materials are present, provide additional recommendations for corrective action.
16. Other deleterious materials, including their characteristics and content of each.
E. Organic-Matter Content: Analysis using loss-by-ignition method according to SSSA's "Methods of Soil Analysis - Part 3-Chemical Methods." F. Recommendations: Based on the test results, state recommendations for soil treatments and soil amendments to be incorporated to produce satisfactory planting soil suitable for healthy, viable plants indicated. Include, at a minimum, recommendations for nitrogen, phosphorous, and potassium fertilization, and for micronutrients.
1. Fertilizers and Soil Amendment Rates: State recommendations in weight per 1000 sq. ft. for 6-inch depth of soil.
2. Soil Reaction: State the recommended liming rates for raising pH or sulfur for lowering pH according to the buffered acidity or buffered alkalinity in weight per 1000 sq. ft. for 6-inch depth of soil.
1.11 DELIVERY, STORAGE, AND HANDLING
A. Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and compliance with state and Federal laws if applicable.
B. Bulk Materials:
1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants.
2. Provide erosion-control measures to prevent erosion or displacement of bulk materials, discharge of soil-bearing water runoff, and airborne dust reaching adjacent properties, water conveyance systems, or walkways.
3. Do not move or handle materials when they are wet or frozen.
4. Accompany each delivery of bulk fertilizers and soil amendments with appropriate certificates.
PART 2 - PRODUCTS
2.1 PLANTING SOILS, GENERAL
A. Planting soils may be created from on-site, existing, stockpiled or imported surface soils with the addition of imported inorganic soil amendments, organic FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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soil amendments, and fertilizers as necessary that meets the requirements in "Planting Soils Specified According to Performance Requirements" and "Planting Soils Specified by Composition" Article.
B. Stormwater plantings soils shall only be imported, pre-blended mix from manufacturer.
2.2 PLANTING SOILS SPECIFIED BY COMPOSITION
A. General: Soil amendments, fertilizers, and rates of application specified in this article are guidelines that may need revision based on testing laboratory's recommendations after preconstruction soil analyses are performed.
B. Planting-Soil Type A: Imported, naturally formed soil from off-site sources and consisting of sandy loam soil according to USDA textures; and modified to produce viable planting soil. Soil to be placed at a depth of 4 inches in all planting areas.
1. Sources: Take imported, unamended soil from sources that are naturally well-drained sites where topsoil occurs at least 4 inches deep, not from agricultural land, bogs, or marshes; and that do not contain undesirable organisms; disease-causing plant pathogens; free of noxious weeds and invasive plants as classified by the California Department of Food and Agriculture as weeds and not limited to the following: Canada thistle, morning glory, scotch broom, common teasel, English ivy, Himalayan blackberry, velvet grass, purple loosestrife, reed canary grass, kudzu, butterfly bush, bentgrass, Italian arum, spurge laurel, yellow archangel, false brome, garlic mustard, lesser celandine, pokeweed, giant hogweed, Japanese knotweed, jointed goatgrass, tree of heaven, and tansy ragwort.
2. Additional Properties of Imported Soil before Amending: Soil reaction of pH 6 to 7 and minimum of 6 percent organic-matter content, friable, and with sufficient structure to give good tilth and aeration.
3. Unacceptable Properties: Clean soil of the following:
a. Unacceptable Materials: Concrete slurry, concrete layers or chunks, cement, plaster, building debris, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, acid, and other extraneous materials that are harmful to plant growth.
b. Unsuitable Materials: Stones, roots, plants, sod, clay lumps, and pockets of coarse sand that exceed a combined maximum of 5 percent by dry weight of the imported soil.
c. Large Materials: Stones, clods, roots, clay lumps, and pockets of coarse sand exceeding 1 inch in any dimension.
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4. Amended Soil Composition: Blend imported, unamended soil with the following soil amendments and fertilizers in the following quantities to produce planting soil:
a. Ratio of Loose Compost to Soil: As indicated and recommended from soil testing, by volume.
b. Weight of Lime: As indicated and recommended from soil testing per 1000 sq. ft. per 6 inches of soil depth.
c. Weight of Sulfur or Iron Sulfate: As indicated and recommended from soil testing per 1000 sq. ft. per 6 inches of soil depth. d. Weight of Agricultural Gypsum: As indicated and recommended from soil testing per 1000 sq. ft. per 6 inches of soil depth. e. Weight of Superphosphate: As indicated and recommended from soil testing per 1000 sq. ft. per 6 inches of soil depth.
f. Weight of Commercial Fertilizer: As indicated and recommended from soil testing per 1000 sq. ft. per 6 inches of soil depth. g. Weight of Slow-Release Fertilizer: As indicated and recommended from soil testing per 1000 sq. ft. per 6 inches of soil depth.
2.3 INORGANIC SOIL AMENDMENTS
A. Lime: ASTM C602, agricultural liming material containing a minimum of 80 percent calcium carbonate equivalent and as follows:
1. Class: T, with a minimum of 99 percent passing through a No. 8 sieve and a minimum of 75 percent passing through a No. 60 sieve.
2. Class: O, with a minimum of 95 percent passing through No. 8 sieve and a minimum of 55 percent passing through a No. 60 sieve.
3. Form: Provide lime in form of ground dolomitic limestone.
B. Sulfur: Granular, biodegradable, and containing a minimum of 90 percent elemental sulfur, with a minimum of 99 percent passing through a No. 6 sieve and a maximum of 10 percent passing through a No. 40 sieve.
C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and 10 percent sulfur.
D. Agricultural Gypsum: Minimum 90 percent calcium sulfate, finely ground with 90 percent passing through a No. 50 sieve.
E. Sand: Clean, washed, coarse, and sharp; free of limestone, shale and slate particles; natural or manufactured and free of toxic materials; with 100 percent passing a 3/8 inch sieve and zero to 5 percent passing a No. 200 Sieve.
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2.4 ORGANIC SOIL AMENDMENTS
A. Compost: Well-composted, stable, and weed-free organic matter produced by composting feedstock, and bearing USCC's "Seal of Testing Assurance," and as follows:
1. Feedstock: Limited to leaves.
2. Reaction: pH of 5.5 to 8.
3. Soluble-Salt Concentration: Less than 4 dS/m.
4. Primary Plant Nutrients: Reported as percent as-is or dry weight for nitrogen, phosphorus, potassium, calcium, and magnesium.
5. Moisture Content: 35 to 55 percent by weight.
6. Particle Size: Minimum of 98 percent passing through a 1/2-inch sieve.
7. Organic-Matter Content: 50 to 60 percent of dry weight.
8. Stability: Respirometry, equal to or less than 8 CO2-C per g OM per day.
9. Maturity: Bioassay, minimum 80 percent seed emergence and seedling vigor or 6 or greater on Solvita test.
10. Stability: Stable.
11. Inert materials and Foreign Debris: Less than 2 percent by dry weight.
12. Ratio of Carbon to Nitrogen: 25:1 minimum.
13. Meet or exceed US EPA Class A standard, 40 CFR Section 503.13.
14. Meet or exceed US EPA Class A standard, 40 CFR Section 503.32.
B. Manure: Well-rotted, un-leached, stable or cattle manure containing not more than 25 percent by volume of straw, sawdust, or other bedding materials; free of toxic substances, stones, sticks, soil, weed seed, debris, and material harmful to plant growth.
2.5 FERTILIZERS
A. Superphosphate: Commercial, phosphate mixture, soluble; a minimum of 20 percent available phosphoric acid.
B. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and slow-release nitrogen, 50 percent derived from natural FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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organic sources of urea formaldehyde, phosphorous, and potassium in the following composition:
1. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified testing agency.
C. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-insoluble nitrogen, phosphorus, and potassium in the following composition:
1. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified testing agency.
D. Chelated Iron: Commercial-grade FeEDDHA for dicots and woody plants, and commercial-grade FeDTPA for ornamental grasses and monocots.
PART 3 - EXECUTION
3.1 GENERAL
A. Place planting soil and fertilizers according to requirements in other Specification Sections. Placing and mixing process may vary based up planting soil approach utilized.
B. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in planting soil.
C. Proceed with placement only after unsatisfactory conditions have been corrected.
D. All materials removed from prepared soil areas shall be legally disposed of from Owner's property.
3.2 PREPARATION OF UNAMENDED, ON-SITE SOIL BEFORE AMENDING A. Excavation: Excavate soil from designated area(s) to a depth of 6 inches and stockpile until amended.
B. Unacceptable Materials: Clean soil of concrete slurry, concrete layers or chunks, cement, plaster, building debris, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, acid, and other extraneous materials that are harmful to plant growth.
C. Unsuitable Materials: Clean soil to contain a combined maximum of 5 percent by dry weight of stones, roots, plants, sod, clay lumps, and pockets of coarse sand.
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D. Screening: Pass unamended soil through a 1-inch sieve to remove large materials.
3.3 PLACING AMENDED PLANTING SOIL OVER EXPOSED SUBGRADE A. General: Apply and mix unamended soil with amendments on-site to produce required planting soil over prepared subgrade. Do not apply materials, scarify, or till if existing soil or subgrade is frozen, muddy, saturated, or excessively wet.
B. Subgrade Preparation: Scarify subgrade to a minimum depth indicated on Drawings. Remove organic materials such as stones, sticks, and roots larger than 1-inch in any dimension. Remove all construction debris, trash, rubbish and other extraneous matter of any dimension from site.
1. Apply approximately half the thickness of unamended soil over prepared, loosened subgrade according to "Mixing" Paragraph below. Mix thoroughly into top 4 inches of subgrade. Spread remainder of planting soil.
C. Application: Spread planting soil to total depth indicated on Drawings but not less than required to meet finish grades after settlement. Do not spread if soil or subgrade is frozen, muddy, or excessively wet.
1. Lifts: Apply and mix unamended soil and amendments in lifts not exceeding 12 inches in loose depth for material compacted by compaction equipment, and not more than 6 inches in loose depth for material compacted by hand-operated tampers.
D. Compaction: Compact each blended lift of planting soil to 80 percent of maximum Standard Proctor density according to ASTM D698 except where a different compaction value is indicated on Drawings.
E. Finish Grading: Grade planting soil to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.
3.4 APPLYING COMPOST TO SURFACE OF PLANTING SOIL
A. Application: Apply compost component of planting-soil mix bto surface of in-place planting soil. Do not apply materials or till if existing soil or subgrade is frozen, muddy, saturated, or excessively wet.
B. Blending: Till compost into surface of in-place planting soil and thoroughly incorporate to a depth of 6 inches.
C. Finish Grading: Grade surface to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.
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3.5 FIELD QUALITY CONTROL
A. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.
B. Perform the following tests and inspections:
1. Compaction: Test planting-soil compaction after placing each lift and at completion using a densitometer or soil-compaction meter calibrated to a reference test value based on laboratory testing according to ASTM D698.
Space tests at no less than one for each 2000 sq. ft. of in-place soil or part thereof.
2. Performance Testing: For each amended planting-soil type, demonstrating compliance with specified performance requirements. Perform testing according to "Soil-Sampling Requirements" and "Testing Requirements" articles.
C. Soil will be considered defective if it does not pass tests and inspections.
D. Prepare test and inspection reports.
E. Label each sample and test report with the date, location keyed to a site plan or other location system, visible conditions when and where sample was taken, and sampling depth.
3.6 PROTECTION
A. Protection Zone: Identify protection zones according to Section 015639 "Temporary Tree and Plant Protection."
B. Protect areas of in-place soil from additional compaction, disturbance, and contamination. Prohibit the following practices within these areas except as required to perform planting operations:
1. Storage of construction materials, debris, or excavated material.
2. Parking vehicles or equipment.
3. Vehicle traffic.
4. Foot traffic.
5. Erection of sheds or structures.
6. Impoundment of water.
7. Excavation or other digging unless otherwise indicated.
C. If planting soil or subgrade is over-compacted, disturbed, or contaminated by foreign or deleterious materials or liquids, remove the planting soil and contamination; restore the subgrade as directed by Owner's Representative and replace contaminated planting soil with new planting soil.
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3.7 CLEANING
A. Protect areas adjacent to planting-soil preparation and placement areas from contamination. Keep adjacent paving and construction clean and work area in an orderly condition.
B. Remove surplus soil and waste material including excess subsoil, unsuitable materials, trash, and debris and legally dispose of them off Owner's property unless otherwise indicated.
1. Dispose of excess subsoil and unsuitable materials on-site where directed by Owner.
END OF SECTION
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SECTION 32 92 00
TURF AND GRASSES
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Seeding.
2. Hydroseeding.
3. Sodding.
4. Turf renovation.
5. Erosion-control materials.
B. Related Requirements:
1. Section 32 84 00 "Planting Irrigation" for irrigation components.
2. Section 32 91 13 "Soil Preparation" for planting soil mixes including amend-ments.
3. Section 32 93 00 "Plants" for trees, shrubs, ground covers, and other plants as well as border edgings and mow strips.
4. Section 32 93 10 "Landscape Maintenance" for maintenance of turf and grasses.
1.3 DEFINITIONS
A. Finish Grade: Elevation of finished surface of planting soil.
B. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. Pesticides include insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. They also include substances or mixtures intended for use as a plant regulator, defoliant, or desiccant.
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C. Pests: Living organisms that occur where they are not desired or that cause damage to plants, animals, or people. Pests include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses.
D. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth. See Section 32 91 13 "Soil Preparation" and drawing designations for planting soils.
E. Subgrade: The surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill before planting soil is placed.
1.4 PREINSTALLATION MEETINGS
A. Preinstallation Conference: Conduct conference at Project site.
1.5 INFORMATIONAL SUBMITTALS
A. Qualification Data: For landscape Installer.
B. Certification of Grass Seed: From seed vendor for each grass-seed monostand or mixture, stating the botanical and common name, percentage by weight of each species and variety, and percentage of purity, germination, and weed seed.
Include the year of production and date of packaging.
1. Certification of each seed mixture for turfgrass sod. Include identification of source and name and telephone number of supplier.
C. Product Certificates: For fertilizers, from manufacturer.
D. Herbicides: Product label and manufacturer's application instructions specific to Project.
1.6 CLOSEOUT SUBMITTALS
A. Maintenance Data: Recommended procedures to be established by Owner for maintenance of turf during a calendar year. Submit before expiration of required maintenance periods.
1.7 QUALITY ASSURANCE
A. Installer Qualifications: A qualified landscape installer whose work has resulted in successful turf establishment.
1. Professional Membership: Installer shall be a member in good standing of either the National Association of Landscape Professionals or AmericanHort.
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2. Experience: Five years' experience in turf installation in addition to requirements in Section 01 40 00 "Quality Requirements."
3. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.
4. Personnel Certifications: Installer's personnel assigned to the Work shall have certification in all of the following categories from the National Association of Landscape Professionals:
a. Landscape Industry Certified Technician - Exterior.
b. Landscape Industry Certified Lawn Care Manager.
c. Landscape Industry Certified Lawn Care Technician.
5. Pesticide Applicator: State licensed, commercial.
1.8 DELIVERY, STORAGE, AND HANDLING
A. Seed and Other Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of compliance with state and Federal laws, as applicable.
B. Sod: Harvest, deliver, store, and handle sod according to requirements in "Specifications for Turfgrass Sod Materials" and "Specifications for Turfgrass Sod Transplanting and Installation" sections in TPI's "Guideline Specifications to Turfgrass Sodding." Deliver sod within 24 hours of harvesting and in time for planting promptly. Protect sod from breakage and drying.
C. Bulk Materials:
1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants.
2. Provide erosion-control measures to prevent erosion or displacement of bulk materials; discharge of soil-bearing water runoff; and airborne dust reaching adjacent properties, water conveyance systems, or walkways.
3. Accompany each delivery of bulk materials with appropriate certificates.
1.9 FIELD CONDITIONS
A. Planting Restrictions: Plant during one of the following periods. Coordinate planting periods with initial maintenance periods to provide required maintenance from date of planting completion.
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1. Spring Planting: April – May.
2. Fall Planting: August – September.
B. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained. Apply products during favorable weather conditions according to manufacturer's written instructions.
PART 2 - PRODUCTS
2.1 SEED
A. Turf Grass Seed: Fresh, clean, dry, new-crop seed complying with AOSA's "Rules for Testing Seeds" for purity and germination tolerances.
B. Seed Species:
1. Quality, State Certified: State-certified seed of grass species as listed below for solar exposure.
2. Quality, Non-State Certified: Seed of grass species as listed below for solar exposure, with not less than 85 percent germination, not less than 95 percent pure seed, and not more than 0.5 percent weed seed:
3. Sun and Partial Shade, Cool-Season Grass: Proportioned by weight as follows:
a. 50 percent Kentucky Bluegrass (Poa pratensis).
b. 30 percent Chewings Red Fescue (Festuca rubra variety). c. 10 percent Perennial Ryegrass (Lolium perenne).
d. 10 percent Redtop (Agrostis alba).
2.2 FERTILIZERS
A. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic sources of urea formaldehyde, phosphorous, and potassium in the following composition:
1. Composition:
a. Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil-testing laboratory.
B. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-insoluble nitrogen, phosphorus, and potassium in the following composition:
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1. Composition:
a. Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil-testing laboratory.
2.3 MULCHES
A. Straw Mulch: Provide air-dry, clean, mildew- and seed-free, salt hay or threshed straw of wheat, rye, oats, or barley.
B. Fiber Mulch: Biodegradable, dyed-wood, cellulose-fiber mulch; nontoxic and free of plant-growth or germination inhibitors; with a maximum moisture content of 15 percent and a pH range of 4.5 to 6.5.
C. Nonasphaltic Tackifier: Colloidal tackifier recommended by fiber-mulch manufacturer for slurry application; nontoxic and free of plant-growth or germination inhibitors.
2.4 PESTICIDES
A. General: Pesticide, registered and approved by the EPA, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction.
B. Pre-Emergent Herbicide (Selective and Nonselective): Effective for controlling the germination or growth of weeds within planted areas at the soil level directly below the mulch layer.
C. Post-Emergent Herbicide (Selective and Nonselective): Effective for controlling weed growth that has already germinated.
2.5 EROSION-CONTROL MATERIALS
A. Erosion-Control Blankets: Biodegradable wood excelsior, straw, or coconut-fiber mat enclosed in a photodegradable plastic mesh. Include manufacturer's recommended steel wire staples, 6 inches long.
B. Erosion-Control Fiber Mesh: Biodegradable burlap or spun-coir mesh, a minimum of 0.92 lb/sq. yd., with 50 to 65 percent open area. Include manufacturer's recommended steel wire staples, 6 inches long.
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PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas to be planted for compliance with requirements and other conditions affecting installation and performance of the Work.
1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area.
2. Suspend planting operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results.
3. Uniformly moisten excessively dry soil that is not workable or which is dusty.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
C. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by Owner's Representative and replace with new planting soil.
3.2 PREPARATION
A. Protect structures; utilities; sidewalks; pavements; and other facilities, trees, shrubs, and plantings from damage caused by planting operations.
1. Protect adjacent and adjoining areas from hydroseeding and hydromulching overspray.
2. Protect grade stakes set by others until directed to remove them.
B. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.
3.3 TURF AREA PREPARATION
A. General: Prepare planting area for soil placement and mix planting soil according to Section 32 91 13 "Soil Preparation." and Section 32 91 15 "Soil Preparation (Performance Specification)."
B. Placing Planting Soil: Place amended planting soil over exposed subgrade.
1. Reduce elevation of planting soil to allow for soil thickness of sod.
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C. Moisten prepared area before planting if soil is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil.
D. Before planting, obtain Owner's Representative's acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.
3.4 PREPARATION FOR EROSION-CONTROL MATERIALS
A. Prepare area as specified in "Turf Area Preparation" Article.
B. For erosion-control blanket or mesh, install from top of slope, working downward, and as recommended by material manufacturer for site conditions. Fasten as recommended by material manufacturer.
C. Moisten prepared area before planting if surface is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil.
3.5 HYDROSEEDING
A. Hydroseeding: Mix specified seed, slow-release fertilizer, and fiber mulch in water, using equipment specifically designed for hydroseed application. Continue mixing until uniformly blended into homogeneous slurry suitable for hydraulic application.
1. Mix slurry with non-asphaltic tackifier.
2. Spray-apply slurry uniformly to all areas to be seeded in a one-step process.
Apply slurry at a rate so that mulch component is deposited at not less than 1500-lb/acre dry weight, and seed component is deposited at not less than the specified seed-sowing rate.
3.6 SODDING
A. Lay sod within 24 hours of harvesting unless a suitable preservation method is accepted by Owner's Representative prior to delivery time. Do not lay sod if dormant or if ground is frozen or muddy.
B. Lay sod to form a solid mass with tightly fitted joints. Butt ends and sides of sod; do not stretch or overlap. Stagger sod strips or pads to offset joints in adjacent courses. Avoid damage to soil or sod during installation. Tamp and roll lightly to ensure contact with soil, eliminate air pockets, and form a smooth surface. Work sifted soil or fine sand into minor cracks between pieces of sod; remove excess to avoid smothering sod and adjacent grass.
1. Lay sod across slopes exceeding 1:3.
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2. Anchor sod on slopes exceeding 1:6 with wood pegs spaced as recommended by sod manufacturer but not less than two anchors per sod strip to prevent slippage.
C. Saturate sod with fine water spray within two hours of planting. During first week after planting, water daily or more frequently as necessary to maintain moist soil to a minimum depth of 1-1/2 inches below sod.
3.7 TURF RENOVATION
A. Renovate existing turf where indicated.
B. Renovate turf damaged by Contractor's operations, such as storage of materials or equipment and movement of vehicles.
1. Reestablish turf where settlement or washouts occur or where minor regrading is required.
2. Install new planting soil as required.
C. Remove sod and vegetation from diseased or unsatisfactory turf areas; do not bury in soil.
D. Remove topsoil containing foreign materials, such as oil drippings, fuel spills, stones, gravel, and other construction materials resulting from Contractor's operations, and replace with new planting soil.
E. Mow, dethatch, core aerate, and rake existing turf.
F. Remove weeds before seeding. Where weeds are extensive, apply selective herbicides as required. Do not use pre-emergence herbicides.
G. Remove waste and foreign materials, including weeds, soil cores, grass, vegetation, and turf, and legally dispose of them off Owner's property.
H. Till stripped, bare, and compacted areas thoroughly to a soil depth of 6 inches.
I. Apply soil amendments and initial fertilizer required for establishing new turf and mix thoroughly into top 4 inches of existing soil. Install new planting soil to fill low spots and meet finish grades.
J. Apply seed and protect with straw mulch as required for new turf.
K. Water newly planted areas and keep moist until new turf is established.
3.8 SATISFACTORY TURF
A. Turf installations shall meet the following criteria as determined by Owner's Representative:
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1. Satisfactory Seeded Turf: At end of maintenance period, a healthy, uniform, close stand of grass has been established, free of weeds and surface irregularities, with coverage exceeding 90 percent over any 10 sq. ft. and bare spots not exceeding 5 by 5 inches.
2. Satisfactory Sodded Turf: At end of maintenance period, a healthy, well-rooted, even-colored, viable turf has been established, free of weeds, open joints, bare areas, and surface irregularities.
B. Use specified materials to reestablish turf that does not comply with requirements and continue maintenance until turf is satisfactory.
3.9 HERBICIDE APPLICATION
A. Apply herbicides according to requirements of authorities having jurisdiction and manufacturer's written recommendations. Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed.
B. Post-Emergent Herbicides (Selective and Nonselective): Apply only as necessary to treat already-germinated weeds and according to manufacturer's written recommendations.
3.10 CLEANUP AND PROTECTION
A. Promptly remove soil and debris created by turf work from paved areas. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas.
B. Remove surplus soil and waste material, including excess subsoil, unsuitable soil, trash, and debris, and legally dispose of them off Owner's property.
C. Erect temporary fencing or barricades and warning signs as required to protect newly planted areas from traffic. Maintain fencing and barricades throughout initial maintenance period and remove after plantings are established.
D. Remove nondegradable erosion-control measures after grass establishment period.
3.11 MAINTENANCE SERVICE
A. Turf Maintenance Service: According to Section 32 93 10 "Landscape Maintenance."
END OF SECTION
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SECTION 32 93 00
PLANTS
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes:
1. Plants.
2. Fertilizers.
3. Pesticides and Herbicides.
4. Mulch.
5. Tree stabilization.
B. Related Requirements:
1. Section 01 56 39 "Temporary Tree and Plant Protection" for protecting, trimming, pruning, repairing, and replacing existing trees to remain that interfere with, or are affected by, execution of the Work.
2. Section 31 10 00 "Site Clearing" for clearing and preparation of plant beds prior to planting.
3. Section 31 10 70 "Erosion Control" for temporary erosion control measures related to plant installation.
4. Section 32 84 00 "Planting Irrigation" for installation of irrigation equipment around trees and shrubs.
5. Section 32 91 13 "Soil Preparation" for preparation of plant bed soil prior to or during planting.
6. Section 32 92 00 "Turf and Grasses" for turf (lawn) and meadow planting, hydroseeding, and erosion-control materials.
7. Section 32 96 00 "Transplanting" for transplanting non-nursery-grown trees.
8. Section 32 93 10 "Landscape Maintenance" for plant maintenance after installation.
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1.3 UNIT PRICES
A. Work of this Section is affected by unit prices specified in Section 01 22 00 "Unit Prices."
B. Unit prices apply to authorized work covered by quantity allowances.
C. Unit prices apply to additions to and deletions from the Work as authorized by Change Orders.
1.4 DEFINITIONS
A. Backfill: The earth used to replace or the act of replacing earth in an excavation.
B. Balled and Burlapped Stock: Plants established in the ground and dug with firm, natural balls of earth in which they were grown and wrapped with burlap and twine.
