77-2 Project EngineersTechSpecs.pdf

CITY OF VISALIA

CAMERON CREEK LINEAR RECHARGE PROJECT

ENGINEERS TECHNICAL SPECIFICATIONS TABLE OF CONTENTS

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ENGINEERS TECHNICAL SPECIFICATIONS

TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 57 50 Construction Staking

DIVISION 02 - EXISTING CONDITIONS

02 01 20 Protecting Existing Underground Utilities 02 41 00 Demolition

DIVISION 03 - CONCRETE

03 05 10 Leakage Testing of Hydraulic Structures 03 11 00 Concrete Formwork 03 15 00 Concrete Accessories 03 15 20 Anchor Bolts & Expansion Anchors 03 20 00 Concrete Reinforcing 03 30 00 Cast-in-Place Concrete 03 37 13 Shotcrete 03 39 00 Concrete Curing 03 41 00 Precast Concrete Structures 03 60 00 Grout

DIVISION 05 - METALS

05 05 20 Bolts, Washers, Anchors & Eyebolts 05 50 00 Fabricated Metal 05 52 00 Stairs Handrailing & Ladders

DIVISION 07 - THERMAL MOISTURE PROTECTION

07 92 00 Caulking & Sealants

DIVISION 09 - FINISHES

09 90 00 Painting & Coating

DIVISION 31 - EARTHWORK

31 05 00 Common Work Results for Earthwork 31 11 00 Clearing and Grubbing 31 23 17 Trenching Backfilling and Compacting 31 23 35 Disposal of Materials 31 37 10 Rip Rap

ENGINEERS TECHNICAL SPECIFICATIONS TABLE OF CONTENTS

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DIVISION 32 – EXTERIOR IMPROVEMENTS

32 31 17 Metal Fences & Gates

DIVISION 33 - UTILITIES

33 11 12 Reinforced Concrete Low-Head Pressure Pipe 33 11 13 C900 PVC Distribution Pipe

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 20 16 Water Control Gate

DIVISION 40 - Process Integration

40 05 00 Pipe & Fittings 40 90 00 Instrumentation 40 91 25 Magnetic Flow Meter

APPENDIX

A. Contractor’s Request for Construction Staking B. Innovative Controls Instrumentation Specs

END SECTION

CONSTRUCTION STAKES, LINES, AND GRADES

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SECTION 01 57 50

CONSTRUCTION STAKES, LINES, AND GRADES

PART 1 GENERAL

1.1 LINES AND GRADE

A. The Work shall be executed in accordance with the lines and grades indicated in the Contract Documents. Distances and measurements, except elevations and structural dimensions, shall be made on horizontal planes.

1.2 CONSTRUCTION STAKING

A. Engineer or Engineer’s representative will provide project control monuments as shown on the Plans (vertical and horizontal) at the Owner’s expense. The Engineer will provide one set of grade control stakes:

1. One set of offset stakes at each structure for rough grading and excavation purposes.

2. One set of offset stakes at each structure for concrete foundation and footings.

3. One visit to each structure for final stakes and/or verification of constructed improvements.

B. All other construction staking necessary for the work shall be done by Contractor with compensation included in bid item(s), as deemed appropriate by the Contractor.

C. The Contractor shall be responsible for preserving construction survey stakes, permanent survey monuments and benchmarks for the duration of their usefulness.

If any construction survey stakes permanent survey monuments or benchmarks are lost or disturbed and need to be replaced, such replacement shall be made by the Engineer at the expense of the Contractor.

D. The Contractor shall notify the Engineer at least three (3) working days before he will require survey services in connection with laying out of any portion of the Work.

The Contractor at his own expense shall dig all holes necessary for line and grade stakes prior to requesting survey services that depend on such digging.

CONSTRUCTION STAKES, LINES, AND GRADES

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PROTECTION OF UNDERGROUND FACILITIES

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SECTION 02 01 20

PROTECTION OF UNDERGROUND

FACILITIES AND SURVEY MONUMENTS

PART 1 GENERAL

1.1 UNDERGROUND FACILITIES

A. Shown or Indicated: The information and data shown or indicated in the Contract Documents with respect to existing underground facilities at or contiguous to the Site is based on information and data furnished to Owner or Engineer by the owners of such underground facilities, including Owner, or by others.

1. Owner and Engineer shall not be responsible for the accuracy or completeness of any such information or data; and

2. The cost of all of the following will be included in the Contract Price, and Contractor shall have full responsibility for:

a. Reviewing and checking all such information and data,

b. Locating all Underground Facilities shown or indicated in the Contract Documents,

c. Coordination of the Work with the owners of such underground facilities, including Owner, during construction, and

d. The safety and protection of all such underground facilities and repairing any damage thereto resulting from the Work.

B. Not Shown or Indicated: If an underground facility is uncovered or revealed at or contiguous to the Site which was not shown or indicated with reasonable accuracy in the Contract Documents, the following shall apply.

1. Contractor shall develop and execute a work-plan, subject to Engineer’s approval to protect underground facilities.

2. The Contractor shall expose, prior to staking and trenching, all existing utilities and existing facilities which may control proposed facility grades, and alignment. Two working days notice shall be given to the Engineer prior to commencing this work.

3. Full compensation for all costs involved in locating, verifying, protecting, exposing, and otherwise providing for utilities shall be included in the amounts bid for the various items of work, and no separate payment shall be made therefore.

