Exhibit 1 - Plans and Specifications.pdf — Corona City Council, May 6, 2026 (part 2 of 2)

END OF SECTION
01 63 00 – Product Substitution Procedures - Page 8 of 8 5-17-vw

THIS PAGE INTENTIONALLY BLANK
01 66 00 – Product Storage and Handling Requirements - Page 1 of 4 9-16-vw
SECTION 01 66 00

PRODUCT STORAGE AND HANDLING REQUIREMENTS
PART 1 - GENERAL

1.1 Work Included
A. Handling, storage and protection of products.

1.3 References
A. ANSI/NSF 60 Drinking Water Treatment Chemicals – Health Effects B. ANSI/NSF 61 Drinking Water System Components – Health Effects

1.4 Storage and Handling
A. Store products at jobsite as follows:

1. Contractor shall be responsible for damage or loss to products until Final Acceptance.

2. Store materials per Manufacturer’s recommendations, and in protected area at temperature between 35°F and 110°F.

3. Store products so as to preserve their quality and fitness for Work.

4. Locate stored products and equipment to be incorporated in Work to facilitate prompt inspection.

5. Inspect products periodically to assure products are undamaged and are maintained under required conditions. Maintain log of inspections and make available upon request.

6. Store products with seals and labels intact and legible.

7. Protect products against moisture, weather, temperature extremes, dust, debris, tampering, theft, vandalism, ultraviolet radiation, or damage from improper handling, storage, or exposure.

8. Protect exposed metals from rust and corrosion, even for items that may be sandblasted or otherwise cleaned before painting.

9. Ventilate materials subject to corrosion or moisture damage to prevent condensation.

10. Any corrosion in evidence prior to final acceptance shall be removed, or product shall be removed or replaced.

11. Store items not designed for outdoor exposure off-ground and under cover.

12. Store aggregate in well-drained area to minimize change in moisture content.

Prevent contamination by other materials.

13. Store cementitious materials in weather-tight spaces. Keep free from moisture. 01 66 00 – Product Storage and Handling Requirements - Page 2 of 4 9-16-vw

14. Store fasteners and connectors in original unopened containers until used.

15. Cover stored materials with tarpaulin or other covering to prevent soiling or exposure to weather. Fasten coverings to prevent removal by wind.

16. Cover plastic and similar brittle items to protect from sun exposure and temperature extremes.

17. Store flammable products to conform with City, County, State, and Federal safety codes for storage of flammable materials.

18. Within three working days following pipe delivery, remove the pipe end covers, swab the entire pipe interior with a bleach solution, replace pipe end covers, and securely wrap the plastic and tape. Retain pipe end covers and plastic wrap covering on pipe until pipe is installed in trench.

19. Cover, plug, or cap pipe ends, valve ends, and equipment openings with rubber, plastic, or canvas to prevent intrusion or contamination at all times when installation is not in progress. These provisions shall apply during noon hour as well as overnight.

20. String pipe along right of way in manner that will not interfere with free passage of vehicles.

21. Do not store pipe on roadway or parkway of streets.

22. Do not use pipeline as drain for removing water that has infiltrated into trench.

Maintain inside of pipe free from foreign materials and in a clean and sanitary condition until final acceptance.

23. Store items in accordance with requirements of project Storm Water Pollution Prevention Plan (SWPPP), if applicable. If no SWPPP has been prepared for project, store items in accordance with appropriate best management practices (BMP’s) listed in California Stormwater Quality Association (CASQA) Stormwater Best Management Practice Handbook for Construction latest edition. Comply with all City, County, State and Federal pollution prevention laws and permits.

24. Between delivery and installation, store all equipment to be incorporated into Work in manner to prevent damage or deterioration. Provide environmental controls, such as heaters or protective encapsulation, to guard against condensation and moisture damage.

25. Motor space heaters shall be operational at all times when motors are stored on site.

26. If prolonged (more than 90 days) storage is required for any item of rotating equipment, institute preventive maintenance program to include grease protection of bare metal surfaces, periodic indexing of rotating parts, renewal of grease in bearings and any procedures recommended by Manufacturer. Maintain records to demonstrate full compliance with these requirements.

27. To ensure adequate protection of all electrical and instrumentation equipment and panels and electric motors, store all such equipment in suitable enclosure designed to protect equipment from dust and moisture. Maintain storage facilities and stored equipment, providing all utilities required.

28. Notify City in writing if delivered or stored product is damaged. Exterior surfaces of delivered items shall be in perfect unblemished condition. Do not repair damaged products without prior written approval.

29. During the interval between delivery and installation, store all equipment to be incorporated into the Project in a manner to prevent damage or deterioration. 01 66 00 – Product Storage and Handling Requirements - Page 3 of 4 9-16-vw
Provide environmental controls, such as heaters or protective encapsulation, to ensure against condensation and moisture damage. Motor space heaters shall be operational at all times when motors are stored on site. In the event prolonged (more than 90 days) storage is required for any item of rotative equipment, institute a preventive maintenance program that shall include grease protection of bare metal surfaces, periodic indexing of rotating parts, renewal of grease in bearings and any procedures recommended by the manufacturer.

Maintain adequate records to demonstrate full compliance with these requirements. Make all equipment available for inspection by the City.

30. To ensure adequate protection of all electrical and instrumentation equipment and panels and electric motors, store all such equipment in a suitable enclosure designed to protect the equipment from dust and moisture. The Contractor shall be responsible for maintaining the storage facilities and equipment stored therein and making provisions for all utilities required. Provide continuous access to the City for all equipment so stored.

B. Handle products as follows:

1. Handle products with care, using proper equipment according to Manufacturer's recommendations.

2. Provide equipment and personnel to handle products, materials, and equipment by methods to prevent soiling and damage.

3. Provide protection during handling to prevent marring and otherwise damaging products, packaging, and surrounding surfaces.

4. Lift large heavy items only at points designated by Manufacturer. Do not drop, drag, bump, bend or handle products in manner that causes abrasions, bruises, cracks, mars, scars, scratches, or other damage. Use padded slings and hooks for lifting as needed to prevent damage. Improper handling shall be cause to reject mishandled products.

5. Use rubber or canvas belt slings or pneumatic-tired cradles to lift or lower coated pipe, valves and other products. Sling width shall equal or exceed pipe or product diameter. Do not handle coated products using ropes, hooks, chains, calipers or cables. Store such materials on padded skids.

6. Inspect each product item for damage, defects, completeness and correct operation before installing.

7. Notify City in writing if delivered or stored product is damaged. Do not repair damaged products without prior written acceptance.

8. Before installation, swab joints and interiors of piping materials to remove foreign matter and contaminants.

9. Clean and protect machined surfaces and shafting from corrosion using proper type and amount of coating as described in Manufacturer’s warranty requirements to assure protection to one year after final acceptance.

10. Maintain records for City's review of deliveries to show Contractor's order number, purchase order number, and equipment number. Include labeling or shipping tag in records.

1.5 Unit Prices
A. Payment for the Work in this section shall be included as part of the lump-sum or unit-price bid amount for which such Work is appurtenant. 01 66 00 – Product Storage and Handling Requirements - Page 4 of 4 9-16-vw
PART 2 - PRODUCTS (not used)
PART 3 - EXECUTION

3.1 Warranty Requirements
A. Strictly follow manufacturer’s instruction and warranty requirements for storage and handling of products.

END OF SECTION
01 71 13 – Mobilization and Demobilization 1 of 4
5-17-vw
SECTION 01 71 13

MOBILIZATION AND DEMOBILIZATION
PART 1 - GENERAL

1.1 Work Included
A. Mobilization shall include:

1. Provide bonds and insurance.

2. Obtain required permits.

3. Provide preconstruction photos and videos

4. Prepare and update project schedule

5. Provide project sign(s).

6. Construct and remove temporary traffic control facilities.

7. Locate existing utilities.

8. Construct and remove temporary utilities (construction power, wiring, and lighting).

9. Obtain temporary easements Contractor may require for construction activities outside of existing easements and/or rights of way secured by City.

10. Install and remove temporary fence.

11. Perform required surveys, testing, site maintenance, and cleanup.

12. Move onto the site of all Contractors' plant, tools, material, equipment, and temporary buildings required for construction operations.

13. Provide and maintain storage facilities required for temporary storage of products, equipment, and materials.

14. Provide site security and monitoring systems.

15. Establish fire protection system.

16. Develop construction water supply as required.

17. Provide field office trailer for the Contractor (at Contractor's option)

18. Provide field office trailer (for City’s use)

19. Provide on-site sanitary facilities and potable water facilities for Contractor’s personnel.

20. Arrange for and establish Contractor's storage yard as required. (Contractor is solely responsible for obtaining property owner agreements to use private property for storage or laydown areas per the Contract Documents.)

21. Possess all OSHA required notices and establishment of safety programs.

22. Submit initial submittals.

23. Implement stormwater pollution control best management practices.

24. Arrange for and establish traffic control.

B. Mobilization will be deemed complete when all items necessary to conduct field operations are on site and operable.

C. When using vacant property to park, service and store products, obtain approval from City’s Representative. Notify adjacent property owners in writing of this proposed use at least 7 calendar days prior to use. Obtain written acceptance from property owner 01 71 13 – Mobilization and Demobilization 2 of 4
5-17-vw
stating conditions of their approval. Conform to setbacks and other conditions required by City or County regulations or permits.

D. Remove obstructions in right-of-way before starting construction. Where private property, such as parked cars, must be removed prior to construction, notify respective property owners 72 hours in advance of right-of-way clearing to allow them to remove their property.

E. Remove temporary structures and controls before inspection for Final Completion or when directed. Clean and repair damage caused by installation or use of temporary facilities and controls. Restore existing facilities used during construction to specified or original condition.

1.2 Related Work
A. Section 01 04 00: Coordination
B. Section 01 29 73: Schedule of Values
C. Section 01 32 33: Construction Photographic and Video Documentation D. Section 01 33 00: Submittal Procedures
E. Section 01 50 00: Temporary Facilities and Controls
F. Section 01 74 00: Cleaning and Waste Management
G. Section 01 77 00: Closeout Procedures

1.3 Submittals
A. Furnish the following submittals:

SUBMITTAL DESCRIPTION
Storage Yard Refer to Section 01 50 00.

Project Signs Refer to Section 01 50 00.

Construction Facilities Plan Refer to Section 01 50 00.

B. The Contractor's site office and other construction facilities shall be of a temporary nature.

C. Contractor shall be wholly responsible for the security of his site office and laydown area, and for all its plant, materials, equipment and tools at all times.

1.4 Demobilization
A. At the completion of the project, perform the following activities:

1. Remove all equipment, materials, and temporary facilities installed during mobilization and construction phases of the work.

2. Remove and properly dispose of all excess or waste materials, debris, rubbish, and temporary facilities from the site, structures and all facilities.

3. Repair pavement, roads, landscaping, and all other areas affected by construction operations and restore them to original condition or to a minimum condition specified.

4. Remove spatter, grease, stains, fingerprints, direct, dust, labels, tags, packing materials, and other foreign items or substances from interior and exterior surfaces, equipment, signs, and lettering.

5. Repair, patch, and touch up chipped, scratched, dented or otherwise marred surfaces to match specified finish.
01 71 13 – Mobilization and Demobilization 3 of 4
5-17-vw

6. Remove paint, clean and restore all equipment and material nameplates, labels and other identification markings.

7. Clean all slabs, pavements and ground surfaces.

8. Restore site to its original condition. Demobilization and site restoration at a developed site will include, but not be limited to, regrading of the ground surface disturbed during mobilization and construction; reconstruction of fences, walls, berms, drains, or other surface features; sweeping of paved areas; repair or replacement of damaged asphalt pavement; concrete roadways, slabs, driveways, driveway entrances, curbs, gutters and sidewalks; and replacement of bushes, trees, or ground cover, which were present prior to commencement of work.

1.5 Unit Prices
A. Payment for mobilization, demobilization, including payment for construction, modification, maintenance, removal and restoration associated with access, and storage facilities, will be included in the lump sum bid price for Mobilization/Demobilization.

PART 2 - PRODUCTS (not used)
PART 3 - EXECUTION
A. Refer to Section 01 32 33 for preconstruction and construction photographic and video documentation requirements.

END OF SECTION
01 71 13 – Mobilization and Demobilization 4 of 4
5-17-vw

THIS PAGE INTENTIONALLY BLANK
01 73 00 – Execution - Page 1 of 4
3-17-vw
SECTION 01 73 00

EXECUTION
PART 1 - GENERAL

1.1 Work Included
A. Examination of site before bidding, preparation for construction, and execution of Work.

1.2 Related Work
A. Section 01 32 33: Construction Photographic and Video Documentation B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 65 00: Product Delivery Requirements
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 01 71 13: Mobilization and Demobilization
G. Section 01 74 00: Cleaning and Waste Management
H. Section 01 75 00: Equipment Commissioning and Facility Startup I. Section 01 77 00: Closeout Procedures
J. Section 01 78 39: Project Record Documents
K. Section 02 41 13: Selective Site Demolition
L. Section 31 12 16: Paving Conforming to Greenbook Specifications M. Section 31 05 50: Protecting Existing Utilities
N. Section 33 30 31: PVC Gravity Sewer

1.3 Project/Site Conditions
A. Ascertain suitability of native soil for backfill before submitting bid. If native soil is found to be unsuitable, provide suitable material for meeting compaction requirements at no additional cost to City.

B. Items furnished shall be capable of fulfilling their intended purpose in environment in which they are installed. Allow for local temperature extremes, climactic conditions and corrosive environments where necessary to ensure proper functioning of furnished products.

C. The action of beginning installation, application or erection of any product shall be deemed sufficient evidence that both the Contractor and the installer accept existing field conditions as acceptable for installation, application or erection of that product, except where written notice is given of Contractor or installer’s concerns before starting applicable work.

1.1 References
A. ASME/ANSI B31.3 Process Piping Design
B. AWWA C105 / ANSI A21.5 Polyethylene Encasement for Ductile-Iron Pipe Systems C. Reference Specifications listed under the various sections of these Contract Documents form a part of the Contract Documents only to extent they are referenced. 01 73 00 – Execution - Page 2 of 4
3-17-vw

1.4 Unit Prices
A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid for which such Work is appurtenant. No additional payment will be made for Work in this Section.

PART 2 - PRODUCTS

2.1 Materials
A. Refer to Section 33 30 31 for pipe materials.

B. Unless otherwise specified, furnish and install Type 316 stainless steel nuts, bolts, and washers on all bolted connections.

C. Liberally apply anti-seize thread lubricant to the threaded portion of all stainless steel bolts during assembly.

D. Dissimilar metals, when used in conjunction with each other shall have suitable insulation provided between adjoining surfaces to eliminate direct contact and resultant current. Insulation shall be bituminous impregnated felt, heavy bituminous coatings, nonmetallic separators, washers, or other accepted materials.

2.2 Equipment
A. Furnish special tools, wrenches and appliances needed to adjust, operate, maintain or repair mechanical equipment supplied.

PART 3 - EXECUTION

3.1 Preparation
A. Contractor represents they have carefully examined Contract Documents and site where Work is to be performed and they have familiarized themselves with all local conditions and federal, state, and local laws, ordinances, rules, and regulations that may affect in any manner the performance of Work.

B. Refer to Section 01 32 33 for preconstruction and construction photographic and video documentation requirements.

C. Refer to Section 01 65 00 for requirements to verify field dimensions, utility locations, and electrical compatibility before shipping products.

D. Carefully lay out work in advance to minimize cutting, channeling, chasing or drilling of structural pads or elements. Review in advance with City’s Representative all cuts, channeling, drilling, or welding required to accommodate mechanical or electrical equipment. Do not begin such work until notified by City’s Representative. Repair damage to structures, piping equipment or finishes using skilled workers of appropriate trades.

E. Relocations or adjustment of existing facilities needed to facilitate construction must be accepted in writing by City’s Representative and subsequently relocated or adjusted by Contractor as directed. If existing items are lost or damaged during construction, replace with new items of equal or better quality.

F. Trimming of existing tree branches and roots required to accommodate construction activities shall be done under direction of certified arborist. 01 73 00 – Execution - Page 3 of 4
3-17-vw
G. Make field measurements needed to fabricate and install Work before ordering or beginning work. Make minor changes in alignments and dimensions as needed to remedy or avoid utilities and structural conflicts.

H. Material safety data sheets (MSDS) shall be available and maintained at Project site.

3.2 Installation / Application / Erection
A. Maintain complete set of Contract Documents including shop drawings at jobsite field office or superintendent's truck at all times.

B. Refer conflicts between Manufacturer's installation instructions and Contract Documents to City's Representative. Additional costs incurred by Contractor resulting from City’s Representative's direction in resolving installation instruction conflicts will be reimbursed as Extra Work. Costs incurred by Contractor, through failure to timely notify City’s Representative of a conflict, shall be borne by Contractor.

C. Install products at locations shown on Plans and submittals.

D. Unless otherwise shown, install all equipment on concrete bases at least 6 inches high. Anchor baseplates to the concrete base with epoxy grouted anchor bolts. For equipment with grouted bases, fill the space beneath with grout as specified. Grout the equipment base after initial fitting and alignment.

E. Before welding, abutting joints shall be free of strain.

F. Prime and paint exposed surfaces of copper, brass, and bronze piping. Clean painted surfaces and touch up bare or marred spots with finish to match factory finish.

G. Paint and coat in workmanlike manner so as to produce an even film of uniform thickness. Pay attention to edges, angles, flanges, corners, crevices, and joints to ensure that they have been thoroughly cleaned and that they receive specified thickness of paint or coating. Finished surfaces shall be free from runs, drops, ridges, waves, shiners, laps, brush marks, and variations in color, texture and finish. The hiding shall be so complete that addition of another coat would not increase the hiding. Apply coats so as to produce film of uniform thickness.

H. Do not force-fit or spring pipe, conduit or equipment into place. Corrective measures for cases of poor alignment shall be accepted in advance by City's Representative.

I. Deflections at joints shall fall within Manufacturers' published tolerance limits.

J. Mitered piping joints are not permitted.

K. Pipe bends shall conform to ASME B31.3 and be free from wrinkles, creases or corrugations.

L. Pipe bends shall use accepted AWWA fittings, except that API standard fittings may be used for above-ground steel pipe.

M. Cut pipe threads with sharp dies and make up joints with accepted thread sealing compound. Threads to be seal-welded shall be made up dry. Do not use Teflon sealers.

N. Epoxy coated pipe, valves and fittings shall be fabricated and installed without cutting, notching or welding.

O. Install valves and equipment to facilitate easy operation and servicing. Where geometry of manufactured valves and equipment and field conditions make it difficult 01 73 00 – Execution - Page 4 of 4
3-17-vw
or impossible for average worker to operate or service an installed item, notify City’s Representative of conflict before installing item.

P. Unless otherwise shown, encase buried valves and ductile iron pipe and fittings in two layers of 8-mil polyethylene wrap in accordance with ANSI A21.5 and AWWA C105.

Q. Install Type 316 stainless steel nuts, bolts, and washers on all installations.

R. Liberally apply anti-seize thread lubricant to the threaded portion of all stainless steel bolts during assembly.

3.3 Salvage and Removals
A. Refer to Section 02 41 13 and drawings for selective site demolition.

END OF SECTION
01 74 00 – Cleaning and Waste Management - Page 1 of 6
12-17-vw
SECTION 01 74 00

CLEANING AND WASTE MANAGEMENT
PART 1 - GENERAL

1.1 Work Included
A. Cleaning during construction, final cleaning on completion of Work and disposal of waste.

1.2 Related Work
A. Section 01 33 00: Submittal Procedures
B. Section 01 35 44: Environmental Procedures for Hazardous Materials C. Section 01 50 00: Temporary Facilities and Controls
D. Section 02 41 13: Selective Site Demolition

1.3 Submittals
A. Furnish the following submittals

SUBMITTAL DESCRIPTION
Dust Control Plan See Paragraph 1.4 below

1.4 Air Pollution Control
A. Comply with all laws, ordinances, rules, regulations, and orders pertaining to air pollution.

B. Do not discharge smoke, dust, equipment exhaust, or any other air contaminants into atmosphere in quantities sufficient to violate Federal, State, AQMD or local regulations.

C. Label all containers of paint, thinner, curing compound, solvent or liquid asphalt to indicate the contents fully comply with the applicable material requirements.

D. Maintain equipment engines in proper tune and operate construction equipment to minimize exhaust emissions. Do not discharge air pollutants (dust, smoke, or other air contaminants) into atmosphere in such quantities to violate regulations of any legally constituted authority.

E. Phase and schedule polluting construction activities to avoid emission peaks.

F. Do not allow fugitive dust to be visible beyond City’s facilities’ property lines.

1. Employ dust control measures to City’s satisfaction throughout project duration to prevent construction dust from harming or annoying persons living in or occupying buildings near Work.

2. Use reasonable and typical watering and dust preventative techniques to reduce fugitive dust emissions. Furnish all labor, equipment, and means required (including watering or soil binders), and carry out effective measures wherever and as often as needed to prevent Contractor’s operations from producing dust in amounts damaging to property, cultivated vegetation, or domestic animals; or causing a nuisance as determined by City.
01 74 00 – Cleaning and Waste Management - Page 2 of 6
12-17-vw

3. Wet all unpaved demolition and construction areas as necessary during excavation and construction.

4. Use temporary dust covers to reduce dust emissions and meet SCAQMD Rule 403.

5. Cover or wet loads of excavated material or rubbish leaving site or of material being imported to prevent blowing dust.

6. Spread soil binders on site, unpaved roads, and parking areas when needed to control dust and wind-blown particles from causing a nuisance or violating air quality standards.

7. Submit dust control plan and obtain City’s acceptance before beginning Work off paved roads or any activity that might stir up dust.

G. Pursuant to CCR Title 13 §2449(d)(3), Contractor shall ensure self-propelled dieselfueled vehicles on jobsite, 25-hp and up and not designed for on-road driving, limit idling to no more than 5 consecutive minutes, with the following exceptions:

1. Idling when queuing;

2. Idling to verify vehicle is in safe operating condition;

3. Idling for testing, servicing, repairing, or diagnostic purposes;

4. Idling necessary to accomplish work for which vehicle was designed (such as operating a crane)

5. Idling required to bring machine system to operating temperature; and

6. Idling necessary to ensure safe operation of vehicle.

H. Promptly pay fines assessed for noncompliance with Title 13 idling limitations for any equipment owned or rented by Contractor or his subcontractors.

I. Comply with air quality regulations pertaining to portable engines with rated horsepower of 50-bhp or greater and other applicable portable equipment by meeting the following requirements:

1. Engines or other applicable portable equipment shall have SCAQMD permit or be registered with CARB.

2. Engines furnished shall satisfy applicable emissions standards, as set forth in CCR Title 13 (Article 5, §2450-2466) and Title 40 of Code of Federal Regulations, Part 89.

3. Engines shall be equipped with non-resettable elapsed-operating-time meter.

Submit activity reports to regulators as required.

4. If any of the Contractor or subcontractor engine or equipment is to be located at City facilities for more than twelve (12) consecutive months, provide the City with all information necessary for City to revise its Title V operating permit. This information shall include, but is not limited to, detailed equipment description, specifications, emissions information, dispersion modeling, permits, registrations, monitoring records, and source tests reports required by the permit for the subject equipment. Submit this information to the City no later than the end of the sixth month the equipment is located at City facilities. If the Contractor fails to provide the specified information in the specified time frame, the Contractor shall bear all fees, costs, and penalties including, but not limited to, filing fees, attorney fees, fees associated to acquire necessary offsets, fees for excessive emissions, etc. associated with City obtaining necessary variances from SCAQMD. 01 74 00 – Cleaning and Waste Management - Page 3 of 6
12-17-vw
J. Provide responsible personnel in direct control of all vehicle and equipment fueling operations at all times to prevent fuel spills. Continuously monitor fueling at all times and comply with SCAQMD Rule 461, “Gasoline Transfer and Dispensing.” K. Per SCAQMD Rule 401 – “Visible Emissions,” no visible emissions from any engine shall be as dark as or darker than No. 1 in the Ringleman Chart for a period or periods aggregating more than 3 minutes per hour.

L. Maintain usage records of volatile organic compound (VOC) materials according to SCAQMD Rule 109 and pay annual fees according to Rule 301. Usage records shall contain:

1. Manufacturer’s Name

2. Product Name/Number

3. Quantity (in gallons)

4. VOC Content (in lb/gal)

5. SCAQMD Rule Number or California Code section

1.5 Cleaning During Construction
A. Maintain areas impacted by Work in a neat, safe, clean and sanitary condition, including adjacent properties, and public and on-site access roads to satisfaction of agency having jurisdiction over property. Keep work-impacted areas free from construction waste, mud, debris and rubbish.

B. Treat access roads and parking areas as needed to control dust and prevent tracking of mud onto paved streets.

1. Minimize spillage on haul routes.

2. Clean public access roads to site. Remove material falling from haul trucks and clean spill areas.

3. Wet down dry materials and rubbish, apply dust palliative or modify operations as needed to prevent blowing dust.

4. Under no circumstances shall vehicles leaving Work site track mud onto public right-of-way.

5. Sweep streets daily using self-loading rear-broom motor sweeper with vacuum and spray nozzles to remove any mud or waste tracked from Work site to public streets. If streets are kept clean, City’s Representative may accept less frequent cleaning.

6. Refer to Section 01 50 00 for dust control measures.

C. Dispose of rubbish, surplus, demolition, and waste materials occurring at Work site offsite in conformance with local, state, and Federal codes, ordinances, and antipollution laws governing locations and methods of disposal.

1. Provide containers for collecting and disposing of waste materials.

2. Do not stockpile rubbish or debris. Store worksite rubbish and debris in roll-off, enclosed containers prior to disposal.

3. Do not burn or bury rubbish and waste materials on project site.

4. Do not dispose of volatile wastes, such as mineral spirits, oil or paint thinner, in storm or sanitary drains.

5. Do not dispose of wastes into streams or waterways.
01 74 00 – Cleaning and Waste Management - Page 4 of 6
12-17-vw

6. Dispose of asbestos as required by law.

7. Dispose of lead paint as required by law.

8. Establish regular intervals of collection and disposal of materials and waste.

9. Secure disposal site and legally dispose of all excess materials not used in backfilling operations.

10. Remove from the site and legally dispose of all materials resulting from demolition work which are not otherwise shown for salvage.

11. Take care to prevent spillage on haul routes. Contain and remove such spillage and clean the area.

12. Clean public access roads to site. Remove material falling from haul trucks.

D. Obtain written permission from property owner prior to disposing of surplus materials, waste products or debris on private property.

E. Use only cleaning materials recommended by manufacturer of surface to be cleaned.

F. If Contractor fails to keep Work site free from rubbish and debris, City’s Representative may suspend Work until condition is corrected.

1.6 Final Cleaning
A. Restore construction areas to preconstruction conditions after completion of Work and immediately before final inspection.

B. Restore lines and grades of areas used for earthwork storage.

C. Clean, sweep, and wash Work and equipment including finishes.

D. Remove grease, dust, dirt, stains, labels, fingerprints and foreign materials from sight-exposed interior and exterior finished surfaces. Polish surfaces such as glass, stainless steel, plumbing fixtures, finish hardware and similar finish surfaces and equipment.

E. Repair, patch and touch up marred surfaces to specified finish to match adjacent surfaces.

F. Broom-clean paved surfaces.

G. Rake-clean other surfaces of grounds.

H. Remove from City's property temporary structures and materials, sanitary facilities, fencing, barricades, and equipment and appurtenances not required as part of, or appurtenant to, completed Work.

I. After Work is complete, remove from site loose concrete, lumber, wire, aggregate or rock piles, reinforcing, rubbish, debris and materials not incorporated in Work.

Remove excess pointing mortar materials and other debris within pipes.

1.7 Unit Prices
A. Payment for cleaning, waste management, and disposal will be included in items of Work to which cleaning, waste management, and disposal is appurtenant.

PART 2 - PRODUCTS (Not Applicable)
01 74 00 – Cleaning and Waste Management - Page 5 of 6
12-17-vw
PART 3 - EXECUTION (Not Applicable)

END OF SECTION
01 74 00 – Cleaning and Waste Management - Page 6 of 6
12-17-vw

THIS PAGE INTENTIONALLY BLANK
01 77 00 – Closeout Procedures - Page 1 of 4
3-18-vw
SECTION 01 77 00

CLOSEOUT PROCEDURES
PART 1 - GENERAL

1.1 Work Included
A. Specific administrative procedures, closeout submittals, and forms to be used at substantial completion and final completion of Work, and project record documents.

1.2 Related Work
A. Section 01 29 73: Schedule of Values
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 74 00: Cleaning and Waste Management
E. Section 01 75 00: Equipment Commissioning and Facility Startup F. Section 01 78 39: Project Record Documents

1.3 Quality Assurance
A. Upon completion of contract, Work shall be finished, tested and ready for operation.

Work shall fulfill its intended purpose as described in Contract Documents, in submittals, and in Manufacturers’ literature.

B. Where connections or disruptions have been made to existing work, repair, reactivate, refill and recharge components, restoring them to preconstruction conditions. Follow procedures of authorities having ownership or jurisdiction for Work involving existing utilities and services.

1.4 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Monument Survey Show record locations of monuments or benchmarks disturbed and reset by Contractor. Monument survey, if required shall be sealed by surveyor licensed to practice in California.
.

Schedule of Materials and
Equipment Costs
See Section 01 29 73
Record Drawings See Section 01 78 39

1.5 Unit Prices
A. Payment for Work required in Contract Documents will be included in the price bid for items of work for which Work is required.

PART 2 - PRODUCTS (not used)
PART 3 - EXECUTION

3.1 Field Quality Control
01 77 00 – Closeout Procedures - Page 2 of 4
3-18-vw
A. Following system demonstration, schedule and attend final inspection and walkthrough with City’s Representative. At walkthrough, City’s Representative will review City-prepared punch list of items requiring correction with Contractor and present punch list to Contractor within 72 hours of meeting. Address the punch list items promptly.

B. Should Contractor elect to protest a punch list item rather than address it to City’s satisfaction, City reserves the right to withhold up to 150% of the value of the disputed Work, in accordance with Public Contracting Code, as reserve sufficient to hire a third party to perform unfinished work until such time as the dispute can be resolved.

C. Eleven month warranty inspection shall be conducted prior to release of bonds.

Work failing to comply with Specifications or performance standards stated in Manufacturers’ submittals or printed promotional literature will at that time be tagged as defective and scheduled for repair. Repair all defective work in strict accordance with the Contract Documents and to the satisfaction of City’s Representative.

1. City will establish inspection date and will notify Contractor at least 30 days in advance.

2. Warranty Inspection Report will be prepared by City’s Representative and delivered to Contractor. It will set forth the number and type of failures observed and the names of persons making the inspection.

3. Repairs shall proceed promptly. Upon completion of inspection and receipt of Inspection Report, City will establish a date for Contractor to proceed with remedial Work. Delay on the part of the Contractor to proceed with remedial work on schedule shall constitute a breach of this contract. In such case, City may proceed to have defects remedied as outlined in Contract Documents.

4. Costs of warranty inspection and repair shall be borne by Contractor, who shall include an appropriate amount for testing and repair in his bid. No additional allowance will be paid by City for warranty inspection and repairs.

D. Perform landscaping plant maintenance in accordance with the requirements of Section 32 90 00.

3.2 Adjusting and Cleaning
A. Refer to Section 01 74 00 for requirements for final cleaning.

B. Complete repair and restoration operations before requesting final inspection.

1. Repair or remove and replace defective construction. a. Repairing includes replacing defective parts, refinishing damaged surfaces, touching up with matching materials, and properly adjusting operating equipment.
b. Where damaged or worn items cannot be repaired or restored, provide replacements.
c. Remove and replace operating components that cannot be repaired. d. Restore damaged construction and permanent facilities used during construction to specified condition.

2. Remove and replace chipped, scratched, and broken glass, reflective surfaces, and other damaged transparent materials.
01 77 00 – Closeout Procedures - Page 3 of 4
3-18-vw

3. Touch up and otherwise repair and restore marred or exposed finishes and surfaces.
a. Replace finishes and surfaces that that already show evidence of repair or restoration.
b. Do not paint over "UL" and other required labels and identification, including mechanical and electrical nameplates.
c. Remove paint applied to required labels and identification.

4. Replace parts subject to operating conditions during construction that may impede operation or reduce longevity.

5. Replace burned-out bulbs, bulbs noticeably dimmed by hours of use, and defective and noisy starters in fluorescent and mercury vapor fixtures to comply with requirements for new fixtures.

3.3 Extra Stock/Spare Parts
A. Supply with the equipment any special tools and the manufacturer's standard spare parts, if required by Contract Documents or for normal operation and maintenance during the first year of operation. Package tools in a steel case, clearly and indelibly marked on the exterior to indicate equipment for which tools are intended.

B. Deliver spare parts in manufacturer's original containers labeled to completely describe contents and equipment for which it is furnished.

C. Provide to the City’s Representative a list of all spare and replacement parts with individual prices and location where they are available. Prices shall remain in effect for a period of not less than one year after final acceptance.

END OF SECTION
01 77 00 – Closeout Procedures - Page 4 of 4
3-18-vw

THIS PAGE INTENTIONALLY BLANK
01 78 39 – Project Record Documents - Page 1 of 4
7-18-vw
SECTION 01 78 39

PROJECT RECORD DOCUMENTS
PART 1 - SCOPE

1.1 General Requirements
A. Maintain one accurate, legible set of Record Drawings at site and available for review by City’s Representative in Contractor’s field office or in superintendent’s truck for duration of Work.

B. Final project Record Drawings prepared by engineer of record will rely on contractor record drawings, and information collected during construction by City’s Representative and others as basis for preparing final project Record Drawings.

C. Prepare construction photographic documentation.

D. Refer to Section 01 32 33 for requirements for construction photos and video documentation.

1.2 Related Work
A. Section 01 32 33: Construction Photographic and Video Documentation B. Section 01 33 00: Submittal Procedures
C. Section 01 79 00: Demonstration and Training

1.3 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Record Drawing Prints One working set of record drawings as created during the course of Work; and
One final set of record drawings, certified as to
accuracy and signed
.

PDF File of Record Drawings on CD ROM Disc One copy in labeled plastic jewel case Record Drawing Certifications Submit monthly with progress payment request Photograph Digital Files on CD ROM Disc One copy in labeled plastic jewel case

1.4 Record Drawing Requirements
A. Provide Record Drawings on one set of full-size project blackline prints of Contract Drawings and other drawings forming part of contract, showing installed locations of improvements and all changes made during construction.

B. Before backfilling trenches, show on Record Drawings locations by key dimensions, depths, elevations, all underground piping, conduit, duct banks, sensor lines, cables, valves, capped ends, branch fittings, pull boxes, and Work whose location differs from that shown on Plans, or where design is shown schematically, and dimensions are not shown on original plans.

C. Do not conceal Work until required Record Drawing information has been recorded.

City may direct Contractor to expose concealed Work if Work was not recorded on Record Drawings.

D. Show all Record Drawing changes in contrasting color to original. 01 78 39 – Project Record Documents - Page 2 of 4
7-18-vw
E. In showing changes in Work, or added Work, use same legends used on Contract Drawings. Show locations and elevations to same level of accuracy as original Contract Documents. Tie dimensions to permanent point with 2-point tie-down system.

F. Report changes and deviations promptly to City's Representative.

G. Record drawings shall incorporate addenda, supplementary drawings, working drawings, change orders and clarifications.

H. Incorporate the following into Record Drawings:

1. Addenda

2. Supplementary Drawings

3. Working Drawings

4. Change Orders – note the number of the change order on the drawing

5. Responses to Requests for Information

6. Jobsite memorandums

7. Clarifications

8. Field observations of existing utilities and conditions

9. Informal no-cost changes and corrections requested or accepted by City’s Representative

10. Additional details describing Work not shown on Plans

11. Survey notes

12. Field notes

13. System demonstration logs

14. Explanatory comments at informal changes where cause is significant but not obvious
I. Locate by survey and identify on Record Drawings substructures encountered while excavating and subsequently left in place.

J. Where Plans are diagrammatic or lacking precise details, produce dimensioned fullsize sheets as Record Drawings. For installations outside of structures, give locations by coordinates and elevations. Where substructures are encased in concrete, give outside dimensions of encasement. Contractor may submit additional 24” x 36” sheets detailing record work as approved by City.

K. Mark record drawings at time material and equipment are installed to maintain drawings current with all entries reviewed by City’s Representative. Bring Record Drawings to all progress meetings.

L. Show actual measured dimensions, not calculated values.

M. Maintain Record Drawings on an up-to-date basis with all entries reviewed by City’s Representative. Bring record drawings to all progress meetings.

N. Protect Record Drawings from damage or loss.

O. Clearly show on Record Drawings all discrepancies between Contract Documents and installed Work.

P. Record information on how to maintain and/or service concealed Work. 01 78 39 – Project Record Documents - Page 3 of 4
7-18-vw
Q. Concealed shall mean construction installed underground or in area which cannot be readily inspected by use of access panels, inspection plates or other removable features.

R. Record final hydraulic and electrical equipment control settings in appropriate tables and spaces provided on Record Drawings.

S. In addition to paper record drawings, provide PDF copy of record drawings on CD ROM disc or flash drive delivered to City in labeled plastic case.

1.5 Photograph Requirements
A. Provide construction progress photographs of all work to be buried or hidden including:

1. Piping;

2. Pipe connections, valves, fittings, and equipment;

3. Conduits, duct banks;

4. Reinforced concrete footings, walls, and foundations with reinforcing steel in place prior to concrete placement;

5. Construction site, electrical, mechanical and;

6. Other items as directed by City Representative.

B. Provide construction progress photographs and final completion photographs as required in Section 01 32 33.

1.6 Unit Prices
A. Payment for record drawings required in Contract Documents will be included in price bid for items of work for which record drawings are required.

B. Progress payment requests may be withheld if daily logs, schedule updates, record drawings, or project photographs are damaged, lost or not kept current to satisfaction of City's Representative.

PART 2 - PRODUCTS (Not Applicable)
PART 3 - EXECUTION

3.1 General
A. Maintain the following in Contractor’s field office in clean, dry, legible condition:

1. Contract Drawings,

2. Specifications,

3. Addenda,

4. accepted Shop Drawings,

5. Samples,

6. Photographs and video documentation,

7. Change Orders,

8. Other Modifications of Contract,

9. Test records,
01 78 39 – Project Record Documents - Page 4 of 4
7-18-vw

10. Survey data,

11. Field Orders,

12. All other documents pertinent to Contractor’s Work, including Work by Subcontractors.

B. During progress payment request meetings, submit signed certification stating record drawings are complete and accurate as of date of payment request, and present current record drawing documents for review.

C. Make documents available at all times for inspection by City. Do not use Record Drawings for any other purpose nor remove them from office without City’s acceptance.

D. At Completion of Work and after Final Inspection, copy Record Drawing information (as installed) data, using red ink, onto new set of high quality prints. Certify with signature as to completeness and accuracy of "as installed" information shown on prints.

E. Deliver marked record set of Record Drawings as submittal to City, for review and acceptance, both field developed prints and final signed prints as condition precedent to City's final acceptance of Work and release of retained funds. City will use final signed Record Drawings to create reproducible mylar Record Drawings.

F. Submit completed project photographs on CD or USB Drive with final record drawings submittal.

END OF SECTION
6-22-dp 02 41 13 – Selective Site Demolition - 1 of 9
SECTION 02 41 13

SELECTIVE SITE DEMOLITION
PART 1 - GENERAL

1.1 Work Included
A. Site demolition, including above and below existing site improvements and utilities as shown on the plans.

B. Work will require restoring existing facilities, utilities, and structures to remain in place if damaged by demolition or removal operations.

C. Refer to the following sections for Work not covered herein.

1. Section 01 50 00 for dust and noise control requirements.

2. Section 32 12 16 Paving Conforming to Greenbook Specifications

3. Section 31 05 50 for protecting existing utilities.

1.2 Related Work
A. Section 01 10 01: Summary of Work and Sequence of Construction B. Section 01 22 00: Unit Prices
C. Section 01 33 00: Submittal Procedures
D. Section 01 35 43: Environmental Procedures
E. Section 01 35 44: Environmental Procedures for Hazardous Materials F. Section 01 40 00: Quality Requirements
G. Section 01 50 00: Temporary Facilities and Controls
H. Section 01 65 00: Product Delivery Requirements
I. Section 01 66 00: Product Storage and Handling Requirements J. Section 01 73 00: Execution
K. Section 01 74 00: Cleaning and Waste Management
L. Section 31 05 50: Protecting Existing Utilities
M. Section 31 23 00: Excavation and Fill

1.3 System Description
A. Remove the following items.

1. Site items including:
a. Existing concrete overflow drains and grate
b. Existing drainage rock
c. Existing straw baffles
d. Existing pipe clean outs
e. Buried existing gravity sewer piping as shown on plans f. Buried existing perforated drain piping as shown on plans B. Legally dispose of Items not designated for salvage.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods needed for proper performance of Work of this section.
6-22-dp 02 41 13 – Selective Site Demolition - 2 of 9

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

1. ANSI/ASSE A10.6 Safety and Health Program Requirements for Demolition Operations

2. California Building Code (CBC)

3. California Fire Code (CFC)

4. California Green Building Code (CGBC)

5. California Mechanical Code (CMC)

6. California Plumbing Code (CPC)

7. ICRI 310.2R Selecting and Specifying Concrete Surface Preparation for Sealers, Concrete Coatings, Polymer Overlays, and Concrete Repair

8. ICRI 310.3R Preparation of Concrete Surfaces for Repair Using Hydrodemolition Methods

9. NFPA 70 National Electric Code (NEC)

10. NFPA 241 Safeguarding Construction, Alteration, and Demolition Operations

1.6 Hazardous Materials Survey
A. A hazardous materials survey has not been completed for this project.

1.7 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION

MOBILIZATION SUBMITTALS
Report on Preexisting
Damage
Submit inspection report of facility and site itemizing defects and damage or deterioration in place before start of demolition.