C. Balled and Potted Stock: Plants established in the ground dug with firm, natural balls of earth in which they are grown and placed, unbroken, in a container.
D. Bare-Root Stock: Plants established in the ground that are dug and delivered with soil or growing medium removed from its roots.
E. Branch: An outgrowing shoot, stem or twig that grows from the main stem or trunk.
F. Caliper: The measurement of a nursery stock tree as determined in the latest edition of the ANSI Z60.1.
G. Container-Grown Stock: Plants established above ground grown in a removable tub or pot container filled with growing medium.
H. Crown: The portion of a tree consisting of leaves and branches.
I. Defective Plant: Any plant that fails to meet the plant quality requirements of this Section.
J. Fabric Bag-Grown Stock: Plant grown within a fabric bag in-ground to manipulate root growth to develop a fibrous root system within the bag. Fabric bags may be used above ground as a container.
K. Finish Grade: Elevation of finished surface of planting soil.
L. Healthy: Description of quality related to living plants that are growing in a condition that expresses their leaf size, crown density, color and annual growth rates typical of their horticultural description in the region.
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M. Included Bark: Ingrown bark tissues that develop where two or more stems grow closely together creating weak stem connections prone to breaking.
N. Kinked Root: A root within the root package that bends more than 90 degrees.
O. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. Pesticides include insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. They also include substances or mixtures intended for use as a plant regulator, defoliant, or desiccant. Some sources classify herbicides separately from pesticides.
P. Pests: Living organisms that occur where they are not desired or that cause damage to plants, animals, or people. Pests include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses.
Q. Plug: Seeding or rooted cuttings grown in a cylinder of planting medium at a nursery. Sometimes referred to as a "tubeling."
R. Planting Area: Areas to be planted with any combination of groundcovers, shrubs, trees.
S. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth. See Section 32 91 13 "Soil Preparation" for drawing designations for planting soils.
T. Plant; Plants; Plant Material: These terms refer to vegetation in general, including trees, shrubs, vines, plugs, tubelings, groundcovers, ornamental grasses, bulbs, corms, tubers, or any herbaceous vegetation.
U. Root Crown; Root Flare; Root Collar; Trunk Flare: The area at the base of the plant's stem or trunk where the stem or trunk broadens to form roots and "flares" away from the tree's trunk; the area of transition between the root system and the stem or trunk.
V. Root Ball: The mass of roots including any soil or substrate that is shipped with the tree within the root ball package.
W. Shrub: Wood plants with mature height approximately less than 15 feet.
X. Stem: Structure and support of a plant connecting the roots and leaves; may be woody or herbaceous.
Y. Stem Girdling Roots: Roots that encircle the stems (trunks) of trees below the soil surface.
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Z. Subgrade: The surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill before planting soil is placed.
AA. Tree: Single and multi-stemmed plants with mature height approximately greater than 15 feet.
BB. Trunk: Portion of woody stem or stems of a tree between the roots and the canopy.
CC. Vine: Woody or herbaceous climbing plant material.
DD. Whip: A young tree without branches
1.5 COORDINATION
A. Coordination with Turf (Lawns) and Seeded Areas: Plant trees, shrubs, and other plants after finish grades are established and before planting turf and seeded areas unless otherwise indicated.
1. When planting trees, shrubs, and other plants after planting turf areas, protect turf areas, and promptly repair damage caused by planting operations.
2. Coordinate planting installation with planting soil installation according to Section 32 91 13 "Soil Preparation."
1.6 ACTION SUBMITTALS
A. Product Data: For each type of product.
1. Plant Materials: Include quantities, sizes, quality, and sources for plant materials. Invoices to be provided a maximum of one month after authorization to proceed. Copies must indicate source of supply by name, address, and phone number.
a. Photos: Include digital photographs of nursery site visits for all plants proposed to be purchased from sources.
2. Product Data: For each type of product indicated.
B. Samples for Verification: For each of the following:
1. Bark and Compost Mulch: 1-quart volume of each mulch required; in sealed plastic bags labeled with composition of materials by percentage of weight and source of mulch. Each Sample shall be typical of the lot of material to be furnished; provide an accurate representation of color, texture, and organic makeup.
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2. Edging Materials and Accessories: Manufacturer's standard size, to verify color selected.
1.7 INFORMATIONAL SUBMITTALS
A. Qualification Data: For landscape Installer. Include list of similar projects completed by Installer demonstrating Installer's capabilities and experience.
Include project names, addresses, and year completed, and include names and addresses of owners' contact persons.
B. Inspection Certificates: For plant materials furnished. Provide to Owner's Representative inspection certificates required by law for each shipment of plant materials.
C. Product Certificates: For each type of manufactured product, from manufacturer, and complying with the following:
1. Manufacturer's certified analysis of standard products.
2. Analysis of other materials by a recognized laboratory made according to methods established by the Association of Official Analytical Chemists, where applicable.
D. Sample Warranty: For special warranty.
1.8 QUALITY ASSURANCE
A. Installer Qualifications: A qualified landscape installer whose work has resulted in successful establishment of plants.
1. Professional Membership: Installer shall be a member in good standing of either the National Association of Landscape Professionals or AmericanHort.
2. Experience: Five years' experience in landscape installation.
3. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.
4. Pesticide (Herbicide) Applicator: State licensed, commercial.
5. Personnel Certifications: Installer's personnel assigned to the Work shall have certification in the following categories from the National Association of Landscape Professionals:
a. Landscape Industry Certified Technician - Exterior.
b. Landscape Industry Certified Horticultural Technician.
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B. Provide quality, size, genus, species, and variety of plants indicated, complying with applicable requirements in ANSI Z60.1.
C. Measurements: Measure according to ANSI Z60.1. Do not prune to obtain required sizes.
1. Trees and Shrubs: Measure with branches and trunks or canes in their normal position. Take height measurements from or near the top of the root flare for field-grown stock and container-grown stock. Measure main body of tree or shrub for height and spread; do not measure branches or roots tip to tip. Take caliper measurements 6 inches above the root flare for trees up to 4-inch caliper size, and 12 inches above the root flare for larger sizes.
2. Other Plants: Measure with stems, petioles, and foliage in their normal position.
D. Plant Material Observation: Landscape Architect or Owner's Representative may observe plant material either at place of growth or at site before planting for compliance with requirements for genus, species, variety, cultivar, size, and quality. Landscape Architect or Owner's Representative may also observe trees and shrubs further for size and condition of balls and root systems, pests, disease symptoms, injuries, and latent defects and may reject unsatisfactory or defective material at any time during progress of work. Remove rejected trees or shrubs immediately from Project site.
1. Notify Landscape Architect or Owner's Representative of sources of planting materials 30 days in advance of delivery to site.
1.9 DELIVERY, STORAGE, AND HANDLING
A. Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of compliance with state and Federal laws if applicable.
B. Bulk Materials:
1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants.
2. Store fertilizers in a dry place and protect from moisture.
3. Provide erosion-control measures to prevent erosion or displacement of bulk materials; discharge of soil-bearing water runoff; and airborne dust reaching adjacent properties, water conveyance systems, or walkways.
4. Accompany each delivery of bulk materials with appropriate certificates.
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C. Do not prune trees and shrubs before delivery. Protect bark, branches, and root systems from sun scald, drying, wind burn, sweating, whipping, and other handling and tying damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy their natural shape. Provide protective covering of plants during shipping and delivery. Do not drop plants during delivery and handling.
D. Handle planting stock by root ball.
E. Store bulbs, corms, and tubers in a dry place at 60 to 65 deg F until planting.
F. Apply antidesiccant to trees and shrubs using power spray to provide an adequate film over trunks (before wrapping), branches, stems, twigs, and foliage to protect during digging, handling, and transportation.
1. If deciduous trees or shrubs are moved in full leaf, spray with antidesiccant at nursery before moving and again two weeks after planting.
G. Deliver plants after preparations for planting have been completed and install immediately. If planting is delayed more than six hours after delivery, set plants and trees in their appropriate aspect (sun, filtered sun, or shade), protect from weather and mechanical damage, and keep roots moist. Plant materials showing damage from shipping, storage or handling will be rejected and shall be replaced at the Contractor's expense.
1. Set balled stock on ground and cover ball with soil, peat moss, sawdust, or other acceptable material.
2. Do not remove container-grown stock from containers before time of planting.
3. Water root systems of plants stored on-site deeply and thoroughly with a fine-mist spray. Water as often as necessary to maintain root systems in a moist, but not overly wet condition.
1.10 FIELD CONDITIONS
A. Field Measurements: Verify actual grade elevations, service and utility locations, irrigation system components, and dimensions of plantings and construction contiguous with new plantings by field measurements before proceeding with planting work.
B. Planting Restrictions: Plant during one of the following periods. Coordinate planting periods with maintenance periods to provide required maintenance from date of Substantial Completion.
1. West of Cascade Mountains: September 1 through May 15.
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2. Plants with Automatic Irrigation: Installed outside the above planting periods only with prior written approval from Owner's Representative.
C. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained. Apply products during favorable weather conditions according to manufacturer's written instructions and warranty requirements.
1.11 WARRANTY
A. Special Warranty: Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within specified warranty period.
1. Failures include, but are not limited to, the following:
a. Death and unsatisfactory growth, except for defects resulting from abuse, lack of adequate maintenance, or neglect by Owner. b. Visual presence of plant diseases or insect infestations. c. Structural failures including plantings falling or blowing over. d. Faulty performance of tree stabilization
e. Deterioration of metals, metal finishes, and other materials beyond normal weathering.
2. Warranty Periods: From date of planting completion
a. Trees, Shrubs, Vines, and Ornamental Grasses: 24 months. b. Groundcovers, Biennials, Perennials, and Other Plants: 24 months.
3. General: The warranty period for plantings will include the healthy survival of 100 percent of the trees; the healthy survival of 100 percent of shrubs, ornamental grasses, and vines; and the healthy survival of 100 percent of groundcovers, plugs, perennials and biennials.
4. Include the following remedial actions as a minimum:
a. Immediately remove dead plants and replace unless required to plant in the succeeding planting season.
b. Replace plants that do not meet the minimum healthy survival percentage requirements at end of warranty period.
c. A limit of one replacement of each plant is required except for losses or replacements due to failure to comply with requirements. d. Provide extended warranty for period equal to original warranty period, for replaced plant material.
5. Warranty Guarantee: A financial instrument as a warranty guarantee in the amount of 100 percent of the contract amount (including all labor, equipment and materials). Acceptable instruments for the warranty guarantee are as follows:
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a. A warranty guarantee incorporated with the performance guarantee. b. A maintenance bond.
c. Cash deposit with Owner.
6. Warranty Exemptions: After planting completion acceptance and during the warranty period, incidents that exempt replacement include: plants removed by others, plants that are lost or damaged, plants impacted due to occupancy of project, plants lost or damaged by a third party, plants lost due to vandalism, or any natural disaster impacting plants.
7. Warranty Period Closure: During and by the end of the warranty period, remove all tree wraps, ties and guying. All trees that lack sufficient caliper to remain upright or those requiring further anchorage are to remain staked as approved by the Owner’s Representative.
8. End of Warranty and Final Acceptance: Upon written request prior to the end of the warranty period date, the Owner’s Representative will observe all warranted Work for final acceptance.
1.12 SUBSTITUTION REQUESTS
A. Size and species of plants that cannot be obtained due to lack of availability can be requested to be substituted. Submit all requests to Owner's Representative with a list of plant sizes, species, and nursery contact information for approval prior to issuing a formal submittal.
PART 2 - PRODUCTS
2.1 PLANT MATERIAL
A. General: Furnish nursery-grown plants true to genus, species, variety, cultivar, stem form, shearing, and other features indicated on Drawings.
1. All plant materials furnished, including root ball dimensions or container size to trunk caliper ratio, shall comply with ANSI Z60.1 where applicable.
2. Collected Stock: Do not use plants harvested from the wild, from native stands, from an established landscape planting, or not grown in a nursery unless otherwise indicated.
3. Provide plants of sizes, grades, and ball or container sizes for types and form of plants. Plants of a larger size may be used if acceptable to Owner's Representative, with a proportionate increase in size of roots or balls.
4. Compliance: All plant materials shall comply with state and Federal laws and regulations for plant diseases, pests, and weeds.
5. Cold storage plants are not permitted.
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B. Plant Quality: Furnish plants with healthy root systems developed by transplanting or root pruning. Provide well-shaped, fully branched, healthy, vigorous stock, densely foliated when in leaf and free of disease, conks, pests, eggs, larvae, and defects such as knots, gals, lesions, sun scald, injuries, abrasions, wood cracks, sap leakage, flush pruning cuts, and disfigurement.
1. Trees: Relatively straight, vertical trunk typical of species, capable of standing upright without supplemental staking, and with a single central leader. Crooked, or multiple leaders; tight vertical branches where bark is squeezed between two branches or between branch and trunk ("included bark"); crossing trunks; cut-off limbs more than 3/4 inch in diameter; or with stem girdling roots are unacceptable conditions.
2. Graft Unions: Unions, where applicable, are completely closed, without signs of rejection, healed, and visible above the root ball soil line.
3. Root-Ball Quality: Measured from top of root ball, which begins at root flare according to ANSI Z60.1. Root flare shall be visible before planting. Root balls with roots favoring one side of the ball or with kinked roots are subject to be rejected.
4. Crown: Form and density typical of species, its stage of growth, and time of year.
5. Leaves: Size, color and appearance typical of species, its stage of growth, and time of year and be absent of wilted, shriveled, or dead leaves.
6. Branches: Even distribution of shoot growth throughout the crown typical of species, time of year, and absent of dead, diseased, broken, distorted or injured stems.
7. Trunk: Relatively straight or typical of species and free of wounds that penetrate to the wood, sunburned areas, conks, wood cracks, sap leakage, signs of boring insects, galls, cankers, girdling ties or lesions. Crooked trunks with wounds, breaks, conks, cracks, lesions, or inadequate pruning scars are unacceptable conditions.
C. Balled and Burlapped Plants: Furnish field grown plants dug with firm, natural ball of earth in which they were grown in complying with ANSI Z60.1 for type and size of plant required; wrapped with burlap, tied, rigidly supported, and drum laced with twine and optionally accompanied with a wire basket. Root flare to be visible at the surface of the ball as recommended by ANSI Z60.1. Burlap and twine materials to be natural and fully biodegradable.
D. Container Plants: Furnish healthy, vigorous, well-rooted plants grown in a removable and recyclable container, with a well-established root system reaching sides of container and maintaining a firm ball when removed from container but not root bound. Container shall be rigid enough to hold ball shape and protect FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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root mass during shipping and be sized according to ANSI Z60.1 for type and size of plant required.
E. Fabric Bag-Grown Stock: Healthy, vigorous, well-rooted plants established and grown in-ground in a porous fabric bag with well-established root system reaching sides of fabric bag. Fabric bag size is not less than diameter, depth, and volume required by ANSI Z60.1 for type and size of plant.
F. Labeling: Label each individual tree and at least one plant of each variety and size for all other plant types with a securely attached, waterproof tag bearing legible designation of common name and full scientific name, including genus and species. Include nomenclature for hybrid, variety, or cultivar, if applicable for the plant.
G. If formal arrangements or consecutive order of plants is indicated on Drawings, select stock for uniform height and spread, and number the labels to assure symmetry in planting.
2.2 FERTILIZERS
A. Planting Tablets: Tightly compressed chip-type, long-lasting, slow-release, commercial-grade planting fertilizer in tablet form. Tablets shall break down with soil bacteria, converting nutrients into a form that can be absorbed by plant roots.
Fertilizers to meet 0-F-241D, “Federal Specification, Fertilizer, Mixed, Commercial.”
1. Size: 10-gram tablets.
2. Nutrient Composition: 20 percent nitrogen, 10 percent phosphorous, and 5 percent potassium, by weight plus micronutrients.
2.3 MULCHES
A. Bark Mulch: Commercially produced, free from deleterious materials, sawdust, wood shavings, and suitable as a top dressing of trees and shrubs, consisting of one of the following:
1. Type: Ground or shredded bark hemlock
2. Size Range: 1-1/2 inch minus, fine to medium texture B. Compost Mulch: Commercially produced, well-composted, stable, and weed-free organic matter, pH of 5.5 to 8; moisture content 35 to 55 percent by weight; 100 percent passing through a 1-1/2 inch sieve; soluble-salt content of 2 to 5 dS/m; not exceeding 0.5 percent inert contaminants and free of substances toxic to plantings; and as follows:
1. Organic Matter Content: 50 to 60 percent of dry weight.
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2. Feedstock: Agricultural, food, or industrial residuals; biosolids; yard trimmings; or source-separated or compostable mixed solid waste.
3. Ratio of Carbon to Nitrogen: 25:1
2.4 HERBICIDES
A. General: Herbicide registered and approved by the EPA and state of California, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not use restricted herbicides unless authorized in writing by authorities having jurisdiction. Use of neonicotinoids class of pesticides are prohibited.
B. Pre-Emergent Herbicide (Selective and Nonselective): Registered and approved by the EPA and state of California. Effective for controlling the germination or growth of weeds within planted areas at the soil level directly below the mulch layer.
C. Post-Emergent Herbicide (Selective and Nonselective): Registered and approved by the EPA and state of California. Effective for controlling weed growth that has already germinated.
2.5 TREE-STABILIZATION MATERIALS
A. Trunk-Stabilization Materials:
1. Tree Stakes: Straight, square or round, rough-sawn, sound, new softwood with specified wood pressure-preservative treatment, free of knots, holes, cross grain, and other defects, nominal wood sizes and length indicated on Drawings, pointed on below grade end.
2. Tree Ties: UV resistant, flat, broad, flexible and nonabrasive material. a. Products: Subject to compliance with requirements, provide one of the following:
1) Wide, flexible, adjustable, nonabrasive, with appropriate slack for trunk movement and lengths required to reach tree stakes. a) V.I.T. Products, Inc.; "Cinch-Tie."
b) Villa Root Barrier, Villa Rubber Tree Tie.
c) Webbing tie; 3/4-inch wide, soft woven polypropylene fabric with a 900-pound break strength; green or beige in color; new or reclaimed material.
d) Approved equal.
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1. Tree Tie Webbing: 1-inch-wide by 12 inch length minimum; UV-resistant woven polypropylene or nylon fabric webbing strap; green, beige or black in color with brass grommets.
2. Guy Cables: Five-strand, 3/16-inch-diameter, galvanized-steel cable, with zinc-coated turnbuckles, a minimum of 3 inches long, with two 3/8-inch galvanized eyebolts.
3. Surveyor Flags: Standard surveyor's plastic flagging tape, white, 6 inches long.
B. Root-Ball Stabilization Materials:
1. Upright Stakes and Horizontal Hold-Down: Untreated, rough-sawn, sound, new hardwood or softwood, free of knots, holes, cross grain, and other defects, 2-by-2-inch nominal by length indicated; stakes pointed at one end.
2.6 MISCELLANEOUS PRODUCTS
A. Antidesiccant: Water-insoluble emulsion, permeable moisture retarder, film forming, for trees and shrubs. Deliver in original, sealed, and fully labeled containers and mix according to manufacturer's written instructions.
B. Burlap: Non-synthetic, biodegradable.
C. Planter Filter Fabric: Nonwoven geotextile manufactured for separation applications and made of polypropylene, polyolefin, or polyester fibers or combination of them.
D. Mycorrhizal Fungi: Dry, granular inoculant containing at least 5300 spores per lb of vesicular-arbuscular mycorrhizal fungi and 95 million spores per lb of ectomycorrhizal fungi, 33 percent hydrogel, and a maximum of 5.5 percent inert material.
E. Biochar: Commercially available soil amendment, high carbon fine-grained residue charcoal byproduct of sustainably sourced biomass material via pyrolysis, suitable for plant growth and soil health.
1. Cationic Exchange Capacity: 25 to 45 millieq/l.
2. Carbon: 85 wt percent C.
3. Moisture: 15 wt percent H20.
4. pH: 7.
F. Water: Suitable for planting irrigation and free from oil, acid, alkali, salt or other substances harmful to plant, animal or aquatic life.
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PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine areas to receive plants, with Installer present, for compliance with requirements and conditions affecting installation and performance of the Work.
1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area.
2. Verify that plants and vehicles loaded with plants can travel to planting locations with adequate overhead clearance.
3. Suspend planting operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results.
4. Uniformly moisten excessively dry soil that is not workable or which is dusty.
5. Verify the subgrade and planting soils are at appropriate elevations and meet all quality requirements for areas receiving plants.
B. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by Owner's Representative and replace with new planting soil.
C. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities and turf areas and existing plants from damage caused by planting operations.
B. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.
C. Lay out individual tree and shrub locations and areas for multiple plantings. Stake locations, outline areas, adjust locations when requested, and obtain Owner's Representative acceptance of layout before excavating or planting. Make minor adjustments as required.
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3.3 PLANTING AREA ESTABLISHMENT
A. General: Prepare planting area for soil placement and mix planting soil according to Section 32 91 13 "Soil Preparation."
B. Placing Planting Soil: Place and mix planting soil in-place over exposed subgrade C. Before planting, obtain Owner's Representative's acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.
D. Application of Mycorrhizal Fungi: Broadcast dry product uniformly over prepared soil at application rate according to soil test analysis
3.4 EXCAVATION FOR TREES AND SHRUBS
A. Planting Pits and Trenches: Excavate circular planting pits.
1. Excavate planting pits with sides sloping inward at an approximately 60- degree angle. Excavations with vertical sides, unless indicated otherwise, are unacceptable. Trim perimeter of tree pit leaving center area of bottom raised slightly to support root ball and assist in drainage away from center.
Do not further disturb base unless pedestal is overly compact or if additional soil needs to be added to bottom of the tree pit for proper planting elevation.
Ensure that root ball will sit on stable base soil to prevent settling. Scarify sides of planting pit smeared or smoothed during excavation.
2. Excavate three times as wide as ball diameter, unless indicated otherwise or space does not allow, for balled and burlapped, and container-grown stock.
3. Excavate at least 12 inches wider than root spread and deep enough to accommodate vertical roots for bare-root stock.
4. Do not excavate deeper than depth of the root ball, measured from the root flare to the bottom of the root ball.
5. If area under the plant was initially dug too deep, add soil to raise it to the correct level and thoroughly tamp the additional soil to prevent settling.
6. Maintain angles of repose of adjacent materials to ensure stability. Do not excavate subgrades of adjacent paving, structures, hardscapes, or other new or existing improvements.
7. Maintain supervision of excavations during working hours.
8. Keep excavations covered or otherwise protected when unattended by Installer's personnel.
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B. Backfill Soil: Subsoil and topsoil removed from excavations may only be used if amended according to 32 91 13 "Soil Preparation".
C. Obstructions: Notify Owner's Representative if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations.
D. Drainage: Notify Owner's Representative if subsoil conditions evidence unexpected water seepage or retention in tree or shrub planting pits.
E. Fill excavations with water and allow to percolate away before positioning trees and shrubs.
3.5 TREE, SHRUB, AND VINE PLANTING
A. Inspection: At time of planting, verify that root flare is visible at top of root ball according to ANSI Z60.1. If root flare is not visible, remove soil in a level manner from the root ball to where the top-most root emerges from the trunk. After soil removal to expose the root flare, verify that root ball still meets size requirements.
B. Roots: Remove stem girdling roots and kinked roots. Remove injured roots by cutting cleanly; do not break.
C. Balled and Burlapped Stock: Set each plant plumb and in center of planting pit or trench with root flare above adjacent finish grades as indicated on Drawings.
1. Backfill Method: Backfill around root ball with planting soil.
2. After plant is set in hole, carefully cut and remove burlap, rope, and metal wire baskets as indicated on Drawings. Remove pallets, if any, before setting. Do not use planting stock if root ball is cracked, broken, or compromised where the plant cannot stand upright. Root balls that are cracked but not compromised shall have the burlap cut down to depth indicated on Drawings and loosely retied with twine to stabilize root ball before backfilling.
3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. Apply a one-half-inch layer of biochar if specified. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed.
4. Place planting tablets equally distributed around each planting pit when pit is approximately one-half filled. Place tablets beside the root ball about 1 inch from root tips; do not place tablets in bottom of the hole. a. Quantity: Two per plant
5. Continue backfilling process. Water again after placing and tamping final layer of soil.
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D. Container-Grown Stock: Set each plant plumb and in center of planting pit or trench with root flare above adjacent finish grades as indicated on Drawings.
1. Backfill Method: Backfill around root ball with planting soil.
2. Carefully remove root ball from container without damaging root ball or plant. Loosen root mass as indicated on Drawings.
3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. Apply a one-half-inch layer of biochar if specified. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed.
4. Place planting tablets equally distributed around each planting pit when pit is approximately one-half filled. Place tablets beside the root ball about 1 inch from root tips; do not place tablets in bottom of the hole. a. Quantity: Two per plant
5. Continue backfilling process. Water again after placing and tamping final layer of soil.
3.6 TREE AND SHRUB PRUNING
A. Prune, thin, and shape trees, shrubs, and vines according to standard professional horticultural and arboricultural practices. Unless otherwise indicated by Owner's Representative, do not cut tree leaders; remove only injured, dying, or dead branches from trees and shrubs; and prune to retain natural character.
