COWLITZ PROJECT COWLITZ FALLS NORTH SHORE COLLECTOR ...cms.cityoftacoma.org/Purchasing/FormalBids/PG14-0212FBook2.pdf · COWLITZ PROJECT COWLITZ FALLS NORTH SHORE COLLECTOR ... 2015

NO. PG14-0212F COWLITZ PROJECT COWLITZ FALLS NORTH SHORE COLLECTOR (Book 2 - Technical Provisions)

CITY OF TACOMA

SPECIFICATIONS

FOR

NO. PG14-0212F

TACOMA POWER

COWLITZ PROJECT

COWLITZ FALLS NORTH SHORE COLLECTOR ___________________________________________________________________________

CITY OF TACOMA DEPARTMENT OF PUBLIC UTILITIES

TACOMA POWER

William A. Gaines, Director of Utilities/CEO Theodore C. Coates, Power Superintendent/COO

Date: Tuesday, February 3, 2015

Each bid to be enclosed in a sealed envelope bearing the superscription

“Tacoma Power – Cowlitz Project – Cowlitz Falls North Shore Collector"

SPECIFICATION CONTENTS

This Specification contains the following:

BOOK 1 SPECIAL PROVISIONS 1. Request for Bids 2. Bidder's Checklist 3. Letters and Calls 4. SPECIAL NOTICE TO BIDDERS 5. Signature Page 6. State Responsibility and Reciprocal Bid Form 7. Proposal Sheets 8. Substitution Request Form 9. Bid Bond 10. Subcontractor List 11. SBE Special Reminder 12. SBE Goal Utilization Form 13. SBE Utilization Form 14. Prime Contractor’s Pre-Work Form (SBE) 15. Small Business Enterprise (SBE) Code 16. Insurance Certificate Requirements 17. Contractor's Work Hazard Analysis Report 18. Performance Bond 19. Contract 20. Contractor Performance Review 21. General Release 22. Local Employment and Apprenticeship Training Program (LEAP) 23. LEAP Employee Verification Form 24. Prime Contractor LEAP Utilization Plan 25. General Provisions 26. Prevailing Wages 27. Special Provisions – Division 1 BOOK 2 TECHNICAL PROVISIONS Technical Provisions – Division 2 – 46 BOOK 3 APPENDICES Appendices

A. Design Basis Memorandum (DBM) B. Plant Control System (PCS) Description of System Operation (DOSO) C. Geotechnical Report D. Pollution & Erosion Control Plan (PECP)

BOOKS 4 - 5 PLANS Plans/Drawings

Table of Contents Page 1 Specification PG14-0212F

SPECIFICATION NO. PG14-0212F TACOMA POWER – COWLITZ

COWLITZ FALLS NORTH SHORE COLLECTOR **BOOK 2 – TECHNICAL PROVISIONS**

These Special and Technical Specifications have been prepared under the direction of a licensed Professional Engineer, registered in the State of Washington

TECHNICAL PROVISIONS TABLE OF CONTENTS

TECHNICAL PROVISIONS

DIVISION 2 – SITE WORK

SECTION 02 32 00 – GEOTECHNICAL REPORT

SECTION 02 41 00 - DEMOLITION

SECTION 02 41 17 – CONCRETE DAM PENETRATION

DIVISION 3 - CONCRETE

SECTION 03 11 00 – CONCRETE FORMING SECTION 03 21 00 – REINFORCING STEEL

SECTION 03 30 00 – CAST-IN-PLACE CONCRETE

SECTION 03 37 13 – SHOTCRETE

SECTION 03 37 26 – UNDERWATER PLACED CONCRETE

SECTION 03 62 00 – NON-SHRINK GROUTING

DIVISION 5 - METALS

SECTION 05 12 00 – STRUCTURAL STEEL FRAMING

SECTION 05 50 00 – METAL FABRICATIONS

SECTION 7 – THERMAL AND MOISTURE PROTECTION

SECTION 07 92 00 – JOINT SEALANTS

SECTION 9 – FINISHES

SECTION 09 91 00 – COATINGS

DIVISION 13 – SPECIAL CONSTRUCTION

SECTION 13 34 19 – PRE-ENGINEERED METAL BUILDING


DIVISION 22 - PLUMBING

SECTION 22 05 21 – BUTTERFLY VALVES

SECTION 22 05 22 – BALL VALVES SECTION 22 05 23 – CHECK VALVES

SECTION 22 05 24 – SOLENOID VALVES

SECTION 22 05 25 – ROTOMETERS

SECTION 22 05 26 – FLAP CHECK GATE

SECTION 22 05 27 – MUD VALVES

SECTION 22 05 28 – AIR RELEASE VALVES SECTION 22 05 29 – HANGERS AND SUPPORTS FOR PLUMBING PIPING AND EQUIPMENT

SECTION 22 10 10 – STEEL PIPING

SECTION 22 10 11 – PVC PIPING

SECTION 22 14 29 – SMALL VERTICAL TURBINE PUMPS

SECTION 22 14 30 – LARGE VERTICAL TURBINE PUMPS

SECTION 22 14 31 – AXIAL FLOW PUMPS SECTION 22 16 10 – VACUUM PUMPS

DIVISION 26 - ELECTRICAL

SECTION 26 05 11 – APPENDIX CONDUIT AND CABLE SCHEDULE

SECTION 26 05 11 – CONDUIT AND CABLE SCHEDULE

SECTION 26 05 26 - GROUNDING SECTION 26 05 83 - ELECTRICAL EQUIPMENT INSTALLATION

SECTION 26 12 19 - PAD-MOUNTED LIQUID-FILLED MEDIUM-VOLTAGE TRANSFORMERS

SECTION 26 13 01 – PAD-MOUNTED LIVE-FRONT AIR INSULATED SWITCHGEAR

SECTION 26 23 00 - LOW-VOLTAGE SWITCHGEAR

SECTION 26 24 23 – 600 VOLT CLASS MOTOR CONTROL CENTERS SECTION 26 29 24 – VARIABLE FREQUENCY DRIVES

SECTION 26 32 13 - ENGINE-GENERATORS

SECTION 26 36 26 – BYPASS-ISOLATION AUTOMATIC TRANSFER SWITCH

DIVISION 27 - TELECOMMUNICATIONS

SECTION 27 10 00 - BUILDING TELECOMMUNICATIONS CABLING SYSTEM

DIVISION 31 - EARTHWORK

SECTION 31 00 00 - EARTHWORK

SECTION 31 05 19 – GEOSYNTHETICS FOR EARTH WORK

SECTION 31 23 16 – BLASTING

SECTION 31 25 00 – EROSION AND SEDIMENT CONTROL SECTION 31 32 19 – MSE RETAINING WALLS

SECTION 31 52 00 – DEWATERING (COFFERDAM)


SECTION 31 63 00 – DRILLED SHAFTS

SECTION 31 66 17 – PERMANENTELY-ANCHORED SOLDIER PILE WALL

SECTION 31 66 18 – GROUND ANCHORS

DIVISION 32 – EXTERIOR IMPROVEMENTS

SECTION 32 12 16 - ASPHALTIC CONCRETE PAVING

DIVISION 33 - UTILITIES

SECTION 33 41 00 – STORMWATER DRAINAGE SYSTEM SECTION 33 42 00 - CULVERTS

SECTION 33 44 19 – OIL/WATER SEPARATOR

SECTION 33 71 01 – OVERHEAD TRANSMISSION AND DISTRIBUTION

SECTION 33 71 02 – UNDERGROUND ELECTRICAL DISTRIBUTION

DIVISION 40 - INSTRUMENTATION

SECTION 40 61 11 - INSTRUMENTATION AND CONTROL SYSTEM

SECTION 40 64 00 - PROGRAMMABLE LOGIC CONTROLLERS

SECTION 40 66 11 - NETWORK SYSTEMS

SECTION 40 66 33 – METALLIC AND FIBER OPTIC COMMUNICATION CABLE AND CONNECTORS

SECTION 40 67 11 - PANELS, CONSOLES, AND APPURTENANCES

SECTION 40 71 00 – FLOW INSTRUMENTS SECTION 40 72 00 – LEVEL INSTRUMENTS

SECTION 40 73 00 – PRESSURE INSTRUMENTS

SECTION 40 74 00 – TEMPERATURE INSTRUMENTS

SECTION 40 75 00 – PROXIMITY AND VIBRATION INSTRUMENTS

SECTION 40 76 00 – DISSOLVED OXYGEN INSTRUMENTS SECTION 40 78 00- PANEL MOUNTED INSTRUMENTS

DIVISION 41 – HANDLING EQUIPMENT

SECTION 41 80 10 – BULKHEAD GATE HOIST

DIVISION 46 – FISH COLLECTOR EQUIPMENT

SECTION 46 21 51 – TRAVELING SCREENS

SECTION 46 21 52 – SELF CLEANING SUCTION SCREEN

SECTION 46 21 53 – CYLINDRICAL INLINE FILTERS

SECTION 46 21 56 – WEDGE WIRE SCREEN PANELS

SECTION 46 21 57 – FLOW BAFFLES

SECTION 46 21 58 – FIXED SCREEN BACKWASH CLEANER SECTION 46 21 71 – TRASHRACK AND TRASH RAKE MACHINE

SECTION 46 80 10 – BREAKAWAY PANEL


SECTION 46 80 11 – RAMP WEIRS

SECTION 46 80 12 – FABRICATED GATES

SECTION 46 80 13 – PUMP-BACK DIFFUSER STRUCTURE AND PIPELINE SECTION 46 80 14 – ENTRANCE BULKHEAD GATE

Section 02 32 00 Page 1 Specification PG14-0212F

TECHNICAL PROVISIONS

DIVISION 2 – SITE WORK

SECTION 02 32 00 – GEOTECHNICAL REPORT PART 1 GENERAL

1.1 INCLUDES The Geotechnical Report entitled, “Cowlitz Fall Dam, Downstream Fish Passage Improvements, North Shore Collector, Geotechnical Report” by Cornforth Consultants (see Appendix C) is provided to the contractor for informational purposes. The design team has prepared documents based on the findings of the Geotechnical Engineer bound herein. NOTE: Since publication of this report, many of the design features on the upstream side of the dam have been refined and were designed differently than described within the enclosed report.