Permits Submit copies of permits and notices authorizing demolition Submit copies of permits for transport and disposal of debris

DRAWINGS
Working Drawings Submit Working Drawing detailing removal operations and showing methods and sequence of removal and equipment to be used.

Include inventory of items to be removed and salvaged.

QUALITY ASSURANCE AND CONTROL SUBMITTALS
Receipt for Legal Disposal of
Regulated Materials
Submit receipt for acceptable disposal of legally regulated waste materials.

CLOSEOUT SUBMITTALS
Certificates of Severance of
Utility Services
Submit as required by City’s Representative for utilities being disturbed or abandoned.

Include drawings documenting locations of service lines and capped utilities B. Refer to Section 01 33 00 for definition of requirements for Working Drawings.

1.8 Project Site Conditions
A. Refer to Section 01 10 01 for full list of project site conditions.

1.9 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for site demolition.

B. Where no bid item is set forth for hazardous materials, the following Work shall be completed under other appropriate bid items:

1. Preparation and submittals of hazardous materials surveys, reports, and environmental documentation as required by law.

2. Remediation and legal disposal of first 50 lbm of asbestos containing construction materials, including gaskets, grout, and other incidental ACCM’s. 6-22-dp 02 41 13 – Selective Site Demolition - 3 of 9

3. Remediation and legal disposal of first 50 lbm of lead-based paint (LBP) and/or lead containing paint (LCP).

4. Remediation and legal disposal of first 50 lbm of other collective hazardous materials including cadmium-plated bolts, chromium containing paint, mercury switches, mercury ballasts, and PCB’s.

C. For quantities of ACCM’s, LBP/LCP’s, or other hazardous materials >50 lbm, a change order will be negotiated with Contractor for removal and remediation or encapsulation.

PART 2 – PRODUCTS

2.1 Acceptable Consulting and Remediation Firms
A. Acceptable hazardous material consulting firms include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Hazardous Materials
Consulting Firms
A-Tech Consulting, Inc. Orange, CA (714) 434-6360
Ambient Environmental, Inc. Norco, CA (951) 272-4730
Citadel Environmental Services, Inc. Glendale, CA (818) 246-2707 Pacific Environmental Company Laguna Niguel, CA (800) 303-6484 Patriot Environmental Services, Inc. Wilmington, CA (800) 624-9136 Accepted equal with ≥5 years experience
B. Acceptable remediation firms include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Hazardous Materials
Removal and Disposal
Advanced Cleanup Technologies, Inc. Carson, CA (800) 334-2284 Ocean Blue Environmental Long Beach, CA (562) 624-4120
Patriot Environmental Services, Inc. Wilmington, CA (800) 624-9136 PSC Industrial Outsourcing Long Beach, CA (562) 997-6000 Specialized Environmental Anaheim, CA (562) 698 9222
Accepted equal with ≥5 years experience

2.2 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Asbestos
Encapsulation
Compound
Certane 1000 Post Removal Encapsulant. Eden Prairie, MN Accepted equal
PART 3 - EXECUTION

3.1 Preparation
A. Survey and field-identify structures, improvements, systems and equipment to be demolished before beginning demolition Work.

1. Field-identify conduit, piping, ductwork, equipment, pads, and improvements to be removed with tags or paint.

2. Schedule walkthrough with City’s Representative to confirm items to be demolished and items to be protected in place are properly identified

3. Notify utility companies in advance and obtain approval before starting demolition.

B. Do not begin demolition until after Work to be demolished is tagged.

C. Arrange and pay for disconnecting, capping and plugging of utility services.

1. Place markers to show location of disconnected services.

2. Ascertain utilities servicing occupied or active portions of surrounding facilities will not be disturbed unless otherwise indicated.

D. Shut off or disconnect utilities affecting demolition Work. 6-22-dp 02 41 13 – Selective Site Demolition - 4 of 9

1. Coordinate and schedule shutdowns with City.

2. Notify City 3 Calendar Days in advance of shutdowns required to perform Work. a. City will open/close valves on piping and electrical disconnects required for shutdowns.

3. Where City cannot facilitate proposed duration of outage (8 hour maximum), phase demolition and retrofit Work to allow system or equipment to be reconnected within Cityallotted timeframe or provide temporary power and utility connections as required to maintain service to systems or equipment.

4. Contractor may provide temporary power by portable generator.

E. Coordinate Work with operation and maintenance of existing facilities.

1. If existing facilities cannot be removed from service, perform demolition Work while facility is in operation, using procedures and equipment that do not jeopardize operation or materially reduce efficiency of that facility.

2. Do not begin Work until permission for activities in each area has been granted by City in writing.

3. Complete Work with minimum delay as quickly as possible.

4. When necessary for proper operation or maintenance of portions of facility, reschedule operations so Work will not conflict with required operations or maintenance.

5. Do not interfere with use of adjacent facilities not subject to Work. a. Maintain free and safe passage to and from such facilities. b. Erect and maintain dustproof partitions where needed to limit dust, noise and dirt migration to neighboring properties and occupied portions of adjacent improvements. c. Use water mist and other suitable methods to limit spread of dust and dirt.

6. Provide, erect, and maintain barricades, lighting, guardrails, and protective devices as required to protect adjoining property, occupants, workers, and public safety.

7. Do not store on-site or sell on-site removed items or materials.

8. Do not close or obstruct roadways without permits.
a. Conduct operations to minimize interference to public or private roadways.

F. Where use of cutting torches is anticipated, clear Work area of flammable materials.

1. Maintain portable fire suppression devices nearby throughout flame-cutting.

2. Maintain adequate ventilation throughout flame-cutting G. Prevent movement, settlement, or collapse of structures, facilities, utilities, services, sidewalks, driveways, roadways, and trees.

1. Provide and place shoring and bracing.

2. Cease operations and notify City’s Representative immediately when safety of structures appears to be endangered.
a. Take precautions to properly support structure.
b. Do not resume operations until safety is restored.

3. Erect temporary protection including walks, fences, railings, canopies, and covered passageways needed to ensure safety of personnel and equipment in proximity to demolition.

4. Assume liability for movement, settlement, or collapse. a. Promptly repair damage.

H. Prior to beginning selective demolition, perform thorough inspection of facility and site.

1. Report to City’s Representative defects and structural damage to or deterioration of existing construction to remain.
6-22-dp 02 41 13 – Selective Site Demolition - 5 of 9
I. Protect existing improvements, improvements, and landscaping to remain.

1. Erect visible fencing around drip line of trees or groups of trees to remain.

J. City assumes no responsibility for items scheduled for demolition.

K. Photograph and measure locations of all pavement markings to allow replacement upon completion of paving operations.

3.2 Demolition
A. Refer to Section 01 73 00 for basic execution requirements.

B. Concrete structure removal shall occur as follows:

1. Exercise care to protect existing structures to remain.

2. Repair collateral damage from demolition as directed by City’s Representative.

3. Before beginning removal operations, sawcut minimum 1” deep true line along limits of demolition on faces of elements to be visible in finished Work.

4. Carefully remove concrete, leaving clean, tooled, near-planar surface for new concrete to bond to.

5. If removal damages edge of existing concrete to be bonded to new concrete, sawcut behind damaged concrete and replace to sawcut line.

6. Burn off reinforcing steel exposed by concrete removal in areas not to be covered by new Work.
a. Burn steel off 1” below concrete surface.
b. Patch voids with epoxy mortar.

7. Burn off reinforcing steel 2” below new finished surface in areas to be covered by new Work.

8. Remove debris from cavities created by demolition.

C. Demolish items as shown on Plans.

1. When a piece of equipment is to be permanently demolished, also remove all ancillary components including wiring, cables, boxes, conduit, solenoids, piping, fittings, valves, switches, and instruments.

2. When a piece of equipment is to be modified or replaced, seal or cap existing conduit, piping, or duct penetrations that will not be reused after existing conduit, piping, or ductwork has been removed.

3. Remove unused piping, and support systems back to point of concealment including abandoned conduit above accessible ceiling finishes.

4. Use chutes, hoists, or other devices to convey debris to ground level in controlled descent.

5. Minimize accumulation of debris in adjacent roadways, walkways, work areas, or Owneroccupied areas except where permission from Owner is obtained.

6. Do not use explosives for demolition.

7. Repair adjacent collateral damage to construction and finishes caused by demolition Work.

D. Protect in place piping systems passing through demolition areas to serve other portions of premises.

E. The following demolition standards shall be followed:

1. Applicable EPA, OSHA, Cal OSHA, and SCAQMD regulations

2. ANSI/ASSE A10.6 Safety and Health Program Requirements for Demolition Operations

3. NFPA 241 Safeguarding Construction, Alteration, and Demolition Operations

4. Standard Specifications for Public Works Construction §300-1 “Clearing and Grubbing” 6-22-dp 02 41 13 – Selective Site Demolition - 6 of 9

5. Other applicable building, fire, plumbing, mechanical and electrical code requirements F. Refer variances between above documents and Contract Documents to City’s Representative.

G. Demolished items shown to be removed and disposed of by Contractor shall, upon removal become Contractor’s property and shall be disposed of legally.

H. Remediate asbestos according to guidelines set up by EPA, OSHA, CalOSHA and other regulatory agencies. Procedures shall include:

1. Adhere to CCR Title 8, §1529, including construction safety orders regulating dusts, fumes, mists, vapors, and gases associated with asbestos.

2. Asbestos removal shall be performed by trained and registered personnel.

3. Control measures may include wet methods, encapsulation, or removal with HEPA-filterequipped vacuums into labeled polyethylene bags.

4. Demolition shall comply with SCAQMD Rule 1403.
a. Asbestos-related Work conducted during demolition shall be performed by Californialicensed asbestos-abatement contractor under supervision of California State Certified Asbestos Consultant.

5. Remove and dispose of asbestos-containing construction materials (ACCM’s) in compliance with notification, monitoring, and asbestos-removal procedures stipulated in SCAQMD Rule 1403 to reduce asbestos-related health risks.

6. Throughout Work, maintain records of compliance with Rule 1403 for City inspection upon request, including:
a. Evidence of notification of SCAQMD pursuant to Rule 1403, b. Contact information for Asbestos-Abatement Contractor, c. Contact information for Asbestos Consultant,
d. Receipts or other evidence of legal off-site disposal of ACCM’s.

7. Air monitoring relating to asbestos removal Work shall be performed by or under direct supervision of a California State Certified Asbestos Consultant as required by law.

8. Refer to Section 01 35 44 for procedures for disposing of asbestos materials.

I. Following remediation, demolition shall occur as follows:

1. Facilities scheduled for demolition shall be removed, salvaged and disposed of as shown in Contract Documents.
a. Remove and dispose of portions of items scheduled for demolition which interfere with project construction.

2. Backfill and compact site areas disturbed by demolition Work with earth or gravel backfill in accordance with Section 31 23 00.

3. Protect work not intended to be removed or salvaged. a. If in opinion of City’s Representative demolition method used may endanger or damage parts of structure or affect satisfactory operation of facilities, promptly change method upon receipt of notification from City’s Representative.

4. No blasting will be permitted.

5. Equipment, material and piping, scheduled for demolition and not required to be salvaged to City shall become Contractor’s property and shall be removed from project site and disposed of legally.

6. Do not reuse material salvaged from demolition Work on this project except where permitted by Contract Documents.

J. Patching and repair shall occur as follows:
6-22-dp 02 41 13 – Selective Site Demolition - 7 of 9

1. Patching shall include restoration of surface or item to condition as near as practicable to match existing adjoining surfaces unless otherwise directed.

2. Where patching involves cleaning, painting, special coating, wall covering or other applied finish, clean and refinish entire surface plane, wall or ceiling unless complete refinishing of entire space is required elsewhere.

3. Repair and restore existing improvements to pre-demolition condition.

K. Dispose of removed materials legally and off-site in licensed and City-accepted landfill.

L. Each load for landfill disposal shall be accompanied by manifest verifying hazardous materials were legally disposed of to absolve City of responsibility.

1. Return completed copy of manifest to City after disposal.

3.3 Pavement Removal
A. Remove pavement or road surfacing within limits of construction excavations prior to excavation operations of any nature. Remove surplus material and dispose of as specified.

B. Prior to removal of existing surfacing, make pavement cuts for pipelines at limits of excavations as shown or required by permit. Pavement cuts for trenches shall be neat and straight along both sides of trench and shall parallel pipe alignment to provide unfractured level pavement joints for bonding existing surfacing to new pavement replacement. Make pavement cuts for pipelines at least 12 inches outside trench face to provide benched surface of undisturbed base on which new pavement will be placed to match existing pavement.

C. Where large irregular surfaces are removed, trim or cut paving parallel or perpendicular to roadway centerlines. Cut edges shall have clean, solid vertical faces free from loose material.

D. For trenches 5 feet deep or less, tunnel under existing curbs, gutters, sidewalks and concrete flatwork.

E. Cutting of concrete flatwork shall be done only by permission granted in excavation or encroachment permit.

F. Portland cement concrete pavement, including cross gutters, curbs and gutters, sidewalks, driveways, and other concrete surfaces shall be saw cut to minimum depth of 1½ -inches prior to removal.

G. Sawcut concrete pavement at edge of trench or excavation. Sawcut concrete curbs, gutters and sidewalks to the nearest score marks or construction joints beyond damaged portion as may be required in each case by authority having jurisdiction.

H. Pneumatic tools may be used to cut concrete pavement only with written permission of City's Representative. In such event, a subsequent saw cut shall be made after backfilling, and additional concrete pavement shall be removed and disposed of by Contractor prior to resurfacing.

I. Do not demolish Portland cement concrete using impact equipment such as stomper attachments on backhoes and excavators, wrecking balls, or other means of demolition that may result in vibration and ground shaking unless prior written consent is secured from City’s Representative at least 3 working days before start of demolition.

J. Asphalt concrete surfaces shall be initially cut by means of sawcutting prior to removal of surfacing. Pavement saw-cutting will be required within rights-of-way of county roads and highways, or as required by permits or local governing bodies.

K. Road-mixed surfaces shall be cut at limits of trench and/or excavation prior to removal of existing surfacing.
6-22-dp 02 41 13 – Selective Site Demolition - 8 of 9

END OF SECTION
6-22-dp 02 41 13 – Selective Site Demolition - 9 of 9

THIS PAGE INTENTIONALLY BLANK
7-17-vw 03 10 00 – Concrete Forming - 1 of 10
SECTION 03 10 00

CONCRETE FORMING
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, erection and removal of concrete formwork including formwork, bracing, shoring, supports, falsework, and all appurtenant work.

B. Setting of embedded bolts, anchors, pipe sleeves, conduit sleeves, conduit and similar work under direction of respective trades.

1.3 System Description
A. Furnish and install concrete formwork including appurtenant structural, or mechanical mountings or connections required for compliance with applicable building codes and standards.

B. Forms, shoring and falsework shall perform the following functions:

1. Confine concrete ingredients including water, sand and cement while placing concrete.

2. Confine concrete to required lines, grades and construction tolerances.

3. Provide safe working environment in accordance with OSHA regulations.

4. Support all dead loads and live loads plus superimposed construction loads including equipment, stored materials, personnel, impact loads form falling concrete or other materials, foundation pressures repetitive stress loads from vibrating concrete, and all other vertical and lateral loads during construction.

5. Be of sufficient number and area to allow construction to proceed on schedule.

6. Upon removal, leave concrete with nontoxic, clean, dry surface, free from ridges, fins, offsets, deflection marks, or similar defects. Surface shall be in condition that can be finished by Contractor as required by Contract Documents.

C. It shall be Contractor’s responsibility to design, construct and maintain safe forms, shoring and falsework, including staging, walkways, forms, ladders, and similar appurtenances, at all times in accordance with applicable OSHA regulations.

D. Design formwork prior to fabrication, placing the order, or use on the jobs.

E. Design joints in forms to remain mortar-tight and withstand placing pressures without bulging outward or creating surface patterns.

F. Provide truss supports if adequate foundation for shores cannot be secured.

G. Forms, shoring and falsework that fail to provide all of above functions shall be removed from jobsite immediately at no additional cost to City.

H. Cap protruding reinforcement bars for worker protection in accordance with applicable safety codes.
7-17-vw 03 10 00 – Concrete Forming - 2 of 10

B. Comply with the requirements of California Division of Occupational Health and Safety Construction Safety Orders Section 1717 and OSHA Part 1926, Section 1926.701 that apply to the work of this section. Prepare and maintain at least one copy of the required drawings at the site. Design of structures shown on drawings includes no allowance for imposed construction loads. Provide forms, shoring and falsework adequate for dead loads and live loads plus imposed loads during construction, including equipment, height of concrete drop, concrete and foundation pressures, stresses, lateral stability, and other safety factors during construction.

C. Formwork shall comply with ACI 347, except as exceeded by requirements of other regulatory agencies or as otherwise shown.

D. Tolerances of formwork shall comply with ACI 117. Failure of finished concrete work to meet specified tolerances shall be remedied at Contractor’s expense.

1.5 References
A. ACI 117 Standard Tolerances for Concrete Construction and Materials B. ACI 318 Building Code Requirements for Reinforced Concrete C. ACI 347 Recommended Practice for Concrete Formwork
D. California Building Code (CBC) – latest edition
E. California Division of Occupational Health and Safety Construction Safety Orders F. PS1 U.S. Product Standard Code for Concrete Forms, Class 1 G. PS20 American Softwood Lumber Standard

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Shop Drawings Required for construction and expansion joints placement and for sequence of forming and concrete placing operations per structural shop drawing requirements.
.

Required for embedments, conduit, piping and other wall penetrations per structural shop Drawing requirements.

Product Data Required for form ties, taper tie plugs (if used), form gaskets related work per product data requirements.

Engineering Calculations Required for falsework, formwork and vertical shoring per Engineering Calculations requirements. Calculations shall include statement from preparing engineer certifying falsework, formwork and vertical shoring design meets or exceeds design requirements of Cal OSHA Construction Safety Orders including Article 29 §1717, “Falsework and Vertical Shoring.” B. Refer to Section 01 33 00 for definition of requirements for shop drawings, catalog data, and engineering calculations.

C. Contractor shall maintain at least one copy of accepted shop drawings on site throughout concrete placing operations.

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

B. Strictly follow Manufacturer’s instruction and warranty requirements for delivery, storage and handling of concrete formwork.
7-17-vw 03 10 00 – Concrete Forming - 3 of 10

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

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include the following:

ITEM MANUFACTURER MANUFACTURER LOCATION
Form Ties Burke Company (Penta-Tie System) San Mateo, CA Dywidag Systems International Munich. GE
Richmond Screw Anchor Company (Snap Tys) Fort Worth, TX Accepted equal
Reusable and Washoff Forms for Site
Concrete
Labrado – wash off
L.M. Scofield (Lascolite) - reusable
Accepted equal
Form Coatings Grace Construction Materials (Formfilm)
Sika Chemical Corporation (Antisot) Lyndhurst, NJ
Sonneborn Building Products, Inc. (Form-Saver)
Accepted equal

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. Unless expressly accepted by City’s Representative, all lumber brought onto jobsite for use as forms, shoring, or bracing shall be new material of grade shown on accepted shop drawings. Form surfaces shall be smooth.

C. Form materials that remain or leave residues on or in concrete must be classified as acceptable for potable water use by Environmental Protection Agency within 30 days of application or use. Concrete formwork containing arsenic or other toxic materials shall be removed from jobsite and disposed of offsite.

D. Formwork will not adversely affect the concrete and will facilitate placement of concrete to the shape, form, line and grade shown.

E. Formwork shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Wall Forms Steel Design per ACI 347
Provide rubber grommets where ties pass through forms
to prevent loss of cement paste.

Plywood panel PS1 Class 1 edge-sealed Douglas Fir or Southern Yellow Pine plywood
5/8” minimum thickness
Stud spacing close enough to prevent deflection marks.

Floor gasket 1” to 1½” diameter polyethylene rod gasket to seal bottom of wall forms resting on floor slabs or footings to prevent loss of fines and paste during concrete placing and
vibration.

Roof and Floor Forms Plywood ACI 347, PS1 Class 1 edge-sealed Douglas Fir or Southern Yellow Pine plywood
5/8” minimum thickness
Stud spacing close enough to prevent deflection marks.
7-17-vw 03 10 00 – Concrete Forming - 4 of 10

ITEM MATERIAL SPECIFICATION
All Other Forms Steel Panels or Tongueand-Groove LumberACI 347 Provide rubber grommets where ties pass through steel
forms to prevent loss of cement paste.

Plywood ACI 347, PS1 Class 1 edge-sealed Douglas Fir or Southern Yellow Pine plywood
5/8” minimum thickness
Stud spacing close enough to prevent deflection marks.

Lumber for Falsework Douglas Fir or Southern
Yellow Pine
PS 20 Construction Grade or better
Plywood Forms for Surfaces to
be Painted
Plywood Medium Density Overlaid Plywood, MDO Ext. Grade Form Ties – Plywood Forms Plastic Do not use wire form ties.

Do not use snap ties which cause spalling of concrete
upon form stripping or tie removal.

F. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Forms and Falsework
Strength Design
Design Load Design for total dead load plus live load of 50 psf.

Minimum Vertical Design Load 100 psf.

Design of structures shown on drawings includes no
allowance for imposed construction loads. Provide forms, shoring and falsework adequate for dead loads and live loads plus all imposed vertical and lateral loads during construction.

Chamfers and Fillets Chamfers Provide ¾” chamfer on exterior corners except where otherwise shown.

Fillets Do not provide fillets on reentrant corners except where shown.

Form Coating Acceptable Materials Non-grainraising, nonstaining resin or polymer type coating Unacceptable Materials Coatings leaving residual matter on concrete surface.

Coatings adversely affecting concrete bonding to paint, plaster, mortar, protective coatings, waterproofing or other applied materials.

Coatings containing mineral oils, paraffins, waxes or other nondrying ingredients.

Form Joint Sealers Design Resilient foam rubber strips, non-hardening plastic type caulking compound free of oil.

Alternate Design Waterproof pressure sensitive plastic tape of minimum 8-mil thickness and 2” width.

Form Tie Hole Filling Use rubber plugs, plastic caulking compound or equal PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install concrete formwork before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Install a sufficient number of plumb and string lines before placing concrete.

C. Set pipe stubs, wall sleeves, anchor bolts and other embedded work in forms where required before placing concrete. Consult with all trades that require openings for the passage of pipes, conduits and other inserts and properly and accurately install the necessary pipe sleeves, anchors, or other required inserts, and properly size the equipment pads. Use templates to maintain anchor bolts in position during concrete placing.

D. Embedded items shall be subject to the following constraints. 7-17-vw 03 10 00 – Concrete Forming - 5 of 10

1. Locate embedded items so as not to reduce strength of construction.

2. No embedded item (parallel to surface) shall have an outside diameter greater than ⅓ of slab or wall thickness.

3. Embedded items parallel to surface shall be placed between top or interior reinforcing steel and bottom or exterior reinforcing steel.

4. Embedded items shall not be spaced closer than 3 diameters on center. Diameter shall be taken as largest outside diameter of embedded item.

5. Support embedded items independently from reinforcing steel in manner preventing metallic contact and electrolytic deterioration.

6. Walls or slabs 4½ inches or less in thickness shall have no embedded items (parallel to surface) other than conduit.

7. For corrosion protection, place embedded metallic items so at least 2 inches clearance is provided between any embedded metallic item and any part of concrete reinforcement. Do not secure embedded items in place by wiring or welding to reinforcement.

8. Supplemental reinforcing shall be placed around openings as required.

E. Thoroughly clean forms and embedments before placing concrete.

1. Remove any encrusted dirt, concrete, mortar or grout from forms or embedments.

2. Treat form surfaces with a lubricant acceptable to the City’s Representative at least 2 weeks before using forms.

3. Remove any excess lubricant before placing concrete.

4. Take care to keep lubricant off surfaces of steel reinforcement and embedded items.

F. Before the placement of concrete within the forms, each trade having embedded items, shall certify that all items are properly located and braced. This certification shall be provided by the Contractor to the City’s Representative at least 24 hours in advance of placement.

3.2 Installation
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Furnish and install concrete formwork at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable building code requirements

3. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Install concrete formwork to tolerances recommended by Manufacturer and as described below to meet tolerances shown under “Field Quality Control.” Unless otherwise shown, install concrete formwork true, plumb and level using precision gauges and levels.

F. All forms shall be true in every respect to the required shape and size, shall conform to the established alignment and grade, and shall be of sufficient strength and rigidity to maintain their position and shape under the loads and operations incident to placing and vibrating the concrete. Suitable and effective means shall be provided on all forms for holding adjacent edges and ends of panels and sections tightly together and in accurate alignment so as to prevent the formation of ridges, fins, offsets, or similar surface defects in the finished concrete.

G. Concrete forms shall conform to the shape, lines, and dimensions of members as called for on the drawings, and shall be substantial, free from surface defects, and sufficiently tight to 7-17-vw 03 10 00 – Concrete Forming - 6 of 10
prevent leakage. Forms shall be properly braced or tied together to maintain their position and shape under a load of freshly placed concrete. If adequate foundation for shores cannot be secured, trussed supports shall be provided.

H. Form all vertical surfaces except where concrete placement against earth is shown.

I. For members of comparatively limited height, where character of ground is such it can be trimmed to required lines and stand securely without caving or sloughing throughout concrete placement, City’s Representative may permit placing concrete against earth at Contractor’s risk. Should ground fail during concrete placement for any reason, including weather, or other natural or manmade causes, Contractor shall remove concrete in areas of earth failure and reconstruct with forms and new concrete at Contractor’s sole expense.

J. Where concrete is permitted to be placed against trimmed ground in lieu of forms, add at least 1” thickness of additional concrete to face of concrete being formed against earth.

K. Where taper ties are approved for use, larger end of taper tie shall be on wet side of walls in structures retaining water or groundwater
L. Secure gaskets at bottom of wall forms before placing concrete.

M. Provide adequate cleanout holes at bottom of each lift of forms.

N. Provide form windows where concrete cannot be placed from top of wall in manner that meets contract document requirements and the following:

1. The minimum form window opening shall be 18” x 18”.

2. The bottom of the lower openings shall be no more than 48 inches from the top of the wall-footing.

3. The horizontal centerline distance between such openings shall not exceed 96 inches nor shall the distance between the nearest opening and the bulkhead for the vertical joint exceed 36 inches.

4. The vertical centerline distance between horizontal rows of openings shall not exceed 96 inches.

5. Under no circumstances shall forming be such that the drop of concrete in the forms will exceed 4 feet in any one place.

O. Quantity and dimensions of cleanout holes and form windows shall be subject to approval by City’s Representative.

P. Concrete construction joints shall only be made where shown on Contract Documents and accepted shop drawings or approved in writing by City’s Representative. When second lift is placed on hardened concrete, Contractor shall take care to ensure quantities, locations, and tightness of form ties prevents unsatisfactory effects on finished concrete.

Q. Unless otherwise indicated, exterior corners in concrete members shall be provided with 3/4- inch chamfers. Re-entrant corners in concrete members shall not have fillets unless otherwise indicated.

3.3 Field Quality Control
A. Notify the City’s Representative at least 24 hours prior to concrete placement, so the completed formwork can be inspected.

B. Final inspection will be made only after all formwork, embeds, blowouts, screeds, ties, final adjustments, and related work have been completed by the Contractor.

C. Correct defective work found in the inspection, prior to delivery of the concrete.

D. Monitor plumb and string line positions continually throughout concrete placement and correct deficiencies immediately.
7-17-vw 03 10 00 – Concrete Forming - 7 of 10
E. Neither the review of the Contractor’s drawings nor inspection of forms by the City’s Representative or special inspector shall relieve the Contractor of responsibility for the adequacy of the forms nor from the necessity for remedying all defects which may develop or become apparent with use. The City’s Representative may at any time condemn any section, or section of the forms found deficient in all respect, and the Contractor shall promptly remove the condemned forms for the work and replace them.

F. Special inspection and field testing required by Chapter 17 of the CBC (Table 1704.4) shall be completed by an ICBO-certified special inspector selected by City and shall include the following:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Concrete
Formwork
Shape, Location
and Dimensions
of Item Being
Formed
ACI 318 6.1.1, and
paragraph C below
Periodic per CBC
Table 1704.4
City Contractor to
reimburse City
for costs of
first deputy
inspector if reinspection is
required
G. Additional field testing shall include the following:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Formwork
and
Finished
Concrete
Tolerance of
Finished
Concrete Work
As described below and
ACI 117
Manometer survey may be
required for horizontal slabs
to demonstrate compliance
Inspection at City’s
discretion (may
occur after
concrete is in
place)
City City
H. Tolerances of finished concrete shall be as follows:

ITEM TOLERANCE
Variation of Constructed Linear Outline from Established Position in Plan
¼ inch maximum in 10 feet
½-inch maximum in 20 feet or more
Variation from Level or from Grades Shown ¼ inch maximum in 10 feet ½-inch maximum in 20 feet
¾ inch maximum over entire structure
Variation from Plumb ¼ inch maximum in 10 feet
½-inch maximum in 20 feet or more
Variation in Thickness of Slabs and Walls Minus ¼ inch
Plus ½ inch
Variation in Locations and Sizes of Slabs and Wall Openings Plus or Minus ¼ inch

3.4 Adjusting and Cleaning
A. Remove forms being careful not to damage concrete. Contractor shall remedy damage from improper or premature form removal at his sole expense.

1. No heavy loading on green concrete will be permitted.

2. Forms supporting non-load bearing vertical members including walls and columns shall remain in place for at least 2 days.

3. Forms supporting roof slabs and above-ground floor slabs shall remain in place for at least 14 days and until test cylinders for supported item show all tested concrete has attained 90% of specified 28-day compressive strength,

4. In addition, forms supporting roof slabs and above-ground floor slabs shall remain in place and until test cylinders for slabs, panels, walls, columns, and supporting members 7-17-vw 03 10 00 – Concrete Forming - 8 of 10
adjacent to that item show all tested concrete has attained 90% of specified 28-day compressive strength,

5. Time required to reach 90% of specified 28-day compressive strength shall be established by City’s Representative based on test cylinders taken for this purpose.

6. Forms for all items of work not specifically mentioned herein shall remain in place for time periods determined by City’s Representative.

7. Immediately after removing forms, wet concrete surfaces and keep surface moist until curing procedures begin.

8. Do not apply construction, equipment or permanent loads on columns, supported slabs or supported beams until all concrete in load path to foundation has attained the 28-day design compressive strength.

9. Do not backfill against walls until the top slab is in place and all concrete has obtained compressive strength equal to the specified 28-day compressive strength.

B. Embedded-tie removal shall proceed as follows:

1. No form-tying device or part thereof other than metal shall be left embedded in concrete.

2. Ties shall not be removed in such manner as to leave a hole extending through interior of concrete members.

3. Where metal rods extend through concrete to support or strengthen forms, rods shall remain embedded and shall terminate at least 1” back from formed face or faces of concrete,

4. Where taper ties are removed, ream holes left by removal of form tie cones with suitably toothed reamers. Finished surface of holes shall be clean and roughened for bond before being filled with mortar.

5. A precast neoprene or polyurethane tapered plug shall be placed at the wall centerline.

Hole shall then be completely filled with non-shrink or regular cement grout for above grade walls that are dry on both sides.

6. Exposed faces of walls and ceilings, and floors shall have outer 2 inches of exposed face filled with cement grout matching color and texture of surrounding wall surface.

C. Removable-tie removal shall proceed as follows:

1. Where taper ties are approved for use, place the larger end of the taper tie on the wet side of walls in water retaining structures. After the taper tie is removed, thoroughly clean and roughen the hole for bond.

2. Locate a precast neoprene or polyurethane tapered plug at the wall centerline.

3. Completely fill the hole with non-shrink grout for water bearing and below-grade walls.

Completely fill the hole with non-shrink or regular cement grout for above-grade walls which are dry on both sides.

4. Fill the outer 2 inches of exposed faces of walls with a cement grout matching the color and texture of the surrounding wall surface.

D. Maintain forms in good condition at all times, particularly as to size, shape, strength, rigidity, tightness, and smoothness of surface.

1. Forms, when in place, shall conform to the established alignment and grades.

2. Before concrete is placed, the forms shall be thoroughly cleaned.

3. The form surfaces shall be treated with a non-staining mineral oil or other lubricant acceptable to the Construction Manager. Any excess lubricant shall be satisfactorily removed before placing the concrete. Where field oiling of forms is required, the Contractor shall perform the oiling at least 2 weeks in advance of their use. Care shall be exercised to keep oil off the surfaces of steel reinforcement and other metal items to be embedded in concrete.
7-17-vw 03 10 00 – Concrete Forming - 9 of 10
E. Forms may be reused only if in good condition and only if acceptable to City’s Representative.

1. Light sanding between uses will be required wherever necessary to obtain uniform surface texture on all exposed concrete surfaces. Exposed concrete surfaces are defined as surfaces which are permanently exposed to view.

2. Fill residual tie rod holes with metal caps or other methods accepted by City’s Representative.

3. Thoroughly clean form before reuse.

F. Do not remove shoring and false work after concrete placement or concrete has attained at least 90 percent of the 28-day design compressive strength as demonstrated by control test cylinders, but not sooner than 14 days.

END OF SECTION
7-17-vw 03 10 00 – Concrete Forming - 10 of 10

THIS PAGE INTENTIONALLY BLANK
5-18-dp 03 15 00 –Concrete Accessories - 1 of 5
SECTION 03 15 00

CONCRETE ACCESSORIES
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of construction joints for concrete work.

B. Refer to Section 03 30 00 for requirements for cold joints.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 65 00: Product Delivery Requirements
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 01 73 00: Execution
G. Section 01 74 00: Cleaning and Waste Management
H. Section 03 10 00: Concrete Forming
I. Section 03 20 00: Concrete Reinforcing
J. Section 03 30 00: Cast-in-Place Concrete
K. Section 32 13 73: Concrete Paving Joint Sealants

1.3 System Description
A. Furnish and install concrete accessories where shown, including construction joint materials.

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

1. ACI 301 Structural Concrete for Buildings Chapter 8.

2. ACI 318 Building Code Requirements for Reinforced Concrete

3. ASTM D41 Asphalt Primer Used in Roofing, Dampproofing, and Waterproofing

4. ASTM D43 Coal Tar Primer Used in Roofing, Dampproofing, and Waterproofing

5. ASTM D412 Test Methods for Vulcanized Rubber and Thermoplastic Elastomers—Tension

6. ASTM D624 Tear Testing for Rubber and Elastomers

7. ASTM D638 Tensile Properties of Plastics

8. ASTM D746 Brittleness Temperature of Plastics and Elastomers by Impact

9. ASTM D747 Apparent Bending Modulus of Plastics by Means of a Cantilever Beam

10. ASTM D792 Density and Specific Gravity

11. ASTM D1149 Rubber Deterioration—Cracking in an Ozone Controlled Environment

12. ASTM D2240 Rubber Property—Durometer Hardness

13. California Building Code (CBC)

1.6 Submittals
A. Furnish the following submittals:

SUBMITTAL DESCRIPTION
Working Drawings Show location and type of joints for each structure.

Product Data Submit for accessories per Product Data requirements.

Installation Instructions Submit for accessories per Installation Instructions requirements.

Show methods and equipment proposed for joint cleanup and waste disposal. 5-18-dp 03 15 00 –Concrete Accessories - 2 of 5

SUBMITTAL DESCRIPTION
Certificate of Compliance At least 24 hours before placing concrete, submit certification from each trade having embedded items in concrete to be placed stating embedded items for each trade are properly located, placed and braced.

Materials Samples Also submit samples of fabricated mitered cross and tee constructed of each size and shape of material to be fabricated into crosses or tees.

Owner’s Representative may randomly select fabricated joint samples for testing.

Prepare construction joint sealant adhesion and cohesion test specimens at intervals of 5 working days while sealants are being installed.

Warranty Furnish 3-year warranty from date of final acceptance B. In addition to requirements of ACI, refer to Section 01 33 00 for definition of requirements for Product Data, Installation Instructions, and Certificates of Compliance.

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

B. Strictly follow Manufacturer’s instruction and warranty requirements for delivery, storage and handling of concrete accessories.

C. Storage of materials shall conform to requirements of ACI 301.

D. Store materials to prevent damage by moisture or breakage.

E. Do not use aluminum embedments in concrete.

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

B. Refer to Section 01 22 00 for measurement and payment clauses for concrete accessories.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION

CRACK CONTROL STRIPS
Plastic Crack-Control Strips BoMetals, Inc. Carrolton, GA (770) 832-2000 Accepted equal

JOINT FILLERS
Joint Fillers Refer to Section 07 92 00

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. Materials for concrete accessories for facilities not in contact with potable water shall be:

ITEM MATERIAL SPECIFICATION

CRACK CONTROL STRIPS
Plastic Crack-Control
Strips (Zip Strips)
Virgin Poly-VinylChloride Compound

JOINT SEALANTS
Asphalt Paint Asphalt Conform to ASTM D41 or ASTM D43
Pre-Molded Joint Filler,
Sub-Caulking, or Backing
Rod for Self-Leveling
Sealants
Extruded, Closed-Cell,
Polyethylene Foam
Refer to Section 07 92 00.

Preformed Expansion
Joint Filler for Concrete
(Bituminous)
Refer to Section 07 92 00.

Non-Extruding and Refer to Section 07 92 00.
5-18-dp 03 15 00 –Concrete Accessories - 3 of 5

ITEM MATERIAL SPECIFICATION

CRACK CONTROL STRIPS
Plastic Crack-Control
Strips (Zip Strips)
Virgin Poly-VinylChloride Compound
Resilient Filler
(Bituminous)
Pre-Molded Joint Filler –
Non-Water Holding
Structures
Neoprene Sponge or
Polyurethane
Refer to Section 07 92 00.

Joint Sealant Primer Conform to sealant Manufacturer’s recommendations.

Plane Horizontal Joints
Self-Leveling 2-
Component
Polyurethane
Refer to Section 07 92 00
Conform to ASTM C920 Class 25 Grade P
Vertical and Overhead
Surfaces
Non-Sag 2-Component
Polyurethane
Refer to Section 07 92 00
Conform to ASTM C920 Class 25 Grade NS
C. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION

CRACK CONTROL STRIPS
Plastic Crack-Control
Strips (Zip Strips)
Design 2-part assembly designed to permit removal of top portion after concrete has hardened, creating clean, neatly defined joint groove for application of caulk or sealant as specified.

Width Provide 1", 1½” and 2" strips as applicable.

PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install concrete accessories before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Before placing concrete within forms, each trade having embedded items, including affected by pour shall certify items are properly located, placed and braced. Accuracy of placement of embedded items is Contractor’s responsibility.

C. Construction joints shown on Contract Documents and accepted shop drawings may be made as shown with provision of keys or other locking shapes to secure proper union with subsequent work.

3.2 Installation/Application
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Furnish and install concrete accessories at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. California Building Code Chapter 19 “Concrete”
5-18-dp 03 15 00 –Concrete Accessories - 4 of 5

3. Other applicable building code requirements

4. ACI 301 Structural Concrete for Buildings Chapter 8.

5. ACI 318 Building Code Requirements for Reinforced Concrete

6. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Prepare vertical surfaces of joints as follows:

1. Construction joints shall have keyed, stepped, or roughened surfaces.

F. Construction joints for slabs shall be roughened surfaces only. Do not key construction joints at slab on grade receiving vehicular loading.

G. Construction joints shown on Contract Documents and accepted Working Drawings may be made as shown using keys or other locking shapes to secure proper union with subsequent Work.

H. Locate construction joints as follows:

1. Construction joints are defined as planned joints where 2 placements of concrete meet, across which development and maintenance of bond and water tightness are required, and through which reinforcement is not interrupted.

2. Construction joints may be vertical or horizontal.

3. Locate construction joints as shown on Plans or Working Drawings, or as accepted by City’s Representative.

I. Prepare construction joints as follows:

1. Perform initial construction joint cleaning at latest practicable time and as last operation before setting forms and installing embedded items.

2. Clean concrete such that clean, sound mortar and some coarse aggregate are exposed.

3. Methods for cleaning concrete construction joint surfaces may include wet sandblasting, high-pressure water-blasting, or other methods that do not damage bond surface, cause excessive cutting of surface and undercutting of coarse aggregate particles, or poor uniformity of surface treatment as accepted by City’s Representative.

4. Perform high-pressure water-blasting with proper equipment that is operated at 6,000 psi or greater.

5. Green cutting, removal of unhardened concrete surfaces by water or air-water jet, will not be permitted.

6. Waste Disposal: Method used in disposing of waste water employed in cutting, washing and rinsing concrete surfaces shall ensure waste water does not stain, discolor, or affect exposed surfaces, or damage environment of project area. Disposal method shall be subject to City’s acceptance.

J. Prepare vertical surfaces of joints as follows:

1. Clean joint surface of laitance, loose or defective concrete, coatings, sand, curing compound, stains, and foreign matter that may reduce bond or water tightness of joint.

2. Wash, hydro-blast or sandblast surface with clean water.

3. Clean concrete such that clean, sound mortar and some coarse aggregate are exposed.

4. Method of disposing of sand and wastewater used to wash concrete surfaces shall cause no staining, discoloration, or deterioration of exposed surfaces of structures and improvements.

5. Coat joint surface with epoxy-bonding agent unless otherwise shown.

6. Wet joints not coated with bonding agent before placing concrete adjacent to joint.

K. Prepare horizontal surfaces of joints as follows:
5-18-dp 03 15 00 –Concrete Accessories - 5 of 5

1. Roughen horizontal surface with minimum ¼” amplitude profile for good bond.

2. Clean tooled joint surface of laitance, loose or defective concrete, coatings, sand, curing compound, stains, and foreign matter that may reduce bond or water tightness of joint.