B. Do not apply pruning paint to wounds.
3.7 TREE STABILIZATION
A. Trunk Stabilization by Upright Staking and Tying: Install trunk stabilization as follows unless otherwise indicated:
1. Upright Staking and Tying
a. Stake trees 2-inch caliper or less with one stake; 2- through 3-inch caliper with two stakes; and 3- through 6-inch caliper with three stakes of length, penetrating below bottom of backfilled excavation and extending above grade to accept ties as indicated on Drawings. Set vertical stakes and space to avoid penetrating root balls or root masses with dimension indicated on Drawings.
2. Support trees with bands of flexible tree ties at contact points with tree trunk.
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enough slack to avoid rigid restraint of tree and allowing tree to reasonably flex in wind without failing.
B. Root-Ball Stabilization: Install at- or below-grade stabilization system to secure each new planting by the root ball unless otherwise indicated.
1. Wood Hold-Down Method: Place vertical stakes against side of root ball and drive them into subsoil; place horizontal wood hold-down stake across top of root ball and screw at each end to one of the vertical stakes. a. Install stakes of length required to penetrate at least to the dimension indicated on Drawings, below bottom of backfilled excavation. Saw stakes off at horizontal stake.
b. Install screws through horizontal hold-down and penetrating at least 1 inch into stakes. Predrill holes if necessary to prevent splitting wood. c. Install second set of stakes on other side of root trunk for larger trees.
2. Proprietary Root-Ball Stabilization Device: Install root-ball stabilization system sized and positioned as recommended by manufacturer unless otherwise indicated and according to manufacturer's written instructions.
3.8 GROUNDCOVER AND PLANT PLANTING
A. Set out and space groundcover and plants other than trees, shrubs, and vines as indicated on Drawings in even rows with triangular spacing.
B. Use planting soil for backfill.
C. Dig holes large enough to allow spreading of roots.
D. For rooted cutting plants supplied in flats, plant each in a manner that minimally disturbs the root system but to a depth not less than two nodes.
E. Work soil around roots to eliminate air pockets and leave a slight saucer indentation around plants to hold water.
F. Water thoroughly after planting, taking care not to cover plant crowns with wet soil.
G. Protect plants from hot sun and wind; remove protection if plants show evidence of recovery from transplanting shock.
3.9 PLANTING AREA MULCHING
A. Mulch backfilled surfaces of areas indicated and around existing trees in turf areas.
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1. Trees in Turf Areas: Apply bark mulch ring of 3-inch average thickness with radius around trunks or stems matching drip zone, as indicated on Drawings. Do not place mulch directly onto trunks or stems of tree and maintain clear distance as indicated on Drawings.
3.10 EDGING INSTALLATION
A. Shovel-Cut Edging: Separate mulched areas from turf areas curbs, and paving with a 45-degree, 4- to 6-inch-deep, shovel-cut edge as indicated on Drawings.
3.11 PLANT MAINTENANCE
A. Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, mulching, restoring planting saucers, adjusting and repairing tree-stabilization devices, resetting to proper grades or vertical position, and performing other operations as required to establish healthy, viable plantings.
B. Fill in, as necessary, soil subsidence that may occur because of settling or other processes. Replace mulch materials damaged or lost in areas of subsidence.
C. Apply treatments as required to keep plant materials, planted areas, and soils free of pests and pathogens or disease. Use integrated pest management practices, when possible, to minimize use of herbicides and reduce hazards.
3.12 HERBICIDE APPLICATION
A. Apply herbicides according to authorities having jurisdiction and manufacturer's written recommendations. Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed.
B. Pre-Emergent Herbicides (Selective and Nonselective): Apply to tree, shrub, and ground-cover areas according to manufacturer's written recommendations. Do not apply to seeded areas.
C. Post-Emergent Herbicides (Selective and Nonselective): Apply only as necessary to treat already-germinated weeds and according to manufacturer's written recommendations.
3.13 REPAIR AND REPLACEMENT
A. General: Repair or replace existing or new trees and other plants that are damaged by construction operations, in a manner approved by Owner's Representative.
1. Submit details of proposed pruning and repairs.
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2. Perform repairs of damaged trunks, branches, and roots within 24 hours, if approved.
3. Replace trees and other plants that cannot be repaired and restored to full-growth status, as determined by Owner's Representative.
B. Remove and replace dead or unhealthy plant materials as required in the "Warranty" Article before the end of the corrections period. Replace plants that are damaged during construction operations that the Owner's Representative determines are incapable of restoring to normal growth pattern.
1. Provide new trees of same size as those being replaced for each tree.
2. Provide one new tree in the original caliper size for each tree being replaced.
3. Species of Replacement Trees: Same species being replaced
3.14 CLEANING AND PROTECTION
A. During planting, keep adjacent paving and construction clean and work area in an orderly condition. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas.
B. Remove surplus soil and waste material including excess subsoil, unsuitable soil, trash, and debris and legally dispose of them off Owner's property.
C. Protect plants from damage due to landscape operations and operations of other contractors and trades. Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged plantings.
D. After installation and before Substantial Completion remove nursery tags, nursery stakes, tie tape, labels, wire, burlap, and other debris from plant material, planting areas, and Project site.
3.15 MAINTENANCE SERVICE
A. Maintenance Service for Trees and Shrubs: According to Section 32 93 10 "Landscape Maintenance."
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SECTION 32 93 10
LANDSCAPE MAINTENANCE
PART 1 - GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section includes maintenance of installed landscape areas including but not limited to plants, turf, seeded areas, and planting irrigation systems.
B. Related Requirements:
1. Section 32 84 00 "Planting Irrigation" for irrigation components.
2. Section 32 91 13 "Soil Preparation" for planting soil mixes including amendments.
3. Section 32 92 00 "Turf and Grasses" for turf (lawn) and meadow planting, hydroseeding, and erosion-control materials.
4. Section 32 93 00 "Plants" for trees, shrubs, groundcovers, and other plant materials.
1.3 DEFINITIONS
A. ISA: International Society of Arboriculture.
B. Herbicide: A type of pesticide that kill weeds and other unwanted plants.
C. Pesticide: Any substance or mixture of substances intended for preventing, destroying, repelling, or mitigating any pest which includes herbicides.
D. Planting Area: Areas planted with any combination of groundcovers, shrubs, trees, and mulch, including turf and seeded areas.
1.4 LANDSCAPE MAINTENANCE SERVICE
A. Plant Maintenance Period: Services provided during the year, spread out from late winter through fall. The maintenance period shall start on the date of written acceptance of installation.
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1. Plant Beds (Ornamental): Provide a one-year maintenance period a minimum of three times a year.
2. Stormwater Facilities: Provide a one-year maintenance period a minimum of three times a year.
B. Turf and Seeding Maintenance Period: Provide a one-year maintenance period a minimum of three times a year. The maintenance period shall start on the date of written acceptance of installation.
1.5 ACTION SUBMITTALS
A. Maintenance Work Plan: Written work plans, scaled plans, and related documents necessary to indicate understanding of areas to be maintained and services to be provided.
1. Schedule: At the beginning of each year, by January 15, submit a complete yearly schedule of maintenance operations indicating timing of scheduled visits and services outlined.
2. Weed Eradication Program: Identify methods of weed eradication. If herbicides are approved for use in weed eradication, identify areas on site anticipated for application in writing with diagrams or pictures as necessary to identify limits of application. Submit herbicide manufacturer product sheets, application rates, and schedule of application. Provide copies of manufacturer's federal registered label and material safety data sheet.
3. Pruning Services: Indicate methods of pruning to be employed, including understanding of acceptable pruning practices in accordance with this Section.
4. Water Source: Identify potential source(s) or water for supplemental irrigation.
1.6 INFORMATIONAL SUBMITTALS
A. Qualification Data: For Installer and personnel.
B. Pesticide Applicator License: Commercial Pesticide Applicator's License held in the individual's name and license number. Submit a certification each time a new applicator works on project.
C. Log of maintenance date with activities performed after each visit.
D. Annual Summary: At the end of each year, by December 1, submit a written summary of the maintenance activities conducted during year including:
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1. Record of irrigation winterization and startup.
2. Irrigation schedule, repairs, and adjustments.
3. Herbicides applied, if any, including types and applications.
4. Water level conditions of planting areas.
5. Repair, replacement, or restoration activities.
6. Any conditions addressed outside of the scheduled maintenance tasks outlined this Section.
1.7 QUALITY ASSURANCE
A. Installer Qualifications: A qualified landscape Installer, including personnel assigned to the Work.
1. Experience: Five years' experience in landscape maintenance in commercial or public settings of similar scope, size, and duration.
2. Personnel Certifications: According to Section 32 93 00 "Plants."
3. Licensed Landscape Contractor in the State of California.
B. All Work performed shall be done in manner that maintains the original integrity of the landscape design.
1.8 DELIVERY, STORAGE, AND HANDLING
A. According to 32 93 00 "Plants", 32 84 00 "Planting Irrigation" and, 32 92 00 "Turf and Grasses".
1.9 FIELD CONDITIONS
A. Weather Limitations: Proceed with maintenance only when existing and forecasted weather conditions permit maintenance to be performed and when beneficial and optimum results may be obtained. Do not conduct any portion of the Work in planting areas if existing soil is saturated or has the potential to become compacted.
B. Plant and Seed Restrictions: Plants and seed may be replaced and installed outside of the planting restriction window and may require supplemental care for establishment.
1. Adhere to additional requirements according to 32 93 00 "Plants", 32 84 00 "Planting Irrigation" and, 32 92 00 "Turf and Grasses".
1.10 WARRANTY
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A. Plants: Warranty for replaced plants shall begin at date of installation and match duration according to Section 32 93 00 "Plants."
B. Planting Irrigation: Warranty for replaced irrigation parts shall begin at date of installation and match duration according to Section 32 84 00 "Irrigation." PART 2 - PRODUCTS
2.1 GENERAL
A. All products provided as part of this Section, including replacement products, shall conform to the requirements of Section 32 93 00 "Plants”, 32 91 13 "Soil Preparation", 32 84 00 "Planting Irrigation" and 32 92 00 "Turf and Grasses".
2.2 FERTILIZERS
A. Fertilizer: Slow-release dry granular cottonseed meal or approved equal.
1. Nutrient Composition: 6 percent nitrogen, 2 percent phosphorous, and 2 percent potassium, by weight plus micronutrients, or approved alternative composition.
PART 3 - EXECUTION
3.1 DEBRIS
A. Trash Removal: Prior to commencing any other maintenance task, collect trash, litter, and other debris from planting areas.
B. Leaf Litter Removal: Rake and remove all leaf litter from site. Do not disturb plant beds or damage plants during leaf litter removal.
C. Sweep pedestrian walkways to maintain clean and safe walking surfaces.
Remove accumulated clippings and plant debris from walkways and entrances.
Clean all paved surfaces soiled by landscape maintenance operations.
D. Dispose of all trash, debris, and plant waste legally offsite.
3.2 PLANTING AREAS
A. General: Provide temporary fencing, flags, signage, or other measures as necessary to protect planting areas during establishment.
3.3 PLANT MAINTENANCE
A. General: Maintain plants by pruning, watering, weeding, fertilizing, mulching, restoring plant saucers, and performing other operations as required to establish healthy, viable plantings. Replace all damaged, dead, dying plants FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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covered during warranty period within 30 days of initial identification of condition.
B. Pruning: Design and installation of planting beds including individual plant spacing within beds assumes future plant growth and is planted to achieve a specific design intent. Provide standard professional horticultural and arboricultural practices for pruning techniques, as documented by ISA. Do not excessively prune, top, shear, or otherwise shape plants, and only prune to enhance natural plant form. Conduct major corrective or rejuvenation pruning only during the dormant season, unless otherwise specified. Improper pruning of plants, including harm to plant natural form, will require replacement and installation at cost to Contractor.
1. Tree Pruning: Performed by qualified personnel and conducted in accordance with the American National Standard (ANSI) A300 "Part 1 - Pruning Standard" and ANSI Z133 "Arboricultural Operations - Safety Requirements."
a. Remove only dead, dying, crossed limbs, or broken branches. b. Do not apply pruning paint to wounds.
c. Identify hazardous tree limbs of existing trees, if present, to Owner's Representative.
2. Shrub and Groundcover Pruning:
a. Prune only dead, dying stems, including those causing visual obstructions, and conflicts with structures and walkways.
3. Ornamental Grass, Sedge, and Rush Pruning: Once a year in late winter, before sign of new growth, prune according to plant type:
a. Warm Season Grasses: Cut back to a few inches above grade in late winter or early spring before new growth appears.
b. Cool Season Grasses: Cut back to one-third of overall plant height in late winter or early spring, before new growth appears. c. Evergreen Grasses: Do not shear or cut back evergreen grasses.
Comb plant with rake to tease out old plant material. Cut out dead or dying strands not removed from combing.
4. Perennial Pruning: Once a year in late winter or early spring, before first sign of new growth, prune perennials to three inches above grade.
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impacting any part of tree including trunk, branches, or roots. Adjust ties around trunk to provide a minimum two inch clearance, providing enough slack to avoid rigid restraint of tree and allowing tree to reasonably flex in wind without failing.
Adjust and repair tree-stabilization devices where encountered, resetting to proper grades or vertical position.
D. Fertilizing at Planting Beds: Apply specified organic base commercial fertilizer at manufacturer's recommended rate, two times per growing season. First application on March 15 and the final application on June 15. All fertilizer shall be washed off foliage and watered in thoroughly, if not watered by normal rainfall.
E. Weeding: Maintain clean planting beds by pulling and removing all weeds.
F. Herbicides: Spraying shall occur only by a licensed pesticide applicator with prior written approval from Owner's Representative. Apply treatments as required to keep planting areas and soils weed free. Use integrated pest management practices, when possible, to minimize use of herbicides.
G. Mulching: Replenish bark mulch as needed to maintain original installation depth. Rake mulch in early spring before applying new mulch material to break "crust" of old mulch.
H. Watering: Water all plants using the installed permanent or temporary irrigation systems, or such means as has been established prior to maintenance service regime. Additional, supplemental watering may be required for plant establishment regardless of presence of irrigation system. Verify balance of watering and adjust schedule if evidence of excess puddling or runoff is encountered, or plants indicate stress. Watering frequencies shall at a minimum match local ET rates of plant or grass species, in addition to requirements specified in "Watering Requirements" Article.
I. Protect site from erosion and siltation. Utilize approved erosion control methods as required to contain and mitigate erosion. Fill in, as necessary, soil subsidence that may occur because of settling, erosion, or rutting. Monitor runoff conditions and notify Owner's Representative of drainage, erosion, plant diseases, animal browsing, vandalism, or other related issues affecting natural area health.
3.4 TURF MAINTENANCE
A. General: Maintain and establish turf by watering, fertilizing, weeding, mowing, trimming, replanting, and performing other operations as required to establish healthy, viable turf. Roll, regrade, and replant bare or eroded areas and remulch to produce a uniformly smooth turf. Provide materials and installation the same as those used in the original installation.
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1. Fill in as necessary soil subsidence that may occur because of settling or other processes. Replace materials and turf damaged or lost in areas of subsidence.
2. In areas where mulch has been disturbed by wind or maintenance operations, add new mulch and anchor as required to prevent displacement.
3. Apply treatments as required to keep turf and soil free of pests and pathogens or disease. Use integrated pest management practices whenever possible to minimize the use of pesticides and reduce hazards.
B. Watering: Start water application as soon as season requires. Maintain turf uniformly moist to a depth of 4 inches or to sufficient quantity and frequency to maintain good color and health. Adjust watering as required to limit surface runoff. Cease watering operations when seasonal rains provide ample water to sustain lawn health.
1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. Lay out temporary watering system to avoid walking over muddy or newly planted areas.
2. Water turf with fine spray at a minimum rate of 1 inch per week unless rainfall precipitation is adequate.
C. Mow turf as soon as top growth is tall enough to cut. Repeat mowing at least once a week to maintain specified height without cutting more than one-third of grass height. Remove no more than one-third of grass-leaf growth in initial or subsequent mowings. Do not delay mowing until grass blades bend over and become matted. Utilize clean, sharp equipment that is free from bacteria, fungi, chemicals, or contaminant detrimental to turfgrass growth prior to bringing onto the site. Clean and remove turfgrass clippings from mowing operations and dispose of legally offsite.
D. Do not mow when grass is wet. Schedule initial and subsequent mowings to maintain the following grass height:
1. Mow to a height of 1/2 inch or less.
E. Turf Postfertilization: Apply slow-release fertilizer after initial mowing and when grass is dry.
1. Use fertilizer that provides actual nitrogen of at least 1 lb/1000 sq. ft. to turf area.
F. Edge planting beds and turfgrass perimeters every week after establishment.
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G. Apply herbicide weed control by licensed applicator sufficient to control invasive broadleaf weeds and grasses.
3.5 SEEDING AREA MAINTENANCE
A. Start water application as soon as season requires. Apply water in sufficient quantities and frequency to maintain seeding area in good color and health. Do not allow surface runoff. Cease watering operations once seasonal rains provide ample water to maintain seeding area health and vigor.
B. Do not apply herbicide weed control measures in seeded areas.
C. Apply herbicide weed control measures according to the requirements of Section 32 92 00 "Turf and Grasses."
3.6 STORMWATER FACILITY PLANTING AREAS
A. Do not mow stormwater facility areas.
B. Do not apply chemical weed control measures.
C. Prune plants according to jurisdictional requirements.
D. Water plants according to "Watering Requirements" Article.
E. Monitor runoff conditions in stormwater facility and notify Owner's Representative of drainage or erosion problems.
3.7 WATERING REQUIREMENTS
A. General: Watering requirements indicated are guidelines for planting area establishment, including areas receiving automatic irrigation or areas with no irrigation systems. Apply supplemental water as needed during extended dry or warm periods, or where irrigation system is not sufficiently irrigating plants, to maintain planting health and vigor.
1. Trees: Water all trees at a minimum frequency of once a week from the beginning of May through June and twice a week from July through October. Slowly apply 15 gallons of water to plant roots at each watering occurrence, allowing water to infiltrate into soil.
2. Shrubs and Groundcovers: Water all plants at frequency of once a week from the beginning of May through June and twice a week from July through October. Apply a minimum of two gallons of water to plant roots per installed one- and two-gallon container plants and a minimum of five gallons of water to plant roots per installed five-gallon container plant.
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3. Turf Areas: Apply water according to minimum ET rate of turfgrass species. Apply water according to good horticultural practice under the prevailing conditions, as required to promote a healthy stand.
4. Seeded Areas: Apply water according to good horticultural practice under the prevailing conditions, as required to promote a healthy stand.
3.8 WEED ERADICATION
A. Weed Eradication: Shall include eradication by manual removal methods through a weed eradication program as approved. Identify all weeds prior to removal. Planting areas shall be free of noxious weeds and invasive plants as classified by the California Department of Agriculture as type "A" or "B" weeds and not limited to the following: Canada thistle, morning glory, scotch broom, common teasel, English ivy, Himalayan blackberry, velvet grass, purple loosestrife, reed canary grass, kudzu, butterfly bush, bentgrass, Italian arum, spurge laurel, yellow archangel, false brome, garlic mustard, lesser celandine, pokeweed, giant hogweed, Japanese knotweed, jointed goatgrass, tree of heaven, and tansy ragwort.
B. Herbicides: Apply herbicides according to city, county, state, and federal requirements including manufacturer's written instructions. Obtain approval and notify Owner's Representative prior to each application, including coordinating with Project operations and adjacent site uses in proximity to the Work.
Herbicides in watersheds, waterway and drainage areas, or sensitive lands shall only be conducted after non-herbicide measures prove impractical and strictly applied according to all requirements.
1. Selective manual removal of weeds shall be utilized if herbicide application threatens planting areas. All planting areas indicating damage by herbicide application shall be replaced immediately at no additional cost to the Owner.
3.9 IRRIGATION SYSTEM INSPECTION AND MAINTENANCE
A. General: Irrigate all planting areas to maintain healthy and thriving conditions.
B. After two weeks of system operation, flush lines and remove particulates from system.
C. Once a month review site conditions and assess for signs of over or under watering. Inspect plant growth and vigor; adjust watering schedule, as necessary.
1. Inspect controller for proper functioning. Verify zone timing settings at each inspection visit.
2. Repair and adjust system throughout warranty period.
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D. Perform seasonal winterization and system start-up services. Demonstrate start-up and winterization, including manual system shut off valve locations, in the presence of the Owner's Representative.
1. Late Fall Deactivation (Winterization): Turn off irrigation system at the point of connection, flush and open all manual drain valves, backup irrigation programs and set controller to "rain" mode or unplug from power source.
2. Spring Activation (Startup): Flush and close drain valves opened from previous winterization, turn point of connection on, activate or power on controller with restored irrigation program, test all zones from controller, and adjust nozzles and heads.
3. Summer Monitoring: Adjust nozzles and heads. Adjust the controller program as needed.
4. Provide a list to Owner's Representative for necessary repairs after each activation or deactivation service.
3.10 INSPECTIONS
A. During the maintenance service period, the Owner's Representative will make three inspections jointly with the Contractor at the following times:
1. Spring, early May.
2. Summer, mid-July.
3. Fall, later September.
B. Depending upon the beginning of the maintenance service and duration, one of these visits will be the final inspection.
C. After each inspection, the Owner may determine based upon the specified success criteria according to the project specifications, that corrective Work is required. If so, the Owner will provide the Contractor with a written notice of required corrective Work.
3.11 CORRECTIVE WORK
A. Provide plant replacements of the same variety, size, and quality as originally installed, unless otherwise approved.
1. Planting outside of planting season window allowed for corrective Work, after each periodic inspection.
B. Correct deficient items within 30 days after written notification.
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3.12 CLEANING AND PROTECTION
A. According to Section 32 93 00 "Plants."
END OF SECTION
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SECTION 33 11 13
PIPELINES AND APPURTENANCES
PART 1 - GENERAL
1.1 DESCRIPTION AND SCOPE
A. Contractor shall furnish all pipe, fittings, thrust blocks, materials, equipment, and labor and perform all operations necessary to construct pipelines and appurtenances as specified by the City as shown by the Drawings. Drawings shall consist of construction drawings, standard drawings, and detailed drawings.
B. The Work shall consist of all utility location and verification (excavating, exposing, and verifying locations, depths, and dimensions of utility facilities); all pavement removal and disposal; all earthwork (including trenching, shoring, dewatering if required, blasting if required, bedding, backfilling, and compacting); furnishing and installing all pipe, fittings, appurtenances, and making all related connections; protecting in place or removing and replacing all existing utilities and public and private improvements; removing and replacing all asphalt and disinfecting and testing all pipelines; disposing of excess soil and rock material; and restoring all areas and improvements to pre-construction conditions.
C. Contractor shall, upon completion of pipeline construction and appurtenances required herein, initially operate all components of the Work installed or furnished and installed by him, and make any additional adjustments, corrections, repairs, replacements, and reconstructions necessary to provide the City with complete, correctly operating pipelines and appurtenances.
1.2 SUBMITTALS
A. Complete fabrication, assembly, and installation drawings, together with details and data governing materials used and other accessories furnished, shall be submitted for approval. Data shall include, but not be limited to, the following:
B. Welded Steel Pipe - Contractor shall furnish an Affidavit of Compliance in accordance with Section 1.12, AWWA C200, latest, and Section 1.7 AWWA C205, latest. Contractor shall also furnish certifications of the following:
1. Material Certification
a. Steel Skelp
b. Flanges
c. Nuts and Bolts
d. Flange Gaskets
e. Rubber Gaskets
2. Manufacturing Certification
a. Pipe Mill Reports
b. Production Weld Test Reports
c. Hydrostatic Test Reports
d. Outlet Reinforcement Calculations
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e. Pipe Wall Thickness Calculations
3. Unless specified otherwise, Contractor shall furnish detailed layout and shop or fabrication drawings showing pipe, lining, coating, reinforcement, joints, fittings, appurtenances, and station and elevation for each fitting and outlet and for each pipe joint at each change in pipe class, alignment, or slope. Contractor shall submit detailed layout and shop or fabrication drawings to the City for acceptance in all cases in time sufficient to allow review and acceptance, and to accommodate the Contractor’s construction schedule.
C. Ductile Iron Pipe
1. Ductile iron pipe shall conform to ANSI A21.51 (AWWA C151) class to thickness designed per ANSI 21.50 (AWWA C150), Tar (Seal) coated, and cement mortar lined per ANSI A21.4 (AWWA C104) unless otherwise specified, with bolted mechanical joints as indicated on the plans or special provisions. The minimum laying lengths for DIP shall be 18 feet. Cut sections of pipe (pups) shall not be less than 2 feet in length for pipe diameters 16 inches and smaller and not less than 3 feet for pipe diameters 18 inches and larger. Delivered pipe to include ±5% short joints.
2. Ductile iron pipe shall be minimum pressure class 350 for pipe diameters 16-inch and smaller, Class 250 for 18-inch and larger unless indicated differently on the plans.
3. Fittings shall be ductile iron and shall conform to ANSI A21.10 (AWWA C110) or A21.53 (AWWA C153), and ANSI A21.11 (AWWA C111). Fittings shall be bolted mechanical joints. All bends shall use mechanical joints for 12-inch and above. Fittings shall be tar (seal) coated and cement mortar lined per ANSI A21.4 (AWWA C104).