Contractor shall proceed with construction based on information shown in the drawings and specifications. In the event that the contractor discovers conflicts between the design and the recommendations contained within the report that could have negative consequences, he shall immediately notify the City Engineer of the conflict so a review and determination can be made by the design team.

PART 2 PRODUCTS

NOT USED

PART 3 EXECUTION

NOT USED

END OF SECTION


SECTION 02 41 00 - DEMOLITION PART 1 GENERAL

1.1 SECTION INCLUDES The work to be performed under this section includes the removal of existing site features and equipment at all areas as shown on the drawings and listed herein.

1.2 CONTRACTOR SUBMITTALS A. Submit in accordance with Section 01 30 00 – Submittals and Shop Drawings.

B. ELECTRICAL DEMOLITION SEQUENCE

1. Contractor to provide a written plan detailing the proposed sequence of electrical demolition work as it relates to the demolition required at the existing dam and Cowlitz Falls Fish Facility (CFFF).

C. COMMUNICATIONS DEMOLITION SEQUENCE

1. Contractor to provide a written plan detailing the proposed sequence of communications demolition work as it relates to the demolition required at the CFFF.

1.3 PROJECT CONDITIONS While this project is underway, there will be LCPUD crews, City crews, and other Contractors performing work in the vicinity of the project. This work will largely pertain to the everyday operation and maintenance of the Cowlitz Falls Dam, and the existing CFFF, which is owned by Lewis County PUD (dam) and the City (CFFF). The Contractor shall:

A. Conduct work to minimize interference with City and LCPUD occupied areas and adjacent areas and to prevent damage to existing finishes, construction, and systems to remain.

B. Demolition and/or removal of certain features will require a reservoir drawdown and periodic electrical outages. These events will need to be coordinated and timing approved by the City.

PART 2 PRODUCTS

2.1 SALVAGE A. SALVAGE TO CITY

Contractor shall carefully remove in a manner to prevent damage to all materials and equipment specified or indicated to be salvaged and reused or to remain property of the City. The contractor shall store and protect salvaged items specified or indicated to be reused in the work.

Any items damaged in removal, storage or handling through carelessness or improper procedures shall be replaced by the contractor in kind or with new items.

All materials considered salvageable as identified on the drawings shall be accumulated and tightly packaged in a container suitable for the type of materials being salvaged.

B. PROPERTY OF CONTRACTOR

Demolition, not indicated for salvage, becomes property of contractor. Removed from site at contractor's expense to a legal waste site obtained by the contractor or recycled or sold.


Materials deemed to be non-salvageable by the City shall be disposed by the contractor to a legal dump site obtain by him. All costs to dispose of non-salvageable materials shall be the contractor's responsibility.

The contractor may, if approved by the City, furnish and install new items in lieu of those specified or indicated to be salvaged and reused, in which case such removed items will become the contractor’s property. Existing materials and equipment removed by the contractor shall not be reused in the work except where so specified or indicated.

PART 3 EXECUTION

The contractor shall remove all features indicated for removal on the various demolition drawings.

There is no on-site disposal area for the demolition debris. The contractor shall comply with all regulations when disposing of the materials resulting from this demolition work.

3.1 PREPARATION FOR DEMOLITION A. All demolition work shall be closely coordinated considering the Cowlitz Falls Dam

and CFFF will be operational throughout construction (see Paragraph 1.3 – Project Conditions).

B. If demolition and/or removal of a certain feature require an electrical outage or reservoir drawdown, the event shall be coordinated and approved by the City.

C. Install all associated erosion control measures prior to conducting any demolition activities.

D. Install barriers, shoring, and padding to protect existing structure, finishes, materials, utilities, and systems not to be demolished.

E. Provide temporary signage as applicable for life safety, including building exits, directional paths, and signs warning of dangerous conditions

3.2 DEMOLITION A. Remove items to be salvaged for the City and place in designated storage area.

B. Demolish in an orderly and careful manner so as to protect existing work to remain.

C. Remove demolition materials as work progresses. Upon completion, leave areas in clean condition.

D. Transport demolition debris off site and dispose in a legal manner. The Contractor must notify the City Engineer of the disposal location and must also notify the disposal/recycle facility if lead paint is present.

E. Provide disposal documents and receipts upon request.

3.3 DAMAGED WORK Repair any portion of work damaged during demolition. Replace entirely where

repair is not practical or satisfactory to meet original condition of work

3.4 PREPARATION FOR CUTTING AND PATCHING A. Cut, move or remove items as necessary for access to alteration work. Replace and

restore at completion.

B. Remove debris and abandoned items, not designated for salvage.

C. Clean and prepare surfaces including removal of surface finishes to provide proper installation and application of new work.


3.5 PROTECTION A. Protect existing construction to remain, including systems, finishes, and equipment

from damage during construction

B. Erect temporary enclosures and barriers. Seal off work areas from adjacent occupied areas to protect from dust, noise and entry of unauthorized persons.

3.6 PATCHING AND EXTENDING EXISTING WORK A. Remove, cut and prepare existing construction materials in manner to minimize damage

and to provide a means of restoring products and finishes to original condition, except as otherwise indicated. Perform in manner to avoid damaging adjacent work.

B. Patch and extend existing work, filling holes and depressions. Match existing adjacent work in texture and appearance and as specified for new work.

1. Patch floors, walls and ceilings with finish materials matching existing where partitions, fixtures, utilities, equipment and such items are removed.

C. Refinish surfaces to match adjacent finish. For continuous surfaces, refinish to nearest intersection or natural break. For an assembly, refinish entire unit.

3.7 REPAIR OF DAMAGED SURFACES A. Patch or repair portions of existing surfaces which are damaged, lifted, discolored, or

showing other imperfections.

B. Repair substrate prior to patching finish

3.8 FINISHES A. Finish of patches and repairs: Produce uniform texture and general appearance

over entire area. When surface finish cannot be matched, refinish entire surface to nearest intersection.

B. Final finishes of finished surfaces: As specified under individual sections

END OF SECTION


SECTION 02 41 17 – CONCRETE DAM PENETRATION PART 1 GENERAL

1.1 SECTION INCLUDES A. GENERAL

1. This section covers selective removal of concrete for penetrations (tunneling) through the existing Cowlitz Falls Dam for installation of the Right Abutment R1 openings, Bulkhead Gate and the Pumpback Pipeline. Penetrations of the dam will be performed at and below the elevation of the reservoir water surface. This work shall be performed downstream of the Contractor-designed, steel cofferdam to be installed at the upstream face of the dam.

2. Removal of existing concrete shall be performed in a manner to prevent interference with the operation and maintenance of the dam and to prevent damage to adjacent structures and improvements and to the concrete outside the limits of removal as shown on the Drawings and as approved by the Engineer.

1.2 RELATED SECTIONS A. SECTION 01 32 13 – SCHEDULING OF WORK

B. SECTION 01 33 00 – SUBMITTAL AND SHOP DRAWING PROCEDURES

C. SECTION 01 57 00 - TEMPORARY CONTROLS (ENVIRONMENTAL)

D. SECTION 01 71 33 – PROTECTION OF ADJACENT CONSTRUCTION

E. SECTION 02 41 00 – DEMOLITION

F. SECTION 31 52 00 – DEWATERING

1.3 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. OSHA: Occupational Safety And Health Administration Regulations And Standards

For Underground Construction (29 CFR Part 1926, Subpart S).

1.4 CONTRACTOR SUBMITTALS A. Submit the following items in accordance with Section 01 33 000 - Submittal and

Shop Drawing Procedures.

1. Dam Penetration Plan and schedule, including detailed methods for concrete removal and method to access the penetration from both sides. The plan shall include a description of the methods and procedures to be utilized in performing the work.

Description shall include excavation methods; proposed geometry and dimensions of the excavated tunnel, if different from those shown in the Drawings; description of any proposed modifications or substitutions to the details shown on the Drawings; procedures for hauling and disposal of tunnel muck and debris; list of equipment to be used; equipment specifications; health and safety Drawings; and other data requested by the Engineer.

2. Written documentation of the qualifications of the dam penetration contractor, the project superintendent(s) and the supervisor(s) when applicable for the type of penetration construction employed.