3. Wash, hydro-blast or sandblast surface with clean water.

4. Clean concrete such that clean, sound mortar and some coarse aggregate are exposed.

5. Remove ponded water from surface of joints.

6. Method of disposing of sand and wastewater used to wash concrete surfaces shall cause no staining, discoloration, or deterioration of exposed surfaces of structures and improvements.

7. Coat joint surface with epoxy-bonding agent unless otherwise shown.

8. Wet joints not coated with bonding agent before placing concrete adjacent to joint.

9. Cover horizontal joints, except expansion or contraction joints, with 1” layer of Class D mortar (1 part Portland cement – 2½ parts fine aggregate). Limit water in mortar to that required to produce consistency similar to fresh concrete.

10. Check joints for strength and pinholes after splicing.

L. Do not extend steel reinforcement through contraction or expansion joints except where shown on Plans.

M. Install contraction joints containing plastic strip in slabs at locations shown on Plans or as accepted by City’s Representative.

1. Use metal straightedge (guillotine) of same size as plastic strip to cut slot in fresh concrete for insertion of plastic strip.

2. Install plastic strip flush with concrete surface.

3. Work concrete surfaces adjacent to inserted strip with float to close voids around strip and produce contact of concrete with strip.

4. When concrete has hardened, remove upper portion of plastic strip to create joint groove for sealant.

5. Seal joints with mastic joint sealer.

6. Apply sealant materials in accordance with Manufacturer’s recommendations.

END OF SECTION
7-17-vw 03 20 00 – Concrete Reinforcing - 1 of 8
SECTION 03 20 00

CONCRETE REINFORCING
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of steel reinforcement in concrete, including reinforcing bar, welded wire fabric, couplers, concrete inserts, wires, clips, supports, chairs, spacers, epoxy embedment, and other embedded accessories.

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

B. Factory testing shall include the following:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Steel
Reinforcement
Material
Properties
ASTM A615 As required by City City Contractor
Steel
Reinforcement
Welding
Compliance
with AWS D1.4
AWS D1.4 As required by City City Contractor
Radiographic
testing
AWS D1.4 As required by City City Contractor

1.5 References
A. ACI 117 Standard Tolerances for Concrete Construction Materials B. ACI 315 Details and Detailing of Structural Reinforcement C. ACI 318 Building Code Requirements for Reinforced Concrete D. ASTM A82 Steel Wire, Plain, for Concrete Reinforcement E. ASTM A185 Welded Steel Wire Fabric, Plain, for Concrete Reinforcement F. ASTM A615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement G. ASTM A706 Low-Alloy Steel Deformed Bars for Concrete Reinforcement H. ASTM C1116 Fiber-Reinforced Concrete
I. AWS D1.4 Structural Welding Code – Reinforcing Steel 7-17-vw 03 20 00 – Concrete Reinforcing - 2 of 8
J. California Building Code (CBC)
K. CRSI MSP Concrete Reinforcing Steel Institute Manual of Standard Practice L. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 201-2 “Reinforcement for Concrete”
M. WRI Manual of Standard Practice for Welded Wire

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
CBC Chapter 17 Special
Inspection Required
Contractor Statement of
Responsibility
As required in CBC Section 1706
Shop Drawings Shop bending diagrams, placing lists and drawings of reinforcing steel required per structural shop drawing requirements. Comply with ACI 315. .

Show actual bar lengths to nearest inch measured to intersection of tangent extensions of outside bar surface.

Bar placement diagrams shall clearly show dimensions of each bar splice.

Show location of any coupler used with details of how they are installed in formwork.

Show locations of construction and expansion joints.

Show locations of all embedded items including anchor bolts, wall sleeves, conduit and piping which may conflict with steel reinforcing.

Show locations of each coupler and how they are to be installed in formwork.

Product Data Required for mechanical couplers with ICBO test reports per product data requirements.

Installation Instructions Submit written welding procedure for each type of rebar weld for each size of bar intended to be spliced by welding. (A mere statement that AWS procedures will be followed is unacceptable.)
Submit manufacturer’s instructions and recommendations for installation of each type of mechanical coupler used.

Test Record Transcripts For each load of steel reinforcement delivered, submit mill certificates and Manufacturer’s certification of chemical and physical properties of steel as needed to verify steel materials.

Also, submit information needed to determine carbon equivalent of any steel to be welded in accordance with AWS D1.4 and per test record transcript requirements.

Material Samples Required from each heat of reinforcing steel upon City’s Representative’s request.

Sample quantities required if requested shall conform to SSPWC Section 201-

2.4 Required for each type of welded splice upon City’s Representative’s request.

Welder Qualification
Certificates
Required as specified in AWS D1.4 for all welders performing welding of steel reinforcement.

Also submit certifications of procedure qualifications for each welding procedure used.

B. Refer to Section 01 33 00 for definition of requirements for shop drawings, product data, installation instructions, test record transcripts, and material samples.

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

B. Strictly follow CRSI recommendations included in Manual of Standard Practice for delivery, storage and handling of steel reinforcement.

C. Bundle reinforcement and tag with suitable identification to facilitate sorting, placing and transport.
7-17-vw 03 20 00 – Concrete Reinforcing - 3 of 8
D. Bars with kinks or bends not shown on shop drawings shall be removed from site.

E. Bars with rust, scale, oil or any other coating that would reduce or destroy bond between concrete and steel shall be removed from site.

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

PART 2 – PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include the following:

ITEM MANUFACTURER MANUFACTURER LOCATION
Dowel System
(alternate to slip
dowels)
Greenstreak (Speed Dowel) St Louis, MO
Accepted equal
Mechanical Bar
Couplers
Dayton Superior (Dowel Bar Splicer System) Dayton, OH
Erico Products, Inc. (Lenton Form Saver) Solon, OH
Richmond Screw Anchor Company (Dowel Bar Splicer
System)
Fort Worth. TX
Accepted equal
Epoxy Grout Systems
for Rebar Dowels into
Existing Concrete
Edoco “BurkEpoxy NS” Kansas City, KS
Master Builders Inc. “Concresive Paste LPL” Cleveland, OH Pecora Corporation “Dynapoxy EP430 Fast” Harleysville, PA Sika Corporation “Sikadur 31 Hi-Mod Gel” (vertical or
overhead applications)
Lyndhurst, NJ
Sika Concrete Restoration Systems SikaDur 32, Hi-Mod
LPL
Lyndhurst, NJ
Simpson Strong Tie Co. Dublin, CA
Accepted equal
Rebar Supports Dayton Superior Dayton, OH
Accepted equal

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. Steel reinforcement shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Steel Bar Reinforcement Steel ASTM A615 Grade 60 Billet Steel Deformed Bars Steel Bar Reinforcement -
Welded
Low Alloy Steel ASTM A706 Grade 60 Deformed Bars
Welded Wire Fabric Steel Wire ASTM A185
For wires smaller than W4 size, provide in flat sheets. Do not use roll mesh.

For wires larger than W4 size, provide in flat sheets only Wire Reinforcement Cold Drawn Steel Wire ASTM A82
Tie Wire Annealed Steel 14 gauge minimum
C. Bar supports, chairs or dobies shall comply with CRSI Manual of Standard Practice Chapter 3 and shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Concrete Blocks (Dobies)
(Do not use in slabs or walls
less than 6 inches thick, or
where architectural finish is to
Concrete Minimum 28-day compressive strength f’c equal to that of concrete but not less than 4,000 psi.

Embed wire ties in concrete block bar supports.
7-17-vw 03 20 00 – Concrete Reinforcing - 4 of 8

ITEM MATERIAL SPECIFICATION
be applied.)
Plastic Bar Supports
(Do not use on grade)
Plastic CRSI Class 1 gray
Wire Bar Supports (Do not use
in wastewater environments or
environments exposed to
continuous moisture, water or
corrosion.)
Steel Wire CRSI Class 1 (with ⅛-inch-thick gray plastic coating) D. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Mechanical Couplers Provide where shown on accepted shop drawings.

Couplers shall develop 125% of yield strength of reinforcement being spliced.

Do not reduce bar cross section to accommodate couplers.

Threaded couplers require use of next larger size of reinforcing or shall be used with reinforcing bars with specially forged ends providing upset threads which do not decrease the basic cross section of the bar.

Supply all components needed for complete splice.

Epoxy coated at locations where adjacent concrete member is fully or intermittently submerged or buried and subject to exposure to groundwater.

Welded Splices Provide where shown on accepted shop drawings.

Splices shall develop 125% of yield strength of reinforcement being spliced.

Provide all materials required to meet AWS D1.4.

Bending and Forming Bars Conform to ACI 315 and ACI 318.

Fabricate to tolerances shown in ACI 117.

Reinforcing shall be shop fabricated, ready for installation by masons.

PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install steel reinforcement before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

3.2 Installation
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Furnish, accurately position and install steel reinforcement at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. California Building Code Chapter 19 “Concrete” Section 1907 “Modifications to Reinforcement” and Section 1908 “Modifications to ACI 318”

3. Other applicable building code requirements

4. ACI 315 Details and Detailing of Structural Reinforcement

5. ACI 318 Building Code Requirements for Reinforced Concrete

6. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Bundle reinforcement and tag with suitable indication to facilitate sorting and placing, and transport and store at site so as not to damage material. The Contractor shall keep a sufficient supply of tested, approved and proper reinforcement at site to avoid delays. 7-17-vw 03 20 00 – Concrete Reinforcing - 5 of 8
F. Minimum cover for non-pre-stressed steel reinforcement per ACI 318 shall be as follows:

LOCATION BAR SIZE MINIMUM COVER
Concrete Cast Against and Permanently Exposed to Earth #4- #18 3.0 inches Formed Concrete Exposed to Earth or Weather #3-#5 1.5 inches #6-#18 2.0 inches
Formed Concrete Not Exposed to Weather or Earth:

Slabs, Walls or Joists
#3-#11 0.75 inches
G. Minimum spacing between parallel bars per ACI 318 shall be 1 inch or 1 bar diameter, whichever is greater.

H. Installation of steel reinforcement bars shall proceed as follows:

1. Install steel reinforcement to tolerances shown in ACI 117 and Section 7.5 of ACI 318.

2. Do not straighten or re-bend reinforcing steel in manner that will damage material. Do not use bars with bends not shown on Plans. Bends shall be cold-bent. Do not use heat.

3. Reinforcing shall be supported and wired together to prevent displacement using annealed iron wire ties or suitable clips at intersections. Use concrete, plastic or metal supports, spacers or metal hangers which are strong and rigid enough to prevent displacement of steel during concrete placement.

4. Where concrete is placed against earth, use supporting concrete dobies in sufficient numbers to support bars without settlement, but in no case shall support be continuous.

Tie reinforcing steel to dobies with wire ties embedded in blocks. Plastic bar supports not allowed on grade.

5. Where concrete is placed over formwork, furnish concrete, metal, plastic or other acceptable bar chairs and spacers.

6. Bend tie wires away from forms to provide specified concrete cover.

7. Accessories used to support reinforcing bars shall be placed and spaced such that deflections of supports due to weight of supported bars is within tolerances specified by ACI 117 and ACI 318.

8. Where additional bars are provided by Contractor for any reason, they shall be provided at no additional cost to City unless City’s preapproval is evidenced by written change order issued prior to placing steel reinforcement.

9. Bars may be moved as necessary to avoid conflicts with other reinforcement steel, conduits or embedded items. If bars are moved by more than one bar diameter or enough to exceed specified tolerances, secure approval from City’s Representative before placing concrete.

10. Provide additional reinforcing bars around sleeves and openings as shown on Drawings.

11. Store, transport, and place epoxy coated reinforcing bars in such a manner as to avoid chipping of the epoxy coating. Use non-abrasive slings made of nylon and similar materials. Use specially coated bar supports. Repair all chips or cracks in the epoxy coating with a compatible epoxy repair material prior to placing concrete.

I. Installation of welded wire fabric reinforcement shall proceed as follows:

1. Welded wire fabric placed over horizontal forms shall be supported on slab bolsters.

Space slab bolsters no greater than 30 inches on centers, Bolsters shall extend continuously across entire width of reinforcing mat and shall support mat in plane indicated.

2. Welded wire fabric placed over ground shall be supported on wired concrete dobies spaced not more than 36 inches on center in any direction.

3. The construction practice of placing welded wire fabric on ground and hooking it into place in freshly placed concrete shall not be used.

4. Straighten mesh to lie in flat plane and bend mesh as shown or required to fit work. 7-17-vw 03 20 00 – Concrete Reinforcing - 6 of 8

5. Provide laps of at least one complete mesh, unless otherwise detailed. Tie every other wire at laps.

J. Splices shall be made as follows:

1. Splicing shall meet requirements of ACI 318 and applicable building codes unless noted otherwise on drawings.

2. Splicing of vertical bars in concrete is not permitted, except at indicated or approved horizontal construction joints or as detailed on plans or shop drawings.

3. Splicing of horizontal bars in concrete is not permitted, except as detailed on plans or shop drawings.

4. Use of mechanical couplers is not permitted, except as detailed on plans or shop drawings.

5. Welding of reinforcing bars is not permitted, except as detailed on plans or shop drawings.

K. Dowelling and epoxying of rebar into hardened concrete shall proceed as follows:

1. Hole diameter shall be as recommended by epoxy Manufacturer but shall be at least ¼” greater in diameter than outer surface of reinforcing bar deformations.

2. Depth of hole shall be as recommended by epoxy Manufacturer, but shall not be less than 12 bar diameters, unless noted otherwise or unless required to prevent penetration through opposite surface of existing concrete member.

3. Drill hole using methods that do not interfere with proper bonding of epoxy.

4. Field locate reinforcement in existing concrete before drilling using pachometer or other approved locator device. Adjust location of holes to be drilled to avoid drilling through or nicking any existing reinforcing bars.

5. Use compressed air to remove all dust and loose material from freshly drilled holes.

6. Inject epoxy into hole through tube placed at bottom of hole. Withdraw tube as epoxy is placed but keep injection tip immersed to prevent air pockets from forming.

7. Fill hole to a depth that ensures excess material will be expelled from hole during dowel placement.

8. Twist dowels during insertion into partially filled hole to guarantee full wetting of bar surface with epoxy. Insert bar slowly to prevent air pockets from forming.

3.3 Field Quality Control
A. Special inspection and field testing required by Chapter 17 of CBC (Table 1704.3 and 1704.4) shall be completed by an ICBO-certified special inspector selected by City and shall include the following:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Steel
Reinforcement
Size Grade and
Type
Compliance with
Contract Documents
Periodic per CBC
Table 1704.3
City Contractor to
reimburse City
for costs of
first deputy
inspector if reinspection is
required
Verification of
Weldability (for
Steel Other than
ASTM A706)
AWS D1.4, & ACI 318
Sec 3.5.2
Periodic special
inspection per
CBC Table 1704.3
Welding AWS D1.4 & ACI 318
Sec 3.5.2
Also inspect for proper
dimensions and
absence of cracks,
undercutting, surface
holes or slag inclusions
Periodic per CBC
Table 1704.3
Placement ACI 318 Sec 3.5, & Periodic per CBC
7-17-vw 03 20 00 – Concrete Reinforcing - 7 of 8

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY

7.1-7.7 & CBC 1913.4 Table 1704.3
Epoxy
Embedded
Dowels
Epoxy Manufacturer’s
Requirements
All dowels
B. Additional field testing shall include the following:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Welded Wire
Fabric
Placement Pre-placement
photographs (with
yardstick) showing
support system and
separation from grade
All welded wire
fabric
Contractor Contractor

END OF SECTION
7-17-vw 03 20 00 – Concrete Reinforcing - 8 of 8

THIS PAGE INTENTIONALLY BLANK
11-17-vw 03 30 00 – Cast-in-Place Concrete - 1 of 22
SECTION 03 30 00

CAST-IN-PLACE CONCRETE
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of concrete for buried and above-ground cast-in-place structures, flatwork and paving.

B. Refer to Section 03 10 00 for concrete forming.

C. Refer to Section 03 15 00 for concrete accessories, including construction joints and cast-inconcrete anchors.

D. Refer to Section 03 20 00 for concrete reinforcing.

E. Refer to Section 03 39 00 for concrete curing.

F. Refer to City of Corona Standard Plan 401 for requirements for thrust blocks 4”-18”.

G. Floor hardener shall be applied to entire concrete slab around pump cans and in shop area.

1.2 Related Work
A. Section 01 33 00: Submittal Procedures
B. Section 01 40 00: Quality Requirements
C. Section 01 65 00: Product Delivery Requirements
D. Section 01 66 00: Product Storage and Handling Requirements E. Section 01 73 00: Execution
F. Section 01 74 00: Cleaning and Waste Management
G. Section 03 10 00: Concrete Forming
H. Section 03 15 00: Concrete Accessories
I. Section 03 20 00: Concrete Reinforcing
J. Section 03 39 00: Concrete Curing
K. Section 07 92 00: Joint Sealants
L. Section 31 23 00: Excavation and Fill
M. Section 32 12 16: Asphalt Paving Systems Conforming to Greenbook Specifications N. Section 32 13 73: Concrete Paving Joint Sealants

1.3 System Description
A. Furnish and install complete concrete structural system including appurtenant structural, mechanical and/or electrical mountings, embedments or connections required for compliance with Manufacturer’s installation requirements of other trades and compliance with applicable building codes and standards.

B. Proportion mixes either by laboratory trial batch or field experience methods, using specified materials acceptable for each type of concrete required, and complying with ACI 211.1.
11-17-vw 03 30 00 – Cast-in-Place Concrete - 2 of 22
C. Factory (batch plant) testing of aggregate shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Aggregate Ratio of Silica
Released to
Reduction in
Alkalinity
ASTM C33 As directed City Contractor
Loss with
Sodium Sulfate
ASTM C33 As directed City Contractor
Sieve Analysis ASTM C136 1 each trial batch City Contractor Coarse
Aggregate
Abrasion Loss ASTM C33 As directed City Contractor
Fine
Aggregate
Sand Equivalent ASTM D2419 As directed City Contractor
Organic
Impurities
ASTM C40 As directed City Contractor
Color of
Supernatant on
Washing
ASTM C33 As directed City Contractor
D. Plant testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Concrete Certification of
Mix Design
ACI 301 certified by
independent testing
laboratory
1 per mix Contractor Contractor
Ready-Mix
Concrete
Materials
Materials
Inspection
See Paragraph 2.2 below As directed City City

1.5 References
A. ACI 117 Standard Tolerances for Concrete Construction Materials B. ACI 211.1 Selecting Proportions for Normal, Heavyweight, and Mass Concrete C. ACI 214 Evaluation of Strength Test Results for Concrete D. ACI 301 Structural Concrete for Buildings
E. ACI 304 Measuring, Mixing, Transporting, and Placing Concrete F. ACI 305 Hot Weather Concreting
G. ACI 309 Consolidation of Concrete
H. ACI 315 Details and Detailing of Concrete Reinforcement I. ACI 318 Building Code Requirements for Reinforced Concrete J. ACI 350 Environmental Engineering Concrete Structures K. ASTM C31 Making and Curing Concrete Test Specimens in Field L. ASTM C33 Concrete Aggregates
M. ASTM C39 Compressive Strength of Cylindrical Concrete Specimens N. ASTM C40 Organic Impurities in Fine Aggregates for Concrete O. ASTM C42 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete P. ASTM C78 Flexural Strength of Concrete Using Simple Beam with Third Point Loading Q. ASTM C88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate R. ASTM C94 Ready-Mixed Concrete
S. ASTM C117 Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing
T. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates U. ASTM C138 Unit Weight, Yield, and Air Content (Gravimetric) of Concrete V. ASTM C143 Slump of Hydraulic Cement Concrete
W. ASTM C150 Portland Cement
11-17-vw 03 30 00 – Cast-in-Place Concrete - 3 of 22
X. ASTM C156 Water Retention by Concrete Curing Materials Y. ASTM C157 Length Change of Hardened Hydraulic Cement Mortar and Concrete Z. ASTM C172 Sampling Freshly Mixed Concrete
AA. ASTM C173 Air Content of Freshly Mixed Concrete by Volumetric Method BB. ASTM C191 Time of Setting of Hydraulic Cement by Vicat Needle CC. ASTM C192 Making and Curing Concrete Test Specimens in Laboratory DD. ASTM C231 Air Content of Freshly Mixed Concrete by Pressure Method EE. ASTM C260 Air Entraining Admixtures for Concrete
FF. ASTM C266 Time of Setting of Hydraulic Cement Paste by Gillmore Needlesw GG. ASTM C289 Potential Alkali-Silica Reactivity of Aggregates (Chemical Method) HH. ASTM C309 Liquid Membrane-Forming Compounds for Curing Concrete II. ASTM C494 Chemical Admixtures for Concrete
JJ. ASTM C881 Epoxy-Resin-Base Bonding Systems for Concrete KK. ASTM C932 Surface-Applied Bonding Compounds for Exterior Plastering LL. ASTM C1077 Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation
MM. ASTM C1116 Fiber-Reinforced Concrete
NN. ASTM D1751 Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) OO. ASTM D2419 Sand Equivalent Value of Soils and Fine Aggregate PP. ASTM E119 Fire Tests of Building Construction and Materials QQ. California Building Code (CBC)
RR. California Green Building Standards Code (CALGreen Code) SS. Caltrans Standard Specifications – Section 90 Portland Cement Concrete TT. California Test Method 214 Soundness of Aggregates
UU. California Test Method 227 Cleanness Value
VV. California Test Method 229 Durability
WW. California Test Method 515 Relative Mortar Strength of Portland Cement Concrete Sand XX. California Test Method 530 Effect of Water-Reducing and Set-Retarding Admixtures on Drying Shrinkage of Concrete
YY. Fed Spec UU-B-790A Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellent and Fire Resistant
ZZ. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 201 “Concrete, Mortar, and Related Materials
AAA. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 303 “Concrete and Masonry Construction.”

1.6 Definitions
A. Construction Joints: When fresh concrete is placed against a hardened concrete surface, the joint between the two placements is called a construction joint. Unless otherwise indicated, provide all joints in water bearing members with a sealant groove of the shape indicated.

B. Contraction Joints: Contraction joints are similar to construction joints except the fresh concrete shall not bond to the hardened surface of the first placement, which shall be coated with a bond breaker. Stop the slab reinforcement 4-1/2 inches from the joint; which is provided with a sleeve-type dowel, to allow shrinkage of the concrete of the second placement. Provide sealant groove unless otherwise indicated on the drawings.

C. Expansion Joints: Allows the concrete to expand freely by providing a space between the two placements. Form the joint as indicated. This space is obtained by placing a filler joint material against the first placement, which acts as a form for the second placement.

D. Control Joints: The function of the control joint is to provide a weaker plane in the concrete, where shrinkage cracks are expected to occur. Saw cut or form a groove, of the shape and dimensions indicated, in the concrete. Fill the groove afterward with a joint sealant material as specified.
11-17-vw 03 30 00 – Cast-in-Place Concrete - 4 of 22
E. The term “hydraulic structure” used in these Specifications refers to environmental engineering concrete structures for the containment, treatment or transmission of water or other fluids.

1.7 Submittals
A. Furnish the following submittals in accordance with ACI 301 and California Building Code.

SUBMITTAL DESCRIPTION
CBC Chapter 17 Special
Inspection Required
Contractor Statement of
Responsibilitiy
As required in CBC §1704
Shop Drawings Required per structural shop drawing requirements. In addition to requirements listed under steel reinforcement, show control joints and placement schedule indicating location of construction joints. .

Product Data Required for admixtures and curing compounds per product data requirements.

Installation Instructions Required for admixtures per installation instruction requirements.

Submit materials and methods for curing per installation instruction requirements.

Certificate of Compliance Submit certification from independent testing laboratory mix design complies with these specifications.

Submit mill test certification including fineness for each shipment of cement per ACI 301.

Submit aggregate gradation and certification per ACI 301.

Submit admixture certification including chloride ion content per ACI 301.

At least 24 hours before placing concrete, submit certification from each trade having embedded items in concrete to be placed stating embedded items for each trade are properly located, placed and braced and equipment pads are properly sized.

Engineering Calculations
(Mix Design)
Required for concrete mix design per engineering calculations requirements sealed by California-licensed Civil Engineer.

Mix design shall show:
• Mix identification number
• Applicable proportions, weights and quantities of Portland cement, aggregate, water, admixtures, and sand
• Size and source of concrete aggregates
• Type and source of Portland cement
• Brand and designation of chemical admixtures
Intended type of construction
In addition to original mix design, provide new mix design if change in brand or type of cement or change in source or gradation of aggregates is permitted or if defective concrete occurs.

Brand and Type of
Cement/Source of
Aggregate
Submit brand and type of cement and source of aggregates to allow sampling and testing by City’s Representative.

Delivery Tickets Required for ready-mix concrete as needed to document delivery quantities. In accordance with ASTM C94 Sections 16.1 and 16.2, each ticket shall show • Name of ready-mix batch plant,
• Serial number of ticket,
• State certified equipment used in preparing mix,
• Truck number,
• Name of purchaser & name & location of job
• Mix number,
• Quantities by weight of cement, sand, each class of aggregate, admixtures and water added in batching plant,
• Type and brand of cement & admixtures,
• Source & identification of aggregates,
• Amount of water allowed to be added at site for specified mix, 11-17-vw 03 30 00 – Cast-in-Place Concrete - 5 of 22

SUBMITTAL DESCRIPTION
• Total yield in cubic yards,
• Date & time of day to nearest minute corresponding to time batch was dispatched, time batch left plant, time batch arrived on site, time unloading began and time unloading was completed.
• Reading of revolution counter at first addition of water Certificates shall be from public weighmaster. City’s Representative will not accept concrete in absence of certificate.

Warranty Furnish one-year warranty from date of final acceptance B. In addition to requirements of ACI, refer to Section 01 33 00 for definition of requirements for shop drawings, product data, installation instructions, certificates of compliance, engineering calculations, test record transcripts, and material samples.

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

B. Strictly follow Manufacturer’s instruction and warranty requirements for delivery, storage and handling of concrete admixtures and curing compounds.

C. Storage of materials shall conform to requirements of Section 2.5 of ACI 301 or SSPWC.

D. Store materials to prevent damage by moisture or breakage.

E. Store sacked cement in manner permitting access for inspection and sampling.

F. Use cement in sequence of receipt of shipments.

G. Coarse aggregate with maximum size greater than ¾ inch shall be prepared, stored, and handled in 2 or more size groups. When aggregates are proportioned for each batch of concrete, the 2 size groups shall be combined.

H. Do not use any aluminum materials for handling concrete.

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

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Admixtures –
Dampproofing – Integral
Hydrophobic
Waterproofing
(Alternate to crystalline
waterproofing)
Hycrete Carlstadt, NJ
BASF Hydrocide 600 Freeport, TX
Euclid Chemical Company Damp-Proofing Asphalt
Coating
Cleveland, OH
W.R. Meadows Sealmastic Hampshire, IL
Accepted equal
Admixtures – Set
Accelerating (Use when
air temperature is less
than 40F)
Grace Concrete Products “Daraset” Cambridge, MA
Master Builders Inc. “Pozzutec 20” Cleveland, OH
Sika Corporation “Plastocrete 161FL” Lyndhurst, NJ
Accepted equal
Admixtures – Set
Retarding (Use when air
temperature exceeds 80F)
Grace Concrete Products “Daratard” Cambridge, MA
Master Builders Inc. “Pozzolith 300R” Cleveland, OH
Sika Corporation “Plastocrete” Lyndhurst, NJ
Accepted equal
Admixtures – Water Grace Concrete Products “WRDA 79” Cambridge, MA 11-17-vw 03 30 00 – Cast-in-Place Concrete - 6 of 22

ITEM MANUFACTURER MANUFACTURER LOCATION
Reducing (Normal Range) Master Builders Inc. “Pozzolith 322-N” Cleveland, OH Sika Corporation “Plastocrete 161” Lyndhurst, NJ
Accepted equal
Admixtures – Water
Reducing (High Range)
Grace Concrete Products “WRDA 19 or Duracem
100”
Cambridge, MA
Master Builders Inc. “Rheobuild 716 or Rheobuild
1000”
Cleveland, OH
Sika Corporation “Sikament FF or Sikament 86” Lyndhurst, NJ Accepted equal
Bonding Agent (Hardened
Concrete to Fresh
Concrete)
Adhesive Engineering Company “Concresive
1001LPL”
San Carlos, CA
Edoco “BurkEpoxy MV” Kansas City, KS
Concresive Div BASF 1001 LPL Freeport, TX
Epoxtile 2391
Euco Epoxy 463
Master Builders Inc. “Concresive Liquid LPL” Cleveland, OH Pecora Corporation “Dynapoxy EP420” Harleysville, PA
Sika Corporation “Sikadur 32 Hi-Mod” or “Sikadur 32
Hi-Mod (LPL)” Epoxy Adhesive
Lyndhurst, NJ
Accepted equal
Epoxy Bonding Adhesive
for Rebar (Steel)
Adhesive Engineering Company “Concresive
1001LPL”
San Carlos, CA
Edoco “BurkEpoxy NS” Kansas City, KS
Master Builders Inc. “Concresive Paste LPL” Cleveland, OH Pecora Corporation “Dynapoxy EP430 Fast” Harleysville, PA Sika Corporation “Sikadur 31 Hi-Mod Gel” (vertical
or overhead applications)
Lyndhurst, NJ
Sika Concrete Restoration Systems SikaDur 32, HiMod LPLLyndhurst, NJ Simpson Strong Tie Co. Dublin, CA
Accepted equal
B. Only one brand of cement shall be used.

C. All admixtures shall be compatible and by a single Manufacturer capable of providing qualified field service representation.

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. Concrete structural systems shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Cement Standard Brand
Portland Cement
ASTM C150
Type II/V Modified Low Alkali/Sulfate Resisting
Also meet Table 2 optional requirements
At least 85% of cement by weight shall pass 325 screen.

Water Clean, Clear Potable
Water
TDS≤1000 mg/l Water shall not contain impurities causing change in time in setting of Portland cement >25% nor
reduction of f’c>10% compared with results obtained using distilled water
Water for Nonreinforced
Concrete
Clean, Clear Potable
Water
TDS≤2000 mg/l
11-17-vw 03 30 00 – Cast-in-Place Concrete - 7 of 22

ITEM MATERIAL SPECIFICATION
Coarse Aggregate Specification Meet ASTM C33 requirements Nonreactive gravel, crushed gravel, crushed rock or
combination supplied from pits acceptable to City’s
Representative.

Aggregate shall be of character to facilitate producing workable concrete mixture within limits of specified water content and slump.

Prepare and handle aggregates with a maximum size
greater than ¾-inch in two or more size groups. Combine aggregate groups when aggregates are proportioned for
each batch of concrete.

Cleanness Value
per California Test
Method 227
75 minimum
Percentage Wear
per ASTM C131
Abrasion loss < 10.5% after 100 revolutions
Abrasion loss < 42% after 500 revolutions
Specific Gravity per
ASTM C127

2.58 minimum
Ratio of Silica Released
to Reduction in Alkalinity

1.0 maximum
Fine Aggregate Specification Meet ASTM C33 requirements Nonreactive clean, hard durable washed material
From pits acceptable to City’s Representative
Organic Impurities
per ASTM C40
Satisfactory
Resultant color of testing solution shall not be darker than ASTM C40 standard
Mortar Strength Relative
to Ottawa Sand per
California Test Method
515
100% minimum
Sand Equivalent per
ASTM D2419
>75% average for 3 samples
>70% for any one sample
Percent Clay, Silt, Loam
per ASTM C117
<3%
Soundness per
California Test Method
214
<10%
Soundness requirement will be waived if durability index Df>60 per California Test Method 229.

Ratio of silica released
to reduction in alkalinity
<1.0
Weight Lightweight sand not permitted
Reactivity Nonreactive when tested per ASTM C289 and evaluated per ASTM C33 Appendix X1
Surface-Applied Bonding Agent Surface-Applied
Bonding Compound
ASTM C932
Epoxy Bonding Agent Epoxy Resin ASTM C881
Grout for Smooth Concrete
Finish
1 part Portland cement (½ gray & ½ white portland
cement) White portland cement to be Atlas white or equal. 1 part fine sand passing No. 16 sieve
Calcium chloride (add amount equal to 5% of cement by
volume.)
Sufficient water to provide consistency of thick paint.

Ready-Mix Concrete ASTM C94
11-17-vw 03 30 00 – Cast-in-Place Concrete - 8 of 22
C. Concrete aggregate will be designated by letter per Standard Specifications for Public Works (Greenbook) Section 201 and shall conform to the following gradations:

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE
SIZE

GRADING A
(For concrete
street paving not
integral with curb)

GRADING B
(For concrete
channel and box
inverts)

GRADING C
(For Class AA, A,
A2 or B concrete
not used for
paving or channel
or box inverts. May
be used for Class
C Concrete)

GRADING D
(May be used for
Class B extruded
curbs and gutters
or for gunite)

GRADING E
(For trench
backfill, slurry and
masonry grout
May be used for
Class C concrete.)
2” 100% 100%
1½” 95-100% 95-100% 100%
1” 64-80% 80-96% 95-100%
¾” 55-71% 64-80% 77-93% 100% 100%
⅜” 37-53% 40-52% 50-70% 92-100% 90-100%
No. 4 32-42% 35-46% 39-51% 42-60% 60-80%
No. 8 25-35% 28-38% 31-41% 33-47% 50-70%
No. 16 18-28% 21-31% 22-32% 22-38% 33-53%
No. 30 10-18% 10-20% 12-22% 17-25% 19-35%
No. 50 3-9% 3-10% 3-15% 6-15% 5-15%
No 100 0-4% 0-4% 0-5% 1-6% 2-7%
No. 200 0-2% 0-2% 0-2% 0-3% 0-4%
D. Design concrete mix to meet properties and proportions specified. Design mix to minimize shrinkage, surface flaws, honeycombing and rock pockets around steel reinforcing. Limiting parameters specified are not intended to be a mix design. Additional cement or water reducing agent may be required to achieve workability demanded by Contractor’s methods and aggregates. Contractor is responsible for costs associated with furnishing concrete with required workability, density and strength.

E. In mix designs, the percentage of sand of the total weight of fine and coarse aggregate shall not exceed 41 for hydraulic structures or 50 for all other structures, unless noted otherwise.

F. Use the required quantity of cement regardless of whether or not an admixture is used.

Admixtures shall consist of the following materials subject to acceptance by the City’s Representative:

ITEM MATERIAL SPECIFICATION
Admixtures General Requirements Do not use to reduce cement requirement Shall be free from thiocyanates
Chloride ion <0.05%
Plasticizing Agents ASTM C1017
Set Accelerating Agents (Use
when air temperature is less
than 40°F)
ASTM C494 Type C
Do not use calcium chloride or other chloride-based
accelerators in concrete having steel reinforcing or
embedments.

Calcium Chloride ASTM D98 Use only for nonreinforced concrete High-Range Water Reducing
Admixtures (High Range)
(HRWRA)
ASTM C494 Type B
Water Reducing Agents (High
Range)
ASTM C494 Type F or G
Only one water-reducing admixture shall be used
Water Reducing Agents
(Normal Range)
ASTM C494 Type A
Only one water-reducing admixture shall be used
Water Reducing and Set
Accelerating Agents
ASTM C494 Type E
Only one water-reducing admixture shall be used
11-17-vw 03 30 00 – Cast-in-Place Concrete - 9 of 22

ITEM MATERIAL SPECIFICATION
Water Reducing and Set
Retarding Hydration Stabilizing
Agents
ASTM C494 Type D
Only one water-reducing admixture shall be used
Specific Performance
Admixtures (SPA)
ASTM C494 Type S
G. Supplementary Cementitious Materials (SCM’s) shall consist of the following materials:

ITEM MATERIAL SPECIFICATION
Fly Ash and other SCM’s Not permitted
H. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Class A “Structural” Concrete
Greenbook 600-CW-4000
(Use for foundations, footings,
ring walls, retaining walls, slabs
on grade, beams, columns,
walls, roof and floor slabs, and
other structural concrete.)
f’c 4000 psi per ASTM C39
Cement Content 600 lb cement per cubic yard minimum
but not more than 700 lb cement per cubic yard
Maximum Water/Cement Ratio 0.45 by weight
Aggregate SSPWC Greenbook Grading C
Maximum Aggregate Size 1½ inches
Slump 4-inches maximum per ASTM C143
Water Reducing Admixture Required
Maximum Transit Time 60 minutes (250 revolutions maximum) Class A2 “Premium NonStructural” Concrete
Greenbook 600-C-2500
(Use for pads and minor
structures where City elects to
waive CBC Special Inspection
requirements.)
f’c 2500 psi per ASTM C39
Cement Content 600 lb cement per cubic yard minimum
but not more than 700 lb cement per cubic yard
Maximum Water/Cement Ratio 0.45 by weight
Aggregate SSPWC Greenbook Grading C
Maximum Aggregate Size 1½ inches
Slump 4-inches maximum per ASTM C143
Water Reducing Admixture Optional
Maximum Transit Time 60 minutes (250 revolutions maximum) Class B “Street Paving”
Concrete
(Use for street pavement not
integral with curb and gutter.)
Greenbook 520-A-2500
f’c 2500 psi per ASTM C39
Cement Content 520 lb cement per cubic yard minimum
but not more than 700 lb cement per cubic yard
Maximum Water/Cement Ratio 0.55 by weight
Aggregate SSPWC Greenbook Grading A
Maximum Aggregate Size 2 inches
Slump 3 inches maximum per ASTM C143
Water Reducing Admixture Optional
Maximum Transit Time 90 minutes
Class B “Site Paving” Concrete
(Use for curbs, gutters,
sidewalks, and non-vehicular
paving.)
Greenbook 520-B-2500
f’c 2500 psi per ASTM C39
Cement Content 520 lb cement per cubic yard minimum
but not more than 700 lb cement per cubic yard
Maximum Water/Cement Ratio 0.55 by weight
Aggregate SSPWC Greenbook Grading B
Maximum Aggregate Size 2 inches
Slump 4-inches maximum per ASTM C143
Water Reducing Admixture Optional
Maximum Transit Time 90 minutes
Class B “Site Paving” Concrete
(Use for extruded curbs and
gutters.)
Greenbook 520-D-2500
f’c 2500 psi per ASTM C39
Cement Content 520 lb cement per cubic yard minimum
but not more than 700 lb cement per cubic yard
Maximum Water/Cement Ratio 0.55 by weight
Aggregate SSPWC Greenbook Grading D
Maximum Aggregate Size ¾ inches
Slump 2 inches per ASTM C143
Water Reducing Admixture Optional
Maximum Transit Time 90 minutes
11-17-vw 03 30 00 – Cast-in-Place Concrete - 10 of 22

ITEM DESCRIPTION
Class C “Utility” Concrete
(Use for encasement, thrust
blocks, fence and guardrail
posts, and mass concrete.)
Greenbook 520-C-2500
f’c 2500 psi per ASTM C39
Cement Content 520 lb cement per cubic yard minimum
but not more than 700 lb cement per cubic yard
Maximum Water/Cement Ratio 0.55 by weight
Aggregate SSPWC Greenbook Grading C
Maximum Aggregate Size 1½ inches
Slump 3-6 inches per ASTM C143
Water Reducing Admixture Optional
Maximum Transit Time 90 minutes
Class D “Slurry Backfill”
Concrete (Use for trench
backfill.)
Greenbook 94-E-100
f’c 100 psi per ASTM C39
Cement Content 94 lb cement per cubic yard
Maximum Water/Cement Ratio 0.60 by weight
Aggregate ¾ inches
Maximum Aggregate Size SSPWC Greenbook Grading E
Slump 6” maximum per ASTM C143
Water Reducing Admixture Optional
Maximum Transit Time 120 minutes
Reinforcing Steel fy 60,000 psi
Fiber-Reinforced Concrete
(Provide in Class AA, A, A2
and B concrete mixes to limit
microcracking and shrinkage
cracks)
Synthetic Fibers Refer to Section 03 24 00
Additional Requirements for
Concrete to which Floor
Hardener is to Be Applied
Slump <4 inches, except where ambient temperatures
are below 65°F, use slump < 3 inches.

Air Content <3%
Other Requirements Do not use set-accelerating admixtures containing calcium chloride.

Do not use admixtures that increase bleeding.

I. With addition of high range water reducer, slump shall be 7 inches +/- 1 inch.

J. Materials furnished for Work shall comply with requirements of ACI 301 §201, §203, and §204 as applicable.

K. Cement shall be clean and free from contaminants. Do not use cement reclaimed from cleaning bags or leaking containers. Do not use lumpy cement.

2.3 Mixes
A. Proportioning shall meet requirements of ACI 301 Chapter 3 “Proportioning.” B. Quantity of water shall be just sufficient to produce workable batches of concrete which can be worked into place without segregation or other flaws and compacted using vibratory methods to provide desired density, impermeability, and smoothness of surface. Adjust water quantity added if needed to adjust for variations in moisture content of aggregate while providing uniform consistency between batches. Determine consistency of batches by slump testing as described below.

C. Mixing shall meet requirements of ACI 301 Chapter 7 “Mixing.” D. Apply admixtures according to Manufacturer’s installation and warranty requirements.

E. Set controlling and water reducing admixtures shall be applied as follows:

1. Use or addition of admixtures shall be at Contractor’s option to increase workability and shall result in no increase in cost to City.

2. Use or addition of admixtures shall be subject to approval by City’s Representative. 11-17-vw 03 30 00 – Cast-in-Place Concrete - 11 of 22

3. Concrete containing admixture shall be first placed at location determined by City’s Representative.

4. High range water reducing admixtures shall be added to concrete on site after all other ingredients have been mixed and initial slump has been verified. Do not use more than 14 ounces of water reducer per sack of cement. Water reducer shall be considered as part of mixing water when calculating water cement ratio.