Above grade fittings shall be flanged and from the Approved Materials List.
D. Polyvinyl Chloride Pipe
1. Contractor shall furnish an Affidavit of Compliance in accordance with Section 6.3, AWWA C900 and C90S (latest). Contractor shall also furnish certified copies of test reports containing results of all physical and chemical tests on pipe and coupling showing compliance with AWWA C900 and AWWA C90S (latest) as modified herein.
2. Unless specified otherwise, Contractor shall prepare detailed installation or laying drawings showing pipe, fittings, appurtenances, station and elevation for each fitting, and each change in alignment or slope. Contractor shall submit the detailed installation or laying drawings to City for approval in all cases in time sufficient to allow review and approval, and to accommodate the construction schedule.
3. Revisions shown on the shop drawings shall be considered changes necessary to meet the requirements of these Specifications and shall not be taken as the basis of claims for extra charges. Contractor shall accept such revisions or submit others for acceptance. When delays are caused by resubmissions of shop drawings, Contractor shall not be entitled to any damages or extensions of time for delays.
4. The City’s acceptance of detailed layout and shop or fabrication drawings shall apply only to general arrangement and general compliance and not to specific details and dimensions and their correctness and compatibility. Contractor shall correct any misfits due to any errors in the detailed shop or fabrication drawings. Any fabrication in advance of receipt of detailed layout and shop or fabrication drawings marked “Accepted” or “Furnish as Corrected” shall be at Contractor’s risk. Contractor shall furnish the City six sets of all accepted layout and shop or fabrication drawings.
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PART 2 - PRODUCTS
2.1 GENERAL
A. Contractor shall furnish only approved materials as listed in the specifications. All materials shall be new and of the best quality for their intended use. All like materials shall be of one manufacturer for any particular project.
B. Contractor shall, in addition to furnishing other data herein required, submit three signed and dated copies of the list of materials to be used in pipeline and appurtenance construction including but not limited to pipeline installations, pipeline valve installations, air valve installations, blowoff installations, manway installations, service installations, fire hydrant installations, and related appurtenances.
2.2 WELDED STEEL PIPE (CEMENT MORTAR LINED AND COATED)
A. All welded steel pipe shall conform with applicable provisions of AWWA C200, C205, C206, C207, and C208, latest, and applicable portions of M11 “Steel Pipe Manual”, latest, as modified herein, by the Drawings, or by the City.
B. All welded steel pipe shall be manufactured by organizations with at least ten years successful experience in manufacturing, fabricating, lining, and coating the type of pipe specified. City shall approve manufacturer’s methods, equipment, facilities, and operations before performance of and work and manufacturer’s completed product before its use.
C. Standard or special pipe sections and standard or special connections, outlets, and fittings may be manufactured at a single plant, or they may be manufactured at two separate plants (Plant 1: manufacturing of standard sections of lined, coated, and cured steel pipe consisting of steel pipe cylinder formation and lining, coating, and curing; Plant 2: fabricating special pipe sections and standard or special connections. outlets. and fittings using standard sections of manufactured lined, coated, and cured steel pipe).
Special pipe sections and standard or special connections, outlets, and fittings fabricated at a separate manufacturing plant shall be comprised of standard pipe cylinders that have been formed, lined, coated, and cured at a single manufacturing plant. The separate manufacturing plant shall use facilities and methods for lining and coating repair and curing equal to the facilities and methods of the manufacturer of the standard sections of lined, coated, and cured steel pipe.
D. Pipe and Fitting: All pipe and fittings furnished shall conform with applicable provisions of AWWA C200, C205, C206, C207, and C208, latest, and applicable portions of AWWA M11, “Steel Pipe Manual”, latest, as modified herein, by the Drawings, or by the City.
1. Pipe and fittings shall be Class 150 minimum. Minimum steel cylinder thickness shall be as noted by the construction drawings or specified by the City; it shall not be less than 10 gauge or as noted by the standard drawings. All pipe and fittings shall be machine cement mortar lined and machine cement mortar coated.
2. Curved alignment by use of pulled joints will be permitted. Maximum pull permitted from normal closure on one side of joint shall not exceed ½ inch for 8-inch pipe or smaller, FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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¾ inch for 10-inch through 21-inch pipe, and 1 inch for 24-inch pipe and larger.
Maximum joint deflections shall not exceed manufacturer’s recommendation or 3 degrees; the more restrictive or lesser deflection shall apply.
3. Where greater curvature is required, Contractor may use fabricated bends as specified by the construction drawings or ordered by the City. For the purpose of reducing angular deflections at pipe joints, Contractor may use pipe sections of less than standard length. Closing courses and short sections of pipe shall be fabricated and installed by Contractor as found necessary in the field.
4. All fittings shall be shop fabricated unless the construction drawings indicate that fittings may be field fabricated, Contractor describes methods of fabrication, and the City specifically approves field fabrication. All fittings shall be fabricated from individual pipe sections, welded together, and lined and coated as described hereafter.
5. Lining of Fittings
a. The application of cement mortar lining to miters, angles, bends, reducers, and other special sections, the shape of which precludes application by the machine spinning process, shall be accomplished by mechanical placement, pneumatic placement, or hand application, and finished to produce a smooth, dense surface. b. If the interior of the fitting has not been previously machine lined, wire-fabric reinforcement or ribbon-mesh reinforcement shall be applied to the interior of fittings larger than 24 inches and shall be secured at frequent intervals by tack welding to pipe, by dips or by wire. Repaired areas of machine applied linings at miters, pipe ends, outlets, and other cuts made in the lining for fabrication of the fittings need not be reinforced if the width of the repair area does not exceed 12 inches. Repairs for widths exceeding 6 inches shall be bonded to the steel and adjacent faces of the lining with an approved bonding agent.
c. Immediately after lining has been completed, pipe and fittings shall be water cured without being disturbed for at least one day before applying the exterior coating, if such a coating is specified. If cement mortar coating is not specified, the lining shall be kept moist for four days before shipment. In either case, the lining shall be cured for at least four days before shipment. To prevent moisture loss during the curing period, ends of the pipe sections shall be kept closed with plastic end caps or covers which will remain in place until time of installation. The date of lining and class of pipe shall be plainly marked on the inside of each fitting.
6. Coatings of Fittings: Mortar coating for pipe bends and other special sections not adaptable to the application of spiral-wire coating reinforcement shall be reinforced with wire fabric or ribbon mesh. The wire fabric or ribbon mesh shall be applied over the surface of the pipe to be coated and may be held away from the pipe shell with self-furring mesh, furring clips, or an equivalent method. The application of the mortar coating shall be by mechanical or pneumatic means to the specified thickness, except that hand application may be substituted for all specials. After the outside coating has been applied, the pipe and fittings shall be kept continually moist by continuous spraying for at least four days. Provisions shall be made to protect the coating from erosion during sprinkling. The date of coating and class of pipe shall be plainly marked on the inside of each fitting.
E. Pipe Joints: Unless specified otherwise, joints shall conform to the following types.
Joints shall be as specified on the construction drawings or by the City. All joints shall be continuity bonded.
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1. All rubber gasket joints shall conform with AWWA C200, latest.
2. Flanged Joints
a. All flanges 4 inches through 12 inches shall conform with AWWA C207, latest, Class E (ring) or ANSI 816.5 Class 150. All flanges larger than 12 inches shall conform with AWWA C207, latest, Class E (ring). All flange bolts shall be standard hex head machine and conform with ASTM A325. All flange nuts shall be heavy hex cold pressed semi-finished steel and conform with ASTM A194-2, 2H.
b. All flanges shall be fully welded to pipe on both faces, one pass minimum on the inside, and two passes minimum on the outside. Pipe linings shall extend to mating faces of flanges. Bolt threads shall be lubricated with an approved anti-seize compound. Flanges together with bolts and nuts, shall be, once installed, coated with an approved bitumastic material.
3. Swedged Lap Welded Joints: Bell ends shall be formed integrally with pipe cylinders, being swedged out by machine. Bell ends shall be designed and fabricated to withstand design pressure of class of pipe specified and to permit spigot ends (plain end) to enter belled ends approximately 1 inch with clearance of approximately 1/32 inch.
4. Banded Lap Welded Joints: Where lap welded joints are required and swedged lap welded joints cannot be fabricated, belled ends shall be formed by welding steel bands to outside circumferences of plain ends of pipe. Bell ends shall be designed and fabricated to withstand design pressure of class of pipe specified and to permit spigot ends (plain ends) to enter belled ends approximately 1 inch with a clearance of approximately 1/32 inch.
5. Sleeve Couplings: Where sleeve couplings are required, they shall conform with the construction drawings. Pipe coatings at pipe ends shall be held back 12 inches and pipe shall have weld seams ground flush within 12 inches from pipe ends, unless specified otherwise. For above ground applications, pipe ends, and sleeve couplings shall be painted. For below ground applications, pipe ends, and sleeve couplings shall be coated with an approved bitumastic material. An approved bitumastic coating shall be substituted for mortar coating within 12 inches of pipe ends. After joints have been coupled, sleeve couplings shall be coated with an approved bitumastic material.
6. Cut-to-Fit Joints: Where cut-to-fit joints are required, they shall conform with the standard drawings and the construction drawings. Pipe coatings at cut-to-fit joints shall be held back as required to permit construction of joints; pipe coatings shall thereafter be added in the field. Field applied pipe coatings shall match manufactured pipe coatings. Contractor shall provide, at his expense, cut-to-fit joints, in addition to those specified, if necessary to accommodate his work and schedule.
7. Shop Testing of Joints and Joint Ends: Every pipe section, standard, or special, shall be hydrostatically tested after joint ends have been completely shop formed and attached in place by welding, as applicable, or dye check tested provided pipe cylinders had been previously hydrostatically tested.
F. Cement Mortar Lining and Cement Mortar Coating: Cement mortar lining and cement mortar coating shall conform with AWWA C205, latest.
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1. Surface Preparation: Prior to lining and coating, pipe shall be cleaned of all loose mill scale, moisture, rust, sand, dust, oil, grease, and other deleterious or objectionable matter both inside and outside.
2. Cement Mortar Lining
a. Mortar shall consist of one part Portland cement to three parts (by weight) clean, sharp sand. Unless specified otherwise, cement used for cement mortar shall conform with ASTM C-150, latest, Type II. Sand shall consist of clean, inert, sharp, durable material, maximum grain size being no more than one-half specified minimum lining thickness. Mortar shall be thoroughly mixed and made workable with clear, potable water. All cement mortar shall develop a minimum compressive strength of 2,600 psi minimum at seven days and 4,500 psi minimum at twenty-eight days.
b. Cement mortar shall be applied to interior surfaces of pipe with equipment specifically designed for that purpose. Said equipment shall have a retracting feed line that will provide uniform cement mortar distribution throughout pipe length. Pipe shall be slowly rotated in horizontal position while cement mortar is being applied. Each end shall be provided with suitable end dam during spinning operation to control lining thickness and provide square-finished lining end. c. Following application of mortar, pipe shall be rotated at sufficient speed to compact lining mortar. Said speed shall be maintained until all excess water has been forced to lining surface. During the spinning operation, surplus water shall be expelled from pipe by blower or other suitable means. Peripheral speed and spinning time shall be sufficient to obtain dense, well compacted lining with smooth surface free from defects. Minimum lining thickness shall be as shown by the standard drawings. Immediately after lining has been completed, pipe shall be water cured without being disturbed for at least one day. Moisture loss shall be prevented during the curing period.
3. Cement Mortar Coating
a. Mortar shall consist of one part Portland cement to three parts (by weight) clean, sharp sand. Materials for cement mortar coating shall be the same as materials for cement mortar lining. All cement mortar shall develop a minimum compressive strength of 2,600 psi minimum at seven days and 4,500 psi minimum at twenty-eight days.
b. After pipe interior has been lined, cement mortar shall be applied to outside of pipe through fixed nozzles to form an even, dense, and tightly adhering coating.
During coating operation, pipe shall be rotated and moved beneath said fixed nozzles to obtain uniform coating free from defects. Minimum coating thickness shall be as shown by the standard drawings.
c. Cement mortar coating shall be reinforced with spirally wound steel (reinforcing) wire embedded midway within coating. Reinforcing wire shall be bright basic wire comprised of low carbon, open hearth steel, unannealed after the last draw, with an approximate ultimate tensile strength of 80,000 psi. Said wire shall be No. 14 gauge minimum and it shall be placed at a pitch of 1½ inch maximum in the middle third of the coating.
d. Immediately after coating has been completed, each end of each section shall be cleansed to bare metal and cement mortar shall be troweled and shaped suitable for joint being used. All exposed bare metal shall be cleaned and coated and FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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painted for protection against corrosion. Completed pipe shall then be water cured for at least four days without being disturbed.
G. Manufacturing Inspection: The City shall at all times have the right to inspect Work and materials during the course of manufacture. Manufacturer shall furnish the City reasonable facility for obtaining such information as it may desire regarding progress and manner of work and character and quality of materials used.
H. Loading, Transporting, and Unloading Pipe and Fittings
1. After pipe and fittings have been manufactured as set forth above, they shall be braced at the plant with wooden struts of adequate size to protect against excessive deflection. Each set of struts (two struts minimum to a set) shall be nailed together at right angles as a unit. Wooden wedges may be used to accomplish proper tight fit for the struts. Bracing shall be located 1 foot in from each end of each pipe section for pipe 24 inches and smaller, and additionally at mid-point for pipe 30 inches and larger.
2. After the struts have been installed, pipe shall be loaded on rubber-tired vehicles, adequately supported, and choked to prevent damage during transportation, and delivered to Work site. All bracing shall remain in place until each pipe section has been bedded and backfilled to at least 1 foot above the top of the pipe for pipe 24 inches and larger.
3. Plastic end caps or covers shall be placed over the ends of pipe following installation of braces to prevent moisture loss during loading, transporting, unloading, and installing; they shall remain in place until installation. If the plastic and caps or covers are damaged (perforated), they shall be replaced immediately.
4. During loading, unloading, and stringing operations, pipe and fittings shall be moved with care to prevent damage thereto. They shall be moved with nylon chokers or straps of sufficient width, placed at third points (one-third length of pipe from each end), to prevent damage to exterior coating, and they shall be handled in such manner to prevent damage to interior lining. Steel slings shall not be used.
5. Unloading shall be accomplished in a workmanlike manner by Contractor and every precaution shall be taken to prevent damage to pipe and fittings. Under no circumstances are pipe sections to be dropped or bumped in handling. Any pipe section that becomes damaged shall be repaired if possible and, if not possible in the opinion of the City, it shall be replaced with an undamaged pipe section. When strung, pipe shall be adequately supported and chocked to avoid movement until it is installed. It shall also be placed to avoid damage during construction.
2.3 DUCTILE IRON PIPE
A. All ductile iron pipe underground shall be encased with V-BIO polyethylene tubes in accordance with Method A as described in AWWA C105.
B. Installation of pipeline shall be per the latest edition of the “Standard Specifications for Public Work Construction” (SSPWC) unless supplemented by this specification.
C. The pipe shall be accurately laid to the alignment and grade shown on the Approved Plans or as established by the City’s Representative. Prior to placing the pipe in the FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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trench, the contractor shall remove any material that may damage the pipe or the pipe polyethylene encasement including sharp rocks, lumber, nails, sheet metal or other sharp objects. The pipe ends shall be covered at the end of each day or when work activity has ceased on a particular section of pipe. The pipe is to remain free and clear of any dirt and foreign objects. The Contractor shall be responsible for protecting the pipeline from mud and trench water during the construction of pipeline.
2.4 POLYVINYL CHLORIDE PIPE
A. Polyvinyl chloride (PVC) pipe furnished and installed under these Specifications shall conform to applicable AWWA Standards (latest), as modified herein, by the Drawings, or by City.
B. All pipe furnished shall be manufactured by an organization which has had not less than 10 years successful experience in the manufacture of the type of pipe specified. City shall approve manufacturer’s product before its use.
C. Pipe and Couplings: All pipe and couplings furnished shall conform to AWWA C900 and C905 (latest) and the following additional requirements:
1. Unless otherwise specified or shown on Drawings, AWWA C900 pipe and couplings (4" through 12" diameter) shall be minimum Class 150 (maximum dimension ratio of 18).
Polyvinyl chloride pipe shall have same dimensions as ductile iron pipe and pipe bell and pipe spigot shall have same thickness as pipe barrel. a. Standard lengths of pipe shall have nominal length of 20 feet, 0 inches, plus or minus 1 inch. Standard lengths of pipe shall be furnished with integral bells and spigots and with rubber gaskets. Couplings may be used for closures and curved alignments where permitted by City.
b. Pipe shall have sufficient strength to withstand an internal hydrostatic pressure of four times rated operating pressure for its class per AWWA C900 (latest).
2. Unless otherwise specified or shown on the Drawings, AWWA C905 pipe and couplings (14" through 36" diameter) shall have maximum dimension ratio of 18 (Class 235). Polyvinyl chloride pipe shall have same dimensions as ductile iron pipe and pipe bell and pipe spigot shall have same thickness as pipe barrel. a. Standard lengths of pipe shall have nominal length of 20 feet, 0 inches, plus or minus 1 inch. Standard lengths of pipe shall be furnished with integral bells and spigots and with rubber gaskets. Couplings may be used for closures and curved alignments where permitted by City.
b. Pipe shall have sufficient strength to withstand an internal hydrostatic pressure of two times rated operating pressure for its class per AWWA C905 (latest).
3. Where restrained joints are required (specified or shown on the Drawings), the restraint system shall be a split ring installed on the spigot connected to a solid back-up ring seated behind the bell. Restraint system shall be Series 1350 UniFlange, Star Pipe Products Series 1100, or equal. The solid back and split rings shall apply even pressure around the pipe and provide 360° contact. Restraint device shall be ductile iron with 316 stainless steel rods and nuts. Restraint device shall be rated for full working pressure of the pipe with 2:1 factor of safety.
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D. Fittings: All fittings shall be Class 150 ductile iron unless otherwise specified or shown on the Drawings. Ductile iron fittings shall conform with AWWA C110, C111, and C153 (ANSI A21.10, A 21.11, and A21.53, respectively), latest. Unless specified otherwise, fittings shall be push-on joint and comply with AWWA C111 (ANSI A21.11). Fittings shall have an asphaltic outside coating in accordance with AWWA C11 0 or C 153 (ANSI A21.10 or A21.53), latest, and cement mortar lining in accordance with AWWA C1 04 (ANSI A21.4), latest. Fittings shall have standard lining thickness and shall be seal coated with asphaltic material or other approved material. The lining process must produce a dense, compacted lining that shall be bonded to the interior of the fitting and have a smooth surface.
1. Where PVC fittings are specified on the Drawings or permitted as an alternative as specified on the Drawings, fittings shall be in compliance with AWWA C907 (4" through 8"). Affidavits and testing results shall be submitted as required for PVC pipe.
2. Where restrained joints are required (specified or shown on the Drawings), the system shall be suitable for mechanical joint fittings and be of split ring design providing even pressure around the pipe with 360° contact. The rings shall be ductile iron and threaded rods shall be 316 stainless steel. System shall be EBAA Iron MegaLug.
E. Testing: All pipe and couplings furnished shall be tested in the United States in accordance with Section 4, AWWA C900 and AWWA C905.
F. Manufacturing Inspection and Certification: City shall at all times have the right to inspect all work and materials in the course of manufacture. Manufacturer shall furnish City reasonable facility for obtaining such information as he may desire regarding the progress and manner of the work and the character and quality of materials used.
G. Loading, Transporting, and Unloading: After the pipe has been tested in accordance with Section 5 above, it shall be loaded on rubber-tired vehicles, adequately supported and chocked to prevent any damage during transportation and delivered to job site. All pipe and couplings (AWWA C900 and C905) shall be unloaded and stored in accordance with AWWA manual M23 (latest). During the unloading and stringing operations, the pipe shall be moved in such a manner as to prevent damage to the pipe and/or couplings. Unloading shall be accomplished in a workmanlike manner as directed by the manufacturer. Under no circumstances are pipe sections to be dropped or bumped in handling.
H. Defective or Damaged Material: The pipe and couplings shall be carefully inspected for defects. Any pipe, coupling, sleeve, or rubber ring found to be defective in workmanship or material or so damaged as to make repair and use impossible shall be rejected and removed from the job site. In the event that pipe is damaged, the damaged portion may be removed, as approved by City, and discarded. Remaining sound portions may be used with ductile iron fittings or with couplings. Contractor shall be responsible for any and all damage to material and he shall stand expense of repairing or replacing same. Contractor shall take proper precautions to assure that the rubber gaskets are protected from oxidation or undue deterioration.
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2.5 FASTENERS
A. Hex head bolts and nuts shall be carbon steel conforming to ANSI/ASME B18.2.1 and ANSI/ASME B18.2.2. All thread compound used on bolted connections shall be NSF 61 approved.
B. Flange insulation kits shall be used at all stainless-steel bolts in contact with carbon steel.
Insulating flange kits shall include insulating sleeves, gaskets, and insulating washers for each flange bolt. Sleeves shall be full length and shall cover entire bolt. Insulating gaskets shall be full faced. Insulating flange kit shall be as manufactured by PSI, Pipeline Seal and Insulator, Inc. or approved equal.
2.6 DETECTABLE METALLIC WARNING TAPE
Warning tape shall be 6-inch wide blue detectable metallic utility warning tape. The tape shall be inductively locatable and conductively traceable using a standard pipe and cable locating device. The tape shall be composed of one layer of aluminum foil laminated between two layers of inert plastic film resulting in a minimum thickness of 4.5 mils. The tape shall have the following custom message printed at minimum 36-inch intervals: “Caution Buried Water Line Below”. The tape shall have a minimum tensile strength of 15,000 psi. The tape shall be inert and not degrade when exposed to alkalis, acids, and other destructive elements commonly found in soil. The ink used to print the message on the tape shall be permanent and not be removable by normal handling or upon prolonged underground burial. The warning tape shall be “Terra Tape” as manufactured by Reed Industries, Inc., NorthTown Hytech Detectable Tape or approved equal.
PART 3 - EXECUTION
3.1 PIPELINE CONSTRUCTION
A. Pipelines and Appurtenances: Pipelines and appurtenances shall be constructed in accordance with these Specifications and the Construction Drawings, and as specified by the City.
B. Valves and Appurtenances
1. Pipeline valves at pipeline intersections shall be connected directly to pipeline intersection fittings (cross or tee).
2. Unless specified otherwise, air valve installations shall be constructed at all pipeline high spots and blowoff installations shall be constructed at all pipeline low spots.
Contractor shall construct, at his expense, air valve installations and blowoff installations in addition to those specified, if necessary to accommodate his work and schedule.
C. Pipeline Length: All pipeline lengths noted by the Construction Drawings or otherwise specified or referenced shall mean net horizontal constructed lengths and said lengths shall extend through all fittings and appurtenances including bends, outlets, tees, flanges, and valves. Contractor shall provide all pipe necessary to accommodate any vertical FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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alignment of the pipeline and said pipe shall be represented by the net horizontal constructed length.
D. Pipeline Alignment
1. All pipelines shall be constructed with no basic variation in horizontal alignment as shown by the Drawings or as specified by the City. Pipelines may be constructed by the use of pulled joints, short joints, bevels, bends, and elbows, provided pipelines are constructed as specified.
2. In all non-critical areas and subject to the City’s approval, pipelines may be constructed at variance with vertical alignment as shown by the construction drawings by the use of pulled joints, short joints, bevels, bends, and elbows provided pipelines are constructed as specified at pipeline connections and underground interferences, and where pipeline cover is limited. The City will not approve any variation in vertical alignment until it has determined that proposed alignment is proper and modifications are in order.
E. Pipeline Tolerances
1. With regard to vertical alignment, pipelines shall be constructed so that actual flow line elevations, measured at pipe joints, are within 0.1 foot of design flow line elevations.
Pipelines, when installed, shall have continuous slope upgrade or downgrade, corresponding with design slope, without any high spots.
2. With regard to horizontal alignment, pipelines shall be constructed so that actual pipeline centerlines, measured at pipe joints, are within 0.1 foot of design pipeline centerlines. Pipelines, when installed, shall closely follow specified horizontal alignment.
3. Pipeline construction shall conform with Construction Drawings and layout, shop, fabrication, installation, or laying drawings (design drawings which show flow line elevations and pipeline centerlines) in accordance with the above specified tolerances.
Contractor shall make or assist the City in making all necessary measurements, as determined by the City, to confirm or verify compliance with construction tolerances.
F. Pipeline Cover
1. Pipeline cover as shown by the Construction Drawings is hereby defined as design cover over pipeline. If field conditions determined during construction staking show that pipe grade changes are required to provide design cover, Contractor shall, at his expense, make required changes in pipeline grade and construct pipeline accordingly.
2. Pipeline cover from top of pipe to ground surface over pipeline shall not be less than 36 inches. Where future ground surface elevation over pipeline has been established and where actual ground surface is greater, pipeline cover shall be referenced to future (established) ground surface elevation, not actual ground surface elevation.
3.2 SURVEY MONUMENTS AND CONSTRUCTION STAKES
A. Contractor shall not disturb or destroy any existing monuments or benchmarks. If any survey monuments or benchmarks need to be removed and replaced, Contractor shall have all necessary services performed by a registered civil engineer or a licensed land surveyor. If Contractor fails to comply, the City will have said services performed at Contractor’s expense.