PROTECTION OF UNDERGROUND FACILITIES

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1.2 PROTECTION

A. The Contractor shall not interrupt the service function or disturb the supporting base of any Utility by disrupting any facility identified in the Plans and Specifications without authority from the Owner or order from the Engineer. Where protection of such facilities is required to ensure support of utilities, the Contractor shall, unless otherwise provided, furnish and place the necessary protection at the Contractor's expense.

B. The Contractor shall be prepared at all times with labor, equipment and materials to make repair on damaged mains or Utility facilities. The Contractor shall immediately notify the Engineer and the Utility owner if he disturbs, disconnects or damages any Utility. The Contractor shall bear the costs of repair or replacement of any Utility facility described with reasonable accuracy in the Plans and Specifications that is damaged by the Contractor. No extra compensation will be made for the repair of any services or mains damaged by the Contractor, nor for any damage incurred if the neglect or failure of providing protective barriers, lights and other devices or means required to protect such existing utilities or facilities described with reasonable accuracy in the Plans and Specifications.

1.3 SURVEY MARKERS AND PERMANENT REFERENCE POINTS

A. Surveying and Permanent Survey Markers

The Engineer will take measurements to assure the preservation of survey markers (monuments and bench marks). The Contractor shall not disturb permanent survey markers without the consent of Engineer and shall bear the expense of replacing any that may be disturbed without permission.

1. Replacement of survey markers shall be done only by the Engineer.

2. If disturbing of markers cannot be avoided, the Owner shall pay the cost of replacing said markers.

B. Lot Corner Monuments

The Contractor shall preserve property line and corner survey markers except where their destruction is unavoidable and the Contractor is proceeding in accordance with accepted practice. Markers that are lost or disturbed by his operations shall be replaced at the Contractor's expense by the Engineer.

DEMOLITION

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SECTION 02 41 00

DEMOLITION

PART 1 GENERAL

1.1 DESCRIPTION

A. The work of this section consists of demolition and removal of any signs, barriers, salvaged items, and portions of abandoned utilities necessary to complete the work.

B. Definitions:

1. Portland Cement Concrete: A mixture of Portland cement, fine aggregate, coarse aggregate, admixtures (if used) and water, proportioned and mixed.

Also, included is rebar.

2. Asphalt Concrete: A mixture of liquid asphalt and graded aggregate used as paving material for roadways and parking lots.

1.2 WORK INCLUDED

A. Repair and restoration of areas damaged due to demolition work.

B. Salvaging of equipment for Owner.

C. Removal of demolished materials from site.

D. Remove existing piping and other existing structures as shown on the Plans to be removed.

E. Properly dispose of all removed materials.

F. Dewatering as needed in order to complete the proposed demolition.

G. Removal of trees and landscaping as required for construction.

1.3 RELATED WORK

A. Section 01 57 23 – Storm Water Pollution Prevention Plan

B. Section 01 57 27 – Dust Control

C. Section 03 33 00 – Cast In Place Concrete

D. Section 31 11 00 – Clearing and Grubbing

E. Section 31 05 00 – Common Work Results for Earthwork

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1.4 SEQUENCING

A. Sequence work to minimize interference with water treatment facilities operation. The water plant must remain in operation until the end of the agricultural processing season. Prior to that time, work will be limited to mobilization, limited demolition, and exploratory digging to the extent that the plant can remain in operation.

1.5 REGULATORY REQUIREMENTS

A. Obtain required permits from California Department of Fish and Wildlife (CDFW) and the U.S. Army Corps of Engineers.

B. Dispose of removed materials in an approved disposal or salvage facility.

1.6 REFERENCES

A. Section 17-2 – Clearing and Grubbing, State Standard Specifications

B. Section 19 – Earthwork, State Standard Specifications

1.7 SUBMITTALS

A. Submittals shall be in accordance with the Standard General Conditions and the Supplementary Conditions.

B. Demolition plan including sequence of operations. The plan shall specifically address methods of demolition, schedule, sequence of demolition, and procedures for archeological monitoring. Demolition shall not proceed until the plan has been approved.

1.8 QUALITY ASSURANCE

A. General: Take all necessary precautions with regard to safety in carrying out the demolition and site work. Erect suitable barriers around open excavations and fulfill all appropriate requirements of CAL/OSHA. Comply with safety requirements for demolition, ANSI A10.6-90.

1.9 PROJECT CONDITIONS

A. Underground utilities exist at this site. Contractor shall take all necessary precautions to protect said utilities. Notify Engineer of any deviation in utility location from that which is shown on the drawings.

B. Keep dust to a minimum at removal site and on haul roads. Use sprinklers or water trucks as necessary or as directed by the Engineer.

C. Ensure safety of persons in demolition area. Provide temporary barricades as required.

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D. Excavations may encounter groundwater and require dewatering depending on the time of year and amount of seasonal run-off. Loose sands exposed in excavation sidewalls may be unstable and require shoring or lying back in accordance with OSHA requirements. Flowing sands may also be encountered in excavations below groundwater levels.

1.10 CLOSEOUT SUBMITTALS

A. As specified in Section 01 77 00 – Contract Closeout.

B. Show all capped and abandoned utility terminations and location of remaining facilities on project Record Drawings.

PART 2 PRODUCTS

2.1 REPAIR AND RESTORATION MATERIALS

A. Concrete shall be as specified in Section 03 33 00 – Cast In Place Concrete.

B. Backfill materials shall be as required by Section 19 – Earthwork, State Standard Specifications.

2.2 MATERIALS

A. Materials and items demolished and not designated for reuse, salvage or transfer to the Owner, as well as all debris, rubbish and other materials resulting from the demolition operations, shall become the property of the Contractor and shall be removed from the site within 48 hours of demolition.