5. If high-range water reducer is added to concrete on site, it may be used in conjunction with same water reducer added at batch plant. Concrete shall have slump of 3 inches ±½ inch before adding high range water reducing admixture at job site.

6. High-range water-reducing admixture shall be accurately measured and pressure injected into mixer as single dose by experienced technician. Standby system shall be provided and tested before each day’s operation of job site system.

7. Mix concrete at mixing speed for at least 30 mixer revolutions after adding high-range water reducer.

F. Retempering of partially hardened concrete or mortar will not be permitted.

G. Trial batch testing shall proceed as follows:

1. Before placing any concrete, testing laboratory designated by City’s Representative shall prepare trial batch of each class of “structural” or “premium” concrete based on preliminary concrete mixes submitted by Contractor and using aggregates, cement and admixtures proposed.

2. During trial batch, testing laboratory may adjust aggregate proportions to obtain required properties. Such adjustments shall be considered refinements to mix design and shall not justify extra compensation to Contractor.

3. All concrete shall meet specified requirements whether aggregate proportions are from Contractor’s preliminary mix design, or whether proportions have been adjusted during trial batch process.

4. Trial batch materials shall be sufficient to yield 3 drying shrinkage and 10 compression test specimens from each batch.

5. Test 5 cylinders at 7 days to establish 7-day average compressive strength.

6. Test remaining 5 cylinders no more than 28 days after molding.

7. Required average compressive strengths shall be as follows:

SPECIFIED

COMPRESSIVE
STRENGTH (f’c)
28-DAY LABORATORY TRIAL BATCH

COMPRESSIVE STRENGTH MINIMUM

TEST RESULTS
28-DAY FIELD TEST

COMPRESSIVE STRENGTH

MINIMUM TEST RESULTS
5-CYLINDER

AVERAGE
ANY SINGLE TEST 5-CYLINDER AVERAGE
0 < f’c < 3000 psi f’c +1000 psi f’c f’c + 600psi
3000 psi ≤ f’c < 5000
psi
f’c +1200 psi f’c f’c + 600psi
5000 ≤ f’c f’c +1400psi f’c f’c + 600psi

8. Do not place “structural” or “premium” concrete until mix design has been qualified under test criteria above. Should source of materials or established procedures change, City may require new trial batch testing.

9. Field trial batches may be placed in Work at designated locations accepted by City’s Representative where concrete of lower quality is required. For payment purposes, concrete so placed will be considered to be type of concrete specified at that location.

H. Measure cement and aggregate for mixing concrete using direct weighing equipment accessible to City’s Representative.

I. Tolerances of measurement equipment shall be as follows:
11-17-vw 03 30 00 – Cast-in-Place Concrete - 12 of 22

1. Cement: Use weighing equipment accurate to ±1% of total weight

2. Aggregate: Use weighing equipment accurate to ±3% of total weight

3. Admixtures: Use weighing equipment accurate to ±3% of total weight

4. Water: Use metering equipment accurate to ±3% of total volume J. Water feed control mechanism shall be capable of being locked in position to deliver constant flow of water to each batch of concrete. A positive quick-acting valve shall be used for cut-off in water line to mixer. Operating mechanism shall not allow leakage to occur when valves are closed.

K. Ready mixed concrete shall meet ASTM C94 and the following additional requirements.

1. Materials used in ready-mixed concrete shall be subject to continuous inspection at batching plant by City’s Representative.

2. Begin mixing as soon as possible after concrete is placed in contact with aggregate. In no case shall 30 minutes elapse before mixing proceeds.

3. Concrete mixer design and operation shall ensure properly mixed concrete with uniform distribution of ingredients. Maintain mixers properly and in working order.

4. Mixers shall have no aluminum parts in contact with concrete.

L. Transit mixers shall meet the following requirements:

1. Transport and deliver all ready-mixed concrete to site using agitating equipment. Do not use non-agitating equipment or combination truck and trailer equipment to transport or deliver ready-mixed concrete.

2. Deliver ready-mixed concrete to site and complete discharge within “maximum travel time” specified above after addition of cement to aggregates. Also, deliver mixed concrete to site and complete discharge before drum has been revolved the specified maximum number of revolutions.

3. Transit mixers shall conform to “Standards for Operation of Truck Mixers and Agitators of the National Ready-Mixed Concrete Association” and “Truck Mixer and Agitator Standards of the Truck Mixer Manufacturer’s Bureau.”

4. Transit mixers shall have electrically actuated counters to record number of revolutions of drum or blades. Counter shall be resettable recording type, and shall be mounted in driver’s cab. Counters shall be actuated at time of starting mixers at mixing speeds.

5. Mixers and agitators in transit mixers shall have metal plate or plates installed by Manufacturer in prominent place showing equipment manufacturer’s designated drum volume capacity, speed of rotation for agitating, and mixing speeds of mixing drum or blades.

6. Transit mixers shall have identification number painted on mixer that can be easily read from batching platform.

7. Volume of concrete introduced into mixer shall not exceed equipment manufacturer’s specified mixing capacity.

8. Empty mixer of any previously mixed load before adding new concrete.

9. Materials, including mixing water shall be in mixer drum before actuating counter to count rotations.

10. Each batch of concrete shall be properly proportioned and mixed in transit mixer for 70 to 100 revolutions of drum or blades at rotation rate designated by equipment manufacturer. Additional mixing, if any, shall be at agitating speed designated by equipment manufacturer unless otherwise accepted by City’s Representative.

11. Truck mixers and their operation shall ensure concrete throughout mixed batch is discharged within acceptable limits of uniformity of consistency, mix and grading.

12. Adequate control of ready-mixed concrete may require addition of water into batch at discharge point, in which case water shall be mixed for at least 30 revolutions at equipment manufacturer’s designated mixing speed.
11-17-vw 03 30 00 – Cast-in-Place Concrete - 13 of 22

13. Slump tests taken at approximately ¼ point and ¾ points of load during discharge shall give slumps within 2 inches of each other when the specified slump is more than 3 inches and within 1 inch when the specified slump is 3 inches or less. Mixers failing to meet this requirement shall not be used on job until causing condition is corrected and satisfactory performance is verified on-site using additional slump tests. Mechanical parts of failing mixer, including water measurement and discharge apparatus, blades, rotation speed and drum clearances shall be serviced and checked before further attempt to use equipment.

14. Each delivery of ready-mixed concrete shall be accompanied by delivery ticket furnished to City’s Representative as described in Paragraph 1.6 above.

M. Paving and stationary mixers shall meet the following requirements:

1. Equip paving and stationary mixers with accurate timing device designed and constructed to lock discharge lever. Regulation of this device shall be under supervision of City’s Representative.

2. Provide water control equipment with each concrete mixer.

3. Place proper proportions of aggregate, cement, and water for each concrete batch into mixer for at least 1 minute (1½ minutes for reinforced concrete.)

4. Mixer rotating speed shall conform to that recommended by Manufacturer. Total volume of any batch shall not exceed water level copacity of mixer or Manufacturer’s specified mixer capacity.

N. Machine mixing is required except where it is obviously impractical, in which case City’s Representative may accept hand-mixing.

O. Hand-mixing will be accepted when less than 1 cy concrete is required.

1. Do not use hand-mixing methods which allow loss of mixing water.

2. Hand-mix concrete on water-tight platform or in mortar box in batches not to exceed ⅓ cubic yard each.

3. Spread aggregates in uniform layer.

4. Evenly distribute required quantity of cement over aggregates.

5. Turn entire batch with shovels until ingredients are thoroughly blended before adding water.

6. After adding proper amount of water, turn batch with shovels again until uniform consistency is obtained.

P. Compartments of trucks or other equipment used to transport dray aggregate and cement, or mixed concrete shall be constructed to prevent loss or leakage of contents during charging, transit, or discharging.
11-17-vw 03 30 00 – Cast-in-Place Concrete - 14 of 22
PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install Concrete structural systems before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. No concrete shall be placed except in the presence of a duly authorized representative of the City’s Representative. The Contractor shall notify the City’s Representative in writing at least 24 hours in advance of placement of any concrete.

C. Set and secure in the forms all reinforcement, anchor bolts, sleeves, inserts and similar items where shown or by shop drawings and shall be acceptable to the City’s Representative before placing any concrete. Accuracy of placement is the responsibility of the Contractor.

D. Before placing concrete within forms, each trade having embedded items, including water stops within forms and affected by concrete placement shall certify all items are properly located, placed and braced.

E. Earth surfaces shall be thoroughly wetted by sprinkling before placing concrete. At time of concrete placement, ground surface shall be moist, but free from standing water, mud and debris.

F. Cold joints in concrete shall be deemed to occur whenever placement of concrete is interrupted for any reason so new concrete is neither incorporated integrally with previously placed concrete in opinion of City’s Representative nor keyed in place with preformed construction joint shown on Contract Documents or accepted shop drawings. Prepare horizontal surfaces of cold joints as follows:

1. Compacting and roughen horizontal with minimum ¼” amplitude profile for good bond.

2. Clean tooled joint surface of all laitance, loose or defective concrete and foreign matter by hydroblasting or sandblasting to expose aggregate.

3. Thoroughly wash hydro-blasted or sandblasted surface with clean water.

4. Remove all ponded water from surface of construction joints.

5. Coat joint surface with epoxy-bonding agent unless otherwise shown.

G. Construction joints shown on Contract Documents and accepted shop drawings may be made as shown with provision of keys or other locking shapes to secure proper union with subsequent work.

H. Before placing concrete, secure inspection of steel reinforcement and obtain acceptance by City’s Representative at least 4 hours before placing concrete.

I. Before placing concrete, thoroughly clean of all dirt, grease, loose scale and rust, grout, mortar and other foreign substances the surfaces of all metalwork to be in contact with concrete.

J. Before placing concrete, provide dewatering, runoff diversion and protection as needed to ensure proper and water-free environment suitable for concrete hardening and curing. Do not place concrete underwater or in spaces where standing water is present. Protect uncured concrete from exposure to rain, runoff or groundwater. Do not allow water to flow over the surface of any concrete in such manner and at such velocity as to injure the surface finish of the concrete.

K. Before placing concrete, clean all dried grout from forms and embedded items encrusted with dried grout from concrete previously placed in the vicinity or adjacent to the proposed concrete placement.

L. Corrosion Protection: Pipe, conduit, dowels and other ferrous items required to be embedded in concrete construction shall be so positioned and supported before placement 11-17-vw 03 30 00 – Cast-in-Place Concrete - 15 of 22
of concrete that there will be a minimum of 2 inches clearance between said items and any part of the concrete reinforcement. Securing such items in position by wiring or welding them to the reinforcement will not be permitted.

M. Notify City’s Representative in writing at least 24 hours before placing any concrete. Do not place concrete except when City’s Representative or his duly authorized representative is present.

N. Order of placement of concrete shall be acceptable to City’s Representative. To minimize shrinkage effects, place concrete in units bounded by construction joints shown in shop drawings. Placement shall occur such that each unit shall cure at least 7 days for hydraulic structures and 3 days for all other structures before contiguous units are placed, except corner sections of vertical walls shall not be placed until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for all other structures.

O. Provide sufficient illumination in interior of all forms so concrete at places of deposit is visible from deck or runway.

P. Schedule concrete placement during evening or morning hours or provide ice or pre-cooled aggregate as needed to maintain temperature of concrete within the following ranges immediately before placement.

1. Concrete less than 12 inches thick: 55°F to 90°F

2. All other concrete: 50°F to 90°F

3. When concrete temperature exceeds 80°F, only set retarding admixtures shall be used.

4. When concrete temperature exceeds 85°F, time between introducing cement to aggregates and discharge shall not exceed 45 minutes.

5. No additional compensation will be made to contractor for measures used to maintain concrete temperature within specified limits.

Q. Hot weather placement shall proceed as follows:

1. Comply with ACI 305.

2. From initial placement through curing, protect concrete from adverse effects of high temperature, low humidity and wind.

R. All ends of chutes, hopper gates, and all other points of concrete discharge shall be arranged so concrete passing from them will flow continuously into receiving vessel without separation. Conveyor belts, if used, shall be wiped clean by device operated so mortar adhering to belt is not wasted and shall be of type acceptable to City’s Representative.

Chutes shall be no longer than 50 feet long. Slopes of chutes shall permit free and continuous flow of concrete being placed.

3.2 Installation/Application
A. Refer to Sections 01 73 00, 01 73 24, and 01 73 33 for basic execution and installation requirements.

B. Furnish and install concrete at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. California Building Code Chapter 19 “Concrete”

3. Other applicable building and CalGreen code requirements

4. ACI 301 Structural Concrete for Buildings Chapter 8.

5. ACI 318 Building Code Requirements for Reinforced Concrete

6. Manufacturer’s installation and warranty requirements

7. Standard Specifications for Public Works Construction Section 303 “Concrete and Masonry Construction.”
11-17-vw 03 30 00 – Cast-in-Place Concrete - 16 of 22
D. Where hydrophobic waterproofing admixtures are added, admixture Manufacturer’s installation and warranty requirements shall also be followed.

E. Refer variances between above documents and Contract Documents to City’s Representative.

F. Pumping of concrete will only be permitted if satisfactory end results are obtained.

1. For redundancy, provide standby pump on site or provide pumping equipment with two cylinders, designed to operate with one cylinder only.

2. Replace pumping equipment or hoses that fail to function properly.

3. Minimum diameter of hose and conduits shall be in accordance with ACI 304

4. Do not use aluminum conduits to convey concrete.

5. Concrete samples for slump, air content and test cylinders will be taken at placement (discharge) end of line.

G. Do not drop concrete through reinforcing steel or into any deep form, nor place concrete in any form in manner permitting accumulation of mortar on surfaces above placed concrete. If necessary, use hoppers or vertical ducts of canvas, rubber or metal to convey concrete to place of final deposit without separation or splashing. Free fall shall not exceed 4 feet below ends of ducts, chutes or buggies except in column forms. In no case shall concrete be displaced horizontally in forms by more than 6 feet after depositing. Deposit concrete in uniform horizontal layers not deeper than 2 feet. Avoid inclined layers or inclined construction joints except where required for sloping members. Place each layer while previous layer is still soft. Rate of placement in forms shall not exceed 5 vertical feet of rise per hour.

H. Place thrust blocks behind all non-welded, non-flanged or non-restrained valves, fittings, reducers, tees, crosses, bends and dead ends. Place thrust blocks as follows:

1. Wrap fittings and valves, leaving stainless steel bolts exposed. Do not allow concrete to contact flanges or bolts.

2. City’s Representative shall inspect formwork and be present throughout placement of concrete.

3. Unless otherwise shown on drawings, provide bearing surface not less than 3 times pipe diameter in all directions.

4. Thrust block shall bear against undisturbed soil.

5. In soft or disturbed soil, increase bearing surface as directed by City’s Representative.

I. Concrete in ramps and sloping slabs shall be placed uniformly from bottom to top for full width of placement. As work progresses, vibrate concrete and carefully work it around reinforcement. Screed ramp surface in an up-slope direction.

J. Thoroughly settle, compact and consolidate concrete in forms or excavations throughout entire depth of concrete layer being placed.

1. Consolidate concrete into dense, homogeneous mass, filling all corners and angles, thoroughly embedding reinforcement and embedments, eliminating all rock pockets and bringing only a slight excess of water to exposed concrete surface during placement.

2. Vibrators shall be Group 3 per ACI 309. Use high-speed power vibrators (8,000 rpm to 12,000 rpm) of immersion type in sufficient number and with (at least one) standby units as required to accomplish specified results within 15 minutes after concrete is deposited.

Group 2 vibrators may be used only at specific locations when accepted by City’s Representative.

3. Concrete in walls shall be internally vibrated and at same time, rammed, stirred, or worked with suitable appliances, tamping bars, shovels, or forked tools until it completely fills forms or excavations and closes snugly against all surfaces. Do not place subsequent layers of concrete until previously placed layers have been worked thoroughly as specified. Keep vibrating head from contact with form surfaces. 11-17-vw 03 30 00 – Cast-in-Place Concrete - 17 of 22

4. Do not vibrate concrete excessively or work it in any manner causing segregation of its constituents.

K. Horizontal surfaces of concrete shall be level whenever run of concrete is stopped. To ensure level, straight joint on exposed surfaces of walls, tack wood strip at least ¾ inch thick to forms on these surfaces. Carry concrete about ½ inch above underside of strip. About one hour after concrete is placed, remove wood strip. Using trowel, remove irregularities in edge formed by strip, and remove all laitance.

L. Concrete finishing shall proceed as follows:

1. As soon as forms are removed, examine all exposed surfaces and rub or grind all fins, bulges or ridges in satisfactory method to provide smooth, uniform and continuous surface.

2. Do not plaster or coat surfaces to be smoothed.

3. Do not use aluminum finishing tools.

4. Finished surfaces shall present finished, smooth, continuous hard surface.

5. Tolerances of finished concrete shall be as shown in Section 03 10 00.

6. City’s Representative will inspect finished surface for voids, holes, honeycombing, rock pockets or similar depression defects. Damage shall be repaired as specified.

7. Repair surface defects within 2 hours of form removal.

8. Surface defect repairs that cannot be made within 2 hours following form removal shall be delayed until after curing compound has been applied. In such case, area involved shall then be wet sandblasted to remove curing compound following which repairs shall be made as specified, and curing compound shall be reapplied over repaired area.

M. Repair defective work at Contractor’s expense as follows:

SURFACE DEFECTS

DEFECT REPAIR METHOD
Tie Rod Cone Holes Ream circular holes with suitable toothed reamers to leave surfaces of holes clean and rough. Do not ream rectangular holes or holes deeper than their least surface dimension.

Repair holes in approved manner with dry-packed cement grout.

Cracks in Retaining
Walls and Walls in
Contact with Backfill
Apply waterproofing membrane to cover fill side of wall. or
Vee cracks on water-bearing face with suitable tools.

Fill with construction joint sealant designed for water-bearing structures Cracks in
Water-bearing
Structures
Vee cracks on water-bearing face with suitable tools.

Fill with construction joint sealant designed for water-bearing structures.

Minor Voids, Holes
or Honeycombing
Cut back from trueline at least ½ inch over entire area. Use chipping and cutting tools as needed.

Do not feather edges.

Remove 1/32-inch of surface film from hardened and cured portions by wet sandblast.

Remove all laitance or soft material before bonding.

Moisten exposed surface but do not wet it enough to overcome suction needed for bond.

Mix for repair shall be 1 sack cement to 3 cubic feet sand with Atlas white Portland cement added as needed on interior walls to make patch match finish.

Apply bonding agent if required.

Apply repair mix.

HOLES EXTENDING THROUGH CONCRETE

DEFECT REPAIR METHOD
Small Holes less
than 12 inches in
least dimension
Fill hole with non-shrink grout.

Where face of repaired surface is exposed to view, hold grout back 2 inches from finished surface.

Patch remaining 2 inches as described above for “Minor Voids, Holes or Honeycombing.” For water bearing structures, apply bentonite
material around perimeter of hole.
11-17-vw 03 30 00 – Cast-in-Place Concrete - 18 of 22
Large Holes greater
than 12 inches in
least dimension
Chip keyway into edge of opening.

Repair keyed opening as described above for “Small Holes.” Large Holes greater
than 24 inches in
least dimension
Chip keyway into edge of opening
If reinforcing is not present, dowel and epoxy reinforcing of size matching reinforcing in existing wall across opening in both directions.

Repair keyed and reinforced opening as described above for “Small Holes.”.

N. Perform all repairs using approved methods that do not disturb bond or cause sagging or horizontal fractures. Finished surfaces shall be cured using methods and duration similar to that for adjacent concrete.

O. Concrete finishing of unformed surfaces shall proceed as follows:

1. After proper and adequate vibration and tamping, bring unformed surfaces of slabs, floors, walls and curbs to uniform surface with suitable tools.

2. Screed concrete and then immediately treat with liquid evaporation retardant. Reuse retardant as needed after each operation to prevent drying shrinkage cracks.

3. Classes of unformed surfaces shall be as follows:

FINISH LOCATION DESCRIPTION
U1
(screeded
finish)
Grade slabs and foundations
to be covered with concrete or
fill material
Sufficient leveling and screeding to produce even, uniform surface with surface irregularities not exceeding 3/8 inch. No further special finish.

U4
(hairbroom
finish)
Non water-bearing slabs
Water bearing slabs with
slopes >10%
After completing steel trowel finish U3, add light hairbroom finish with brooming perpendicular to drainage unless otherwise shown. Resulting surface shall be rough enough to provide nonskid finish.

P. Do not backfill against walls until concrete has obtained 100% of specified 28-day compressive strength.

Q. Concrete finishing of formed surfaces shall proceed as follows:

1. Repair surface defects.

2. Immediately after stripping forms, inspect concrete surface. Repair poor joints, voids, rock pockets and other defective areas.

3. Fill form tie holes as directed in Section 03 10 00.

3.3 Field Quality Control
A. Refer to Section 03 10 00 for field testing and inspection of formwork.

B. Refer to Section 03 15 00 for inspection of concrete accessories and joints.

C. Refer to Section 03 20 00 for field testing and inspection of steel reinforcement.

D. Refer to Section 03 39 00 for field testing and inspection of curing.

E. CBC Chapter 17 special inspection shall only be required for Class A “structural” concrete and concrete having specified compressive strength f’c exceeding 2500 psi.

F. Maintain placing record on-site showing time and date of placement of all concrete having specified compressive strength f’c exceeding 2500 psi as required in CBC Section 1704.4.2.

G. Special inspection and field testing of Class A concrete required by Chapter 17 of CBC (Table 1704.4) shall be completed by ICBO-certified special inspector selected by City and shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST
PAID
FOR BY

RETESTS

PAID FOR
BY
11-17-vw 03 30 00 – Cast-in-Place Concrete - 19 of 22

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST
PAID
FOR BY

RETESTS

PAID FOR
BY
Class A
Concrete and
Concrete
having f’c
exceeding
2500 psi
Design Mix
Verification
ACI 318, Ch 4 & 5.2-5.4, CBC
1904.25.25, 1913.2, & 1913.3
Periodic per CBC
Table 1704.4
City Contractor
to
reimburse
City for
costs of first
deputy
inspector if
reinspection
is required
Slump ACI 318 Sec. 5.6& 5.8, ASTM
C31, ASTM C172 & CBC
1913.10 Slump per ASTM C143
Continuous per CBC
Table 1704.4 taken
at at ¼ point and ¾
point of batch and at
time fresh concrete is
sampled to fabricate
cylinders for strength
tests
Air Content ACI 318 Sec. 5.6& 5.8, ASTM
C31, ASTM C172 & CBC
1913.10 Air content per ASTM
C173 or C231
Temperature ACI 318 Sec. 5.6& 5.8, ASTM
C31, ASTM C172 & CBC
1913.10
Proper
Placement of
Concrete
ACI 318 Sec. 5.9-5.10, CBC
1913.6, 1913.7,& 1913.8
Continuous per CBC
Table 1704.4
Verification of
in-situ
Concrete
Strength Prior
to Removal of
Shores and
Forms
ACI 318, Sec. 6.2
See below for concrete strength
test requirements
Periodic per CBC
Table 1704.4
Curing
Temperature
and
Techniques
ACI 318, Sec. 5.11-5.13, & CBC
1913.9
Periodic per CBC
Table 1704.4
H. Additional field testing of concrete shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST
PAID
FOR BY

RETESTS

PAID FOR
BY
Concrete
Compressive
Strength f’c
Trial Batch 1
st 3 cylinder tests at 7 days
2 nd 3 cylinder tests at 28 days
average compressive strength at
28 days shall exceed 125% of
specified compressive strength
f’c
3 drying shrinkage
samples and 10
compression test
cylinders for each
class or mix of
concrete used
Contractor Contractor
Cylinder
Sampling
ASTM C172 Sample each 100 cy
concrete and each
separate mix design
placed on any day
Contractor Contractor
Cylinder
Testing of
Compressive
Strength f’c
Field Cylinders per ASTM C31
Section 9.2
Make six 6-inch
diameter x 12-inch
high cylinders per
100 cy concrete and
separate mix design
placed on any day
1 st test at 7 days
2 nd test at 28 days
Save remaining
cylinders to verify test
results as directed.

City Contractor
Laboratory Cylinders per ASTM
C192
Testing per ASTM C39 Average
of two cylinders
Evaluation per ACI 214 & ACI
318 Chapter 5 “Concrete
Quality”
Standard deviation of test results
shall not exceed 640 psi.
11-17-vw 03 30 00 – Cast-in-Place Concrete - 20 of 22

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST
TEST
PAID
FOR BY

RETESTS

PAID FOR
BY
Test Core
Testing of
Compressive
Strength f’c
Take test cores per ASTM C42 if
minimum strengths fall below
those specified.
3 cores per test as
directed
Contractor Contractor
Concrete tested by coring shall
be acceptable if average f’c of 3
cores equals 85% of specified f’c
and no single core strength is
less than 75% of specified f’c
Concrete Flexural
Strength
ASTM C78 As directed Contractor Contractor
Unit Weight
Yield
ASTM C138 As directed Contractor Contractor
Drying
Shrinkage
California Test 530 As directed Contractor Contractor
Concrete
Finishing
Dimensional
Tolerance
ACI 117 and Section 03 10 00 Inspection at City’s
discretion
City City
Surface
Defects
Holes larger than ½ inch
diameter or greater than ¼ inch
deep are defined as surface
defects. More stringent
requirements exist for some
specified finishes.

As directed City City
Permeability
and Cracking
in WaterBearing
Structures
Section 03 08 50 As directed City City
Cracking in
Flatwork and
Non-Waterbearing
Structures
No cracks wide enough to stick
a dime in except at expansion or
contraction joints.

As directed City City
Concrete 11-month
Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturer’s printed literature
1 test City Contractor
I. Concrete samples for batch testing shall be furnished in steel drums at no cost to City.

J. In lieu of trial batch testing, Contractor may submit previously designed, tested and successfully used concrete mixes using materials similar to those intended for this project, together with at least 3 certified test reports of 28 day strength of proposed concrete mix.

K. Laboratory used for field testing shall meet or exceed requirements of ASTM C1077.

L. Contractor shall provide concrete for testing at no charge to City, and shall assist City’s Representative and laboratory personnel in obtaining samples, and disposal and cleanup of excess material.

M. Statistical analysis of compression test results will be performed according to ACI 214.

Standard deviation of test results shall not exceed 640 psi when ordered at equivalent water content as estimated by slump. When said standard deviation exceeds 640 psi, increase average strength for which mix is designed as needed to satisfy statistical requirement that:

1. Probability of any test being more than 500 psi below specified strength < 1%.

2. Probability of average of any 3 consecutive tests being below specified strength <1%. 11-17-vw 03 30 00 – Cast-in-Place Concrete - 21 of 22
Required average strength shall be calculated using Criterion Number 3 of ACI 214 using actual standard deviation.

N. All concrete which fails to meet ACI requirements and these Specifications is subject to rejection, removal, and replacement at no increase in cost to City.

O. In lieu of removing and replacing slightly deficient concrete having 85% or more of specified strength, City may, at their sole discretion, elect to reduce payment due to Contractor for substandard concrete as described in Caltrans Standard Specification §90-9 “Compressive Strength.”

3.4 Cleaning
A. Wash out chutes, shovels, finishing trowels and all other equipment that has been in contact with wet concrete at a designated concrete washout area.

B. Do not discharge or deposit wet concrete, debris, or other concrete washout effluent on bare ground, on area tributary to storm drain or natural channel or in any storm drain facility.

C. Dispose of concrete and concrete waste in accordance with all pollution prevention laws and regulations.

D. Refer to Section 01 74 00 for cleanup and disposal requirements.

3.5 Protection
A. Protect all concrete against injury until final acceptance by City.

B. Protect fresh concrete from damage due to impact, overstress, vandalism and weather, including precipitation or extremes in temperature or humidity until final acceptance.

C. Prevent drying of concrete and avoid roughening or otherwise damaging concrete surface.

D. Any new concrete not complying with these specifications shall be satisfactorily repaired or removed and replaced prior to final acceptance except where City agrees to reduce payment as described above.

END OF SECTION
11-17-vw 03 30 00 – Cast-in-Place Concrete - 22 of 22

THIS PAGE INTENTIONALLY BLANK
3-18-vw 03 35 00 –Concrete Finishing - 1 of 6
SECTION 03 35 00

CONCRETE FINISHING
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of concrete finishing.

B. Refer to Section 03 10 00 for concrete form removal.

C. Refer to Section 03 30 00 for cast-in-place concrete.

D. Refer to Section 03 39 00 for concrete curing, floor hardeners, and dampproofing.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 65 00: Product Delivery Requirements
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 01 73 00: Execution
G. Section 01 74 00: Cleaning and Waste Management
H. Section 03 10 00: Concrete Forming
I. Section 03 30 00: Cast-in-Place Concrete
J. Section 03 39 00: Concrete Curing
K. Section 32 12 16: Asphalt Paving Systems Conforming to Greenbook Specifications L. Section 32 13 73: Concrete Paving Joint Sealants

1.3 System Description
A. Finish concrete as specified herein and shown on Plans.

1.5 References
A. ACI 117 Standard Tolerances for Concrete Construction Materials B. California Building Code (CBC)
C. California Green Building Standards Code (CALGreen Code) D. SSPWC Standard Specifications for Public Works Construction (Greenbook) §303 “Concrete and Masonry Construction.”
E. USBR M47 Repair of Concrete

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

B. Refer to Section 01 22 00 for measurement and payment clauses for concrete finishing.

PART 2 - PRODUCTS

2.1 Materials
3-18-vw 03 35 00 –Concrete Finishing - 2 of 6
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. Materials for concrete structural systems shall be:

ITEM MATERIAL SPECIFICATION
Grout for Smooth Concrete
Finish
1 part Portland cement (½ gray & ½ white Portland cement) White Portland cement to be Atlas white or equal.
1 part fine sand passing No. 16 sieve
Calcium chloride (add amount equal to 5% of cement by
volume.)
Sufficient water to provide consistency of thick paint.

C. Materials furnished for Work shall conform to requirements of ACI 301 §201, §203, and §204 as applicable.

PART 3 - EXECUTION

3.1 Preparation
A. Schedule concrete placements so newly placed concrete will not be damaged by blasting or other operations.

B. Protect uncured concrete from exposure to rain, runoff or groundwater.

3.2 Installation
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Furnish and install concrete at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. California Building Code Chapter 19 “Concrete”

3. Other applicable building and CalGreen code requirements

4. SSPWC Standard Specifications for Public Works Construction (Greenbook) §303 “Concrete and Masonry Construction.”
D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Horizontal surfaces of concrete shall be level whenever run of concrete is stopped. To ensure level, straight joint on exposed surfaces of walls, tack wood strip at least ¾” thick to forms on these surfaces. Carry concrete about ½” above underside of strip. About one hour after concrete is placed, remove wood strip. Using trowel, remove irregularities in edge formed by strip, and remove laitance.

F. Protect surfaces of completed concrete placements from foot traffic until surface will not be marred by footprints. Provide planked walkways across fresh concrete as required.

G. Concrete finishing shall proceed as follows:

1. As soon as forms are removed, examine exposed surfaces and rub or grind fins, bulges or ridges in satisfactory method to provide smooth, uniform and continuous surface.

2. Do not plaster or coat surfaces to be smoothed.

3. Do not use aluminum finishing tools.

4. Finished surfaces shall present finished, smooth, continuous hard surface.

5. Tolerances of finished concrete shall be as shown in Section 03 10 00.

6. City’s Representative will inspect finished surface for voids, holes, honeycombing, rock pockets or similar depression defects. Damage shall be repaired in presence of City’s Representative as specified.
3-18-vw 03 35 00 –Concrete Finishing - 3 of 6

7. Repair surface defects within 2 hours of form removal.

H. Repair defective Work at Contractor’s expense in accordance with USBR M47 as follows:

SURFACE DEFECTS

DEFECT REPAIR METHOD
Fins and Loose
Materials
Remove within 24 hours of form removal.

Tie Rod Cone Holes
and Holes >1/2”
diameter
Ream circular holes with suitable toothed reamers to leave surfaces of holes clean and rough.

Do not ream rectangular holes or holes deeper than their least surface dimension.

Repair holes in approved manner with dry-packed cement Class C mortar (1-part cement to 2 parts fine aggregate)
Cracks in Retaining
Walls and Walls in
Contact with Backfill
Apply waterproofing membrane to cover fill side of wall. or
Vee cracks on water-bearing face with suitable tools.

Fill with construction joint sealant designed for water-bearing structures Cracks in
Water-bearing
Structures
Vee cracks on water-bearing face with suitable tools.

Fill with construction joint sealant designed for water-bearing structures.

Minor Voids, Holes,
Recesses, or
Honeycombing
Delineate defective concrete containing honeycomb, shrinkage cracking, or rock pockets by sawcutting at least 1” deep around defective work in rectangular shape.

Within sawcut lines, remove at least ½” over entire area. Use chipping and cutting tools as needed. Do not feather edges.

Remove 1/32” of surface film from hardened and cured portions by wet sandblast.

Secure repair Work in place with reinforcement, keys, dovetails, or anchors.

Remove laitance or soft material before bonding.

Moisten exposed surface but do not wet it enough to overcome suction needed for bond.

Brush coat with neat-cement grout or accepted bonding agent.

Dry-pack mortar for repair shall be Class C (1 part cement to 2 parts fine aggregate) with Atlas white Portland cement added as needed so patch matches finish.

Quantity of mixing water shall be minimum necessary to obtain uniform mixture.

Thoroughly compact mortar in place and strike off to adjacent concrete. Use forms if required.

Cure areas repaired with concrete or mortar per Section 03 39 00.

HOLES EXTENDING THROUGH CONCRETE

DEFECT REPAIR METHOD
Small Holes less than
12” in least dimension
Fill hole with non-shrink grout.

Where face of repaired surface is exposed to view, hold grout back 2” from finished surface.

Patch remaining 2” as described above for “Minor Voids, Holes or Honeycombing.” For water bearing structures, apply bentonite or other accepted waterstop material around perimeter of hole.

Large Holes greater
than 12” in least
dimension
Chip keyway into edge of opening.

Repair keyed opening as described above for “Small Holes.” Large Holes greater
than 24” in least
dimension
Chip keyway into edge of opening
If reinforcing is not present, dowel and epoxy reinforcing of size matching reinforcing in existing wall across opening in both directions.

Repair keyed and reinforced opening as described above for “Small Holes.”.

I. Perform concrete repair work in accordance with USBR M-47 except as specified otherwise.

J. Perform repairs using accepted methods that do not disturb bond or cause sagging or horizontal fractures.

K. Repairs shall only be made in presence of City’s Representative.

L. Concrete finishing of unformed surfaces shall proceed as follows:

1. After proper and adequate vibration and tamping, bring unformed surfaces of slabs, floors, walls and curbs to uniform surface with suitable tools. 3-18-vw 03 35 00 –Concrete Finishing - 4 of 6

2. Slope exterior surfaces for drainage, unless otherwise shown.

3. Screed concrete and then immediately treat with liquid evaporation retardant. Reuse retardant as needed after each operation to prevent drying shrinkage cracks.

4. Classes of unformed surfaces shall be as follows:

FINISH LOCATION DESCRIPTION
U1
(screeded
finish)
Grade slabs and foundations to
be covered with concrete or fill
material
Sufficient leveling and screeding to produce even, uniform surface with surface irregularities not exceeding ⅜”. No further special finish.

U2
(float finish)
Unformed exterior surfaces not
to be covered by additional
concrete or backfill.

Inverts of channels, storm
drains, and other concrete flow
surfaces,
Floors to be covered with
grouted tile or topping grout.

Slabs to be covered with built-up
roofing.

Allow concrete to stiffen so it will bear a worker’s weight without deep imprint.

Do not float or finish surfaces exhibiting a visible moisture sheen.

Once concrete hardens and moisture sheen disappears,
screed, darby, or bull-float finish surface with wood or metal floats or with finishing machine using float blades.

Bring surface to required finish level with no coarse aggregate visible. Do not add sand, dry cement, dry dust or water to surface during finishing.

Float surface to true and even plane.

Do not excessively float surfaces while concrete is plastic.

Floating shall be minimum necessary to produce
uniform-texture surface free from screed marks.

Surface irregularities shall not exceed ¼”.

U3
(steel trowel
finish)
Finished interior surfaces.

Top surface of walls.

Water-bearing slabs with slopes
of 10% or less.

After floated finish U2 hardens sufficiently to prevent excess of fine material from being drawn to surface, steel trowel surface with firm pressure to flatten sandy texture of floated surface and produce dense uniform surface free from blemishes, ripples and trowel marks. Finish shall be smooth and free from irregularities.

U4
(hairbroom
finish)
Walking surfaces.

Non water-bearing slabs
Water bearing slabs with slopes
>10%
After completing steel trowel finish U3, add light hairbroom finish with brooming perpendicular to drainage unless otherwise shown. Resulting surface shall be rough enough to provide nonskid finish.

Joints Joints Carefully make joints using edging tool where required.

M. Protect finished surfaces from stains, abrasions, or damage.

N. Concrete finishing of formed surfaces shall proceed as follows:

1. Immediately after stripping forms, inspect concrete surface.

2. Repair surface defects.

3. Repair poor joints, voids, rock pockets and defective areas.

4. Fill form-tie holes as directed in Section 03 10 00.

5. Clean exposed surfaces of unsightly encrustations or stains.

6. Classes and tolerances of non-architectural finishes shall be:

FINISH LOCATION DESCRIPTION

FINISH CLASSES
Unformed
Surface
Finishes
Refer to Finishes U1 through U4
above
Refer to Finishes U1 through U4 above
General Exposed Formed Surfaces
Except where Otherwise Shown
Leave finish with texture imparted by forms except where defective surfaces require repair.

Do not reuse forms showing evidence of surface wear or
defects which might impair surface finish quality.

Surface defects shall be classified as “abrupt” or “gradual” Abrupt surface defects from displaced form sheathing or lining, or loose knots will be directly measured.

Gradual surface defects will be tested by template, either a straightedge for plane surfaces, or a shaped template for curved or warped surfaces.
3-18-vw 03 35 00 –Concrete Finishing - 5 of 6

FINISH LOCATION DESCRIPTION
Ordinary
Surface
Finish
(SSPWC
303-1.9.2)
Exposed Channel Wall Surfaces,
Buried or backfilled surfaces
Immediately after form removal, remove exterior form bolts to at least 1” below concrete finish surface
Clean and ream or tool resulting holes and depressions, and holes from air or rock pockets.

Apply bonding agent to concrete surface.

Mix mortar 45 minutes before use
Fill holes with Class C mortar (1-part cement to 2 parts fine aggregate)
After mortar hardens, rub surface with carborundum to obtain same color in mortar as in surrounding concrete.

Remove fins and other projections.

Class 1
Surface
Finish
(SSPWC
303-1.9.3)
Columns, Culvert Headwalls,
Retaining Walls above Grade to
12” below Finished Grade,
Outside Vertical Surfaces,
Interiors of Mechanical and
Electrical Rooms
Complete Ordinary Surface Finish
Allow surfaces to be exposed to elements for 30 days or until surface appearance is uniform.

Power-sand entire surface to obtain uniform color and texture.

Use power carborundum stones or discs to remove bulges or irregularities, and smooth over form marks.

FINISH TOLERANCES
Class B Surfaces Outside Spillways and
Channels but Exposed to View
Gradual surface defects shall not exceed ¼” deviation from straightedge or template.

Eliminate abrupt or gradual surface defects by grinding to plane of 1:20 ratio of height to length.

Class C Nonflow Surfaces Refer to tolerance requirements in Paragraph 3.3 below.

Class D Nonflow Surfaces Not Exposed
to View
No tolerance requirements except repair of defective concrete.

3.3 Field Quality Control
A. Field testing of concrete finishing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Concrete
Finishing
Dimensional
Tolerance
ACI 117 and Section 03 10 00 Inspection at
City’s
discretion
City City
Gradual Surface
Defects
¼” maximum deviation from
straightedge or template in 10’
All exposed
surfaces
Contractor Contractor
Abrupt Surface
Defects
Holes larger than ½” diameter or
greater than ¼” deep are defined
as abrupt surface defects. More
stringent requirements exist for
some specified finishes.

All exposed
surfaces
City City
Cracking in
Flatwork and
Non-Waterbearing
Structures
No cracks wide enough to stick a
dime in except at expansion or
contraction joints.

As directed City City
Concrete 11-month
Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturer’s printed literature
1 test City Contractor

3.4 Protection
A. Protect concrete against injury until final acceptance by City.

B. Protect fresh concrete from damage due to impact, overstress, vandalism and weather, including precipitation or extremes in temperature or humidity until final acceptance. 3-18-vw 03 35 00 –Concrete Finishing - 6 of 6
C. Any new concrete not complying with these specifications shall be repaired or removed and replaced prior to final acceptance except where City agrees to reduce payment as described above.

END OF SECTION
7-17-vw 03 39 00 – Concrete Curing - 1 of 6
SECTION 03 39 00

CONCRETE CURING
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and curing of concrete.

B. Refer to Section 03 30 00 for cast-in-place concrete.

1.3 System Description
A. Furnish and install curing compound which when applied to fresh concrete will form continuous membrane over exposed surface.

B. Installers of floor surface hardeners shall have minimum of 3 years specialized experience in application of dry shake surface hardeners.