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B. Before removing any monuments in preparation for construction, Contractor shall have a registered civil engineer or licensed land surveyor set at least four ties for each monument to be removed and replaced; after construction Contractor shall have the same registered civil engineer or licensed land surveyor replace each monument using the aforementioned ties and file a comer record for each replaced monument.
C. Unless specified otherwise, Contractor shall use construction stakes and cut sheets for pipeline construction and the City will use them for construction inspection. All construction stakes shall be set by a registered civil engineer or licensed land surveyor.
The City must approve cut sheets before actual construction. Contractor shall protect all construction stakes set for construction and he shall restore any construction stakes destroyed or disturbed. If Contractor fails to comply, the City will have services performed at Contractors expense.
3.3 UNDERGROUND UTILITIES (SUBSURFACE INSTALLATIONS)
A. Where underground utility facilities (conductors or conduits for water, gas, sewer, telephone, electric power, cable television, or other utilities) are shown on construction drawings, Contractor shall assume that service facilities (services or laterals for water gas, sewer, telephone, electric power, cable television, or other utilities) extend from each utility facility to each parcel or property whether or not service facilities are shown.
B. At least two working days but no more than fourteen calendar days before commencing any excavation on the Work, Contractor shall request Underground Service Alert (1-800- 227-2600) and non-member companies or utilities to mark or otherwise indicate the locations of their subsurface facilities including, but not limited to, structures including vaults, main conductors or conduits, and service connections or facilities.
C. Contractor shall comply with applicable laws pertaining to subsurface installations, especially with respect to excavations and permits. Contractor shall specifically comply with applicable provisions of Sections 4215 through 4216.9 of the Government Code.
Contractor shall take all actions necessary to maintain a valid inquiry identification number during the Work.
D. At least ten days in advance, or 1,000 feet minimum ahead of pipeline trenching, Contractor shall excavate, expose, and determine (“pothole”) the exact locations, depths, and dimensions of each and every potential interference, including, but not limited to, all facilities shown specifically (depth and location) on construction drawings, or which have been marked by their respective Owner.
E. Upon learning of the existence or location of any utility facility omitted from or shown incorrectly on construction drawings, or improperly marked or otherwise indicated, Contractor shall immediately notify the City, providing full details as to depth, location, size, and function. Contractor shall immediately notify utility having jurisdiction over facility.
F. Contractor shall not interrupt or disturb any utility facility without written permission from the Utility or written order from the City. Where protection is required to ensure integrity of FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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utility facilities located as shown on construction drawings or visible to Contractor or marked or otherwise indicated as stated herein, Contractor shall, unless otherwise provided, furnish and place all necessary protection at his expense.
G. Contractor is advised that the City has no knowledge or information about trench backfill conditions of utility facilities adjacent to or parallel with pipeline being constructed pursuant to these Specifications; therefore, Contractor shall protect against adjacent or parallel trench backfill failure. If adjacent or parallel trench fails, Contractor shall, at his expense, remove and replace said backfill material in accordance with trench backfill requirements herein and remove and replace asphalt concrete pavement and any other improvements damaged in connection therewith.
3.4 TRENCH EXCAVATION
A. Unless specified otherwise, pipelines and appurtenances shall be installed in open trench excavations to the depth and in the direction specified by the construction drawings and the City’s Standard Specifications and Drawings. Excavation for trenches shall include removal of all material of any nature as required for installation of pipe, fittings, or appurtenances and shall include blasting, either sloping or shoring, and all necessary dewatering, if any, all at Contractor’s expense. Contractor is advised that unsuitable earth may be encountered during trenching operations. Where such material is encountered, Contractor shall, at his expense, remove such material, discard it at legal disposal site(s), and thereafter replace it with approved backfill material.
B. Excavation Safety Drawings: Before excavating any earth or soil to a depth of five (5) feet or more, Contractor shall, pursuant to Labor Code Section 6705, submit to the City detailed drawings (hereafter referred to as excavation safety drawings) showing design of shoring, bracing, sloping, or other provisions to be made for worker, individual, or property protection. Said excavation safety drawings shall comply with OSHA Construction Safety Orders (CaI/OSHA or Federal OSHA, whichever is applicable at time of construction) and shall be prepared and certified by a registered civil or structural engineer, engaged by Contractor at his expense, who shall affix his signature and seal to each sheet of said excavation safety drawings. Contractor shall not excavate until the City has received and acknowledged properly certified excavation safety drawings. Contractor shall comply with all other applicable requirements of Labor Code Section 6705 and, as therein provided, no requirements of that Section shall be construed to impose tort liability on City or City’s representatives, including City’s Engineer.
C. Trench and Bell Hole Sloping or Shoring: Trenches and bell holes shall be adequately sloped or shored so that earth will not slide or settle into trench, so that all existing improvements and utilities (above and below ground) will be fully protected from damage, and so that workers and individuals are protected from injury. At minimum, Contractor shall keep toe of trench spoil at least 5 feet from top of trench. Contractor shall assume full responsibility for all damages caused by inadequate sloping or shoring. Contractor shall make all necessary repairs or perform all reconstruction at his expense, and he shall bear all other expenses resulting from such damages.
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D. Unless specified otherwise, all pipeline trenches within pipe zone shall, wherever possible, have vertical sides and minimum widths as specified on the standard drawings, however, trenches shall be sloped or shored as required for worker, individual, and property protection.
E. Whenever maximum allowable trench width, as shown by the Drawings, is exceeded for any reason, the City may, at its discretion, require Contractor, at his expense, to cradle pipe (Class B Portland cement concrete) or to provide higher class bedding to support pipe as required to limit load on pipe to allowable supporting strength. The City shall approve method of support prior to its use.
F. Trenches shall be excavated to depths specified by or shown on construction drawings or as otherwise directed by the City. If trench excavation is carried below grade without direction or permission, Contractor shall, at his expense, refill trench to proper grade with moist clean sand, sand and gravel, or other suitable material as approved by the City, tamped in place to 90% relative compaction minimum. Excess excavated material shall be incorporated in backfill or discarded at legal disposal site(s) by Contractor at his expense.
3.5 WELDED STEEL PIPE INSTALLATION
A. Pipe Installation
1. Pipe manufacturer, fitting manufacturer, and material supplier, in addition to the City and the City’s representative, shall have access to the Work during installation.
Contractor shall use assistance provided by either manufacturer or supplier where required for proper installation of pipe, fittings, or materials; however, Contractor shall limit role of either manufacturer or supplier to advisory service.
2. Contractor shall not move pipe using dozer blades, backhoe buckets, or the like (sharp metal surfaces). Contractor shall use nylon chokers or straps, not steel slings, in moving, placing, or setting pipe. Nylon chokers or straps shall be placed at third points (one-third length of pipe from each end).
3. All out-of-round pipe shall be rejected and removed from the Work site immediately.
Rejected pipe shall be replaced immediately. Contractor shall not use hammers, bars, wrenches, or other tools to modify pipe ends to accommodate installation.
4. All pipe ends shall be secured with plastic covers. Said plastic covers shall be left in place until pipe is prepared for installation. If any plastic covers are damaged or destroyed before pipe has been installed, they shall be immediately replaced.
5. All pipe and fittings shall be laid true to line and grade and at the locations shown by the construction drawings or as specified. Pipe and fittings shall be installed in accordance with applicable sections of AWWA M11, “Steel Pipe Manual”. Bell ends shall be placed uphill unless otherwise permitted.
6. All flanges shall be fully welded to pipe on both faces, one pass minimum on the inside and two passes minimum on the outside. Pipe linings shall extend to mating faces of flanges and pipe coatings shall extend to backs of flanges, tapered as necessary for installation of bolts and nuts. All exposed steel shall be field coated with an approved bitumastic material.
7. Special care shall be taken to avoid damaging lining or coating during lowering of pipe into trench and making of field joints. Unless specified otherwise, field joints shall be bell and spigot rubber gasket joints, continuity bonded (two evenly spaced bonding FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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clips per joint minimum). Flanged joints, welded joints, and mechanical joints may be required for particular applications.
8. After pipe has been set in trench, exterior of spigot and interior of bell shall be thoroughly cleaned. Lubricant as recommended by pipe manufacturer and as approved by the City shall be applied to rubber gasket and said gasket shall then be snapped into place and excess lubricant removed. Lubricant shall be water soluble, nontoxic, shall impart no objectionable taste or odor to water, shall have no deteriorating effects on the rubber gaskets, and shall not support the growth of bacteria.
9. Before inserting spigots into bells, to make joints, bells shall be hand mortared with quick setting non-shrink commercial grout mixed with an approved bonding agent.
Once spigots have been inserted into bells, joints shall be gauged to ensure that gaskets have been properly seated.
10. For pipe 24 inches and larger, Contractor shall relieve (equalize) gaskets before laying to prevent gaskets from being tight on one side of pipe and slack on the other side, and adversely affecting seal. Contractor shall lift gaskets with a round blunt tool (like the shaft of a screwdriver) and roll it around the circumference of the spigot end at least once and preferably twice.
11. For pipe less than 24 inches in diameter, sufficient quantities of moist cement mortar shall be placed on interior joining ends of pipe to completely fill space between respective mortar linings. Moist mortar shall be placed only after respective mortar linings have been properly wetted. Moist mortar shall not be placed against dry mortar linings. Excess mortar shall be removed by drawing an approved pipe cleaning tool through the pipe after joints have been made (pipe sections have been joined). For fully welded joints, pipe sections shall be pulled together and restrained with come along devices, or hoists with chains and slings, and mortar shall be allowed to set for twenty minutes before welding joint. Once joint has been pulled closed and cleaning tool has been drawn through pipe sections, pipe alignment shall not be adjusted, nor shall pipe be bounced or hammered. Come along devices, or hoists with chains and slings, shall be removed only after joint has been fully welded.
12. For pipe 24 inches in diameter and larger, cement mortar shall be placed on interior joining ends from inside pipe after it has been set. Moist mortar shall be applied only after mortar linings have been properly wetted. Moist mortar shall not be placed against dry mortar linings. Excess mortar and debris shall be removed by hand or by other means acceptable to and approved by the City.
13. For cement mortar coated pipe, joint exteriors shall be coated with cement mortar utilizing a joint diaper. Said diaper shall be furnished by pipe manufacturer and shall be centered over joint and securely fastened to pipe. Cement mortar joint mix consisting of one part Portland cement to two parts (by weight) clean, sharp sand, shall contain just enough water to allow mix to be poured into diaper and flow around circumference of joint. Said mix shall be allowed to set prior to backfilling around joint.
14. Joints shall be completed to provide continuous interior lining and exterior coating.
Field lining and coating must equal or exceed shop lining and coating when completed with respect to strength, uniformity, and density and there shall be no voids between lining or coating and steel cylinder.
15. If cement mortar lining has to be removed, Contractor shall scribe, chisel, and remove the lining using appropriate tools. If cement mortar coating has to be removed, Contractor shall first scribe, then saw cut said coating 3/4 of its thickness, and then FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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remove coating using a chisel driven by a hammer, chipping gun, or other suitable tool.
Impact shall be applied parallel with pipe barrel, not perpendicular thereto.
16. At the end of each day’s work, all openings in the pipeline shall be plugged with watertight, expandable plugs or approved equal. Said plugs shall be secured in place so that they cannot be removed by children or animals.
B. Field Welding
1. Whenever field welding is required, Contractor shall attach welding machine ground to pipe only with clamps or other means acceptable to the City unless an alternative means is specified.
2. Unless specified otherwise, field welded or thrust restrained joints shall consist of flanged joints or fully welded joints. All flanges shall be fully welded to pipe on both faces, one pass minimum on the inside and two passes minimum on the outside.
Welded joints shall be made with pipe having ends belled for welding, or alternatively, ends belled for rubber gasket joints, provided pipe manufacturer furnished filler rods of proper diameter, length, and curvature are installed in accordance with pipe manufacturer’s recommendations, as approved by City. Belled ends shall not be deformed to accomplish fully welded joints. Full welds for all joints shall be accomplished with two welding passes (beads) minimum.
C. Field Cement Mortar Lining and Cement Mortar Coating: Whenever field cement mortar lining and cement mortar coating is permitted by the City for either repair or fabrication, Contractor shall comply with the following procedures:
1. Cement Mortar Lining
a. Contractor shall square the edge of the remaining lining, leaving no feather edge, and shall clean metal surfaces with a stiff wire brush. b. Contractor shall apply approved bonding agent to both steel area and edges of adjacent lining. Cement mortar shall then be applied to the area being patched and worked and finished with a trowel until smooth. Contractor shall brush on approved curing compound over the surface of the patch to prevent rapid evaporation of moisture. Otherwise, Contractor shall keep the patched mortar moist by covering it with wet burlap. The pipe shall not be moved until the cement mortar achieves its initial set, not less than three hours.
c. Cement mortar shall consist of not less than one part cement to three parts sand, thoroughly mixed before any water addition. Cement mortar may be approved commercial, packaged dry mortar mix. Cement mortar shall be mixed separately for each area to be patched. Quantity of water shall be just sufficient so that when mortar is firmly compressed into a ball, it will hold its shape without slump.
2. Cement Mortar Coating
a. Exterior coating which requires removal around the complete circumference of the pipe shall be repaired by removing the coating by chipping with a hammer or chisel, squaring the edges to accept repair patch. Wrapping the area with 2 x 4 x 14 GA self-furring wire mesh or an approved stucco netting and guniting the area being patched and hand troweling mortar onto the area being patched. Applying an approved curing compound to the patched area. Avoiding movement and protecting the pipe until the cement mortar achieves its initial set, not less than three hours. b. Exterior coating that does not extend around the entire circumference of the pipe shall be repaired by removing the coating by chipping with a hammer and chisel, FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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squaring the edges to accept repair patch. Applying by brush an approved bonding agent to both the steel area and the edges of the remaining coating. Applying cement mortar to the area being patched and thoroughly compacting it, with finished patch mounding up above and overlapping (at least 1 inch on all sides) the surrounding coating. Applying an approved curing compound to the patched area. If the repair patch is made on pipe in the ditch, it shall be covered with wet burlap, heavy cloth, or similar material, and dirt shall be placed around and over the patched area by hand before proceeding with placing backfill material. c. The cement mortar mix proportions shall be the same as for lining repair. d. If the area to be patched exceeds over half of the pipe circumference, 2 x 4 x 14 GA self-furring wire mesh or an approved stucco netting shall be attached to the pipe prior to the application of the cement mortar.
3. Installation of Repaired Pipe: After the repaired area has achieved initial set, not less than six hours, the pipe section can be installed, providing the patched area of the coating is backfilled with water saturated or wetted soil.
3.6 PVC PIPE INSTALLATION
A. Pipe manufacturer, fitting manufacturer, and material supplier, in addition to the City and the City’s representative, shall have access to the Work during installation. Contractor shall use assistance provided by either manufacturer or supplier where required for proper installation of pipe, fittings, or materials; however, Contractor shall limit role of either manufacturer or supplier to advisory service.
B. All pipe shall be laid true to line and grade and at the locations as shown by the Construction Drawings or as specified. Pipe shall be installed in accordance with AWWA C605 and Manual M23 (latest) (including AWWA C905 pipe and couplings), applicable provisions of manufacturer’s installation guides (latest) and manufacturer's directions. City shall approve manufacturer’s product before its use. Contractor shall furnish City with two manufacturer installation guides for use during construction. Bell ends shall be placed uphill unless otherwise specified.
C. Unless otherwise specified or shown on the Drawings, backfill within the pipe zone shall have a minimum sand equivalent of 50 as determined by ASTM D2419 (latest).
D. After pipe has been set in trench, exterior of spigot and interior of bell shall be thoroughly cleaned. Lubricant recommended by pipe manufacturer and as approved by the City shall be applied to rubber gasket. Lubricant shall be water soluble, nontoxic, shall impart no objectionable taste or odor to the water, shall have no deteriorating effects on the rubber gaskets, and shall not support growth of bacteria. Excess lubricant shall be removed. Pipe ends shall be aligned, and spigot shall be pulled into bell with come-along devices, or hoists with chains and slings, unless permitted otherwise. If either the pry bar or the backhoe bucket method is permitted, a timber header shall be placed between the pipe and the pry bar or backhoe bucket before the spigot is pushed into bell.
E. Curved alignment of AWWA C900 pipe shall be accomplished by longitudinal bending of the pipe. Minimum allowable bend radii shall be as specified by the pipe manufacturer.
Unless otherwise allowed by the pipe manufacturer and approved by the City, axial FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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deflection at the pipe joints of AWWA C900 pipe is prohibited. Where closing sections are required, Contractor shall make all necessary measurements to select appropriate pipe lengths and closure couplings for correct installation.
F. Curved alignment of AWWA C905 pipe by use of longitudinal bending is prohibited; however, curved alignment by use of pulled joints will be permitted. Unless otherwise allowed by the pipe manufacturer and approved by the City, maximum joint deflection shall be one (1) degree. For purposes of reducing angular deflections at pipe joints and for closure sections, Contractor may install pipe sections of less than standard length. Where closing sections are required, Contractor shall make all necessary measurements to select appropriate pipe lengths and closure couplings for correct installation.
G. Whenever cutting of pipe is required, it shall be done with a special cutting tool specifically made for cutting and machining PVC pipe. Cut ends and rough edges shall be ground smooth and beveled for push-on joints.
H. Pipe locator wire (No. 14 AWS insulated copper) shall be installed in trench with pipe where shown by the Standard Drawings unless it is specifically deleted by the Construction Drawings or by City. It shall be held in place by looping the pipe at 20-foot intervals maximum, or as specified.
I. As work progresses, a pipe cleaning tool as approved by City shall be drawn through the pipe to remove dirt, rocks, or other foreign material. At the end of each day’s work, all openings in the pipeline shall be plugged with watertight expandable plugs or City approved equal.
J. Unless specified otherwise, polyvinyl chloride pipe shall not be encased with concrete. If protection is necessary, it shall be accomplished by the use of conductor casing(s) as approved by City.
3.7 FIELD HYDROSTATIC TEST AND LEAKAGE TEST
A. Hydrostatic and Leakage Test shall be performed in accordance with Section 33 14 00.
B. Required test pressures shall be applied by pump connected to pipeline sections being tested. The City shall approve pump connections to pipeline before testing begins. As part of the Work, and unless specified otherwise, Contractor shall install, at his expense, top outlets (service taps) required for testing. Contractor shall provide calibrated meters for measurement of leakage, and all pumps, piping, fittings, bulkheads, plugs, valves, gages, power equipment, and manpower necessary for conducting all tests required, all at his expense. Contractor shall furnish the City three copies of all records of all tests performed.
C. Unless specified otherwise, Contractor shall test against test plates for pipelines 12 inches and smaller. Contractor shall not remove said test plates until pipelines have been tested, disinfected, and accepted by the City.
D. Contractor, at his expense, shall locate and repair leaks or other defects which may develop or become apparent during test. Contractor shall excavate, including removal of FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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backfill already placed, and make all repairs necessary for required water tightness, and then replace all excavated material, after which Contractor shall retest repaired pipeline section. Pipeline sections shall be repeatedly repaired and tested until they meet requirements set forth herein.
E. Pipe manufacturer and fitting manufacturer shall have free access to the Work during testing. Any improper act on the part of Contractor which the pipe and fitting manufacturer may observe shall be reported to the City. Pipe and fitting manufacturer shall be free to observe and verify all tests.
F. After completed pipeline and appurtenances or test sections have successfully met test requirements to the satisfaction of the City, the entire pipeline or each test section shall be filled or shall remain filled with water until completion of the Work, unless otherwise ordered by the City.
3.8 MISCELLANEOUS REQUIREMENTS
A. Connections to Existing Water Mains: The Contractor shall make all connections to existing water mains in the presence of City’s Inspector. Contractor shall provide all labor, equipment, and materials necessary to perform connection work including, but not limited to, isolation gate valve, fittings, and adapters.
B. Hydrostatic testing against isolation valves will not be allowed. Adjacent to the isolation valve, Contractor shall install a test plate for the aforementioned test and, after satisfactory test, remove said test plate and replace it with a 1/8 inch thick minimum ring gasket. The use of any other test appurtenances shall be as approved by the City.
C. Field Painting: Contractor shall field paint all aboveground, bare, or exposed piping and appurtenances in accordance with the applicable specifications and drawings.
D. Plastic detectable warning tape shall be installed above the piping a maximum of 3 feet below grade.
END OF SECTION
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SECTION 33 12 16
MANUAL VALVES
PART 1 - GENERAL
1.1 DESCRIPTION
This Section includes materials, testing, and installation of manually operated valves and check valves.
1.2 SUBMITTALS
Furnish submittals in accordance with the requirements of technical specifications and plans. The following submittals are required:
1. Manufacturer’s catalog data and detail construction sheets showing all valve parts and describing material of construction by material and specification (such as AISI, ASTM, SAE, or CDA)
2. Valve dimensions including laying lengths. Show dimensions and orientation of valve operators, as installed on the valves.
3. Valve linings and coatings
PART 2 – MATERIALS
2.1 GENERAL
Provide valves complete with operating handwheels, levers, chainwheels, extension stems, floor stands, worm gear operators, operating nuts, chains, and wrenches required for operation. Valves shall have the name of the manufacturer and the size of the valve cast or molded onto the valve body or bonnet or shown on a permanently attached plate.
1. All parts in contact with potable water shall be fabricated from approved no lead/ultra-low lead material containing residual lead levels that shall not exceed a maximum of 0.25% weighted average lead content as per California Health and Safety Code Section 116875. Moreover, said parts in contact with drinking water supply shall be certified as suitable for contact with potable water in compliance with ANSI/NSF Standard 61, Drinking Water System Components – Health Effects. Parts not in contact with potable water shall comply with the requirements of ASTM B62 and ASTM B584 Copper Alloy Number C83600 or C84400, respectively.
2.2 VALVE OPERATORS
A. Operators for Exposed Valves Smaller Than 6 Inches: Provide lever or wrench operators having adjustable, open stop memory positions for exposed valves smaller than 6 inches.
B. Operators for Buried and Submerged Valves
1. Provide direct acting 2-inch square AWWA operating nuts for all buried and submerged valves less than 6 inches, and for buried and submerged gate valves less than 24 inches.
2. Provide watertight shaft seals and watertight valve and actuator cover gaskets. Provide totally enclosed operators designed for buried or submerged service.
C. Operators for Valves 6 Inches and Larger
1. Provide gear operators on butterfly, plug, and ball valves 6 inches and larger. Gear operators for valves 8 inches through 20 inches shall be of the worm and gear, or of the traveling nut type. Gear operators for valves 24 inches and larger shall be of the worm and gear type.
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2. Enclose gear operators, suitable for running in oil, with seals provided on shafts to prevent entry of dirt and water into the operator. Gear operators for valves located above ground or in vaults and structures shall have handwheels. Minimum handwheel diameter shall be 12 inches.
3. Gear operators shall be of the totally enclosed design, proportioned to permit operation of the valve under full operating head with a maximum pull of 80 pounds on the handwheel or crank.
Operators shall be provided with open and closed position stop limiting devices. Operators shall be of the self-locking type to prevent the disc or plug from creeping. Design operator components to withstand a pull of 200 pounds for handwheel or chainwheel operators between the input and stop limiting devices without damage, and an input torque of 300-foot-pounds for operating nuts when operating against the stops.
4. Self-locking worm gears shall be a one-piece design of gear bronze material (ASTM B 427), accurately machine cut. The worm shall be hardened alloy steel (ASTM A 322, Grade G 41500; or ASTM A 148, Grade 105-85), with thread ground and polished. The reduction gearing shall run in a proper lubricant. Operators shall be Limitorque Model T Series, EIM Model MG or approved equal.
5. Gear operators shall be able to rotate the valve element (disc, plug or ball) from the fully closed position to fully open in a number of turns of the operator not exceeding two times the valve diameter in inches (i.e., for a 12-inch valve, the number of turns of the operator shall not exceed 24).
D. Operating Torque Requirement for Buried Valves: Design operators on buried valves to produce the required torque on the operating nut with a maximum input of 150- foot pounds.
E. Opening Direction: Valve operators, handwheels, or levers shall open by turning counterclockwise.
F. Position Indicators: Provide valve position indicators for all above ground valves.
2.3 VALVE BOXES FOR BURIED VALVES
A. General: Valve boxes shall be 8-inch Class 100 asbestos cement pipe, 8-inch Schedule 40 PVC pipe, or 8-inch SDR sewer pipe.
B. Valve Box Caps: Valve box caps shall be cast iron and shall be designed to rest without a frame on a cast-in-place concrete ring surrounding the valve extension pipe. Taper the cap skirt for a close fit inside the upper sleeve portion of the valve box. Minimum weight of nominal 10-inch cap shall be 40 pounds. Caps for potable water valve boxes shall be circular with the word WATER cast on the cap. Caps for reclaimed water valve boxes shall be triangular with the word “IRRIG” cast on the cap. Coat caps per manufacturer’s recommendation. Color for potable waterlines shall be OSHA-ANSI safety yellow. Color for reclaimed waterlines shall be purple (Pantone 512).
C. Manufacturers: Valve boxes for potable water lines shall be Brooks 3RT, Eisel Enterprises, Inc. H & C No. 10, or approved equal. Valve boxes for reclaimed water lines shall be Brooks 4TT, Eisel Enterprises, Inc. H & C 4TT, or approved equal.