B. Storage or sale of the removed items will not be permitted at the site.

PART 3 EXECUTION

3.1 INSPECTION

A. Prior to demolition, inspect the site conditions, verifying all governing dimensions, notes and specification. Notify the Engineer of any errors or omissions in the contract documents.

B. Make such explorations and probes as are necessary to ascertain any required protection measures before proceeding with the demolition and removal work.

3.2 PREPARATION

A. Protect existing, appurtenances, structures, which are not to be demolished.

B. Prior to demolition work, all soil erosion control measures specified in Section 01 57 23 - Stormwater Pollution Prevention Plan (SWPPP) and inlet protection barriers shall be in place. Contractor shall provide appropriate measures to prohibit demolition debris and/or soil from entering any watercourse.

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1. Protect all buildings, structures, utilities, and vegetation to remain.

3.3 DEMOLITION REQUIREMENTS

A. Conduct demolition to protect and minimize damage to structures and existing improvements.

B. Execute the work in a careful, orderly and safe manner, with the least possible disturbance to the public. Cease operations immediately if adjacent work appears to be endangered. Do not resume operations until corrective measures have been taken.

C. Abandoned Utilities: Remove above ground utilities and terminate as approved by the utility company and the Engineer. Remove necessary portions of underground utilities to within 24 inches of excavation or final grade. Plug abandoned pipes and conduits with concrete plugs. Plugs shall be 6 inches or 2 times the pipe diameter in length, whichever is greater.

1. Water lines not designated to be protected in-place shall be capped as close as possible to active mains.

3.4 ORDER OF WORK

A. Coordination will be required with the Owner for work in the existing canal for construction of new check structure with a basin turnout and two measurement structures. Coordination is required to understand pending irrigation flow timing, if any, during the construction of the new facilities.

3.5 PRESERVATION

A. If indicated or required, preserve trees, plants, or other features designated to remain. Protect trees and plants from damage; fell trees in a manner which shall not injure standing trees, plants and improvements which are to be preserved.

3.6 RESTORATION

A. All demolition areas, staging/stockpiling, and open excavations shall be filled in accordance with the Earthwork Sections. Fill all open excavations deeper than one foot to an elevation to match the surrounding topography.

1. New Construction Areas: As shown on drawings.

3.7 DISPOSAL

A. As specified by City Engineer.

LEAKAGE TESTING OF HYDRAULIC STRUCTURES

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SECTION 03 05 10

LEAKAGE TESTING OF HYDRAULIC STRUCTURES

PART 1 GENERAL

1.1 WORK INCLUDED

A. This work described in this section includes leakage testing of concrete structures subject to hydrostatic pressure.

1.2 RELATED WORK

A. Section 03 30 00 – General Concrete Construction

B. Section 33 01 00 – Pipe and Fittings

1.3 REFERENCES

A. None

1.4 SUBMITTALS

A. Submit a testing schedule, including proposed plans for water conveyance, control, disinfection, and disposal in writing for approval a minimum of [14] days before testing is to start. The submittal shall include the methods to determine evaporation loss and the CONTRACTOR'S plan for the release of water from structures after testing and disinfection has been completed.

PART 2 PRODUCTS

2.1 MATERIALS

A. The Contractor shall furnish and install all temporary fittings and equipment required for the completion of the testing described herein.

B. Temporary valves, bulkheads, or other water control equipment and materials shall be as determined by the Contractor. No materials shall be used which would damage the structure or its future intended function.

C. All leakage testing shall be conducted using water. Testing of structures designed to contain potable water shall be conducted using potable water.

PART 3 EXECUTION

3.1 PREPARATION

A. Except as otherwise indicated, potable water for testing will be furnished by the Contractor.

LEAKAGE TESTING OF HYDRAULIC STRUCTURES

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B. Contractor shall verify that concrete strength has attained at least 85 percent of its 28-day design strength prior to testing.

C. In the case of hydraulic structures designed to contain potable water, leakage testing may be combined with disinfection per Section 33 13 00.

D. Prior to testing, all hydraulic structures shall be cleaned by thoroughly hosing down all surfaces with a high pressure hose. All water, dirt, and foreign material accumulated in this cleaning operation shall be discharged from the structure or otherwise removed.

E. Contractor shall verify that all valves or gates are fully closed and all pipe penetrations are temporarily plugged prior to conducting leakage test.

3.2 TESTING

A. Fill the structure to just below the overflow water level

B. Collect an initial water level reading. Collect a second water level reading seven days after the initial reading.

C. The structure shall be considered to have passed the test if water loss during the 7-day period, as computed from the two water level readings, does not exceed 0.2 percent of the total volume of water in the structure, after allowance is made for evaporation loss.

D. If the structure fails to pass the leakage test, the Contractor shall empty the structure as acceptable to the Construction Manager and shall examine the exterior and interior for evidence of any cracking or other conditions that might be responsible for the leakage. Any cracks shall be repaired and sealed with polyurethane sealant in accordance with Section 03 30 00. Any evidence of leakage shall be repaired.

Following these operations, the Contractor shall again test the hydraulic structure.