1.5 References
A. ASTM C31 Making and Curing Concrete Test Specimens in Field B. ASTM C156 Water Retention by Concrete Curing Materials C. ASTM C171 Sheet Materials for Curing Concrete
D. ASTM C192 Making and Curing Concrete Test Specimens in Laboratory E. ASTM C309 Liquid Membrane-Forming Compounds for Curing Concrete F. California Building Code (CBC)
G. California Green Building Standards Code (CALGreen Code) H. Caltrans Standard Specifications – Section 90 Portland Cement Concrete I. Fed Spec UU-B-790A Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellent and Fire Resistant
J. SSPWC Standard Specifications for Public Works Construction (Greenbook) §201-4 “Concrete Curing Materials
K. SSPWC Standard Specifications for Public Works Construction (Greenbook) §303-1.10 “Curing.”
7-17-vw 03 39 00 – Concrete Curing - 2 of 6

1.6 Submittals
A. Furnish the following submittals in accordance with ACI 301 and California Building Code.

SUBMITTAL DESCRIPTION
Product Data Required for curing compounds per Product Data requirements.

Installation Instructions Submit materials and methods for curing per Installation Instruction requirements.

Certificate of Compliance For curing compounds, submit Certificate of Compliance with ASTM C309 on City’s request.

Warranty Furnish one-year warranty from date of final acceptance B. In addition to requirements of ACI, refer to Section 01 33 00 for definition of requirements for Product Data, Installation Instructions, and Certificates of Compliance.

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

B. Strictly follow ASTM C309 and Manufacturer’s instruction and warranty requirements for delivery, storage and handling of curing compounds.

C. At time of use, maintain pigmented curing compounds in thoroughly mixed condition.

D. Store materials in air-tight containers when not in use.

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

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Curing Compounds
(Water-Based Resin Type)
Use where air quality
regulations prohibit use of
solvent based compounds
Edoco “Aqua Resincure” Kansas City, KS
Euclid Chemical Company “Super Rez Seal” Cleveland, OH
Master Builders Inc. “MB429” Cleveland, OH
Accepted equal
Dampproofing Agent Euclid Chemical Company Cleveland, OH W. R. Meadows Inc. “Sealmastic” Hampshire, IL
Sonneborn Div. Chemrex Inc. “Hydrocide 600” Shakopee, MN Accepted equal
Evaporation Retardant for
Curing
Euclid Chemical Company “Eucobarl” Cleveland, OH
Master Builders Inc. (Confilm) Cleveland, OH
Accepted equal
Floor Hardener
(Surface-Applied)
Burke Company Spartan Cote Cure-Seal Hardener
Euclid Chemical Company “Diamon-Plate” Cleveland, OH
Master Builders Inc. “Lumiplate” Cleveland, OH
Accepted equal
B. Curing compounds shall be compatible and by one Manufacturer capable of providing qualified field service representation.

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials. 7-17-vw 03 39 00 – Concrete Curing - 3 of 6
B. Concrete structural systems shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Curing
Compounds
Conform to ASTM C309 Class B (Resin-type only)
Resin-based liquid which forms continuous membrane over exposed concrete surfaces when applied to fresh concrete.

Do not use sodium silicate compounds.

Water loss ≤ 0.15kg/m2in 24 hours per ASTM C156
Water loss ≤ 0.45kg/m2in 72 hours per ASTM C156
SSPWC (Greenbook) §204-1
Type 1D clear or translucent with fugitive dye
Sheet Curing
Materials
Type 1 Waterproof Paper White polyethylene sheeting
2- mil nominal PE thickness
Permanently bond to waterproof paper per Fed Spec UU-B-790A Loss of moisture per ASTM C156<0.055 grams/cm2
Type 2 Polyethylene Film White
10-mil nominal PE thickness
Loss of moisture per ASTM C156<0.055 grams/cm2
Type 3 White-Burlap
Polyethylene Sheet
White opaque polyethylene film impregnated or extruded onto one side of burlap
4-mil nominal PE thickness
Burlap weight 9oz/sy or greater
Loss of moisture per ASTM C156<0.055 grams/cm2
Type 4 Burlap Weight ≥ 10oz/yard 40” wide
Natural Cellulose Fabric
Sheet
White
Tensile Strength (Transverse Direction) 3,700 psi min per ASTM D882
Tensile Strength (Machine Direction) 2,800 psi min per ASTM D882 Absorption 800% min WSP 10.1
Reflectance > 70% per ASTM E1447
Curing Mats Heavy Shag Rugs,
Carpets or Cotton Mats
Quilted at 4” on center
Minimum dry weight of 12 oz/sy
Dampproofing Coal Tar Two coats of single-component self-priming heavy duty material.

Floor Hardener Manufacture Premeasured, premixed and prepackaged at factory Application Rate 1.8-2.5 lb per square foot.

Evaporation Retarder Monomolecular film evaporation retarder recommended by floorhardener Manufacturer to maintain moisture during early curing C. Materials furnished for Work shall conform to requirements of ACI 301 §201, §203, and §204 of as applicable.

PART 3 - EXECUTION

3.1 Preparation
A. Protect uncured concrete from exposure to rain, runoff or groundwater.

B. Surface defect repairs that cannot be made within 2 hours following form removal shall be delayed until after curing compound has been applied.

3.2 Installation/Application
A. Refer to Sections 01 73 00 for basic execution and installation requirements.

B. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. California Building Code Chapter 19 “Concrete”

3. Other applicable building and CalGreen code requirements

4. ACI 301 Structural Concrete for Buildings Chapter 8.

5. ACI 318 Building Code Requirements for Reinforced Concrete 7-17-vw 03 39 00 – Concrete Curing - 4 of 6

6. ACI 350 Code Requirements for Environmental Concrete Structures

7. Manufacturer’s installation and warranty requirements

8. Standard Specifications for Public Works Construction §303-1.10 “Curing.” C. Where hydrophobic waterproofing admixtures are added, admixture Manufacturer’s installation and warranty requirements shall also be followed.

D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Finished surfaces shall be cured using methods and duration similar to that for adjacent concrete.

F. Concrete floor slab surface hardeners shall be applied as follows:

1. Notify surface hardener Manufacturer at least 3 days before initial use of product.

2. Place job mockup of 100 square feet using materials proposed for project as follows.

3. After concrete has been leveled and as soon as concrete will support operator and machine without disturbing level or working up excessive fines, float surface of slab using mechanical float fitted with float shoes.

4. Following floating, apply ½ to ⅔ of total amount of dry shake surface hardener so uniform distribution of surface hardener is obtained. Use of mechanical spreader is recommended.

5. Do not place dry shake on concrete surface when bleed water is present.

6. Once shake has absorbed sufficient moisture (indicated by darkening of shake), float the surface.

7. Immediately apply remaining ⅓ to ½ of shake and allow to absorb moisture.

8. Use finishing machines with detachable floor shoes. Compact surface by a third mechanical floating if time and set of concrete allow this. Do not add water to surface.

9. As surface further stiffens, indicated by loss of sheen, hand or mechanically trowel with blades set relatively float. Remove all marks and pinholes in final raised trowel operation.

10. Cure finished floors using fill-forming curing compound recommended by surface hardener Manufacturer. Uniformly apply curing compound over entire surface at coverage providing moisture retention in excess of requirements of ASTM C309.

11. Maintain ambient temperature of at least 50°F throughout curing period.

12. Factory-trained full-time representative of surface hardener shall be present during installation of mockup and initial period of installation to advise on proper use of product.

13. After review of mockup, revise materials and procedures as recommended by surface hardener representative to obtain acceptable surface finish.

14. Complete application of floor hardener using same controls and procedures used in mockup with revisions recommended by surface hardener representative to obtain acceptable surface finish.

15. Keep floors covered and free of traffic and loads for at least 14 days after completion.

G. Concrete curing shall proceed as follows:

SURFACE DESCRIPTION
Unstripped
Forms
Method 1: Wet wood forms completely after concrete has been placed, and keep wet with water until forms are removed. For steel forms, keep exposed concrete surfaces continuously wet until forms are removed. If forms are removed within 14 days of placing concrete, continue curing as described for surfaces with forms removed
Construction
Joints between
Footings &
Walls
Method 2: Cover surface with burlap mats. Wet mats with water for duration of curing period until concrete in walls has been placed. Do not apply curing compound to these surfaces.

Encasement
Concrete &
Method 3: Cover surface with moist earth 4 to 24 hours after concrete is placed. Earthwork operations that may damage concrete shall not begin until at least 7 days after concrete is placed. 7-17-vw 03 39 00 – Concrete Curing - 5 of 6

SURFACE DESCRIPTION
Thrust Blocks
Concrete
Surfaces not
Described
Elsewhere
Method 4: As soon as concrete hardens enough to prevent marring on unformed surfaces, and within 2 hours after form removal, spray surface with liquid curing compound.

Apply 2 coats according to Manufacturer’s application instructions.

Apply first coat as soon as finished concrete surface reaches uniformly damp appearance with no free water on surface.

Allow first coat to dry but not more than 4 hours, then apply second coat perpendicular to first coat.

Cover no more than 200 square feet of surface per gallon with uniform film that seals thoroughly.

Do not damage seal during curing. If seal is damaged or broken, apply additional curing compound over damaged portion.

Where curing compound is accidentally applied to surfaces against which concrete is to be subsequently placed, remove curing compound by wet sandblasting just before placing new concrete.

Where concrete is placed adjacent to panel coated with curing compound, apply curing compound to all previously coated panel areas within 6’ of joint and apply to any other location where curing membrane is disturbed.

Following curing, remove all visible traces of curing compound in such manner that surface finish is not damaged.

Floor Slabs on
Grade
Method 5: Before curing medium is applied, keep entire surface damp using nozzles that atomize flow so surface is not marred or washed.

Apply curing material using Method 4 described above.

After 1 hour but not more than 4 hours have elapsed after applying curing material, wet surface with water delivered through fog nozzle. Place concrete curing blankets on slab, with edges butted together and with joints between strips sealed with 2” wide strips of sealing tape or with edges lapped at least 3” and fastened with waterproof cement to form continuous watertight joint.

During first 3 days of curing, no traffic and no depositing of materials shall be permitted on curing blankets. After 3 days, traffic or material deposits shall only occur on top of ⅝” minimum plywood sheets laid over curing blankets.

Leave curing blankets in place for 14 days. Add water under curing blanket as often as necessary to maintain damp concrete surfaces. Do not remove curing blankets until after concrete for adjacent work has been placed. Should curing blankets tear or become damaged, replace damaged sections.

Surfaces with
Forms Removed
& Slabs not on
Grade
Keep concrete continuously wet by applying water for at least 14 consecutive days beginning immediately after concrete reaches final set or after forms are removed. Before curing medium is applied, keep entire surface damp using nozzles that atomize flow so surface is not marred or washed.

Use heavy curing mats secured in place with weights along edges to continuously retain moisture during curing period. Use sprinklers or other means to maintain moist surface condition during and after normal working hours.

At end of curing period, remove curing medium. Rewet any dry spots and apply curing compound in accordance with Method 4 above.

H. Excess curing water shall be disposed of in manner that avoids damage to Work.

I. Allow concrete to cure at least 14 days before applying architectural finishes.

3.3 Field Quality Control
A. Refer to Section 03 30 00 for field testing and inspection of concrete.

B. Special inspection and field testing of Class AA and Class A concrete required by Chapter 17 of CBC (Table 1704.4) shall be completed by ICBO-certified special inspector selected by City and shall include:
7-17-vw 03 39 00 – Concrete Curing - 6 of 6

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Class AA Concrete,
Class A Concrete
and Concrete
having f’c
exceeding 2500 psi
Curing
Temperature
and
Techniques
ACI 318, Sec. 5.11-

5.13, & CBC 1913.9
Periodic per CBC
Table 1704.4
City Contractor to
reimburse City
for costs of first
deputy
inspector if reinspection is
required
Curing Compound Local
Application
Rate
Within 50 square foot
per gallon of specified
rate per California Test
535
As directed City Contractor
Average
Application
Rate
Within 25 square foot
per gallon of specified
rate per California Test
535
As directed City Contractor

3.4 Protection
A. Protect concrete against injury until final acceptance by City.

END OF SECTION
1-22-dp 07 92 00 - Joint Sealants - 1 of 8
SECTION 07 92 00

JOINT SEALANTS
PART 1 - GENERAL

1.1 Work Included
A. Specifications and installation of expansion/contraction joint fillers. and joint sealants.

1.2 Related Work
A. Section 01 10 01: Summary of Work and Sequence of Construction B. Section 01 22 00: Unit Prices
C. Section 01 33 00: Submittal Procedures
D. Section 01 40 00: Quality Requirements
E. Section 01 65 00: Product Delivery Requirements
F. Section 01 66 00: Product Storage and Handling Requirements G. Section 01 73 00: Execution
H. Section 03 00 00: Cast-in-Place Concrete

1.3 Definitions
A. Preformed joint fillers should meet one of the following ASTM D1752 criteria:

1. Type I: Sponge rubber

2. Type II: Cork

3. Type III: Bituminous fiberboard
B. Specified joint sealants ASTM C920 type, grade, and class definitions shall be:

1. Type S systems shall be single-component.

2. Type M systems shall be multi-component.

3. Grade P systems shall be pourable.

4. Grade NS systems shall be non-sag.

5. Class XX shall represent the movement capability in percent in each direction from rest position.

6. Class XX/YY shall represent the moment capability in percent of expansion/contraction.

C. Exposure Use codes shall be:

1. T – Traffic

2. NT – Non-Traffic
D. Substrate Use codes shall be:

1. G – Glass

2. M – Mortars

3. A – Aluminum

4. O - Other

1.4 System Description
A. Where required throughout Work to provide joint filler for new concrete to existing concrete.

1. Install in conformance with Manufacturer’s Application Instructions and compliance with applicable building, fire, mechanical, and plumbing codes and standards.

2. Refer to Drawings for thickness and depth extents of joint filler.

3. Finished sealant systems shall provide watertight and airtight continuous joint seals without staining or deteriorating joint substrates.
1-22-dp 07 92 00 - Joint Sealants - 2 of 8
B. Caulking, if noted, shall be synonymous with sealant.

1.5 Quality Assurance
A. Installer shall have successfully completed, within previous 3 years, ≥3 joint sealer applications similar in type and size of this project.

B. Installer shall be authorized by sealant Manufacturer to install their product.

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

D. All joint sealant materials for 1 application shall be products of 1 Manufacturer.

E. Primers, joint fillers, sealants, and related materials shall be compatible with one another and with substrates under expected service conditions.

F. Joint fillers and primers shall cause no discoloration or staining of sealants.

G. Sealants shall not stain adjacent surfaces.

1. Repair surfaces and replace sealants in Work where staining occurs.

H. Factory testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Sealants Adhesion ASTM C719 or ASTM C794 1 prototype
for each
sealant and
substrate
Contractor Contractor
Compatibility ASTM C1087
Stain Testing ASTM C510, ASTM C1248, or ASTM D2203
(for nonstaining sealants)
Immersion
Adhesion
ASTM C1247 (for sealants contacting water)

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

1. AASHTO M 213 - Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction

2. ASTM D 1751 - Preformed Expansion Joint Filler for Concrete Paving and Structural Construction

3. Corps of Engineers CRD-C 508 - Preformed Expansion Joint Filler for Concrete Paving and Structural Construction.

1.7 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
MANUFACTURER’S LITERATURE
Product Data Submit per Product Data requirements.

Submit letter from Manufacturer stating Manufacturer has reviewed application and proposed products are adequate..

Application Instructions Submit per Application Instruction requirements.

SAMPLES
Color Charts Submit Manufacturer’s standard color charts to allow City to select color choices to match adjacent Work for products exposed to view.

Material and Color Samples Submit sample of sealants in City-selected colors to allow City to field-verify and finalize color selection and matching of adjacent Work for products exposed to view.

Submit upon City’s request additional samples for City testing to verify conformance to Specified requirements
Clearly mark samples with Manufacturer’s name and product identification.

Materials installed prior to color acceptance by City will be subject to removal and replacement with City-accepted material.

Color of finished sealant shall match accepted color samples. 1-22-dp 07 92 00 - Joint Sealants - 3 of 8

SUBMITTAL DESCRIPTION

QUALITY ASSURANCE AND CONTROL SUBMITTALS
Certificate of Compliance Submit sealant system certification per Certificate of Compliance requirements.

Test Record Transcripts Submit for factory tests per Test Record Transcript requirements on City’s request.

Show vendor name, type of joint sealant, date and point of delivery, quantity, ticket number, lot number, and results of required test.

Submit preconstruction field-adhesion test results upon request.

Submit field quality control adhesion test reports upon request.

B. Refer to Section 01 33 00 for definition of requirements for Product Data, Application Instructions, Certificates of Compliance, and Material Samples.

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

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of joint sealants.

C. Manufacturer’s labels shall bear name of Manufacturer, product name and designation, color, expiration period for use, pot life, curing time and mixing instructions for multi-component materials.

D. Labels shall state material conforms to specified standards.

E. Store materials in a clean, dry area in accordance with the manufacturer's instructions.

F. Protect materials during handling and application to prevent damage.

1.9 Project Site Conditions
A. Refer to Section 01 10 01 for full list of project site conditions.

1.10 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for joint sealants.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable joint filler Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION

JOINT FILLER PRODUCTS
Polyethylene Foam Filler Sealed Air Corporation “Ethafoam SB” Elmwood Park, NJ (201) 791-7600 Hercules Inc Plastic Products Group
Industrial Systems Department
“Minicell”
Middletown, DE (302) 378-3100
W R Meadows Sealtight “Deck-OFoam” Expansion Joint FillerHampshire, IL (847) 214-2100 Accepted equal
Closed-Cell Sponge Rubber Foam
Filler
American National Rubber
“Rubberlite”
Ceredo, WV (304) 453-5012
Armacell “Armaflex” Chapel Hill, NC (800) 866-5638
Armacell “Ensolite” Chapel Hill, NC (800) 866-5638
Cypress Sponge “Rubberite” Santa Ana, CA (714) 546-6464 Monmouth Rubber and Plastics Corp
“Durofoam”
Long Branch, NJ (888) 362-6888
RBX Industries “Rubatex Insul-Tube
180”
Roanoke, VA (540) 561-6000
RBX Industries “Rubatex Cord” Roanoke, VA (540) 561-6000 1-22-dp 07 92 00 - Joint Sealants - 4 of 8

ITEM MANUFACTURER MANUFACTURER LOCATION
Tremco, Inc / RPM Presstite Beachwood, OH (866) 321-6357 Williams Products, Inc Everlastic 1300 Troy, MI (800) 521-9594 W R Meadows Sealtight “Sponge
Rubber”
Hampshire, IL (847) 214-2100
Accepted equal
A. Acceptable self-leveling (Grade P pourable) sealant Manufacturers for horizontal surface Work include:

ITEM MANUFACTURER MANUFACTURER LOCATION

POLYURETHANE OR POLYSULFIDE POURABLE SEALANTS
Sealant Type “A”
Type M Grade P
Exposure Use T
Bostik Inc Chem-Calc 550 Temecula, CA (951) 296-6425
Pecora Corporation Dynatrol® II-SG Harleysville, PA (800) 523-6688 Products Research and Chemical Corporation /
Courtaulds RC-2SL
Glendale, CA (818) 240-2060
Sika AG, Sikaflex 2C Lyndhurst, NJ (800) 933-7452
Sonneborn / Chemrex SL2 Petrolia, PA (724) 756-2210
Accepted equal
B. Sealants shall have normal curing schedules, shall be non-staining and colorfast, and shall resist deterioration due to ultraviolet radiation.

C. Use polysulfide-based sealants in areas to be exposed to chlorine gas or chlorine liquid splash or spillage.

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. Adhesives, sealants and caulks used on Work shall comply with VOC limits set forth in CALGreen Code §5.504.4.1 and South Coast Air Quality Management Division (SCAQMD) Rule 1168.

C. Joint fillers shall be compatible with sealants.

D. Materials for self-leveling (Grade P pourable) and other sealants for horizontal surface Work shall be:

ITEM MATERIAL SPECIFICATION
SSPWC (Greenbook)
Sealant Type “A”
Polyurethane for
Horizontal Surfaces
Self-Leveling 1- or 2-
Component Polyurethane
or Polysulfide
Conform to ASTM D5893
Conform to ASTM C920 Type M or S Class 25
Conform to SSPWC (Greenbook) §201-3.4 and CalTrans
State Specification 8030-61J-01
Conform to Fed Spec TT-S-00227E Type I and
Sealant shall develop 20-35 Shore hardness
Use non-tracking sealants for concrete expansion joints subject to foot or vehicular traffic.

Sealant Type “A25”
Sealant (Use for
horizontal joints not
exposed to fuel spillage)
Self-Leveling 2-Component
Polyurethane or
Polysulfide
Conform to ASTM C920 Type M Class 25 Conform to Fed
Spec TT-S-00227E (3) Class A, Type I
Use non-tracking sealants for concrete expansion joints subject to foot or vehicular traffic.

Self-Leveling 1-Component
Polyurethane or
Polysulfide
Conform to ASTM C920 Type S Class 25 Conform to Fed
Spec A-A-1556, Class A, Type I
Use non-tracking sealants for concrete expansion joints subject to foot or vehicular traffic.

E. Materials for joint fillers shall be:

ITEM MATERIAL SPECIFICATION
Pre-Molded Joint Filler Sponge rubber, cork, or
bituminous fiberboard.

Conform to ASTM D1752,
Resilient, flexible, non-extruding, expansion-contraction joint filler suitable for concrete slabs and pavements
subject to vehicular loading.
1-22-dp 07 92 00 - Joint Sealants - 5 of 8
F. Joint Sealant Schedule: Use the following sealants

APPLICATION JOINT SEALANT SPECIFICATION

EXTERIOR APPLICATIONS
Horizontal nontraffic and traffic isolation
and contraction joints in cast-in-place
concrete slabs
Multicomponent pourable
urethane sealant
SSPWC (Greenbook) Sealant Type “A”
Type M Grade P
Exposure Use T
G. Do not use non-elastic putty-type compounds.

H. Do not modify sealants by adding liquids, solvents, powders, or admixtures.

I. Sealant compounds shall be of proper consistency to be readily worked and not be affected by vibration or by long exposure to outside climate and temperature.

1. Sealant compounds shall form thin, tough, elastic film on surface, but remain permanently plastic underneath.

2. Sealant compounds shall contain no acid nor ingredients which will stain stone, corrode metal or have an injurious effect on painting.

3. Sealant compounds shall be colored to match adjacent work.

J. Special sealants called for elsewhere shall be provided and installed as directed by Manufacturer.

PART 3 - EXECUTION

3.1 Preparation
A. Examine area to receive expansion/contraction joint filler. Notify engineers if areas are not acceptable. Do not being application until unacceptable conditions have been corrected.

B. Caulking, sealants, and moisture protection shall be complete systems, applied only by competent waterproofing specialty contractor with successful record of performance in similar installations.

1. Specialty contractor shall be authorized by sealant Manufacturer.

C. Make field measurements, tests, and observations needed to apply joint sealants before submitting Product Data or ordering.

D. Perform preconstruction field-adhesion tests as follows:

1. Prior to applying sealants, field-test and verify adhesion to joint substrates using ASTM C1193 Method A.

2. For joints with dissimilar substrates, verify adhesion to each substrate separately.

3. Verify adhesion is adequate.

4. Modify joint preparation recommendations for failed joints, and retest.

5. Submit written test report.

E. Prepare joints, spaces, and surfaces to be sealed as follows:

1. Clean joint in accordance with ASTM C1193.
a. Use solvents recommended in Manufacturer’s Application Instructions.

2. Consult Manufacturer for surfaces not covered in Application Instructions.

3. Remove curing compounds, form-release agents, dirt, dust, mortar, oil, loose materials and foreign matter which may affect adhesion of sealant.

4. Remove foreign material, dust, old joint sealants, laitance, form-release agents, oil, water, frost, dirt, grease or bituminous or resinous materials with accepted solvent or commercial degreasing agent in accordance with Manufacturer’s Application Instructions. a. If recommended by Manufacturer, remove paint, water repellants, waterproofing, and protective coatings.
1-22-dp 07 92 00 - Joint Sealants - 6 of 8
b. Clean porous concrete, masonry and unglazed ceramic joint substrates by brushing, grinding, blast cleaning, mechanical abrasion, or combination of these methods to produce clean, sound substrate capable of developing optimum bond with joint sealants.
c. Remove loose particles remaining after cleaning by vacuuming or blowing out joints with oil-free compressed air.

5. Etch concrete or masonry surfaces with 5% muriatic acid solution to remove excess alkalinity, unless sealant Manufacturer's printed instructions indicate alkalinity does not interfere with sealant bond and performance.
a. Neutralize etched surfaces with dilute ammonia solution. b. Rinse off ammonia with water and allow to dry before sealant installation.

6. Dry joint surfaces by applying heat or compressed air.

7. Protect elements surrounding Work from damage or disfiguration. a. Mask areas adjacent to joint with waterproof, pressure-sensitive masking tape.

8. Verify surfaces are clean, dry, free from dust, loose mortar, and other foreign materials, and ready to receive Work.
a. Joint measurements and surface conditions shall be as recommended by sealant Manufacturer.

9. Where required by Manufacturer, prime sides of joints at porous materials immediately prior to caulking or sealing.
a. Confine primers to areas of joint-sealant bond with no spillage or migration onto adjacent surfaces.
b. Use masking tape where required to prevent harmful sealant or cleaning material contact with adjoining surfaces.
c. Remove tape immediately after tooling without disturbing joint seal.

10. Sealant joints in concrete walks, slabs, and paving subject to traffic shall be 75% of joint width, ranging from ⅜”- ¾” deep depending on joint width. a. No joint shall BE >1” width.

11. Sealant depth in joints in buildings shall be ≥½ x joint width but ≥⅛” deep and ≥¼” wide. a. No joint shall be >½” deep nor >1” wide.

F. Do not apply caulking or sealant when:

1. Compound, air, or substrate temperature is <40°F.

2. Joint substrates are wet.

3. Contaminants capable of interfering with adhesion have yet to be removed from joint substrates.

4. Joint widths are less than allowed by sealant Manufacturer for application.

G. Report unsatisfactory conditions to City’s Representative.

1. Do not apply caulking until such conditions have been corrected.

3.2 Application
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Install expansion/contraction joint filler as follows:

1. In accordance with manufacturer's instructions.

2. Attach expansion joint filler securely to the existing concrete wall with tape or mechanical fasteners prior to pouring the concrete slab.
1-22-dp 07 92 00 - Joint Sealants - 7 of 8

3. Ensure that the expansion joint filler is level with the desired slab surfaces prior to finishing.

C. Apply self-leveling Grade P pourable Type “A Seal systems as follows:

1. Top edge of seal shall remain in continuous contact with sides of groove over entire range of joint movement.

2. Such contact shall not break when thumb pressure is applied vertically to centerline of seal.

3. Seal shall resist intrusion of foreign material and water.

4. Cut grooves for joint seals to uniform width and depth and to alignment shown on Plans or ordered by City’s Representative.

5. Both sides of groove shall have sawcut surfaces to full depth, exposing sound concrete.

6. Concrete saw for cutting grooves shall be fitted with diamond blades having core (disk) thickness ≥3/16”.

7. Use double-blades, cutting both sides of groove simultaneously for initial cut.

8. Completed groove measured at top shall be within ±⅛” of Plan width.

9. Groove width measured at bottom shall not vary from top width by >1/16” for each 2” of cut.

10. Immediately following cutting, bevel lip of groove by grinding as shown on Plans.

11. Thoroughly wash groove with water under pressure and blast with high-pressure air jets to remove residue and foreign materials.

12. At least 48 hours prior to installing seal, repair spalls, fractures, breaks, or voids in concrete surfaces by methods acceptable to City’s Representative.

D. Clean excess materials from finished surfaces as soon as caulking or sealing in area is completed.

1. Remove thin films of cured compound with stripping compound. a. Do not use abrasives.

2. Do not damage finished surfaces when removing excess sealant and caulking materials.

E. Cure caulking and sealants in accordance with Manufacturer’s Application Instructions.

1. Do not disturb seal until cured.

2. Repair damaged caulking

3. Remove joint sealant which, after Manufacturer’s recommended curing time for job conditions, fails to fully and properly cure.
a. Sandblast groove to remove traces of uncured or partially cured sealant and primer, and reseal with indicated joint sealant.

F. Sealed joints shall be watertight.

END OF SECTION

1-22-dp 07 92 00 - Joint Sealants - 8 of 8

THIS PAGE INTENTIONALLY BLANK
7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 1 of 6 SECTION 31 05 16

AGGREGATE AND ROCK PRODUCTS FOR EARTHWORK
PART 1 - GENERAL

1.1 Work Included
A. Materials and installation of rock, stone, crushed rock, rock dust, gravel and sand.

B. Refer to Section 32 12 16 for materials used for asphalt concrete.

C. Refer to Section 03 30 00 for materials used for concrete aggregate.

D. Except as modified herein, aggregate and rock products shall conform to Standard Specifications for Public Works Construction (Greenbook) §200.

1.3 Quality Assurance
A. Rock products shall be clean, hard, sound, durable, uniform in quality, and free of any detrimental quality of soft, friable, thin, elongated or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance.

B. Plant testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Crushed
Rock and
Rock Dust
Sieve Analysis California Test Method 202
Meet requirements below in
Part 2
1 each source
for each
gradation used
Contractor Contractor
Fractured Faces Meet requirements below in
Part 2
1 each sieve
test
Contractor Contractor
Gravel Meet requirements below in
Part 2
1 each sieve
test
Contractor Contractor
Crushed
Rock
Percentage
Wear
ASTM C131
Meet requirements below in
Part 2
1 each sieve
test
Contractor Contractor
Caltrans
Class 2
Aggregate
Base
Sieve Analysis California Test Method 202
Meet requirements below in
Part 2
1 each source
for each
gradation used
Contractor Contractor
C. Percentages referred to herein shall be by weight.
7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 2 of 6

1.4 References
A. ASTM C127 Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate
B. ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in Los Angeles Machine
C. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates D. ASTM D1556 Density and Unit Weight of Soil in Place by Sand Cone Method 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. ASTM D6938 In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
H. California Test Method 202 Sieve Analysis of Fine and Coarse Aggregates I. California Test Method 217 Sand Equivalent
J. California Test Method 229 Durability Index
K. California Test Method 301 Resistance "R" Value of Treated and Untreated Bases, Subbases and Basement Soils by Stabilometer
L. SSPWC Standard Specifications for Public Works Construction (Greenbook) §200 “Rock Materials”

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Test Results Required for all rock products

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

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

PART 2 - PRODUCTS

2.1 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. Rock products shall be clean, hard, sound, durable, uniform in quality and free of any detrimental quantity of soft, friable, thin, elongated, or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance. Unless otherwise specified, products shall meet requirements of Standard Specifications for Public Works Construction (Greenbook) §200 and the following:

ITEM DESCRIPTION
Crushed Rock and Rock
Materials
(See Standard Specifications
for Public Works Construction
(Greenbook) Table 200-1.2 (B)
Percentage Wear
per ASTM C131
Abrasion loss < 15% after 100 revolutions
Abrasion loss < 52% after 500 revolutions
Fractured Faces At least 50% of particles retained on ⅜” sieve shall have 3 or more fractured faces
Less than 5% shall show no fractured faces
Gravel Less than 10% of particles passing ⅜” sieve but
retained on No 4 sieve shall be gravel
Crushed Aggregate Base
(See Standard Specifications
R-Value
per California Test Method 301
80 minimum
7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 3 of 6

ITEM DESCRIPTION
for Public Works Construction
(Greenbook) Table 200-2.2.3
(A)
Sand Equivalent
per California Test Method 217
50 minimum
Percentage Wear
per ASTM C131
Abrasion loss < 15% after 100 revolutions
Abrasion loss < 52% after 500 revolutions
Durability Index
per California Test Method 229
40 minimum
Specific Gravity
Per ASTM C127

2.58 minimum
Crushed Miscellaneous Base
(See Standard Specifications
for Public Works Construction
(Greenbook) Table 200-2.4.3
(A)
R-Value
per California Test Method 301
78 mInimum
Sand Equivalent
per California Test Method 217
35 minimum
Percentage Wear
per ASTM C131
Abrasion loss < 15% after 100 revolutions
Abrasion loss < 52% after 500 revolutions
Durability Index
per California Test Method 229
40 minimum
Gravel Less than 15% of particles passing ⅜” sieve but
retained on No 4 sieve shall be gravel
Brick
Per California Test Method 202
Less than 3% brick by weight
No brick particles shall be retained on No. 4 sieve
Processed Miscellaneous Base
(See Standard Specifications
for Public Works Construction
(Greenbook) Table 200-2.4.3
(A)
R-Value
per California Test Method 301
78 mInimum
Sand Equivalent
per California Test Method 217
35 minimum
Percentage Wear
per ASTM C131
Abrasion loss < 15% after 100 revolutions
Abrasion loss < 52% after 500 revolutions
Durability Index
per California Test Method 229
35 minimum
Gravel Less than 75% of particles passing ⅜” sieve but
retained on No 4 sieve shall be gravel
Brick
Per California Test Method 202
Less than 3% brick by weight
No brick particles shall be retained on No. 4 sieve
Select Subbase
(See Standard Specifications
for Public Works Construction
(Greenbook) Table 200-2.6.3
(A)
R-Value
per California Test Method 301
60 mInimum
Sand Equivalent
per California Test Method 217
20 minimum
Gravel Fractured Faces. No particles shall have more than one fractured face.

Pervious Backfill Processing Washed clean of fines and dust Sand Composition Natural or manufactured granular material or combination thereof, free of deleterious amounts
of inorganic material, mica, loam, clay and other
substances unsuitable for sand’s intended
purpose.

Aggregate for Portland Cement
Concrete
Refer to Section 03 30 00
Aggregate for Mortar Sand Refer to Section 04 05 00
C. City’s Representative may waive percentage wear requirements in table above provided durability index requirements shown are met.
7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 4 of 6 D. Crushed rock and rock materials shall meet the following gradations: (from Standard Specifications for Public Works (Greenbook) Table 200-1.2.1.(A)

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE
SIZE
1”

CRUSHED
ROCK
¾”

CRUSHED
ROCK
½”

CRUSHED
ROCK
⅜”

CRUSHED
ROCK
¼”

CRUSHED
ROCK
3/16”

CRUSHED
ROCK
ROCK
DUST
1½” 100%
1” 90-100% 100%
¾” 30-60% 90-100% 100%
½” 0-20% 30-60% 90-100% 100%
⅜” 0*20% 20-60% 90-100% 100%
¼” 100%
No. 4 0-5% 0-5% 0-15% 30-60% 75-100% 100% 90-100%
No. 8 0-5% 0-10% 0-25% 40-75%
No. 16 0-5% 0-10%
No. 30 20-60%
No. 200 0-2% 0-2% 5-20%
ASTM C131
Test
Grading

A B B C D D
E. Where called for on Plans, “Caltrans Class 2 Aggregate Base” shall conform to gradation below. Contractor may choose from either 1½”-Maximum or ¾”-Maximum grading, but once a grading is selected, it shall not be changed without written authorization from Owner’s Representative. If on any day, material furnished meets contract compliance requirements but falls outside of operating range, material placement may continue for remainder of that day, after which substitute material shall be furnished complying with requirements for “Operating Range” to City’s Representative’s satisfaction.

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE
SIZE
1½” MAXIMUM CLASS 2 AGGREGATE
BASE
¾” MAXIMUM CLASS 2 AGGREGATE
BASE

OPERATING
RANGE
(MOVING

AVERAGE)

CONTRACT

COMPLIANCE
(SINGLE TEST)

OPERATING
RANGE
(MOVING

AVERAGE)

CONTRACT

COMPLIANCE
(SINGLE TEST)
2” 100% 100%
1½” 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%
F. Where called for on Plans, Greenbook Crushed Aggregate Base shall conform to gradation below: (from Standard Specifications for Public Works (Greenbook) Table 200-2.2.2)

PERCENTAGE PASSING SIEVES BY WEIGHT

SIEVE SIZE CRUSHED AGGREGATE BASE GRADATION
1½” 100%
¾” 90-100%
⅜” 50-80%
No. 4 35-55%
No. 30 10-30%
No. 200 2-9%
ASTM C131 Test Grading B
G. Where called for on Plans, “Crushed Miscellaneous Base” or “Processed Miscellaneous Base” shall conform to gradation below: (from Standard Specifications for Public Works (Greenbook) Table 200-2.4.2)
7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 5 of 6

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE SIZE “COARSE”

CRUSHED MISCELLANEOUS

BASE GRADATION
“FINE”

CRUSHED MISCELLANEOUS

BASE GRADATION
2” 100%
1½” 85-100% 100%
¾” 50-85% 85-100%
⅜” 55-75%
No. 4 25-45% 35-60%
No. 30 10-25% 10-30%
No. 200 2-9% 2-9%
ASTM C131 Test Grading A B
H. Where called for on Plans, “Select Subbase” shall conform to gradation below: (from Standard Specifications for Public Works (Greenbook) Table 200-2.6.2)

PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE SIZE “COARSE”

SELECT SUBBASE

GRADATION
“FINE”

SELECT SUBBASE

GRADATION
1½” 100%
1” 100%
No. 4 55-75% 70-100%
No.16 30-75% 40-90%
No. 30 15-40% 20-60%
No. 200 0-25% 0-30%
ASTM C131 Test Grading A B
PART 3 - EXECUTION

3.1 Installation
A. Refer to Section 01 73 00 for execution and installation requirements.

B. Furnish and install aggregate and rock products at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Other applicable building code requirements

3. Requirements of contract-referenced soils reports and investigations.

D. Refer variances between above documents and Contract Documents to City’s Representative.

3.2 Field Quality Control
A. City’s Representative will provide continuous inspection of rock products as placed and compacted.

B. City’s Representative will observe and test fills and based on laboratory results will determine whether fills have been placed in accordance with Contract Documents.

C. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Backfill or
Soil
Prepared
Sampling ASTM D75 As directed Contractor Contractor
Sieve Analysis ASTM C136 or California
Test Method 202
As directed Contractor Contractor
7-17vw 31 05 16 – Aggregate Rock Products for Earthwork- 6 of 6

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
in Place Sand Equivalence California Test Method
217
As directed Contractor Contractor
D. Allow sufficient time for testing and evaluation of results before material is needed. City’s Representative will be sole and final judge of suitability of materials.

E. Do not deliver or place aggregate and rock materials prior to City’s acceptance of submitted test results.

F. Contractor shall remove unsatisfactory material, recompact, adjust moisture or compaction methods, place new material, and perform other operations necessary to meet Contract requirements as directed by City’s Representative.

END OF SECTION
3-18-vw 31 05 50 – Protecting Existing Utilities - 1 of 12 SECTION 31 05 50

PROTECTING EXISTING UTILITIES
PART 1 - GENERAL

1.1 Work Included
A. Materials and procedures to protect existing underground utilities.

B. Materials and procedures to connect to existing underground utilities.

C. Utilities shall include but not be limited to the following, irrespective of ownership:

1. Pipelines (including irrigation lines),

2. Conduits

3. Transmission lines and overhead wires

4. Pipelines, conduits, and appurtenances of “Public Utilities” (as defined in Public Utilities Act of the State of California),

5. Pipelines, conduits, and appurtenances of private industry, business, or individuals solely for their own use or their tenants,

6. Storm drains,

7. Sanitary sewers,

8. Culverts

9. Street lighting,

10. Traffic signal systems,

11. Duct banks,

12. Telephone cables,

13. Power lines,

14. Cable television,

15. Fiber optic lines,

16. Gas lines,

17. Petroleum lines,

18. Transmission cables,

19. Completely buried structures.

D. Refer to City of Corona Standard Drawing 419 for utility separation requirements.

E. Refer to City of Corona Standard Drawing 421 for cut-in tee requirements.

1.2 Related Work
A. Section 01 33 00: Submittal Procedures
B. Section 01 73 00: Execution
C. Section 33 08 31: Leakage and Infiltration Testing of Gravity Sewer Pipelines D. Section 33 30 31: PVC Gravity Sewer Pipe

1.3 References
A. ASCE 38 Standard Guidelines for the Collection and Depiction of Existing Subsurface Data B. ASTM C143 Slump of Hydraulic Cement Concrete
C. ASTM C425 Compression Joints for Vitrified Clay Pipe and Fittings D. ASTM C700 Vitrified Clay Pipe, Extra Strength, Standard Strength and Perforated 3-18-vw 31 05 50 – Protecting Existing Utilities - 2 of 12

1.4 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Shop Drawings for
Supporting Pipe and
Utilities Crossing
Trenches
Required when utilities to be supported exceed 16” diameter or any transverse dimension.

Required when requested in writing by City's Representative Engineering
Calculations
Submit for pipe supports for existing utilities greater than 24” in any dimension. If concrete beams are used as supports, calculations shall take into account concrete strength based on days elapsing between placing concrete and trenching beneath concrete beams. Do not use 28-day strength unless concrete will be at least 28 days old when beam is placed in service.

B. Refer to Section 01 33 00 for definition of requirements for shop drawings and engineering calculations.

1.5 Project Conditions
A. Design Engineer has attempted to show approximate location of buried utilities on Plans pursuant to Utility Quality Level D (QLD) as defined in ASCE 38. These approximate locations are based on:

1. Record maps requested and received during design from utilities identified through an inquiry to Underground Service Alert and utilities.

2. Comments received from Utilities after their review of preliminary plans showing record drawing information.

3. Field reconnaissance and plotting of approximate locations of readily visible surface features including manhole covers, valve covers, utility boxes, marking posts, pavement repair strips, and culvert end sections which might indicate presence of buried utilities.

4. Design Engineer’s professional judgment in correlating record map information to observed surface features
B. Utility locations on Plans are based solely on the above. Plotted locations may not accurately reflect subsurface conditions.

C. Prior to excavation, and prior to submittal of cut sheets for pre-engineered pipe, Contractor shall pothole and determine precise locations of all utilities which are:

1. Shown on plans

2. Identified by Underground Service Alert

3. Evident from readily visible surface features including manhole covers, valve covers, utility boxes, marking posts, pavement repair strips, and culvert end sections which might indicate presence of buried utilities.