Provide at least three (3) precision tunneling project references for the dam penetration contractor and two (2) references for the superintendent(s) for successfully completed projects within the past 10 years that include a penetration as large, or larger, or through a concrete dam using methods proposed for this project. Each project reference shall include sufficient information to verify conformance with these requirements.

Contractors and personnel not meeting these minimum requirements will not be qualified to work on the project.

3. Survey methods and proposed procedures for alignment and grade control.

4. Details of tunnel lighting, ventilation, and electrical systems.

5. Description indicating the location of material disposal site. For disposal alternatives refer to Paragraph 3.1 D below.

6. Applicable health and safety report requirements.

1.5 REFERENCE DRAWINGS A. GENERAL

1. The existing dam and appurtenances were completed by Lewis County Public Utility District (District) in 1994. A selected number of original construction and record drawings have been included in the Contract Documents for reference. A full set of those drawings is available for examination at the office of the City. Call the City during normal business hours, 24 hours in advance of desiring to review additional reference drawings.

1.6 PROJECT CONDITIONS A. PROJECT OPERATIONS

1. During the course of the work the District will continue to operate the facility for hydropower generation, reservoir level management and other purposes.

2. Removal of the existing concrete through the dam shall be performed in a manner to prevent interference with the District’s operation and maintenance, prevent damage to adjacent concrete, structures and equipment, and prevent the loss of reservoir water.

B. LOCATION OF DAM PENETRATIONS

1. Penetration of the dam will be performed at and below the reservoir surface. The District will attempt to control the reservoir water level to keep it within an operating range of between Elevation 860 and 862 feet. There may be seasonal events beyond human control that may cause the reservoir to rise above or drop below the typical operating range. The District will attempt to bring the reservoir level to within the operating range as soon as practicable during and after such events, within the operating constraints of the existing water delivery system. The Contractor shall be aware of the typical wet and high flow seasons and plan its work accordingly.

2. The vicinity of the portion of the dam to be penetrated may contain reinforcing steel. If reinforcing steel is encountered, the Contractor shall remove and dispose of this material as required.

3. Concrete strengths are not known at this time. Design strengths and information on aggregates are available from the Engineer. This data is from the original dam construction and has not been verified by the City or Engineer. The Contractor is responsible for additional testing to determine concrete and aggregate strengths, difficulty of concrete removal, and methods of removal. If the Contractor desires to perform tests in advance of submitting a bid, the City shall be contacted five working days in advance for approval.


PART 2 PRODUCTS

2.1 GENERAL A. DEMOLITION PRODUCTS

1. The Contractor shall select products suitable to their intended purposes and such products shall be submitted to the Engineer for review.

PART 3 EXECUTION

3.1 DAM PENETRATION A. GENERAL

1. The Contractor may proceed with concrete removal at any time during the construction period, but shall be in accordance with the Contractor’s Engineer-approved construction schedule per Section 01 32 13 - Scheduling of Work.

B. DAM PENETRATION CONCRETE REMOVAL

1. Perform selective concrete removal with extreme care.

2. Remove existing concrete to the lines and grades shown on the Drawings. Excavation beyond the excavation limits shown on the Drawings will be considered overbreak and will be the responsibility of the Contractor to repair and fill with concrete backfill in accordance to the requirements of the Engineer and at no additional cost to the City.

3. Remove concrete by drilling, chipping, sawing, expansive chemicals, boring machine, high pressure water jetting or other methods approved by the Engineer. Indiscriminant free-face chipping and/or hammering of concrete will not be permitted. Such mechanical means, if used, shall be contained within a perimeter of complete depth diamond wire sawing or pre-split holes. Blasting will not be permitted.

4. All water, cuttings, etc. generated in or entering into the work areas shall be controlled, contained and pumped to a treatment system or removed from the site and shall not be disposed of in any waterway.

5. Saw cut the face of the dam a minimum of 6 inches deep perpendicular to the face of the dam where it is to be penetrated and other areas where concrete is to be removed. Provide a neat uniform edge to the opening and repair.

6. Upon completion of concrete removal, remove any damaged portions beyond the lines and grades shown on the Drawings, as determined by the Engineer, to sound concrete by chipping and repair the surfaces to match the adjacent face or backfilled with concrete, as appropriate. The cost for such work will be borne entirely by the Contractor.

C. SAFETY

1. Perform tunneling operations by methods and with equipment which will positively control dust, fumes, vapors, gases, fibers, fogs, mists, and other atmospheric impurities.

2. Provide lighting and ventilation to ensure safety and proper performance and inspection of work. Provide ventilation equipment and ductwork as close to the face as practicable.

3. Control noise and dust in accordance with applicable federal, state and local laws, safety codes, regulations and ordinances.


D. DISPOSAL OF MATERIALS

1. Haul and dispose of concrete waste materials from concrete removal to a legal offsite disposal area. Rebar, pipe, and other metals removed shall be disposed of off-site, in a legal manner.

2. Control and contain all water, cuttings, and debris generated in or entering into the work areas and disposed in accordance with Section 01 57 00 - Temporary Controls (Environmental).

END OF SECTION


DIVISION 3 - CONCRETE

SECTION 03 11 00 – CONCRETE FORMING PART 1 GENERAL

1.1 SECTION INCLUDES This Section covers formwork for cast-in-place concrete, including supports, fasteners, surface treatment and other items required to achieve the specified finish.

1.2 RELATED SECTIONS A. SECTION 03 21 00 - REINFORCING STEEL.

B. SECTION 03 30 00 - CAST-IN-PLACE CONCRETE.

1.3 REFERENCE STANDARDS The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. Where a date is given for reference standards, that edition shall be used. Where no date is given for reference standards, the latest edition available shall be used, except as they are modified and supplemented herein. In addition to the above codes and standards, Contractor shall comply with all pertinent State and local ordinances, laws, and regulations. In the event of any apparent conflict among codes, standards or this specification, Contractor shall refer the conflict to City for written resolution; the most stringent specification will apply.

A. AMERICAN CONCRETE INSTITUTE (ACI)

ACI 117 Specification for Tolerances for Concrete Construction and Materials

ACI 347 Guide to Formwork for Concrete

B. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM C-31 Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C-39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

C. DEPARTMENT OF COMMERCE (DOC)

DOC PS 1 Voluntary Product Standard - Structural Plywood

1.4 SYSTEM DESCRIPTION The Contractor shall design, engineer, and construct formwork, shoring, and bracing to meet design and code requirements so that resultant concrete conforms to required shapes, lines, and dimensions.

1.5 QUALITY ASSURANCE A. GENERAL

1. The Contractor is solely responsible for designing formwork for structural stability and efficiency, and for bracing, shoring and reinforcing all formwork as required to perform the intended function.


2. Design formwork in accordance with methodology of ACI 347 for anticipated loads, lateral pressures, and stresses.

3. Monitor the adequacy of formwork design and construction prior to and during concrete placement.

1.6 CONTRACTOR SUBMITTALS A. GENERAL

1. The Contractor shall submit formwork drawings under provisions of Section 01 33 00 – Submittal and Shop Drawing Procedures.

B. SHOP DRAWINGS

1. Provide design computations, showing the following: materials and details of form systems and supports; methods of form construction and erection; falsework; locations and details of shoring; locations and methods of installing embedded items; locations and patterns of form joints, ties, and other items affecting the appearance of concrete; locations and dimensions of blockouts; sequence and schedule of erecting and removing formwork and shoring.

1.7 DELIVERY, STORAGE, AND HANDLING Form materials shall be delivered in the manufacturer's packaging with installation

instructions. Materials shall be stored off the ground in a ventilated and protected area to prevent deterioration from moisture or damage.

PART 2 PRODUCTS

2.1 MATERIALS A. GENERAL

1. Materials for formwork shall be suitable to achieve the finish requirements for formed surfaces specified in Section 03 30 00 – Cast-in-Place Concrete.

B. FORM TIES

1. Form ties shall be metal rods or bolts of approved type. Wire form ties shall not be used. Bolts and rods used for internal ties shall be so arranged that when the forms are removed there shall be no metal within 3-inches of any concrete surface. Form ties shall not leave irregular holes for repair or lead to repair marks that would detract from the specified finishes.

C. FORM COATINGS, SEALERS AND RELEASE AGENTS

1. Form coating, sealers and release agents shall be approved by the City before use. Form coatings shall not bond with, stain nor adversely affect concrete surfaces, and shall not impair subsequent treatments of concrete surfaces.

D. ANCHORS AND OTHER INSERTS

1. Anchors, embeds and other inserts shall be fixed in accordance with the standard practice for formwork.

E. FORMS

1. Forms shall be of steel or heavy plywood, sized and reinforced for spans and construction loading. Battered, bent, twisted, broken or dirty forms shall not be used. Do not use forms for any above grade exposed concrete that will not perform as well as new formwork. Do not patch forms or use rust-stained forms.


F. CHAMFER STRIPS

1. Exposed corners and edges of concrete shall be chamfered, 3/4-inches in dimension, except for joint rustication or unless otherwise indicated on the Drawings, using wood, metal, PVC or rubber chamfer strips fabricated to produce uniform smooth lines and tight edge joints.

G. REVEAL STRIPS

1. Reveal strips shall be installed in locations as shown on the Drawings and shall produce uniform smooth line and tight edges.