E. Wet spots or other apparent seepage on the exterior areas or the wall faces shall not be acceptable. Wet spots are defined as spots where moisture can be picked up on a dry hand. Any cracks or other areas of apparent leakage, including wet spots on the wall or wall footing, shall be sealed with sealant system compatible with the defective area or other means acceptable to the Engineer. Allow the joint to set and cure following the cement manufacturer’s instructions. Do not load the joint for at least 8 hours after joint assembly.

CONCRETE FORMWORK

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SECTION 03 11 00

CONCRETE FORMWORK

PART 1 GENERAL

1.1 WORK INCLUDED

A. Work required under this section consists of furnishing all materials, supplies, equipment, tools, transportation, and facilities, and performing all labor and services incidental to furnishing and installing concrete formwork as described in this section of the Specifications, shown on the accompanying Plans, or reasonably implied therefrom. The work shall include, but is not necessarily limited to:

B. Scope:

1. Design of formwork, shoring and reshoring.

2. Furnishing, erection, and removal of forms.

3. Shoring, bracing, and anchorage of formwork.

4. Openings for other work.

1.2 RELATED SECTIONS

A. Section 03 15 00 – Concrete Accessories

B. Section 03 20 00 – Concrete Reinforcing

C. Section 03 30 00 – Cast-In-Place Concrete

D. Section 03 39 00 – Concrete Curing

1.3 REFERENCES

A. Industry Codes and Standards

1. American Concrete Institute (ACI) Manual of Concrete Practice

ACI 117 Standard Tolerances for Concrete Construction and Materials and Commentary

ACI 301 Specifications for Structural Concrete for Buildings ACI 318 Building Code Requirements for Structural Concrete ACI 347 Guide to Formwork for Concrete

2. Voluntary Product Standard

a. PS-1 – Construction and Industrial Plywood

B. Western Wood Products Association (WWPA)

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C. American Plywood Association Design and Construction Guide

D. Government Regulations

1. U.S. Department of Labor, Occupational Safety and Health Administration (OSHA) Regulations

a. OSHA 29 CFR Part 1926.701 Safety and Health Regulations for Construction

2. Cal/OSHA Standards, Division of Industrial Safety, Construction Safety Orders, Article 29 Erection and Construction

a. Section 1717 Falsework and Vertical Shoring

E. Air Quality Management District – Local AQMD

F. Where reference is made to one of the above, the revision in effect at the time of bid opening shall apply.

1.4 SUBMITTALS

A. Submittals shall be in accordance with the Standard General Conditions and the Supplementary Conditions.

B. Provide concrete construction joints and expansion joints of the types and locations indicated. Submit for approval shop drawings showing proposed location and type of required construction for any joints not shown on the Drawings, and sequence of forming and concrete placing operations.

C. Provide formwork, shoring and reshoring calculations for information only.

1.5 DESIGN REQUIREMENTS

A. Design, engineer and construct formwork, shoring and bracing to conform to ACI 318 Section 26.11. Resultant concrete to conform to required shape, line and dimension. Design of formwork is Contractor’s responsibility.

B. The formwork shall be designed for the loads and lateral pressures outlined in Chapter 2 of ACI 347R, and lateral forces as specified by the CBC.

C. Above grade forms for elevated slabs and for walls exceeding 4 ft. in height shall be designed by a professional Civil or Structural engineer registered in the State of California.

D. Foundation concrete may be placed directly into neat excavations, provided foundation trench walls are sufficiently stable [subject to approval of DSA].

Otherwise, minimum formwork is mandatory to ensure clean excavations and properly formed surfaces immediately prior to and during placing of concrete.

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1.6 COORDINATION

A. Coordinate this Section with other Sections of work that require attachment of components to formwork.

B. If formwork is placed after reinforcement resulting in insufficient concrete cover over reinforcement, Contractor shall adjust reinforcement positioning to accomplish required cover or otherwise request instructions from Architect before proceeding.

1.7 QUALITY ASSURANCE

A. Requirements of Regulatory Agencies. The requirements of California Division of Occupational Safety and Health, Construction Safety Orders Section 1717 and OSHA Part 1926, Section 1926.701 apply to the Work of this Section, and the Contractor shall prepare and maintain at least one (1) copy of the required drawings at the site. Design of the structures shown on the Drawings does not include any allowance or consideration for imposed construction loads. Provide forms, shoring and falsework adequate for imposed live and dead loads, including equipment, height of concrete drop, concrete and foundation pressures, stresses, lateral stability, and other safety factors during construction.

B. Standards and Tolerances. Employ formwork complying with ACI 347 Guide to Formwork for Concrete, except as exceeded by the requirements of regulatory agencies or as otherwise indicated or specified. Design and construct formwork to produce finished concrete conforming to tolerances given in ACI 117

1. Form offset shall meet the requirements of Class C.

PART 2 PRODUCTS

2.1 FORM COATING

A. Form coating compounds shall be biodegradable with a VOC level less than 50 grams/liter. Non-grain raising and non-staining resin or polymer type that will not leave residual matter on surface of concrete or adversely affect bonding to concrete of paint, plaster, mortar, protective coatings, waterproofing or other applied materials. Coatings containing mineral oils, paraffin, waxes, or other non-drying ingredients are not permitted. For concrete surfaces contacting potable stored water, use only coatings and form-release agents that are completely non-toxic.

2.2 LUMBER

A. WWPA Structural Light Framing No. 1 or Structural Joists and Planks No. 1, or equal. Board forms, if used, shall be No. 2 Common or better, T&G or shiplap, S1S2E, or better.