2.4 EXTENSION STEMS FOR BURIED VALVE OPERATORS
Where the depth of the valve is such that its operating nut is more than 3 feet below grade, provide operating extension stems to bring the operating nut to a point between 24 to 36 inches below the surface of the ground and/or box cover. Extension stems shall be steel and shall be complete with 2- inch-square operating nut. Provide stem with a 1/8-inch center guide to keep stem centered. Do not use pinned couplings.
2.5 BOLTS, NUTS, AND GASKETS FOR FLANGED VALVES
Describe bolts and nuts for flanged valves in the detailed individual piping specifications.
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2.6 PAINTING AND COATING
A. Above Ground Valves or Valves in Vaults: Coat metal valves (except bronze and stainless-steel valves) located above ground or in vaults and structures in accordance with manufacturer’s recommendations. Apply the specified prime coat at the place of manufacture. Apply intermediate and finish coats in field. Finish coat shall match the color of the adjacent piping. Handwheels shall receive the same coating as the valves.
B. Buried Valves: Coat buried metal valves and extension stems at the factory per the manufacturer’s recommendation.
C. Interior Coating: Coat metal valves 4 inches and larger on the interior metal parts, excluding seating areas and bronze and stainless-steel pieces, per the manufacturer’s recommendation.
Coating shall be applied at the factory by the valve manufacturer.
2.7 VALVES
A. Above Ground Gate Valves 3 Inches and Smaller: Above ground gate valves, 1/4-inch through 3 inches, for water service shall be non-rising stem, screwed bonnet, solid wedge disc type designed for a minimum working pressure of 220 psi. Valves shall have threaded ends. Materials of construction shall be as follows:
Component Material Specification
Body, Bonnet, Disc Bronze ASTM B62
Stem Bronze or ASTM B62, B99
Copper Silicon (Alloy 651), B584
(Alloy C87600),
B371 (Alloy 694)
Stem material shall have a minimum tensile strength of 60,000 psi and a minimum yield strength of 30,000 psi. Handwheels shall be brass. Packing shall be Teflon asbestos. Valves shall be Crane 438, Stockham 103, or approved equal.
B. Buried Gate Valves Smaller Than 3 Inches: Buried gate valves for air or water service shall be non-rising stem type, double disc, parallel seat, and shall be designed for a minimum working pressure of 200 psi. Valves shall have flanged, PVC, or threaded ends as required for the type of pipe used. Materials of construction shall be as follows:
Component Material Specification
Body, Bonnet, Cast Iron ASTM A126,
Operating Nut, Class B
stuffing box
Bonnet Bolts Steel, Cadmium ASTM A307,
Stuffing Box Plated Grade B; B766
Bolts Class 25, Type II
Discs, Disc Nut, Bronze ASTM B62
Disc Ring, Seat Nut
O-ring Synthetic Rubber ASTM D2000
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Stem Copper Silicon or ASTM B584,
Manganese Bronze Alloys C86200,
C86300, C86400,
C87500, or C87600
Valves shall be Stockham G-736, G-739, or G-745; Kennedy Figure 597X or 561X; Mueller Series A2380; or approved equal.
C. Gate Valves 3 Inches and Larger: Valves shall conform to AWWA C500 and the following. Valves shall be non-rising stem, parallel faced, bottom wedging double-discs, with O-ring seals. The minimum designated water working pressure shall be 200 psi for valves 3 inches through 12 inches and 150 psi for larger valves. Bronze for internal working parts, including stems, shall not contain more than 2% aluminum nor more than 7% zinc. Bronze shall be ASTM B 62 (85-5-5-5) bronze, except that stem bronze shall have a minimum tensile strength of 60,000 psi, a minimum yield strength of 30,000 psi, and a minimum of 10% elongation in 2 inches. Materials of construction shall be as follows:
Component Material Specification
Body, Bonnet, Cast Iron ASTM A126,
Operating Nut Class B
Stuffing Box
Bonnet Bolts Stainless Steel ASTM A276,
Stuffing Box Type 316
Bolts
Disc, Disc Pin, Bronze ASTM B21,
Seat Ring ASTM B62
Stem Bronze ASTM B138
O-ring Synthetic Rubber ASTM D2000
Valves shall be Clow AWWA gate valves, Kennedy AWWA gate valves, Mueller Series A2380, or approved equal.
D. Butterfly Valves 4 Inches and Larger, Class 150B: Butterfly valves shall be short body, flanged type, conforming to AWWA C504, Class 150B. Do not use wafer style valves. Unless otherwise noted, minimum working differential pressure across the valve disc shall be 150 psi. Valve ends shall be as shown on the drawings; flanged ends shall be Class 125, ANSI B16.1. Valve shafts shall be Type 304 or 316 stainless steel, or carbon steel with Type 316 stainless steel journals and static seals. Valve shafts shall be stub shaft or one-piece units extending completely through the valve disc. Test valve bodies at a pressure equal to twice the design working pressure.
Materials of construction shall be as follows:
Component Material Specification
Body Cast Iron or ASTM A48,
Ductile Iron Class 40; ASTM
A126, Class B; or
ASTM A536, Grade 65-45-12
Exposed Body Stainless Steel ASTM A276,
Capscrews, and Type 316
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Bolts and Nuts
Discs Cast Iron ASTM 126, Class B
Stainless Steel 316
The rubber seat shall be an integral part of the valve body. Rubber seats fastened to the disc by any means are not allowed. Valves shall be Pratt Monoflange MKII or approved equal.
E. Ball Valves 2 Inches and Smaller: Ball valves, 2 inches and smaller, for water service shall be stainless steel, and shall be rated at a pressure of 300 psi WOG at a temperature of 150°F.
Valves shall have plastic coated lever operators. Valves shall have full bore ports, screwed ends, and non-blowout stems. Materials of construction shall be as follows:
Component Material Specification
Body, Ball, Stainless Type 316, ASTM
Stem Steel A276
Seat, Seals Teflon
Valves shall be Stockham Figure S-127 or approved equal.
F. Ball Valves 2-1/2 Inches to 6 Inches: Ball valves 2-1/2 inches to 6 inches shall be rated for a minimum working pressure of 150 psi. Valves shall have flanged ends. Materials of construction shall be as follows:
Component Material Specification
Body, Ball Ductile Iron ASTM A395,
ASTM A445
Stem Carbon Steel ASTM A216,
Grade WCB
Seat, seals Teflon
Valves shall be Jamesbury Style 150F, Powell Figure 4222T, or approved equal.
G. Lubricated Plug Valves 4 Inches and Smaller: Lubricated plug valves of sizes 4 inches and smaller shall have carbon steel bodies and plugs and shall be short pattern with bolted glands and resilient packing. Plug coating shall be Teflon, permanently bonded to the plug. Unless noted otherwise on the drawings, valve ends shall be flanged, with face-to-face dimensions conforming to ANSI B16.1, Class 125. Valves shall have a pressure rating of 200 psi WOG. Lubricate valves with manufacturer’s recommended lubricant for cold water service. Valves shall be Nordstrom Figure 1925 or approved equal.
H. Lubricated Plug Valves 6 Inches Through 20 Inches Class 125: Lubricated plug valves of sizes 4 inches through 20 inches shall have cast iron (ASTM A126, Class B) bodies and plugs. Valves shall be of the regular pattern with bolted glands and resilient packing. Plug coating shall be Teflon, permanently bonded to the plug. Unless noted otherwise on the drawings, valve ends shall be flanged, with face-to-face dimensions conforming to ANSI B16.1, Class 125. Valve shall have a pressure rating of 200-psi WOG. Valves shall be enclosed worm gear operated and watertight for submerged service. Lubricate valves with the manufacturer’s recommended lubricant for cold-water service. Valves shall be Rockwell Figure 169, Powell, or approved equal.
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I. Eccentric Plug Valves, 4 Inches Through 12 Inches: Eccentric plug valves, 4 inches through 12 inches, shall be of the non-lubricated type. Minimum pressure rating shall be 175 psi. Unless noted otherwise on the drawings, ends shall be flanged, Class 125 per ANSI B16.1. Materials of construction shall be as follows:
Component Material Specification
Body Cast Iron ASTM A126, Class B
Plug Cast Iron ASTM A126, Class B
Ductile Iron ASTM A536, Grade 65-45-12
Ni-Resist
ASTM A436
Plugs shall have neoprene facing to provide drip-tight shutoff. Valve body seats shall have a raised welded-in overlay of not less than 90 percent nickel. Packing shall be replaceable with valve body under full pressure and with valve in the fully open position. Plug shall be of the one-piece design. Valves shall be DeZurik Series 100, Figure 118, or approved equal.
J. Resilient Seated Gate Valves, 3 Inches Through 12 Inches: Resilient seated gate valves shall conform to AWWA 509 and the following requirements. Valves shall be designed for a minimum working pressure of 200 psi and shall be bubble-tight at that pressure. Valves shall have non-rising stems. Stem nuts shall be independent of the gate and shall be made of solid bronze. All internal working parts, including the stem, shall be all bronze containing not more than 2 percent aluminum or more than 7 percent zinc. Bronze shall be ASTM B62 (85-5-5-5) bronze, except that stem bronze shall have a minimum tensile strength of 60,000 psi, a minimum yield strength of 30,000 psi, and a minimum of 10 percent elongation in 2 inches. Materials of construction shall be as follows:
Component Material Specification
Body Operating Nut, Cast Iron ASTM A126, Class B
Bonnet, Seal Plate
Gate Cast Iron ASTM A126, Class B
Ductile Iron ASTM A536, Grade 65-45-12
Bonnet and Seal Stainless ASTM A276, Type 316
Plate Nuts and Bolts Steel
O-Rings Synthetic ASTM D2000
Rubber
Provide low friction, torque reduction thrust bearings both above and below the stem collar.
Stuffing boxes shall be O-ring seal type with two rings located in stem above thrust collar. Each valve shall have a smooth unobstructed waterway free from any sediment pockets. Encapsulate gates in Buna-S rubber or nitrile elastomer. Valves shall be Clow RW, Mueller A2360, American AVK, American Flow Control AFC500, and M&H Style 4067, or approved equal.
K. Check Valves 4 Inches and Larger:
1. Swing Check Valves: Swing check valves shall conform to AWWA C508, and shall be iron body, bronze mounted with the following materials of construction:
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Component Material Specification
Disc or Clapper, Bronze or ASTM B62, B16, or B584
Seat Ring, Valve Brass (alloys C84400 or
Body Seat Ring C87600)
Body and Cap Cast Iron ASTM A126, Class B
Disc and Hinge Cast Iron or ASTM A126, Class B
or Arm Bronze ASTM B62
Hinge Pin Stainless ASTM A276, Type 303,
Steel 304 or 410
Cover Bolts and Stainless ASTM A193, Grade B8M;
Nuts Steel ASTM A194, Grade 8M
Ends shall be flanged, Class 125, ANSI B16.1. Design valves for a minimum working pressure of 150 psi. Equip valve with outside lever and spring. Valves shall be Clow f-5340, M&H Style 259, or approved equal.
2. Silent Check Valves, Class 150: Design silent check valves to be installed between the flanges of the adjoining pipe. Equip valves with a spring mechanism to provide for non-slam closure of the valve without backflow, in any position, and shall not be dependent on gravity or backflow for closure. Materials of construction shall be as follows.
Component Material Specification
Body Cast Iron or ASTM A 126,
Ductile Iron Class B; or ASTM A 536,
Grade 65-45-12
Plug and Seat Bronze ASTM B 584,
Spring, Pin, Stainless Steel AISI Type 316
Stops
Sealing Element Buna-N
Valves shall be APCO Series 600 or approved equal.
L. Solenoid Valves 1-1/2 Inches and Smaller: Solenoid valves of sizes 1/4-inch through 1½ inches for water and air service shall have forged brass (Alloy C23000) or bronze (ASTM B 62) bodies with Teflon main seats. Internal plunger, core tube, plunger spring, and cage assembly shall be stainless steel (Types 302, 304, or 305). Solenoid enclosures shall be NEMA Type IV. Valve actuators shall be 120-volt AC. Seals shall be Teflon. Valves shall have a maximum operating pressure and a maximum differential pressure of 250 psi. Energize solenoid valves to open or close, as required. Valves shall be ASCO “Red Hat” or approved equal.
M. Tapping Valves: Tapping valves shall conform with the requirements for gate valves 3 inches and larger. Valve ends shall be flanged, and the flange at one end shall have slotted bolt holes to fit standard tapping machines. Seat rings shall be oversized to permit the use of full-size cutters.
Tapping valves shall be Mueller, Kennedy, or approved equal.
N. Tapping Sleeves: Tapping sleeves shall be cast iron or steel. Cast iron tapping sleeves shall be mechanical joint. Steel tapping sleeves shall be epoxy-coated in accordance with the manufacturer’s recommendation. Gaskets shall be Buna-N rubber with a wide cross section.
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Bolts, nuts, and washers shall be type 316 stainless steel. Tapping sleeves shall be Clow, Kennedy, Koppl CN-120 (with 1/4-inch wall thickness), Koppl AS-150, Mueller, Smith Blair CC-622, or approved equal.
O. Detector Check Valves: Detector check valves shall have flanged ends conforming to ANSI B16.1, Class 125. Pressure test valves to twice design working pressure. Valve casing shall be hot-dipped galvanized, and body shall be tapped to accept by-pass meter piping. Materials of construction shall be as follows:
Component Material Specification
Body, Bonnet Cast Iron ASTM B126 Class B
Bonnet Bolts Stainless Steel ASTM A276 Type 304
Hinge Pin Stainless Steel ASTM A276
(Shaft) Type 304 or 316
Clapper Bronze ASTM B62
Clapper Seat Bronze ASTM B62
Ring (Tinned)
Clapper Seal Rubber
Weight Lead
The mainline valve shall automatically open, permitting unrestricted flow, when the pressure loss through the by-pass meter is approximately 1.5 psi. Valves shall be Hersey EDC II, Grinnel, Mueller A-2133-6, or approved equal.
P. Corporation Stops: Corporation stops shall be manufactured of bronze conforming to ASTM B62.
The inlet fitting shall be a male iron pipe thread when used with a saddle and the outlet connection shall be a flare type unless otherwise specified.
PART 3 - EXECUTION
3.1 JOINTS
A. Flanged Joints: Bolt holes of flanged valves shall straddle the horizontal and vertical centerlines of the pipe run to which the valves are attached. Clean flanges by wire brushing before installing flanged valves. Clean flange bolts and nuts by wire brushing, lubricate threads with oil and graphite, and tighten nuts uniformly and progressively. If flanges leak under pressure testing, loosen or remove nuts and bolts, reseat or replace the gasket; reinstall or re-tighten the bolts and nuts; and re-test the joint. Joints shall be watertight.
B. Threaded Joints: Clean threaded joints by wire brushing or swabbing. Apply Teflon joint compound or Teflon tape to pipe threads before installing threaded valves. Joints shall be watertight.
3.2 VALVE INSTALLATION
A. Valves in Horizontal Piping: Unless otherwise indicated on the drawings, install valves in horizontal runs of pipe having centerline elevations 4'-6", or less, above the floor, with their FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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operating stems vertical. Install valves in horizontal runs of pipe having centerline elevations between 4'-6" and 6'-9" above the floor with their operating stems horizontal.
B. Valves in Vertical Piping: Install valves on vertical runs of pipe that are next to walls with their stems horizontal, away from the wall. Install valves on vertical runs of pipe that are not located next to walls with their stems horizontal, oriented to facilitate valve operation.
C. Buried Valves: Wrap buried valves with two layers of 8-mil polyethylene wrap per AWWA C105.
D. Valve Supports: Concrete supports are not required for valves bolted to flanged pipe or fittings.
3.3 VALVE BOXES
Firmly support valve boxes and keep them centered and plumb the valve over the operating nut of the valve. Do not use beveled sections of pipe at the top of the valve extension pipe. The top cut shall be square, and machine made. In new tracts, and where pavement has not been placed, the valve extension risers for “key valves” shall extend well above the ground level to permit ease of location in case of emergency shutoffs. The final valve box elevation shall be flush with the finished pavement surface or at the elevation noted on the plans.
3.4 TAPPING SLEEVES
Install tapping sleeves in accordance with the manufacturer’s instructions. Thoroughly clean the pipe barrel with a wire brush to provide a smooth, hard surface for the sleeve. Support the sleeve independently of the pipe during the tapping operation. The sleeve shall be pressure-tested in the presence of the City prior to tapping. Provide thrust blocks at the tapping sleeve.
3.5 VALVE LEAKAGE TESTING
Test valves for leakage at the same time that the connecting pipelines are tested.
END OF SECTION
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CONTRACT 2025-1002.33
33 14 00 – WATER MAINS
1 of 2
SECTION 33 14 00
WATER MAINS
PART 1 – GENERAL
A. The work to be done under this section shall include the labor, tools, equipment, and necessary incidentals to install water mains, fittings, valves, fire hydrants, precast utility boxes, thrust blocks and related incidentals complete and in place.
B. Owner shall furnish quantities of pipe, fittings, and accessories as described in Section 01 64 00 of these Specifications. Requirements of Part 2 Products herein shall not be construed to apply to materials furnished by the Owner.
C. Contractor shall furnish all necessary materials not otherwise provided by the Owner in order to install a complete and functioning system. Materials furnished by the Contractor shall conform to the requirements of Part 2 Products herein.
PART 2 – PRODUCTS
A. Pipe shall be poly vinyl chloride (PVC) pipe conforming to AWWA C900-16 or Ductile Iron pipe (DIP) conforming to AWWA C151-17 of the size and type as shown on the Plans.
B. Fittings shall be Ductile Iron conforming to AWWA C110-12 unless noted otherwise on the Plans or by direction of the Owner.
C. Gate valves shall be Resilient-Seated gate valves as manufactured by Kennedy Valve Company or Mueller Company conforming to AWWA C509- 01, or equal.
D. Double check valves (backflow prevention devices) shall be lead-free bronze for as manufactured by Apollo or Watts, conforming to AWWA C510-17, or equal.
E. Combination air valve (CAV) shall be single-body valve as manufactured by Val-matic or Apco, conforming to AWWA C512-15, or equal.
F. Blow-off valve (BOV) shall be 2" threaded brass with adjustable pressure setting as manufactured by Ford or equal.
G. Fire Hydrants shall be Clow Valve Company Model 860 wet barrel hydrant conforming to AWWA C503-14, with one 4½ inch NST outlet and two 2½ inch NST outlets.
H. Concrete for thrust blocks shall conform to Specification 03 30 00.
I. Concrete for precast boxes housing water valves, appurtenances, or accessories shall conform to Specification 03 48 00. The Contractor shall propose sizes for precast boxes following the submittal procedures in Specification 01 33 00.
F. Restraint joint connectors shall be “Megalug” by EBBA Iron or “GripRing” by FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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Romac Industries or approved equal.
PART 3 – EXECUTION
A. The Contractor shall provide all labor, materials, tools, equipment, and necessary incidentals, to install water mains, fittings, valves, fire hydrants, thrust blocks and related incidentals as indicated on the Plans, described herein or as otherwise required for a complete job.
B. Underground pipe installation shall be in accordance with AWWA C605-13 for PVC pipe and AWWA C600-17 for Ductile Iron pipe. The installed pipe shall be pressure tested to 100 psi and in accordance with AWWA C605-13 as regards procedure and allowable water loss. The testing shall treat Ductile Iron pipe as if it were PVC pipe.
C. The installed pipe shall be disinfected in accordance with AWWA C651.
D. All points where change of direction of water flow may occur and end of lines shall be properly retrained with thrust blocks and restraint connectors.
E. All connections to fittings tees, valves, bends, end of line plugs/caps, shall use restraint connectors (Megalug, Gripring or equal).
END OF SECTION
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CONTRACT 2025-1002.33
33 30 00 – SANITARY SEWERAGE
1 of 4
SECTION 33 30 00
SANITARY SEWERAGE
PART 1 - GENERAL
1.01 GENERAL
A. The work encompassed by this section shall consist of performing all operations and furnishing all labor, materials, tools, equipment, and incidentals as necessary for the installation of sanitary sewer piping, fittings, and accessories for the following:
1. Sanitary sewer piping, fittings, and accessories for adjustment of covers.
B. Division 00 Contracting Requirements, and Division 01 General Requirements apply to the Work of this Section.
1.02 REFERENCES
A. American Society for Testing Materials:
1. ASTM D-1784, Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
2. ASTM D-1785, Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120.
3. ASTM D-2464, Standard Specification for Threaded Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80.
4. ASTM D-2467, Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80.
5. ASTM D-3034, Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings.
6. ASTM F-477, Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.
1.03 SUBMITTALS
A. Submit under provisions of Section 01 33 00.
1. Product data for pipe fittings, and all products listed below.
2. Field quality control reports.
PART 2 - PRODUCTS
2.01 PIPE MATERIALS
A. Gravity Sewer: Poly Vinyl Chloride (PVC) material with integral wall, bell, and spigot joints. Pipe and fittings shall meet wall and strength minimum of SDR 35, and the requirements of ASTM D3034. Joints shall be equipped with rubber rings. The bell shall consist of an integral wall section with a FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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solid cross section rubber ring factory assembled, securely locked in place to prevent displacement. Rubber rings shall meet the requirements of ASTM F477. All fittings and accessories shall be manufactured and furnished by the pipe supplier and have bell and/or space configurations identical to that of the pipe.
2.02 MANHOLES
A. Precast Concrete Manholes: Conforming to ASTM C478. Base and first riser shall be monolithic. Gaskets for joints between manhole sections shall conform to ASTM C443. Resilient connectors for making joints between manhole and pipes entering manhole shall conform to ASTM C923 or ASTM C990. Traffic rated structures required as noted on drawings.
B. Manhole Frames and Covers: Frame and cover must be cast gray iron, ASTM A48, Class 35B, cast ductile iron, ASTM A536, Grade 65-45-12, or meeting local requirements. Frames and covers must be circular. Include indented top design with lettering cast into cover. Traffic rated frames and covers required as noted on drawings.
2.03 PIPE ACCESSORIES
A. Fittings: All fittings and accessories shall be manufactured and furnished by pipe supplier of same material as pipe molded or formed to suit pipe size and end design, in required tee, bends, elbows, cleanouts, reducers, traps and other configurations required.
2.04 EXCAVATION AND BACKFILL
A. Excavation and backfill for all sewers shall conform to the provisions of Division 31, Section 31 23 33 of these specifications.
PART 3 - EXECUTION
3.01 GENERAL
A. Verify existing elevations prior to extensive excavating and notify the City of any discrepancies. Contractor shall be liable for any premature construction, which must be modified due to unforeseen existing conditions.
Verify location of point of connection (POC).
B. Install piping beginning at low point of systems, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream.
C. Provide all necessary fittings, fixtures, hardware, plates, fasteners, etc. to provide complete installation.
D. Use manholes or cleanouts for changes in direction or pipe size.
E. For sewer main location, alignment, cover, and size: Conform to local requirements.
F. All installations shall be secure and watertight.
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3.02 INSTALLATION
A. Excavate pipe trench and place pipe zone bedding material in accordance with Section 31 23 33 of these specifications.
B. Pipe Bedding and Backfill: Per the requirements of the local jurisdiction or per Section 31 23 33 of these specifications.
C. The bottom of the trench shall be graded and prepared to provide a firm and uniform bearing throughout the entire length of the pipe barrel.
D. Install pipe, fittings, and accessories in accordance with manufacturer's instructions. Seal joints watertight.
E. The pipe shall be laid without break upgrade from structure to structure, with bell end upgrade for bell and spigot pipe.
F. The horizontal alignment of the pipe shall be laid such that any point shall not vary more than 0.10 feet from the design alignment.
G. Install pipe zone bedding material at sides and over top of pipe in accordance with Section 31 23 33 of these specifications.
H. Place trench zone backfill in accordance with Section 31 23 33 of these specifications. Do not displace or damage pipe when compacting.
3.03 CONNECTIONS TO EXISTING
A. No new sewer line shall be connected to an existing sewer system until the new sewer lines are installed, flushed, and satisfactorily tested.
3.04 BRACING AND SHORING
A. As required by the Trench Construction Safety Orders of the California Construction Safety Orders of the Division of Occupational Safety and Health, bracing and shoring shall be installed in trenches of five feet or greater depth to ensure the safety of workers and to protect and facilitate the work.
3.05 TESTING SEWERS
A. All sewers, sewer services, and manholes shall be tested and observed for obstructions and leakage in accordance with the provisions of the local jurisdiction and per ASTM D3212.
B. Final acceptance and testing requirements shall conform to the requirements of this section or local requirements, which ever are more stringent.
C. Mandrel test of PVC pipe:
1. Following the placement and densification of backfill and prior to placement of permanent pavement, all main line pipe shall be cleaned and mandrelled to measure for obstructions (deflections, joint offsets, and lateral pipe intrusions). A rigid mandrel, approved by the Engineer, with a circular cross section having a diameter of at FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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least 95% of the specified average inside diameter, shall be pulled through the pipe by hand. Mandrel testing shall be performed 30 days or longer after installation and backfill compaction. In the event permanent pavement is placed prior to that time, mandrel-testing shall be required prior to paving and a second mandrel test 30 days or longer after compaction of backfill. The backfill shall be removed and re-compacted for any section of pipe that fails the mandrel test.
Re-rounders shall not be used to correct excessive pipe deformation.
D. Leakage Test:
1. Test lines for leakage by either infiltration or exfiltration tests, or by low-pressure air tests. Prior to testing for leakage, backfill trench up to at least the lower half of the pipe. When necessary to prevent pipeline movement during testing, place additional backfill around pipe sufficient to prevent movement, but leaving joints uncovered for inspection. When leakage or pressure drop exceeds the allowable amount specified, make satisfactory corrections and retest pipeline section in the same manner. Correct visible leaks regardless of leakage test results.