PART 3 EXECUTION

3.1 INSPECTION A. GENERAL

1. The Contractor shall verify lines, levels, and centers before proceeding with formwork, and shall ensure that dimensions agree with the Drawings.

2. The City will inspect formwork prior to concrete placement to verify compliance with all Contract requirements.

3. Concrete shall not be placed until the City and any governing agencies have inspected and approved the formwork. Concrete placed in violation of this requirement will be subject to removal and rejection.

3.2 PREPARATION A. GENERAL

1. The Contractor shall hand-trim sides and bottoms of earth forms; remove loose dirt prior to placing concrete.

2. The Contractor shall minimize form joints, symmetrically align joints and make watertight joints to prevent leakage of mortar.

3. Arrangement and assembly of formwork shall be performed to permit dismantling and stripping so that concrete is not damaged during its removal. Forms are to be arranged to allow stripping without removal of principal shores, where required to remain in place.

3.3 ERECTION A. GENERAL

1. The Contractor shall provide bracing to ensure stability of formwork and strengthen formwork liable to be overstressed by construction loads.

2. Formwork and falsework support accessories shall not be welded to the permanent structural steelwork.

3. Temporary ports in formwork shall be provided to facilitate cleaning, removal of chips, saw dust, extraneous matter, and general inspection. Locate openings at bottoms of forms to allow flushing water to drain. Close ports with tight fitting panels, flush with inside face of forms, neatly fitted so that joints will not be apparent in exposed concrete surfaces.

4. 3/4-inch chamfer strips shall be provided on external corners of beams, slabs, columns, and walls.

5. Reveal strips shall be provided on walls at locations, and as indicated in the plans.


6. In no case shall any concrete be placed in any form until the form has been checked by the City.

3.4 CLEANING A. GENERAL

1. The Contractor shall clean forms to remove foreign matter as erection proceeds.

2. During cold weather, the Contractor is to remove ice and snow from forms without the use of de-icing salts. Water cannot be used to clean out completed forms, unless formwork and construction proceed within heated enclosure. Compressed air shall be used to remove foreign matter.

3.5 APPLICATION OF FORM RELEASE AGENT A. GENERAL

1. Before concrete is placed within the forms, the accumulated dust and debris shall be removed from the form surfaces, and the inside surfaces of forms shall be coated with a form oil reviewed by the City.

2. The Contractor shall apply a form release agent on formwork in accordance with manufacturer's instructions. Apply prior to placing reinforcing steel, anchoring devices, and embedded items.

3. Form release agent is not to be applied where concrete will be in contact with surfaces which are scheduled to receive special finishes or applied coverings which may be affected by agent.

4. The oil shall be applied several days before the concrete is placed and in such a quantity that it will be fully absorbed by the wood and will not discolor the surface of the concrete. Excess form coating material shall not stand in puddles in the forms nor shall coating come in contact with hardened concrete against which fresh concrete is to be placed.

3.6 INSERTS, EMBEDDED PARTS, AND OPENINGS A. GENERAL

1. The Contractor shall provide formed openings where required for work embedded in or passing through concrete. This work shall be coordinated with other sections in forming and setting openings, slots, recesses, chases, sleeves, bolts, anchors, and other inserts.

2. Accessories shall be installed in accordance with manufacturer's instructions, being level and plumb. The Contractor shall ensure that items are not disturbed during concrete placement.

3.7 FORM REMOVAL A. GENERAL

1. The Contractor shall not remove forms and shoring bracing until concrete has sufficient strength to support its own weight, has hardened sufficiently to resist damage from removal operations, nor before the expiration of a minimum time indicated below, or as specifically authorized by the City. Removal of load supporting forms can be done when concrete has attained 75% of required 28-day compressive strength, provided construction is re-shored.

a. Bottom forms and supports shall not be removed before 7 days.

b. Side forms and supports shall not be removed before 48 hours.


c. These periods represent the cumulative number of consecutive days or fractions thereof during which the temperature of the concrete is above 50°F.

d. For concrete temperatures above 80°F, these periods may be reduced as reviewed by the City.

2. Re-shored concrete shall not have any additional dead or live loads placed on it without the approval of the City.

3. Concrete surfaces are not to be damaged during form removal. The formwork shall be stripped with care to avoid damage to the green concrete and special precautions shall be taken to avoid chipping of exposed edges and corners.

4. Apply sealant or curing agent to exposed concrete immediately after form removal.

5. Protection and heating, where used, shall be withdrawn progressively in such a manner as not to introduce thermal shock stresses in the concrete.

6. During the prescribed curing period after the initial temperature rise in the concrete due to heat of hydration, the temperature of the concrete adjacent to and in contact with the forms shall be reduced at a gradual rate not exceeding 5°F per day to within 4°F of ambient (outside air) temperature.

7. To achieve this in a heated housing, the heat shall be slowly reduced, and regulated as necessary, and the whole housing shall be allowed to cool to air temperature before the housing itself or the formwork is removed.

8. Where the work is to proceed within the same housing on the next stage of the work, the formwork may be removed as soon as the prescribed curing period is over.

9. With insulated formwork, the forms themselves may be slackened and some insulation removed if needed.

10. In order to avoid thermal shock and associated cracking, the forms shall not be removed unless and until the concrete temperature has fallen to within 40°F of ambient temperature, and within 46°F of the low ambient temperature as forecast for the following 24 hours.

11. Forms shall be completely removed unless in the discretion of the engineer the ground conditions or other considerations at a particular structure warrant leaving them in place.

3.8 TOLERANCES FOR FORMED SURFACES A. GENERAL

1. The Contractor shall surface, design, and construct forms in accordance with the specifications for allowable tolerances.

2. Where tolerances are not stated in the specifications or shown on the drawings for all individual structure or feature thereof, permissible deviation will be interpreted in accordance with the provisions of this section. The Contractor shall be responsible for setting and maintaining concrete forms sufficiently within the tolerance limits so as to ensure completed work within the tolerances specified herein. Concrete work that exceeds the tolerance limits specified herein shall be remedied or removed by the Contractor at no additional cost.

3. Tolerance limitations for all structures shall be in accordance with the following values, except that for all element of the structure the tolerances permitted in the several categories shall not be combined to allow a total combined tolerance greater than that allowable under a single category:


GENERAL TOLERANCES FOR FORMED SERVICES

1. Variations from the plumb: In any 10-feet of length --------- 1/4-inch

a. In the lines and surfaces of columns, piers, walls and in arises

Maximum for entire length ----- 1-inch

b. For exposed corner columns, control-joint grooves, and other conspicuous lines

In any 20-feet of length -------- 1/4-inch

Maximum for entire length----- 1/2-inch

2. Variation from the level or from the grades indicated on the drawings:

In any 10-feet of length -------- 1/4-inch

In any bay or in any 20-feet of length-- 3/8-inch

a. In slab soffits, ceilings, beam soffits, and in arises, measured before removal of supporting shores

Maximum for entire length ---- 3/4-inch

b. In exposed horizontal and vertical reveals and other conspicuous lines

In any bay or in any 20-feet of length--- 1/4-inch

Maximum for entire length----------------- 1/2-inch

3. Variation of the linear building lines from established position in plan

In any 20-feet -------------------------------- 1/2-inch

Maximum ------------------------------------- 1-inch

4. Variation of distance between walls, columns, partitions

1/4-inch per 10-feet of distance, but not more than 1/2-inch in any one bay, and not more than 1 inch total variation

5. Variation in the sizes and locations of sleeves, slab openings, and wall opening

Minus ------------------------------------------- 1/4-inch

Plus --------------------------------------------- 1/2-inch

6. Variation in cross-sectional dimensions of columns and beams and in the thickness of slabs and walls

Minus ------------------------------------------- 1/4-inch

Plus --------------------------------------------- 1/2-inch

7. Footings:

a. Variation of dimensions in plan

Minus ------------------------------------------ 1/2-inch

Plus -------------------------------------------- 2-inches when formed or plus 3-inches when placed against unformed excavation

b. Misplacement of eccentricity 2% of the footing width in the direction of misplacement but not more than 2-inches

c. Reduction in thickness of specified thickness

Minus ------------------------------------------ 5%

8. Variation in steps: Riser ------------------------------------------ 1/8-inch

a. In a flight of stairs Tread ----------------------------------------- 1/4-inch

b. In consecutive steps Riser ------------------------------------------ 1/16-inch Tread ------------------------------------------ 1/8-inch


NORTH SHORE COLLECTOR TOLERANCES FOR FORMED SURFACES

1. Variations from the plumb: In any 10-feet of length --------------------- 1/4-inch

2. Variation from the level or from the grades indicated on the drawings:

In any 10-feet of length ----------------------1/4-inch

In any 20-feet of length---------------------- 3/8-inch

a. In slab soffits, measured before removal of supporting shores

Maximum for entire length ----------------- 1/4-inch

3. Variation of the linear building lines from established position in plan

In any 20-feet --------------------------------- 1/4-inch

Maximum -------------------------------------- 1/2-inch

4. Variation of distance between walls, columns, partitions

1/4-inch per 10-feet of distance, and not more than 1/2-inch total variation

5. Variation in the sizes and locations of sleeves, slab openings, and wall opening

Minus ------------------------------------------- 1/4-inch

Plus --------------------------------------------- 1/4-inch

6. Variation in cross-sectional dimensions of columns and in the thickness of slabs and walls

Minus ------------------------------------------- 1/4-inch

Plus --------------------------------------------- 1/2-inch

4. Where tolerances closer than those given above are necessary to accommodate the installation of all items of equipment, they shall be limited to values compatible with the installation requirements.