B. Plywood. APA - MDO (Medium Density Overlay) Plyform, Group 1, Exterior, PS-1, for exposed surfaces. APA - BB (No-overlay) Plyform, Class 1, Exterior, PS-1 for unexposed surfaces.

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2.3 METAL FORM TIES

A. Provide commercially manufactured, prefabricated rod, snap-off, or threaded internal disconnecting type of tensile strength to resist all imposed loads. Use only ties that leave no metal within 1½-inch of concrete surfaces after removal. Employ snap-off type ties having integral washer spreaders of diameter to fully close tie holes in forms.

PART 3 EXECUTIONS

3.1 FORM TYPES

A. Smooth Surface Concrete. Use specified plywood or metal forms, as approved, for interior and exterior exposed above-grade concrete and all formed concrete in contact with liquids, waterproofing and protective coatings.

B. General Concrete. Use either plywood or board forms for concealed surfaces, or form as specified for smooth surface concrete.

3.2 SHORING AND FALSE WORK

A. Distribute loads properly over base area on which shoring is erected, either concrete slabs or ground; if on ground, protect against undermining or settlement, particularly against wetting of soils.

B. Alignment. Construct forms to produce in finished structure all lines, grades, and camber, as required.

3.3 FORM CONSTRUCTION

A. Erect formwork, shoring and bracing to achieve design requirements in accordance with requirements of ACI 318 Section 26.11.

B. Build forms to exact shapes, sizes, lines, and dimensions as required to obtain accurate alignment, location and grades, and level and plumb work in finished structures. Provide for openings, offsets, keyways, recesses, moldings, chamfers, blocking, joint screeds, bulkheads, anchorages, and other required features. Make forms easily removable without hammering or prying against concrete. Use approved metal spreaders to provide accurate spreading of forms. Construct forms so that no sagging, leakage, or displacement occurs during and after pouring of concrete.

C. Provide bracing to ensure stability of formwork. Shore or strengthen formwork subject to overstressing by construction loads.

D. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete during stripping. Permit removal of remaining principal shoring.

Conform to Title 8, Subchapter 4, Construction Safety Orders, CCR.

E. Align joints and make watertight. Keep form joints to a minimum.

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F. Obtain approval before framing openings in structural members that are not indicated on Drawings.

G. Form Joints and Tie Holes. Seal joints between form panels with specified calking compound. Unless form tie spreaders fully seal tie holes in forms, seal around ties with specified materials and prevent leakage of concrete mortar.

H. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Sized as required, of sufficient strength and character to maintain formwork in place while placing concrete.

I. Reuse. Clean and recondition form material before each reuse. Fill all holes, cracks and defects. Unsatisfactory material (in the opinion of the Construction Manager) shall be rejected and removed from the site.

J. Provide ¾” inch chamfers at all exposed outside corners in the maximum lengths possible. Use mill run chamfer strips surfaced all sides. Provide rounded top edges of sidewalks, walkways, and where directed.

3.4 ALLOWABLE VARIATIONS FOR FORMED SURFACES

A. Tolerances: Per ACI 117 requirements.

B. Surface irregularities, ACI 347R Class A, gradual or abrupt irregularities of 1/8 inch for exposed to view concrete. Class B, 1/4 inch for plaster cement finish.

3.5 APPLICATION - FORM RELEASE AGENT

A. Apply form release agent on formwork in accordance with manufacturer's recommendations.

B. Apply prior to placement of reinforcing steel, anchoring devices and embedded items.

C. Do not apply form release agent where concrete surfaces will receive special finishes or applied coverings that are affected by agent. Soak inside surfaces of untreated forms with clean water. Keep surfaces coated prior to placement of concrete.

3.6 EMBEDDED PARTS, OPENINGS AND HARDWARE

A. Provide formed openings where required for items to be embedded in or passing through concrete work. No openings or embedded items permitted in structural slabs within 18 inches of columns. Conform to ACI 318 Section 26.11.

B. Locate and set in place items that will be cast directly into concrete.

C. Coordinate work of other Sections in forming and placing openings, slots, reglets, recesses, chases, sleeves, bolts, anchors and other inserts, whether indicated on the structural drawings or not.

D. Install accessories in accordance with manufacturer's instructions, straight, level and plumb. Ensure items are not disturbed during concrete placement.

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E. Install electrical conduits per the direction of the electrical contractor as not to reduce the strength of the construction. Support embedded pipes and conduits independently from reinforcing steel in a manner to prevent metallic contact and thereby prevent electrolytic deterioration. Place embedded pipes and conduits as nearly as possible to the centerline of the concrete section. Submit all conduit, piping and other wall penetrations, reinforcements and anchor bolt sizing and locations to Owner’s review and approval.

F. Provide temporary ports or openings in formwork where required to facilitate cleaning and inspection. Locate openings at bottom of forms to allow flushing water to drain.

G. Close temporary openings with tight fitting panels, flush with inside face of forms and neatly fitted so joints will not be apparent in exposed concrete surfaces.

3.7 FIELD QUALITY

A. Inspection of Forms: Check forms prior to placement of any concrete for grade and alignment.

B. Control during Concrete Placement: Check forms during concrete placement and to promptly seal all mortar leaks and to correct all form movement or misalignment.

3.8 REMOVAL OF FORMS AND SHORING

A. Do not remove forms or shoring until concrete has attained sufficient strength to support its own weight and all imposed construction and permanent loads.

B. Form Removal. Minimum times for removal after concrete placement are as follows:

Beam sides but not shoring 3 days

Column forms and wall forms 2 days

Forms for supported slabs but not shoring 14 days

C. Shoring and Falsework Removal. Do not remove shoring and falsework until 21 days after concrete placement, or until concrete has attained at least 90 percent of the 28 day design compressive strength as demonstrated by control test cylinders, but in no event, not sooner than 14 days.

D. All form materials, during stripping of forms below finish grade, shall be removed and deposed of unless otherwise approved by the Engineer.

E. Restriction. Do not impose construction, equipment, or permanent loads on columns, supported slabs, or supported beams until concrete has attained the 28-day design compressive strength.

F. Concrete Curing During Removals. Refer to Section 03 39 00 of these Specifications.

CONCRETE ACCESSORIES

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SECTION 03 15 00

CONCRETE ACCESSORIES

PART 1 GENERAL

1.1 WORK INCLUDED

A. Furnish all materials, supplies, and performing all labor to furnish and install concrete accessories as described in this section of the Specifications, shown on the Plans. The work shall include, but is not necessarily limited to

1. Polyvinyl chloride waterstop.

2. Hydrophilic waterstop

3. Bentonite strip waterstop

4. Preformed synthetic sponge rubber expansion joint material.

5. Preformed bituminous fiber expansion joint material.

1.2 REFERENCES

A. American Society for Testing and Materials (ASTM):

1. D412 – Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers—Tension

2. D570 - Standard Test Method for Water Absorption of Plastics

3. D624 - Standard Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers

4. D638 - Standard Test Method for Tensile Properties of Plastics

5. D746 - Standard Test Method for Brittleness Temperature of Plastics and Elastomers by Impact

6. D747 - Standard Test Method for Apparent Bending Modulus of Plastics by Means of a Cantilever Beam

7. D792 - Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement

8. D994 - Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type)

9. D2240 - Standard Test Method for Rubber Property—Durometer Hardness

B. U. S. Army Corps of Engineers (USACE):

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1. CRD-C-572, Specification for Polyvinyl Chloride Waterstop.

1.3 RELATED WORK

A. Section 03 30 00 – Cast in Place Concrete

1.4 SUBMITTALS

A. Submittals shall be in accordance with the Standard General Conditions and the Supplementary Conditions.

B. Product Data:

1. Waterstops and Preformed Expansion Joint Material: Sufficient information on each type of material for review to determine conformance of material to requirements specified.

C. Provide material certificates, shop fabrication and placement drawings, and schedule.

D. Samples: Provide samples of each product to be supplied under this section.

E. Manufacturer's Installation Instructions: For all materials specified under this section

F. Quality Control Submittals:

1. Certificates of Compliance:

a. Written certificates that waterstops and Preformed Expansion Joint

Material supplied meet or exceed physical property requirements of this section.

1.5 QUALITY ASSURANCE

A. Mock-Ups:

1. 1. Welding Demonstration:

a. Demonstrate ability to weld acceptable joints in polyvinyl chloride waterstop before installation of waterstop begins.

B. Field Joints:

1. Polyvinyl Chloride Waterstop Field Joints: Shall be free of misalignment, bubbles, inadequate bond, porosity, cracks, offsets and other defects which would reduce the potential resistance of the material to water pressure at any point. Replace defective joints, remove faulty material from the site.

C. Inspections:

1. Quality of welded joints will be subject to acceptance of the Engineer.

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2. Polyvinyl Chloride Waterstop: The following defects that represent a partial list that will be grounds for rejection.

a. Any combination of offset or crack which will result in a net reduction in the cross section of the waterstop in excess of 1/16-inch or 15 percent of the material thickness, at any point, whichever is less.

b. Misalignment of the joint, which will result in misalignment of the waterstop in excess of 1/2-inch in 10 feet.

c. Porosity in the welded joint as evidenced by visual inspection.

d. Bubbles or inadequate bonding.

PART 2 PRODUCTS

2.1 MANUFACTURED UNITS

A. Waterstops:

1. Polyvinyl Chloride Waterstops:

a. One of the following or Engineer approved equivalent:

1) Vinylex Corporation, Kwik-Tie.

2) Greenstreak Plastic Products Company, Inc.

b. Type: Ribbed Waterstop. Unless otherwise specified, joints shall be constructed as follows:

1) Construction Joints: ribbed type, width to be 6 inches unless otherwise specified or shown on the plans, without center bulb.

c. Provide polyvinyl chloride waterstops complying with following requirements:

Property Test Method Required Limits Water absorption ASTM D570 0.15% max

Tear Resistance ASTM D624 200 lb/in (35 kN/m) min.

Ultimate Elongation ASTM D638 350% min.

Tensile Strength ASTM D638 2000 psi (13.78 Mpa) min.

Low Temperature Brittleness

ASTM D746 No Failure @ -35o F (-37o C)

Stiffness in Flexure ASTM D747 600 psi (4.13 Mpa) min.

Specific Gravity ASTM D792 1.45 max.

Hardness, Shore A ASTM D2240 79 +3

Tensile Strength after accelerated extraction

CRD-C 572 1850 psi (11.03 Mpa) min.

Elongation after accelerated extraction

CRD-C572 300% min.

Effect of Alkalies after 7 days:

Weight Change Hardness Change

CRD-C572

between -0.10% / +0.25% +/- 5 points

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2. Hydrophilic waterstop

a. One of the following or Engineer approved equivalent:

1) W. R. Grace and Company, Adcor ES

2) Greenstreak Plastic Products Company, Inc., Hydrotite

b. Performance Requirements as follows:

Chloroprene Rubber Property Test Method Required Limits Tensile Strength ASTM D412 1300 PSI min.

Ultimate Elongation ASTM D412 400% min.

Hardness (Shore A) ASTM D2240 50 +/- 5 Tear Resistance ASTM D624 100 lb/inch min.

Modified Chloroprene (Hydrophilic) Rubber

Property Test Method Required Limits Tensile Strength ASTM D412 350 PSI min.

Ultimate Elongation ASTM D412 600% min.

Hardness (Shore A) ASTM D2240 52 +/- 5 Tear Resistance ASTM D624 50 lb/inch Expansion Ratio Volumetric

Change - Distilled Water @ 70o F

3 to 1 min.

3. Bentonite Strip Waterstop

a. One of the following or Engineer approved equivalent:

1) Cetco, Waterstop, RX.

2) Green Streak, Swell Stop

B. Preformed Expansion Joint Materials:

1. Preformed Synthetic Sponge Rubber Expansion Joint Material:

a. Manufacturers: One of the following or Engineer approved equivalent:

1) JD Russell Co, Reflex

2) W.R. Meadows, Sponge Rubber Expansion Joint

2. Preformed Bituminous Fiber Expansion Joint Material:

a. Conform to ASTM D994, preformed bituminous type, 1/2-inch thick

b. Manufacturers: One of the following or Engineer approved equivalent:

1) JD Russell Co., Fiberflex

2) W.R. Meadows, Fiber Expansion Joint

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2.2 ACCESSORIES

A. Adhesives and sealants:

1. Provide as recommended by product supplier.

PA RT 3 EXECUTION

3.1 INSTALLATION

A. Waterstops - General:

1. Waterstops shall be stored so as to permit free circulation of air around the waterstop material and to prevent direct exposure to sunlight.

2. Install waterstops in concrete joints where indicated on the Drawings.

3. Carry waterstops in walls into lower slabs and join to waterstops in slabs with appropriate types of fittings.

4. In Water bearing Structures: Provide all joints with waterstops, whether indicated on the Drawings or not.

5. Provide waterstops that are continuous.

6. Set waterstops accurately to position and line as indicated on the Drawings.

7. Hold and securely fix edges in position at intervals of not more than 24-inches so that they do not move during placing of concrete.

8. Position the waterstop so that the center axis of the waterstop shall be coincident with the centerline of the joint, unless detailed otherwise.

9. Do not drive nails, screws, or other fasteners through waterstops in vicinity of construction joints.

10. Secure waterstop against movement at not more than 24-inches on centers.

11. Terminate waterstops 3-inches from top of finish surfaces of walls and slabs unless otherwise specified or indicated on the Drawings.

12. When any waterstop is installed in the concrete on one side of a joint, while the other half or portion of the waterstop remains exposed to the atmosphere for more than two days, suitable precautions shall be taken to shade and protect the exposed waterstop from direct rays of sunlight during the entire exposure and until the exposed portion is embedded in concrete.

13. Use specific type in applications as indicated on the Drawings.

14. No scrap or recycled material shall be used.

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B. Polyvinyl Chloride Waterstops:

1. Install waterstops so that joints are watertight.

2. Weld joints such as unions, crosses, ells, and tees, with thermostatically controlled equipment recommended by waterstop manufacturer.

a. The material shall not be damaged by heat sealing.

b. Make joints by overlapping then simultaneously cut the ends of the sections to be spliced so they will form a smooth even joint.

c. The continuity of the waterstop ribs and tubular center axis shall be maintained.

d. The splices shall have a tensile strength of not less than 60 percent of the unspliced materials tensile strength.

3. Butt joints of the ends of two identical waterstop sections may be made while the material is in the forms.

4. All joints with waterstops involving more than two ends to be joined together, and all joints that involve an angle cut, alignment change, or the joining of two dissimilar waterstop sections shall be prefabricated prior to placement in the forms, providing not less than 24-inch long str ips of waterstop material beyond the joint.

5. Vertical crosses and tees shall be prefabricated by the manufacturer.

Horizontal crosses or tees may be field or factory welded.

6. Split type waterstop will not be permitted except where specifically indicated on the Plans.

C. Hydrophillic Waterstops

1. Apply adhesive recommended by the manufacturer for the given application.

2. Cut coil ends square or at proper angle for mitered corners with a sharp blade to fit splices together without overlaps.

3. Splices and exposed cells shall be sealed using adhesives recommended by the manufacturer.

4. Provide minimum concrete cover per manufacturer’s recommendations and in no instance less than 2 inches.

5. Surfaces shall be even, smooth, clean and dry.

6. Do not use when the head exceeds 150’

D. Bentonite Waterstops

1. Apply adhesive recommended by the manufacturer for the given application.

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2. Maintain the minimum clear cover recommended by the manufacturer but in no instance less than 2 inches.

3. Butt splice by pressing ends together to ensure no separation or air pockets.

Do not overlap the ends of the waterstops.

4. Remove release paper immediately prior to the second concrete pour.

5. Replace waterstop showing signs of premature swelling, discontinuity or debris contamination.

E. Preformed Expansion Joint Material:

1. Fasten expansion joint strips to concrete, masonry, or forms with adhesive. No nailing will be permitted, nor shall expansion joint strips be placed without fastening.

2. Install expansion joint filler in accordance with manufacturer’s instructions.

3. Install joint filler ½ inch (13 mm) below the concrete surface.

4. Prior to sealing, slide expansion joint cap over the expansion joint.

5. Place concrete and screed to finish grade, allow adequate during time before removing top of expansion joint cap. Pull cap free and discard.

6. Seal with joint sealant.

F. Joints:

1. Install construction and expansion joints as indicated on the Plans.

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ANCHOR BOLTS AND POST-INSTALLED ANCHORS

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SECTION 03 15 20

ANCHOR BOLTS AND POST-INSTALLED ANCHORS

PART 1 GENERAL

1.1 WORK INCLUDED

A. The work of this section consists of furnishing and installing all materials and equipment and providing all labor necessary to complete the work shown on the drawings and/or listed below and all other work and miscellaneous items not specifically mentioned but reasonably inferred for a complete installation, including all accessories and appurtenances required for a completed system.

B. Cast-in-Place anchor bolts, anchor bolts and threaded rod anchors for epoxy grouting.

C. Expansion anchors to be installed in hardened concrete.

1.2 RELATED WORK

A. Section 03 30 00 – Cast-in-Place Concrete

B. Section 03 60 00 - Grout

C. Section 05 50 00 – Fabricated Metal

D. Section 05 12 00 – Structural Steel & Misc. Metals

1.3 SUBMITTALS

A. Submittals shall be in accordance with the Standard General Conditions and the Supplementary conditions.

1.4 GENERAL

A. Unless otherwise specified or indicated on the drawings, all anchor bolts shall be cast-in-place bolts, shall have a diameter of at least 3/4 inch, and shall be headed and shall include a square washer a minimum of 1/4 inch thick and 2 inches square.

B. Expansion anchors and threaded rod anchors indicated or accepted in lieu of cast-in-place anchor bolts for equipment or structural framing shall have a diameter of at least 3/4 inch and shall be ICC Evaluation Service Report listed.

1. Unless otherwise specified or indicated on the drawings, or approved by the Engineer, all other expansion anchors shall have a diameter of at least 1/2 inch.

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PART 2 MATERIALS

2.1 MATERIALS

A. Nuts and washers for anchor bolts and expansion anchors shall be the same material as the bolts or anchors they are used with.

Application Reference A. Anchor Bolts and Nuts

1. Carbon Steel ASTM A307

2. Stainless Steel IFI-104, Grade 304 or 316

3. Galvanized Steel Carbon steel bolts and nuts; hot-dip galvanized, ASTM A153 and A385.

B. Threaded Rod Anchors and Nuts

1. Carbon Steel ASTM F1554, Grade 55 with ASTM A563 nuts

2. Stainless Steel ASTM 593 with ASTM F594 nuts

3. Galvanized Steel Carbon steel bolts and nuts; hot-dip galvanized, ASTM A153 and A385 C. Flat Washers ANSI B18.22.1; of the same material as anchor bolts and nuts.

D. Expansion Anchors

1. For Concrete

Fed Spec FF-S-325; wedge type, Group II, Type 4, Class 1 or 2; self-drilling type, Group III, Type 1; or nondrilling type, Group VIII, Type 1 or 2; Hilti Kwik Bolt TZ2 ICC ESR- 4622, Simpson Strong-Bolt 2 ICC ESR 3037, or ICC approved equivalent.

E. Adhesive Anchors Hilti HIT RE-500 V3 ICC ESR 3814, ITW Red Head A7+ICC ESR 3903 or ICC approved equivalent.

A. Anchor bolts, threaded rod anchors, expansion bolts and adhesive anchors for buried service, splash zones, and immersion service shall be stainless steel. Anchor bolts, threaded rods and adhesive anchors for exterior use shall be hot dipped galvanized.

Zinc coated expansion anchors shall not be used for buried, splash zone, immersion or exterior service.

PART 3 EXECUTION

3.1 ANCHOR BOLTS

A. Anchor bolts shall be delivered in time to permit setting before the structural concrete is placed. Anchor bolts which are cast in place in concrete shall be provided with sufficient threads to permit a nut to be installed on the concrete side of the concrete form or supporting template.

B. Anchor bolts and threaded rod anchors which are to be epoxy grouted shall be clean and free of coatings that would weaken the bond with epoxy.

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C. Two nuts, a jam nut, and a washer shall be furnished for anchor bolts and threaded rod anchors indicated on the drawings to have locknuts; two nuts and a washer shall be furnished for all other anchor bolts.

D. Anti-seize thread lubricant shall be liberally applied to projecting, threaded portions of stainless steel anchor bolts and threaded rod anchors immediately before final installation and tightening of the nuts.

3.2 EXPANSION ANCHORS

A. Expansion anchors shall be installed in conformity with the manufacturer's instructions and ICC Evaluation Service Report recommendations for maximum holding power, but in no case shall the depth of hold be less than four (4) bolt-hole diameters. The minimum distance between the center of any expansion anchor and an edge or exterior corner of concrete shall be at least four and one half (4-1/2) times the diameter of the hole in which the anchor is installed. Unless otherwise indicated on the Plans, the minimum distance between the centers of the expansion anchors shall be at least eight (8) times the diameter of the hole in which the anchors are installed.

B. Anti-seize thread lubricant shall be liberally applied to threaded stainless steel components immediately before assembly.

3.3 ADHESIVE ANCHORS

A. Adhesive anchors shall be installed in conformity with the manufacturer's instructions and ICC Evaluation Service Report recommendations.