2. Perform these tests for sewer lines made of the specified materials, not only concrete, in accordance with ASTM C969. Make
calculations in accordance with the Appendix to ASTM C969.
3. Test in accordance with UBPPA UNI-B-6. Allowable pressure drop shall be as given in UBPPA UNI-B-6. Make calculations in accordance with the Appendix to UBPPA UNI-B-6.
END OF SECTION
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CONTRACT 2025-1002.33
33 41 00 – STORM UTILITY DRAINAGE PIPING
1 of 4
SECTION 33 41 00
STORM UTILITY DRAINAGE PIPING
PART 1 - GENERAL
1.01 SECTION REQUIREMENTS
A. Perform site survey, research public utility records and/or pothole as necessary to verify existing wet and dry utility locations. Contact utility locating service for area where project is located.
B. Drainage design shall conform to local requirements.
C. Volume 1 - Contracting Requirements, and Division - 01 General Requirements apply to the Work of this Section.
1.02 ACTION SUBMITTALS
A. No action submittals are necessary.
1.03 INFORMATIONAL SUBMITTALS
A. Product Data: For each type of product indicated.
B. Shop Drawings:
1. Manholes: Include plans, elevations, sections, details, frames, and covers.
2. Catch basins and stormwater inlets. Include plans, elevations, sections, details, frames, covers, and grates.
3. Stormwater Retention Structures: Include plans, elevations, sections, details, frames, covers, design calculations, and concrete design-mix reports.
C. Field quality-control reports.
PART 2 - PRODUCTS
2.01 PIPE AND FITTINGS
A. Conduits shall be designed to have a minimum useful life of 50 years.
B. Cast-in-Place concrete pipe, Non-reinforced Concrete Pipe, and Reinforced Concrete Pipe conforming to the California Department of Transportation Standard Specifications will be acceptable.
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C. Polyethylene (PE) large diameter profile wall pipe conforming to ASTM F894, or Polyvinylchloride (PVC) large diameter profile wall pipe conforming to ASTM F794 will be acceptable.
D. The minimum allowable pipe size for privately maintained systems is 12 inches.
2.02 MANHOLES AND DRAIN INLETS
A. Precast Concrete Manholes and Drain Inlets: Meeting local requirements and conform to ASTM C478. Joints between precast concrete risers and tops shall be full-bedded in cement mortar and shall be smoothed to a uniform surface on both interior and exterior of the structure. Traffic rated structures required as noted on drawings.
B. Manhole Frames and Covers: Cast gray iron, ASTM A48, Class 35B; cast ductile iron, ASTM A536, Grade 65-45-12; or cast aluminum, ASTM B26, Alloy 356.OT6.. Include indented top design with lettering cast into cover. Traffic rated frames and covers required as noted on drawings.
PART 3 - EXECUTION
3.01 INSTALLATION
A. Verify existing elevations prior to extensive excavating and notify the State of any discrepancies. Contractor shall be liable for any premature construction, which must be modified due to unforeseen existing conditions.
B. Install piping beginning at low point of systems, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream.
C. Installation of pipe bedding and backfill shall be in accordance with Section 31 23 33 of these specifications.
D. Install piping with 24 inch minimum cover. Minimum cover required within the street Right-of-Way shall be 30 inches or per local standards, whichever is more stringent.
E. Use manholes or drainage inlets for changes in direction or pipe size.
F. Install PVC pipe and gasketed fittings with gaskets according to ASTM D2321.
3.02 FIELD QUALITY CONTROL
A. Inspect interior of piping to determine whether line displacement or other damage has occurred. Inspect after approximately 24 inches of backfill is in place, and again at beneficial occupancy of Project.
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1. Submit separate reports for each system inspection.
2. Defects requiring correction include the following:
a. Alignment: Less than full diameter of inside of pipe is visible between structures.
b. Deflection: Flexible piping with deflection that prevents passage of ball or cylinder of size not less than 92.5 percent of piping diameter. c. Damage: Crushed, broken, cracked, or otherwise damaged piping. d. Infiltration: Water leakage into piping.
e. Exfiltration: Water leakage from or around piping.
3. Replace defective piping using new materials, and repeat inspections until defects are within allowances specified.
4. Reinspect and repeat procedure until results are satisfactory.
B. Test piping systems for leaks and defects.
1. Do not enclose, cover, or put into service before inspection and approval.
2. Test completed piping systems according to requirements of authorities having jurisdiction.
3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours' advance notice.
4. Submit separate report for each test.
5. Gravity-Flow Storm Drainage Piping: Test according to requirements of authorities having jurisdiction and the following:
a. Exception: Piping with soil tight joints unless required by authorities having jurisdiction.
b. Option: Test plastic piping according to ASTM F 1417. c. Option: Test concrete piping according to ASTM C 924 (ASTM C 924M).
6. Force-Main Storm Drainage Piping: Perform hydrostatic test after thrust blocks, supports, and anchors have hardened. Test at pressure not less than 1-1/2 times the maximum system operating pressure, but not less than 150 psig.
a. PVC Piping: Test according to AWWA M23, "Testing and Maintenance" Chapter.
C. Leaks and loss in test pressure constitute defects that must be repaired.
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D. Replace leaking piping using new materials, and repeat testing until leakage is within allowances specified.
END OF SECTION
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CONTRACT 2025-1002.33
00 77 00 – LOCAL INFRASTRUCTURE
1 of 1
SECTION 00 77 00
STREET LIGHTING
77-1.01 GENERAL
77-1.01A Summary
Section 77-1 includes specifications for street lighting).
Street lighting including:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Standards
6. Luminaires
7. Service equipment enclosure
8. Receptacles
The components of street lighting are shown on the project plans. 77-1.02 MATERIALS
The electrical materials must comply with section 86.
The street lights must be 240V/90w Lumec Domus 50 series as shown on the plans.
Receptacle must be TAYMAC MX320 GFCI duplex type.
Receptacle enclosure must be outdoor rated and lockable while-in-use. 77-1.03 CONSTRUCTION
Install electrical material under section 87.
77-1.04 PAYMENT
The contract lump sum price paid for street lighting shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing street lighting system, receptacles, service equipment enclosure, pull boxes, conduits and conductors, as shown on the plans, as specified in the Standard Specifications and these special provisions, and as directed by the Engineer.
END OF SECTION
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SECTION 00 86 00
GENERAL ELECTRICAL WORK
Section 86 includes general specifications for furnishing electrical equipment and materials.
Electrical equipment and materials must comply with part 4 of the California MUTCD and 8 CA Code o Regs, chapter 4, subchapter 5, "Electrical Safety Orders." Galvanized equipment and materials must comply with section 75-1.02B. 86-1.01B Definitions
accessible pedestrian signal: Accessible pedestrian signal as defined in the California MUTCD.
accessible walk indication: Activated audible and vibrotactile action during the walk interval. actuation: Actuation as defined in the California MUTCD. ambient sound level: Background sound level in dB at a given location. ambient sound sensing microphone: Microphone that measures the ambient sound level in dB and automatically adjusts the accessible pedestrian signal speaker's volume. audible speech walk message: Audible prerecorded message that communicates to pedestrians which street has the walk interval.
CALiPER: Commercially Available LED Product Evaluation and Reporting. A U.S. Department of Energy program that individually tests and provides unbiased information on the performance of commercially available LED luminaires and lights. controller assembly: Consists of a controller cabinet, controller unit, and auxiliary equipment for system's operation.
controller unit: Part of the controller assembly performing the basic timing and logic functions. correlated color temperature: Absolute temperature in kelvin of a blackbody whose chromaticity most nearly resembles that of the light source. detector: Detector as defined in the California MUTCD.
electrolier: Assembly of a lighting standard and luminaire. flasher: Device for opening and closing signal circuits at a repetitive rate. illuminance gradient: Ratio of the minimum illuminance on a 1-foot square of sign panel to that on an adjacent 1-foot square of sign panel.
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inductive loop detector: Detector capable of being actuated by an inductance change caused by a vehicle passing or standing over the loop. An inductive loop detector includes a loop or group of loops installed in the roadway and a lead-in cable installed and connected inside a controller cabinet.
junction temperature: Temperature of the electronic junction of the LED device. The junction temperature is critical in determining photometric performance, estimating operational life, and preventing catastrophic failure of the LED.
L70: Extrapolated life in hours of the luminaire when the luminous output depreciates 30 percent from the initial values.
lighting standard: Pole and mast arm supporting the luminaire. link: Part of a system which provides a data connection between a transmitter and receiver.
LM-79: Test method from the Illumination Engineering Society of North America specifying the test conditions, measurements, and report format for testing solid state lighting devices, including LED luminaires.
LM-80: Test method from the Illumination Engineering Society of North America specifying the test conditions, measurements, and report format for testing and estimating the long-term performance of LEDs for general lighting purposes.
luminaire: Assembly that houses the light source and controls the light emitted from the light source.
mid-span access method: Procedure in which fibers from a single buffer tube are accessed and spliced to a multi buffer tube cable without cutting the unused fibers in the buffer tube, or disturbing the remaining buffer tubes in the cable.
National Voluntary Laboratory Accreditation Program: U.S. Department of Energy program tha accredits independent testing laboratories. optical time domain reflectometer: Fiber optic test equipment that is used to measure the total amount of power loss between two points and over the corresponding distance. It provides a visual and printed display of the relative location of system components such as fiber sections, splices and connectors as well as the losses that are attributed to each component and or defects in the fiber.
pedestrian change interval: Pedestrian change interval as defined in the California MUTCD. powder coating: Coating applied electrostatically using exterior-grade, UV-stable, polymer powder. power factor: Ratio of the real power component to the complex power component. power meter: Portable fiber optic test equipment that, when coupled with a light source, is used to perform end-to-end attenuation testing. Its display indicates the amount of power injected by the light source at the designed wavelength of the system under testing that arrives FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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at the receiving end of the link.
programming mechanism: Device to program the accessible pedestrian signal operation. pull box: Box with a cover that is installed in an accessible place in a conduit run to facilitate the pulling in of wires or cables.
push button information message: Push button information message as defined in the California MUTCD.
push button locator tone: Push button locator tone as defined in the California MUTCD. segment: Continuous cable terminated by 2 splices, 2 connectors or 1 splice and 1 connector. signal face: Signal face as defined in the California MUTCD. signal head: Signal head as defined in the California MUTCD. signal indication: Signal indication as defined in the California MUTCD. signal section: Signal section as defined in the California MUTCD. signal standard: Pole with or without mast arms carrying 1 or more signal faces. street side lumens: Lumens from a luminaire directed to light up areas between the fixture and the roadway, such as traveled ways and freeway lanes. surge protection device: Subsystem or component that protects equipment against short-duration voltage transients in power line. total harmonic distortion: Ratio of the rms value of the sum of the squared individual harmonic amplitudes to the rms value of the fundamental frequency of a complex waveform. traffic phase: Traffic phase as defined in the California MUTCD. vehicle: Vehicle as defined in the California Vehicle Code. vibrotactile pedestrian device: Vibrotactile pedestrian device as defined in the California MUTCD.
86-1.01C Submittals 86-1.01C(1) General
Within 15 days after Contract approval, submit a list of equipment and materials you propose to install. Submit the list before shipping equipment and materials to the job site. The list must include:
1. Manufacturer's name
2. Make and model number
3. Month and year of manufacture
4. Lot and serial numbers
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5. Contract number
6. Your contact information
Submit confirmation of the vendor's acceptance of the order for the electrical equipment and materials as an informational submittal.
Submit 3 sets of computer-generated, schematic wiring diagrams for each cabinet.
Diagrams, plans, and drawings must be prepared using graphic symbols in IEEE 315, "Graphic Symbols for Electrical and Electronic Diagrams."
Submit a schedule of values within 15 days after Contract approval.
The schedule of values must include material and installation methods, by plan sheet, for:
1. Foundations
2. Standards and poles
3. Conduit
4. Pull boxes
5. Conductors and cables
6. Luminaires and lighting fixtures
Do not include costs for the traffic control system in the schedule of values.
Submit a manufacturer's maintenance manual or combined maintenance and operation manual as an informational submittal. The manual must have a master item index that includes:
1. Specifications
2. Design characteristics
3. General operation theory
4. Function of all controls
5. Troubleshooting procedure
6. Parts list, descriptions, stock numbers, and settings
7. Block circuit diagram
8. Layout of components
9. Schematic diagrams
86-1.01C(2) Pull Boxes
Submit the manufacturer's installation instructions for pull boxes, including:
1. Quantity and size of entries that can be made without degrading the strength of the pull box below the load rating
2. Locations where side entries can be made
3. Acceptable method for creating the entry
Submit load-rating test reports for pull boxes from an independent laboratory.
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86-1.01C(3) Luminaires
Submit for a luminaire:
1. Maximum power in watts
2. Maximum designed junction temperature
3. Heat sink area in square inches
4. Designed junction-to-ambient thermal resistance calculation with thermal resistance components clearly defined
5. L70 in hours when extrapolated for the average nighttime operating temperature
6. Life expectancy based on the junction temperature
7. Manufacturer's data sheet for the power supply, including the rated life Submit the manufacturer's QC test data for luminaires as an informational submittal. 86-1.01C(4) Reserved
86-1.01C(5) Service Equipment Enclosures
Submit shop drawings for a service equipment enclosure to METS. 86-1.01C(6) Signal Heads
Submit a certificate of compliance and the manufacturer's QC test data for signal heads as an informational submittal.
86-1.01C(7) LED Signal Modules
Submit the manufacturer's QC test data for LED signal modules as an informational submittal. 86-1.01C(8) Visors
Submit a certificate of compliance and the manufacturer's QC test data for visors as an informational submittal.
86-1.01C(9) LED Countdown Pedestrian Signal Face Modules Submit the manufacturer's QC test data for LED countdown pedestrian signal face modules as an informational submittal.
86-1.01C(10) Accessible Pedestrian Signals
Submit the manufacturer's QC test data for accessible pedestrian signals as an informational submittal.
86-1.01D Quality Assurance 86-1.01D(1) General
Electrical equipment must comply with one or more of the following standards:
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1. ANSI
2. ASTM
3. EIA/ECIA
4. NEMA
5. NETA
6. UL/NRTL
7. TIA
Materials must comply with:
1. FCC rules
2. ITE standards
3. NEC
4. California Electrical Code
86-1.01D(2) Source Quality Control
Service equipment enclosures and cabinets must be inspected and tested at the source. 86-1.01D(3) Department Acceptance
Deliver material and equipment for testing to METS.
Allow 30 days for testing. The Department notifies you when testing is complete.
If the Department accepts the material or equipment, you must pick it up from the test site and deliver it to the job site.
If the Department rejects material or equipment, remove it within 5 business days after you are notified it is rejected. If it is not removed within that period, the Department may remove it and ship it to you and deduct the costs of labor, material and shipping.
Resubmit a new sample and allow 30 days for retesting. The retesting period starts when the replacement material or equipment is delivered to METS. 86-1.02 MATERIALS
86-1.02A General
Anchor bolts, anchor bars or studs, and nuts and washers must comply with section 75-1.02.
Bolt threads must accept galvanized standard nuts without requiring tools or causing removal of protective coatings.
86-1.02B Conduit and Accessories
86-1.02B(1) General
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Conduit and fittings must comply with the requirements shown in the following table:
Conduit and Fitting Requirements
Type Requirement
1 Must be hot-dip galvanized rigid steel complying with UL 6 and ANSI C80.1.
The zinc coating must comply with copper sulfate test requirements in UL 6.
Fittings must be electrogalvanized and certified under UL 514B. 2 Must comply with requirements for Type 1 conduit and be coated with PVC or polyethylene. The exterior thermoplastic coating must have a minimum thickness of 35 mils. The internal coating must have a minimum thickness of 2 mils. Coated conduit must comply with NEMA RN 1, or NRTL PVC-001. 3 Must be Type A, extruded, rigid PVC conduit complying with UL 651 or must be HDPE conduit complying with UL 651A.
4 Must have an inner, flexible metal core covered by a waterproof, nonmetallic, sunlight- resistant jacket, and must be UL listed for use as a grounding conductor. Fittings must be certified under UL 514B.
5 Must be intermediate steel complying with UL 1242 and ANSI C80.6. The zinc coating must comply with copper sulfate test requirements specified in UL 1242. Fittings must be electrogalvanized and certified under UL 514B.
Bonding bushings installed on metal conduit must be insulated and be galvanized or zinc-alloy type. Shop-cut threads must be protected from corrosion under the standards shown in the following table:
Shop-Cut Thread Corrosion Protection
Conduit Standard
Types 1 and 2 ANSI C80.1
Type 5 ANSI C80.6
Primer for metal conduit threads and damaged areas must be on the Authorized Material List for organic zinc-rich primers. Aerosol cans are not allowed.
High density polyethylene conduit and couplings must be electro fusion type.
Conduit for fiber optic cable systems must be schedule 40 high density polyethylene, complying with NEMA TC-7, except for horizontal directional drilling.
Conduit used for horizontal directional drilling must be high density polyethylene Type IPS, SDR 9 and comply with ASTM F2160.
Sealing plug must:
1. Be reusable
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2. Withstand a pressure of 5 psi
3. Provide an airtight seal
Seal conduit and innerducts simultaneously
Sealing plug for empty conduit must have a rope tie. Innerduct must be:
1. HDPE tubing or fabric mesh pouch.
2. Nominal 1 inch inside diameter, with a minimum Standard Dimension Ratio (SDR) rating of 11.
3. Continuous without splices or joints.
4. Ribbed inside and outside when used inside a conduit.
5. Ribbed inside and smooth on the outside for direct burial.
6. Unique color throughout the entire length of the conduit segment.
7. Shipped and stored on a reel, covered to protect colors from UV deterioration. The reel must be marked with:
7.1. Manufacturer's name.
7.2. Contract number.
7.3. Size and length of the innerduct.
High density polyethylene for innerduct must:
1. Comply with ASTM D3485, D3035, D2239, and D2447, and NEMA TC7 and TC2
2. Have a minimum tensile yield strength of 3,300 psi under ASTM D638
3. Have a density of 59.6187 lb/ft3 ± 0.3121 lb/ft3 under ASTM D1505 Tracer wire must be a minimum no. 12 copper conductor with orange insulation Type TW, THW, RHW, or USE. For direct burial, the tracer wire insulation must be Type UF. 86-1.02B(2) Structures Accessories
Steel hangers, steel brackets, and other fittings used to support conduit in or on a wall or bridge structure must comply with section 75-3.
Precast concrete cradles for conduit must be made of minor concrete and commercial-quality welded wire fabric. The minor concrete must contain a minimum of 590 lb of cementitious material per cubic yard. The cradles must be moist cured for a minimum of 3 days.
Expansion and deflection fittings must:
1. Be UL listed
2. Be internally grounded per NEC
3. Be for Type 1 conduit
Expansion fittings must:
1. Have a malleable iron or "Feraloy" iron alloy housing
2. Have a hot dipped galvanized or zinc plated finish
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3. Have a metallic packing durable sealing ring
4. Have a minimum longitudinal movement of 4 inches
Deflection fittings must:
1. Have a neoprene or silicone rubber sleeve with stainless steel clamps attached to the end of the couplings. The couplings must be bronze, "Feraloy" iron alloy with hot dipped galvanization, or ductile cast iron with zinc.
2. Provide up to 30-degree angular misalignment and a minimum 3/4-inch movement during:
2.1. Parallel misalignment
2.2. Expansion
2.3. Compression
86-1.02C Pull Boxes 86-1.02C(1) General
A pull box cover must have a marking on the top that is:
1. Legible
2. Uniform
3. Parallel to the side
4. From 1 to 3 inches in height
The cover marking must include CALTRANS and one of the following:
1. SERVICE for service circuits from a service equipment enclosure to a subpanel
2. SERVICE IRRIGATION for circuits from a service equipment enclosure to an irrigation controller
3. SERVICE BOOSTER PUMP for circuits from a service equipment enclosure to the booster pump
4. TDC POWER for circuits from a service equipment enclosure to telephone demarcation cabinet
5. LIGHTING for a lighting system
6. SIGN ILLUMINATION for a sign illumination system
7. SIGNAL AND LIGHTING for a signal and lighting system
8. RAMP METER for a ramp metering system
9. TMS for a traffic monitoring station
10. FLASHING BEACON for a flashing beacon system
11. CMS for a changeable message sign system
12. INTERCONNECT for an interconnect conduit and cable system
13. FIBER OPTIC for fiber optic cable system
14. ELECTRICAL SYSTEMS if more than one system is shared in the same pull box
15. STREET LIGHTING for City Street lighting system
The cover marking must not include CALTRANS, only the following:
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1. ELECTRICAL SERVICE for circuits from an electrical utility to a service equipment enclosure
2. TELEPHONE SERVICE for circuits from a telephone utility to a telephone demarcation cabinet
A metal pull box cover must include a fitting for a bonding conductor.
The hardware must be stainless steel containing 18 percent chromium and 8 percent nickel. 86-1.02C(2) Roadway Pull Boxes 86-1.02C(2)(a) General
A pull box cover must have a nonskid surface.
The pull boxes and covers must not have exposed fibers or reinforcement on the finish surfaces that are exposed.
The load rating must be:
1. Stenciled or stamped on the inside and outside of the pull box
2. Stamped on the outside of the cover
A pull box cover must have the manufacturer's logo.
If a transformer or other device is to be placed in the pull box, include recesses for a hanger.
Hold-down bolts must:
1. Be a Penta Head 1/2 inch-13UNC
2. Have a thread lock material
3. Withstand a torque from 55 to 60 ft-lb
4. Withstand a minimum pull-out strength of 750 lb
The opening in which the cover sets must have length and width dimensions 1/8 inch greater than the cover.
86-1.02C(2)(b) Nontraffic Pull Boxes
A nontraffic pull box and cover must comply with ANSI/SCTE 77, "Specification for Underground Enclosure Integrity," for Tier 22 load rating and must be gray or brown.
An extended pull box must be a minimum 22 inches deep and may be a single box or a box with an extension made of the same material as the pull box. The extension may be another pull box if the bottom edge of the pull box fits into the opening for the cover.
The hold down bolts, nuts, and washers must be a captive design.
The pull box must have a 1/2 inch-13 coarse-thread insert with drainage hole, to secure the hold down bolts.
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The cover must have a 1/2-by-4 inch pull slot with a 3/16-inch to 1/4-inch center pin.
The cover markings must be cast in the mold of the cover or be engraved on a metal or UV resistant ABS plate secured to the cover with stainless steel screws. 86-1.02C(2)(c) Traffic Pull Boxes
A traffic pull box and cover must comply with AASHTO HS20 and load tested under AASHTO M 306.
A traffic pull box must be reinforced with a galvanized steel Z bar welded frame. The frame must be anchored to the box with 2-1/4-inch-long concrete anchors with a 1/4-inch diameter.
No. 5 and no. 6 traffic pull boxes must have 6 concrete anchors, one in each corner, and one in the middle of each longer side. No. 3 traffic pull boxes must have 4 concrete anchors, one in each corner.
The frame must have nuts fabricated with the frame or spot welded to the underside of the frame, to secure the hold down bolts.
The nuts must be zinc-plated carbon steel, vibration-resistant, and have a wedge ramp at the root of the thread.
The cover must:
1. Be steel, reinforced and galvanized post fabrication.
2. Be countersunk approximately 1/4 inch to accommodate the bolt head. When tightened, the hold down bolt head must be no more than 1/8 inch above the top of the cover.
3. Have a 1/2-inch by 2-inch pull slot with a guard under the cover to prevent entry of more than 3 inches below the bottom surface of the cover without deflection.
Prior to applying the label, steel cover must be galvanized. The cover marking must be applied by one of the following methods:
1. Use a galvanized cast iron strip at least 1/4-inch thick with letters engraved or raised a minimum of 1/16 inch. Fasten the strip to the cover with either:
1.1. 1/4-inch, flathead, stainless steel machine bolts and nuts. Peen the bolts after tightening.
1.2. 1/4-inch stainless steel rivets.
2. Use a galvanized sheet steel strip at least 0.027-inch thick with letters engraved or raised a minimum of 1/16 inch. Fasten the strip to the cover by spot welding, tack welding, or brazing with 1/4-inch stainless steel rivets or 1/4-inch, roundhead, stainless steel machine bolts and nuts. Peen the bolts after tightening.
3. Bead weld the letters on the cover such that the letters are raised a minimum of 3/32 inch.
86-1.02C(2)(d) Tamper Resistant Pull Boxes 86-1.02C(2)(d)(i) General FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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Reserved
86-1.02C(2)(d)(ii) Tamper-Resistant Nontraffic Pull Box 86-1.02C(2)(d)(ii)(A) General A tamper-resistant nontraffic pull box must include a pull box with one of the following:
1. Anchored cover
2. Lockable cover
3. Pull box insert
86-1.02C(2)(d)(ii)(B) Anchored Cover
The anchored cover must:
1. Be of 1/2-inch-thick mild steel, hot dip galvanized, post fabrication
2. Have spikes removed from the galvanized surfaces.
3. Have a center space for a top lock nut that must be torqued to 200 ft-lb.
4. Have a center opening for a stainless-steel threaded cap to cover the lock nut
5. Weigh a minimum of 85 lb.
6. Include an all-around security skirt of 1/4-inch thick steel. The skirt must be sized to encase a nontraffic pull box or sized to fit within a traffic pull box.