5. Failure of forms to produce specified tolerances will be grounds for rejection of concrete work.

END OF SECTION


SECTION 03 21 00 – REINFORCING STEEL PART 1 GENERAL

1.1 SECTION INCLUDES This section covers the procurement and installation of concrete reinforcement and accessories. The reinforcing steel shall include all bar steel, wire, and accessories required for the concrete reinforcement work. The reinforcing steel work shall include the following: supplying, cutting, bending, welding, storing, cleaning, and placing.

1.2 RELATED SECTIONS A. SECTION 01 33 00 – SUBMITTAL AND SHOP DRAWING PROCEDURES

B. SECTION 01 43 00 – QUALITY CONTROL AND ASSURANCE

C. SECTION 03 11 00 – CONCRETE FORMING

D. SECTION 03 30 00 – CAST-IN-PLACE CONCRETE

1.3 REFERENCE STANDARDS The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. Where a date is given for reference standards, that edition shall be used. Where no date is given for reference standards, the latest edition available shall be used, except as they are modified and supplemented herein. In addition to the above codes and standards, Contractor shall comply with all pertinent State and local ordinances, laws, and regulations. In the event of any apparent conflict among codes, standards or this specification, Contractor shall refer the conflict to City for written resolution.



ACI 315 Details and Detailing of Concrete Reinforcement

ACI 318/318R Building Code Requirements for Structural Concrete


ASTM A 1064/1064M Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed for Concrete.

ASTM A 1064/1064M Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed for Concrete.

ASTM A 615 Standard Specification for Deformed and Plain Carbon - Steel Bars for Concrete Reinforcement

ASTM A 706 Standard Specification for Deformed and Plain Low Alloy Steel Bars for Concrete Reinforcement

C. CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 1MSP Manual of Standard Practice

Placing Reinforcing Bars

1.4 DELIVERY, STORAGE, AND HANDLING A. GENERAL

1. Reinforcement shall be stored on blocks above ground surface to allow drainage below.


2. Surfaces of reinforcement shall be protected from foreign substances which will reduce bond.

3. The Contractor shall deliver steel with suitable hauling and handling equipment and tag steel for easy identification. Steel shall be stored to prevent contact with the ground. The unloading, storing, and handling of bars on the job shall be in accordance with the requirements of CRSI publication "Placing Reinforcing Bars."

1.5 CONTRACTOR SUBMITTALS Submit in accordance with Section 01 33 00 – Submittal and Shop Drawing Procedures.

A. SHOP DRAWINGS

1. Shop Drawings shall show bending diagrams, assembly diagrams, splicing and laps, shapes, dimensions, details and schedules of bar reinforcing and accessories.

B. CERTIFIED MILL TESTS

1. Contractor shall submit certified mill test reports showing chemical and physical analysis of each metal from which reinforcement items were made.

C. MANUFACTURER'S CERTIFICATE OF COMPLIANCE

1. Contractor shall submit a manufacturer's certificate of compliance, which includes the name of the project and copies of independent test results confirming that the mechanical connections detailed on the Drawings satisfy Type 2 performance of ACI 318 Section 21.1.6.

PART 2 PRODUCTS

2.1 MATERIALS A. GENERAL

1. Reinforcing steel: Reinforcing bars shall conform to ASTM A 615 or ASTM A 706 (for welded rebar), Grade 60, ACI 315 and ACI 318.

2. Metal accessories: Metal accessories including spacers, chairs, ties and other devices necessary for proper placement, spacing, supporting and fastening reinforcement in place shall conform to the CRSI 1MSP.

3. Mechanical connections: Mechanical connections shall be used for splices only if pre-approved or detailed on the Drawings.

4. Tie Wire: tie wire shall be soft-annealed wire. The tie wire is to be bent not closer than 1-inch from surface after tying.

2.2 FABRICATION A. GENERAL

1. Fabrication of reinforcing steel shall not begin until City’s review of shop drawings is complete.

2. Reinforcement shall be bent cold to shapes as indicated. Bending shall be done in the shop. Rebending of a reinforcing bar that has been bent incorrectly shall not be permitted. Bending shall be in accordance with standard approved practice and by approved machine methods.

3. All reinforcing steel bars shall be bent, when required, to the exact shapes according to the approved shop drawings before being placed in the work.

4. Reinforcing bars shall be shop fabricated to conform to shapes and dimensions indicated for reinforcement, and as follows:


a. Fabrication tolerances shall be in accordance with ACI 315 and ACI 117.

b. Hooks and bends shall be in accordance with ACI 315 and ACI 318.

5. Tolerance on nominally square-cut, reinforcing bar ends shall be in accordance with ACI 315.

6. Reinforcing bars shall be delivered bundled, tagged, and marked. Tags shall be metal with bar size, length, mark, and other information pressed in by machine. Marks shall correspond with those used on the placing drawings.

7. Reinforcement which has any of the following defects shall not be used:

a. Bar lengths, depths, and bends beyond specified fabrication tolerances.

b. Bends or kinks not indicated on drawings or approved shop drawings.

c. Bars with reduced cross-section due to rusting or other cause.

8. Defective reinforcement shall be replaced by the Contractor at no additional cost with new reinforcement having required shape, form, and cross-section area.

PART 3 EXECUTION

3.1 PREPARATION Loose rust, mill scale, soil and other materials which adversely affect bond with concrete shall be removed from reinforcement.

3.2 INSTALLATION OF REINFORCING STEEL A. PLACING REINFORCEMENT

1. Reinforcement shall be placed in accordance with ACI 301, ACI 315 and ACI 318, CRSI “Placing Reinforcing Bars” and to the details and notes on the drawings.

2. Welding or tack welding of bars will not be permitted. Unless otherwise shown on the drawings, reinforcement shall be placed so there will be a clear distance of at least one inch between the reinforcement and any embedded metal work.

3. Reinforcement shall be thoroughly cleaned by the Contractor of all dirt, loose mill scale, excessive rust, hardened mortar or grout, and other substances that might reduce the bond between steel and concrete.

4. For slab on concrete fill, bars shall be supported on precast concrete blocks, spaced at intervals required by size of reinforcement, to keep reinforcement the minimum height specified above the underside of slab or footing.

5. Reinforcement shall be supported and secured together to prevent displacement by construction loads or by placing of wet concrete, and as follows:

a. Supports for reinforcing bars shall be sufficient in number and sufficiently heavy to carry the reinforcement they support, and in accordance with ACI 315 and CRSI 1MSP. Supports shall not be used to support runways for concrete conveying equipment and similar construction loads.

b. Bars additional to those shown on the drawings or ordered, which may be found necessary or desirable by the Contractor for the purpose of securing reinforcement in position, shall be furnished and installed by the Contractor.

c. Reinforcement shall be secured to supports by means of tie wire.


d. Reinforcement shall be accurately placed, securely tied at intersections with tie wire, and held in position during placing of concrete by spacers, chairs, or other approved supports. Safety caps shall be placed on all exposed ends of vertical concrete reinforcement bars that pose a danger to life safety. Wire-tie ends shall point away from the form. Unless otherwise indicated, numbers, type, and spacing of supports shall conform to ACI 315.

6. Bending of reinforcing bars partially embedded in concrete will be permitted only as specified in ACI 315 and ACI 318.

B. SPACING OF REINFORCING BARS

1. Spacing shall be as shown on the drawings. If not indicated, spacing shall be in accordance with ACI 315 and ACI 318.

2. Reinforcing bars may be relocated to avoid interference with other reinforcement, or with conduit, pipe, or other embedded items. If any reinforcing bar is moved a distance exceeding one bar diameter or specified placing tolerance, resulting rearrangement of reinforcement shall be subject to approval by the City.

3. Mechanical splices shall be installed per manufacturer’s recommendations.

4. Reinforcement shall be furnished full length to the extent practicable. Splices shall be made according to code requirements and/or as shown on the reviewed Shop Drawings or as approved by the City.

5. Field welding of reinforcement in lieu of lapping will not be permitted.

6. Bar reinforcement shall be tied with 16 gauge or heavier annealed iron wire or other approved metal fasteners at all intersections, except where spacing is less than one foot in each direction, in which case alternate intersections shall be tied. Wire ends shall be returned into the mass of concrete. Other specified materials shall be tied at sufficient intervals to prevent displacement during placement and vibration of concrete.

7. Dobie blocks or other similar reinforcement bar support methods which leave marks or impressions on the finished concrete surface will not be allowed on any concrete surfaces prominently exposed to view.

8. Reinforcing steel placement shall be such that adequate concrete cover is provided as required by the ACI 350 and/or as shown on the drawings.

3.3 INSPECTION A. GENERAL

1. City shall be notified when installation of reinforcement is complete and at least 24 hours prior to Contractor’s intent to place concrete.

2. City or City’s representation, as well as special inspector, will inspect and approve reinforcement installation before placement of concrete.

3. Where formwork will cover reinforcement and make reinforcement inaccessible for inspection, City will inspect reinforcement installation before formwork is erected.

END OF SECTION


SECTION 03 30 00 – CAST-IN-PLACE CONCRETE PART 1 GENERAL

1.1 SECTION INCLUDES This specification section covers construction of cast-in-place concrete, including furnishing the materials, proportioning, mixing, placing, finishing, curing, and protection.

1.2 RELATED SECTIONS A. SECTION 01 33 00 – SUBMITTAL AND SHOP DRAWING PROCEDURES

B. SECTION 01 43 00 – QUALITY CONTROL AND ASSURANCE

C. SECTION 03 11 00 – CONCRETE FORMING

D. SECTION 03 21 00 – REINFORCING STEEL

E. SECTION 03 37 26 UNDERWATER PLACED CONCRETE

1.3 REFERENCE STANDARDS The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only. Where a date is given for reference standards, that edition shall be used. Where no date is given for reference standards, the latest edition available shall be used, except as they are modified and supplemented herein.

In addition to the above codes and standards, Contractor shall comply with all pertinent State and local ordinances, laws, and regulations. In the event of any apparent conflict among codes, standards or this specification, Contractor shall refer the conflict to City for written resolution.



ACI 211.1 Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete

ACI 214 Guide to Evaluation of Strength Test Results of Concrete

ACI 301 Specifications for Structural Concrete for Buildings

ACI 304R Guide for Measuring, Mixing, Transporting and Placing Concrete

ACI 304.2R Placing Concrete by Pumping Methods

ACI 305R Guide to Hot Weather Concreting

ACI 306R Guide to Cold Weather Concreting

ACI 318/318R (2011) Building Code Requirements for Structural Concrete

ACI 350/350R Code Requirements for Environmental Engineering Concrete Structures


ASTM A 615 Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM C 29/C 29M Standard Test Method for Bulk Density (“Unit Weight”) and Voids in Aggregate


ASTM C 31 Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C 33 Standard Specification for Concrete Aggregates

ASTM C 39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C 42 Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C 70 Standard Test Method for Surface Moisture in Fine Aggregate

ASTM C 94 Standard Specification for Ready-Mixed Concrete

ASTM C 117 Standard Test Method for Materials Finer than 75-microns (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C 127 Standard Test Method for Density, Relative Density (Specific Gravity) and Absorption of Coarse Aggregate

ASTM C 128 Standard Test Method for Density, Relative Density and Absorption of Fine Aggregate

ASTM C 136 Standard Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C 138 Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

ASTM C 143 Standard Test Method for Slump of Hydraulic Cement Concrete

ASTM C 150 Standard Specification for Portland Cement

ASTM C 156 Standard Test Method for Water Loss (from a Mortar Specimen)

ASTM C 171 Standard Specification for Sheet Materials for Curing Concrete

ASTM C 172 Standard Practice for Sampling Freshly Mixed Concrete

ASTM C 192 Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

ASTM C 231 Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 233 Standard Test Method for Air-Entraining Admixtures for Concrete

ASTM C 260 Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C 309 Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C 494 Standard Specification for Chemical Admixtures for Concrete

ASTM C 566 Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

ASTM C 618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use

ASTM C 881 Standard Specification for Epoxy-Resin-Base Bonding System for Concrete

ASTM C 932 Standard Specification for Surface-Applied Bonding Compounds for Exterior Plastering

ASTM D 2103 Standard Specification for Polyethylene Film and Sheeting


ASTM D 4397 Standard Specification for Polyethylene Sheeting for Construction, Industrial, and Agricultural Applications

1.4 QUALITY ASSURANCE Concrete shall be sampled and tested for quality control by the City during the placement of the concrete. Concrete shall be sampled at the truck discharge and tested as follows:

Requirement Test Method Number of Tests

Slump test ASTM C 143 ASTM C1611

Refer to Paragraph 1.5.C.1.

Air Test ASTM C 173 One for each slump test.

Compression test specimens

ASTM C 31 One set of five standard cylinders for each compressive strength test.

Compressive strength test

ASTM C 39 One set for each 50 cubic yards or fraction thereof of each concrete class placed in any one day; one specimen tested at 7 days, three specimens tested at 28 days and one specimen retained in reserve for testing if required.

Failure to detect any defective work or materials shall not in any way prevent later rejection when such defect is discovered nor shall it obligate the City for final acceptance.

Contractor shall provide product and clear access for sampling and testing as required.

Contractor shall notify the City at least 24 hours in advance of each concrete placement.

1.5 INSPECTION AND ACCEPTANCE PROVISIONS A. EVALUATION OF COMPRESSIVE STRENGTH TESTS

1. Concrete compressive strength tests representing concrete that has been placed shall attain the strength specified in Paragraph 2.11.

2. The average of all sets of three consecutive strength tests shall be equal to or greater than the specified strength. Not more than 10% of the tests shall be less than the specified strength.

3. No individual test shall be more than 500 psi below the specified strength.

4. The City will evaluate concrete strength results based upon practices outlined in ACI 214-77. The Contractor shall modify mix designs, as directed by the City and at no cost to the City, to produce concrete strength averages as required herein.

B. STRENGTH OF CONCRETE STRUCTURE

1. Strength of concrete structure in place will be considered deficient if it fails to comply with requirements which control strength of structure, including following conditions:

a. Failure to meet compressive strength tests as evaluated.

b. Reinforcement not conforming to requirements specified.

c. Concrete which differs from required dimensions or location in such a manner as to reduce strength.

d. Concrete curing and protection of concrete against extremes of temperature during curing, not conforming to requirements specified.


e. Concrete subjected to damaging mechanical disturbances, particularly load stresses, heavy shock, and excessive vibration.

f. Poor workmanship likely to result in deficient strength.

C. TESTING CONCRETE STRUCTURE FOR STRENGTH

1. One (1) set of five (5) 4-inch x 8-inch concrete test cylinders shall be cast for each 50-cubic-yards of each approved concrete mix and shall be tested as follows: (1) at 7 days, (3) at 28 days and (1) spare.

2. When there is evidence that strength of concrete structure in place does not meet specification requirements, cores drilled from hardened concrete for compressive strength determination shall be made in accordance with ASTM C 42, at Contractor’s expense. Location of cores will be determined by the City.

3. The City may, or has the option to take core specimens to be tested by the City’s Testing Service. If the results of core-boring tests indicate that the concrete as placed does not conform to the drawings and specification, the cost of such tests and restoration required shall be borne by the Contractor.

4. Core holes shall be filled solid with patching mortar and finished to match adjacent concrete surfaces.

5. Concrete work that is found inadequate by core tests shall be corrected at the Contractor’s expense in a manner approved by the City.

1.6 CONTRACTOR SUBMITTALS A. GENERAL

1. All items shall be submitted in accordance with Section 01 33 00 – Submittal and Shop Drawing Procedures.

B. CONSTRUCTION PROCEDURES

A simple procedure describing concrete construction methods and equipment shall be provided to the City for approval and shall include at least the following:

1. Conveying and placing concrete. 2. Cleaning concrete construction joints. 3. Consolidation of concrete. 4. Curing concrete construction joints. 5. Waste disposal.

C. MIX DESIGN DATA

1. Mix design data for each class of concrete shall be submitted at least 45 calendar days prior to placing a firm order. No substitution shall be made in the source or type of materials used in the work without additional tests to show that the quality of the new materials and concrete are satisfactory.

D. PRIOR TO SELECTION OF A READY-MIXED CONCRETE SUPPLIER, THE FOLLOWING INFORMATION SHALL BE SUBMITTED TO THE CITY FOR APPROVAL:

1. Name of supplier (only one supplier will be approved). 2. Plant location. 3. Plant volume or output quantity. 4. Capacity of transit equipment. 5. Estimated travel time from plant to jobsite.


6. Other data, as requested, necessary to show the supplier's capability to produce concrete of the quality and quantity required.

E. TEST REPORTS

1. Submit reports less than 12 months old of tentative concrete mix design and testing including:

a. Water/cement ratio. b. Brand, type, composition, and quantity of cement. c. Specific gravity and gradation of each aggregate. d. Ratio of fine to total aggregates. e. Surface-dry weight of each aggregate per cu yd. f. Brand, type, ASTM designation, active chemical ingredients, manufacturer's

literature and quantity of each admixture. g. Compressive strength based at 7 and 28-day compression tests, and unit weight. h. Slump and time of initial set. i. Aggregate reactivity. j. Shrinkage test results based on 21-day and 28-day tests.

2. Contractor shall submit manufacturer's certification that cement, admixtures and pozzolan conform to applicable specified ACI and ASTM standards.

3. Contractor shall submit certified laboratory test reports showing the aggregate conforms to the quality requirements of referenced ACI standards.

4. Contractor shall submit drawings 30 days prior to commencement of concrete placement, detailing the location of all construction and expansion joints to be placed in all concrete structures.

5. Contractor shall submit detailed concrete lift drawings for review 30 days before the scheduled placement. Concrete placement shall not begin until the City's review of the appropriate lift drawings is complete. Each lift drawing shall describe the placement by location, dimensions and elevations, shall include lift depths, volume of placement and time between adjoining placements, and shall be accompanied by descriptions of placement procedures. Lift drawings shall show all embedded items, including waterstops and other joint accessories, and shall describe concrete finish, as applicable.

6. Contractor shall submit a schedule of all concrete placements planned for each work week. The schedule shall be submitted in advance of the schedule placements so as to arrive at the City’s office no later than Friday morning of the preceding week. The schedule shall identify placements and locations of concrete within the structure or by reference to an applicable lift drawing.

F. BATCH TICKETS

1. Submit certified delivery tickets for concrete furnished with the follow information:

a. Name and location of batch plant and name of plant inspector. b. Ticket number. c. Load number (batch number). d. Date and truck number. e. Destination including name and location of Project feature. f. Concrete type and class (strength) and design mix designation.


g. Actual quantities of all materials including admixtures and amount of concrete in cubic yards.

h. Time at which mixer drum was charged with cement. i. Amount of free moisture by percentage of permissible mixing water in

aggregates, and maximum amount of mixing water that can be added at job site to obtain specified water to cement ratio.

j. Blank space for initials of on-site receiving party. k. Time of arrival of concrete truck on site. l. Time of concrete placement. m. Batch temperature and placement temperature.

2. Contractor shall submit sample copies of the Contractor’s placement card to be used with each concrete placement as a checklist before concrete is placed. Placement cards, in duplicate, shall be kept at the location of the placement. Contractor‘s supervisor will initial each item before the City’s field representative initials the card and before placement can begin. One copy of the final completed placement card for each placement shall be submitted to the City.

1.7 CONCRETE DESIGN MIXES A. GENERAL

1. The Contractor shall determine mix proportions for each class of concrete within the minimum cement content, minimum water/cement ratio and other limitations stated in Paragraph 2.11. Proportions of concrete mixtures shall be determined in accordance with ACI 301, Section 4.2.3. The mix proportions may be based on field test data or on trial mixtures. Alternatively, an existing, proven mix design with documentation meeting ACI 301, Section 4.2.3 requirements may be used, if approved by the City.

2. If concrete is to be conveyed by pumping, mix proportions shall also be determined using the guidance in ACI 304.2R, Chapter 4 and/or pumping experience with similar mix designs, documented by submittal of a concrete pumping plan

3. The mix proportions shall be adjusted during the progress of work whenever need for such adjustments is indicated by results of testing. Adjustments of mix proportions shall remain in compliance with the minimum cement content and minimum water/cement ratios specified in Paragraph 2.11.

4. The placing of concrete shall not begin until the mix design has qualified and has been accepted by the City.

PART 2 PRODUCTS

2.1 CEMENTITIOUS MATERIALS A. CONCRETE COMPOSITION

1. Concrete shall be composed of Portland cement, water, coarse and fine aggregate, an air-entraining admixture and a water-reducing admixture. A city-approved set retarding admixture may be added, if necessary and included in mix submittals.

Only materials which will result in uniform color of exposed surfaces shall be used. The total chloride ion contained in the concrete mixture prior to service exposure shall not exceed 0.15% by weight of cement.

B. PORTLAND CEMENT

1. Cement shall conform to ASTM C 150, Type II or IV, low alkali. All cement used shall be from the same mill and manufacturer and shall have uniform color.


C. POZZOLAN

1. Fly ash or other pozzolans, if used as admixtures in structural concrete, shall conform to ASTM C 618, Class C or Class F with 4% maximum loss on ignition and 20% maximum cement replacement by weight.

2. Fly ash shall be used only when approved by the City in writing to an extent not exceeding 20% by weight of cement. Fly ash and its use shall be in accordance with the requirements of ACI standards, unless otherwise specified.

2.2 AGGREGATES A. CONCRETE AGGREGATES

1. Testing of aggregate shall conform to ASTM C33, and tests for evaluation of potential reactivity of aggregate shall be made in accordance with ASTM C289.

2. Aggregates shall be produced only from acceptable sources determined by tests performed to establish that concrete of required quality can be made from the sources proposed. Only one source of aggregates shall be used for the duration of the project unless authorization to use another is obtained from the City in writing.

B. AGGREGATE QUALITY

1. Aggregate shall not originate from any source susceptible to producing reactive or degenerative rock products.

2. Coarse aggregate having a specific gravity below 2.60 (saturated surface dry basis) shall not be used without written permission of the City.

C. FINE AGGREGATE

1. Fine aggregate (sand) for concrete shall consist of natural or manufactured sand, or a blend of the two fine aggregates, and shall in all cases be washed. The Contractor shall do all sorting, crushing, screening, blending, washing, and other operations necessary to make the available material in accordance with said requirements. In case the finer particles from the crushed coarse aggregate are to be mixed with the sand from natural deposits, the two products shall be uniformly blended before washing or screening to ensure a combined product of constant composition

2. Washed or saturated sand shall be allowed to drain for at least 24 hours to a uniform moisture content before batching.

3. Dry sand shall be moistened before handling to prevent segregation.

D. COARSE AGGREGATE

1. Coarse aggregate shall be gravel, crushed rock, or a combination thereof, and shall be composed of strong, hard, clean, durable uncoated rock, free from alkali. Coarse aggregate shall be washed free of organic or other deleterious matter.

2. Maximum size of aggregate shall be as specified in Paragraph 2.11.B.

2.3 WATER A. GENERAL

1. The water and ice for washing aggregate and mixing concrete shall be potable, clean, and free from objectionable quantities of organic matter, alkali, salts, and other impurities which, in the opinion of the City, might reduce the strength, durability, or otherwise adversely affect the quality of the concrete.


Water shall not contain more than 650 parts per million of chlorides as Cl nor more than 1000 parts per million of sulfates as SO4. In no case shall the water contain an amount of impurities that will cause a change in the setting time of Portland cement of more than 25% nor a reduction in the compressive strength of mortar at 14 days of more than 5% when compared to the results obtained with distilled water. Potable water approved for public use may be accepted without testing. If non-potable water is proposed, the Contractor shall perform tests to assure that the proposed mix water complies with ASTM C1602.

2.4 CHEMICAL ADMIXTURES A. GENERAL

1. All chemical admixtures shall be clearly stated on the concrete mix designs submitted to the City for approval and no admixtures shall be added to any mix in the field unless stated on the mix design to suit at the time of placement.

2. Air-entraining admixtures (AEA) shall conform to ASTM C 260 and shall consistently cause the concrete to have an air content within the specified range. AEA shall not be used in Class UW concrete.

3. Water-reducing admixtures, retarding admixtures, and water-reducing and retarding admixtures shall conform to ASTM C 494.

4. Accelerating admixtures and water-reducing and accelerating admixtures shall conform to ASTM C 494, Type C or E except that calcium chloride or admixtures containing calcium chloride shall not be used.

5. Chemical admixtures for use in producing flowing concrete shall comply with ASTM C 1017, Type I or II. These admixtures shall be used only when approved in writing by the City.

6. Retarding admixtures shall conform to ASTM C 494.

7. High-range water-reducing admixtures (HRWRA) shall conform to ASTM C494, Type F or G.

2.5 READY-MIX CONCRETE A. GENERAL

1. Concrete shall meet the requirements of ASTM C 94.

2. Ready-mixed concrete manufacturer shall provide duplicate delivery tickets with each load of concrete delivered. Delivery tickets shall provide the information indicated in Paragraph 1.6.F in addition to that required by ASTM C 94:

a. Type and brand cement.

b. Cement content in pounds per cubic yard of concrete.

c. Maximum size of aggregate.

d. Amount and brand name of admixtures.

e. Total water content expressed by water/cement ratio.

2.6 CONCRETE CURING MATERIALS A. GENERAL

1. Moisture-Retaining Cover for curing concrete shall be polyethylene sheeting conforming to ASTM C 171.

2. Water shall be potable.


3. Membrane-Forming Curing Compound shall be liquid type conforming to ASTM C 309, Type 1, clear, Type 1D with fugitive dye for interior work and Type 2, white, pigmented for exterior work.

2.7 NONSHRINK GROUT Non-shrink grout shall be in accordance with Section 03 62 00 – Non-Shrink Grouting.

2.8 EPOXY BONDING AGENT Epoxy bonding agents for bonding fresh to hardened or prepared concrete shall be Concresive Liquid LPL as manufactured by Chemrex or approved equal.

2.9 EPOXY RESIN Epoxy resin for use in repairs shall conform to ASTM C 881/C 881M, Type III, Grade I or II.

2.10 RELATED MATERIALS A. WATERSTOPS

1. Provide center bulb type waterstops at all construction joints below finished grade and in all construction joints where shown and detailed on construction plans. Waterstops to be Greenstreak 732, Greenstreak 667, or approved equal. Split face waterstops will not be acceptable under any circumstances. Bentonite waterstops shall only be used where shown and detailed on the construction plans.

B. BITUMINOUS AND FIBER JOINT FILLER

1. Provide resilient and non-extruding type premolded bituminous impregnated fiberboard units complying with ASTM D1751, FS HH-F-341, Type 1 and AASHTO M 213.

Provide one of the following products:

a. Elastite; Philip Carey/Celotex

b. Flexcell; Celotex Corp.

c. Crane Fiber 1390; W.R. Grace & Co.

d. Fibre; W.R. Meadows, Inc.

e. Tex-Lite; J & P Petroleum Prod. Inc.

f. Sonoflex; Sonneborn/Contech, Inc.

2.11 PROPORTIONING AND DESIGN OF MIXES A. GENERAL

1. Design mixes shall be prepared for each type and strength of concrete specified below. Mixes shall be designed by either the laboratory trial batch method or the field experience methods. Selection of concrete proportions shall follow standard practices recommended in ACI 211.1. The Contractor shall be responsible for proportioning and designing all concrete in full compliance with the stated mix specifications. All mix designs shall use the “Absolute-Volume Method” for mix proportioning. Water content of design mixes shall allow for slump loss and shall be that which will produce concrete meeting the slump requirements contained in Paragraph 3.1B.3.

2. Design concrete mix within the limits specified. Methods for selecting and adjusting proportions of the ingredients shall be in accordance with ACI 211.1.


B. CONCRETE MIXES SHALL MEET THE FOLLOWING REQUIREMENTS

Type Minimum Cement Content Maximum Water/Cement Ratio Maximum Aggregate

Size Min. 28-Day Compressive

Strength % Air

Entrainment

Non-Air-Entrained Air-Entrained

Type Minimum Cement Content

Maximum Water/Cement Ratio Maximum

Aggregate Size

Min. 28-Day Compressive

Strength % Air

Entrainment Non-Air Entraine

d

Air Entraine

d

Class I

630 lbs 0.48 0.40 1-1/2-inch 5,000 psi 6% ± 1%

Class IB

630 lbs 0.48 0.40 3/4-inch 5,000 psi 6% ± 1%

Class II

376 lbs 0.82 0.74 1/2-inch 2,000 psi 6% ± 1%

Class UW

630 lbs 0.50 N/A 3/4-inch 4,500 psi N/A

Class CDF

200 lbs max

5.4 5.1 1/2-inch 50 psi min 300 psi max

5% ± 1%

1. Class I concrete is intended for all structural concrete used for walls, footings, slabs, drilled piers, etc.

2. Class IB concrete is intended for the second stage concrete around the bulkhead gate frame.

3. Class II concrete is intended for use as a fill concrete above water level.

4. Class UW concrete is intended for use as underwater placed concrete.

5. Class CDF concrete shall meet ACI 229R-10 and is intended for use as controlled density fill where called out on plans and as indicated to stabilize site conditions as listed in the Geotechnical Report (Cornforth Consultants)

6. Minimum compressive strength as determined by ASTM C 39.

7. Air entrainment measured at point of discharge immediately prior to placement.

C. ADMIXTURES

1. Content, batching method, and time of introduction in accordance with the manufacturer's recommendations for compliance with Specifications.

2. Include a water reducing admixture.

3. Admixture shall be chloride free.

D. CONSISTENCY

1. Suitable for the placement conditions.


2. Uniform slump.

3. Aggregate is uniformly distributed throughout the concrete mass.

4. Flows sluggishly when vibrated or spaded.

E. SHRINKAGE STRAIN

1. Concrete mix designs used for slabs shall meet the maximum shrinkage requirements of 0.036% at 21 days and 0.042% at 28 days. Contractor shall provide substantiated historical mix design data including shrinkage test results to the City for approval. If historical mix design data is not available, Contractor shall obtain third party shrinkage testing in accordance with ASTM C157 for selected mix designs. Results shall be provided to the City for approval at time of mix design approval, and prior to construction.

2.12 MANUFACTURE OF CONCRETE A. GENERAL

1. The Contractor shall use a batching plant, which can produce concrete continuously at a rate that will complete the work within the required time.

2. An individual weigh batcher shall be provided for water, cement and fine and coarse aggregates.

3. The batch plant shall have a minimum capacity of 350 cubic yards of concrete per 10 hour shift day.

4. All equipment producing concrete shall be kept clean of hardened cement and concrete.

5. The weigh batchers shall be constructed so that the sequence and timing of the discharge gates can be controlled to ensure mixing of aggregates and cement as the mixer is charged.

6. The plant shall include provisions to facilitate the inspection of all operations at all times.

7. Delivery from the batchers shall be within the following limits of accuracy:

a. Cement: 1% by weight.

b. Water: 1% by weight.

c. Aggregate: 2% by weight.

d. Admixtures: 3% by volume.

8. Adequate scales shall be provided by the Contractor for the accurate measurement and control of all materials for each batch of concrete.

9. Periodic tests of the scales shall be made at least once every 6 months or as directed by the City.

10. After each check test, the Contractor shall make such adjustments, repairs or replacement as may be required.

2.13 TIME BETWEEN MIXING AND PLACING A. GENERAL

1. The time between mixing and placing shall conform to ASTM/ACI but shall not exceed 1.5 hours. All concrete not placed within 40 minutes of batching shall contain a retarding admixture.


If retarding admixture is planned to be utilized, mix designs for each class of concrete shall be prepared with and without the admixture, in accordance with Paragraph 1.7 above, then tested and submitted for review by the City.

2. Concrete, which has not been placed during the time specified, shall be wasted and disposed of at an approved off-site location, at the Contractor’s expense, unless its use is accepted by the City.

PART 3 EXECUTION

3.1 TRANSPORTING AND PLACING A. GENERAL

1. Ready-mixed concrete shall be batched, mixed, and transported in accordance with ASTM C94, except as otherwise specified. Transport to the point delivery in truck agitators, or in truck mixers operating at agitator speed.

2. Concrete shall be conveyed from mixer to forms as rapidly as practicable by methods which will prevent segregation, loss of ingredients, or slump change in excess of 1-inch in the concrete as delivered from the mixer. There shall be no vertical drop greater than 4-feet except where suitable equipment is provided to prevent segregation and where specifically authorized. Pumping may be used. Belt conveyors, chutes or other similar equipment for delivering and placing concrete shall be approved by the City.

3. Hoppers and vertical or inclined chutes or conduits shall be provided where necessary to limit the free fall.

4. All equipment for transporting and placing concrete shall contain no aluminum in the conveying system and shall be adequate to maintain a continuous supply of fresh concrete at the forms and shall be kept clean of hardened concrete.

5. Unless otherwise accepted by the City, wherever and whenever concrete is being placed and when the concrete is being transferred into buckets, the Contractor shall use large opening bottom dump buckets which are capable of satisfactorily discharging concrete having slumps ranging from 3/4-inch to 3-inch.

6. Concrete shall be delivered to site, and placed within the lower half of the specified slump range. No water shall be added after the initial introduction of the mixing water for the batch, except at the start of discharge, when the measured slump is less than the minimum of the specified range and no more than 60 minutes have elapsed from the time of batching to the start of discharge, and only on the instructions of the City.

7. Pumped concrete shall be placed by pumping in accordance with recommendations contained in ACI Standard 304.2R.

B. PLACEMENT AND CONSOLIDATION

1. Prior to concrete placement:

a. No concrete shall be placed until all formwork, installation of parts to be embedded, reinforcement steel, and preparation of surfaces involved in the placing have been completed and accepted by the City at least 4 hours before placement of concrete. All surfaces of forms and embedded items that have become encrusted with dried grout from concrete previously placed shall be cleaned of all such grout before the surrounding or adjacent concrete is placed.


b. All reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and rigidly secured where shown on the shop drawings and shall be acceptable to the City before any concrete is placed. Embedded items shall be secured in a manner which allows the concrete to be finished and cured as called out on the plans and these specifications. Accuracy of placement is the responsibility of the Contractor.

c. No concrete shall be placed in any structure until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes, or other means, and carried out of the forms, clear of the work. No Class I and Class II concrete shall be deposited underwater, unless specifically intended as such per the contract documents, nor shall the Contractor allow still water to rise on any concrete until the concrete has attained its initial set.

d. Water shall not be permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of the concrete. Pumping or other necessary dewatering operations for removing ground water, if required, will be subject to the review of the City.

e. Conduit, dowels, and other ferrous items required to be embedded in concrete construction shall be positioned and supported prior to placement of concrete so that there will be a minimum of 2-inches clearance between said items and any parallel reinforcement. Securing such items in position by welding them to the reinforcement will not be permitted unless otherwise noted on the Drawings.

f. Openings for pipes, inserts for pipe hangers and brackets, and the setting of anchors shall, where practicable, be provided for during the placing of concrete.

g. The concrete placement card shall be initialed by the Contractor and the City’s field representative.

2. General:

a. Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI 304 and the requirements of this section.

b. Concrete which upon, or before, placing is found not to conform to the requirements specified herein shall be rejected and immediately removed from the work. Concrete which is not placed in accordance with these specifications, or which is of inferior quality, shall be removed and replaced by and at the expense of the Contractor.

c. Concrete shall not be dropped through reinforcement steel or into any deep form, whether reinforcement is present or not, causing separation of the coarse aggregate from the mortar on account of repeatedly hitting rods or the sides of the form as it falls. Nor shall concrete be placed in any form in such a manner as to leave accumulation of mortar on the form surfaces above the placed concrete. In such cases, some means such as the use of hoppers and, if necessary, vertical ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a manner that it may reach the place of final deposit without separation. Concrete shall be uniformly distributed during the process of depositing and in no case after depositing shall any portion be displaced in the forms more than 6-feet in horizontal direction.

d. Concrete shall be deposited in or close to its final position; segregation due to rehandling or flowing shall be avoided.

e. Placing of concrete shall be regulated so that the pressure caused by the wet concrete shall not exceed that used in the design of the forms.

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