4. Identified by Contractor by walking alignment using a reliable electronic pipe finder.

D. Power trench excavating equipment may only be used when and where all the following conditions exist.

1. Contractor has notified Underground Service Alert and all known Utility Owners at least 2 working days before excavating.

2. Contractor has thoroughly searched entire excavation route using a reliable electronic pipe finder and has pre-marked horizontal locations of conflicts.

3. Utilities shown on Plans have been potholed 1,300’ in advance of excavation as needed to verify locations.

4. No pipelines carrying gas, petroleum, explosives, hazardous materials, or other regulated contaminants are believed to be within 5’ of area to be excavated.

5. City's Representative is continuously present during excavation. 3-18-vw 31 05 50 – Protecting Existing Utilities - 3 of 12 E. Power equipment specifically designed and manufactured for potholing existing utilities is exempt from the above restrictions.

F. Hand excavation shall be used

1. In areas where buried gas, petroleum, explosives or hazardous material piping is known to be present

2. In areas where electrical, fiber optic or communications conduit is known to be present.

3. In first 5 feet below existing grade where drilling or auguring equipment is used.

G. Pursuant to California Government Code §4215,

1. City will be responsible “for timely removal, relocation, or protection of existing main or trunk line utility facilities located on the site” if such utilities are not identified by City in Contract Documents.

2. City will compensate Contractor for documented “costs of locating, repairing damage not due to the failure of the Contractor to exercise reasonable care, and removing or relocating such utility facilities not indicated in the plans and specifications with reasonable accuracy, and for equipment on the project necessarily idled during such work.”

3. “Contractor shall not be assessed liquidated damages for delay in completion of the project when such delay was caused by the failure of the public agency or the owner of the utility to provide for removal or relocation of such utility facilities.” H. Pursuant to California Government Code §4216, City’s liability shall be limited to reimbursement of costs due to utility facilities either not shown on Contract Documents, or shown on Contract Documents at locations more than 2’ vertically or 5’ horizontally in error from field locations, except where location of said utilities are evident from surface features or staked correctly by Underground Service Alert.

I. City will not indicate presence of existing irrigation lines, service laterals, or appurtenances when presence of utilities on Project site can be inferred from presence of other visible facilities, such as buildings, meters and junction boxes, landscaping, and control boxes on or adjacent to Work site. City will identify main or trunk lines in Contract Documents.

J. Contractor shall make their own investigations, including exploratory investigations, to determine or verify locations and type of existing service laterals or appurtenances when their presence can be inferred from presence of other visible facilities.

K. Immediately notify City and Utility in writing if Contractor discovers:

1. Utility facilities not shown on Plans

2. Utility facilities in field locations different than shown on plans. 3-18-vw 31 05 50 – Protecting Existing Utilities - 4 of 12 L. Pursuant to California Administrative Code Title 22 §64572 and intent of Plans, separations shall be maintained between new and existing utilities as follows:

REQUIRED WALL-TO-WALL SEPARATIONS FOR PARALLEL PIPELINES NEW

UTILITY

SEPARATION FROM EXISTING HORIZONTAL

SEPARATION

VERTICAL SEPARATION
(not required if horizontal
separation > 10’)
Water Mains Sewers ≥ 10’ horizontal New invert 12” above top of sewer Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
≥ 4’ horizontal New invert 12” above top of pipe
Storm Drains ≥ 4’ horizontal New invert 12” above top of pipe Sewers or
Nonpotable
Pipelines
Potable or Raw Water Mains at
pressures < 5 psi
≥ 25’ horizontal New soffit 12” below pipe invert
Potable or Raw Water Mains ≥ 10’ horizontal New soffit 12” below pipe invert Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
≥ 4’ horizontal New soffit 12” below pipe invert
Storm Drains ≥ 4’ horizontal New soffit 12” below pipe invert

REQUIRED WALL-TO-WALL SEPARATIONS FOR NEW PIPES CROSSING BELOW EXISTING PIPES Water Mains Sewers No joints on 8’ either side ≥ 12” vertical separation Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
No joints on 8’ either side ≥ 12” vertical separation
Storm Drains No joints on 8’ either side ≥ 12” vertical separation Sewers or
Nonpotable
Pipelines
Potable Water Mains No joints on 8’ either side ≥ 12” vertical separation

REQUIRED WALL-TO-WALL SEPARATIONS FOR NEW PIPES CROSSING ABOVE EXISTING PIPES Water Mains Sewers No joints on 8’ either side ≥ 12” vertical separation Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
No joints on 8’ either side ≥ 12” vertical separation
Storm Drains No joints on 8’ either side ≥ 12” vertical separation Sewers or
Nonpotable
Pipelines
Potable Water Mains No joints on 8’ either side ≥ 12” vertical separation M. Lesser separations may be used under California Administrative Code Title 22 §64551(c) when Separations required under §64572 are not feasible, when inverts of potable water mains are above soffits of parallel sewers and nonpotable pipelines, and when:

1. Sewers or storm drains are not under pressure or used as force mains, and are constructed of:
a. ASTM F894 spirally-reinforced HDPE pipe with gasketed joints, b. ASTM C700 VCP sewer with compression joints
c. ASTM C428 ACP sewer pipe Class 4000 Type II with rubber gasket joints d. ASTM D3064 PVC sewer pipe with rubber gasket joints
e. AWWA C151 DIP pipe with compression joints
f. AWWA C302 RCP pipe with compression joints or
g. AWWA C906 fusion-bonded HDPE pipe with fusion-welded joints, or

2. Fuel and oil lines are constructed of:
a. AWWA C151 DIP pipe with compression joints or
b. AWWA C200 ¼”-wall welded steel water pipe dipped and wrapped or

3. Water, raw water, or Reclaimed water mains operate at pressures >5 psi and are constructed of:
a. AWWA C151 DIP water pipe with compression joints and hot-dip bituminous coating b. AWWA C200 ¼”-wall welded steel water pipe dipped and wrapped c. AWWA C300, C302, or C303 reinforced concrete pressure pipe 3-18-vw 31 05 50 – Protecting Existing Utilities - 5 of 12 d. AWWA C400 Class 200 ACP Type II water pipe
e. AWWA C900 or C905 PVC DR14 water pipe with compression joints or f. AWWA C906 fusion-bonded HDPE water pipe with fusion-welded joints,

4. In which case separations shall be maintained between constructed and existing utilities as follows:

REQUIRED WALL-TO-WALL SEPARATIONS FOR PARALLEL PIPELINES

NEW UTILITY SEPARATION FROM EXISTING HORIZONTAL

SEPARATION

VERTICAL SEPARATION
Water Mains Sewers ≥ 4’ horizontal New invert 12” above top of sewer Sewers or
Nonpotable
Pipelines
Potable or Raw Water Mains ≥ 4’ horizontal New soffit 12” below pipe invert

REQUIRED WALL-TO-WALL SEPARATIONS FOR NEW PIPES CROSSING BELOW EXISTING PIPES Water Mains Sewers No joints on 10’ either side ≥ 4” vertical separation Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
No joints on 10’ either side ≥ 4” vertical separation
Storm Drains No joints on 10’ either side ≥ 4” vertical separation Sewers or
Nonpotable
Pipelines
Potable Water Mains, Raw Water
Mains, or Reclaimed Water Mains
No joints on 10’ either side ≥ 4” vertical separation

REQUIRED WALL-TO-WALL SEPARATIONS FOR NEW PIPES CROSSING ABOVE EXISTING PIPES Water Mains Sewers No joints on 8’ either side ≥ 4” vertical separation Reclaimed Water Mains (Tertiary
Treatment + Disinfection)
No joints on 8’ either side ≥ 4” vertical separation
Storm Drains No joints on 8’ either side ≥ 4” vertical separation Sewers or
Nonpotable
Pipelines
Potable Water Mains, Raw Water
Mains, or Reclaimed Water Mains
No joints on 8’ either side ≥ 4” vertical separation
N. Utilities not shown on plans or shown on plans in a position different from field location shall, upon discovery, be immediately brought to attention of City's Representative and affected Utility in writing.

O. Costs, and work to be done by Contractor in locating, removing, relocating, protecting or temporarily maintaining such utility facilities shall be covered by a written change order conforming to provisions herein pertaining to changes in Work. City may make changes in alignment and grade of Work to obviate need to remove, relocate, protect or temporarily maintain utility facilities or to reduce costs of Work involved in removing, relocating, protecting or temporarily maintaining such utility facilities. Changes in alignment and grade will be ordered in accordance with provisions pertaining to changes in Work.

P. Damage to underground utilities, pipelines or other facilities whose existence is shown on Plans or identified by field staking or markings shall be immediately brought to attention of City's Representative and affected Utility and repaired at Contractor's expense. Exact determination of location of these utilities, pipelines or other facilities shall be Contractor’s responsibility. Contractor shall be solely and directly responsible for damage, injury, expense, loss, inconvenience, delay, suits, actions or damage that may result from Contractor's failure to verify or locate utilities whose existence is indicated. Costs incurred for protection of these lines or costs incurred due to presence of lines, whether or not they lie within trench prism, shall be borne in full by Contractor.

Q. When it is necessary to remove, relocate, protect or temporarily maintain a utility other than

1. existing mains or trunk-line facilities not originally shown on Plans with sufficient accuracy to allow Work to proceed according to Contract Documents or;

2. existing service laterals or appurtenances whose presence cannot be inferred from presence of other visible facilities, such as buildings, meters and junction boxes, on or adjacent to Work site;
3-18-vw 31 05 50 – Protecting Existing Utilities - 6 of 12 Contractor shall bear all expenses incidental to Work on utility or damage thereto. Work on utility shall be done in manner satisfactory to Utility Owner. Utility Owner will have option of doing such Work with their own forces or permitting Work to be done by Contractor.

R. No representations are made that obligations to remove, relocate, protect or temporarily maintain a utility and to pay cost thereof is not required to be borne by utility. Contractor shall investigate, to find out whether or not said cost is required to be borne by Utility Owner.

S. Liquidated damages will not be assessed for damages in delay in completion of Work, when such delay was caused by failure of City, City's Representative, Design Engineer and Utility Owner to provide for removal or relocation of utility facilities. Right is reserved to governmental agencies and to Utility Owners to enter at any time upon any street, alley, right of way or easement for purpose of making changes in their property made necessary by Work and to maintain and make repairs to their property.

1.6 Unit Prices
A. Payment for locating, potholing, exposing, and protecting existing utilities will be included in price bid for Work items for which such Work is appurtenant.

B. Payment for abandoning or removing existing utilities will be included in the price bid for Work items for which such Work is appurtenant.

C. Utility Protection or Relocation by Contractor as Shown in Contract Documents: When work on a utility is shown within Contract Documents to be done by Contractor, but is not included as a separate bid item, Contractor shall make all arrangements and coordinate with utility owner regarding schedule for performance of the Work. Costs for such Work shall be included in unit prices or lump sum amounts bid for the various Contract items. Submit a proposed method of relocation or protection of utility for review. Review by City will not relieve Contractor of any responsibility.

D. Utility Relocation by Contractor for Contractor’s Convenience: Temporary relocation or alteration of any utility, desired by Contractor solely for their convenience in performance of Work, to a position or condition other than that provided for on Contract Documents shall be Contractor’s own responsibility. Make all arrangements with utility or property owners regarding such Work. Repair, replacement or relocation of buried utilities shall be completed at Contractor's expense by either Utility's forces, or by a contractor accepted by Utility in writing and properly licensed to perform Work. Costs of such Work for Contractor’s convenience shall be absorbed in unit prices or lump sum amounts bid for the various Contract items at no additional cost to City.

E. Utility Relocations by City: When Contract Documents indicate a utility is to be relocated, altered, or reconstructed by forces other than Contractor, City will conduct negotiations in respect to such work and work will be done at no cost to Contractor. No additional compensation will be given for delays or inconvenience by others to finish their work on schedule due to unforeseen difficulties.

F. Unknown Utility Installation by Others During Contract Work: If a utility is disclosed or installed subsequent to award of Contract, and the utility is not shown on Contract Documents, with reasonable accuracy, and said utility is found to occupy space required to be occupied by Work, City’s Representative will determine whether the utility requires location, relocation, removal, repair of damages, alteration, support or protection. City will determine method and manner of accomplishing such work and may order Contractor to do so pursuant to a Change Order issued by City. Perform tWork in accordance with Contract Documents provided or accepted by City and in accordance with the following:

1. Where undisclosed utilities are discovered and located by Contractor when performing this Contract, immediately notify City in writing.

2. When said utility is found to occupy space required to be occupied by part of permanent Works to be constructed under Contract or parallel to permanent works and within 3-18-vw 31 05 50 – Protecting Existing Utilities - 7 of 12 vertical planes on each side at a distance away equal to the maximum allowable trench width measured in a plane 12” above top of pipe, exclusive of branches or other facilities, as specified in the Contract Documents, or to be within the specified excavation pay lines (when such are specified in Contract Documents); City shall arrange for relocation or alteration of said utility or require Contractor to do the same.

3. Utilities found to cross the excavation, but not intercepting permanent Work to be constructed or interfering with construction shall be maintained in place at Contractor’s expense. Utilities which interfere with construction technique in use shall be protected or relocated.

4. When said utility is more or less parallel with, and any portion of it does not lie within vertical planes specified herein above, or does not lie within excavation pay lines (when such are specified or shown on Contract Documents), advise City thereof, and in cooperation with utility owner, provide and place necessary support for proper protection to guarantee continuous and safe operation of utility.

5. Maintain continuous sanitary sewer service at all times. Should any existing sanitary sewer or manhole extend within proposed excavation, submit method of construction or support for acceptance by City, and assume all responsibilities therefor. Costs for such work shall be borne by Contractor.

6. If work is done by others, provide time and working space for protection and relocation as required.

7. City will compensate Contractor for their direct costs of locating, relocating, removal, repair, support or protection of undisclosed utilities, together with cost of equipment used for Work necessarily idled during such Work. Contractor will be granted an extension of time for completion of Contract equal to time determined by City, to be reasonably necessary to perform the Extra Work, and City will not assess liquidated damages against Contractor for delay in completing Work when such delay was caused by City’s failure of City to provide for removal or relocation of such utility facilities.

8. Contractor will not be entitled to extra compensation or extension of time when Extra Work is required to repair damage to undisclosed utilities caused by failure of Contractor to exercise reasonable care. Contractor will not be entitled to compensation for indirect or consequential costs or damages incurred as a result of Extra Work required.

G. When directed or accepted by City, changes in line or grade of any structure being built may be made to avoid utilities. Additional costs because of such changes will be paid for by Change Order as Extra Work.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Neoprene Dielectric Blanket for Isolating
Metallic Pipelines at Crossings
Biltrite Fabrics Cleveland, OH
Accepted equal

2.2 Materials
A. Insulating blankets shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Neoprene Dielectric Blanket for Isolating
Metallic Pipelines at Crossings
Neoprene ≥⅛ thick
Cut into square 24” larger than OD
of largest pipeline in crossing
3-18-vw 31 05 50 – Protecting Existing Utilities - 8 of 12

2.3 Replacement Materials
A. Unless otherwise shown or specifically authorized in writing by City’s Representative, reconstruct damaged utilities with new materials of same size, type and quality as that removed.

B. Vitrified clay pipe sewer crossings 8” in diameter and under shall be constructed of the following materials:

ITEM MATERIAL SPECIFICATION
Replacement of Vitrified Clay Sewer
Pipe 8” Diameter or Less
Plain-End VCP ASTM C700 (At least two lengths of sewer pipe shall be used to cross trench section.)
Replacement of Vitrified Clay Sewer
Pipe Couplings 8” Diameter or Less
Compression Coupling ASTM C425; Band seal couplings or accepted equal PART 3 – EXECUTION

3.1 Preparation
A. California Government Code §4216 states Contractors “planning to conduct any excavation shall contact the appropriate regional notification center at least two working days but not more than 14 calendar days, prior to commencing excavation.” B. In Southern California, the appropriate regional notification center is Underground Service Alert of Southern California (DigAlert) (1-800-422-4133) or 811.

C. Contractor shall be responsible for damage done to public or private property shown on Plans or marked or staked in field.

D. Construction Plans will be provided to Utilities by City.

E. Construction schedule shall be provided to Utilities by Contractor. Coordinate construction schedule with Utility Owner's requirements.

F. Notify Utility Owner at least 72 hours in advance of utility crossing construction. Coordinate construction schedule with utility service requirements.

G. Make exploratory excavations to determine true location and depth of utilities, services, and buried structures in vicinity of Work prior to any construction activity. Determine type of material and condition of any utility which may be affected by or affect Work. Conduct exploratory excavations at least 1,300’ ahead of pipe trench heading at least 5 days in advance of planned construction to provide sufficient lead-time to resolve utility conflicts, to allow for adjustment in alignment or grade line, to verify pipe and utility location and depths, types materials, conditions and sizes for ordering proper transition and/or tie-in fittings, and so City's Representative may verify that no buried utilities interfere with proposed construction.

H. Identify true location and depth, type, material, condition and size of utilities and service connections.

I. Where potholing or exposure is not done, repair or replacement of damaged utilities and necessary horizontal and vertical realignments shall be paid for entirely by Contractor.

J. Electrical utilities may maintain energized underground electrical power lines in immediate vicinity of Work. These power lines represent an extreme hazard from electrical shock to construction personnel or equipment coming in contact with them. State law requires parties planning excavations in public right of way to contact Utilities for locations of their underground facilities. Contractors, their employees, and other personnel working near underground power lines must be warned to take adequate protective measures. (See:

OSHA Std. 1926-651(A)). Notify electrical Utility to arrange, if possible, to have these lines 3-18-vw 31 05 50 – Protecting Existing Utilities - 9 of 12 de-energized when Work reaches their immediate vicinity. Cost of such temporary arrangements shall be borne by Contractor.

K. Electrical utility companies may maintain energized aerial electrical power lines in immediate vicinity of Work. Do not consider these lines to be insulated. Construction personnel working near these lines are exposed to an extreme hazard from electrical shock. Contractors, their employees and construction personnel working on this project must be warned of the danger and instructed to take adequate protective measures, including maintaining a minimum 10-foot clearance between lines and construction equipment and personnel. (See OSHA Std. 1926.550(A)15). As an additional safety precaution, call electrical utility company to arrange, if possible, to have these lines de-energized or relocated when Work reaches their immediate vicinity. Cost of such temporary arrangements shall be borne by Contractor.

L. It shall not be the responsibility of either City or their Representative to verify need for electrical Utility shutdowns, nor to verify shutdowns have taken place.

3.2 Protection
A. Protect existing active services and utilities in place against damage from construction.

B. Maintain existing services and utilities in service. Do not shut down active services or utilities except where previous written authorization has been obtained from City's Representative and Utility.

C. Water meters, water valves, fire hydrants, electrical utility vaults, telephone vaults, gas utility valves, and other subsurface structures shall be relocated or adjusted to grade by the Contractor.

D. Use pipe and duct supports as needed to protect utilities. If the existing utility falls within the Contractor’s trenches, the utility involved shall be supported properly by the Contractor to the satisfaction of the utility owner. The method of support of the utility, precautions to be taken during trench backfill and compaction, etc., shall be per the utility owner’s requirements. The cost to support and protect existing utilities shall be included in the various bid items and no additional compensation shall be allowed. The Contractor shall contact the utility owner should it anticipate such exposure of any of the existing utilities.

E. Notify Utilities in writing at least 3 working days before authorized shutdown.

F. Unauthorized shutdowns shall only be made where necessary, as an emergency measure, to protect property or human life until proper authorization can be obtained.

G. The City will initiate action required to draft the appropriate utility company work order that will provide for the various service connections or utility relocations and adjustments as noted on the Plans. Subsequent to issuance of a work order number for a utility involved task, the matter will be transferred to the Contractor and the Contractor shall assume the responsibility for all further coordination with the utility company. The Contractor shall be responsible for maintaining contact with the utility company representatives and providing necessary effort in scheduling utility work so that delays in overall construction schedule are avoided and utility services are in place for connection upon completion of Contract construction.

H. Contractor shall perform his operations so that existing improvements which have not been designated for demolition are not damaged, including roads and other paved surfaces adjacent to or in the vicinity of the work site. Contractor shall repair and restore any disturbed or damaged private or public improvements which results from his operations (except that which is specifically a part of the Contract) to the satisfaction of the City, or the agency having jurisdiction over said improvements, all at the Contractor's expense.

I. Unless specified otherwise, existing street curbs, sidewalks, and street paving shall not be disturbed. Interior and exterior shoring, bracing, or supports shall be provided to prevent sudden collapse of structures to be demolished and to prevent movement, settlement or collapse of adjacent facilities to remain.
3-18-vw 31 05 50 – Protecting Existing Utilities - 10 of 12 J. Existing vegetation, irrigation systems, landscaping materials, structures, and appurtenances, which are not to be demolished, shall be protected and maintained as necessary.

K. Provide safeguards, including warning signs, barricades, temporary fences, warning lights, and other similar items that are required for protection of work personnel and public during demolition and removal operations.

L. Maintain fences, barricades, lights, and other similar items around exposed excavations until such excavations have been completely backfilled and no longer constitute a hazard or dangerous condition.

M. Excavations in the public right-of-way shall be completely backfilled or covered with vehicle safety plates at the end of each work day. During demolition activities, Contractor shall protect all nearby existing equipment such as electrical panels from dust caused by demolition activities by covering with drop-curtains or other similar methods.

N. Demolition work involving grinding, cutting, torching, welding, or similar applications producing a spark, flame, or heat that is capable of initiating fires or explosions ("hot work") shall be performed in conformance with OSHA 29CFR 1910.252-254 and NFPA 51B at a minimum. Prior to commencing any hot work, Contractor shall obtain a Hot Work Permit from the City and confirm that all fire prevention and protection requirements have been implemented.

O. Governmental agencies and owners of utilities reserve the right to enter at any time upon any street, alley, right-of-way, or easement for the purpose of making changes in their facilities and for purpose of maintaining and making repairs.

P. If Contractor hits a utility, take prompt action to make sure employees and public are not endangered.

1. If water line is hit, evacuate trench immediately.

2. If oil or gas line is hit, evacuate all employees and public from immediate vicinity.

3. Treat all conduits as though they are high voltage or high current electrical conduits.

4. Do not tamper with any conduit until conduit owner is called and power shut off.

Q. In all cases, call Fire Department and utility owner immediately.

3.3 Removal and Reconstruction
A. Utilities relocated or rebuilt for Contractor's convenience, shall be relocated or rebuilt at Contractor's expense. Repair, replacement or relocation of buried utilities shall be completed at Contractor's expense by either Utility's forces, or by a contractor accepted by Utility in writing and properly licensed to perform Work.

B. Utility relocation or reconstruction shall conform to applicable Standard Details and Specifications. Provide temporary service for disconnected Utility.

C. Replace damaged or removed utilities in kind, except as otherwise shown or authorized by City's Representative. Reconstruct utilities with new material of same size, type and quality as that removed.

3.4 Backfill and Compaction
A. Backfill and compact under and around utilities so no voids are left.

B. Before replacing a utility, backfill trench and compact to elevation 1 foot above top of ends of utility. Excavate cross trench of proper width for utility.

C. Sand-cement slurry may be used as backfill to ease compaction. Sand-cement slurry shall consist of one sack (94 pounds) Portland cement per cubic yard of slurry. Add sufficient moisture for workability without exceeding 6” slump. Submit specific methods and procedures to City's Representative prior to construction. 3-18-vw 31 05 50 – Protecting Existing Utilities - 11 of 12

3.5 Connecting to Existing Sewer Mains
A. Contact Utility Owner 72-hours before connecting to existing mains.

B. Comply with all Utility requirements for connecting to existing lines, including field directives from Utility inspectors.

C. Make longitudinal connections to existing pipe line as follows:

1. Schedule connection procedure with Utility so as not to interfere with normal operation of existing pipe line.

2. Coordinate with Utility to minimize downtime.

3. Arrange for presence of Utility inspector.

4. Verify Utility pipeline is isolated and relieved of pressure before cutting main.

5. Cut and remove section of pipe to be joined in presence of Utility-designated inspector or remove spool to expose spigot.

6. Install new pipe, fittings, and valve.

3.6 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Cement-Sand
Slurry Backfill
Slump (6”
Maximum)
ASTM C143 1 each batch City Contractor

END OF SECTION
3-18-vw 31 05 50 – Protecting Existing Utilities - 12 of 12

THIS PAGE INTENTIONALLY BLANK
1-18-vw 31 23 00 - Excavation and Fill - 1 of 18
SECTION 31 23 00

EXCAVATION AND FILL
PART 1 - GENERAL

1.1 Work Included
A. Refer to City of Corona Standard Drawing 308 for requirements for sewer pipe trenching and bedding.

B. Structural and trenching excavation activities as required to complete Work under wet and dry conditions in whatever material or class of material is encountered, including:

1. Contacting and notifying underground utilities, no less than 48-hours before excavating in accordance with Section 31 05 50.

2. Compliance with State and Federal safety regulations.

3. Designing, furnishing, placing, and removing all sheeting, shoring and bracing needed to safely support sides of excavations.

4. Compliance with applicable agencies’ permit conditions for work in public right-of-way, and for work on private property.

5. Loosening, excavating, removing, loading, and transporting excess soil from excavations.

6. Stockpiling, exporting and importing material.

7. Pumping, ditching, draining, and other required measures to remove or exclude water.

8. Supporting and protecting structures above and below ground.

9. Maintaining trees which are not permitted to be removed.

10. Preparing and stabilizing subgrade for pipe, paving and structures.

11. Backfilling around structures and all backfilling of trenches and pits.

12. Transporting, depositing, and compacting fill where required.

13. Rough and fine grading, weed-killer and soil sterilant application and preparation of rightof-way.

14. Legal disposal of cleared, grubbed and excess excavated materials.

15. Cleaning up debris, papers and loose rocks.

16. Restoring fences and other disturbed property.

17. All other incidental earthwork and supplementary operations needed to complete Work.

C. Excavations for appurtenant structures including manholes, vaults, valve boxes, catch basins, and thrust blocks, shall be considered as trench excavation.

D. Excavation shall include removal of water and materials which interfere with construction Work. Removal of water to levels below structure subgrade will be necessary only where required by Contract Documents.

E. Excavation for pipe and conduit work shall be by open trench unless otherwise shown. Should Contractor elect to tunnel or jack any portion not so specified, they shall first obtain acceptance from City’s Representative, and payment will be limited to prices bid for open trench work.

F. Except as modified herein, earthwork shall conform to Standard Specifications for Public Works Construction (Greenbook) Section 300.
1-18-vw 31 23 00 - Excavation and Fill - 2 of 18

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 65 00: Product Delivery Requirements
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 01 73 00: Execution
G. Section 03 30 00: Cast-in-Place Concrete
H. Section 31 05 16: Aggregate and Rock Products for Earthwork I. Section 31 05 50: Protecting Existing Utilities
J. Section 32 12 16: Asphalt Paving Systems Conforming to Greenbook Specifications K. Section 32 13 00: Cast-in-Place Concrete

1.3 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section. The Contractor bears the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s).

B. City has engaged the services of a Geotechnical Engineer responsible for overseeing the earthwork, performing laboratory and field tests, and verifying compliance with recommendations from the Geotechnical Report and these technical specifications. During the grading and earthwork operations, the Geotechnical Engineer will observe, map, and document subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Engineer will inform the City, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill, but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill.

C. The Geotechnical Engineer will observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Engineer will provide the test results to the City and the Contractor on a routine and frequent basis.

D. If, in the opinion of the Geotechnical Engineer, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Engineer will reject the work and may recommend to the City that construction be stopped until the conditions are rectified.

1.4 References
A. ASTM C143 Slump of Hydraulic Cement Concrete
B. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates C. ASTM D1556 Density and Unit Weight of Soil in Place by SandCone Method D. ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort 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. ASTM D6938 In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
H. AWWA C600 Installation of Ductile Iron Water Mains and Their Appurtenances 1-18-vw 31 23 00 - Excavation and Fill - 3 of 18
I. AWWA M41 Ductile Iron Pipe and Fittings
J. California Test Method 202 Sieve Analysis of Fine and Coarse Aggregates K. California Test Method 216 Relative Compaction of Untreated and Treated Soils and Aggregates
L. California Test Method 217 Sand Equivalent
M. California Test Method 231 Relative Compaction of Untreated and Treated Soils and Aggregates Using Nuclear Gage
N. California Test Method 301 Resistance “R” Value of Treated and Untreated Bases, Subbases, and Basement Soils by Stabilometer
O. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 300 “Earthwork”
P. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 306-1 “Open-Trench Excavations”

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Required for herbicides
Required for pipe identification tape
MSDS Required for herbicides
Product Samples Required for pipe identification tape
Delivery Tickets Required for engineered soil media
Permits Copies of permits obtained for excavation, grading, etc. required by state and
local governing authorities
Certificate of Compliance Submit affidavit of compliance with California Construction Safety Order requirements prior to beginning excavation on any trench or excavation.

Affidavit shall certify compliance with all shoring, bracing, sloping or other protective system provisions required by California Construction Safety Orders for worker protection from hazard of caving ground during excavation.

Scale Broom Weed
Eradication Letter
Required for areas at risk of Scale Broom Weed presence.

Work Plan Work plan to include:
• Schedule
• Sequence of grading
• Estimate quantities of daily earthwork planned for site B. Refer to Section 01 33 00 for definition of requirements for product data and certificates of compliance.

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

1.7 Unit Prices Bid Item 31 23 00 – Grading and Structural Excavation A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

1.8 Increases in Payment due to Contaminated Soil Excavation A. In absence of pay items for contaminated soils, Contractor shall be entitled to payment as Extra Work for documented costs incurred by Contractor for removing, segregating, covering, and legally disposing of contaminated soils. Contractor shall not be entitled to payment for imported material to replace contaminated soils.
1-18-vw 31 23 00 - Excavation and Fill - 4 of 18
PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Current Growth Herbicide Roundup QuikPro Dry (Monsanto) St. Louis, MO DuPont Oust XP
Accepted equal
Pre-Emergent Herbicide Ronstar G - Bayer
DuPont Oust XP
Accepted equal
Buried Pipe Identification Tape See Section 33 05 26
Geotextiles Type 200WS
Woven Slit Film
Refer to Section 31 05 19

2.2 Materials
A. Refer to Section 31 05 16 for basic requirements for aggregate and rock products.

B. The following definitions shall apply to soil and backfill:

ITEM MATERIAL SPECIFICATION
Granular Material Sand or Gravel California Test Method 217 minimum sand equivalence of 30 Not more than 20% of material shall pass through 200-mesh sieve.

Imported Sand Sand California Test Method 217 minimum sand equivalence of 30 Pervious Backfill (per
Greenbook 300-3.5.2)
Gravel, Crushed
Gravel, Crushed
Rock, Natural Sands,
and/or Manufactured
Sands
California Test Method 217 minimum sand equivalence of
60 100% passing ¾” sieve
80-100% passing ⅜” sieve
0-8% passing No 100 sieve
0-3% passing No 200 sieve
Engineered Soil Media Mineral and Organic
Mixture
85% mineral by volume meeting the following component
range requirements:

Sand – 70-80%
Silt – 15-20%
Clay – 5-10%
15% organic by volume
Nitrogen stabilized compost such that nitrogen does not leach from media
Drum mix prior to placement
Suitable Structural Backfill
Material (per Greenbook 300-

3.5)
Imported or
Excavated Material
Meeting
Specification
California Test Method 217 minimum sand equivalence of
20 35-100% passing No 4 sieve
20-100% passing No 30 sieve
Material free from shale, sod, stones, concrete and clods over 4” diameter, roots, trash, lumber, organic material, ashes and other debris considered unsuitable by City.

Material shall have no unusual color or sulfide odor.

Compact to specified densities.

Suitable Soil Material Imported or
Excavated Material
Meeting
Specification
Material free from shale, sod, stones, concrete and clods over 4” diameter, roots, trash, lumber, organic material, ashes and other debris considered unsuitable by City.

Material shall have no unusual color or sulfide odor.

Compact to specified densities.

Unclassified Fill Imported or
Excavated Material
Material free from shale, sod, stones, concrete and clods over 6” diameter, roots, trash, lumber, organic material, ashes and other debris considered unsuitable by City.
1-18-vw 31 23 00 - Excavation and Fill - 5 of 18

ITEM MATERIAL SPECIFICATION
Meeting
Specification
Material shall have no unusual color or sulfide odor.

Compact to specified densities.

Cement-Sand Slurry Cement (94-lb sacks
per cubic yard of mix)
1 sack per cubic yard minimum and not less than that
required by applicable agency encroachment permits
Maximum Slump Maximum 6” per ASTM C143
Native Material Material obtained from required site excavations When native material is unsuitable for use in backfill, it shall be disposed of off-site and suitable material capable of being compacted to required relative density shall be furnished by Contractor at their expense.

Import Material City-accepted material obtained from off-site borrow areas.

Buried Pipe Identification
Tape
See Section 33 05 26.

See section on appropriate utility pipe or conduit material for required message Current Growth Herbicide Systemic, Non-selective
Pre-Emergent Herbicide Halts root growth, Selective
C. Soil and backfill materials for pipelines and utilities shall be prepared to the following specifications:

ITEM MATERIAL SPECIFICATION
Backfill for Over-Excavation
Beneath Pipes
Cement-Sand Slurry 1-sack cement-sand slurry mix
Maximum 6” slump per ASTM C143
Suitable Soil Material
(where cement-sand
slurry not required)
90% compaction per ASTM D1557
Backfill of Tunnels beneath
Concrete Flatwork
Sand 90% compaction per ASTM D1557
Pipe Zone Material for
Pressure Pipe
(Material from 6 inches below
pipe to a plane 12 inches
above top of pipe)
Native or Imported
Granular Material
90% compaction per ASTM D1557
California Test Method 217 Minimum sand equivalence of
30 Material shall also be suitable soil material as defined above.

Maximum lifts vary with equipment. See below.

Place buried identification tape where specified
Pipe Zone Material for Gravity
Pipe
(Material from 6 inches below
pipe to plane 12 inches above
top of pipe)
¾” Crushed Rock
Wrapped in Type
200WS Woven Slit
Film Geotextile
90% compaction per ASTM D1557
California Test Method 217 Minimum sand equivalence of
30 Material shall also be suitable soil material as defined above.

Maximum lifts vary with equipment. See below.

Place buried identification tape where specified
For geotextile wrap, refer to Section 31 05 19
Lower Trench Zone Material
(Material in Pipe Trench
above Pipe Zone and below
36 inches below Street Zone)
Suitable Soil Material
(where cement-sand
slurry not required)
90% compaction per ASTM D1557
Maximum lifts vary with equipment. See below.

May contain stones, asphalt pavement or concrete of up to 6-inches in largest dimension so long as such solids are completely surrounded by fines so no voids are present in backfill as placed.

No material greater than 2 inches in any dimension shall be placed within one foot of any pipe, valve, or structure.

All backfill within 24-inches of ductile-iron fittings or valves shall be clean, washed sand.

Provide buried pipe identification tape in pipe trench 18 inches above pipe
Cement-Sand Slurry 1-sack cement-sand slurry mix
Maximum 6” slump per ASTM C143
1-18-vw 31 23 00 - Excavation and Fill - 6 of 18

ITEM MATERIAL SPECIFICATION
Upper Trench Zone Material
(Material in Pipe Trench
between Lower Trench Zone
and Street Zone)
Suitable Soil Material
(where cement-sand
slurry not required)
90% compaction per ASTM D1557
Maximum lifts vary with equipment. See below.

May contain stones, asphalt pavement or concrete of up to 6-inches in largest dimension so long as such solids are completely surrounded by fines so no voids are present in backfill as placed.

No material greater than 2 inches in any dimension shall be placed within one foot of any pipe, valve, or structure.

All backfill within 24-inches of ductile-iron fittings or valves shall be clean, washed sand.

Provide buried pipe identification tape in pipe trench 18 inches above pipe
Cement-Sand Slurry 1-sack cement-sand slurry mix
Maximum 6” slump per ASTM C143
Street Zone Material (Base
material in pipe trench below
pavement subgrade to depth
of 30” below finished road
surface.

Crushed Aggregate
Base Material
95% compaction per ASTM D1557
Conform to SSPWC (Greenbook) §200-2.2, crushed
aggregate base
Contractor may substitute on-site materials conforming to SSPWC (Greenbook) §200-2.5, Processed Miscellaneous
Base
Maximum lifts vary with equipment. See below.

Material shall also be suitable soil material as defined above.

Stones concrete and clods smaller than specified limit may not exceed 20% of backfill volume over any pipe segment.

Place in 8” maximum lifts.

Surface Zone Material (upper
12” of trench to finish surface
in unimproved or landscaped
areas)
Topsoil per Section
32 90 00
80% compaction per ASTM D1557
Maximum lifts vary with equipment. See below.

D. Soil and backfill materials for site grading and general excavation shall be prepared to the following specifications:

ITEM MATERIAL SPECIFICATION
Backfill for Over-Excavation
Beneath General Excavation
Suitable Soil Material 90% compaction per ASTM D1557
Loose Ground Remaining
After Stripping
Suitable Soil Material 90% compaction per ASTM D1557
Surface Zone Material (upper
18” below finish surface in
bioretention swales)
Engineered Soil
Media
Place loose for planting
Fills Below Ground Suitable Soil Material 90% compaction per ASTM D1557 Place in 4-foot maximum lifts
Embankments Suitable Soil Material 90% compaction per ASTM D1557 Place in 8-inch maximum lifts
2:1 maximum embankment slope
Surface Zone Material (upper
12” below finish surface in
unimproved or landscaped
areas)
Topsoil per Section
32 90 00
80% compaction per ASTM D1557
Maximum lifts vary with equipment. See below.

E. Soil and backfill materials for paving shall be prepared to the following specifications:

ITEM MATERIAL SPECIFICATION
Backfill for Over-Excavation
Beneath Paving
Suitable Soil Material
(where concrete
slurry not required)
90% compaction per ASTM D1557
Cement-Sand Slurry 1-sack cement-sand slurry mix
Maximum 6-inch slump per ASTM C143
1-18-vw 31 23 00 - Excavation and Fill - 7 of 18

ITEM MATERIAL SPECIFICATION
Roadway/Paving Fills > 3 feet
Below Base
Suitable Soil Material 90% compaction per ASTM D1557
Place in 4-foot maximum lifts
Top 3 feet of Roadway/Paving
Fills Below Base
Suitable Soil Material 90compaction per ASTM D1557
Place in 8-inch maximum lifts
Roadway/Paving Base Crushed Aggregate
Base Material
95% compaction per ASTM D1557
Conform to SSPWC (Greenbook) §200-2.2, Crushed
Aggregate Base
Contractor may substitute on-site materials conforming to SSPWC (Greenbook) §200-2.2, Processed Miscellaneous
Base
Maximum lifts vary with equipment. See Section 32 12 16 for asphalt-concrete paving or 32 13 13 for concrete paving F. Soil and backfill materials for structures shall be prepared to the following specifications:

ITEM MATERIAL SPECIFICATION
Backfill for Over-Excavation
Beneath Structures
Concrete Section 03 30 00 Class A
Backfill of Tunnels Beneath
Concrete Flatwork
Sand 90% compaction per ASTM D1557
Structural Fills > 5 feet Below
Foundation
Suitable Structural
Backfill Material (per
Greenbook 300-3.5)
90% compaction per ASTM D1557
Place in 12” maximum lifts
Top 5 feet of Structural Fill Suitable Structural
Backfill Material (per
Greenbook 300-3.5)
95% compaction per ASTM D1557
Place in 8” maximum lifts
Structural Bedding Beneath
Footings, Slabs and Sand
Blanket
Crushed Aggregate
Base Material
95% compaction per ASTM D1557
Conform to SSPWC (Greenbook) §200-2.2, Crushed
Aggregate Base
Contractor may substitute on-site materials conforming to SSPWC (Greenbook) §200-2.2, Processed Miscellaneous
Base
If plans are silent regarding thickness, provide 8” layer of aggregate beneath 4” sand layer
Sand Blanket Beneath Slabs Sand 90% compaction per ASTM D1557 If plans are silent regarding thickness, provide 4” sand layer with10-mil PVC vapor barrier with sealed laps in
center of sand layer.

PART 3 - EXECUTION

3.1 Preparation
A. Contractor's attention is directed to possible existence of pipe and other underground improvements which may or may not be shown on Plans. Preserve and protect any such improvements whether shown or not. Where necessary to remove and replace or to relocate such improvements to prosecute Work, improvements shall be removed, maintained, and permanently replaced by Contractor at their expense, except as otherwise provided in Contract Documents.

B. California Government Code §4216 states Contractors “planning to conduct any excavation shall contact the appropriate regional notification center at least two working days but not more than 14 calendar days, prior to commencing excavation.” C. Preparation for fill shall proceed as follows:

1. Areas shall then be scarified to provide a bond between existing ground and fill material to be deposited thereon.
1-18-vw 31 23 00 - Excavation and Fill - 8 of 18

2. When fills are to be placed over existing surface improvements to remain in place cut 4” drainage holes through structure or paving at 5-foot centers each way or break or saw-cut pavement in grid pattern of 5-foot each way with minimum ¼” gap between broken sections.

D. Control of runoff and groundwater shall comply with the following:

1. Control grading to prevent water running into excavations. Do not obstruct surface drainage. Provide swales, gutters temporary drains or other means of channeling flow without interruption around excavations.

2. Preserve existing drainage patterns except as otherwise shown. Where construction methods cause temporary obstruction of drainage patterns, provide temporary facilities adequate for expected flows and a means of emergency removal of obstruction.

3. Procure permit from appropriate Regional Water Quality Control Board for all groundwater dewatering operations.

4. Provide and maintain ample means and devices and promptly remove and properly dispose of all water from any source entering excavation or other parts of Work.

Dewatering methods shall ensure preservation of final lines and grades of bottoms of excavations. Said methods may include well points, sump points, suitable rock or gravel placed below required bedding for drainage and pumping purposes, temporary pipelines, and other means that will not be detrimental to proposed construction. Contractor is responsible for obtaining all water discharge permits required.

5. Dewatering for structures and pipelines shall commence when groundwater is first encountered and shall continue until water can be allowed to rise in accordance with provisions of this section.

6. Do not place concrete footings or floors in water. Do not allow water to rise over Work until concrete or mortar has set at least 8 hours. Do not allow water to rise unequally against walls for 28 days. Do not allow groundwater to rise around pipe until jointing compound in joints has set hard.

7. Dispose of water in suitable manner without damage to adjacent property. Do not drain water into Work built or under construction without prior consent of City’s Representative.

Dispose of water according to permits and in such manner as not to be a menace to public health and public or private property.

E. Remove and reconstruct asphalt paving improvements per Section 32 12 16.

F. Remove and reconstruct concrete paving improvements per Section 32 13 13.

G. Obtain written permission from City prior to any blasting or use of explosives. Explosives, if used, shall be of such quantity and power and shall be used in such locations as to minimize opening of seams and disturbing of material outside prescribed excavation limits. As excavation approaches its final limits, reduce depths of holes for blasting and quantity of explosives used for each hole so to minimize disturbance of underlying or adjacent material.

H. Protection of open excavations shall comply with latest revision of rules, orders and regulations of Division of Industrial Safety of State of California. Nothing contained in these Contract Documents shall be construed as relieving Contractor of full responsibility for providing shoring, bracing, sloping or other provisions adequate to guarantee worker protection and safety.

1. Vertical supports including steel H-beams and piles shall be drilled into place, except final 4 feet may be driven.

2. Where drilling is impracticable because of rocks or running sand, City’s Representative may accept placing of vertical supports by means other than drilling, provided Contractor assumes sole responsibility to protect existing surface and subsurface improvements in place.
1-18-vw 31 23 00 - Excavation and Fill - 9 of 18

3. If sheeting is used for trench support, no sheeting shall remain in trench upon project completion except where removal of portions of said sheeting is impracticable in opinion of City’s Representative.

4. Access ladders shall be provided within 25 feet of all workers as required by OSHA regulations.

I. No material shall cause undue interference with public travel. Provide free access to all fire hydrants, water valves, meters, and private drives, or other property or facilities that may have routine or emergency use.

J. Do not deposit backfill against new concrete structures until concrete has developed specified 28-day compressive strength.

3.2 Installation
A. Refer to Sections 01 73 00 for basic execution and installation requirements.

B. Furnish and install excavation and fill at locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Requirements of contract-referenced soils reports and investigations.

2. Applicable OSHA and Cal OSHA regulations

3. California Building Code Chapter 18 “Soils and Foundations.”

4. City of Corona Standard Drawing 308 for sewer pipe bedding.

5. Manufacturer’s installation and warranty requirements

6. Standard Specifications for Public Works Construction (Greenbook) §300 “Earthwork”

7. Standard Specifications for Public Works Construction (Greenbook) §306-1 “Open Trench Excavations”

8. Other applicable building code requirements
D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Earthwork within public rights-of-way controlled by a state, county or city, or earthwork within railroad rights-of-way shall be in accordance with requirements and provisions of permits issued by those agencies for construction within their respective rights-of-way. Such permit requirements and provisions which are more restrictive than those specified herein, shall take precedence and supersede provisions of Contract Documents.

F. Should the material encountered in the excavation not be suitable for select fill material, the Contractor shall import select fill material meeting the minimum requirements outlined above, from an offsite source. Provide to the City information with respect to the imported select fill material, the site, and a current soils report of said material prior to its use on site. Include payment for said imported select fill material in the Contractor's Bid and include the preparation of any grading and haul route plans, the cost of any grading and haul route permits and soils reports, and the excavation of said imported select fill material and other requirements called for in said Section 300-4, "Unclassified Fill".

G. Should contaminated soil be encountered, Contractor shall perform the following activities:

1. Promptly notify City’s Representative contaminated or potentially contaminated soil has been encountered so City may identify party legally responsible for disposal of contaminated soil and properly direct Contractor how to proceed.

2. Conduct work in contaminated areas in accordance with applicable OSHA and Cal OSHA regulations.

3. Segregate and cover contaminated soils prior to removal from site.

4. Dispose of contaminated soils as directed by City and as required by law. 1-18-vw 31 23 00 - Excavation and Fill - 10 of 18
H. Should excavation be carried below lines and grades shown, refill excavated space to proper elevation with material as specified in Part 2 above for correction of faulty grades after overexcavation.

I. Site grading and general excavation shall proceed as follows:

1. Stripping: Strip all vegetation such as roots, brush, heavy sods, heavy growth or grass, and all decayed vegetable matter, rubbish, and other unsuitable materials within area of Work prior to starting excavation or embankment. Trees and other natural growths outside actual lines of construction operations shall not be destroyed and such measures as are necessary shall be taken by Contractor, at their own expense, for protection thereof.

2. Excavation: After stripping, excavation of whatever substances are encountered within grading limits of Work shall be carried to lines and grades shown. All suitable excavated material shall be used to meet embankment requirements of Work. Material in excess or not suitable for embankment shall be disposed of as specified herein.

3. Embankment: After stripping, areas to receive embankment or fill shall be benched, if sloping, and scarified to a depth of 6-inches, then compacted as specified.

4. If ground is in loose, uncompacted condition after stripping, it shall be compacted as specified. Do not deposit unsuitable material in fill areas where compaction is required.

5. Unless special material is required, material for embankments or roadway fills may consist of excavated material from structures or a mixture of excavated materials and materials borrowed off-site. Leaves, grass, roots, stumps, sludge, and other organic matter shall not be deposited in any embankment or fill. Off-site sources of fill must be designated and are subject to evaluation and approval by City’s Representative.

6. Do not place material beyond sloping lines of embankment unless so ordered by City’s Representative. Material allowed to be placed beyond embankment lines shown shall be compacted as required above unless otherwise authorized by City’s Representative.

7. Compact material for embankments or roadway fills by rolling with power rollers weighing at least ten tons, with sheepsfoot rollers, with vibrating rollers, or with pneumatic tire rollers, as appropriate for soil type being compacted, and as required to accomplish Work.

As each layer is deposited, apply water in sufficient amounts to ensure optimum moisture to secure compaction specified. If excess moisture is encountered in fill, manipulate each layer so as to dry out excess moisture. Water shall be uniformly incorporated with fill material in amount sufficient to ensure required density after compaction.

8. Use of trucks, carryalls, scrapers, tractors, or other heavy hauling equipment shall not be considered as rolling in lieu of rollers, but traffic of such equipment shall be distributed over fill in such manner as to use compaction afforded thereby as an addition to compaction by rollers.

9. Excavate and fill to lines and grades shown with maximum slope not exceeding that shown.

10. Plan haul routes to avoid passing heavy off-highway equipment over pipelines with less than 4-feet of cover. Where crossings must be made, provide concrete encasement or accepted bridging.

11. Finish: All areas covered by Work, including excavated and filled sections and transition areas, shall be uniformly graded to elevations shown. Finished surface shall be reasonably smooth, compacted, and free from irregular surface changes. Round edges of spoil and borrow areas to blend into natural contours. Degree of finish ordinarily obtainable from a blade grader will be satisfactory for open areas, but hand grading and raking will be required around structures and walkways. Finished surface shall be not more than 0.1- foot above or below established grade and sloped to prevent ponding.

12. Areas requiring geotextile fabric: In offsite park area: place a weed barrier type geotextile fabric between native soil and mulch fill. See Section 31 05 19 for geotextile requirements.

J. Structural excavation shall proceed as follows:
1-18-vw 31 23 00 - Excavation and Fill - 11 of 18

1. Excavation of all material of whatever nature necessary for construction of structures and foundations shall be carried out to lines and grades shown, and as required to provide working clearance and safe construction slopes and to emplace shoring, sheeting, bracing, and other Work required.

2. Except when concrete is authorized to be placed directly against excavated surfaces, establish clear space at sides of excavation to facilitate form construction and removal and provide for excavation protective support system.

3. Where concrete is to be placed on original ground without subgrade preparation, do not use machinery using teeth nearer than 3-inches from any finished subgrade. Remove last 3-inches without disturbing subgrade.

4. Do not place backfill until structure footings or other portions of structure or facility have been inspected by City’s Representative and accepted for backfilling.

5. Place backfill in horizontal layers, moistened and tamped, rolled or otherwise compacted.

6. Water settling will not be permitted. Place backfill so no additional unbalanced loading occurs during placing.

7. Take care when backfilling to obtain adequate compaction beneath pipes and to avoid injury or displacement of such pipes.

K. Pervious material shall be placed as follows:

1. Place pervious material in layers following specifications for structural backfill.

2. Pervious material at any location shall come from the same plant and conform to the same grading.

3. Where pervious material would be exposed to erosion, cover with 12” layer of topsoil or other earthy material accepted by City’s Representative.

L. Weep holes shall be backed with 2 cubic feet of coarse aggregate conforming to No. 3 coarse aggregate or Grading C as described in Section 03 30 00.

1. Before placing aggregate, attach 8” square of ¼” galvanized or aluminum screen having minimum wire diameter of 0.03” to back of weep hole.

2. Securely tie aggregate in burlap sack.

3. Place so backing covers weep holes and extends at least 12” above bottom of opening.

M. Trench excavation and backfill for pipelines and conduits shall proceed as follows:

1. Alignment and Grades: Alignment and grade for pipe shall be as shown. When flow line is shown, it shall be invert or interior bottom of pipe. When top of pipe is shown, it shall be exterior of pipe barrel. In absence of such profile grade, pipe shall be laid on 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.

2. Where natural ground above pipeline trench has been overexcavated and/or pipeline is to be placed in new embankment, place and compact embankment material to an elevation of not less than one foot above top of pipe prior to trench excavation.

3. Except where specified otherwise in Contract Documents or permits or where documented acceptance is obtained from City’s Representative; maximum length of open trench shall be 500 feet, or distance necessary to accommodate amount of pipe installed in one day, whichever is greater. Distance is collective length at any location, including open excavation, pipe laying, and appurtenance construction and backfill which has not been temporarily resurfaced.

4. Except where documented acceptance is obtained from City’s Representative, maximum length of open trench where concrete structures are cast in place shall be that necessary to permit uninterrupted progress. Pursue construction as follows:
a. Excavate
b. Set steel reinforcement
1-18-vw 31 23 00 - Excavation and Fill - 12 of 18
c. Place floor slab,
d. Place walls,
e. Place cover slab, roof or arch.
f. Allow concrete to cure.
g. Backfill

5. Failure of Contractor to comply with specified limitations may result in order to halt work until such time as compliance is achieved.

N. Unless otherwise shown, minimum and maximum pipe trench width measured at top of pipe zone (12 inches above pipe crown) shall be as shown below, where D=nominal pipe diameter.

GRAVITY
PIPE

MATERIAL

APPLICABLE

SPECIFICATION

NOMINAL PIPE SIZE
(INCHES)

SIDE CLEARANCE (INCHES)

MINIMUM MAXIMUM
Vitrified Clay
Pipe
ASTM C12 §6 All sizes 6” or as shown on
Plans
as shown on Plans
Plastic Pipe ASTM D2321 §6.3 ≤ 16” 8” 12”
18”-30” 6”+D/8 18”
> 30 As shown on plans

PRESSURE
PIPE

MATERIAL

APPLICABLE

SPECIFICATION

NOMINAL PIPE SIZE
(INCHES)

SIDE CLEARANCE (INCHES)

MINIMUM MAXIMUM
Ductile Iron
Pipe
AWWA C600
§4.3.2.3 and
AWWA M41
All sizes 12” as shown on plans
O. If maximum trench width is exceeded on either side of pipe, provide one of the following remedial measures at no additional cost to City.

1. Backfill trench with material specified for “Backfill for Over-Excavation” in Part 2 above to cradle pipe to spring line, or

2. Modify bedding based on calculations accepted by City’s Representative to accommodate wider trench width, or

3. Substitute higher-strength pipe based on calculations accepted by City’s Representative to accommodate wider trench width.

P. Trench bottom preparation shall proceed as follows:

1. Grade trench bottom to provide smooth, firm, and stable foundation at every point throughout length of pipe. Transfer construction stake grades into trench as needed to ensure trench bottom is accurately graded. Place any special bedding required by Contract Documents.

2. Prepare pipe subgrade at trench bottom for specific type of pipe material being installed in accordance with Specifications for said pipe.

3. Should large gravel and cobbles be encountered at trench bottom or pipe subgrade, remove such items from beneath pipe and replace with granular material compacted to provide uniform support and a firm foundation.

4. Whenever trench bottom does not afford a sufficiently solid and stable base to support pipe or appurtenances, excavate below normal trench bottom and replace it with crushed rock or gravel of sufficient thickness to form an unyielding foundation.

5. If excessively wet, soft, spongy, unstable, or similarly unsuitable material is encountered at subgrade, remove unsuitable material and replace with crushed rock or gravel of sufficient thickness to form an unyielding foundation.

6. Accurately shape pipe subgrade to fit pipe bottom using drag template or other suitable method. At each pipe joint, recess trench bottom to relieve pipe bells, couplings or flanges of all load.
1-18-vw 31 23 00 - Excavation and Fill - 13 of 18

7. Payment for removal of material and additional backfill required shall be in accordance with Contract Documents. However, if necessity for such additional bedding material has been occasioned by an act or failure to act on part of Contractor, Contractor shall bear expense of additional excavation and backfill to required depth.

8. Contractor's attention is called to their responsibilities in maintaining adequate dewatering procedures to ensure an otherwise stable foundation will not be rendered unfit due to accumulation of water in trench.

9. Where rock is found, remove rock below grade and backfill trench with clean imported sand to provide a compacted foundation cushion with a minimum allowable thickness of 6 inches under outside diameter of pipe barrel and a clear space of 4 inches under pipe bell. Payment for removal of rock and additional backfill shall be in accordance with Contract Documents.

Q. Backfill over pipe shall proceed as follows:

1. After pipe has been properly laid, exterior joints grouted and inspected, begin backfilling operations using material as specified above.

2. Contractor will be held responsible for displacements of pipes or other structures, damage to them or instability caused by improper depositing of backfill material or improper use or handling of tools or equipment.

3. Backfill pipe located in public traveled right-of-way at end of each day’s operations in accordance with applicable permit requirements. Remove spoil piles from traffic lanes by end of working day.

4. Mechanical densification or compaction of backfill shall use rolling, vibrating or impact means, or a combination thereof. Method or methods used shall result in obtaining compaction of backfill in various specified zones and within maximum lifts specified.

Densification or compaction method or methods used shall not damage pipe, adjacent ground, existing improvements, or improvements installed as part of Work.

5. Place material for mechanically compacted backfill in lifts which, prior to compaction, shall not exceed depths specified for various types of equipment.

TYPE OF COMPACTION EQUIPMENT MAXIMUM LIFT DEPTH
Hand-directed mechanical tampers ≤ 6” in pipe zone, ≤ 8” elsewhere.

Impact, free-fall, or "stomping" equipment ≤ 36”
(Do not use over concrete pipe, cement-mortar lined
pipe or PVC.

Vibratory equipment with smooth contact surface ≤ 24”
Rolling equipment, including, vibratory-interrupted
surface equipment
≤ 12”

6. Contractor is advised water settling in pipe zone triggers requirement under AWWA C651 paragraph 5.1.1.3 to perform bacteriologic testing at 200-foot intervals instead of 1200- foot intervals. Should Contractor elect to use water settling for potable water pipelines, Contractor shall perform additional disinfection required under AWWA C651 at no additional cost to City.

7. Water settling (jetting) may be used in pipe zone and trench zone in lieu of mechanical compaction. Water settling (jetting) 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 specified compaction is achieved. Densification by saturation shall be accomplished by inserting a pipe, through which water is being supplied under pressure, to bottom of lift of material to be consolidated, and applying to each square yard or lesser surface area in this manner sufficient water to completely saturate overlying backfill and cause obvious settlement. Where water settling is used, exercise care to prevent pipe from floating. Jetting shall be supplemented by vibratory or other consolidation equipment as needed to obtain specified compaction. Do not use water settling in street zone. 1-18-vw 31 23 00 - Excavation and Fill - 14 of 18

8. Contractor may use densification by saturation only when it has been determined it will not result in damage to adjacent ground, existing improvements or improvements installed for Work, and that it is appropriate to obtain specified compaction. Some encroachment permits limit methods of densification or compaction. In addition, use of densification by saturation is subject to all the following requirements. a. Apply water in manner, quantity and rate sufficient to saturate thickness of lift being densified.
b. Vibrating compacting equipment may be necessary to supplement water saturation process where required densities cannot be attained by saturation alone. c. Lift thickness of backfill shall not exceed that which can be readily densified by saturation procedure. In no case shall undensified lift exceed 5-feet. d. Character of material excavated from trench may be generally, or in zones, unsuitable or densification with water. In this case, Contractor may, at no additional cost to City, import suitable material for saturation, or densify excavated material by mechanical compaction. If water does not readily drain from trench, it shall be removed by sump pump.

9. Control of Trench Backfill by Zones: Whether mechanical compaction or densification by water saturation is employed, backfill shall be constructed by zones, and compaction requirement for each zone followed unless otherwise specified.

R. Backfill in pipe zone shall occur as follows:

1. Hand-place backfill simultaneously on each side of pipe for full trench width, moistened as required to achieve specified compaction.

2. In placing and compacting backfill, give particular attention to underside of pipe and fittings to provide firm support along full pipe length.

3. Place warning and locator tape at distance above top of pipe specified above.

4. Take care in backfilling to avoid damage to pipe coating, locating tape and any conduits that may be installed in pipe zone. Complete pipe zone compaction before covering it with trench zone material.

S. Backfill in trench zone shall use either mechanical compaction or water settling, depending on location and nature of material. Complete trench zone compaction before covering it with street zone material.

T. Backfill in street zone shall occur as follows:

1. Backfill in traveled ways and public streets shall be in accordance with right-of-way agreement, encroachment permit or applicable regulations of agency having jurisdiction over traveled way. In absence of such provisions, compact soil by accepted hand-, pneumatic or mechanical-type tampers.

2. Water consolidation will not be permitted.

3. Construct pavement section in accordance with Contract Documents.

U. Herbicides shall be applied as follows:

1. Treat vegetation to be exterminated and removed with current growth herbicide in accordance with Manufacturer’s directions.

2. Treat finished subgrade of specified areas with accepted pre-emergent herbicide. Apply pre-emergent herbicide at uniform rate in accordance with Manufacturer's directions. At option of City’s Representative, area shall then be lightly sprinkled with water to prevent loss of herbicide or scuffing.

3. Areas to receive current growth and pre-emergent herbicides include all areas to receive geotextile fabric and decorative gravel.

4. Apply herbicides and other products according to manufacturer’s installation and warranty requirements. Manufacturer’s requirements for installation, application, and use of products shall be strictly followed.
1-18-vw 31 23 00 - Excavation and Fill - 15 of 18

5. Refer variances between Manufacturer’s application instructions and Contract Documents to City’s Representative.

3.3 Field Quality Control
A. City’s Representative will provide continuous inspection of fill and will field test fill and earth backfill as placed and compacted, and inspect excavations and subgrade before concrete is placed and provide periodic inspection of open excavations, embankments, and other cuts or vertical surfaces of earth.

B. City’s Representative will observe and test fills and based on laboratory results will determine whether fills have been placed in accordance with Contract Documents.

C. City’s Representative may require deepening of footings and order such deepening based on uncovered soil conditions.

D. Whenever excavated material is not suitable for backfill, Contractor shall at their expense arrange for and furnish suitable imported backfill material which is capable of attaining specified relative density. Contractor shall also arrange for removal and off-site disposal of unsuitable excavated material at their own expense.

E. Special inspection and field testing required by Chapter 17 of CBC (Table 1704.7) for subgrade beneath structures, footings and foundations shall be completed by an ICBOcertified special inspector selected by City and shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Subgrade
Beneath
Structures
and
Footings
Material and
Bearing Capacity
Verification
CBC Section 1704.7 and
Soils Report
Periodic per CBC
Table 1704.7
City Contractor to
reimburse City
for costs of
first deputy
inspector if reinspection is
required
Excavation Depth
and Material
Verification
F. Additional field testing of earthwork shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Backfill or
Soil
Prepared
in Place
Sampling ASTM D75 As directed City Contractor
Sieve Analysis ASTM C136 1 sample for every
1000 tons of
material from an
individual material
supplier
City Contractor
Sand Equivalence California Test Method
217
1 sample for every
1000 tons of
material from an
individual material
supplier
City Contractor
Trench Width Width specified in Part 2
above
As directed City Contractor
Bedding Thickness Depth specified in Part 2
above
As directed City Contractor
Rock Size in
Backfill
Size specified in Part 2
above
As directed City Contractor
Compaction
(Laboratory
Density Relations)
ASTM D1557 As directed City Contractor
1-18-vw 31 23 00 - Excavation and Fill - 16 of 18

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Field Density of
Soil in Place
ASTM D1556 or ASTM
D6938
As directed.

Intervals not
exceeding 2 feet in
vertical rise or
1,000 cubic yards
of compacted fill.
100-foot maximum
interval in
trenches.

City Contractor
Field Density of
Soil in Place
Compaction and
Water Content
(Nuclear Gauge)
California Test Method
231
As directed.

Intervals not
exceeding 2 feet in
vertical rise or
1,000 cubic yards
of compacted fill.
100-foot maximum
interval in
trenches.

City Contractor
Field Density of
Cohesionless Soils
ASTM D4253 and D4254 As directed.

Intervals not
exceeding 2 feet in
vertical rise or
1,000 cubic yards
of compacted fill.
100-foot maximum
interval in
trenches.

City Contractor
11-Month Warranty
Inspection
Demonstrate no visible
pavement sags above
pavement cut
1 inspection City Contractor
Concrete
Slurry
Slump (6-inch
maximum)
ASTM C143 1 each batch City Contractor
G. For testing purposes, percentages shall be determined by weight.

H. Make necessary excavations for compaction and other soils tests as directed by City’s Representative.

F. "Relative compaction" is ratio, expressed as percentage, of in-place dry density to laboratory maximum dry density.

G. Compaction shall be deemed to comply with Contract Documents when no more than one test of any 3 consecutive tests falls below specified relative compaction. Failing test shall be no more than 3 percentage points below specified compaction. Contractor shall pay costs of any retesting of Work not conforming to Contract Documents.

I. Allow sufficient time for testing and evaluation of results before material is needed. City’s Representative will be sole and final judge of suitability of all materials.

J. Do not use materials in question pending test results.

K. Contractor shall remove unsatisfactory material, recompact, adjust moisture or compaction methods, place new material, and perform other operations necessary to meet Contract requirements as directed by City’s Representative whose decisions and directions will be considered final on these matters.

L. City’s Representative will not provide and is not being paid to provide directions or submittal review regarding Contractor’s excavation safety procedures. Any questions or concerns of City’s Representative will be referred to CAL/OSHA whose decisions or directions shall be considered final.
1-18-vw 31 23 00 - Excavation and Fill - 17 of 18

3.9 Adjusting and Cleaning
A. Make necessary arrangements for and remove and dispose of all surplus excavated material off-site, unless otherwise provided for in Contract Documents. All costs for disposal of surplus waste material shall be borne by Contractor.

B. Dispose of surplus material not required for backfill or fill. Disposal shall occur outside limits of public rights-of-way and/or easements. Disposal shall comply with applicable ordinances and regulations of governmental agencies having jurisdiction and shall be done at no cost or liability to City.

C. Do not deposit excavated material on private property unless written permission from property owner is secured by Contractor. Before City will accept Work as being completed, Contractor shall file written release signed by all property owners with whom they have entered into agreements for disposal of surplus excavated material absolving City from any liability connected therewith.

D. Do not deposit excess material in water courses or other locations where disposed material will interfere with natural drainage.

E. After backfill installation is completed, dress site smooth and leave site in neat and presentable condition, free of all cleared vegetation, rubbish and other construction wastes.

Haul away and legally dispose of surplus rock or other excavated material which cannot be used. Areas next to structures, fences, and trees where equipment cannot reach shall be hand raked.

END OF SECTION
1-18-vw 31 23 00 - Excavation and Fill - 18 of 18

THIS PAGE INTENTIONALLY BLANK
9-18-dp 31 23 13 – Subgrade Preparation - 1 of 6
SECTION 31 23 13

SUBGRADE PREPARATION
PART 1 - GENERAL

1.1 Work Included
A. Preparation of natural, filled, or excavated roadbed material before placing subbase or base material, pavement, curbs, gutters, driveways, sidewalks, flatwork and other roadway structures.

B. Work shall include:

1. Compliance with State and Federal safety regulations.

2. Compliance with applicable agencies’ permit conditions for work in public or railroad rightof-way, and for work on private property.

3. Maintaining trees which are not permitted to be removed.

4. Compaction testing (where stipulated as a Contractor responsibility in Section 3.3).

5. Rough and fine grading, and preparation of right-of-way.

6. Soil sterilant application.

7. Legal disposal of excess excavated materials.

8. Cleaning up debris, papers and loose rocks.

9. Restoring fences and other disturbed property.

10. All other incidental earthwork and supplementary operations needed to complete Work.

C. Refer to Section 31 23 00 for excavation and fill.

D. Refer to Section 31 05 50 for requirements for protecting existing utilities.

E. Refer to the following City of Corona standard details:

1. City of Corona Standard Detail 827 for soil preparation notes.

2. City of Corona Standard Detail 828 for weed abatement notes.

F. Conform to Standard Specifications for Public Works Construction (Greenbook) §403, applicable permits, and requirements herein.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 01 65 00: Product Delivery Requirements
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 01 73 00: Execution
G. Section 02 41 13: Selective Site Demolition
H. Section 31 05 16: Aggregate and Rock Products for Earthwork I. Section 31 05 50: Protecting Existing Utilities
J. Section 31 23 00: Excavation and Fill
K. Section 32 12 16: Asphalt Paving Conforming to Greenbook Specifications

B. Applicator of weed control materials shall be licensed by State of California as Pest Control Operator and Pest Control Advisor in addition to possessing applicable subcontractor licenses.

C. Materials and methods used for weed abatement shall conform to Federal, State, and local regulations.
9-18-dp 31 23 13 – Subgrade Preparation - 2 of 6

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

1. ASTM C143 Slump of Hydraulic Cement Concrete

2. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates

3. ASTM D1556 Density and Unit Weight of Soil in Place by Sand Cone Method

4. ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort

5. ASTM D4253 Maximum Index Density and Unit Weight of Soils Using Vibratory Table

6. ASTM D4254 Maximum Index Density and Unit Weight of Soils and Calculation of Relative Density

7. ASTM D6938 In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

8. California Test Method 216 Relative Compaction of Untreated and Treated Soils and Aggregates

9. California Test Method 217 Sand Equivalent

10. California Test Method 231 Relative Compaction of Untreated and Treated Soils and Aggregates Using Nuclear Gage

11. California Test Method 301 Resistance “R” Value of Treated and Untreated Bases, Subbases, and Basement Soils by Stabilometer

12. SSPWC Standard Specifications for Public Works Construction (Greenbook) §301-1 “Subgrade Preparation”

1.5 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Submit for soil sterilants per Product Data requirements.

Certificates of Compliance For herbicides, submit certificate of registration with California Department of Pesticide Regulation
Delivery Tickets Submit for engineered soil media for bioretention swales Permits Submit copies of permits obtained for excavation, grading, etc. required by state and local governing authorities
On Owner’s request, submit written permission from property owner(s) permitting legal disposal of surplus material.

Scale Broom Weed Eradication
Letter
Submit for areas at risk of Scale Broom Weed presence.

B. Refer to Section 01 33 00 for definition of requirements for Product Data.

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

1.7 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for subgrade preparation.

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Current Growth Herbicide Roundup QuikPro Dry (Monsanto) St. Louis, MO (314) 694-1000 DuPont Oust XP Wilmington, DE (800) 441-7515
Accepted equal
Pre-Emergence Herbicide Bayer Aventis Crop Science (formerly Rhône-Poulenc) “Ronstar G 50WP”
Leverkusen, DEU
DuPont Oust XP Wilmington, DE (800) 441-7515
Elanco “Surflan” Greenfield, IN (877) 352-6261
Rainbow Technology “Weedkiller” Pelham, AL (800) 637-6047 Accepted equal

2.2 Materials
A. Refer to Section 31 05 16 for basic requirements for aggregate and rock products.

B. Refer to Section 31 23 00 for basic requirements for soil and backfill.

C. Materials for subgrade preparation shall be:
9-18-dp 31 23 13 – Subgrade Preparation - 3 of 6

ITEM MATERIAL SPECIFICATION
Subgrade Suitable Soil Material Refer to Section 31 23 00.

Current Growth Herbicide Systemic non-selective herbicide Pre-Emergent Herbicide Selective herbicide to halt root growth D. Herbicides or weedkillers shall be dry, free-flowing, dust-free water-soluble chemicals.

1. Herbicides shall inhibit growth of vegetation including dawny brome grass, puncture vine, plantain, and scale broom weed.

2. Herbicides shall be approved for use on Work by all governmental agencies having jurisdiction, including US EPA and California Department of Pesticide Regulation.

PART 3 - EXECUTION

3.1 Preparation
A. Remove and reconstruct asphalt paving improvements per Section 02 41 13 and 32 12 16.

B. Remove and reconstruct concrete paving improvements per Section 02 41 13 and 32 13 13.

3.2 Installation
A. Refer to Sections 01 73 00 for basic execution and installation requirements.

B. The following installation standards shall be followed:

1. Requirements of contract-referenced soils reports and investigations.

2. Applicable OSHA and Cal OSHA regulations

3. California Building Code Chapter 18 “Soils and Foundations.”

4. Manufacturer’s installation and warranty requirements

5. Standard Specifications for Public Works Construction (Greenbook) §301-1 “Subgrade Preparation”

6. Other applicable building code requirements
C. Refer variances between above documents and Contract Documents to Owner’s Representative.

D. Earthwork within public rights-of-way controlled by a state, county or city, or earthwork within railroad rights-of-way shall be in accordance with requirements and provisions of permits issued by those agencies for construction within their respective rights-of-way.

1. Such permit requirements and provisions which are more restrictive than those specified herein, shall take precedence and supersede provisions of Contract Documents.

E. Refer to Section 31 23 00 for requirements for grading and unclassified excavation, placement of unclassified fill, and compaction of subgrade.

F. Excavate and shape subgrade to line, grade, and cross section shown.

1. Subgrade shall be considered to extend over full width of excavated areas or areas receiving base course.

2. Subgrade depth (street zone) shall be considered to extend to 30” below finished road surface.

G. Weed abatement of areas to be planted shall conform to the following:

1. Complete weed abatement after installing complete irrigation system and soil preparation but prior to planting.

2. Fertilize with 1 lbm actual nitrate nitrogen per 1000 square feet.

3. Water fertilized area for 14 Calendar Day.

4. Spray non-selective systemic herbicide on emerged weeds per licensed pest control advisor’s recommendation.

5. Wait 7 Calendar Days.

6. Remove all weeds.

7. Fertilize with 1 lbm actual nitrate nitrogen per 1000 square feet and water for 14 Calendar Days.

8. Spray non-selective systemic herbicide.
9-18-dp 31 23 13 – Subgrade Preparation - 4 of 6

9. Wait 7 Calendar Days.

10. Grub weeds.

11. Perform planting within 14 days following grubbing.

12. Total weed abatement program shall last 42-56 Calendar Days.

H. Scarifying and cultivating will be required in the following cases

1. For dry soils impervious to water penetration.

2. For soils containing excessive moisture which may result in unstable foundations.

3. For soils which are nonuniform in character which may result in nonuniform relative compactions and subsequent differential settlements of finished surfaces.

4. When pavement is to be placed directly over roadbed material.

I. Scarify and cultivate as follows

1. After completing rough grading, loosen roadbed to depth of ≥ 6”.

2. Work loosened material to finely divided condition.

3. Remove all rocks >3” diameter.

4. Bring moisture content to -1% of optimum or wetter by adding water, adding and blending dry suitable material, or by drying existing material.

5. Compact material to specified relative compaction using Owner-accepted equipment.

6. Compacted and trimmed material shall be firm, hard, and unyielding.

J. Uniform pervious soils allowing immediate water penetration or uniform impervious soils allowing water penetration to ≥ 6” after adding suitable wetting agent will not require scarifying and cultivating unless a condition above requires such processing.

K. When scarifying and cultivating are not required, prepare subgrade as follows:

1. Bring moisture content of top 6” of subgrade material to optimum by adding water at surface.

2. Compact material to specified relative compaction using Owner-accepted equipment.

3. Compacted and trimmed material shall be firm, hard, and unyielding.

L. Apply herbicides as follows:

1. Treat vegetation to be exterminated and removed with current growth herbicide in accordance with Manufacturer’s Instructions.

2. Treat finished subgrade of specified areas with accepted pre-emergent herbicide. a. Apply pre-emergent herbicide in liquid or dry form at uniform rate ≥ 8 ounces per square yard in accordance with Manufacturer's directions. b. At option of Owner’s Representative, area shall then be lightly sprinkled with water to prevent loss of herbicide or scuffing.

3. Areas to receive soil sterilant include areas to receive asphalt concrete or Portland cement concrete structures and pavement, including embankments, walkways, slabs, drainage structures, parking, and road areas.
a. Other areas requiring soil sterilant are storage reservoir or pond surfaces to receive lining material of less than 3” in thickness and lining perimeter areas to distance of 5’ from edge of lining material.
b. When treating paved areas, apply herbicides to full width of excavated or graded areas.

4. Apply herbicidal products according to Manufacturer’s installation and warranty requirements.

5. Refer variances between Manufacturer’s application instructions and Contract Documents to Owner’s Representative.

M. Scale Broom Weed Eradication

1. Prior to construction of public improvements a letter will be required from qualified botanist, plant taxonomist, or field biologist specializing in native plants stating an investigation and/or eradication of Lepidospartum Aquamatum (Scale Broom Weed) has been completed.
9-18-dp 31 23 13 – Subgrade Preparation - 5 of 6

3.3 Field Quality Control
A. Field testing of subgrade preparation shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR BY
Subgrade Compaction Refer to Section 31 23 00
R-Value California Test Method
301
1 sample for every 1000
tons of material from an
individual material
supplier
City Contractor
Subgrade
Tolerances
Beneath
Pavement,
Sidewalk, Curb,
Gutter,
Driveways, or
Structures
Deviation from
Plan Grade
and Cross
Section.
±¼” maximum
deviation from Plan
Elevation
All locations Contractor Contractor
Subgrade
Tolerances
Beneath
Subbase or
Base Material or
for Unpaved
Areas
Deviation from
Plan Grade
and Cross
Section.
±½” maximum
deviation from Plan
Elevation
All locations Contractor Contractor
Finish Grade Deviation from
Plan Grade
and Cross
Section
Refer to Section 31 23 00
B. Remove unsatisfactory material, recompact, adjust moisture or compaction methods, place new material, and perform other operations necessary to meet Contract requirements as directed by Owner’s Representative whose decisions and directions will be considered final on these matters.

3.4 Adjusting and Cleaning
A. Remove and dispose of surplus excavated material off-site and outside right-of-way or easements, unless otherwise provided for in Contract Documents.

B. Disposal shall conform to ordinances and regulations of governmental agencies having jurisdiction and shall be done at no cost or liability to Owner.

C. Dress site smooth and leave site in neat and presentable condition, free of cleared vegetation, rubbish and other construction wastes.

D. Hand rake areas next to structures where blade-type equipment cannot reach.

END OF SECTION
9-18-dp 31 23 13 – Subgrade Preparation - 6 of 6

THIS PAGE INTENTIONALLY BLANK
8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 1 of 8 SECTION 32 12 16

ASPHALT AND CONCRETE PAVING SYSTEMS CONFORMING TO GREENBOOK

SPECIFICATIONS
PART 1 - GENERAL

1.1 Work Included
A. Concrete paving and sealing products conforming to Standard Specifications for Public Works Construction (Greenbook) specifications for pavements for roads, vactor truck bays and other Work as shown.

B. Plans identify type and depth of existing pavement sections to facilitate bidding.

1. City does not guarantee accuracy of pavement sections shown on Plans.

2. Perform additional investigations necessary to determine pavement sections.

3. Payment for Extra Work be made as described in Part 2 “products” under “Thickness”.

C. Conform to Standard Specifications for Public Works Construction (Greenbook) §203, §214, and §302-5, applicable permits, and requirements herein.

D. Conform to Standard Specifications for Public Works Construction (Greenbook) §302-6, and §303-5, applicable permits, and requirements herein.

E. Refer to Greenbook §200 and §201 for base materials
F. Refer to Greenbook §201 for concrete and related materials.

G. Refer to Greenbook §301-2 for untreated base.

H. Refer to Greenbook §302-6 for Portland cement concrete pavement.

I. Refer to the following City of Corona standard details:

1. City of Corona Standard Detail 149 for parkway utility trench requirements.

2. City of Corona Standard Detail 150 for trench backfill and roadway repair requirements.

1.2 Related Work
A. Section 01 22 00: Unit Prices
B. Section 01 33 00: Submittal Procedures
C. Section 01 40 00: Quality Requirements
D. Section 02 41 13: Selective Site Demolition
E. Section 01 63 00: Product Substitution Proceedures
F. Section 01 65 00: Product Delivery Requirements
G. Section 01 66 00: Product Storage and Handling Requirements H. Section 01 73 00: Execution
I. Section 31 05 16: Aggregate and Rock Products for Earthwork J. Section 31 23 00: Excavation and Fill
K. Section 31 23 13: Subgrade Preparation

1.3 System Description
A. Furnish and install complete asphalt paving system, including subgrade preparation, aggregate base, prime coat, tack coat, concrete paving, seal coat, striping, and appurtenant Work.

B. Completed paving system shall meet permit requirements and requirements of city or agency having jurisdiction over paving and right-of-way.

1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.
8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 2 of 8 B. Factory (batch plant) testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY
FIRST

TEST PAID
FOR BY

RETESTS

PAID FOR
BY
Crushed
Aggregate
Rock
Gradation ASTM C136 Once prior to beginning
work, Quarterly
thereafter
Contractor Contractor
Coarse
Aggregate
(Material
retained on
No 4 sieve)
Specific Gravity ASTM C127 and C128 One test per source Contractor Contractor Absorption AASHTO T85 One test per source Contractor Contractor Fine
Aggregate
(Material
passing No 4
sieve)
Specific Gravity ASTM C127 and C128 One test per source Contractor Contractor Absorption AASHTO T84 One test per source Contractor Contractor Combined
Aggregates
Gradation ASTM C136 and C117 or
California Test 202
One test per mixture Contractor Contractor
Sand Equivalent California Test 217 One test per mixture Contractor Contractor C. Where results of material property test does not conform to limits specified for that test, and if the moving average falls outside specified limits for moving averages, should next test be of same value as that of test being considered, suspend production of failing material until corrective changes are made and tests show quality of material proposed for use in Work conforms to specified moving average.

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

1. AASHTO T84 Specific Gravity and Absorption of Fine Aggregate

2. AASHTO T85 Specific Gravity and Absorption of Coarse Aggregate

3. AASHTO M323 Superpave Volumetric Mix Design

4. AASHTO T164 Quantitative Extraction of Asphalt Binder from Hot Mix Asphalt

5. AASHTO T308 Asphalt Binder Content of Hot Mix Asphalt (HMA) by Ignition Method

6. AASHTO T319 Quantitative Extraction and Recovery of Asphalt Binder from Asphalt Mixtures

7. Asphalt Institute MS2 Asphalt Mix Design Methods

8. Asphalt Institute MS4 The Asphalt Handbook

9. ASTM C117 Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing

10. ASTM C127 Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

11. ASTM C128 Relative Density (Specific Gravity) and Absorption of Fine Aggregate

12. ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in Los Angeles Machine

13. ASTM C136 Sieve Analysis of Fine and Course Aggregates

14. ASTM D5 Penetration of Bituminous Materials

15. ASTM D1188 Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Coated Samples

16. ASTM D1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))

17. ASTM D1856 Recovery of Asphalt From Solution by Abson Method

18. ASTM D2041 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures

19. ASTM D2172 Quantitative Extraction of Bitumen for Bituminous Paving Mixtures

20. ASTM D2726 Bulk Specific Gravity and Density of Non-Absorptive Compacted Asphalt Mixtures

21. ASTM D2950 Density of Bituminous Concrete in Place by Nuclear Methods

22. ASTM D4125 Asphalt Content of Bituminous Mixtures by Nuclear Method

23. ASTM D6307 Asphalt Content of Asphalt Mixture by Ignition Method

24. California Department of Transportation (Caltrans) Standard Specifications of Local Streets and Roads

25. California Test Method 125 Sampling Highway Materials and Products Used in the Roadway Structural Sections

26. California Test Method 202 Sieve Analysis of Fine and Coarse Aggregates

27. California Test Method 217 Sand Equivalent

28. California Test Method 304 Preparation of Bituminous Mixture for Testing

29. California Test Method 308 Bulk Specific Gravity and Density of Compacted Hot Mix Asphalt

30. California Test Method 366 Stabilometer Value
8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 3 of 8

31. California Test Method 375 In-Place Density and Relative Compaction of Hot Mix Asphalt Pavement Using Nuclear Gages

32. California Test Method 382 Asphalt Content of Bituminous Paving Mixtures by Ignition Method

33. SSPWC Standard Specifications for Public Works Construction (Greenbook) §200 “Rock Materials”

34. SSPWC Standard Specifications for Public Works Construction (Greenbook) §201 “Concrete, Mortar, and Related Materials”

35. SSPWC Standard Specifications for Public Works Construction (Greenbook) §203 “Bituminous Materials”

36. SSPWC Standard Specifications for Public Works Construction (Greenbook) §301 “Treated Soil, Subgrade Preparation, and Placement of Base Materials”

37. SSPWC Standard Specifications for Public Works Construction (Greenbook) §302 “Roadway Surfacing”

38. SSPWC Standard Specifications for Public Works Construction (Greenbook) §303-5 “Concrete Curbs, Walks, Gutters, Cross Gutters, Alley Intersections, Access Ramps, and Driveways”

39. SSPWC Standard Specifications for Public Works Construction (Greenbook) §401 “Removal”

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Certificate of Compliance Submit report from testing laboratory certifying that aggregate material is asbestos-free and conforms to specified gradations or characteristics.

Mix Designs Submit asphalt mix design in format consistent with requirements shown in SSPWC (Greenbook)
Submit for concrete mix design per engineering calculations requirements sealed by California-licensed Civil Engineer.

In addition to original mix design, provide new mix design if change in brand or type of cement or change in source or gradation of aggregates is permitted or if defective concrete occurs.

Brand and Type of
Cement/Source of Aggregate
Submit brand and type of cement and source of aggregates to allow sampling and testing by City’s Representative.

Test Record Transcripts Submit copy of report from testing laboratory verifying aggregate material contains <1% asbestos by weight or volume and conforms to specified properties and gradations.

Submit certified materials test reports for liquid Portland cement concrete and uniformity of distribution of binder per test record transcript requirements.

Delivery Tickets Show vendor’s name, grade of paving asphalt delivered, date and point of delivery, quantity delivered, ticket number, purchase order number, and test results
Submit for ready-mix concrete as needed to document delivery quantities. In accordance with ASTM C94 §16.1 and §16.2, each ticket shall show

1. Name of ready-mix batch plant,

2. Serial number of ticket,

3. State certified equipment used in preparing mix,
Truck number.

Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 01 33 00 for definition of requirements for Product Data, Certificates of Compliance, and Test Record Transcripts.

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

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of asphalt concrete, Portland cement concrete, and related products.

C. Storage of concrete materials shall conform to requirements of ACI 301 or SSPWC (Greenbook).

D. Do not use aluminum materials for handling concrete.

1.8 Unit Prices
A. Refer to Section 01 22 00 for measurement and payment clauses for concrete paving systems.
8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 4 of 8 PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
Paving All-American Asphalt City of Industry, CA (626) 839-4014 Blue Diamond Materials South Gate, CA (323) 773-5155
R J Noble Company Orange, CA (714) 637-1550
Vulcan Materials Company Los Angeles, CA (626) 856-6156 Accepted equal CalTrans or other State Department of
Transportation approved vendors
Joint Filler Materials Refer to Section 32 13 73
Sealants Refer to Section 32 13 73

2.2 Materials
A. Refer to Standard Specifications for Public Works Construction (Greenbook) §201 for materials requirements for concrete paving
B. Refer to Standard Specifications for Public Works Construction (Greenbook) §203 for materials requirements for asphalt paving
C. Cement shall be clean and free from contaminants.

1. Do not use cement reclaimed from cleaning bags or leaking containers.

2. Do not use lumpy cement.

D. Materials for forms and headers for concrete, where required, shall be:

ITEM MATERIAL SPECIFICATION
Forms and Headers Wood
Headers
Dimensions 1½” x 6” minimum, ≥16’ long.

Square or slightly beveled edges and square ends surfaced on upper edge
Where paving thickness exceeds 6”, vertical dimension shall be within ½” of paving thickness.

Use single plank for thicknesses and curb faces ≤10” except on curb returns.

For curved pavement edges and curb returns, header thickness may be reduced to ¾” if secured in place by metal stakes or clamps.

Cut curb face form to conform exactly with curb face batter and to required length and radius.

Location Provide where vertical edges of proposed Portland cement concrete pavement are not in contact with existing pavement or permanent structures, curbs, or gutters.

Specifications Free from warp and splits
Boards of sufficient rigidity and strength to resist springing during paving, placing, or tamping concrete.

Smooth and straight upper edges
When used for curb face shall be surfaced on side against which concrete is placed
Metal Forms Dimensions Vertical dimension shall be ≥ paving edge thickness.

Location Provide where vertical edges of proposed Portland cement concrete pavement are not in contact with existing pavement or permanent structures, curbs, or gutters.

Specifications Free from warp
Gage of sufficient rigidity and strength to resist springing during paving, placing, or tamping concrete.

Smooth and straight upper edges
Stakes for Wood
Headers
Wood Dimensions 18” long
Location Set at 5’ on center and within 6” of angle points Metal Dimensions 2” x 3” nominal x 18” long
8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 5 of 8

ITEM MATERIAL SPECIFICATION
Stakes for Metal
Forms
Location Set at 5’ on center and within 6” of angle points Alternative Concrete
Curb
Class B
Concrete
Dimensions 6”-deep x 6”-wide concrete curb may be provided as alternate to forms and headers.

Specifications Concrete shall conform to Section 03 30 00 E. Materials for new Portland cement concrete paving shall be:

ITEM MATERIAL SPECIFICATION
Subgrade
Preparation
Suitable Material Refer to Section 31 23 00
Minimum Depth of
Scarification and Compaction
18” below subgrade
Soil Treatment Refer to Section 31 23 13
Compaction Refer to Section 31 23 00
Select SubBase Select SubBase Conform to SSPWC (Greenbook) §200-2.6, “Select SubBase” Aggregate Base
Course
Crushed Aggregate Base Conform to SSPWC (Greenbook) §200-2.2, “Crushed Aggregate Base”
Crushed Miscellaneous Base May be substituted at Contractor’s option Conform to SSPWC (Greenbook) §200-2.4, “Crushed
Miscellaneous Base”
Thickness 6”
Compaction 95% per ASTM D1557
Portland Cement
Concrete Pavement
Concrete Material Class 520-A-2500
Maximum 3” slump
Conform to SSPWC (Greenbook) §201-1 “Portland Cement
Concrete”, and §302-6, “Portland Cement Concrete Pavement” Fiber-Reinforced
Concrete (Provide in
Class AA, A, A2 and
B concrete mixes to
limit microcracking
and shrinkage
cracks)
Synthetic Fibers Conform to SSPWC (Greenbook) §201-2.3 “Fiber Reinforcement”
Traffic Markings and
Pavement Markings
Permanent Lane Marking Thermoplastic Paint
Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
Temporary Lane Markings 2 coats non-thermoplastic paint Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
Pavement Markers Replace damaged or removed markers in kind.

Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
F. Materials for Portland cement concrete paving removal and replacement shall be:

ITEM DESCRIPTION
Subgrade
Replacement
Material
Suitable Material Refer to Section 31 23 00
Minimum Depth of Scarification
and Compaction
18” below subgrade
Soil Treatment Refer to Section 31 23 13
Compaction Refer to Section 31 23 00
Select SubBase Select SubBase Conform to SSPWC (Greenbook) §200-2.6, “Select SubBase” Aggregate Base
Course
Crushed Aggregate Base Conform to SSPWC (Greenbook) §200-2.2, “Crushed Aggregate Base”
Crushed Miscellaneous Base May be substituted at Contractor’s option Conform to SSPWC (Greenbook) §200-2.4, “Crushed
Miscellaneous Base”
Thickness 6”
Compaction 95% per ASTM D1557
Portland Cement
Concrete Paving
Concrete Material Class 520-A-2500
Maximum 3” slump
8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 6 of 8

ITEM DESCRIPTION
Conform to SSPWC (Greenbook) §201-1 “Portland Cement
Concrete”, and §302-6, “Portland Cement Concrete Pavement” Cement Type II/V Modified Low Alkali/Sulfate Resisting or Type III High Early Strength
Thickness Existing base course thickness + 1”
Where mean of 10 thickness field measurements at random City-selected locations exceeds thickness shown on Plans by >½”, Contractor shall provide field-measured thickness + 1”.

Payment shall be adjusted by factor of (Measured Thickness +1”/Plan Thickness +1”)
Expansion Joint Filler and
Assemblies
Conform to SSPWC (Greenbook) §201-3, “Expansion Joint
Filler and Joint Sealants”
Joint Sealer Conform to SSPWC (Greenbook) §201-3, “Expansion Joint Filler and Joint Sealants”
Reinforcing Steel Conform to SSPWC (Greenbook) §201-2, Reinforcement for Concrete
Concrete Finishing Conform to SSPWC (Greenbook) §302-6.4, “Finishing” Concrete Joints Conform to SSPWC (Greenbook) §302-6.5, “Joints” Concrete Curing Conform to SSPWC (Greenbook) §302-6.6, “Curing” Traffic Markings and
Pavement Markings
Permanent Lane Marking Thermoplastic Paint – Rapid-Dry or Fast-Dry Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
Temporary Lane Markings 2 coats non-thermoplastic paint Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
Pavement Markers Replace damaged or removed markers in kind.

Conform to SSPWC (Greenbook) §214 “Traffic Striping, Curb and Pavement Markings, and Pavement Markers”
G. Paving within public (City, County or State) rights-of-way, railroad rights-of-way, or on private property shall comply with permit requirements and other stipulations of applicable property citys.

2.3 Mixes
A. Refer to SSPWC (Greenbook) §203-6.7 for proportioning and mixing technologies.

B. Refer to SSPWC (Greenbook) §302-4 for slurry seal mixes.

PART 3 - EXECUTION

3.1 Preparation
A. Scarify to specified depth below subgrade, bring to optimum moisture content, and compact to specified relative dry density.

B. Refer to Section 31 23 13 for requirements for subgrade preparation and soil sterilant application.

C. Use and maintain subbase course throughout construction.

1. Provide make-up material throughout construction to maintain surface at required grade.

2. Near completion of construction, bring sub-base course to proper line and grade, broom clean surface, and when dry, apply prime coat at

3.2 Installation
A. Refer to Section 01 73 00 for basic execution and installation requirements.

B. Pave locations shown on Plans and Submittals.

C. The following installation standards shall be followed:

1. Permit requirements of agencies having jurisdiction over streets. 8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 7 of 8

2. Applicable OSHA and Cal OSHA regulations

3. Standard Specifications for Public Works Construction §301 “Treated Soil, Subgrade Preparation, and Placement of Base Materials”

4. Standard Specifications for Public Works Construction §401 “Removal”

5. Manufacturer’s installation and warranty requirements D. Refer variances between above documents and Contract Documents to City’s Representative.

E. Place Portland cement concrete surface course in accordance with SSPWC Greenbook §302-

6. 1. Construct surface course in one lift.

2. Do not place asphalt concrete when atmospheric temperature < 40°F or during unsuitable weather.

3. Provide on-site identification of Portland cement resurfacing for each excavation by placing metal tag as close to curb as possible in resurfaced area. a. Tag shall identify City, Contractor, and month and year of concrete placement.

F. Adjust valve box rings and covers to grade within 30 days after final paving of each street in which pipelines are installed.

3.3 Field Quality Control
A. Field testing for Portland cement concrete paving shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Portland
Cement
Concrete
Minimum
Thickness
Thickness to equal thickness of
section removed plus 1” (4”
minimum)
As directed City Contractor
Aggregate
Base
Minimum
Thickness
Thickness to equal thickness of
section removed and shall extend at
least 8” beneath PCC
As directed City Contractor
Finish Grade Finish Surface
Rolling
No deviations from existing grade in
excess of ⅛” in 10’
As directed City Contractor
No ruts, depressions or irregularities
exceeding ⅜” deep
As directed City Contractor
Drainage Flood paved areas sufficiently to
demonstrate absence of ponding
and “bird-baths”
As directed City Contractor
11-month
Warranty
Inspection
Demonstrate compliance to Contract
Documents and Permit
Requirements
1 test City Contractor

END OF SECTION
8-18-dp 32 12 16 – Asphalt Paving Systems Conforming to Greenbook Specifications - 8 of 8

THIS PAGE INTENTIONALLY BLANK
7-17-vw 33 08 31 – Leakage and Infiltration Testing of Gravity Sewer Lines - 1 of 4 SECTION 33 08 31

LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER LINES PART 1 - GENERAL

1.1 Work Included
A. Materials and labor for field leakage and infiltration testing of gravity sanitary sewers and floor, drains conveying wastewater under gravity flow to a sanitary sewer. Furnish labor, materials, tools, and equipment necessary to provide and complete field pressure testing and infiltration testing as specified.

B. Plan construction activities to allow and facilitate testing of all sections of gravity sanitary sewers.

C. Leakage tests shall be made on completed pipelines as follows:

PIPE TEST REQUIREMENT
Gravity Sanitary Sewers and gravity floor and area
drains where difference in elevation between
inverts of adjacent manholes or structures <10 feet
Water infiltration test or water exfiltration test as directed by City’s Representative
Gravity Sanitary Sewers where difference in
elevation between inverts of adjacent manholes
>10 feet
Air test or water infiltration test as directed by City’s Representative

1.3 System Description
A. Complete leakage testing and infiltration testing of gravity sewers and floor and area drains in compliance with these specifications.

1.5 References
A. ASTM F1417 Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air B. Standard Specifications for Public Works Construction (Greenbook) §306-1.4

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Testing Plan On City’s request, submit detailed plan showing how Contractor intends to pressure test sewer.

1.7 Unit Prices
7-17-vw 33 08 31 – Leakage and Infiltration Testing of Gravity Sewer Lines - 2 of 4 A. Payment for Work in this section shall be included as part of lump-sum or unit-price bid amount for which such Work is appurtenant.

PART 2 - PRODUCTS

2.1 Materials
A. Furnish labor, materials, and equipment necessary to complete pressure testing of gravity sewers. Deliver equipment to project site in good working order and ready for use.

PART 3 - EXECUTION

3.1 Preparation
A. Test each section of sewer between 2 successive manholes or structures for leakage or, at option of City's Representative, test for infiltration, or both. Test for leakage on all sections of sewer. Infiltration test shall also be made where groundwater is encountered.

B. Protect sections which have previously passed leakage or infiltration tests.

C. Should compacting equipment weighing over 1000 pounds be used on backfill following tests or should Contractor’s operations cause concern that water-tight integrity of pipes, structures, or appurtenances has been compromised, retest sewer sections of concern after final backfill compacting operation.

3.2 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Pipe Leakage ASTM F1417 or as shown
below
1 test per pipe Contractor Contractor
Infiltration ASTM F1417 or as shown
below
1 test per pipe as
requested by City
Contractor Contractor
Manholes Leakage or
Infiltration
Shall not exceed 0.1
gallons per hour per vertical
foot for manholes
1 test per manhole Contractor Contractor
B. Perform leakage and infiltration tests after placement and compaction of backfill, installation of utilities, and prior to mandrel test and placing of permanent paving. Correct deficiencies found during leakage and infiltration test at no additional cost to City.

C. Complete tests in presence of City's Representative. City’s Representative will record results.

D. Conduct infiltration testing as follows for sewer segments located in natural groundwater table:

1. If groundwater is encountered in construction of section of sewer between structures, close end of sewer at upper structure sufficiently to prevent entrance of water.

2. Discontinue pumping of groundwater for at least 3 days, and then test section for infiltration.

3. Where infiltration exceeding amounts allowed below is discovered before completion and acceptance of sewer, immediately uncover sewer and perform Work necessary to reduce infiltration to within specified amount at no expense to City. Contractor shall stop individual leaks that may be observed, even if those leaks are in a quantity less than specified limits for acceptance.
7-17-vw 33 08 31 – Leakage and Infiltration Testing of Gravity Sewer Lines - 3 of 4

4. Where sewer is not located in natural groundwater table, exfiltration tests or lowpressure air tests shall be used to indicate sewer tightness.

E. Conduct exfiltration (leakage) testing as follows for sewer segments located above natural groundwater table:

1. Plug sewer at lower end of section to be tested with stopper.

2. Plug highest end of sewer to be tested with stopper. Stopper plug shall have suitable air vent to allow trapped air removal.

3. Fill pipe and manhole with water to elevation 4 feet above sewer invert at upper manhole. If groundwater is present, fill pipe and manhole to a point 4 feet above average adjacent groundwater level.

4. Check system for leaks in hoses, plugs, calibrated containers, etc. while filling through positive shutoff valve.

5. After filling sewer, allow one hour for absorption of water.

6. Refill sewer to test elevation.

7. Close input valve and begin test.

8. Record elapsed time to empty container of water and calibrate loss rate in gallons per hour.

9. Where exfiltration or infiltration exceeding amounts allowed below is discovered before completion and acceptance of sewer, immediately uncover sewer and perform Work necessary to reduce exfiltration to within specified amount at no expense to City. Repair pipe joints or, if necessary, remove and reinstall pipe at Contractor’s expense. Sewer will not be accepted until exfiltration and/or infiltration rate, as determined by test, is less than allowable leakage.

F. Allowable exfiltration or infiltration shall not exceed 50 gallons per inch of internal diameter per mile per day, which equates to:

PIPE DIAMETER (Inches)

ALLOWABLE EXFILTRATION OR INFILTRATION
(Gal/hr/100-ft)
4” 0.16 gal/hr/100’
6” 0.24 gal/hr/100’
8” 0.32 gal/hr/100’
48” 1.89 gal/hr/100’
F. Air testing shall only be done where City’s Representative determines exfiltration or infiltration testing is impractical. Where directed by City’s Representative, air testing shall proceed as follows:

1. Conduct air leakage test on gravity sewers not tested by infiltration or exfiltration testing.

Test each section of sewer between two successive manholes or structures.

2. Clean and wet line to be tested.

3. Plug pipe outlets with suitable test plugs and securely brace each plug.

4. Compressor used to add air to pipe shall have blowoff valve set at 5 psig to ensure internal pipe pressure cannot exceed 5 psig.

5. Constantly monitor pressure in pipeline using gage and hose arrangement separate from hose used to fill sewer with air.

6. Add air slowly to portion of pipe installation under test until internal air pressure reaches

3.0 psig.

7. After 3.0-psig internal pressure is reached, maintain air pressure between 2.5 psig and

3.5 psig for at least 2 minutes to allow air temperature to reach equilibrium with pipe wall temperature. Add only enough air to maintain pressure.

8. Check exposed pipe and plugs for leakage by coating with soap solution. If failures are observed, bleed off air and make necessary repairs.

9. After 2-minute period, disconnect air supply.
7-17-vw 33 08 31 – Leakage and Infiltration Testing of Gravity Sewer Lines - 4 of 4

10. When pressure decreases to 2.5 psig, start timing with stopwatch or sweep-secondhand watch.

11. Determine time lapse required for air pressure to drop to 1.5 psig gage pressure.

12. If pressure drop from 2.5 psig to 1.5 psig occurs in less time than values tabulated below, pipe shall be overhauled and, if necessary, replaced and reinstalled until joints and pipe pass air test.

13. Use SSPWC (Greenbook) tables in §306-1.4.4 to determine minimum time lapse required for air pressure to drop from 2.5 psig to 1.5 psig. With 6” laterals or house connections these values are as follows:

PIPE DIAMETER
(Inches)
TIME IN SECONDS FOR PRESSURE DROP FROM 2.5 PSIG TO 1.5 PSIG SEWER
LENGTH
(ft)

HOUSE CONNECTION LENGTH
0‘ 100’ 200’ 300’ 400’
8” 0’
50’
100’
150’
200’
300’
400’
0 40
70 110
140
140
140
40 70
110
120
130
130
130
80 110
120
120
120
120
130
100
110
110
120
120
120
120
100
110
110
110
120
120
120

END OF SECTION
7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 1 of 10 SECTION 33 30 31

POLYVINYL CHLORIDE (PVC) GRAVITY SEWER PIPE
PART 1 - GENERAL

1.1 Work Included
A. Materials, testing, and installation of polyvinyl chloride (PVC) gravity sewer pipe and fittings 4”-60”.

B. Refer to City of Corona Standard Plan 304 for requirements for lateral installation on existing sewer.

C. For sewers 4”-15”, use ASTM D3034 Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings.

D. Outdoor piping exposed to sunlight shall be painted with a coat of water-based latex paint per Section 09 90 00. Use pastel shades or white to reduce thermal expansion.

1.2 Related Work
A. Section 01 33 00: Submittal Procedures
B. Section 01 40 00: Quality Requirements
C. Section 01 61 00: Common Product Requirements
D. Section 01 65 00: Product Delivery Requirements
E. Section 01 66 00: Product Storage and Handling Requirements F. Section 01 73 00: Execution
G. Section 01 73 33: Mechanical Identification
H. Section 02 41 13: Selective Site Demolition
I. Section 03 30 00: Cast-in-Place Concrete
J. Section 22 10 00: Plumbing Piping
K. Section 31 05 50: Protecting Existing Utilities
L. Section 31 23 00: Excavation and Fill
M. Section 33 05 26: Utility Identification
N. Section 33 08 31: Leakage and Infiltration Testing of Gravity Sewer Pipelines

1.3 System Description
A. Furnish and install complete sewer pipe to limits shown on Plans including appurtenant connections in conformance with Manufacturer’s installation requirements and compliance with applicable construction safety codes and standards.

B. Pipe and fittings shall be produced by same Manufacturer C. Manufacturer of pipe and fittings shall employ manufacturing methods and material formulations in use for at least 5 years.

D. City or City’s Representative shall be entitled to inspect pipes and witness manufacturing process.

E. For testing purposes, a production lot shall consist of all pipe having same lot marking number but shall not exceed 1200’ per day.

F. Factory testing shall include:
7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 2 of 10

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER TEST

STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
PVC
Gravity
Sewer Pipe
Izod Impact
Test

0.65 ft-lb/in at 23°C per
ASTM D256 for cell class 12454

1.5 ft-lb/in at 23°C per
ASTM D256 for cell class 13343

1.5 ft-lb/in at 23°C per
ASTM D256 for cell class 13364
One test on
each
production lot
or 1200’ on
sample at least
8’ long
Contractor Contractor
Tensile
Stress at
Yield
7000 psi per ASTM D638 for cell
class 12454
6000 psi per ASTM D638 for cell
class 13343 or 13364
One test on
each
production lot
or 1200’ on
sample at least
8’ long
Contractor Contractor
Specific
Gravity

1.0-1.2 per ASTM D792 One test each
production lot
Contractor Contractor
Chemical
Resistance
(Pickle Jar)
Test
Sample per ASTM D1987
Test per SSPWC (Greenbook)
§211-2 Chemical Resistance
(Pickle Jar) Test except Weight
Change Specimens Shall Conform
to SSPWC (Greenbook) §207-15.3
Tensile Stress and Impact Strength
after 100 days shall meet criteria
above
Weight Change per ASTM D543
shall be 1.5% maximum
unconditioned and 1.0% maximum
conditioned
As directed Contractor Contractor

1.5 References
A. ASTM D256 Izod Pendulum Impact Resistance of Plastics B. ASTM D395 Rubber Property—Compression Set
C. ASTM D412 Vulcanized Rubber and Thermoplastic Elastomers—Tension D. ASTM D543 Resistance of Plastics to Chemical Reagents E. ASTM D573 Rubber—Deterioration in an Air Oven
F. ASTM D638 Tensile Properties of Plastics
G. ASTM D648 Deflection Temperature of Plastics Under Flexural Load in Edgewise Position H. ASTM D792 Density and Specific Gravity (Relative Density) of Plastics by Displacement I. ASTM D648 Test Method for Deflection Temperature of Plastics under Flexural Load Above Ground
J. ASTM D1149 Rubber Deterioration—Cracking in an Ozone Controlled Environment K. ASTM D1599 Short-Time Hydraulic Failure Pressure of Plastic Pipe, Tubing and Fittings L. ASTM D1784 Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds
M. ASTM D2240 Rubber Property—Durometer Hardness
N. ASTM D2241 Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe SDR Series O. ASTM D2321 Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
P. ASTM D2412 Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading
Q. ASTM D2564 Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings R. ASTM D2665 Poly (Vinyl Chloride) (PVC) Plastic Drain, Waste and Vent Pipe and Fittings S. ASTM D2729 Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings T. ASTM D3034 Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings U. ASTM D3212 Joints for Drain and Sewer Plastic Pipe Using Elastomeric Seals 7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 3 of 10 V. ASTM D4396 Rigid Poly (Vinyl Chloride) (PVC) and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds for Plastic Pipe and Fittings Used in Nonpressure Applications W. ASTM F477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe X. ASTM F656 Primers for Buried PVC Pipe and Fittings
Y. ASTM F679 Poly (Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings
Z. ASTM F1417 Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air AA.ASTM F1866 Poly (Vinyl Chloride) (PVC) Plastic Schedule 40 Drainage and DWV Fabricated Fittings
BB.California Green Building Standards Code (CALGreen Code) CC. California Plumbing Code (CPC)
DD. NSF/ANSI 14 Plastic Piping Components and Related Materials EE.SSPWC Standard Specifications for Public Works Construction (Greenbook) §207-17 PVC Gravity Pipe
FF.UNI-B-5 Uni-Bell Recommended Practice for the Installation of PVC Sewer Pipe

1.6 Submittals
A. Furnish the following submittals.

SUBMITTAL DESCRIPTION
Product Data Required per Product Data requirements.

Installation Instructions Required per Installation Instruction requirements.

Certificate of Compliance
Type PSM Pipe 4”-15”
Deliver with pipe an affidavit from pipe Manufacturer certifying conformance with ASTM D3034 and Contract Documents. Include copy of test data results.

Warranty Furnish one-year warranty from date of final acceptance B. Refer to Section 01 33 00 for definition of requirements for Product Data, Installation Instructions, and Certificates of Compliance.

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

B. Strictly follow Manufacturer’s instructions and warranty requirements for delivery, storage, and handling of PVC gravity sewer pipe and fittings.

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

PART 2 - PRODUCTS

2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:

ITEM MANUFACTURER MANUFACTURER LOCATION
PVC Sewer Pipe,
Fittings, Couplings,
and Gaskets Type
PSM 4”-15” (ASTM
D3034)
Carlon Div Lamson & Session Co Beachwood, OH
Diamond Plastics Corporation Grand Island NB
North American Pipe Corporation Houston, TX
North American Specialty Products, LLC Lodi, CA
Pacific Plastics Brea, CA
Vinyltech Corp. Phoenix, AZ
Vylon Pipe Division Prime Conduit “PS46” Cleveland, OH
Accepted equal
Neoprene Stoppers Gladding McBean, Inc. South Gate, CA
Mission Rubber Company “T-Cone” Corona, CA
Pacific Clay Pipe Corona, CA
7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 4 of 10

ITEM MANUFACTURER MANUFACTURER LOCATION
Accepted equal
Transition Couplings
for Laterals 4”-8”
Gladding McBean, Inc. South Gate, CA
Mission Rubber Company “Band-Seal” Corona, CA
Accepted equal
Sewer Saddles Mission Rubber Company “T-Flex” Corona, CA Accepted equal
Buried Pipe
Identification Tape
Calpico, Inc. South San Francisco, CA
Terra Tape Division Reef Industries Houston, TX
Accepted equal

2.2 Materials
A. Refer to Section 01 61 00 for basic requirements for products and materials.

B. The following is being conveyed:

FLUID VISCOSITY
(77°F)

SPECIFIC

GRAVITY

TEMP FREEZING
POINT

BOILING
POINT
VAPOR
PRESS
(77°F)
pH SOLIDS

CONTENT
Groundwater 0.894cP 1.00 33-90°F 32°F 212°F 0.46
psia

6.5-

8.5 <500 ppm
Washdown
or Nuisance
Water

0.894cP 1.00 33-90°F 32°F 212°F 0.46
psia

6.5-

8.5 <500 ppm
Wastewater 0.894cP 1.01 33-90°F 32°F 212°F 0.46
psia

6.5-

8.5 <1.0%
C. The following product design criteria, options and accessories are required:

ITEM DESCRIPTION
Design Criteria Loading H-25 (40k axle 20k wheel load)
Depth of Cover 1’-20’
D. Adhesives and solvent welding materials used on Work shall comply with VOC limits set forth in Section 5.504.4.1 of CALGreen Code.

E. PVC solid-wall gravity sewer pipe, joints, and fittings may be used to temperatures of 140°F and shall conform to the following materials and manufacturing requirements:

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Pipe Standards Pipe sizes 4”-6” Conform to ASTM D3034
Material Conform to ASTM D1784
Cell Class 12454B, 12454C, or 13343,
Virgin rigid PVC
Additives or fillers including but not limited to stabilizers, antioxidants, lubricants, and colorants shall be ≤10% by weight per 100 of PVC resin in compound.

Conform to NSF 14
Marking Mark pipe at 5’ maximum intervals.

Show Manufacturer or trademark.

Mark ASTM standard complied with.

Show nominal pipe diameter.

Show SDR.

Show material, and PVC cell classification.

Show coded number identifying plant, machine, date and shift on which pipe was extruded.

Show service designation or legend.
7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 5 of 10

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Mark pipe with home mark on spigot to indicate proper
penetration when joint is made
Size As shown on plans.

Wall Thickness Pipe sizes 4”-15” = SDR 26.

Standard Lengths 12.5’ and 20’ with option to supply up to 15% of pipe delivery in random lengths
Pipe Stiffness 46 psi per ASTM D2412
Type of Construction Solid wall with smooth interior and exterior surfaces F. PVC solid-wall gravity sewer or storm drain pipe joints shall conform to the following materials and manufacturing requirements:

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Joints on Sewers Type Integral bell gasketed joint meeting ASTM D3212 Socket and spigot configurations for fittings and couplings shall be compatible with those used for pipe.

Joint Gasket Synthetic elastomer conforming to ASTM F477 Factory installed in belled end of pipe and fittings
Joints on Laterals Type May be gasket joints or solvent-weld or injection sealed joints for use with PVC cement or compound conforming to ASTM A2564 Gaskets Material Rubber or synthetic elastomer conforming to ASTM F477 Compound shall contain ≥ 50% Grade 1 synthetic rubber by volume.

Remainder of compound shall consist of pulverized fillers free of rubber substitutes, recycled rubber, and deleterious substances.

Gasket Age <180 days old or
<2 years old but retested <60 days prior to installation Initial Physical Requirements
Physical
Characteristics
Extruded or molded and cured to form dense, homogeneous, and smooth surface free of pitting, blisters, porosity, and other imperfections.

Tolerance ±1/32” for any diameter or profile dimension measured at any cross section
Tensile Strength >1500 psi per ASTM D412
Elongation at Break >350% per ASTM D412
Shore Durometer Type
A (Pipe Manufacturer
shall select value
suitable for joint type.)
40-65 (applies only to sealing component of gasket.) per ASTM D2240
Compression Set ≤16% of original deflection per ASTM D395 Method B Physical Requirements after Accelerated Aging
Tensile Strength after
Oven Aging (96
hrs@158°F)
≥ 80% of tensile strength before aging per ASTM D573
Increase in Shore
Durometer Hardness
after Oven Aging
≤10% increase over original Shore durometer per ASTM D2240 Physical Requirements
after Exposure to
Ozone Concentration
No cracks per ASTM D1149
Gasket Splices Quantity No more than one splice shall be permitted in any gasket. 7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 6 of 10

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Splicing Methodology Make splice by applying suitable cement to ends and vulcanizing splice in a full mold.

Splice Testing Elongation Test – Stretch spliced portion of gasket to 100% elongation. While gasket is stretched, rotate gasket at least 180° each direction to inspect to assure no separation occurs.

Bend Test – Wrap spliced portion of un-stretched gasket at least 180° but not more than 270° around rod with diameter equal to gasket cross-section diameter. No separation shall occur.

G. PVC solid-wall gravity sewer or storm drain fittings shall conform to the following materials and manufacturing requirements:

MATERIAL/

COMPONENT

STANDARDS/

CHARACTERISTICS SPECIFICATION/REQUIREMENT
Fittings and Couplings Standards Pipe sizes 4”-15” Conform to ASTM D3034 Material Conform to ASTM D1784
Cell Class 12454B, 12454C, or 13343C
Virgin rigid PVC
Additives or fillers including but not limited to stabilizers, antioxidants, lubricants, and colorants shall be ≤10% by weight per 100 of PVC resin in compound.

Conform to NSF 14
Markings Show Manufacturer or trademark.

Show nominal pipe diameter.

Show material, and PVC cell classification.

Show coded number identifying plant, machine, date and shift on which pipe was extruded.

Show service designation or legend.

H. Provide identification for buried PVC gravity pipe in the following manner:

PIPE

CONTENTS

IDENTIFICATION/

WARNING/

LOCATING TYPE MATERIALS/METHOD
Sewage Pipe Contents
Identification
Pipe color White
AND
Stenciling Green stenciling marked on pipe stating “SEWER” ⅝”-high letters
Repeated at 1’ intervals
OR
Identification
Tape
Polyethylene tape 6” wide and at least 4 mils thick
2”-high letters reading “CAUTION: SEWER”
Color = green with white letters
Attached to top of pipe with adhesive tape
Specification – Refer to Section 33 05 26
Pipe Warning and
Locating
Warning and
Locating Tape
Polyethylene tape 6” wide and at least 4 mils thick
2”-high letters reading “CAUTION: SEWER BURIED
BELOW”
Color = green with white letters
Place in pipe trench 18” above pipe
Specification – Refer to Section 33 05 26
7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 7 of 10 PIPE

CONTENTS

IDENTIFICATION/

WARNING/

LOCATING TYPE MATERIALS/METHOD
Metallic strip that can be registered by a magnetic field locating device
Locating Wire In lieu of installing metallic warning tape; non-metallic warning tape and 10-gauge copper wire attached to top
of pipe may be used.

I. Socket and spigot configurations for fittings and couplings shall be compatible to those used for pipe.

J. Pipe not installed within 120 calendar days of latest certification test shall not be used without prior approval from City’s Representative.

PART 3 - EXECUTION

3.1 Preparation
A. Make field measurements needed to install PVC gravity sewer pipe before submitting shop drawings or ordering materials. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Grade trench bottom to line and grade to which pipe is to be laid, with allowance for pipe thickness. Dig bell holes or coupling holes of ample dimension in trench bottom at locations of each joint to facilitate joining. Remove hard spots that would prevent uniform bedding thickness. Before laying each pipe section, check grade with straight-edge and correct any irregularities found. Trench bottom shall form continuous and uniform bearing and support for pipe at every point between bell or coupling holes, except grade may be disturbed for removal of lifting tackle.

C. At each joint location dig bell (joint) holes in trench bottom and at sides to permit visual inspection of entire joint.

D. Provide and maintain means and devices at all times to remove and dispose of all water entering trench during pipe-laying operations. Keep trench dry until pipe-laying and jointing are completed.

3.2 Installation
A. Refer to Sections 01 73 00 and 01 73 33 for basic execution and installation requirements.

B. The following installation standards shall be followed:

1. Applicable OSHA and Cal OSHA regulations

2. Applicable building, fire and plumbing code requirements

3. City of Corona Standard Plan 304 for lateral installation on existing sewer.

4. Manufacturer’s installation and warranty requirements

5. ASTM D2321 Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

6. ASTM F1668 Construction Procedures for Buried Plastic Pipe

7. UNI-B-5 Uni-Bell Recommended Practice for the Installation of PVC Sewer Pipe C. Refer variances between Manufacturer’s installation instructions, published installation standards and Contract Documents to City’s Representative.

D. Protect water and recycled water systems by constructing sewers with separations and materials described in Section 31 05 50.

E. Install PVC gravity sewer pipe as follows:
7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 8 of 10

1. Install PVC gravity sewer pipe and fittings per ASTM D2321 and Uni-Bell Recommended Practice for the Installation of PVC Sewer Pipe and as herein specified.

2. Inspect each pipe and fitting before lowering pipe or fitting into trench.

3. Use proper care to prevent damage in handling, moving, and placing pipe. Hoist pipe with forklift, crane, backhoe or other handling equipment to prevent damage or reduction of pipe service life. Use cloth belt sling or continuous fiber rope to prevent scratching pipe.

Lower (do not drop) pipe from truck. Dropped pipe will be rejected.

4. Install PVC gravity sewer pipe and fittings to tolerances recommended by Manufacturer.

Unless otherwise shown, install PVC gravity sewer pipe and fittings at locations and grades shown on Plans using precision gauges and levels.

5. No longitudinal bending shall be allowed in installation of PVC gravity sewer pipe. Install all deflections at sewer manholes or by using joints and fittings specifically designed for use with PVC pipe of specified SDR.

6. Install pipe without break, upgrade from structure to structure, with bell ends of pipe upgrade. Install pipe to line and grade given so as to form close concentric joint with adjoining pipe and prevent sudden offsets of flow line.

7. Clean interior of pipe and fittings of all dirt and superfluous materials of all description immediately prior to installing pipe. Wipe joints clean of all dirt and foreign matter and apply accepted lubricant to mating surfaces of pipe to be joined.

8. Insert spigot end to proper depth of socket as indicated by home mark on pipe. Spigot end shall slide into bell end without displacement of rubber gasket.

9. Close open end of pipe with tight-fitting cap or plug to prevent entrance of foreign matter into pipe at all times when pipe installation is not in progress. These provisions shall apply during noon hour as well as overnight.

10. Do not use pipeline to drain water that has infiltrated into trench.

11. Maintain inside of pipe free from foreign materials and in clean and sanitary condition until its acceptance by City.

12. After joint assembly. Bring bedding material up to pipe spring line. Place bedding material on each side of pipe. Do not drop rock or crushed gravel directly onto pipe. Walk and tamp bedding material into final position at pipe spring line and continue to top of pipe.

13. Then place bedding material to top of pipe zone and compact to specified pipe zone compaction.

F. Install wyes and saddles as follows:

1. Unless otherwise specified, incline branch of wye fittings upward at angle ≤ 45° from horizontal. Place no wye closer than 5’ in downstream side to centerline of any structure.

Do not install wyes or tees back to back. There shall be ≥ 4’ between each branch fitting.

Place support of crushed rock or gravel under every wye branch when installed.

2. Wyes shall be ≥ 6” diameter. If existing laterals ≤ 4” are encountered, or if existing VCP other non-PVC laterals are encountered, install appropriate reducers or transition hardware to connect to new 6” PVC wye.

3. Install saddle connections into existing sewer lines with a wye saddle. Sewer to be saddled shall be scored to approximate shape of wye or tee and cut by mechanical hole cutters, or by keyhole or sabre saw. Cleanly machine tap holes and complete work by hand to provide true and neat opening for wye or tee saddle. Replace or repair any pipe damaged during operation.

4. Mount saddles on pipe using solvent cement in conformance with requirements of ASTM D2564 or by gaskets with stainless steel straps. If solvent-welded saddle is used, secure saddle to main with stainless steel straps or with saddle clamps. After connection has set long enough for solvent cement to cure, encase fitting with Class B portland cement concrete.
7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 9 of 10

5. Keep chips, dirt, solvent cement, mortar and concrete out of sewer being saddled. Flush, clean, and ball reach of sewer main saddle if so directed by City's Representative.

6. In lieu of saddle connection, wye connection may be made in existing sewer by cutting sewer and installing wye and 2 sewer clamps with stainless steel bands.

G. Connect PVC sewer pipe to manholes using gasketed plastic manhole coupling to provide watertight connection.

H. Install service laterals as follows:

1. Join laterals to wye using ⅛ bends.

2. Plug laterals with stopper in socket of last joint of lateral. Seal stopper securely in place to withstand internal pressure from leakage tests but also in such manner to allow removal without damaging socket.

3. Resurface over laterals in accordance with Section 31 12 16.

4. Mark location of lateral at upper end as directed by City’s Representative. Unless otherwise directed, chisel letter “S” 1½” high on top of curb. If curb improvements do not exist, furnish and install 2”x2”x36” wood stake at end of service lateral. Paint top of stake white.

5. Restore curbs, gutters, paving, driveways, lawns, shrubs, fences, retaining walls, sprinklers landscaping and other improvements damaged by Contractor’s operations in accordance to preconstruction conditions.

3.3 Field Quality Control
A. Field testing shall include:

ITEM TEST FOR

TEST STANDARD
(ASTM OR OTHER

TEST STANDARD) FREQUENCY

FIRST TEST

PAID FOR
BY

RETESTS

PAID FOR
BY
Pipe Horizontal
Alignment
1” maximum horizontal
deviation from plan
alignment
Mirror each
straight section of
pipe
Contractor Contractor
Vertical
Alignment
¼” maximum horizontal
deviation from plan grades
Mirror each
straight section of
pipe
Contractor Contractor
Pipe Separations Refer to Section 31 05 50. All new pipe Contractor Contractor Pressure Test for
Leakage and
Infiltration
Refer to Section 33 08 31 1 test per run of
pipe
Contractor Contractor
Mandrel Test for
Obstructions and
Pipe Deflections
SSPWC (Greenbook) §306-

1.2.12 (See Below)
1 test per run of
pipe
Contractor Contractor
Video Inspection Video entire new alignment.

Submit copy of video to City
All new pipe Contractor Contractor
Laterals Horizontal
Alignment
1” maximum horizontal
deviation from plan
alignment
Survey location of
each lateral
Contractor Contractor
Vertical
Alignment
¼” maximum horizontal
deviation from plan grades
Survey location of
each lateral
Contractor Contractor
Sewer
System
Field
Performance
Demonstrate compliance to
Contract Documents and
Manufacturer’s printed
Literature
1 test Contractor Contractor
11-month
Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturer’s printed
literature
1 test City Contractor
7-17-vw 33 30 31 – Polyvinyl Chloride (PVC) Gravity Sewer Pipe - 10 of 10 B. Perform mandrel test after placement and compaction of backfill, installation of utilities, pipe testing, and prior to placing of permanent paving. Correct obstructions encountered during mandrel test at no additional cost to City.

3.4 Cleaning
A. Prior to testing, thoroughly clean sewers from structure to structure with hydro-flush equipment or sewer scrubbing ball. Remove debris and trash from each structure. Disinfection of sewer is not required.

END OF SECTION

Corona City CouncilMay 6, 2026

Corona City Council
May 6, 2026