7. Be welded to the skirt.
86-1.02C(2)(d)(ii)(C) Lockable Cover
The lockable cover must:
1. Be manufactured from minimum 3/16-inch-thick galvanized steel or a polymer of minimum strength equal to 3/16-inch steel
2. Be secured to the pull box with a locking mechanism of equal or greater strength than the manufactured material
3. Have 1/2-by-2-inch slot holes for lifting
4. Have dimensions complying with one of the following:
4.1. Department's standards for pull box covers as shown if the lockable cover is secured to the inside lip of the pull box
4.2. Department's standards for the length and width as shown for pull box covers if the lockable cover is secured to the top of the pull box
86-1.02C(2)(d)(ii)(D) Pull Box Insert
The pull box insert must:
1. Be made of minimum 3/16-inch-thick or 10 gauge mild hot-dipped galvanized steel
2. Have a minimum of 2 mounting brackets that rest under the side or end wall
3. Be lockable with a padlock having a minimum 3/8-inch shackle
4. Have dimensions complying with the Department's standards for the length and width as shown for pull box covers
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86-1.02C(2)(d)(iii) Tamper Resistant Traffic Pull Box
A tamper resistant traffic pull box must include a pull box with an anchored cover. 86-1.02C(3) Structure Pull Boxes
A no. 7 pull box must:
1. Be 12 by 12 by 12 inches.
2. Be manufactured with 0.075-inch sheet steel.
3. Have 3/4-inch flanges on the top and bottom.
4. Have one 1-inch and one 1-1/2-inch knockouts on each side, except for the covers.
5. Have drilled and tapped holes on the top and the bottom flanges for the cover screws.
The hole pattern and spacing must be the same at the top and bottom.
6. Have covers that secure to the box with eight 1/4-inch diameter, 20NC brass machine screws.
A no. 8 pull box must:
1. Be 12 by 12 by 12 inches.
2. Be manufactured with 0.135-inch sheet steel.
3. Mount to the structure with three 3/8-inch diameter machine screws per side.
4. Have 1-1/2-inch knockouts on each side, except the cover.
5. Have drilled and tapped holes on the sides and the bottom for the cover screws. The holes must be reinforced with a 1-by-1-by-0.135-inch bar inside the box.
6. Have a cover with 3/4-inch flanges on the sides and bottom with the corners welded at the bottom. The cover must secure to the box with, three 1/4-inch diameter by 1/2-inch long cadmium plated brass or stainless steel, machine screws.
A no. 9 pull box must:
1. Be 24 by 9-1/2 by 6-1/4 inches.
2. Be manufactured with 0.075-inch sheet steel.
3. Have a rain tight hood.
4. Have a 1-1/2-by-4-1/2-by-0.135-inch strap welded to the back of the box at each corner, parallel to the long side. The strap must have a 1/4-inch hole on the exposed end.
5. Have a 1-inch lip around the opening.
6. Have drilled and tapped holes with a minimum 1/4-inch thread length, at the ends of the bottom lip for the cover screws.
7. Have a 3-inch knockout on each side at the bottom and at the center of the bottom
8. Have a 2-inch knockout on each side at the top and at both ends of the bottom.
9. Have an L 5/8-by-7/8-by-0.075-inch formed angle spot welded to the inside of the top on both sides and on the bottom.
10.Have a cover manufactured with 0.125-inch steel, that secures to the box with two 3/8- inch diameter by 3/4-inch long stainless-steel flathead screws with 11/16-inch diameter countersink holes. The cover must include a 1/16-inch neoprene gasket.
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A no. 9A pull box must:
1. Be 20 by 8 by 8-1/2 inches.
2. Be manufactured with 0.075-inch sheet steel.
3. Have 3/4-inch flanges on the top.
4. Have drilled holes on the short sides for the cover screws. The holes must have a stainless-steel hex nut or a 1/4-by-5/8-by-8-inch bar spot welded to the bottom of the flange.
5. Have a 3-inch knockout on each side at the top and at the center of the bottom.
6. Have a 2-inch knockout on each side at the bottom and at both ends of the bottom.
7. Have a cover manufactured with 0.105-inch steel, that secures to the box with four 3/8- inch diameter stainless steel hex head cap screws, two on each short side. The cover must have a rain tight hood and include a 1/16-inch neoprene gasket.
Pull box corner joints must be lapped and spot welded or riveted. Concentric and eccentric multiple size knockouts are not allowed.
86-1.02D Tapes
86-1.02D(1) General
Reserved
86-1.02D(2) Pull Tape
Pull tape must be a flat, woven, lubricated, soft-fiber, polyester tape with a minimum tensile strength of 1,800 lb. The tape must have sequential measurement markings every 3 feet. 86-1.02D(3) Warning Tape
Warning tape must be orange color polyolefin film, minimum elongation of 500 percent before breakage, water and corrosion resistant, and comply with requirements shown in the following table:
Warning Tape Requirements
Quality characteristic Requirement
Thickness (min, mil) 4
Width (in) 4
Tensile strength of material (min, psi) 2,800
Message spacing intervals (ft) 3
The warning tape must have a printed message that reads: CAUTION: CALTRANS FACILITIES BELOW. The printed text height and color must be 1 inch, black color text over bright orange background.
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86-1.02E Piezoelectric Axle Sensors
Piezoelectric axle sensors must be Class II and must be for vehicle classification purposes.
Each sensor must:
1. Have a dissipation factor less than 0.04 nF when measured in the 20 nF range
2. Have resistance greater than 20 Megaohms
3. Be 1/4 inch wide by 6 feet long by 1/16 inch thick
4. Have a RG-58C/U coaxial screen transmission cable, jacketed with high-density polyethylene, rated for direct burial and resistant to nicks and cuts
5. Operate over a temperature range from -40 to 160 degrees F
6. Have a signal to noise ratio equal to or greater than 10 to 1
7. Have an output signal of a minimum 250 mV ± 20 percent for a wheel load of 400 lb at 55 mph and 70 degrees F
8. Have an insulation resistance greater than 500 MΩ
9. Have a life cycle of a minimum 25 million equivalent single axle loadings 86-1.02F Conductors and Cables 86-1.02F(1) General
Conductors and cables must be clearly and permanently marked the entire length of their outer surface with:
1. Manufacturer's name or trademark
2. Insulation-type letter designation
3. Conductor size
4. Voltage
5. Number of conductors for a cable
The minimum insulation thickness and color code requirements must comply with NEC.
The insulation color must be homogeneous throughout the full depth of the insulation. The identification stripe must be continuous throughout the length of the conductor.
Conductors must be copper, except no. 6 and larger must be aluminum. 86-1.02F(2) Conductors 86-1.02F(2)(a) General
A conductor must be UL listed or NRTL certified and rated for 600 V(ac). Insulation for conductors must be one of the following:
1. Type XHHW-2
2. Type USE, RHH, or RHW cross-linked polyethylene
The insulation for no. 2 and larger conductors must be one of the above or THWN. Conductors must be minimum no. 14 AWG:
1. Between luminaire and pull box
2. For lighting control
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3. Between flashing beacon enclosure and the signal heads Conductors must be identified as shown in the following table:
Conductor Identification
Circuit Signal phase or
function
Identification
Insulation color Band
Base Stripe symbols a
Signals
(vehicle)a,b
2, 6 Red, yellow,
brown Black 2, 6
4, 8 Red, yellow,
brown Orange 4, 8
1, 5 Red, yellow,
brown None 1, 5
3, 7 Red, yellow,
brown Purple 3, 7
Ramp meter 1 Red, yellow,
brown None No band required
Ramp meter 2 Red, yellow,
brown Black No band required
Pedestrian
signals
2p, 6p Red, brown Black 2p, 6p
4p, 8p Red, brown Orange 4p, 8p
1p, 5p Red, brown None 1p, 5p
3p, 7p Red, brown Purple 3p, 7p
Push button
assembly or
accessible
pedestrian signal
2p, 6p Blue Black P-2, P-6
4p, 8p Blue Orange P-4, P-8
1p, 5p Blue None P-1, P-5
3p, 7p Blue Purple P-3, P-7
Controller cabinet
Ungrounded circuit
conductor Black None CON-1
Grounded circuit
conductor White None CON-2
Lighting pull box
to luminaire
Ungrounded - line
1 Black None No band required
Ungrounded - line
2 Red None No band required
Grounded White None No band
required
Lighting
Ungrounded - line
1 Black None ML1
Ungrounded - line
2 Red None ML2
Ungrounded - line
3 White None ML3
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Lighting control
Ungrounded -
Photoelectric unit Black None C1
Switching leg from
Photoelectric unit
or SM transformer
Red None C2
Service
Equipment
Enclosure
Ungrounded - line
1 (signals) Black None No band required
Ungrounded - line
2 (lighting) Red None No band required
Sign lighting
Ungrounded - line
1 Black None SL-1
Ungrounded - line
2 Red None SL-2
Flashing beacons
Ungrounded
between flasher
and beacons
Red or yellow None FB-Locationc
Grounded circuit
conductor
Push button
assembly or
accessible
pedestrian signal
White Black No band
required
Signals and
multiple lighting White None No band required
Flashing beacons
and sign lighting White None No band required
Lighting control White None C-3
Service White None No band
required
Spares -- Black None No band
required a On overlaps, the insulation is striped for the 1st phase in the designation, e.g., phase (2+3) conductor is striped as for phase 2.
b Band for overlap and special phases as required.
c Flashing beacons having separate service do not require banding.
Conductors must be copper type.
86-1.02F(2)(b) Aluminum Conductors
Aluminum conductors must comply with ASTM B800 and 801. 86-1.02F(2)(c) Copper Conductors 86-1.02F(2)(c)(i) General Copper wire must comply with ASTM B3 and B8.
86-1.02F(2)(c)(ii) Bonding Jumpers and Equipment Grounding Conductors FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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A bonding jumper must be copper wire or copper braid of the same cross-sectional area as a no. 8 conductor or larger.
An equipment grounding conductor must be insulated copper bare. 86-1.02F(2)(c)(iii) Inductive Loop Conductors
An inductive loop conductor must comply with the requirements shown in the following table:
Conductor Requirements for Inductive Loop Detectors
Loop wire Requirement
Type 1
Type RHW-USE neoprene-jacketed or Type USE cross-linked polyethylene, insulated, no. 12, stranded copper wire with a minimum 40- mils insulation thickness at any point.
Type 2
Type THWN or Type XHHW, no. 14, stranded copper wire in a plastic tubing. The plastic tubing must be polyethylene or vinyl rated for use at 105 degrees C and resistant to oil and gasoline. The outside diameter of the tubing must be at most 0.27 inch with a wall thickness of at least 0.028 inch.
86-1.02F(2)(d) Reserved 86-1.02F(3) Cables
86-1.02F(3)(a) General
Reserved
86-1.02F(3)(b) Aluminum Cables 86-1.02F(3)(b)(i) General Reserved 86-1.02F(3)(b)(ii) Direct Burial Cables
Direct burial cable must be aluminum. The direct burial aluminum cable must:
1. Be a metal-clad type
2. Be UL listed or NRTL certified for direct burial and concrete encasemen
3. Include conductors rated for 90 degrees C
4. Have a galvanized steel or aluminum interlocking metal tape sheath with PVC jacke
5. Have a minimum no. 6 AWG aluminum or copper-clad aluminum equipment grounding conductor
86-1.02F(3)(c) Reserved
86-1.02F(3)(d) Copper Cables 86-1.02F(3)(d)(i) General Reserved 86-1.02F(3)(d)(ii) Conductor Signal Cables
A conductor signal cable must have a black polyethylene jacket with an inner polyester binder FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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sheath. The cable jacket must be rated for 600 V(ac) and 75 degrees C. Filler material, if used, must be polyethylene.
The individual conductors in the cable must be solid copper complying with ASTM B3 with Type THWN insulation. The minimum thickness of insulation must comply with NEC for conductor sizes no. 14 to no.10. The minimum thickness of the nylon jacket must be 4 mils.
Cable must comply with the requirements shown in the following table:
Cable type
Conductor
quantity and
type
Cable jacket
thickness (mils)
Maximum
nominal outside
diameter (inch)
Conductor color code
Average Minimum
3CSC 3 no. 14 44 36 0.40 Blue/black stripe,
blue/orange stripe,
white/black stripe
5CSC 5 no. 14 44 36 0.50 Red, yellow, brown,
black, white
9CSC 1 no. 12
8 no. 14
60 48 0.65 No. 12 - white
No. 14 - red, yellow,
brown, black, red/black
stripe, yellow/black
stripe, brown/black
stripe, white/black stripe
12CSC 1 no. 12
11 no. 14
60 48 0.80 No. 12 - white
No. 14 - red, yellow,
brown, black, red/black
stripe, yellow/black
stripe, brown/black
stripe, black/red stripe,
black/white stripe,
red/white stripe,
brown/white stripe
86-1.02F(3)(d)(iii) Detector Lead-in Cables
Conductors for a loop detector lead-in cable must be two no. 16, 19-by-29, stranded, tinned copper wires with calculated cross-sectional areas complying with ASTM B286, Table 1 and the requirements shown in the following table:
Conductor Requirements for Loop Detector Lead-In Cables Lead-in cable Requirement
Type B Insulated with 20 mils of high-density polyethylene. Conductors must be twisted together with at least 2 turns per foot, and the twisted pair must be protected with a copper or aluminum polyester shield. A minimum no.
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20 copper drain wire must be connected to the equipment ground within the cabinet. Cable must have a high- density polyethylene or high-density polypropylene outer jacket with a nominal thickness of 32 mils. Include an amorphous, interior, moisture penetration barrier of nonhydroscopic polyethylene or polypropylene fillers.
Type C Comply with International Municipal Signal Association Specification no. 50-2. A minimum no. 20 copper drain wire must be connected to the equipment ground within
the cabinet.
86-1.02F(3)(d)(iv) Railroad Preemption Cables
A railroad preemption cable must be an 18-conductor cable having a polyvinyl chloride or polyethylene jacket. The cable jacket must be rated for 600 V(ac) and 75 degrees C.
The railroad preemption cable color code must be as shown in the following table:
Railroad Preemption Cable Color Code
Conductor no. Color code
1 Black
2 White
3 Red
4 Green
5 Orange
6 Blue
7 White/black stripe
8 Red/black stripe
9 Green/black stripe
10 Orange/black stripe
11 Blue/black stripe
12 Black/white stripe
13 Red/white stripe
14 Green/white stripe
15 Blue/white stripe
16 Black/red stripe
17 White/red stripe
18 Orange/red stripe
The individual conductors in the cable must:
1. Be stranded and comply with ASTM B286
2. Have Type THW insulation
3. Be no. 14 AWG
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86-1.02F(3)(d)(v) Signal Interconnect Cables
A signal interconnect cable must be a 6-pair type with stranded, tinned, copper no. 20 conductors. The insulation for each conductor must be color-coded polypropylene with a minimum 13-mils nominal thickness. The conductors must be in color-coded, twisted pairs.
Each pair must be wrapped with an aluminum polyester shield and have a no. 22 or larger, stranded, tinned, copper drain wire inside the shielded pair.
The cable jacket must be black HDPE rated for a minimum of 300 V(ac) and 60 degrees C.
The jacket must have a minimum nominal wall thickness of 40 mils. 86-1.02F(3)(d)(vi) Communication Cables 86-1.02F(3)(d)(vi)(A) General Reserved
86-1.02F(3)(d)(vi)(B) Category 5E Cables
A category 5E cable must be a 4-pair, unshielded, outdoor rated, nongel-filled type and comply with ANSI/TIA/EIA 568-B.
86-1.02F(3)(d)(vi)(C) Category 6 Cables
A category 6 cable must be a 4-pair, unshielded, outdoor rated, nongel-filled type and comply with ANSI/TIA/EIA 568-C.
86-1.02F(3)(d)(vi)(D) Telephone Cables
A telephone cable must be a 6-pair type with solid, tinned, copper no. 22 conductors and comply with RUS Bulletin 1753F-205 (PE-39).
86-1.02G Equipment Identification Characters
Equipment identification characters must be 2-1/2 inch, series D lettering, except on wood poles, they must be 3-inch lettering.
The characters must be self-adhesive reflective labels or paint, except on wood poles, they must be embossed on aluminum.
The self-adhesive reflective labels must:
1. Be from 3 to 5 mils thick
2. Have all black capital characters on a white background
3. Extend beyond the character by a minimum of 1/4 inch 86-1.02H Splicing Materials
Splicing materials include:
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1. Connectors
2. Electrical insulating coating
3. PVC electrical tape
4. Butyl rubber stretchable tape
5. PVC pressure-sensitive adhesive tape
6. Heat shrink tubing
Connectors must be C-shaped compression or butt type.
Electrical insulating coating must be a fast drying sealant with low nontoxic fumes. PVC electrical tape must have a minimum thickness of 6 mils.
Butyl rubber stretchable tape with liner must have a minimum thickness of 120 mils.
PVC pressure-sensitive adhesive electrical tape must have a minimum thickness of 6 mils.
Electrical tapes must be self-fusing, oil- and flame-resistant, synthetic rubber and be UL listed or NRTL certified.
Heat-shrink tubing must be made of irradiated polyolefin tubing with a minimum wall thickness of 40 mils before contraction and an adhesive mastic inner wall. When heated, the inner wall must melt and fill the crevices and interstices of the covered splice area and the outer wall must shrink to form a waterproof insulation.
Heat-shrink tubing must comply with the requirements for extruded, insulating tubing at 600 V(ac) specified in UL Standard 468D and ANSI C119.1 and the requirements shown in the following table:
Heat-Shrink Tubing Requirements
Quality characteristic Requirement
Shrinkage ratio of supplied diametera (max, %) 33
Dielectric strength (min, kV/in) 350
Resistivity (min, Ω/in) 25 x 1013
Tensile strength (min, psi) 2,000
Operating temperature (°C) -40–90 (135 °C in emergency) Water absorption (max, %) 0.5 a When heated to 125 °C and allowed to cool to 25 °C. 86-1.02I Connectors and Terminals
Copper connectors must comply with UL-486A. Aluminum connector must comply with UL-486B.
Connectors and terminals must be rated for the conductors' size and material type and be prefilled with oxide-inhibiting compound.
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Connectors and terminals for copper conductors must be a compression or crimp type.
Connectors and terminals for aluminum conductors must be a compression type. 86-1.02J Standards, Poles, Pedestals, and Posts
Standards, poles, pedestals, and posts must comply with section 56-3. 86-1.02K Luminaires 86-1.02K(1) General A luminaire must:
1. Be self-contained, not requiring assembly.
2. Comply with UL 1598 for luminaires in wet locations.
3. Have a power supply with ANSI/IEC 60529 rating of at least IP65.
4. Weigh less than 35 lb.
5. Have a minimum 60,000 hours L70 rating under LM-80 and TM-21 at an ambient temperature of 25 degrees C.
6. Operate over a temperature range from -40 to 130 degrees F
7. Be operationally compatible with photoelectric controls.
8. Have a nominal correlated color temperature of 3,000 K under ANSI C78.377 and a color rendering index of 70 or greater.
9. Have a maximum effective projected area of 1.4 sq ft when viewed from either side or end.
10. Comply with ANSI C136.31.
11. Have a power factor of 0.90 or greater. The total harmonic distortion, current, and voltage induced into a power line by a luminaire must not exceed 20 percent. Test voltage will be at 120 V(ac), 240 V(ac), or 480 V(ac).
12. Comply with the maximum power consumption and isofootcandle curves as shown, except for roadway luminaires.
13. Be on the Authorized Material List for LED luminaires or must be submitted and passed testing for addition to the AML.
A luminaire must include a surge protection device to withstand high-repetition noise transients caused by utility line switching, lightning strikes, and other interferences. The device must protect the luminaire from damage and failure due to transient voltages and currents as defined in Tables 1 and 4 of ANSI/IEEE C64.41.2 for location category C-High. The surge protection device must comply with UL 1449 and ANSI/IEEE C62.45 based on ANSI/IEEE C62.41.2 definitions for standard and optional waveforms for location category C-High.
The luminaire must operate over the voltage range:
1. From 95 to 277 V(ac) for luminaires rated 120, 240, or 277 V(ac)
2. From 347 to 480 V(ac) for luminaires rated 480 V(ac) The fluctuations of line voltage must have no visible effect on the luminous output.
The luminaire's housing, external bolts, screws, hinges, hinge pins, and door closure devices must withstand a 1,008 hour cyclic salt fog spray/UV test under ASTM D5894 and an evaluation under ASTM D714 with a blister rating of 8 or greater and no more than medium FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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density.
The luminaire's housing must be marine-grade alloy with less than 0.2 percent copper or die cast aluminum.
The housing must be designed to prevent the buildup of water on its top surface. Exposed heat sink fins must be oriented to allow water to run off the luminaire and carry dust and other accumulated debris away from the unit. The optical assembly of the luminaire must be protected against dust and moisture intrusion to at least an ANSI/IEC 60529 rating of IP66.
The power supply enclosure must be protected to at least an ANSI/IEC 60529 rating of IP43.
If the components are mounted on a down-opening door, the door must be hinged and secured to the luminaire's housing separately from other components. The door must be secured to the housing to prevent accidental opening. A safety cable must mechanically connect the door to the housing.
A luminaire must have a barrier-type terminal block secured to the housing to connect field wires. The terminal screws must be captive and equipped with wire grips for conductors up to no. 6.
Terminals must be identified and marked.
If needed, each refractor or lens must be made of UV-inhibiting high-impact plastic, such as acrylic or polycarbonate, or heat and impact-resistant glass. The refractor or lens must be resistant to scratching. Polymeric materials, except for the lenses of enclosures containing either the power supply or electronic components of the luminaire, must be made of UL94 V-0 flame-retardant materials.
The luminaire must be permanently marked inside the unit and outside of its packaging box.
Marking consists of:
1. Manufacturer's name or trademark
2. Month and year of manufacture
3. Model, serial, and lot numbers
4. Rated voltage, wattage, and power in VA
An LED luminaire must:
1. Comply with Class A emission limits under 47 CFR 15(B) for unintentional radiators.
2. Have a power supply with:
2.1. 2 leads to accept standard 0-10 V(dc) control.
2.2. Dimming control compatible with IEC 60929, Annex E. If the control leads are open or the analog control signal is lost, the circuit must default to 100-percent power.
2.3. Case temperature self-rise of 77 degrees F or less above ambient temperature in free air with no additional heat sinks.
3. Not be cooled by fans or other menchanical devices.
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86-1.02K(2) Roadway Luminaires
A roadway luminaire must:
1. Have a housing color that matches a color no. 26152 to 26440, 36231 to 36375, or 36440 of AMS- STD-595.
2. Have an ANSI C136.41-compliant, locking-type, photocontrol receptacle with dimming connections and a watertight shorting cap.
3. Have an uplight rating of "U0" per IES TM-15-11.
4. Have identification labels outside the unit on the side that will face the road. The labels include:
4.1. Equipment identification characters as shown in the following table:
Equipment Identification Characters
Luminaire Type Label
Roadway 11 R11
Roadway 12 R12
Intersection small A SA
Intersection small B SB
Intersection small C SC
Intersection medium A MA
Intersection medium B MB
Intersection medium C MC
Intersection large A LA
Intersection large B LB
Intersection large C LC
4.2. Rated wattage.
The luminaire's housing must have a slip fitter that must:
1. Fit on mast arms with outside diameters from 1-5/8 to 2-3/8 inches
2. Be adjustable to a minimum of ±5 degrees from the axis of the tenon in a minimum of 5 steps: +5, +2.5, 0, -2.5, -5
3. Have clamping brackets that:
3.1. Are made of corrosion-resistant materials or treated to prevent galvanic reactions
3.2. Do not bottom out on the housing bosses when adjusted within the designed angular range
3.3. Do not permanently set more than 1/32 inch when tightened 86-1.02K(3) Overhead Sign Luminaires
An overhead sign luminaire must:
1. Have a uniformity average to minimum ratio of 10:1 for the distribution of light reflected on a 16' wide by 12' high sign panel
2. Not allow more than 2.5 percent of the rated lumens to project above 65 degrees FRONT STREET GATEWAY IMPROVEMENTS PHASE 1C - REISSUE
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measured up from the horizontal plane in the direction of the sign panel
3. Mount at a maximum height of 12 inches above the top of the mounting rails
4. Mount directly to the sign structure as shown or with a mounting adapter that meets the material requirements of the luminaire's housing
86-1.02L Reserved
86-1.02M Photoelectric Controls
Photoelectric control types are as shown in the following table:
Photoelectric Control Types
Control type Description
I Pole-mounted photoelectric unit. Test switch and a 15-A circuit breaker per ungrounded conductor, housed in an enclosure.
II Pole-mounted photoelectric unit. Contactor, a 15-A circuit breaker per ungrounded conductor, and test switch located in a service equipment enclosure.
III Pole-mounted photoelectric unit. Contactor, a 15-A circuit breaker per ungrounded conductor, and a test switch housed in an enclosure.
IV A photoelectric unit that plugs into a NEMA twist-lock receptacle, integral with the luminaire.
V A photoelectric unit, contactor, a 15-A circuit breaker per ungrounded conductor, and test switch located in a service equipment enclosure.
The pole-mounted adaptor for Type I, II, and III photoelectric controls must include a terminal block and cable supports or clamps to support the wires.
Photoelectric unit must: